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ENGINEERING
CONSTRUCTION STANDARDS
City of Auburn
Public Works Department
25 WEST MAIN STREET
AUBURN, WA 98001-4998
(253) 931-3010
FAX (253) 931-3053
PREFACE FOR THE
CITY OF AUBURN
ENGINEERING CONSTRUCTION
STANDARDS
Grading, Utility, Street and other civil construction work within the City of Auburn shall
utilize the 2008 WSDOT Standard Specifications for Road, Bridge, and Municipal
Construction (English Version) as supplemented and amended by the City of Auburn
Special Provisions contained with in Section 1 of this document and the applicable
Washington State Department of Transportation (WSDOT) Standard Plans for Road and
Bridge Construction as supplemented by the City of Auburn Standard Details contained
with in Section 2 of this document. These standards are to be used in addition to the
information supplied on the approved plans.
Contractors are required to have the City of Auburn Engineering Construction Standards,
WSDOT Standard Plans for Road and Bridge Construction, and the WSDOT Standard
Specifications for Road, Bridge, and Municipal Construction available at the job site
during construction.
WSDOT Standard Plans and Specifications are available at a nominal charge from the
Washington State Department of Transportation at Engineering Publications: Washington
State Department of Transportation, Engineering Publications, PO Box 47304, Olympia,
WA 98504, or at (360)705-7431, or at http://www.wsdot.wa.gov/Publications/Manuals/PriceList.htm.
The City of Auburn Engineering Construction Standards are available at a nominal charge
from the City of Public Works Department at (253) 931-3010. It is the responsibility of
the user to obtain the most current version and any associated revisions from the City of
Auburn.
The WSDOT Standard Specifications, as modified or supplemented by these Special
Provisions, shall govern all of the work. The deletion, alteration, or addition to any
subsection or portion of the WSDOT Standard Specifications is meant to pertain only to
that particular portion of the section, and in no way should it be interpreted that the balance
of the section does not apply.
All references within the engineering construction standards to
measurement, payment or contractual obligations between the city and
the contractor are in reference to a public contract and are not
applicable to development projects
Also incorporated into the City of Auburn Construction Standards by reference are the
Manual on Uniform Traffic Control Devices (MUTCD) for Streets and Highways, current
edition, and the American Water Works Association Standards (AWWA), current edition.
In case of conflict between the various elements of the Engineering Construction
Standards, refer to Section 1-04.2 (Coordination of Contract Documents, Plans, Special
Provisions Specifications, and Addenda) of this document for order of precedence.
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
Revised 06/2009................City of Auburn Engineering Construction Standards..........................................i
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ENGINEERING CONSTRUCTION STANDARDS
DIVISION 1: GENERAL REQUIREMENTS ...............................................................................1-1
1-01 DEFINITIONS AND TERMS
1-01.3 DEFINITIONS..........................................................................................................................Supplement
Applicant .........................................................................................................................................Supplement
Applicant’s Engineer.............................................................................................................................Supplement
City .........................................................................................................................................Supplement
Contract Documents..............................................................................................................................Supplement
Contracting Agency...............................................................................................................................Supplement
Contractor .........................................................................................................................................Supplement
Current Edition......................................................................................................................................Supplement
Dates
Completion Date .................................................................................................................................
Final Acceptance Date........................................................................................................................
Engineer .........................................................................................................................................Supplement
Equal Products......................................................................................................................................Supplement
Measurement .........................................................................................................................................Supplement
Notice to Proceed..................................................................................................................................Supplement
Payment .........................................................................................................................................Supplement
Plans .........................................................................................................................................Supplement
Project .........................................................................................................................................Supplement
Special Provisions .................................................................................................................................Supplement
Standard Details....................................................................................................................................Supplement
Standard Plans......................................................................................................................................Supplement
Standard Specifications.........................................................................................................................Supplement
Traffic .........................................................................................................................................Supplement
Shop drawings .......................................................................................................................................Supplement
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
Revised 06/2009................City of Auburn Engineering Construction Standards.........................................ii
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1-04 SCOPE OF THE WORK
1-04.2 COORDINATION OF CONTRACT DOCUMENTS, PLANS, SPECIAL
PROVISIONS, SPECIFICATIONS AND ADDENDA................................................................Revision
1-05 CONTROL OF WORK
1-05.4 CONFORMITY WITH AND DEVIATIONS FROM PLANS AND STAKES............................Revision
1-05.4(3) RECORD CONSTRUCTION DRAWINGS.......................................................................New Section
1-05.7 REMOVAL OF DEFECTIVE AND UNAUTHORIZED WORK............................................Supplement
1-05.10 GUARANTEES......................................................................................................................Supplement
1-05.11 FINAL INSPECTION AND OPERATIONAL TESTING...................................................Replacement
1-05.11(1) FINAL INSPECTION AND PHYSICAL COMPLETION DATE...................................New Section
1-05.11(2) OPERATIONAL TESTING .............................................................................................New Section
1-05.14(1) COOPERATION WITH OTHERS...................................................................................New Section
1-06 CONTROL OF MATERIAL
1-06.7 SUBMITTALS.........................................................................................................................New Section
1-06.7(1) SUBMITTAL PROCEDURES...........................................................................................New Section
1-06.7(2) SCHEDULE OF SUBMITTALS........................................................................................New Section
1-06.7(3) SHOP DRAWINGS, PRODUCT DATA, SAMPLES........................................................New Section
1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC
1-07.1 LAWS TO BE OBSERVED.....................................................................................................Supplement
1-07.5(5) CITY OF AUBURN REQUIREMENTS............................................................................New Section
1-07.6 PERMITS AND LICENSES.....................................................................................................Supplement
1-07.13(2) RELIEF OF RESPONSIBILITY FOR COMPLETED WORK.......................................Replacement
1-07.15 TEMPORARY WATER POLLUTION/EROSION CONTROL............................................Supplement
1-07.16 PROTECTION AND RESTORATION OF PROPERTY......................................................Supplement
1-07.16(1)A PROTECTION AND RESTORATION OF EXISTING
MARKERS AND MONUMENTS.................................................................................New Section
1-07.16(2) VEGETATION PROTECTION AND RESTORATION..................................................Supplement
1-07.17 UTILITIES AND SIMILAR FACILITIES...........................................................................Replacement
1-07.17(1) DISRUPTIONS TO CITY WATER SERVICES..............................................................New Section
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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1-07.17(2) UTILITY POTHOLING...................................................................................................New Section
1-07.23 PUBLIC CONVENIENCE AND SAFETY............................................................................Supplement
1-07.23(1) CONSTRUCTION UNDER TRAFFIC..............................................................Supplement/Revision
1-07.23(1)A DUST AND MUD CONTROL AND STREET CLEANING........................................New Section
1-07.23(1)B DAILY CLEANUP AND MAINTENANCE ITEMS....................................................New Section
1-07.23(2) CONSTRUCTION AND MAINTENANCE OF DETOURS .............................Supplement/Revision
1-07.28 HAUL ROUTES.....................................................................................................................New Section
1-08 PROSECUTION AND PROGRESS
1-08.0 PRELIMINARY MATTERS...............................................................................................New Section
1-08.0(1) PRECONSTRUCTION CONFERENCE ...........................................................................New Section
1-08.0(2) HOURS OF WORK ...........................................................................................................New Section
1-08.4 NOTICE TO PROCEED AND PROSECUTION OF WORK ...............................................Replacement
1-08.6(1) SUSPENSION OF WORK........................................................................................................Revision
1-08.7 MAINTENANCE DURING SUSPENSION.................................................................................Revision
1-10 TEMPORARY TRAFFIC CONTROL
1-10.1 GENERAL.....................................................................................................................................Revision
1-10.2(2) TRAFFIC CONTROL PLANS............................................................................................Supplement
1-10.3(1)B OTHER TRAFFIC CONTROL LABOR...........................................................................Supplement
DIVISION 2: EARTHWORK...............................................................................................................2-1
2-01 CLEARING, GRUBBING AND ROADSIDE CLEANUP
2-01.1 DESCRIPTIONS.......................................................................................................................Supplement
2-01.2(1) DISPOSAL METHOD NO. 1 - OPEN BURNING..............................................................Supplement
2-01.2(2) DISPOSAL METHOD NO. 2 - WASTE SITE....................................................................Supplement
2-01.2(3) DISPOSAL METHOD NO. 3 - CHIPPING..............................................................................Revision
2-01.3 CONSTRUCTION REQUIREMENT......................................................................................Supplement
2-01.3(1) CLEARING...............................................................................................................................Revision
2-01.3(2) GRUBBING..............................................................................................................................Revision
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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2-02 REMOVAL OF STRUCTURES AND OBSTRUCTIONS
2-02.3 CONSTRUCTION REQUIREMENTS
2-02.3(2) REMOVAL OF BRIDGES, BOX CULVERTS, AND
OTHER DRAINAGE STRUCTURES................................................................................Supplement
2-02.3(3) REMOVAL OF PAVEMENT, SIDEWALKS, CURBS, AND GUTTERS.........................Supplement
2-02.3(4) REMOVAL AND RESETTING OF MISCELLANEOUS ITEMS....................................New Section
2-02.3(5) REMOVE AND RESET FENCING...................................................................................New Section
2-02.3(6) REMOVE RAISED PAVEMENT MARKINGS................................................................New Section
2-02.3(7) REMOVE AND RESET PRIVATE SIGNS.......................................................................New Section
2-02.3(8) REMOVE AND RESET PRIVATE LUMINAIRES..........................................................New Section
2-02.3(9) SALVAGE...........................................................................................................................New Section
2-03 ROADWAY EXCAVATION AND EMBANKMENT
2-03.1 DESCRIPTION..........................................................................................................Revision/Supplement
2-03.3 CONSTRUCTION REQUIREMENTS
2-03.3(3) EXCAVATION BELOW SUBGRADE....................................................................................Revision
2-03.3(7)C CONTRACTOR-PROVIDED DISPOSAL SITE..............................................................Supplement
2-03.3(14) EMBANKMENT CONSTRUCTION................................................................................Supplement
2-03.3(14)E UNSUITABLE FOUNDATION EXCAVATION...........................................................Supplement
2-03.3(14)M EXCAVATION OF CHANNELS.......................................................................................Revision
2-06 SUBGRADE PREPARATION
2-06.3(1) SUBGRADE FOR SURFACING.........................................................................................Supplement
2-07 WATERING
2-07.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
2-07.4 MEASUREMENT....................................................................................................................Supplement
2-07.4(1) WATER FROM CITY HYDRANTS..................................................................................New Section
2-09 STRUCTURE EXCAVATION
2-09.3(3)D SHORING AND COFFERDAMS.....................................................................................Supplement
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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DIVISION 3: PRODUCTION FROM QUARRY AND PIT SITES AND
STOCKPILING.............................................................................................................3-1
3-01 PRODUCTION FROM QUARRY AND PIT SITES
3-01.4 CONTRACTOR FURNISHED MATERIAL SOURCES........................................................Supplement
DIVISION 4: BASES................................................................................................................................4-1
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS............................................5-1
5-02 BITUMINOUS SURFACE TREATMENT
5-02.3(12) NON-WOVEN FABRIC FOR PAVEMENT OVERLAYS .............................................New Section
5-04 HOT MIX ASPHALT ............................................................................................................Replacement
5-04.1 DESCRIPTION
5-04.2 MATERIALS
5-04.3 CONSTRUCTION REQUIREMENTS
5-04.3(1) HMA MIXING PLANT
5-04.3(2) HAULING EQUIPMENT
5-04.3(3) HOT MIX PAVERS
5-04.3(4) ROLLERS
5-04.3(5) CONDITION OF EXISTING SURFACE
5-04.3(5)A PREPARATION OF EXISTING SURFACES
5-04.3(5)B PREPARATION ON UNTREATED ROADWAY
5-04.3(5)C CRACK SEALING
5-04.3(5)D SOIL RESIDUAL HERBICIDE
5-04.3(5)E PAVEMENT REPAIR
5-04.3(6) HEATING OF ASPHALT BINDER
5-04.3(7) PREPARATION OF AGGREGATES
5-04.3(7)A MIX DESIGN
5-04.3(8) MIXING
5-04.3(8)A ACCEPTANCE SAMPLING AND TESTING-HMA MIXTURE
5-04.3(8)B BASIS OF ACCEPTANCE
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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5-04.3(9) SPREADING AND FINISHING
5-04.3(10) COMPACTION
5-04.3(10)A GENERAL
5-04.3(10)B CONTROL
5-04.3(11) JOINTS
5-04.3(12) VACANT
5-04.3(13) SURFACE SMOOTHNESS
5-04.3(14) PLANING BITUMINOUS PAVEMENT
5-04.3(15) HMA ROAD APPROACH
5-04.3(16) WEATHER LIMITATIONS
5-04.3(17) PAVING UNDER TRAFFIC
5-04.3(18) VACANT
5-04.3(19) SEALING OF PAVEMENT SURFACES
5-04.3(20) ANTI-STRIPPING ADDITIVE
5-04.3(21) ASPHALT CONCRETE PAVEMENT BUTT JOINTS
5-04.3(22) ASPHALT COLD PATCH
5-04.3(23) INCIDENTAL HMA
5-05 CEMENT CONCRETE PAVEMENT
5-05.3(1) CONCRETE MIX DESIGN FOR PAVING........................................................................Supplement
5-05.3(7) PLACING, SPREADING, AND COMPACTING CONCRETE..............................................Revision
5-05.3(8) JOINTS......................................................................................................................................Revision
5-05.3(8)C THROUGH JOINTS........................................................................................................Replacement
5-05.3(8)C1 ISOLATION JOINTS.....................................................................................................New Section
5-05.3(8)C2 CONSTRUCTION JOINTS...........................................................................................New Section
5-05.3(8)C3 SEALING THROUGH JOINTS.....................................................................................New Section
5-05.3(9) CEMENT CONCRETE CURB ON NEW PAVEMENT...................................................New Section
5-05.3(10) TIE BARS AND DOWEL BARS.......................................................................Revision/Supplement
5-05.3(23) CEMENT CONCRETE PAVEMENT FOR ALLEY.......................................................New Section
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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5-05.3(23)A PAVEMENT AND ALLEY REQUIREMENTS...........................................................New Section
5-05.3(23)B EXTRA CONCRETE FOR ALLEY APPROACH RAMP ............................................New Section
5-06 TEXTURED ASPHALT..........................................................................................................New Section
5-06.1 DESCRIPTION
5-06.2 MATERIALS
5-06.1 DESCRIPTION
5-06.2(1) COATING MATERIAL
5-06.2(2) COLORANT
5-06.3 CONSTRUCTION REQUIREMENTS
5-06.3(1) TEXTURED ASPHALT TERMS
5-06.3(2) CERTIFICATION
5-06.3(3) EQUIPMENT
5-06.3(3)A TEMPLATES
5-06.3(3)B RECIPROCATING INFRA-RED HEATER
5-06.3(3)C VIBRATORY PLAT COMPACTOR
5-06.3(3)D SPRAY EQUIPMENT
5-06.3(4) CONSTRUCTION
5-06.3(4)A SURFACE PREPARATION PRIOR TO COATING
5-06.3(4)B LAYOUT AND IMPRINTING
5-06.3(4)C HEATING OF ASPHALT
5-06.3(4)D SAMPLE AREA
5-06.3(4)E COATING INSTALLATION
5-06.3(5) QUALITY CONTROL
5-06.3(5)A GENERAL
5-06.3(5)B STAMPING DEPTH
5-06.3(5)C COATING THICKNESS
5-06.3(5)D PROTECTION OF EXISTING PAVEMENT MARKINGS
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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DIVISION 6: STRUCTURES...............................................................................................................6-1
6-02 CONCRETE STRUCTURES
6-02.1 DESCRIPTION.........................................................................................................................Supplement
6-04 TIMBER STRUCTURES
6-04.1 DESCRIPTION.........................................................................................................................Supplement
6-07 PAINTING
6-07.3(1) PAINTING NEW STEEL STRUCTURES...............................................................................Revision
6-15 SOIL NAIL WALLS
6-15.3(8)A VERIFICATION TESTING ..................................................................................................Revision
6-15.3(8)B PROOF TESTING .................................................................................................................Revision
6-17 PERMANENT GROUND ANCHORS
6-17.3(8)B PERFORMANCE TESTING.................................................................................................Revision
6-17.3(8)C PROOF TESTING..................................................................................................................Revision
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS..............................................7-1
7-01 DRAINS
7-01.2 MATERIALS.................................................................................................................................Revision
7-01.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
7-04 STORM SEWERS
7-04.2 MATERIALS.................................................................................................................................Revision
7-04.3(1)F LOW PRESSURE AIR TEST FOR STORM SEWERS
CONSTRUCTED OF NON-PERMEABLE MATERIAL................................................Supplement
7-04.3(1)G TELEVISION INSPECTION...........................................................................................New Section
7-05 MANHOLES, INLETS AND CATCH BASINS
7-05.1 DESCRIPTION.......................................................................................................................Replacement
7-05.2 MATERIALS............................................................................................................................Supplement
7-05.2(1) TRASH RACKS..................................................................................................................New Section
7-05.3 CONSTRUCTION REQUIREMENTS ...................................................................................Supplement
7-05.3(1) ADJUSTING MANHOLES & CATCH BASINS TO GRADE...........................................Supplement
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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7-05.3(3) CONNECTIONS TO EXISTING MANHOLES.................................................................Supplement
7-05.3(5) CHANNELS FOR MANHOLES........................................................................................New Section
7-08 GENERAL PIPE INSTALLATION REQUIREMENTS
7-08.1 DESCRIPTION.......................................................................................................................Replacement
7-08.2 MATERIALS..........................................................................................................................Replacement
7-08.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
7-08.3(1)EXCAVATION AND PREPARATION OF TRENCH
7-08.3(1)A TRENCHES.............................................................................................................................Revision
7-08.3(1)B SHORING...........................................................................................................................Supplement
7-08.3(1)C BEDDING THE PIPE.......................................................................................................Supplement
7-08.3(2)B PIPE LAYING - GENERAL.............................................................................................Supplement
7-08.3(2)G JOINTING OF DISSIMILAR PIPE .................................................................................Supplement
7-08.3(2)J JOINING HIGH DENSITY POLYETHYLENE PIPE (HDPE) PIPE..............................New Section
7-08.3(2)K PACKAGING, HANDLING, STORAGE
HIGH DENSITY POLYETHYLENE PIPE (HDPE) PIPE..............................................New Section
7-08.3(2)L DEWATERING TRENCHES...........................................................................................New Section
7-08.3(3) BACKFILLING....................................................................................................................Supplement
7-08.3(4) PLUGGING EXISTING PIPE ..........................................................................................Replacement
7-08.3(5) PIPE TRENCH RESTORATION ......................................................................................New Section
7-09 WATER MAINS
7-09.1 DESCRIPTION.........................................................................................................................Supplement
7-09.3(10) BACKFILLING TRENCHES............................................................................................Supplement
7-09.3(19) CONNECTIONS................................................................................................................Supplement
7-09.3(19)A CONNECTIONS TO EXISTING MAINS......................................................................Supplement
7-09.3(19)B MAINTENANCE SERVICE...........................................................................................Supplement
7-09.3(21) CONCRETE THRUST BLOCKING.................................................................................Supplement
7-09.3(22) BLOWOFF ASSEMBLIES..............................................................................................Replacement
7-09.3(23) HYDROSTATIC PRESSURE TEST.................................................................................Supplement
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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7-09.3(24) DISINFECTION OF WATER MAINS..............................................................................Supplement
7-09.3(24)J PREVENTING REVERSE FLOW...................................................................................Supplement
7-09.3(24)N FINAL FLUSHING AND TESTING..............................................................................Supplement
7-12 VALVES FOR WATER MAINS
7-12.3 CONSTRUCTION REQUIREMENTS
7-12.3(2) ADJUST VALVE BOXES..................................................................................................New Section
7-12.3(3) COMBINATION AIR RELEASE/AIR VACUUM VALVE ASSEMBLY........................New Section
7-12.3(4) VALVE WRENCH EXTENSION BOX.............................................................................New Section
7-14 HYDRANTS
7-14.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
7-14.3(1) SETTING HYDRANTS.....................................................................................................Replacement
7-14.3(4) MOVING EXISTING HYDRANTS....................................................................................Supplement
7-15 SERVICE CONNECTIONS
7-15.2 MATERIALS............................................................................................................................Supplement
7-15.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
7-17 SANITARY SEWERS
7-17.2 MATERIALS..........................................................................................................................Replacement
7-17.3 CONSTRUCTION REQUIREMENTS
7-17.3(1) PROTECTIONS OF EXISTING SEWAGE FACILITIES..................................................Supplement
7-17.3(2) CLEANING & TESTING....................................................................................................Supplement
7-17.3(2)A GENERAL..........................................................................................................Revision/Supplement
7-17.3(2)C INFILTRATION TEST..........................................................................................................Revision
7-17.3(2)E LOW PRESSURE AIR TEST FOR SANITARY SEWERS CONSTRUCTED OF AIR-
PERMEABLE MATERIALS..............................................................................................Supplement
7-17.3(2)F LOW PRESSURE AIR TEST FOR SANITARY SEWERS CONSTRUCTED OF NON AIR-
PERMEABLE MATERIALS..............................................................................................Supplement
7-17.3(2)H TELEVISION INSPECTION..........................................................................................Replacement
7-18 SIDE SEWERS
7-18.3 CONSTRUCTION REQUIREMENT......................................................................................Supplement
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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7-18.3(1) GENERAL...........................................................................................................................Supplement
DIVISION 8: MISCELLANEOUS CONSTRUCTION.............................................................8-1
8-01 EROSION CONTROL AND WATER POLLUTION CONTROL
8-01.1 DESCRIPTION.........................................................................................................................Supplement
8-01.1(1)A SUBMITTALS..................................................................................................................Supplement
8-01.3(2) SEEDING FERTILIZING AND MULCHING
8-01.3(2)B SEEDING AND FERTILIZING........................................................................................Supplement
8-01.3(2)D MULCHING......................................................................................................................Supplement
8-01.3(2)E TACKING AGENT AND SOIL BINDERS......................................................................Supplement
8-02 ROADSIDE RESTORATION
8-02.3 CONSTRUCTION REQUIREMENTS
8-02.3(1) RESPONSIBILITY DURING CONSTRUCTION..............................................................Supplement
8-02.3(4)A TOPSOIL TYPE A............................................................................................................Supplement
8-02.3(4)C TOPSOIL TYPE C..........................................................................................................Replacement
8-02.3(5) PLANTING AREA PREPARATION..................................................................................Supplement
8-02.3(5)A PLACEMENT OF TOPSOIL...........................................................................................New Section
8-02.3(5)B ROOT BARRIER CONTROL..........................................................................................New Section
8-02.3(6) SOIL AMENDMENTS........................................................................................................Supplement
8-02.3(7) LAYOUT OF PLANTING...................................................................................................Supplement
8-02.3(8) PLANTING..........................................................................................................................Supplement
8-02.3(10) FERTILIZERS...................................................................................................................Supplement
8-02.3(11) BARK OR WOOD CHIP MULCH.....................................................................Supplement/Revision
8-02.3(12) COMPLETION OF INITIAL PLANTING......................................................................Replacement
8-02.3(13) PLANT ESTABLISHMENT.............................................................................................Supplement
8-02.3(14) PLANT REPLACEMENT.................................................................................................Supplement
8-02.3(16) LAWN INSTALLATION
8-02.3(16)A LAWN INSTALLATION...............................................................................................Supplement
8-02.3(16)B LAWN ESTABLISHMENT............................................................................................Supplement
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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8-02.3(16)C LAWN MOWING...........................................................................................................Supplement
8-02.3(16)D FERTILIZER FOR SODDED AREA............................................................................New Section
8-03 IRRIGATION SYSTEM
8-03.1 DESCRIPTION.........................................................................................................................Supplement
8-03.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
8-03.3(3) PIPING.................................................................................................................................Supplement
8-03.3(5) INSTALLATION.................................................................................................................Supplement
8-03.3(6) ELECTRICAL WIRE INSTALLATION.............................................................................Supplement
8-03.3(7) FLUSHING AND TESTING...............................................................................................Supplement
8-03.3(9) BACKFILL...........................................................................................................................Supplement
8-03.3(11) SYSTEM OPERATION.....................................................................................................Supplement
8-03.3(12) CROSS-CONNECTION CONTROL DEVICE INSTALLATION...................................Supplement
8-03.3(13) IRRIGATION WATER SERVICE..................................................................................Replacement
8-03.3(14) IRRIGATION ELECTRICAL SERVICE........................................................................Replacement
8-04 CURBS, GUTTERS AND SPILLWAYS
8-04.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
8-04.3(1) CEMENT CONCRETE CURB, GUTTERS, AND SPILLWAYS......................................Supplement
8-04.3(1)A EXTRUDED CEMENT CONCRETE CURB...................................................................Supplement
8-05 TRENCH DEWATERING .....................................................................................................New Section
8-05.1 GENERAL...............................................................................................................................New Section
8-05.1(1) DESIGN..............................................................................................................................New Section
8-05.1(2) DAMAGES.........................................................................................................................New Section
8-05.1(3) MAINTAINING EXCAVATION IN DEWATERING CONDITION...............................New Section
8-05.1(4) SYSTEM REMOVAL.........................................................................................................New Section
8-06 CEMENT CONCRETE DRIVEWAY ENTRANCES
8-06.1 DESCRIPTION.......................................................................................................................Replacement
8-06.2 MATERIALS..........................................................................................................................Replacement
8-06.3 CONSTRUCTION REQUIREMENTS.....................................................................Revision/Supplement
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
Revised 06/2009................City of Auburn Engineering Construction Standards.......................................xiii
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Section I Table Of Contents (06-09).doc
8-09 RAISED PAVEMENT MARKERS
8-09.3 CONSTRUCTION REQUIREMENTS
8-09.3(1) SURFACE PREPARATION................................................................................................Supplement
8-13 MONUMENT CASES
8-13.1 DESCRIPTION.........................................................................................................................Supplement
8-13.2 MATERIALS............................................................................................................................Supplement
8-13.3 CONSTRUCTION REQUIREMENTS
8-13.3(1) REFERENCE POINTS.......................................................................................................New Section
8-13.3(2) INSTALLATION................................................................................................................New Section
8-14 CEMENT CONCRETE SIDEWALKS
8-14.1 DESCRIPTION ......................................................................................................................Replacement
8-14.2 MATERIALS ...........................................................................................................................Supplement
8-14.3(1) EXCAVATION ...................................................................................................................Supplement
8-14.3(2) FORMS ...............................................................................................................................Supplement
8-14.3(3) PLACING AND FINISHING CONCRETE .........................................................Revision/Supplement
8-14.3(3)A WHEELCHAIR RAMP ...................................................................................................New Section
8-14.3(3)B SPECIAL SIDEWALK ....................................................................................................New Section
8-14.3(4) CURING ............................................................................................................................Replacement
8-18 MAILBOX SUPPORTS
8-18.2 MATERIALS............................................................................................................................Supplement
8-18.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
8-20 ILLUMINATION TRAFFIC SIGNAL SYSTEMS AND ELECTRICAL
8-20.1 DESCRIPTION.........................................................................................................................Supplement
8-20.1(1) REGULATIONS AND CODE.............................................................................................Supplement
8-20.2 MATERIALS............................................................................................................................Supplement
8-20.2(1) EQUIPMENT LIST AND DRAWINGS..............................................................................Supplement
8-20.2(2) SALVAGED EQUIPMENT................................................................................................New Section
8-20.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
Revised 06/2009................City of Auburn Engineering Construction Standards......................................xiv
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Section I Table Of Contents (06-09).doc
8-20.3(1) GENERAL...........................................................................................................................Supplement
8-20.3(2) EXCAVATION AND BACKFILLING...............................................................................Supplement
8-20.3(2)A CONDUIT TRENCH CONSTRUCTION........................................................................New Section
8-20.3(2)B CONDUIT TRENCH BEDDING.....................................................................................New Section
8-20.3(2)C CONDUIT TRENCH BACKFILL...................................................................................New Section
8-20.3(3)A REMOVAL OF FOUNDATIONS...................................................................................New Section
8-20.3(4) FOUNDATIONS..................................................................................................................Supplement
8-20.3(4)A FOUNDATIONS FOR LIGHT STANDARDS................................................................New Section
8-20.3(4)B FOUNDATION FOR SERVICE CABINET....................................................................New Section
8-20.3(4)C FOUNDATION FOR CONTROLLER CABINET..........................................................New Section
8-20.3(5) CONDUIT.................................................................................................................................Revision
8-20.3(6) JUNCTION BOXES, CABLE VAULTS AND PULL BOXES...........................................Supplement
8-20.3(8) WIRING...............................................................................................................................Supplement
8-20.3(9) BONDING, GROUNDING..................................................................................................Supplement
8-20.3(10) SERVICES TRANSFORMER, INTELLIGENT TRANSPORTATION
SYSTEM CABINET......................................................................................................Supplement
8-20.3(11) TESTING............................................................................................................Revision/Supplement
8-20.3(13) ILLUMINATION SYSTEMS
8-20.3(13)A LIGHT STANDARDS....................................................................................................Supplement
8-20.3(13)C LUMINAIRES ................................................................................................................Supplement
8-20.3(13)F LUMINAIRE FUSING...................................................................................................New Section
8-20.3(13)G PHOTOELECTRIC CONTROLS..................................................................................New Section
8-20.3(14) SIGNAL SYSTEMS
8-20.3(14)A SIGNAL CONTROLLERS.............................................................................................Supplement
8-20.3(14)B SIGNAL HEADS.............................................................................................................Supplement
8-20.3(14)C INDUCTION LOOP VEHICLE DETECTORS..............................................................Supplement
8-20.3(14)D TEST FOR INDUCTION LOOPS AND LEAD-IN CABLE..........................................Supplement
8-20.3(14)E SIGNAL STANDARDS..................................................................................................Supplement
8-20.3(14)F EMERGENCY VEHICLE PRE-EMPTION...................................................................New Section
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
Revised 06/2009................City of Auburn Engineering Construction Standards.......................................xv
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Section I Table Of Contents (06-09).doc
8-20.3(14)G INTERCONNECT NETWORK.....................................................................................New Section
8-20.3(14)H PEDESTRIAN PUSH BUTTONS AND SIGNS...........................................................New Section
8-20.3(14)I VIDEO DETECTION......................................................................................................New Section
8-20.3(18) AMERON POLES AND CROSSWALK SIGNS WITH FLASHING LED.....................New Section
8-21 PERMANENT SIGNING
8-21.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
8-22 PAVEMENT MARKINGS
8-22.1 DESCRIPTION.........................................................................................................................Supplement
8-22.2 MATERIALS............................................................................................................................Supplement
8-22.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
8-23 TEMPORARY PAVEMENT MARKINGS
8-23.1 DESCRIPTION.........................................................................................................................Supplement
8-24 ROCK AND GRAVITY BLOCKWALL AND GABION...................................................Replacement
8-24.1 DESCRIPTION ......................................................................................................................Replacement
8-24.2 MATERIALS..........................................................................................................................Replacement
8-24.3 CONSTRUCTION REQUIREMENTS..................................................................................Replacement
8-30 WOOD FENCE AND GATES................................................................................................New Section
8-30.1 DESCRIPTION........................................................................................................................New Section
8-30.2 CONSTRUCTION REQUIREMENTS ..................................................................................New Section
8-31 COLOR STAMPED CONCRETE New Section
8-31.1 DESCRIPTION .......................................................................................................................New Section
8-31.2 MATERIALS ..........................................................................................................................New Section
8-31.3 CONSTRUCTION REQUIREMENTS ..................................................................................New Section
8-31.3(1) STAMPING ........................................................................................................................New Section
DIVISION 9: MATERIALS ..................................................................................................................9-1
9-03 AGGREGATES
9-03.8(7) HMA TOLERANCES AND ADJUSTMENTS .................................................................New Section
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
Revised 06/2009................City of Auburn Engineering Construction Standards......................................xvi
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Section I Table Of Contents (06-09).doc
9-04 JOINT AND CRACK SEALING EQUIPMENT
9-04.1(2) PREMOLDED JOINT FILLER FOR EXPANSION JOINTS..................................................Revision
9-05 DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS
9-05.7(1) PLAIN CONCRETE STORM SEWER PIPE......................................................................Supplement
9-05.7(2) REINFORCED CONCRETE STORM SEWER PIPE.........................................................Supplement
9-05.13 DUCTILE IRON SEWER PIPE..................................................................................................Revision
9-05.15(1) MANHOLE RING AND COVER......................................................................................Supplement
9-05.15(2) METAL FRAME, GRATE, AND SOLID METAL COVER FOR
CATCH BASINS OR INLETS..........................................................................................Supplement
9-05.21 HIGH DENSITY POLYETHYLENE PIPE (HDPE)............................................................New Section
9-06 STRUCTURAL STEEL AND RELATED MATERIALS
9-06.5(5) BOLT, NUT, AND WASHER SPECIFICATIONS............................................................New Section
9-09 TIMBER AND LUMBER
9-09.1 GENERAL REQUIREMENTS .....................................................................................................Revision
9-09.2 GRADE REQUIREMENTS..........................................................................................................Revision
9-09.2(1) SURFACING AND SEASONING
9-09.2(1) STRUCTURES..........................................................................................................................Revision
9-09.2(2) VACANT
9-09.2(2) GUARDRAIL POSTS AND BLOCKS.....................................................................................Revision
9-09.2(3) INSPECTION
9-09.2(3) SIGNPOSTS, MILEPOSTS, SAWED FENCE POSTS, AND MAILBOX.......................Replacement
9-14 EROSION CONTROL AND ROADSIDE PLANTING
9-14.1 SOIL
9-14.1(1) TOPSOIL TYPE A...............................................................................................................Supplement
9-14.1(3) TOPSOIL TYPE C...............................................................................................................Supplement
9-14.4 MULCH AND AMENDMENT................................................................................................Supplement
9-14.4(3) BARK OR WOOD CHIPS...................................................................................................Supplement
9-14.4(7) TACKIFIER..............................................................................................................................Revision
9-14.6(3) HANDLING AND SHIPPING..................................................................................................Revision
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
Revised 06/2009................City of Auburn Engineering Construction Standards......................................xvii
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Section I Table Of Contents (06-09).doc
9-14.6(4) TAGGING............................................................................................................................Supplement
9-14.6(5) INSPECTION.......................................................................................................................Supplement
9-14.6(6) SUBSTITUTION OF PLANTS............................................................................Revision/Supplement
9-14.6(7) TEMPORARY STORAGE...................................................................................Revision/Supplement
9-15 IRRIGATION SYSTEM
9-15.1(2) POLYVINYL CHLORIDE PIPE AND FITTINGS.............................................................Supplement
9-15.3 AUTOMATIC CONTROLLERS.............................................................................................Supplement
9-15.5 VALVE BOXES AND PROTECTIVE SLEEVES..................................................................Supplement
9-15.6 GATE VALVES.......................................................................................................................Supplement
9-15.7(2) AUTOMATIC CONTROL VALVES..................................................................................Supplement
9-15.8 QUICK COUPLING EQUIPMENT.........................................................................................Supplement
9-15.9 DRAIN VALVES......................................................................................................................Supplement
9-15.11 CROSS CONNECTION CONTROL DEVICES....................................................................Supplement
9-15.17 ELECTRICAL WIRE AND SPLICES...................................................................................Supplement
9-15.18 DETECTABLE MARKING TAPE........................................................................................Supplement
9-16 FENCE AND GUARDRAIL
9-16.1(1)A POST MATERIAL FOR CHAIN LINK FENCE..............................................................Supplement
9-16.1(1)B CHAIN LINK FENCE FABRIC.............................................................................................Revision
9-16.1(1)C TENSION WIRE
9-16.1(1)C TENSION WIRE AND TENSION CABLE...........................................................................Revision
9-16.1(1)D FITTINGS AND HARDWARE........................................................................................Supplement
9-16.1(1)E CHAIN LINK GATES............................................................................................................Revision
9-16.2(1)A STEEL POST MATERIAL....................................................................................................Revision
9-16.3(2) POSTS AND BLOCKS.............................................................................................................Revision
9-16.3(3) GALVANIZING........................................................................................................................Revision
9-16.3(4) HARDWARE............................................................................................................................Revision
9-16.3(5) ANCHORS................................................................................................................................Revision
9-16.4(2) WIRE MESH.............................................................................................................................Revision
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
Revised 06/2009................City of Auburn Engineering Construction Standards.....................................xviii
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Section I Table Of Contents (06-09).doc
9-16.6(2) GLARE SCREEN FABRIC......................................................................................................Revision
9-16.6(3) POSTS.......................................................................................................................................Revision
9-16.6(5) CABLE......................................................................................................................................Revision
9-16.6(6) CABLE AND TENSION WIRE ATTACHMENTS.................................................................Revision
9-16.6(9) FABRIC BANDS AND STRETCHER BARS..........................................................................Revision
9-16.6(10) TIE WIRE........................................................................................................................Replacement
9-16.6(10) TIE WIRE AND HOG RINGS................................................................................................Revision
9-16.8(1) RAIL AND HARDWARE........................................................................................................Revision
9-22 MONUMENT CASES
9-22.1 MONUMENT CASES, COVERS AND RISERS....................................................................Supplement
9-28 SIGNING MATERIALS AND FABRICATION
9-28.14(2) STEEL STRUCTURE AND POSTS.................................................................................Supplement
9-29 ILLUMINATION, SIGNALS, ELECTRICAL
9-29.1 CONDUIT, INNERDUCT, OUTERDUCT..............................................................................Supplement
9-29.2 JUNCTION BOXES.................................................................................................................Supplement
9-29.3 CONDUCTORS, CABLES.......................................................................................................Supplement
9-29.6(1)B LIGHTING AND SIGNAL STANDARDS AND DAVIT ARMS...................................New Section
9-29.6(1)C WRAPPING......................................................................................................................New Section
9-29.6(2)A ANCHOR BASES............................................................................................................New Section
9.29.6(4) WELDING............................................................................................................................Supplement
9-29.6(5) FOUNDATION HARDWARE............................................................................................Supplement
9-29.7 LUMINAIRE FUSING & ELECTRICAL CONNECTIONS AT LIGHT
STANDARD BASES, CANTILEVER BASES AND SIGN BRIDGE BASES.....................Supplement
9-29.9 BALLAST, TRANSFORMERS...............................................................................................Supplement
9-29.10 LUMINAIRES........................................................................................................................Supplement
9-29.11(2) PHOTOELECTRIC CONTROLS......................................................................................Supplement
9-29.12(1) ILLUMINATION CIRCUIT SPLICES..............................................................................Supplement
9-29.12(2) TRAFFIC SIGNAL SPLICE MATERIAL.........................................................................Supplement
9-29.12(3) SEALANTS.......................................................................................................................New Section
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
Revised 9/2014 .................. City of Auburn Engineering Construction Standards ...................................... xix
Ref.: H:\Engineering Standards Manuals\02 Construction Standards\02-3 Current Working Files\2.3.1 Part 1 - Special Provisions\Section I Table Of Contents (09-14).doc
9-29.13 TRAFFIC SIGNAL CONTROLLERS ................................................................................... Supplement
9-29.13(3) EMERGENCY PREEMPTION ......................................................................................... Supplement
9-29.16(2) CONVENTIONAL TRAFFIC SIGNAL HEADS ............................................................. Supplement
9-29.18 VEHICLE DETECTOR .......................................................................................................... Supplement
9-29.19 PEDESTRIAN PUSH BUTTONS .......................................................................................... Supplement
9-29.20 PEDESTRIAN SIGNAL......................................................................................................... Supplement
9-29.24 SERVICE CABINETS ........................................................................................................... Supplement
9-29.26 TRAFFIC SIGNAL BATTERY BACKUP SYSTEM ......................................................... New Section
9-30 WATER DISTRIBUTION MATERIALS
9-30.1(1) DUCTILE IRON PIPE ......................................................................................................... Supplement
9-30.2(1) DUCTILE IRON PIPE ......................................................................................................... Supplement
9-30.2(6) RESTRAINED JOINTS ....................................................................................................... Supplement
9-30.3(1) GATE VALVES (3-inches to 6-inches) ............................................................................. Replacement 9-30.3(3) BUTTERFLY VALVES ...................................................................................................... Supplement
9-30.3(4) VALVE BOXES .................................................................................................................. Supplement
9-30.3(8) TAPPING SLEEVE AND VALVE ASSEMBLY ............................................................... Supplement
9-30.5 HYDRANTS ............................................................................................................................. Supplement
9-30.6 WATER SERVICE CONNECTIONS (2-INCHES & SMALLER)
9-30.6(1) SADDLES .......................................................................................................................... Replacement
9-30.6(2) CORPORATION STOPS ..................................................................................................... Supplement
9-30.6(3) SERVICE PIPES .................................................................................................................. Supplement
9-30.6(5) METER SETTERS (Meter Yokes) ...................................................................................... Supplement
9-30.6(5)A CURB VALVES ............................................................................................................. New Section
9-30.6(7) METER BOXES .................................................................................................................. Supplement
9-30.6(8) SHUT-OFF VALVES ......................................................................................................... New Section
9-36 FILTER FABRIC
9-36.1 FILTER FABRIC FOR INFILTRATION SYSTEMS ........................................................... New Section
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards...........................................1-1
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
1-01 DEFINITIONS AND TERMS
1-01.3 DEFINITIONS Supplement
(April 2006 City of Auburn)
Whenever the words “as directed”, “as required”, “as permitted”, or words of the like effect
are used, it shall be understood that the direction, requirement or permission of the City of
Auburn is intended. The words “sufficient”, “necessary”, “proper”, and the like shall mean
sufficient, necessary or proper in the judgment of the City of Auburn. The words
“approved”, “acceptable”, “satisfactory”, or other words of the like shall mean approved by,
or acceptable to, the City of Auburn.
(October 1, 2005 APWA GSP)
All references in the Standard Specifications to the terms “State”, “Department of
Transportation”, “Washington State Transportation Commission”, “Commission”,
“Secretary of Transportation”, “Secretary”, “Headquarters”, and “State Treasurer” shall be
revised to read “Contracting Agency”.
All references to “State Materials Laboratory” shall be revised to read “Applicant’s
Materials Laboratory”.
Applicant
The term Applicant shall be used to mean the Owner and any agent of the Owner authorized
to represent the Owner.
Applicant’s Engineer
The term Applicant’s Engineer shall be used to mean the individual, partnership, firm,
corporation, or joint venture, contracting with the Applicant to complete the engineering
design of the prescribed work.
City
The term City shall be used to mean the City Engineer or any designee thereof.
Contract Documents
The term Contract Documents shall be used to mean the combination of requirements as
follows:
1. WSDOT Standard Specifications for Road, Bridge and Municipal Construction 2008
(English) edition, except as modified or superseded herein,
2. WSDOT Standard Plans (M21-01) for Road, Bridge and Municipal Construction,
3. City of Auburn Standard Details,
4. Manual on Uniform Traffic Control Devices for Streets and Highways, current
edition,
5. American Water Works Association Standards, current edition,
6. The City approved plans, and
7. Any other documents reviewed and approved by the City and required as part of the
development.
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards...........................................1-2
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
Contracting Agency
The term Contracting Agency shall mean the City of Auburn.
Contractor:
The term Contractor shall be used to mean the individual, partnership, firm, corporation, or
joint venture, contracting with the Applicant to do the prescribed work.
Current Edition
The latest specifications, standards, or requirements of the respective issuing agencies which
have been published as of the date that the project is approved, shall apply; except to the
extent that said standards or requirements may be in conflict with applicable laws,
ordinances, or governing codes.
Dates
Completion Date
The day all the work specified for the project is completed and all the obligations of
the Contractor are fulfilled. All required documentation must be furnished by the
Contractor before establishment of this date.
Final Acceptance Date
The date upon which the City accepts the work for the project as being completed.
Engineer
The term Engineer shall be used to mean the City Engineer or any designee thereof.
Equal Products
The terms “or equal”, “approved equivalent”, etc., as used in the Contract Documents, shall
mean equal as determined by the Auburn City Engineer.
Measurement
The term Measurement is used in reference to public contract bid items and is not applicable
to development projects.
Notice to Proceed
The written notice from the City to the Contractor authorizing the Contractor to begin
working.
Payment
The term Payment is used in reference to public contract bid items and is not applicable to
development projects.
Plans
The City Approved Plans and the Standard Details and/or Standard Plans referenced in these
Special Provisions, which show location, character, and dimensions of the prescribed work
including layouts, profiles, cross-sections, and other details.
Project
The term Project shall mean the development project being governed by the Contract
Documents under an approved permit with the City.
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards...........................................1-3
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
Special Provisions
The term Special Provisions shall be used to mean the supplemental specifications to the
WSDOT Standard Specifications for Road, Bridge and Municipal Construction developed,
prepared, and approved by the City of Auburn and contained in Section I of the manual
titled “City of Auburn Construction Standards”. To clarify the purpose of each section
provided, Special Provisions have the following section descriptions.
Supplement: Text supplements or adds clarification to that Section of the Standard
Specifications.
Revision: Parts of that Section of the Standard Specification are altered.
Replacement: Text replaces the entire identified Section of the Standard
Specifications.
New Section: This Section is a City of Auburn specification or is unique to this
project and will not be found in the Standard Specifications.
Deletion: This Section is deleted in its entirety.
Standard Details
Specific plans or drawings developed, prepared, and adopted by the City of Auburn and
contained in Section II of the manual titled “City of Auburn Construction Standards” which
shows frequently recurring components of work that have been standardized for use.
Standard Plans
A manual of specific plans or drawings developed, adopted and titled “Standard Plans
(M21-01) for Road, Bridge and Municipal Construction” prepared by the Washington State
Department of Transportation and the American Public Works Association, current edition;
Standard Specifications
The Standard Specifications for Road, Bridge and Municipal Construction, 2008 (English)
edition as issued by the Washington State Department of Transportation, hereinafter referred
to as the “Standard Specifications”.
Traffic
Both vehicular and non-vehicular traffic, such as pedestrians, bicyclists, wheelchairs, and
equestrian traffic.
Shop Drawings
Same as “Working Drawings” as defined in the Standard Specifications.
1-04 SCOPE OF THE WORK
1-04.2 COORDINATION OF CONTRACT DOCUMENTS, PLANS,
SPECIAL PROVISIONS, SPECIFICATIONS AND ADDENDA Revision
(April 2006 City of Auburn)
The second paragraph is deleted and replaced with the following:
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards...........................................1-4
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
Any inconsistency in the parts of the Contract Documents shall be resolved by following
this order of precedence (e.g., 1 presiding over 2, 3, 4, 5, 6, and 7; 2 presiding over 3, 4, 5, 6,
and 7; and so forth):
1. Construction Standards Section I - Division 1 General Requirements;
2. Construction Standards Section I- Divisions 2 Technical Specifications;
3. City Approved Plans;
4. Construction Standards Section II - City of Auburn Standard Details;
5. Standard Specifications ;
6. Standard Plans;
7. Manual on Uniform Traffic Control Devices for Streets and Highways,
current edition; and
8. American Water Works Association Standards, current edition.
1-05 CONTROL OF WORK
1-05.4 CONFORMITY WITH AND DEVIATIONS FROM
PLANS AND STAKES Revision
(April 2006 City of Auburn)
Replace the second sentence of the second paragraph with the following:
The allowable tolerance for the Contractor’s work shall not exceed 0.02 feet from lines,
grades, depths and cross-sections shown on the Plans unless otherwise specified in these
contract documents.
1-05.4(3) RECORD CONSTRUCTION DRAWINGS New Section
(April 2006 City of Auburn)
The following requirements are intended to provide the project Contractor with the
information necessary to furnish the City with satisfactory record construction drawings:
1. The Contractor shall be responsible for tracking all relevant field changes to the
approved construction drawings. These changes shall be clearly identified in red
ink in a comprehensive manner on the approved plans and provided to the City for
concurrence prior to the creation of the Record Construction Drawings” by the
Applicant’s Engineer.
2. The record construction drawings shall identify all existing or abandoned utilities
that were encountered during construction that were not shown on the approved
construction drawings.
3. The record construction drawings shall identify all deviations from the approved
construction drawings as follows:
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards...........................................1-5
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
Sanitary Sewer
Manholes:
Type/size of structure
Location to the nearest 1-foot horizontal
Rim elevations to the nearest 0.1-foot vertical
Invert elevations to the nearest 0.1-foot vertical
Pipe sizes to the nearest 1-inch inside diameter
Pipes:
Type of pipe
Location to the nearest 1-foot horizontal
Length between structures to the nearest 1 foot
Slopes based on invert elevations
Pipe sizes to the nearest 1-inch inside diameter
Side Sewers:
Type of pipe
Location from reference manhole to the nearest 1 foot horizontal and
consistent with the TV report
Location to the nearest 1-foot horizontal
Length between structures to the nearest 1 foot
Slopes based on the constructed invert elevations
Invert elevations at right-of-way lines to the nearest 0.5-feet vertical
Storm Drainage
Manholes/Catch Basins:
Type/size of structure
Location to the nearest 1-foot horizontal
Rim elevations to the nearest 0.1-foot vertical
Invert elevations to the nearest 0.1-foot vertical
Pipe sizes to the nearest 1-inch inside diameter
Pipes:
Type of pipe
Location to the nearest 1-foot horizontal
Length between structures to the nearest 1-foot
Slopes based on the constructed invert elevations
Pipe sizes to the nearest 1-inch inside diameter
Water
Pipes:
Type of pipe and joints
Deflection of bends to the nearest 1 degree
Location to the nearest 1-foot horizontal
Location to the nearest 0.5-foot vertical between valves at 50-foot
stations and intersection with other utilities
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards...........................................1-6
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
Length between valves to the nearest 1 foot
Pipe sizes to the nearest 1-inch inside diameter
Valves, Hydrants, Blowoffs, Air Vacs, and PRV’s:
Type of facility
Location to the nearest 1-foot horizontal
Meters and Services:
Type of service material
Location of service line to the nearest 1-foot horizontal
Meter location to the nearest 1-foot horizontal
Meter sizes to the nearest ¼-inch in diameter
Streets
Public Streets:
Centerline elevations to the nearest 0.1-foot vertical at 100-foot stations
Centerline slopes and vertical curve data based on the constructed
centerline elevations
Gutterline elevations to the nearest 0.1-foot vertical (if not a standard
crown section)
Gutterline slopes and vertical curve data based on the constructed
gutterline elevations (if not a standard crown section)
Driveway and Sidewalk:
Type of driveway (commercial or residential section)
Centerline driveway location to the nearest 1-foot horizontal
Driveway width to the nearest 1-foot horizontal
Sidewalk width to the nearest 1-foot horizontal
Channelization:
Type of buttons, reflectors, and curbs
General layout location to the nearest 1-foot horizontal
Signing:
Type of signs
Location of signs to the nearest 1-foot horizontal
Illumination:
Location of luminaries, junction boxes and service cabinets to the nearest
1-foot horizontal
Signalization:
Location of signal poles, junction boxes, service cabinets, and controllers
to the nearest 1-foot horizontal
Landscaping:
Type and location of tree grates, street trees, onsite landscaping, and
public irrigation systems
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards...........................................1-7
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
4. At the time the Contractor transmits the comprehensive redline Record
Construction Drawings to the City, he shall certify that said drawings are in
conformance to the above-referenced requirements;
5. The City shall receive and approve the Contractor’s certified “Record Construction
Drawings” as specified herein prior to completion.
A field set of Record Construction Drawings shall be kept current during the course of
construction by the Contractor and be available for review upon request by the
Engineer.
1-05.7 REMOVAL OF DEFECTIVE AND UNAUTHORIZED
WORK Supplement
(October 1, 2005 APWA GSP)
Supplement this section with the following:
If the Contractor fails to remedy defective or unauthorized work within the time specified in
a written notice from the Engineer, or fails to perform any part of the work required by the
Contract Documents, the Engineer may correct and remedy such work as may be identified
in the written notice, by such means as may deem necessary.
If the Contractor fails to comply with a written order to remedy what the Engineer
determines to be an emergency situation, the Engineer may have the defective and
unauthorized work corrected immediately, have the rejected work removed and replaced, or
have work the Contractor refuses to perform completed by using other forces. An
emergency situation is any situation when, in the opinion of the Engineer, a delay in its
remedy could be potentially unsafe, or might cause serious risk of loss or damage to the
public.
Direct or indirect costs incurred in correcting and remedying defective or unauthorized
work, or work the Contractor failed or refused to perform, shall be paid by the Contractor.
The Engineer will not release any financial securities for the Development project until such
time as all monies due to the City by the Contractor have been paid. Such direct costs shall
include in particular, but without limitation, compensation for additional professional
services required, and costs for repair and replacement of the Contractor’s unauthorized
work.
The rights exercised under the provisions of this section shall not diminish the Engineer’s
right to pursue any other avenue for additional remedy or damages with respect to the
Contractor’s failure to perform the work as required.
DIVISION 1: GENERAL REQUIREMENTS
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1-05.10 GUARANTEES Supplement
(April 2006 City of Auburn)
The public work performed under these Contract Documents shall be guaranteed for a
period of one year beyond the “Final Acceptance Date” thereof against defective materials,
equipment, and workmanship, unless otherwise required by the City. Upon receipt of notice
from the City of failure of any part of the material, equipment or workmanship during the
guarantee period, the affected part or parts shall be replaced with new materials or
equipment by, and at the expense of, the Applicant. This guarantee shall be financially
secured in compliance with the City’s requirements.
The Contractor shall be available approximately sixty (60) calendar days prior to the
expiration of the guarantee period to tour the project, with the Engineer, in support of the
Engineer’s effort to establish a list of corrective work required under the guarantee. Upon
the receipt of written notice of such required corrective work, the Contractor shall pursue
vigorously, diligently, and without unauthorized interruption of the City Facilities, the work
necessary to correct the items listed.
1-05.11 FINAL INSPECTION Replacement
Delete the entire Section and replace with the following:
1-05.11 FINAL INSPECTIONS AND OPERATIONAL TESTING
1-05.11(1) FINAL INSPECTION and PHYSICAL COMPLETION DATE
When the Contractor considers the work physically complete and ready for final inspection,
the Contractor by written notice shall request the Engineer to schedule a final inspection.
The Engineer will set a date for final inspection. The Engineer and the Contractor will then
make a final inspection and the Engineer will notify the Contractor in writing of all
particulars in which the final inspection reveals the work incomplete or unacceptable. The
Contractor shall immediately take such corrective measures as are necessary to remedy the
listed deficiencies. Corrective work shall be pursued vigorously, diligently, and without
interruption until physical completion of the listed deficiencies. This process will continue
until the Engineer is satisfied the listed deficiencies have been corrected.
If action to correct the listed deficiencies is not initiated within 7 days after receipt of the
written notice listing the deficiencies, the Engineer may, upon written notice to the
Contractor, take whatever steps are necessary to correct those deficiencies pursuant to
Section 1-05.7.
Upon correction of all deficiencies, the Engineer will notify the Contractor, in writing, of the
date upon which the work was considered physically complete. That date shall constitute the
Physical Completion Date, but shall not imply acceptance of the work or that all the
obligations of the Contractor have been fulfilled.
DIVISION 1: GENERAL REQUIREMENTS
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1-05.11(2) OPERATIONAL TESTING
(October 1, 2005 APWA GSP)
It is the intent of the Contracting Agency to have before final acceptance a complete and
operable system. Therefore when the work involves the installation of pump stations, wells,
reservoirs, machinery or other mechanical equipment; street lighting, electrical distribution,
signal systems; irrigation systems; buildings; or other similar work, it may be desirable for
the Engineer to have the Contractor operate and test the work for a period of time after final
inspection but prior to the final acceptance. Whenever items of work are listed in the
Contract Documents for operational testing, they shall be fully tested under operating
conditions for the time period specified to ensure their acceptability prior to final
acceptance. During and following the test period, the Contractor shall correct any items of
workmanship, materials, or equipment which prove faulty, or that are not in first class
operating condition. Equipment, electrical controls, meters, or other devices and equipment
to be tested during this period shall be tested under the observation of the Engineer, so the
Engineer may determine their suitability for the purpose for which they were installed. The
final acceptance will not be established until testing and corrections have been completed to
the satisfaction of the Engineer.
The costs for power, gas, labor, material, supplies, and everything else needed to
successfully complete operational testing, shall be paid by the Contractor unless specifically
set forth otherwise.
Operational and test periods, when required by the Engineer, shall not affect a
manufacturer’s guaranties or warranties furnished under the terms of the contract.
1-05.14(1) COOPERATION WITH OTHERS New Section
(April 2006 City of Auburn)
Should the Engineer determine that a property owner, a utility company or the City has
adequate reason to avoid access closure or water shutoff at the time scheduled, the
Contractor shall reschedule his work to meet the new conditions.
1-06 CONTROL OF MATERIAL
(April 2006 City of Auburn)
1-06.7 SUBMITTALS New Section
1-06.7(1) SUBMITTAL PROCEDURES
All submitted information shall be clear, sharp high contrast copies. Accompany each
submittal with a letter of transmittal containing the following information:
1. Contractor’s name and the name of subcontractor or supplier who prepared the
submittal.
2. The Permit Number and identifying number.
DIVISION 1: GENERAL REQUIREMENTS
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3. Each new submittal shall be sequentially numbered (1, 2, 3, etc.,). Each resubmittal
shall include the original number with a sequential alpha letter added (1A, 1B, 1C,
etc.).
4. Description of the submittal and reference to the contract requirement or technical
specification section and paragraph number being addressed.
1-06.7(2) SCHEDULE OF SUBMITTALS
Prior to beginning the work, the Contractor shall submit three (3) copies of a Schedule of
Submittals showing the date by which each submittal required for product review or product
information will be made. The Schedule of Submittals will identify the items that will be
included in each submittal by listing the item or group of items and the specification section
and paragraph number under which they are specified. Indicate whether the submittal is
required for product review of proposed equivalents, Shop Drawings, Product Data or
Samples or required for product information only.
The Contractor shall allow a minimum of 30 calendar days unless otherwise noted for the
Engineer’s review. The Contractor shall also allow adequate time for manufacturer delivery
at the construction site without causing delay to the work. All submittals shall be in
accordance with the approved Schedule of Submittals. Submittals shall be made early
enough to allow for unforeseen delays such as:
1. Failure to obtain favorable review because of inadequate or incomplete submittal or
because the item submitted does not meet the requirements of the Contract
Documents.
2. Delays in manufacture.
3. Delays in delivery.
1-06.7(3) SHOP DRAWINGS, PRODUCT DATA, SAMPLES
This paragraph covers submittal of Shop Drawings, Product Data and Samples required for
the Engineer’s review.
Number and type of submittals:
1. Shop Drawings: Submit five copies, two of which will be marked, stamped and
returned to the Contractor. The Contractor shall make and distribute the required
number of additional copies to its superintendent, subcontractors and suppliers.
2. Product Data: Submit five copies, two of which will be marked, stamped and
returned to the Contractor. The Contractor shall make and distribute the required
number of additional copies to its superintendent, subcontractors and suppliers.
3. Samples: Submit three labeled samples or three sets of samples of manufacturers’
full range of colors and finishes. One sample will be returned to the Contractor.
DIVISION 1: GENERAL REQUIREMENTS
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Content of submittals:
1. Each submittal shall include all of the items and materials required for a complete
assembly, system or Specification Section.
2. Submittals shall contain all of the physical, technical and performance data required
by the specifications or necessary to demonstrate conclusively that the items comply
with the requirements of the Contract Documents.
3. Include information on characteristics of electrical or utility service required and
verification that such requirements have been coordinated with service provided by
the work and by other interconnected elements of the work.
4. Provide verification that the physical characteristics of items submitted, including
size, configurations, clearances, mounting points, utility connection points and
service access points, are suitable for the space provided and are compatible with
other interrelated items that are existing or have or will be submitted.
5. Label each Product Data submittal, Shop Drawing, and Sample with the information
required in this Section. Highlight or mark every page of every copy of all Product
Data submittals to show the specific items being submitted and all options included
or choices offered.
6. Additional requirements for submittals are contained in the Technical Specification
sections.
7. Designation of work as “NIC” or “by others” shown on the Shop Drawings, shall
mean that the work will be the responsibility of the Contractor rather than the
subcontractor or supplier who has prepared the Shop Drawings.
A separate letter explaining the deviations shall accompany submittals that contain
deviations from the requirements of the Contract Documents. The Contractor’s letter shall:
1. Cite the specific requirement, including the Specification Section and paragraph
number, for which approval of a deviation is sought.
2. Describe the proposed alternate material, item or construction and explain its
advantages and/or disadvantages to the City.
The Engineer will stamp and mark each submittal prior to returning it to the Contractor.
The stamps will indicate:
1. “NO EXCEPTIONS TAKEN” – Accepted subject to its compatibility with future
submissions and additional partial submissions for portions of the work not covered
in this submission. Does not constitute approval or deletion of specified or required
items not shown in the partial submission.
2. “MAKE CORRECTIONS NOTED” – Accepted subject to minor corrections that
shall be made by the Contractor and subject to its compatibility with future
submissions and additional partial submissions for portions of the work not covered
in this submission. Does not constitute approval or deletion of specified or required
items not shown in the partial submission. No resubmission is required.
DIVISION 1: GENERAL REQUIREMENTS
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3. “AMEND AND RESUBMIT” – Rejected because of major inconsistencies or errors
which shall be resolved or corrected by the Contractor prior to subsequent submittal.
An amended resubmission is required.
4. “REJECTED” – Submitted material does not conform to Plans and Specifications in
major respect (i.e., wrong size, model, capacity, or material). A new submission is
required.
5. “NOT REVIEWED” – Submittals for material not required on project.
A letter explaining the changes shall accompany re-submittals that contain changes that
were not requested by the Engineer on the previous submittal.
1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC
1-07.1 LAWS TO BE OBSERVED Supplement
(October 1, 2005 APWA GSP)
In cases of conflict between different safety regulations, the more stringent regulation shall
apply.
The Washington State Department of Labor and Industries shall be the sole and paramount
administrative agency responsible for the administration of the provisions of the Washington
Industrial Safety and Health Act of 1973 (WISHA).
The Contractor shall maintain at the project site office, or other well-known place at the
project site, all articles necessary for providing first aid to the injured. The Contractor shall
establish, publish, and make known to all employees, procedures for ensuring immediate
removal to a hospital, or doctor’s care, for persons, including employees, who may have
been injured on the project site. Employees should not be permitted to work on the project
site before the Contractor has established and made known procedures for removal of
injured persons to a hospital or a doctor’s care.
The Contractor shall have sole responsibility for the safety, efficiency, and adequacy of the
Contractor’s plant, appliances, and methods, and for any damage or injury resulting from
their failure, or improper maintenance, use, or operation. The Contractor shall be solely and
completely responsible for the conditions of the project site, including safety for all persons
and property in the performance of the work. This requirement shall apply continuously,
and not be limited to normal working hours. The required or implied duty of the Engineer
to conduct construction review of the Contractor’s performance does not, and shall not, be
intended to include review and adequacy of the Contractor’s safety measures in, on, or near
the project site.
1-07.5(5) CITY OF AUBURN REQUIREMENTS New Section
(April 2006 City of Auburn)
The following list represents a portion of City of Auburn Code requirements dealing with
the preservation of public natural resources that affect or are affected by the proposed work.
DIVISION 1: GENERAL REQUIREMENTS
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Copies of applicable code are available in the City Clerk’s office at City Hall, 25 West Main
Street, Auburn, Washington.
City of Auburn Code – Section 8.28: Defines general noise nuisances prohibited in
the City of Auburn. Also see Section 1-08.0(2), Hours of Work, of this document
for restrictions.
City of Auburn Code – Sections 14,16,17,18: Reviews types of permits required for
grading, land fills, mining, excavation, utility extension, building and all associated
permits. Requirements of City Code and the most current edition of the Uniform
Building Code adopted by the City apply in all cases. Permit applications are
reviewed by the Planning, Building and Community Development Department
and/or the Public Works Department.
1-07.6 PERMITS AND LICENSES Supplement
(April 2006 City of Auburn)
The Contractor shall become familiar with all permits and licenses to be obtained and shall
insure that all their requirements are met. All required permits and licenses shall be
obtained by the Contractor.
1-07.13(2) RELIEF OF RESPONSIBILITY FOR COMPLETED
WORK Replacement
(April 2006 City of Auburn)
This Section is deleted and replaced with the following:
The Contractor shall bear the risk of loss or damage for all finished or partially finished
work until Final Acceptance of the entire Project. This includes all vandalism, theft, and
acts of God or nature.
1-07.15 TEMPORARY WATER POLLUTION/EROSION
CONTROL Supplement
(April 2007 City of Auburn)
Supplement this Section with the following:
The Contractor shall implement temporary erosion and sediment control (TESC) measures
as necessary to prevent erosion and to stop sediment-laden water from leaving the site and
entering the storm drain system. Measures shall be in accordance with, and conform to, the
City of Auburn Design Manual and Section 8-01 of these Special Provisions. The
Contractor shall construct all necessary elements and provide other necessary materials,
labor, and equipment.
Exposed slopes and excavations shall be protected. The Contractor shall maintain and clean
the facilities for the life of the construction. The Contractor shall have adequate materials
DIVISION 1: GENERAL REQUIREMENTS
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on the site to respond to weather changes and shall modify the system to accommodate
seasonal changes. For projects that will have exposed soils or be worked on from October 1
to March 31, a Winterization Plan will be required and shall be complete and accepted by
the City prior to September 30. Items required in the report will consist of the following:
1. Purpose is clearly stated.
2. Property location in provided.
3. Property description is provided.
4. Contacts are provided and include:
a. Name
b. Title
c. Organization
d. Phone number of person, or persons responsible for maintaining the site.\
5. Temporary Erosion and Sediment Control (TESC) Plan is provided.
6. Inspection and monitoring scheduled is provided.
7. Maintenance and repair responsibility is clearly identified.
8. A stockpile of TESC materials and their location is clearly identified.
9. An Exhibit A – legal description is provided.
10. An Exhibit B – vicinity map is provided.
11. Inspection report form is provided.
12. Best Management Practices (BMP’s) to be employed, that are site specific, are
provided.
1-07.16 PROTECTION AND RESTORATION OF PROPERTY Supplement
(April 2006 City of Auburn)
The Contractor shall not trespass upon private property and shall be responsible for all
injury or damage to persons or property, directly or indirectly, resulting from the
Contractor’s operations in completing this work. The Contractor shall comply with the laws
and regulations of the City of Auburn, County, State, and Federal governments relating to
the safety of persons and property and will be held responsible for, and required to make
good, all injury and damage to persons or property caused by the Contractor’s operations.
Sprinkler irrigation systems that encroach within the limits of improvements shall be
modified as necessary to ensure operation “equal or better than” the original condition upon
completion of the improvements. This work will include, but not be limited to, cutting and
capping existing pipe, relocating existing risers and sprinkler heads, new pipe heads and
connections, and testing of the system.
The Contractor shall give prior notification to the owners of any ditches, irrigation lines and
appurtenances that interfere with the work. The Contractor shall be liable for any damage to
irrigation facilities by the Contractor’s operations and shall restore such damaged facilities
to “equal or better than” original condition.
Asphalt concrete pavement or bituminous surfacing outside the project area that is disturbed
by the work shall be restored to its original condition or better. Asphalt pavement
DIVISION 1: GENERAL REQUIREMENTS
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restoration shall comply with the provisions of Section 5-02 (Bituminous Surface
Treatment) and 5-04 (Hot Mix Asphalt) of the Standard Specifications.
Existing cement concrete curb, gutter and sidewalk structures disturbed by the Contractor’s
operations shall be replaced to match existing, or as directed by the Engineer. Cement
concrete shall be Class 3000 with entrained air in conformance with Section 6-02 (Concrete
Structure) of the Standard Specifications.
Existing street shoulders disturbed by the Contractor’s operation shall be resurfaced with 6
inches of compacted Gravel Borrow and 2 inches of compacted Crushed Surfacing Top
Course sloped ½ inches per foot away from the paved street, or as directed by the Engineer.
Street shoulder restoration shall be in conformance with Section 4-04.3(11) (Shoulder
Ballast).
All other surfaces, mailboxes, fences, signs, lawn irrigation systems, etc., disturbed by the
project, shall be promptly replaced or relocated to original or better condition. Gravel
driveways disturbed by the work shall be resurfaced with a compacted 2-inch layer of
Crushed Surfacing Top Course. All ditches shall be reconstructed as indicated on the
drawings, or as directed by the Engineer.
The Contractor shall restore all disturbed landscaping in conformance with Section 8-02
(Roadside Restoration).
1-07.16(1)A PROTECTION AND RESTORATION OF EXISTING
MARKERS AND MONUMENTS New Section
(April 2006 City of Auburn)
All existing survey monuments and property corner markers shall be protected from
movement by the Contractor. All existing survey markers and/or monuments that must be
removed for construction purposes are to be referenced by survey ties and then replaced by
the Contractor in accordance with WAC 332-120. All existing property corner markers
disturbed or removed by the Contractor’s operations shall be replaced, at the Contractor’s
own expense, by a Professional Land Surveyor registered in the State of Washington.
Resetting of property corners for which there is no Record of Survey or Short Plat filed with
the County Auditor may require exhaustive and expensive resurvey. This includes the City
of Auburn benchmark system. Any damaged monuments must be reset to second order,
first class specifications.
1-07.16(2) VEGETATION PROTECTION AND RESTORATION Supplement
The Contractor shall give prior notification to the owners of any vegetation that interferes
with the work designated on the plans.
DIVISION 1: GENERAL REQUIREMENTS
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1-07.17 UTILITIES AND SIMILAR FACILITIES Replacement
This section is deleted in its entirety and replaced with the following.
(April 2008 City of Auburn)
The Plans show locations of various known existing above ground amenities and
obstructions. The location of known existing underground utilities, as shown on the Plans,
are indicated based on available information and may not be exact. The Contractor is
responsible for determining their exact location.
A list of utilities and known contact persons will be available at the pre-construction
conference for the Contractor’s convenience.
The Contractor is responsible for coordination with the utility companies and arranging for
the temporary or permanent movement or adjustment of their facilities within the project
limits.
The Contractor must call the Utilities Underground Location Center (One-Call Center) for
field location, not less than two (2) and not more than ten (10) business days before the
scheduled date for beginning excavation that might affect underground utilities. A business
day is defined as any day other than Saturday, Sunday, or a legal Local, State, or Federal
holiday. The telephone number for the One-Call Center for this project is
1-(800)-424-5555.
The Contractor is responsible for any breakage of utilities or services resulting from his
operations and shall hold the City harmless from any claims resulting from disruption of, or
damages to, the same.
The Contractor is responsible for coordination with the utility companies and arranging for
the temporary or permanent removal, replacement, bracing or holding of any utility or
structure, including power and telephone poles, required to accomplish the work.
The Contractor is responsible for the complete repair (including materials) of any City-
owned utility damaged by the work (including water services), whether or not shown on the
Plans. Copper water service lines, if damaged, must be replaced in kind by one continuous
service line from the water main to the meter. Splicing will not be permitted. The
Contractor shall repair any damage caused by broken water mains or services. The
Contractor shall have sufficient materials and qualified personnel available to effect
immediate repairs of water and sewer lines that may be damaged by the work.
1-07.17(1) DISRUPTIONS TO CITY WATER SERVICES
(April 2006 City of Auburn)
All water service shutdowns caused by construction shall be approved by the City a
minimum of two (2) working days before shutdown and performed by City Water Utility
staff. All water service disruptions shall be limited to a maximum of 4 hours.
DIVISION 1: GENERAL REQUIREMENTS
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1-07.17(2) UTILITY POTHOLING
(April 2006 City of Auburn)
The Contractor shall physically locate, uncover, and document the location of underground
utilities where necessary or directed using methods and equipment acceptable to the
Engineer. The purpose of utility potholing is to allow sufficient time ahead of pipe laying
operations to identify underground conflicts, allow ample time to make minor adjustments
in pipe grade and/or alignment, and generally facilitate the Contractor’s work schedule.
In no way shall the work described under Utility Potholing relieve the Contractor of any of
the responsibilities described in Section 1-07.17 of the Standard Specifications and these
Special Provisions.
1-07.23 PUBLIC CONVENIENCE AND SAFETY Supplement
(April 2006 City of Auburn)
Traffic control and street maintenance for the safety of the traveling public on this project
shall be the sole responsibility of the Contractor and all methods and equipment used will be
subject to the approval of the City of Auburn. Contractors and their surety shall be liable for
injuries and damages to persons and property suffered because of Contractors operations or
any negligence connected with them.
The use of any project area by vehicles or pedestrians before project acceptance is not to be
construed as utilization by the City of Auburn.
The Contractor shall maintain normal two-way traffic through the work site(s) at all times,
unless the Engineer gives written permission to alter this requirement.
1-07.23(1) CONSTRUCTION UNDER TRAFFIC Supplement/Revision
(October 1, 2005 APWA GSP)
Revise the second paragraph to read:
To disrupt public traffic as little as possible, the Contractor shall permit traffic to pass
through the work with the least possible inconvenience or delay. The Contractor shall
maintain existing roads, streets, sidewalks, and paths within the project limits, keeping them
open, and in good, clean, safe condition at all times. The Contractor shall also maintain
roads, streets, sidewalks, and paths adjacent to the project limits when affected by the
Contractor’s operations. The Contractor shall perform the following:
1. Remove or repair any condition resulting from the work that might impede traffic or
create a hazard.
2. Keep existing traffic signal and highway lighting systems in operation as the work
proceeds. (The Contracting Agency will continue the route maintenance on such
system.)
3. Maintain the striping on the roadway. The Contractor shall be responsible for
scheduling when to renew striping, subject to the approval of the Engineer.
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4. Maintain existing permanent signing.
5. Keep drainage structures clean to allow for free flow of water.
(April 2006 City of Auburn)
All unattended excavations shall be barricaded at all times.
This section is supplemented with the following:
The Contractor shall obtain the approval of the Engineer of all barricading and lighting
before leaving the job site each day. Failure to provide proper barricading and lighting will
be cause for the City to call in a barricading company to install proper barricades and lights
and charge the Contractor for all costs incurred. Engineer approval shall not relieve the
Contractor of his legal responsibilities in case of project area accidents.
At the end of each working day, the Contractor shall place temporary patches or steel plates
over unfinished portions of trenches crossing traveled ways. Material for temporary patches
shall be hot or cold mix asphalt concrete.
Any asphalt concrete paving, asphaltic cold patch, crushed surfacing or other material
required for maintaining traffic during the life of the work shall be placed by the Contractor
immediately upon request by the Engineer, in the amounts designated.
Traffic control devices that are in conflict with required construction traffic devices or
construction work shall be covered, removed and temporarily stored, or temporarily
relocated by the Contractor, as directed by the Engineer.
Flagging, signs, and all other traffic control devices shall be in accordance with Section 1-
10.3 (Traffic Control Labor, Procedures, and Devices).
1-07.23(1)A DUST AND MUD CONTROL AND STREET CLEANING New Section
(April 2006 City of Auburn)
The Contractor is responsible for controlling dust and mud within the project limits. All
streets outside the project limits used by the Contractor during the Project shall be kept
clean. The Contractor shall be prepared to use watering trucks equipped with high-velocity
water jets and low-head sprinkling devices, power sweepers, and any other pieces of
equipment necessary to render the streets free of all mud, debris, and foreign materials. Any
damage caused by dust or mud accumulation on the streets and in the storm sewer system
shall be the sole responsibility of the Contractor.
Watering trucks may be used on paved streets with an adequate storm drainage system.
Watering trucks may also be used on unpaved streets for dust control, but no mud can be
created. Where water flushing is not allowed, street sweepers (not power brooms) shall be
used.
The Contractor shall provide for sweeping or flushing all surfaced roadways upon
completion of each day’s activities. Equipment required for this operation shall be on the
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job site or available at all times. Failure to have this equipment on the job site or available
may necessitate a shutdown of the project.
1-07.23(1)B DAILY CLEANUP AND MAINTENANCE ITEMS New Section
(April 2006 City of Auburn)
The Contractor shall clean all roadways, streets and appurtenances, including sidewalks
which are open for public use, of all material or debris that has been dropped or otherwise
deposited thereon, as a result of Contractor’s on- and off-site operations, at the conclusion of
each working day, and at such other times as deemed necessary by the Engineer to ensure
the safety of the traveling public and to prevent inconvenience to the public and owners of
private property adjacent to the project.
If the Engineer determines that roadways, streets, and appurtenances are not properly
cleaned to prevent public inconvenience, or the condition of the excavation or disposal sites
so warrant, the Contractor shall provide facilities to remove clay or other deposits from tires,
between wheels, and outside of truck beds before trucks and other equipment will be
allowed to travel over paved streets.
Any violation of the above requirements will be sufficient grounds for the Engineer to order
the roadways, streets and appurtenances cleaned or sprinkled by others at the expense of the
Contractor.
1-07.23(2) CONSTRUCTION AND MAINTENANCE OF
DETOURS Supplement/Revision
(October 1, 2005 APWA GSP)
Revise the first paragraph to read:
Unless otherwise approved, the Contractor shall maintain two-way traffic during
construction. The Contractor shall build, maintain in a safe condition, keep open to traffic,
and remove when no longer needed:
1. Detours and detour bridges that will accommodate traffic diverted from the roadway,
bridge, sidewalk, or path during construction,
2. Detour crossings of intersecting highway, and
3. Temporary approaches.
(April 2006 City of Auburn)
This section is supplemented as follows:
The Contractor shall submit a written procedure for routing and maintenance of traffic. The
City of Auburn Public Works Department, City of Auburn Police Department, and the
Valley Regional Fire Authority must approve all street blockage, traffic routing, etc.
Some streets may be closed to through traffic with Engineer approval. The Contractor shall
obtain written approval from the Engineer at least fifteen (15) working days prior to an
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards.........................................1-20
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anticipated street closure. Street closures shall be such that they provide for maximum
public safety and public convenience. They shall be opened to through traffic at such time
as the work has been completed, or as the Engineer may direct.
Street closures and detours shall provide for the following:
1. Reasonable access to, and egress from, the properties adjacent to the project at all
times.
2. At least one-way traffic on all existing roadways within the project limits during
working hours and at the end of each working day provisions for the safe passage of
two-way traffic during the non-working hours.
3. If the Contractor requires delays or limited term street closure the request shall be
submitted, in writing, for the approval of the Engineer before the anticipated delay or
closure. The delay or closure request shall state the reason, the locations, the time
and date, and the duration of the required delay or closure.
4. The Contractor is required to remove all excess materials, debris, or other
obstruction caused by his operation, from the streets or alleys as the work progresses,
whether within the project limits or along haul routes. If the Contractor neglects to
remove such materials or obstruction and return streets, sidewalks, driveways, and
roads in suitable condition for traffic within one (1) working day after having
received written notice from the Engineer, the work may be done by the City of
Auburn and the cost thereof charged to the Contractor. The Contractor shall repair
or replace any streets, sidewalks, roads, or culverts damaged by his operations, to the
satisfaction of the Engineer and other concerned parties.
5. The Contractor must maintain convenient access for local traffic to driveways,
houses, businesses and buildings along the work route. Such access shall be
maintained as near as possible to that which existed before construction began. The
Contractor shall provide three (3)working days advance notice to all property owners
and tenants of street and alley closures or other restrictions, which may interfere with
their access. When the abutting owners’ access across right-of-way lines is to be
eliminated and replaced by another access, the existing access shall not be closed
until the replacement access facility is available. Advance coordination prior to City
plan approval is required.
The Contractor shall be responsible for making detailed notifications of detours and closures
as follows:
1. The Contractor shall provide written notification to the local Fire Authority and
Police Department before the beginning of operations, so that these agencies may
reroute their emergency vehicles around the construction zone. If the Fire Authority
or Police Department determines that rerouting is not possible, the Contractor shall
provide reasonable access through the construction zone at all times.
2. The Contractor shall notify all affected owners and agencies of all closures, detours
and traffic interruptions at least ten working days in advance of such closure.
Notification shall be in writing and must include the beginning and ending times and
DIVISION 1: GENERAL REQUIREMENTS
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dates of traffic disruption(s), names of streets or locations of alleys to be affected,
detour routes, etc. The language of the notification will be approved by the City
prior to distribution of the notification. The Contractor shall give the Engineer
written certification of all notifications before all traffic disruptions. On large
projects requiring extended traffic disruption, the Contractor shall make additional
notifications, as conditions require.
1-07.28 HAUL ROUTES New Section
(April 2006 City of Auburn)
Prior to moving any materials and equipment on public streets, the Contractor shall submit a
haul route plan to the Engineer for approval per Section 1-06.7 (Submittals). The plan must
be approved by the Engineer prior to the beginning of construction activities. Damage done
to streets during the Contractor’s hauling shall be repaired to pre-construction conditions at
the Contractor’s expense. The following needs to be provided in the haul route plan:
1. What type of material and equipment is being hauled? (Imported fill material for all
structural fill and other fill activities shall be approved by the Engineer.
2. Total quantity hauled as part of this action.
3. Total haul days of this action.
4. Total quantity of material moved per day.
5. Estimated number of trips per day.
6. Estimated start date.
7. Estimated completion date.
8. Intended time of day of the haul.
9. Intended route of the haul. (Clearly shown on the site map)
1-08 PROSECUTION AND PROGRESS
1-08.0 PRELIMINARY MATTERS New Section
1-08.0(1) PRECONSTRUCTION CONFERENCE
(April 2006 City of Auburn)
Prior to beginning work on the Project, a preconstruction conference will be scheduled
between the Applicant, the City and such other interested parties as may be invited.
The purpose of the preconstruction conference will be:
1. To review the initial progress schedule;
2. To establish a working understanding among the various parties associated or
affected by the work;
3. To establish and review procedures for notifications, approvals, submittals, etc.;
4. To establish normal working hours for the work;
5. To review safety standards and traffic control; and
6. To discuss such other related items as may be pertinent to the work.
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards.........................................1-22
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
The Contractor shall prepare, and submit, at the preconstruction meeting, the following:
1. A preliminary schedule of submittals;
1-08.0(2) HOURS OF WORK
(October 2006 City of Auburn)
Except in the case of emergency, or unless otherwise stated in the Plans or approved by the
City, the normal straight time working hours for the contract shall be any consecutive 8-hour
period between 7:00 a.m. and 6:00 p.m. of a working day, with a maximum 1-hour lunch
break and a 5-day work week. The normal straight time 8-hour working period for the
contract shall be established with Plan approval, at the preconstruction conference or prior
to the Contractor commencing the work.
Permission to work longer than an 8-hour period between 7:00 a.m. and 6:00 p.m. is not
required. Permission to work between the hours of 7:00 p.m. and 7:00 a.m. during
weekdays and between the hours of 6:00 p.m. and 9:00 a.m. on weekends or holidays may
also be subject to noise control requirements. If the Contractor desires to work during
restricted times, the Contractor shall submit a written request to the City thirty (30) calendar
days prior to the day for which the Contractor is requesting permission to work. The written
request shall meet all requirements of Auburn City Code 8.28 and will include specific days
and times and description of work to be performed and the reasons the work cannot be
performed during the normal hours of work. If approval is granted, it may be revoked at any
time the City receives complaints from the public or adjoining property owners regarding
the noise from the Contractor’s operations.
Permission to work Saturdays, Sundays, and/or holidays for other than the agreed upon
normal straight time working hours, Monday through Friday, may be given subject to
certain other conditions set forth by the City. These conditions may include but are not
limited to: requiring the Engineer or such assistants as the Engineer may deem necessary to
be present during the work; requiring the Contractor to reimburse the City for the costs in
excess of straight-time costs for the City employees who worked during such times; and
considering multiple work shifts occur in a single 24-hour period. Assistants may include,
but are not limited to, personnel from the City’s material testing lab; inspectors; and other
City employees when, in the opinion of the Engineer, such work necessitates their presence.
1-08.4 NOTICE TO PROCEED AND PROSECUTION OF THE
WORK Replacement
Delete this section in its entirety, and replace it with the following:
(April 2006 City of Auburn)
The Contractor shall not commence with the work until the City has given the Notice to
Proceed. The Contractor shall give the City at least three (3) working days advance notice
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards.........................................1-23
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before beginning each phase of the work (such as excavation, street paving, etc.) so that
arrangements may be made to furnish an inspector. The Contractor shall diligently pursue
the work to be completed within the existing public right-of-way in the agreed upon
timeframes. This timeframe shall be established by the submittal and acceptance of a
Construction Schedule addressing all items of work and their time of completion.
1-08.6 SUSPENSION OF WORK Revision
(April 7, 2008 WSDOT Amendment)
The first paragraph is revised to read:
The Engineer may order suspension of all or any part of the Work if:
1. Unsuitable weather that prevents satisfactory and timely performance of the Work;
or
2. The Contractor does not comply with the Contract Documents: or
3. It is in the public interest.
1-08.7 MAINTENANCE DURING SUSPENSION Revision
The fifth paragraph is revised to read:
The Contractor shall protect and maintain all other Work in areas not used by traffic.
The seventh paragraph is revised to read:
After any suspension, the Contractor shall resume all responsibilities the Contract
Documents assigns for the Work.
Revise the second paragraph to read:
The Contractor shall provide through the construction area a safe, smooth, and unobstructed
roadway, sidewalk, and path for public use during suspension (as required in Section 1-
07.23). This may include a temporary road or detour.
1-10 TEMPORARY TRAFFIC CONTROL
1-10.1 GENERAL Revision
Revise the first paragraph to read:
The Contractor shall provide flaggers, signs, and other traffic control devices. The
Contractor shall erect and maintain all construction signs, warning signs, detour signs, and
other traffic control devices necessary to warn and protect the public at all times from injury
or damage as a result of the Contractor’s operations which may occur on highways, roads,
DIVISION 1: GENERAL REQUIREMENTS
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streets, sidewalks, or paths. No work shall be done on or adjacent to any traveled way until
all necessary signs and traffic control devices are in place.
1-10.2(2) TRAFFIC CONTROL PLANS Supplement
(June 2008 City of Auburn)
Any Contractor-proposed Traffic Control Plan shall conform to the established standards for
plan development as shown in the MUTCD, Current Edition, Part VI, and the WSDOT
Standard Plans K-10.20-01 through K-80.37-00. The Contractor shall submit the Traffic
Control Plan to the Engineer for review and approval at least five (5) working days in
advance of the time the traffic control devices, including signs, are scheduled to be installed
and utilized. The Engineer must approve the Traffic Control Plan before any onsite work
begins on the project. Any modifications or deviations from the approved Traffic Control
Plan will require review and approval by the Engineer.
Adhesive for all temporary raised pavement markers shall be of a material that does not
mark or damage the existing pavement following removal of the raised pavement marker.
Outside edges of the traveled way may be delineated with traffic safety drums or tubular
markers providing that the requirements of Section 1-07.23(1) (Construction Under Traffic)
are met. Barricades must comply with TRAFFIC-05, Barricades, Moveable Type III.
1-10.3(1)B OTHER TRAFFIC CONTROL LABOR Supplement
When working within signalized intersections, the Contractor shall schedule and coordinate
the use of uniformed police officers to control traffic. Contractor is responsible for all
coordination with the Police Department to secure a uniformed police officer as required.
This coordination shall be done a minimum of three (3) working days in advance of the day
a uniformed police officer is necessary. When the City of Auburn Police Department is not
able to secure a uniformed police officer, the Contractor shall provide uniformed officers
from outside police agencies. The Contractor shall contract for these services directly with
the Police agency providing the service.
END OF DIVISION 1
DIVISION 2: EARTHWORK
Revised 06/2009............................Engineering Construction Standards...........................................2-1
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2-01 CLEARING, GRUBBING AND ROADSIDE CLEANUP
2-01.1 DESCRIPTION Supplement
Clearing and grubbing shall be done to the construction limits shown on the plans and as
directed by the Engineer.
2-01.2(1) DISPOSAL METHOD NO. 1 - OPEN BURNING Supplement
Open burning will not be permitted on this project.
2-01.2(2) DISPOSAL METHOD NO. 2 - WASTE SITE Supplement
No waste site has been provided for the disposal of excess material. See also 1-07.6 (Permits
and Licenses).
2-01.2(3) DISPOSAL METHOD NO. 3 - CHIPPING Revision
Unsold chips shall not be spread on the project site unless approved by the Engineer. Unsold
chips shall be disposed of by Disposal Method No. 2.
2-01.3 CONSTRUCTION REQUIREMENTS Supplement
Property owners are responsible for relocating or removing trees, shrubs, or any other
landscaping material within the work areas that they wish to save unless specified elsewhere
in the Contract Documents. The Contractor shall notify property owners a minimum of 5
working days in advance of clearing the site to allow the owner time to remove landscape
material.
All landscape materials that remain in the work area shall be removed and disposed of by the
Contractor, except when the Engineer specifically orders salvage or protection.
Before removing landscaping material, the Contractor must receive written approval from the
Engineer to begin his work.
2-01.3(1) CLEARING Revision
(April 7, 2008 WSDOT Amendment)
Item 3 is deleted.
The first sentence in Item 4 is revised to read:
Follow these requirements for all stumps that will be buried deeper than 5-feet from the top,
side, or end surface of the embankment or any structure:
DIVISION 2: EARTHWORK
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Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 2 (06-09).doc
2-01.3(2) GRUBBING Revision
(April 7, 2008 WSDOT Amendment)
Item 2.e, is revised to read:
Upon which embankments will be placed except stumps may be close-cut or trimmed as
allowed in Section 2-01.3(1) item 4.
2-02 REMOVAL OF STRUCTURES AND OBSTRUCTIONS
2-02.3 CONSTRUCTION REQUIREMENTS
2-02.3(2) REMOVAL OF BRIDGES, BOX CULVERTS, AND
OTHER DRAINAGE STRUCTURES Supplement
The Contractor shall remove storm drainage structures as described in the plans or as
designated by the Engineer. The resultant void shall be backfilled with compacted Gravel
Borrow. All grates, frames and covers shall remain City property and will be salvaged as
specified in Section 2-02.3(9) (Salvage).
2-02.3(3) REMOVAL OF PAVEMENT, SIDEWALKS, CURBS
AND GUTTERS Supplement
(April 7, 2008 WSDOT Amendment)
The first sentence is supplemented with the following:
For removal of bituminous pavement, asphalt planing equipment may be used in lieu of
sawcutting provided that a clean vertical edge remains.
(April 2008 City of Auburn)
Pavement, sidewalks, curbs, and gutters shall be sawcut in such a fashion as to form a neat
break line.
2-02.3(4) REMOVAL AND RESETTING OF MISCELLANEOUS
ITEMS New Section
The Contractor shall remove and reset miscellaneous items as described in the plans. Items
requiring resetting shall be protected from damage during removal as far as practical. If, in
the opinion of the Engineer, an item requires replacement because of Contractor negligence,
the item shall be replaced in kind.
DIVISION 2: EARTHWORK
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2-02.3(5) REMOVE AND RESET FENCING New Section
This work consists of removing and resetting interfering portions of fencing as required for
construction activities. The owner of the fence shall retain all component parts unless
otherwise stated in the Contract Documents.
The Contractor is responsible for ensuring that the remaining fence is undamaged. The
Contractor shall repair any damage caused by the Contractor.
For the protection of pets and security of the property, the Contractor shall schedule removal
of fencing with the property owner at least 3 calendar days in advance. Unless approved by
the property owner, no site shall be left unfenced.
2-02.3(6) REMOVE RAISED PAVEMENT MARKINGS New Section
All raised pavement markings shall be removed before placing a new asphalt concrete
pavement overlay. Removal of markers shall be conducted in a manner that prevents damage
to existing pavement. Damage to the existing pavement caused by Contractor operations
shall be repaired by the Contractor. Repairs shall be to the satisfaction of the Engineer.
2-02.3(7) REMOVE AND RESET PRIVATE SIGNS New Section
Where shown on the plans, and as directed by the Engineer, the Contractor shall remove
existing private signs for placement in new locations determined by the property owner and
the Engineer.
The Contractor is responsible for ensuring that the sign(s) and mounting apparatus(es) remain
undamaged. Any damage caused by the Contractor shall be repaired or replaced by the
Contractor. The new cement concrete foundation(s) shall be equal or larger in size than the
existing foundation(s) unless otherwise designated in the Contract Documents.
All electrical work shall be performed in accordance with applicable subsections of Section
8-20 (Illumination, Traffic Signal Systems, and Electrical) of the Standard Specifications and
as amended by these Special Provisions.
2-02.3(8) REMOVE AND RESET PRIVATE LUMINAIRES New Section
Where shown on the plans, and as directed by the Engineer, the Contractor shall move
existing private luminaires to new locations determined by the property owner and the
Engineer.
Following removal of the existing light fixture, the Contractor shall protect the fixture and all
component parts from loss or damage until such time as the fixture is relocated. The
Contractor shall replace lost, damaged, or destroyed fixtures and component parts in kind.
DIVISION 2: EARTHWORK
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The new cement concrete foundation(s) shall be equal or larger in size than the existing
foundation(s) unless otherwise designated in the Contract Documents.
All electrical work shall be performed in accordance with applicable subsections of Section
8-20 (Illumination, Traffic Signal Systems, and Electrical) of the Standard Specifications and
as amended by these Special Provisions.
2-02.3(9) SALVAGE New Section
All casings, pipe, frames, grates, covers, and other material of recoverable value removed
from the project shall be carefully salvaged and delivered to the City of Auburn Maintenance
& Operations Building (1305 “C” Street SW) in their existing condition. The Engineer will
determine what items are salvageable. The Contractor shall provide notice to the Engineer
three (3) working days prior to delivery of any salvaged item. Items not identified to be
salvaged shall become the property of the Contractor and removed from the site.
2-03 ROADWAY EXCAVATION AND EMBANKMENT
2-03.1 DESCRIPTION Revision/Supplement
(January 7, 2008 WSDOT Amendment)
The first sentence in the first paragraph is revised to read:
The Work described in this section, regardless of the nature or type of the materials
encountered, includes excavating and grading the Roadway, excavating in borrow pits,
excavating below grade, excavating channels and ditches, removing slide material, and
disposing of all excavated material.
Roadway excavation shall include all material removed for roadway, parking areas, sidewalk
and driveways.
(June 2009, City of Auburn)
Excavated material unsuitable for roadway embankment, such as broken pavement, curbs,
sidewalks, etc., shall be disposed of.
The Contractor shall provide all work and material required to return any over excavated
areas to their set limits or original conditions.
Control stakes will be set during construction to provide the Contractor with alignment,
slope, and grade information for the construction of excavation and embankments.
Roadway excavation shall be used for embankment construction unless otherwise directed by
the Engineer.
DIVISION 2: EARTHWORK
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Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 2 (06-09).doc
2-03.3 CONSTRUCTION REQUIREMENTS
2-03.3(3) EXCAVATION BELOW GRADE Revision
(January 7, 2008 WSDOT Amendment)
The section title is revised to read:
2-03.3(3) EXCAVATION BELOW SUBGRADE Revision
The first sentence in the fifth paragraph is revised to read:
Compaction: If the density of the natural earth under any area of the Roadway is less than that
required in Section 2-03.3(14)C, Method B, the Engineer may order the Contractor to
perform any or all of the following.
2-03.3(7)C CONTRACTOR-PROVIDED DISPOSAL SITE Supplement
If, during the course of this project, it becomes necessary to dispose of either excess or
unsuitable materials, the additional following requirements shall be observed:
In no case shall any waste materials be disposed of on any site within the City limits of
Auburn unless the Contractor has a valid Grading (Fill) Permit according to Section
1-07.5(5) (City of Auburn Requirements) in this document;
Grading (Fill) Permits are issued by the City of Auburn after all conditions have been
met to the satisfaction of the City;
The Grading Permits are issued to the legal owner of the property. Any questions
regarding the requirements should be directed to the City of Auburn Permit Center;
Any waste material disposed of outside the City limits of Auburn shall be at Contractor
risk. The Contractor is responsible to ensure that said Contractor has complied with all
local codes and ordinances;
2-03.3(14) EMBANKMENT CONSTRUCTION Supplement
Embankments shall be constructed in compacted layers of uniform thickness by Method C of
Section 2-03.3(14)C (Compacting Earth Embankments).
2-03.3(14)E UNSUITABLE FOUNDATION EXCAVATION Supplement
Where the Engineer deems subgrade material to be unsatisfactory, excavation of such
unsuitable foundation will be required to such depths as the Engineer may direct.
“Unsuitable Foundation Excavation” may include areas where the Contractor has completed
work, and is required to return and remove unsatisfactory material, or where the additional
DIVISION 2: EARTHWORK
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depth requires special equipment because of the presence of shallow utilities or other
unforeseen conditions.
The unsuitable excavated material shall be replaced with roadway excavation or “Gravel
Borrow” as directed by the Engineer and compacted in layers of uniform thickness by
Method C of Section 2-03.3(14)C (Compacting Earth Embankments).
Any over excavation not specifically authorized by the Engineer shall be replaced with
“Gravel Borrow,” per Section 2-03.3(14)J, and compacted by the Contractor as specified
above.
2-03.3(14)M EXCAVATION OF CHANNELS Revision
(January 7, 2008 WSDOT Amendment)
This section including title is revised to read:
2-03.3(14)M EXCAVATION OF CHANNELS AND DITCHES
Channel Excavation: Open excavations 8-feet or more wide at the bottom, but excludes
channels that are part of the Roadway.
Ditch Excavation: Open excavations less than 8-feet wide at the bottom, but excludes ditches
that are part of the Roadway.
Before excavating channels or ditches, the Contractor shall clear and grub the area in
accordance with Section 2-01.
2-06 SUBGRADE PREPARATION
2-06.3(1) SUBGRADE FOR SURFACING Supplement
Before placing ballast, subgrade shall be shaped to conform to the “typical cross-section” and
as directed by the Engineer. Adequate water shall be spread on the subgrade to obtain
optimum moisture content for compaction, as directed by the Engineer. The subgrade shall
be graded to a uniform cross-section true to line and grade before placing base material.
2-07 WATERING
2-07.3 CONSTRUCTION REQUIREMENTS Supplement
When the Engineer determines that dust is a problem, the Contractor shall water to control
the dust in accordance with Section 1-07.23(1) (Construction under Traffic), Item 6 of,
“When traffic must pass through grading areas”. All means to disperse water shall be
supplied by the Contractor. The Contractor shall have a water truck available for watering.
DIVISION 2: EARTHWORK
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2-07.4 MEASUREMENT Supplement
“Water” will be measured by the one thousand (1,000) gallons (Mgal) unit. Conversion from
cubic feet will be:
Mgal cu. ft. x 7.48
1,000=
2-07.4(1) WATER FROM CITY HYDRANTS New Section
The Contractor shall obtain a Fire Hydrant Permit from the City of Auburn Permit Center (25
West Main Street) before taking of water from hydrants. Water will be furnished by the City
from the fire hydrant to be designated at the time a Fire Hydrant Permit is obtained and in
accordance with the terms of the Fire Hydrant Permit. To obtain a Fire Hydrant Permit the
applicant shall make a deposit of $1,449.00 which covers the use of a water meter, hydrant
wrench, brass adapter and hydrant gate valve, and is refundable if returned in acceptable
condition. When the meter, hydrant wrench, and gate valve are returned in acceptable
condition, the final charge for water usage will be deducted from the $1,449.00 deposit and
the balance refunded to or paid by the applicant. The applicant shall pay a base fee of $31.00
per month and all water usage will be paid by the applicant at the rate of $2.15 per hundred
cubic feet. Meters will be read and billed monthly.
NOTE: These are current 2009 rates and may be revised periodically. The
Contractor shall be responsible to contact the City and verify these rates.
The Contractor shall furnish all required equipment and material necessary for transporting
the water from the hydrant, including gauges for testing (except the meter, wrench and valve
as stated above).
2-09 STRUCTURE EXCAVATION
2-09.3(3)D SHORING AND COFFERDAMS Supplement
Providing “Shoring or Extra Excavation Class B” and all aspects involved therein shall be the
sole responsibility of the Contractor. All trenches greater than 4 feet deep shall be shored.
Shoring shall comply with Chapter 296-155 WAC and Chapter 49.17 RCW of the
Washington Safety and Health Act. Extra Excavation Class B will be allowed only with the
approval of the Engineer.
See also appropriate sections of Division 7 (Drainage Structures, Storm Sewers, Sanitary
Sewers, and Conduits) for trenching and backfilling.
END OF DIVISION 2
DIVISION 3: PRODUCTION FROM QUARRY AND PIT SITES, AND STOCK PILING
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3-01 PRODUCTION FROM QUARRY AND PIT SITES
3-01.4 CONTRACTOR FURNISHED MATERIAL SOURCES Supplement
No source has been provided for any materials necessary for the construction of this
improvement.
If the sources of materials provided by the Contractor necessitate hauling over roads other
than City streets, the Contractor shall make all arrangements for use of the haul routes at no
cost to the City.
END OF DIVISION 3
DIVISION 4: BASES
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NO REVISIONS
END OF DIVISION 4
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009............................Engineering Construction Standards...........................................5-1
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5-02 BITUMINOUS SURFACE TREATMENT
5-02.3(12) NON-WOVEN FABRIC FOR PAVEMENT OVERLAYS New Section
“Non-woven Fabric” shall be placed as shown in the plans, or as directed by the Engineer.
Materials
Asphalt Binder PG 64-22 per Section 9-02 (Bituminous Materials). All cost associated with
Asphalt Cement shall be considered incidental to the unit contract price for Non-Woven
Fabric.
Fabric: Non-woven polypropylene material.
Elastic Recovery, at 15 pounds wet or dry 100%
Weight 3 to 5 oz./square yard
Tensile Strength, either direction 80 pounds minimum
Elongation 50% minimum
Asphalt Retention 0.2 gallons/square yard minimum
Melting Point 300 degrees or greater
Minimum Width 75 inches
Equipment Requirements
All equipment, tools, and machines are subject to the approval of the Engineer.
Surface cleaning equipment shall be capable of removing oil, grease, and other objectionable
materials from the pavement surface.
Application equipment shall consist of brooms and distributor. The distributor shall have a
capacity of not less than 1,000 gallons. Asphalt shall be uniformly applied at the specified
rate.
The distributor shall be equipped with a 10-foot spray bar and extensions, pressure pump and
gauge, volume gauge located to be easily read by an inspector from the ground, a tachometer
to accurately control the speed and spread of the asphalt, and two thermometers indicating
continuous asphalt temperatures, (one of which is permanently installed).
An independent power unit developing a minimum of 25-psi pressure at the spray bar shall
supply power for the pressure pump.
Surface Preparation
The pavement surface shall be dry and free of all foreign materials such as dirt, grease, oil,
etc. Cracks shall be filled per Section 5-04.3(5)C (Crack Sealing). Holes shall be repaired
per Section 5-04.3(5)E (Pavement Repair).
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
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Where existing ACP depths are 2 inches or less, soil residual herbicide shall be applied to the
roadway surface per Section 5-04.3(5)D (Soil Residual Herbicide).
Asphalt Application
The asphalt, with a minimum temperature of 290 degrees F, shall be sprayed uniformly at the
rate of 0.25 to 0.30 gallons per square yard over the area to be fabric covered. The Contractor
shall shield the preceding application to avoid laps and ridges where separate applications of
asphalt meet. In inaccessible areas asphalt application may be provided by a suitable hand
sprayer.
Fabric Application
The Contractor shall not begin fabric application until the Engineer has determined that all
materials, equipment, and labor are ready.
Fabric cannot be moved once placed, therefore, the initial alignment is very important. If
alignment is to be changed, the fabric shall be cut and realigned with an overlapping joint a
minimum of 6 inches in the direction of traffic. Fabric shall be also lapped a minimum of
6 inches at transverse and longitudinal fabric joints. The lapped top 6 inches of fabric shall
be folded back and asphalt shall be applied to the bottom fabric at the rate of 0.05 gallons per
square yard. The top fabric shall be immediately replaced and the joint shall be broomed and
squeegeed to form a smooth, tight lapjoint.
The fabric shall be broomed into the asphalt eliminating all air bubbles. Air bubble removal
can be best accomplished by brooming from the center of the fabric toward the outer edges.
Weather Limitations
Work shall only be done during dry conditions above 60 degrees F.
Membrane Curing
The entire surface of the fabric shall be pneumatically rolled until the fabric is well embedded
into the asphalt.
Asphalt Concrete Overlay
The asphalt concrete overlay shall immediately follow the fabric installation in accordance
with Section 5-04 (Hot Mix Asphalt (HMA)).
The fabric manufacturer's recommendations and requirements regarding asphalt temperature,
protection of fabric, rolling temperature and techniques, etc., shall be followed.
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A representative of the manufacturer shall be on the project at the beginning of fabric
placement. The representative shall remain on the site until the Contractor has demonstrated
to the Engineer that he has the understanding required to satisfactorily perform the work.
The Contractor shall not place more fabric than can be overlaid in the same day.
No fabric, except that which is required for normal lapped joints, shall be exposed to traffic.
If traffic must drive on the fabric, the fabric shall be dusted with sand to prevent vehicles
from picking up the asphalt. Before resuming asphalt overlay, the sand shall be swept clean
from the fabric.
5-04 HOT MIX ASPHALT Replacement
Delete Section 5-04 in its entirety and replace it with the following:
5-04.1 DESCRIPTION
This work shall consist of providing and placing one or more layers of plant-mixed hot mix
asphalt (HMA) on a prepared foundation or base in accordance with these Specifications and
the lines, grades, thicknesses, and typical cross-sections shown in the Plans.
HMA shall be composed of asphalt binder and mineral materials as may be required, mixed
in the proportions specified to provide a homogeneous, stable, and workable mixture.
HMA Class A, Class B, Class B Modified, Class D, Class F, and Class G are designated as
leveling or wearing courses. HMA Class E is designated as a pavement base course. With the
exception of HMA Class D, all mixtures are considered dense graded HMA.
5-04.2 MATERIALS
Materials shall meet the requirements of the following sections:
Asphalt Binder (PG 64-22) 9-02.1(4)
Cationic Emulsified Asphalt 9-02.1(6)
Anti-Stripping Additive 9-02.4
Aggregates 5-04.3(8)A2
Blending Sand 9-03.8(4)
Mineral Filler 9-03.8(5)
The Contractor shall be required to furnish such materials in the amounts required for the
designated mix. Mineral materials include coarse and fine aggregates, blending sand, and
mineral filler.
The Contractor shall have the option of utilizing recycled asphalt pavement (RAP) in the
amount up to 20 percent of total aggregate weight in combination with new aggregate in the
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production of HMA. The RAP may be from HMA removed under the contract, if any, or old
HMA from an existing stockpile. Recycled materials shall not be used in HMA Class D.
The grade of asphalt binder shall be as required by the contract. Prior to the submittal of the
mix design, the Contractor shall provide a written designation of the grade of performance
grade (PG) asphalt binder to be used. The Contractor may propose the substitution of
alternate grades of PG asphalt binder at no cost to the Contracting Agency. The proposal will
be approved if the proposed alternate asphalt binder has an average 7-day maximum
pavement design temperature that is equal to or higher than the specified asphalt binder and
has a minimum pavement design temperature that is equal to or lower than the specified
asphalt binder. The substituted alternate grade of asphalt binder shall be used in all HMA
contract items of the same class and originally specified grade of asphalt binder. Blending of
asphalt binder from different sources is not permitted.
Production of aggregates shall comply with the requirements of Section 3-01 (Production
from Quarry and Pit Sites).
Preparation of stockpile site, the stockpiling of aggregates and the removal of aggregates
from stockpiles shall comply with the requirements of Section 3-02 (Stockpiling Aggregates).
Tack coat shall be emulsified asphalt grade CSS-1 as specified in Section 9-02.1(6) (Cationic
Emulsified Asphalt) and will be used at locations specified, or as directed by the Engineer,
and shall be applied in accordance with Section 5-04.3(5)A (Preparation of Existing
Surfaces).
5-04.3 CONSTRUCTION REQUIREMENTS
5-04.3(1) HMA MIXING PLANT
Plants used for the preparation of HMA shall conform to the following requirements:
1. Equipment for Preparation of Asphalt Binder.
Tanks for the storage of asphalt binder shall be equipped to heat and hold the material
at the required temperatures. The heating shall be accomplished by steam coils,
electricity, or other approved means so that no flame shall be in contact with the
storage tank. The circulating system for the asphalt binder shall be designed to ensure
proper and continuous circulation during the operating period. A valve for the purpose
of sampling the asphalt binder shall be placed in either the storage tank or in the supply
line to the mixer.
2. Thermometric Equipment.
An armored thermometer, capable of detecting temperature ranges expected in the
HMA mix, shall be fixed in the asphalt binder feed line at a location near the charging
valve at the mixer unit. The thermometer location shall be convenient and safe for
access by inspectors.
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The plant shall also be equipped with an approved dial-scale thermometer, a mercury
actuated thermometer, an electric pyrometer, or another approved thermometric
instrument placed at the discharge chute of the drier to automatically register or
indicate the temperature of the heated aggregates. This device shall be in full view of
the plant operator.
3. Sampling and Testing of Mineral Materials.
The HMA plant shall be equipped with a mechanical sampler for the sampling of the
mineral materials. The mechanical sampler shall meet the requirements of Section1-
05.6 (Inspection of Work and Materials) for crushing and screening operation.
5-04.3(2) HAULING EQUIPMENT
Trucks used for hauling HMA shall have tight, clean, smooth metal beds and shall have a
cover of canvas or other suitable material of sufficient size to protect the mixture from
adverse weather. Whenever the weather conditions include (or are forecast to include) during
the work shift precipitation or an air temperature less than 45oF, the canvas cover shall be
securely attached to protect the HMA.
In order to prevent the HMA mixture from adhering to the hauling equipment, truck beds are
to be sprayed with an environmentally benign release agent. Excess release agent shall be
drained prior to filling hauling equipment with HMA. Petroleum derivatives or other coating
materials that contaminate or alter the characteristics of the HMA shall not be used. For
hopper trucks, the conveyer shall be in operation during the process of applying the release
agent.
5-04.3(3) HOT MIX ASPHALT PAVERS
HMA pavers shall be self-contained, power-propelled units, provided with an internally-
heated vibratory screed or strike-off assembly and shall be capable of spreading and finishing
courses of HMA plant mix material in lane widths required by the paving section shown in
the Plans.
The screed or strike-off assembly shall effectively produce a finished surface of the required
evenness and texture without tearing, shoving, segregating, or gouging the mixture.
Extensions will be allowed provided they produce the same results, including ride, density,
and surface texture as obtained by the primary screed or strike off assembly. Extensions
without, augers, vibration and heated screeds shall not be used in the traveled way.
When laying HMA, the paver shall be operated at a uniform forward speed consistent with
the plant production rate and roller train capacity to result in a continuous operation. The
auger speed and flight gate opening shall be adjusted to coordinate with the operation.
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The paver shall be equipped with automatic screed controls with sensors for either or both
sides of the paver. The controls shall be capable of sensing grade from an outside reference
line, sensing the transverse slope of the screed, and providing automatic signals that operate
the screed to maintain the desired grade and transverse slope. The sensor shall be constructed
so it will operate from a reference line or a mat referencing device.
The transverse slope controller shall be capable of maintaining the screed at the desired slope
within plus or minus 0.1 percent. The paver shall be equipped with automatic feeder controls,
properly adjusted to maintain a uniform depth of material ahead of the screed.
Manual operation of the screed will be permitted in the construction of irregularly shaped and
minor areas. These areas include, but are not limited to, gore areas, road approaches, tapers
and left-turn channelization.
Reference lines for vertical control may be required. Lines shall be placed on both outer
edges of the traveled way of each roadway. Horizontal control utilizing the reference line
will be permitted. The grade and slope for intermediate lanes shall be controlled
automatically from reference lines or by means of a mat referencing device and a slope
control device. When the finish of the grade prepared for paving is superior to the established
tolerances and when, in the opinion of the Engineer, further improvement to the line, grade,
cross-section, and smoothness can best be achieved without the use of the reference line, a
mat referencing device may be substituted for the reference line. Substitution of the device
will be subject to the continued approval of the Engineer. A joint matcher may be used
subject to the approval of the Engineer. The reference line may be removed after the
completion of the first course of HMA when approved by the Engineer. Whenever the
Engineer determines that any of these methods are failing to provide the necessary vertical
control, the reference lines will be reinstalled by the Contractor.
The Contractor shall furnish and install all pins, brackets, tensioning devices, wire, and
accessories necessary for satisfactory operation of the automatic control equipment.
If the paving machine in use is not providing the required finish, the Engineer may suspend
work as allowed by Section 1-08.6 (Suspension of Work). Any cleaning or solvent type
liquids spilled on the pavement shall be thoroughly removed before paving proceeds.
5-04.3(4) ROLLERS
Rollers shall be of the steel wheel, vibratory, or pneumatic tire type, in good condition and
capable of reversing without backlash. Operation of the roller shall be in accordance with the
manufacturer’s recommendations. When ordered by the Engineer for any roller planned for
use on the project, the Contractor shall provide a copy of the manufacturer’s recommendation
for the use of that roller for compaction of HMA. The number and weight of rollers shall be
sufficient to compact the mixture in compliance with the requirements of Section 5-04.3(10)
(Compaction). The use of equipment that results in crushing of the aggregate will not be
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permitted. Rollers producing pickup, washboard, uneven compaction of the surface,
displacement of the mixture or other undesirable results will not be used.
5-04.3(5) CONDITIONING OF EXISTING SURFACE
When the surface of the existing pavement or old base is irregular, the Contractor shall bring
it to a uniform grade and cross-section as shown on the plans or approved by the Engineer.
Preleveling of uneven or broken surfaces over which HMA is to be placed may be
accomplished by using an asphalt paver, a motor patrol grader, or by hand raking, as
approved by the Engineer.
5-04.3(5)A PREPARATION OF EXISTING SURFACES
Before construction of HMA on an existing paved surface, the entire surface of the pavement
shall be clean. The Contractor shall remove existing pavement markers and lane markers as
specified in Section 2-02.3(6) (Remove Raised Pavement Markers) of this document. The
Contractor shall remove existing plastic markings as specified in Section 8-22.4
(Measurement) of this document. All fatty asphalt patches, grease drippings, and other
objectionable matter shall be entirely removed from the existing pavement. All pavements or
bituminous surfaces shall be thoroughly cleaned of dust, soil, pavement grindings, and other
foreign matter. All holes and small depressions shall be filled with an appropriate class of
HMA mix and the surface of the patched area shall be leveled and compacted thoroughly.
A tack coat of asphalt shall be applied to all paved surfaces on which any course of HMA is
to be placed or abutted. Tack coat shall be uniformly applied to cover the existing pavement
with a thin film of residual asphalt free of streaks and bare spots. A heavy application of tack
coat will be applied to all joints. For roadways open to traffic, the application of tack coat
shall be limited to surfaces that will be paved during the same working shift. The spreading
equipment shall be equipped with a thermometer to indicate the temperature of the tack coat
material.
Equipment shall not operate on tacked surfaces until the tack has broken and cured. If the
Contractor’s operation damages the tack coat it shall be repaired prior to placement of the
HMA.
Unless otherwise approved by the Engineer, the tack coat shall be CSS-1 emulsified asphalt.
The CSS-1 emulsified asphalt may be diluted with water at a rate not to exceed one part
water to one part emulsified asphalt. The emulsified asphalt shall not exceed the maximum
temperature recommended by the emulsified asphalt manufacturer.
5-04.3(5)B PREPARATION OF UNTREATED ROADWAY
The existing roadway shall be prepared and the roadway primed as provided in Section 5-
02.3(2)A (Untreated Surfaces), except that only one application of asphalt and one
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application of aggregate, which shall conform to aggregate for HMA Class B as listed in
Section 5-04.3(8) (Mixing) or other granular materials approved by the Engineer, will be
required. All other provisions of Section 5-02 (Bituminous Surface Treatment) pertaining to
new Construction of bituminous surface treatment shall apply, except as hereinafter modified.
Before placement of asphalt on untreated roadway, the Contractor shall apply soil residual
herbicides as specified in Section 5-04.3(5)D (Soil Residual Herbicide). Cost shall be
incidental to the bid item(s) for asphalt. The prime coat shall be applied over the full length
of the project, and HMA shall not be placed until the prime coat has cured for 5 days unless
otherwise approved by the Engineer.
Should any holes, breaks, or irregularities develop in the roadway surface after the prime coat
has been applied, they shall be patched with HMA, as described in Section 5-04.3(5)A
(Preparation of Existing Surfaces), in advance of placing the HMA. The Contractor shall
maintain the completed prime coat by blading or brooming with equipment and procedures
approved by the Engineer, until the HMA pavement is placed.
After the maintenance, patching or repair work has been completed and immediately prior to
placing the HMA, the surface of the prime coat shall be swept clean of all dirt, dust, or other
foreign matter.
When the prime coat application is not specified in the Special Provisions or shown in the
Plans, the Contractor shall prepare the untreated roadway as described above and shall omit
the prime coat treatment. The HMA shall be constructed on the prepared subgrade.
In areas used as turnouts or which will receive heavy service, the Engineer may order a
change in the grade to provide a greater depth of pavement.
The Contractor shall prepare untreated shoulders and traffic islands by blading and
compacting to provide a sound base for paving and shall omit the prime coat treatment. The
HMA shall be constructed on the prepared subgrade.
If the Contractor protects the completed untreated surfacing materials to the degree that the
surface meets the requirements of Section 5-02.3(2)A (Untreated Surfaces) at the time of
construction of the prime coat or the construction of the pavement if the prime coat is not
required, the Contractor will not be required to perform the work specified in Section
5-02.3(2)A (Untreated Surfaces) but shall be compensated for the item of work preparation of
untreated roadway.
5-04.3(5)C CRACK SEALING
All cracks and joints ¼-inch and greater in width shall be cleaned with a stiff-bristled broom
and compressed air and then shall be filled completely with sand slurry.
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
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The sand slurry shall consist of approximately 20 percent CSS-1 emulsified asphalt,
approximately 2 percent Portland cement, water (if required), and the remainder clean U.S.
No. 4-0 paving sand. The components shall be thoroughly mixed and then poured into the
cracks and joints until full. The following day, any cracks or joints that are not completely
filled shall be topped off with additional sand slurry. After the sand slurry is placed, the filler
shall be struck off flush with the existing pavement surface and allowed to cure. The HMA
overlay shall not be placed until the slurry has fully cured. The requirements of 1-06 will not
apply to the Portland cement and paving sand used in the Sand Slurry.
5-04.3(5)D SOIL RESIDUAL HERBICIDE
The Contractor shall apply one application of an approved soil residual herbicide. Paving
shall begin within 24 hours after application of the herbicide. Any area that has not been
paved within the time limit or that has been rained on, shall be treated again at the
Contractor’s expense. The herbicide shall be applied uniformly in accordance with the
manufacturer’s recommendations.
The material to be used shall be registered with the Washington State Department of
Agriculture for use under pavement. Before use, the Contractor shall receive approval of the
material to be used and the proposed rate of application, from the Engineer. The following
information shall be included in the request for approval of the material: Brand name of the
material, manufacturer, Environmental Protection Agency (EPA) registration number,
material safety data sheet, and proposed rate of application.
5-04.3(5)E PAVEMENT REPAIR
The Contractor shall excavate pavement repair areas and shall backfill these with HMA in
accordance with the details shown in the Plans and as marked.
The actual excavation depth may vary to a maximum depth of 1-foot maximum, depending
upon where stable foundation material is encountered, as determined by the Engineer.
The minimum width of any pavement repair area shall be 3 feet unless shown otherwise in
the Plans. All pavement repair areas shall be sawcut before removal, or shall be removed by a
pavement grinder approved by the Engineer.
Asphalt for tack coat shall be required as specified in Section 5-04.3(5)A (Preparation of
Existing Surfaces), and shall be applied to all edges of existing pavement in the pavement
repair area.
The Contractor shall excavate only within one lane at a time. The areas shall be excavated,
backfilled, and compacted within the same day’s working shift, in accordance with the details
shown in the Plans, and to the satisfaction of the Engineer.
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Excavated materials will become the property of the Contractor for disposal off the right of
way.
The Contractor shall conduct the excavation operations in a manner that will protect the
pavement areas not designated to be removed. Pavement not designated to be removed that is
damaged as a result of the Contractor’s operations shall be repaired by the Contractor to the
satisfaction of the Engineer at no cost to the Contracting Agency.
Placement of the HMA backfill shall be accomplished in lifts. Each lift shall not exceed 0.35
foot compacted depth. Compaction shall be accomplished by mechanical tamper or a roller as
approved by the Engineer.
HMA for pavement repair shall be HMA Class B or as shown in the Plans.
5-04.3(6) HEATING OF ASPHALT BINDER
The temperature of the asphalt binder shall not exceed the maximum recommended by the
asphalt binder manufacturer. The asphalt binder shall be heated in a manner that will avoid
local variations in heating. The heating method shall provide a continuous supply of asphalt
binder to the mixer at a uniform average temperature with no individual variations exceeding
25°F.
5-04.3(7) PREPARATION OF AGGREGATES
The aggregates shall be stockpiled according to the requirements of Section 3-02 (Stockpiling
Aggregates). Sufficient storage space shall be provided for each size of aggregate. The
aggregates shall be removed from stockpile(s) in a manner to ensure a minimum of
segregation when being moved to the HMA plant for processing into the final mixture.
Different aggregate sizes shall be kept separated until they have been delivered to the HMA
plant.
5-04.3(7)A MIX DESIGN
The Contractor shall obtain representative samples from mineral aggregate stockpiles, and
blend sand sources to be used for HMA production and submit them for development of a
mix design. Sample submittal shall include asphalt binder grade and sources, production mix
gradation and combining ratios of mineral aggregate stockpiles and blend sand that will be
used in production. This will be the basis for the mix design and job mix formula. The
Contractor shall refer to Section 1-06 (Control of Material) for time allowance required for
submittal approval. Additional time may be required if the proportions will not make an
adequate design as determined by the Engineer, or if the Contractor requests more than one
asphalt binder source approval. The Contractor is also advised that production of the HMA
shall not commence until the job mix formula has been established. Adjustments to the job
mix formula may be made per Basis of Acceptance.
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The Contractor shall obtain the Engineer’s approval prior to changing the source of asphalt
binder during the production of HMA. Blending of different asphalt binder grades sources
will not be permitted.
5-04.3(8) MIXING
After the required amounts of mineral materials and asphalt binder have been introduced into
the mixer the HMA shall be mixed until a complete and uniform coating of the particles and
a thorough distribution of the asphalt binder throughout the mineral materials is ensured.
When discharged, the temperature of the HMA shall not exceed the maximum temperature
recommended by the asphalt binder manufacturer. A maximum water content of 2 percent in
the mix, at discharge, will be allowed providing the water causes no problems with handling,
stripping, or flushing. If the water in the HMA causes any of these problems, the moisture
content shall be reduced as directed by the Engineer.
Storing or holding of the HMA in approved storage facilities will be permitted during the
daily operation but in no event shall the HMA be held for more than 24 hours. HMA held for
more than 24 hours after mixing shall be rejected. Rejected HMA shall be disposed of by the
Contractor at no expense to the Contracting Agency. The storage facility shall have an
accessible device located at the top of the cone or about the third point. The device shall
indicate the amount of material in storage. No HMA shall be accepted from the storage
facility when the HMA in storage is below the top of the cone of the storage facility, except
as the storage facility is being emptied at the end of the working shift.
5-04.3(8)A ACCEPTANCE SAMPLING AND TESTING-HMA MIXTURE
1. General.
Acceptance of HMA shall be as provided under nonstatistical or commercial evaluation.
Commercial evaluation will be used for Commercial HMA and for other classes of
HMA in the following applications: sidewalks, road approaches, ditches, slopes, paths,
trails, gores and other nonstructural applications as approved by the Engineer. Sampling
and testing of HMA accepted by commercial evaluation will be at the option of the
Engineer. The proposal quantity of HMA that is accepted by commercial evaluation will
be excluded from the quantities used in the determination of statistical and nonstatistical
evaluation.
2 Aggregates.
A. General Requirements. Aggregates for HMA shall be manufactured from ledge rock,
talus, or gravel in accordance with Section 3-01 (Production from Quarry and Pit Sites).
The material from which they are made shall meet the following test requirements:
Los Angeles Wear, 500 Revs 30% max
Degradation Factor, Wearing Course 30 min
Degradation Factor, Other Courses 20 min
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It shall be uniform in quality, substantially free from wood, roots, bark, extraneous
materials, and adherent coatings. The presence of a thin, firmly adhering film of
weathered rock will not be considered as coating unless it exists on more than 50% of
the surface area of any size between consecutive laboratory sieves.
Aggregate removed from deposits contaminated with various types of wood waste shall
be washed, processed, selected or otherwise treated to remove sufficient wood waste so
that oven–dried material retained on a U.S. No. 4 sieve shall not contain more than 0.1%
by weight of material with a specific gravity less than 1.0.
B. Test Requirements. Aggregate for HMA shall meet the following test requirements:
Class of HMA
A B B (Mod) D E F G
Fracture, by weight (See Note) 1 2 2 3 4 4 2
Sand Equivalent Min. 45 45 45 --- 45 35 45
1The fracture requirements are at least one fractured face on 90 percent of the material
retained on each specification sieve size U.S. No. 10 and above, if that sieve retains
more than 5 percent of the total sample.
2The fracture requirements are at least one fractured face on 75 percent of the material
retained on each specification sieve size U.S. No. 10 and above, if that sieve retains
more than 5 percent of the total sample.
3The fracture requirements are at least two fractured faces on 75 percent and at least
one fractured face on 90 percent of the material retained on each specification sieve,
U.S. No. 8 and above, if that sieve retains more than 5 percent of the total sample.
4The fracture requirements are at least one fractured face on 50 percent of the material
retained on each specification sieve size U.S. No. 10 and above, if that sieve retains
more than 5 percent of the total sample.
When material is being produced and stockpiled for use on a specific contract or for a
future contract, the fracture and sand equivalent requirements shall apply at the time of
stockpiling. When material is used from a stockpile that has not been tested as provided
above, the requirements for fracture and sand equivalents shall apply at the time of its
introduction to the cold feed of the mixing plant.
The properties of the aggregate in a preliminary mix design for HMA shall be such that,
when it is combined within the limits set forth in Proportions of Materials and mixed in
the laboratory with the designated grade of asphalt binder, HMA mixtures with the
following test values can be produced:
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Class of HMA
A B B (Mod) D E F G
Stabilometer Value Min. 37 35 35 --- 35 35 35
Cohesiometer Value Min. 100 100 100 --- 100 50 100
Percent Air Voids 2-4.5 2-4.5 2-4.5 --- 2-4.5 2-4.5 2-4.5
Modified Lottman
Stripping Test Pass Pass Pass Pass Pass Pass Pass
C. Gradation. The materials of which HMA is composed shall be of such sizes, gradings,
and quantities that, when proportioned and mixed together, they will produce a well
graded mixture within the requirements listed in the table which follows.
The percentage of aggregate refers to completed dry mix, and includes mineral filler
when used.
Grading Requirements
Class A Class B Class D Class E Class F Class G
Sieve Size and B (Modified) Percent Passing
11⁄4 square --- --- --- 100 --- ---
1 square --- --- --- 90-100 --- ---
3⁄4 square 100 100 --- --- 100 ---
5⁄8 square --- --- --- 67-86 --- ---
1⁄2 square 90-100 90-100 100 60-80 80-100 100
3⁄8 square 75-90 75-90 97-100 --- --- 97-100
¼ square --- 55-75 --- --- --- ---
U.S. No. 4 46-66 --- 30-50 34-56 38-70 50-78
U.S. No. 8 --- --- 5-15 --- --- ---
U.S. No. 10 30-42 25-35 --- 25-40 30-50 32-53
U.S. No. 40 11-24 8-16 --- 10-23 --- 11-24
U.S. No. 200 3.0-7.0 3-7 2.0-5.0 2.0-9.0 2.0-8.0 3.0-7.0
5-04.3(8)B BASIS OF ACCEPTANCE
1. HMA will be accepted based on its conformance to the project Job Mix Formula
(JMF). For the determination of a project JMF, the Contractor shall submit to the
Engineer, representative samples of the various aggregates and blend sand to be used
along with the gradation data showing the various aggregate stockpile averages and
the proposed combining ratios and the average gradation of the completed mix. Based
on this submittal from the Contractor, the Engineer will determine the asphalt binder
content, anti-strip requirement, and ignition furnace correction factor in the mix
design process. Using the representative samples submitted and proposed proportion
of each, trial mix tests will be run to determine the percentage of asphalt binder, by
weight, to be added. The JMF thus established shall be changed only upon order of
the Engineer.
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The intermingling of HMA mixtures produced from more than one JMF is prohibited.
Each strip of HMA pavement placed during a working shift shall conform to a single
job mix formula established for the class of HMA specified unless there is a need to
make an adjustment in the JMF.
No HMA shall be produced for use on the project until the amount of asphalt binder
and anti-strip additive to be added has been established.
2. Job Mix Formula — Statistical Acceptance
The average gradation of the completed HMA mix submitted by the Contractor in the
mix design proposal, as required in Gradation and the resulting Mix Design
Recommendations, shall be the JMF. Any change or adjustment of percentages in any
constituent of the JMF creates a new JMF.
3. Job Mix Formula Tolerances and Adjustments
A. Tolerances — Statistical Acceptance. After the JMF is determined, the several
constituents of the mixture at the time of acceptance shall conform to the
following tolerances:
Constituent of Mixture Tolerance Limits
The tolerance limit for each
mix constituent shall not
exceed the broad band
specification limits specified
in 5-04.3(8)C except
the tolerance limits for sieves
designated as 100% passing
will be 99-100.
Aggregate passing 1", 3/4", Broad band specification
5/8", 1/2", and 3/8" sieves limits Section 5-04.3(8)C
Proportions of Materials
Aggregate passing No. 4 sieve ± 6%
Aggregate passing No. 10 sieve ± 5%
Aggregate passing No. 40 sieve ± 4%
Aggregate passing No. 200 sieve ± 2.0%
Asphalt cement ± 0.5%
For open graded mix: Tolerance limits shall be for aggregate gradation only and
shall be as specified in Proportions of Materials.
B. Tolerances — Nonstatistical Acceptance. After the JMF is determined, the
constituents of the mixture at the time of acceptance shall conform to the range of
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the proportion specified in the broad band specifications in for gradation and the
design mix asphalt binder content plus or minus 0.7 percent.
C. Adjustments
1. Aggregates. Upon written request from the Contractor, the Engineer may
approve field adjustments to the JMF including the Contractor’s proposed
combining ratios for mineral aggregate stockpiles and blend sand. The
maximum allowed gradation change shall be 2 percent for the aggregate
retained on the No. 10 sieve and above, 1 percent for the aggregate passing the
No. 10 and No. 40 sieves, and 0.5 percent for the aggregate passing the No.
200 sieve. Blend sand may be changed a maximum of 5 percent. The above
adjustments and/or any further adjustments as ordered by the Engineer will be
considered as a new JMF. Adjustments beyond these limits will require
development of a new JMF. The adjusted JMF plus or minus the allowed
tolerances shall be within the range of the broad band specifications.
2. Asphalt Binder Content. The Engineer may order or approve the Contractor’s
request to change asphalt binder content a maximum of 0.3 percent from the
approved JMF. No field adjustments of the JMF relative to the asphalt binder
content exceeding 0.3 percent from the initial JMF will be made without the
approval of the Engineer.
D. Commercial HMA Acceptance. The contractor shall submit a certification that the
mix design submitted meets the requirements of Proportions of Materials.
Verification of the mix design by the Contracting Agency is not required. The
Engineer will determine anti-strip requirements for the HMA.
4. Hot Mix Asphalt Mixture
A. Sampling
1. A sample will not be obtained from either the first or last 25 tons of mix
produced in each production shift.
2. Samples for compliance of gradation and asphalt binder content will be
obtained on a random basis from the hauling vehicle. The Contractor shall
provide adequate platforms to enable samples to be obtained in accordance
with WAQTC FOP for AASHTO T 168. The platforms shall allow the sample
to be taken without the Engineer entering the hauling vehicle.
B. Definition of Sampling Lot and Sublot. For the purpose of acceptance sampling
and testing, a lot is defined as the total quantity of material or work produced for
each Job Mix Formula (JMF), placed and represented by randomly selected
samples tested for acceptance. All of the test results obtained from the acceptance
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samples shall be evaluated collectively and shall constitute a lot. Only one lot per
JMF will be expected to occur. The JMF is defined in Basis of Acceptance.
The Contractor may request a change in the JMF. If the request is approved, all of
the material produced up to the time of the change will be evaluated on the basis of
available tests and a new lot will begin. The quantity represented by each sample
will constitute a sublot. Sampling and testing for statistical evaluation shall be
performed on a random basis at the frequency of one sample per sublot, with a
minimum of five sublots per class of HMA. Sublot size shall be determined to the
nearest 100 tons to provide not less than five uniform sized sublots, based on
proposal quantities, with a maximum sublot size of 800 tons.
Sampling and testing for nonstatistical evaluation shall be performed on a random
basis at a minimum frequency of one sample for each sublot of 400 tons or each
day’s production, whichever is least. When proposal quantities exceed 1,200 tons
for a class of HMA under nonstatistical evaluation, sublot size shall be determined
to the nearest 100 tons to provide not less than three uniform sized sublots, based
on proposal quantities, with a maximum sublot size of 800 tons.
C. Test Results. The Engineer will furnish the Contractor with a copy of the results of
all acceptance testing performed in the field at the beginning of the next paving
shift. The Engineer will also provide the Composite Pay Factor (CPF) of the
completed sublots after three sublots have been produced. The CPF will be
provided by the midpoint of the next paving shift after sampling.
Individual acceptance sample test results (gradation and asphalt binder content)
may be challenged by the Contractor. A written challenge of the test results by the
Contractor shall be received by the Engineer within five working days after receipt
of the specific test results. A split of the original acceptance sample shall be sent,
for testing, to the City’s testing laboratory as determined by the Engineer. The
challenged sample will not be tested with the same equipment or by the same tester
that ran the original acceptance sample. The challenge sample will be tested for a
complete gradation analysis and asphalt binder content.
The results of the challenge sample will be compared to the original results of the
acceptance sample test and evaluated according to the following criteria:
Deviation
No. 4 sieve and larger ±4 percent
No. 6 sieve to No. 80 sieve ±2 percent
No. 100 and No. 200 sieve ±0.4 percent
Asphalt binder % ±0.3 percent
If the deviation of the challenge sample is within each parameter established, the
acceptance sample will be used to determine to composite pay factor and the cost
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of testing will be deducted from any monies due or that may come due the
Contractor under the contract, at the rate of $250 per test.
If the deviation of the challenge sample is outside of any one parameter
established, the challenge sample will be used to determine the composite pay
factor and the cost of testing will be the Contracting Agency’s responsibility.
D. Test Methods. Acceptance testing for compliance of asphalt binder content will be
WSDOT FOP for AASHTO Test Method T 308.
Acceptance testing for compliance of gradation will be WAQTC FOP for
AASHTO T 27&T11.
E. Reject Mixture
1. Rejection by Contractor. The Contractor may, prior to sampling, elect to
remove any defective material and replace it with new material at no expense
to the Contracting Agency. Any such new material will be sampled, tested,
and evaluated for acceptance.
2. Rejection Without Testing. The Engineer may, without sampling, reject any
batch, load, or section of roadway that appears defective in gradation or
asphalt binder content. Material rejected before placement shall not be
incorporated into the pavement. Any rejected section of roadway shall be
removed.
No payment will be made for the rejected materials or the removal of the
materials unless the Contractor requests that the rejected material be tested. If
the contractor elects to have the rejected material tested, a minimum of three
representative samples will be obtained and tested. Acceptance of rejected
material will be based on conformance with the statistical acceptance
specification. If the material does not meet specifications, then the cost of
retesting will be the responsibility of the Contractor.
3. A Partial Sublot. In addition to the preceding random acceptance sampling
and testing, the Engineer may also isolate from a normal sublot any material
that is suspected of being defective in gradation or asphalt binder content.
Such isolated material will not include an original sample location. A
minimum of three random samples of the suspect material will be obtained
and tested. This material will be considered a separate lot.
4. An Entire Sublot. If an entire sublot is rejected in accordance with Section 1-
06.2 (Acceptance of Materials), four additional random samples from this
sublot will be obtained and the sublot evaluated as an independent lot with the
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original test result included as a fifth test with the new independent lot instead
of with the original lot.
5. A Lot in Progress. The Contractor shall shut down operations and shall not
resume HMA placement until such time as the Engineer is satisfied that
specification material can be produced.
5-04.3(9) SPREADING AND FINISHING
The HMA shall be laid upon an approved surface, spread, and struck off to the grade and
elevation established. HMA pavers complying with Section 5-04.3(3) (Hot Mix Asphalt
Pavers) shall be used to distribute the HMA mixture. Unless otherwise directed by the
Engineer or specified in the Plans or in these Special Provisions, the nominal compacted
depth of any layer of any course shall not exceed the following depths:
HMA Class E 0.35 foot
HMA Class A and B 0.35 foot
when used for Base Course
HMA Class A, B, B (Modified), and F 0.25 foot
HMA Class G 0.10 foot
HMA Class D 0.08 foot
In all instances, wearing courses of 3 inches or greater shall be created using a maximum
depth of 1 ½-inch lifts.
On areas where irregularities or unavoidable obstacles make the use of mechanical spreading
and finishing equipment impractical, the paving may be done with other equipment or by
hand.
When more than one JMF is being utilized to produce HMA, the material produced for each
JMF, shall be placed by separate spreading and compacting equipment.
5-04.3(10) COMPACTION
5-04.3(10)A GENERAL
Immediately after the HMA mixture has been spread, struck off, and surface irregularities
adjusted, it shall be thoroughly and uniformly compacted. The completed course shall be free
from ridges, ruts, humps, depressions, objectionable marks, or irregularities and in
conformance with the line, grade, and cross-section shown in the Plans or as established by
the Engineer. If necessary, the mix design may be altered to achieve desired results, with the
approval of the engineer.
Compaction shall take place when the HMA is in the proper condition so that no undue
displacement, cracking, or shoving occurs. All compaction units shall be operated at the
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speed, within specification limits, that will produce the required compaction. Areas
inaccessible to large compaction equipment shall be compacted by mechanical or hand
tampers. Any HMA that becomes loose, broken, contaminated, shows an excess or deficiency
of asphalt binder, or is in any way defective, shall be removed and replaced at no additional
cost with fresh HMA which shall be immediately compacted to conform with the surrounding
area.
The type of rollers to be used and their relative position in the compaction sequence shall
generally be the Contractor’s option, provided specification densities are attained. An
exception shall be that the pneumatic tired roller shall be used between October 1 and
April 1. Coverage's with a vibratory or steel wheel roller may precede pneumatic tired rolling.
When HMA Class D is being constructed, the use of pneumatic rollers will not be required.
Vibratory rollers shall not be operated in the vibratory mode when the internal temperature of
the HMA is less than 175°F without permission of the Engineer. In no case shall a vibratory
roller be operated in a vibratory mode when checking or cracking of the mat occurs at a
greater temperature. Vibratory rollers in the vibratory mode are also prohibited on bridge
decks.
5-04.3(10)B CONTROL
HMA Classes A, B, B Modified, E, and F used in traffic lanes, including lanes for ramps,
truck climbing, weaving, and speed change, and having a specified compacted course
thickness greater than 0.10 foot, shall be compacted to a specified level of relative density.
The specified level of relative density shall be a minimum of 91.0 percent of the reference
maximum density as determined by WSDOT FOP for AASHTO T 209. The reference
maximum density shall be determined as the moving average of the most recent five
determinations for the lot of HMA being placed. The specified level of density attained will
be determined by the statistical evaluation of five nuclear density gauge tests taken in
accordance with WAQTC FOP TM 8 and WSDOT SOP T 729 on the day the HMA is placed
(after completion of the finish rolling) at locations determined by the stratified random
sampling procedure conforming to WSDOT Test Method 716 within each density lot. The
quantity represented by each density lot will be no greater than a single day’s production or
400 tons, whichever is less. The final lot for each day of paving may be increased to 600 tons.
The Engineer will furnish the Contractor with a copy of the results of all acceptance testing
performed within one working day. Acceptance of pavement compaction will be based on the
statistical or non-statistical evaluation as determined by the Engineer.
At the start of paving, the Contractor must demonstrate to the Engineer that the HMA is
compactable by constructing compaction test section(s). Test section(s) shall be constructed
using the compaction train and a variety of rolling patterns that the Contractor expects to use
in the paving operation. A test section will be considered to have established compatibility,
based on the results of three density determinations, when the average of the three tests
exceeds 92 percent of Rice or when all three tests individually exceed 91 percent of Rice.
This will require consideration of the presence of a correlation factor for the nuclear gauge
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and may require final resolution after the factor for the gauge is known. When construction
of the test section(s) has demonstrated that the HMA is not compactable, paving must stop.
To resume paving, all factors contributing to compaction shall be analyzed and Engineer
approved changes made, which may require a new mix design. When paving is resumed, the
Contractor must again, as previously defined, demonstrate that the HMA is compactable. If
the Contractor does not construct test section(s), the HMA is considered compactable and all
HMA placed will be evaluated according to these provisions.
HMA Class A, B, B Modified, E, F, and G constructed under conditions other than listed
above shall be compacted on the basis of a test point evaluation of the compaction train. The
test point evaluation shall be performed in accordance with instructions from the Engineer.
The number of passes with an approved compaction train, required to attain the maximum
test point density, shall be used on all subsequent paving.
HMA Class D and preleveling HMA shall be compacted to the satisfaction of the Engineer.
In addition to the randomly selected locations for tests of the density, the Engineer may also
isolate from a normal lot any area that is suspected of being defective in relative density.
Such isolated material will not include an original sample location. A minimum of 5
randomly located density tests will be taken. The isolated area will then be evaluated for price
adjustment in accordance with the statistical evaluation section, considering it as a separate
lot.
5-04.3(11) JOINTS
The Contractor shall conduct operations such that the placing of the top or wearing course is
a continuous operation or as close to continuous as possible. Unscheduled transverse joints
will be allowed and the roller may pass over the unprotected end of the freshly laid HMA
only when the placement of the course must be discontinued for such a length of time that the
HMA will cool below compaction temperature. When the work is resumed, the previously
compacted HMA shall be cut back to produce a slightly beveled edge for the full thickness of
the course.
Where a scheduled transverse joint or when an unscheduled joint that must be left in place
after a workshift is being made in the wearing course, strips of heavy wrapping paper shall be
used. The wrapping paper shall be removed and the joint trimmed to a slightly beveled edge
for the full thickness of the course prior to resumption of paving. When the transverse joint
will be open to traffic a temporary wedge of HMA shall be constructed 50H:1V or flatter.
The material that is cut away shall be wasted and new HMA shall be laid against the fresh
cut. Rollers or tamping irons shall be used to seal the joint.
The longitudinal joint in any one course shall be offset from the course immediately below by
not more than 6 inches nor less than 2 inches. All longitudinal joints constructed in the
wearing course shall be located at a lane line or an edge line of the traveled way.
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If a hot-lap joint is allowed, two paving machines shall be used; a minimum compacted
density in accordance with Section 5-04.3(10)B (Control) shall be achieved throughout the
traffic lane; and construction equipment other than rollers shall not operate on any
uncompacted HMA.
When HMA is placed adjacent to cement concrete pavement, the Contractor shall construct
longitudinal joints between the HMA and the cement concrete pavement. The joint shall be
sawed to the dimensions shown on Standard Plan A-40.10-00 and filled with joint sealant
meeting the requirements of Section 9-04.2 (Joint Sealants).
5-04.3(12) VACANT
5-04.3(13) SURFACE SMOOTHNESS
The completed surface of all courses shall be of uniform texture, smooth, uniform as to
crown and grade, and free from defects of all kinds. The completed surface of the wearing
course shall not vary more than 1/8-inch from the lower edge of a 10-foot straightedge placed
on the surface parallel to the centerline. The transverse slope of the completed surface of the
wearing course shall vary not more than ¼-inch in 10-feet from the rate of transverse slope
shown in the Plans.
When deviations in excess of the above tolerances are found that result from a high place in
the HMA, the pavement surface shall be corrected by one of the following methods:
1. Removal of material from high places by grinding with an approved grinding
machine, or
2. Removal and replacement of the wearing course of HMA, or
3. By other method approved by the Engineer.
Correction of defects shall be carried out until there are no deviations anywhere greater than
the allowable tolerances.
When Portland cement concrete pavement is to be placed on HMA, the surface tolerance of
the HMA shall be such that no surface elevation lies above the plan grade minus the specified
plan depth of Portland cement concrete pavement. Prior to placing the Portland cement
concrete pavement, any such irregularities shall be brought to the required tolerance by
grinding or other means approved by the Engineer.
When utility appurtenances such as manhole covers and valve boxes are located in the
traveled way, the roadway shall be paved before the utility appurtenances are adjusted to the
finished grade.
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
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5-04.3(14) PLANING BITUMINOUS PAVEMENT
Planing of the existing pavement shall provide a surface that is slightly grooved or roughened
to ensure a bond to the ACP. Planing shall be performed in such a manner that the
underlying pavement is not torn, broken, or otherwise damaged by the planing operation.
The full depth beginning and end of each lane of planing shall be squared-off to form a
uniform, transverse joint. The Contractor shall construct and maintain a temporary asphalt
concrete wedge across the entire width of the transverse edge when traffic is allowed on the
planed surface prior to paving. The wedge shall be constructed before opening the lane to
traffic. The Contractor shall provide for safe vehicle travel over existing manholes, valve
boxes, catch basins, etc., for planed areas opened to traffic. Before opening the roadway to
traffic, any delaminating of the planed asphalt surface shall be removed and the resulting
holes patched with incidental HMA. Also, the surface shall be cleaned by sweeping to
remove dust and foreign matter. The Contractor shall remove the temporary asphalt concrete
wedge immediately prior to paving.
The planings shall become the property of the Contractor and shall be removed from the
right-of-way. The planings may be utilized as RAP, within the requirements of Section 5-
04.2 (Materials) or 9-03.21 (Recycled Material). The Contractor shall dispose of all other
debris resulting from the planing operation in a Contractor-provided site off the right-of-way.
Planing damage outside the limits shown on the plans, where specified or from Contractor
operations shall be repaired by the Contractor at no cost to the City.
For mainline planing operations, the equipment shall have automatic controls, with sensors
for either or both sides of the equipment. The controls shall be capable of sensing the proper
grade from an outside reference line, or a mat-referencing device. The automatic controls
shall also be capable of maintaining the desired transverse slope. The transverse slope
controller shall be capable of maintaining the mandrel at the desired slope (expressed as a
percentage) within plus or minus 0.1 percent.
Planing tailings may be used as trench backfill. They may also be used as crushed surfacing
when mixed with Crushed Surfacing per Section 9-03.9(3) (Crushed Surfacing) per Section
4-04.3(3) (Mixing).
5-04.3(15) HMA ROAD APPROACH
HMA approaches shall be constructed at the locations shown in the Plans or as directed by
the Engineer. The work shall be performed in accordance with Section 5-04 (Hot Mix
Asphalt).
5-04.3(16) WEATHER LIMITATIONS
HMA for wearing course shall not be placed on any traveled way between October 1 of any
year and April 1 of the following year without written approval from the Engineer.
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Asphalt for prime coat shall not be applied when the ground temperature is lower than 50°F,
without written permission of the Engineer.
HMA Class D shall not be placed when the air temperature is less than 60°F.
HMA shall not be placed on any wet surface, or when the average surface temperatures are
less than those specified in the following table, or when weather conditions otherwise prevent
the proper handling or finishing of the HMA mixtures:
Surface Temperature Limitations
Compacted Thickness Sub-Surface
(Feet) Surface Course Courses
Less than 0.10 55 F 55 F
0.10 to 0.20 45 F 35 F
0.21 to 0.35 35 F 35 F
More than 0.35 DNA 25 F*
*Only on dry subgrade, not frozen and when air temperature is rising.
5-04.3(17) PAVING UNDER TRAFFIC
When the roadway being paved is open to traffic, the following requirements shall apply:
The Contractor shall keep intersections open to traffic at all times except when paving
an intersection or paving across an intersection. During such time, and provided that
there has been an advance warning to the public, the intersection may be closed for the
minimum time required to place and compact the HMA. In hot weather, the Engineer
may require the application of water to the pavement to accelerate the finish rolling of
the pavement and to shorten the time required before reopening to traffic.
Before closing a road, advance warning signs shall be placed and signs shall also be
placed marking the detour or alternate route.
During paving operations, temporary pavement markings shall be maintained
throughout the project. Temporary pavement markings shall be installed on the
roadway prior to opening to traffic. Temporary pavement markings shall be in
accordance with Section 8-23 (Temporary Pavement Markings).
All costs in connection with performing the work in accordance with these
requirements, except the cost of temporary pavement markings, shall be included in
the unit contract prices for the various bid items involved in the contract.
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5-04.3(18) VACANT
5-04.3(19) SEALING OF PAVEMENT SURFACES
Where shown in the Plans, the Contractor shall apply a fog seal. Before application of the
fog seal all surfaces shall be thoroughly cleaned of dust, soil, pavement grindings, and other
foreign matter. The fog seal shall be CSS-1 or CSS-1h uniformly applied to the pavement
free of streaks and bare spots at the rate 0.03 to 0.05 residual gallons per square yard. The
emulsified asphalt shall be diluted at a rate of one part water to one part emulsified asphalt
unless otherwise directed by the Engineer. The emulsified asphalt shall be applied within the
temperature range specified in Section 5-02.3(3) (Application of Asphalt). Unless otherwise
approved by the Engineer, the fog seal shall be applied prior to opening to traffic.
5-04.3(20) ANTI-STRIPPING ADDITIVE
When directed by the Engineer, an anti-stripping additive shall be added to the HMA material
in accordance with Section 9-02.4 (Anti-Stripping Additive).
5-04.3(21) ASPHALT CONCRETE PAVEMENT BUTT JOINTS
The Contractor shall provide butt joints where the new asphalt concrete pavement meets the
existing pavement as shown on the Plans or as directed by the Engineer in a manner to
produce a smooth riding connection to the existing pavement. The depth of butt joint
required shall be determined by the depth of new asphalt concrete pavement specified on the
Plans, but not less than 2 inches. The surface elevation of new and existing Asphalt Concrete
Pavement shall be the same at all butt joints.
All asphalt concrete joints shall be sealed with asphalt binder PG 64-22 per Section 9-02
(Bituminous Materials) or as directed by the Engineer.
5-04.3(22) ASPHALT COLD PATCH
“Asphalt Cold Patch Mix” for temporary pavement patching shall be placed by the
Contractor immediately upon the request of Engineer as required for maintenance of traffic as
specified in Section 1-07.23(1) (Construction Under Traffic) in this document. “The Asphalt
Cold Patch Mix” shall be removed in its entirety before asphalt concrete pavement is placed.
5-04.3(23) INCIDENTAL HMA
“Incidental HMA” shall be HMA Class B unless otherwise specified on the Plans, and the
work shall consist of restoration and adjustment to paved areas, including driveway
approaches, asphalt ramps, patching around utility structures, patching utility trenches, and as
directed by the Engineer.
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SECTION 5-05, CEMENT CONCRETE PAVEMENT
5-05 CEMENT CONCRETE PAVEMENT
5-05.3(1) CONCRETE MIX DESIGN FOR PAVING Supplement
Proportioning of Concrete
A. The Contractor shall design the concrete mix determining the proportions of Portland
cement, coarse and fine aggregate, and water necessary to produce a workable concrete
meeting the following requirements:
(1) A compressive strength of 5,000 psi at 28 days.
(2) A maximum slump of 3 inches for fixed form paving and 2 ½ inches for slip form
paving.
(3) If air-entrained concrete is used, the mix shall contain not more than 6 percent
entrained air as determined by AASHTO T 152.
B. The Contractor shall design the mix on the basis of an absolute volume method such as
outlined in the American Concrete Institute (ACI) Standard 211.1, “Recommended
Practice for Selecting Proportions for Normal Weight Concrete”.
C. Water reducing, set retarding or superplasticizer chemical admixtures may be used at
the option of the Contractor but subject to approval by the Engineer. The Contractor
shall indicate in advance the particular type and name product of admixtures that he
proposes to use and only such admixtures approved by the Engineer may be
incorporated into the concrete mix. Admixtures selected for use shall be compatible
with all other components of the concrete. The use of calcium chloride as an admixture
will not be permitted.
D. The Contractor shall submit for the record, not later than 15 days prior to the start of
paving operations, the proposed mix design including the aggregates grading to be used.
The submission shall be accompanied with certified laboratory reports on the tests
performed on the trial mixes. In the event that the concrete mix designed by the
Contractor does not produce concrete of the specified strength and workability, the
Contractor shall adjust the mix as required to meet the specified requirements and shall
submit new certified test results.
E. In the event the Contractor elects to use an air-entraining admixture, he shall determine
by trials the amount of the selected admixture that will produce concrete having the
desired air content and the amount shall not be varied except as approved by the
Engineer. The admixture shall be added during batching at the plant in accordance with
the admixture manufacturer’s recommendations.
F. The Contractor shall determine the proportions and batch weights for air-entrained
concrete in the same manner as for regular concrete provided, however, that in making
such adjustments as may be necessary by reason of air-entrainment, the minimum
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009...........................Engineering Construction Standards.........................................5-26
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 5 (06-09).doc
quantity of fine aggregate and the minimum quantity of water shall be used which will
provide concrete of the required workability.
G. Whenever the Contractor modifies the concrete mix, other than minor adjustments in
the relative quantities of fine and coarse aggregates, he shall submit copy of the new
mix design, together with certified copies of tests results, to the Engineer.
H. No change in the sources or character of the materials shall be made without due notice
to the Engineer. No new materials shall be used until approved by the Engineer and
until new trial mixes have been designed, tested and accepted.
5-05.3(7) PLACING, SPREADING, AND COMPACTING CONCRETE Revision
The second paragraph is revised to read:
The average density of the cores shall be at least 97 percent of the approved mix design
density or the actual concrete density when determined by the Contractor using
AASHTO T 121 with no cores having a density of less than 96 percent.
5-05.3(8) JOINTS Revision
The first paragraph is revised to read:
Transverse and longitudinal joints shall be contraction or through joints (including
construction joints). Joints shall be constructed in accordance with Standard Detail Traffic-
35B and shall be of the type and at the locations indicated on the Plans. The faces of all
joints shall be constructed perpendicular to the surface of the cement concrete pavement.
5-05.3(8)C THROUGH JOINTS Replacement
5-05.3(8)C1 ISOLATION JOINTS New Section
Isolation joints are placed only where shown on the Plans. The joint alignment shall be at
right angles to the Pavement Structure centerline unless otherwise specified in the Contract
Documents.
Longitudinal isolation joints shall be constructed with premolded material, ½-inch in
thickness and conform to Section 9-04.1(2) (Premolded Joint Filler for Expansion Joints).
They shall extend from 1 inch below the bottom of pavement to ¾ inch below the top of
pavement.
The joint material shall be held accurately in place during the placing and finishing of the
concrete by a bulkhead, a holder, metal cap or any other approved method. The joint shall be
perpendicular to the paved surface and the holder shall be in place long enough to prevent
sagging of the joint material.
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009............................Engineering Construction Standards.........................................5-27
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 5 (06-09).doc
A wood filler strip or metal cap shall be placed on the top of the premolded joint filler to
form the groove ¾ inch deep, and shall remain in place until after the finishing and the
concrete is sufficiently set to resist sloughing in the groove. The joint filler shall be stapled
together at the ends to preserve continuity.
Immediately after removal of side forms, the edges of the pavement shall be carefully
inspected and wherever the joint filler is not fully exposed, the concrete shall be chipped
down until the edge of the filler is fully exposed for the entire depth.
5-05.3(8)C2 CONSTRUCTION JOINTS New Section
When placing of concrete is discontinued for more than 45 minutes, a transverse construction
joint shall be installed. Construction joints shall be as shown in the WSDOT Standard Plan
A-40.10-00
Transverse construction joints shall be constructed between cement concrete pavement and
reinforced concrete bridge slabs.
All transverse and longitudinal construction joints, including the joint between new and
existing pavement when widened, shall be sawed and sealed with joint filler conforming to
the requirements of Sections 5-05.3(8A) (Joints) and 9-04.2 (Joint Sealants).
5-05.3(8)C3 SEALING THROUGH JOINTS New Section
After the pavement is cured and before carrying any traffic, the space left by the removal of
the wood filler strip or the metal cap above the top of the expansion joint filler strip shall be
thoroughly cleaned of all loose material. The ¾ inch wide groove shall be completely free of
any projecting concrete from the sides and the groove shall be continuous across the slab to
each edge. It shall then be filled level with the pavement surface with joint sealant meeting
the requirements of Section 9-04.2 (Joint Sealants).
The joint sealant material shall be heated and placed in accordance with the manufacturer’s
instructions. Burned material will be rejected. The through joint groove shall be dry at the
time of pouring the sealing compound.
5-05.3(9) CEMENT CONCRETE CURB ON NEW PAVEMENT New Section
Doweled curb on new pavement shall be constructed as shown in the Plans.
The pavement width shall be extended to the back of the curb. The pavement where the curb
is to be placed shall be roughened or otherwise treated so that a permanent bond can be
secured between the curb and the pavement. Curing compound shall not be used on the
pavement where the curb is to be constructed.
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009...........................Engineering Construction Standards.........................................5-28
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 5 (06-09).doc
Curb shall be constructed in accordance with Section 8-04.3(1) (Cement Concrete Curbs,
Gutters and Spillways) and the Contract Plans.
5-05.3(10) TIE BARS AND DOWEL BARS Revision/Supplement
The first paragraph is revised to read:
Epoxy-coated tie bars shall be placed at all longitudinal contraction and construction joints,
in accordance with the requirements shown in the Plans. In addition, epoxy-coated dowel
bars shall be installed when concrete curbs are constructed on top of concrete pavement in
accordance with the requirements shown in the Plans.
Curb dowels shall be placed at 28 inches on center in the fresh concrete pavement. Curb
dowels shall be placed in all segments of curbing that is full depth and shall be placed in
transition areas for curb cuts in which a minimum of 1 inch of cover from the top of the
finished curb can be achieved.
Dowel bars shall be set while the concrete is still plastic enough to not require hammering
them into place.
5-05.3(23) CEMENT CONCRETE PAVEMENT FOR ALLEY New Section
5-05.3(23)A PAVEMENT AND ALLEY REQUIREMENTS New Section
Cement concrete pavement for Alleys shall meet the requirements of Section 5-05 (Cement
Concrete Pavement). Alleys shall meet the requirements for driveways in Section 8-06
(Cement Concrete Driveway Entrances).
5-05.3(23)B EXTRA CONCRETE FOR ALLEY APPROACH RAMP New Section
When constructing and finishing cement concrete Alley pavement, the Engineer may in some
cases require the Contractor to place additional concrete over the surface of the Alley
pavement to serve as an integral ramp or vehicular access to abutting private property. Such
extra concrete shall be placed and finished to the additional thickness directed by the
Engineer. Additional thickness for such ramps shall not exceed 6 inches above the original
planned concrete surface at any point.
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009............................Engineering Construction Standards.........................................5-29
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 5 (06-09).doc
5-06 TEXTURED ASPHALT New Section
5-06.1 DESCRIPTION
This work consists of texturing and coloring asphalt concrete pavement in areas indicated on
the Contract Drawings. Work includes imprinting the hot mix asphalt surface with a textured
finish, and coating the finish surface with a colored epoxy material. All imprinting work
shall be performed by an Authorized StreetPrint Applicator or substituted in its entirety with
an approved equal.
5-06.2 MATERIALS
The following specifications and methods are referenced as part of these Special Provisions.
American Society for Testing and Materials
1) ASTM D-4541 Standard Test Method for Pull-Off Strength of Coatings Using
Portable Adhesion Tester
2) ASTM D-4060 Test Method for Abrasion Resistance of Organic Coatings by
the Taber Abraser
3) ASTM D-2697 Standard Test Method for Volume of Nonvolatile Matter in
Clear or Pigmented Coatings
5-06.2(1) COATING MATERIAL
The coating material shall be a premium high performance material consisting of epoxy
modified acrylic polymers blended with sand and aggregate, “StreetBond SP150E,” or an
approved equal.
5-06.2(2) COLORANT
The colorant shall be a highly concentrated, high quality, UV stable pigment blend designed
to be added to coating material to provide color to the coating. The colorant shall be
StreetBond Colorant, with the color “Bedrock,” and the same colorant shall be used in each
coating layer applied to the asphalt surface. One pint of StreetBond Colorant shall be used
with one 5-gallon pail of StreetBond SP150E Coating Material.
5-06.3 CONSTRUCTION REQUIREMENTS
The Contractor shall follow the latest StreetPrint Application Procedures as issued by
Integrated Paving Concepts Inc.
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009...........................Engineering Construction Standards.........................................5-30
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 5 (06-09).doc
5-06.3(1) TEXTURED ASPHALT TERMS
Textured Asphalt Pavement shall be described as “StreetPrint Pavement Texturing”,
“StreetPrint”, or approved equivalent pavement on the Contract Plans and documents
related to the project.
Pavement Texturing is defined as a finishing system, which treats the surface of Hot
Mix Asphalt (HMA) by imprinting fully compacted asphalt pavement with “grid style”
or other styles of depressions to replicate, in relief, the concrete grout depressions
common to hand-laid brick or cobblestone, or any other design as shown on the Plans
or described in the specifications, and coating the imprinted asphalt surface using an
approved surfacing system. This system shall be the “StreetPrint” system utilizing the
“StreetBond HW Surfacing System” or an approved equivalent.
Imprinting Asphalt Concrete Pavement is defined as pressing flexible templates into
hot, fully-compacted, Asphalt Concrete Pavement to create the appearance of grout
lines or patterns in the asphalt surface.
Surfacing System is defined as multiple applications of premium coating material, and
shall be StreetBond HW Surfacing System applying StreetBond SP150E.
“Authorized StreetPrint Applicator” is a contractor licensed by Integrated Paving
Concepts Inc., (Tel. 800-688-5652), and shall have a foreman, supervisor or lead hand
on site who has successfully completed a StreetPrint Level 1 or Level II Accreditation
Training Program.
5-06.3(2) CERTIFICATION
The contractor shall furnish certification of test results showing that surfacing materials has
the following properties:
1) Adhesion (PLI) To an Asphalt substrate (ASTM D-4541) Result: Cohesive failure of
asphalt prior to adhesive failure.
2) Taber Abrasion H-10(Dry Wear Index) (ASTM D-4060). Maximum of 0.98
grams/1000 cycles after 7 days cure.
3) Solids by Volume (%) (ASTM D-2697). Minimum = 24 +/-2%.
5-06.3(3) EQUIPMENT
All equipment, tools, and machines used to perform the work shall be maintained in
satisfactory working order at all times. Descriptive information on the surfacing application
equipment shall be submitted to the Engineer for approval not less than five (5) days before
the work starts.
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009............................Engineering Construction Standards.........................................5-31
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 5 (06-09).doc
5-06.3(3)A TEMPLATES
Templates shall be manufactured from flexible, woven wire rope cut and welded into the
patterns used for imprinting Asphalt Concrete Pavement.
5-06.3(3)B RECIPROCATING INFRA-RED HEATER
Reciprocating Infra-Red Heater shall be used to apply heat to the asphalt surface in
designated areas for imprinting. The heating equipment used shall allow continuous
monitoring of the surface temperature to ensure the asphalt does not over heat and burn.
Equipment that is specifically excluded from this section and shall not be used for reheating
of the asphalt is any form of direct flame heaters.
5-06.3(3)C VIBRATORY PLATE COMPACTOR
Vibratory Plate Compactor shall be used for pressing the wire templates into the heated
asphalt to create the specified pattern.
5-06.3(3)D SPRAY EQUIPMENT
Spray Equipment shall be capable of applying the coating material to the asphalt surface in a
controlled thin film.
5-06.3(4) CONSTRUCTION
5-06.3(4)A SURFACE PREPARATION PRIOR TO COATING
The asphalt surface shall be free of dirt, debris, oil or anything that will adversely affect the
adhesion of the new coating system. All loose material on the asphalt surface shall be
removed and prior to applying the coatings, the asphalt surface shall be completely dry.
5-06.3(4)B LAYOUT AND IMPRINTING
Layout and imprinting of the pattern into the surface of the HMA is shown in the Plans.
5-06.3(4)C HEATING OF ASPHALT
Direct flame heaters shall not be allowed for the purpose of heating the asphalt. Hot air
portable heaters may only be used for heating isolated areas. The temperature of the asphalt
surface shall be regularly monitored during the reheating process. The asphalt pavement
shall be adequately heat soaked (softened) to a depth of at least 1/2 inch, without burning the
asphalt. If during the re-heating process the surface is overheated and begins to emit black
smoke, the contractor shall stop work immediately. The damaged surface area shall be
removed by milling the upper 1-1/2” and replaced by a partial depth patch with the topmost
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009...........................Engineering Construction Standards.........................................5-32
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 5 (06-09).doc
layer matching the existing surface layer mix and binder. Patching and all work associated
with the repair effort shall be at no cost to the City.
5-06.3(4)D SAMPLE AREA
Prior to installing the Surfacing System to the entire project, a sample area shall be
completed. Upon approval from the Engineer for appearance of color, the Contractor may
proceed with completing the Surfacing System installation.
5-06.3(4)E COATING INSTALLATION
The Contractor shall apply the Surfacing System only when the air temperature is at least
50°F and rising, and will not drop below 50°F within 8 hours of application of the coating
material. There should be no precipitation expected within 2 hours after applying the final
layer of coating material.
5-06.3(5) QUALITY CONTROL
5-06.3(5)A GENERAL
At all times the Contractor shall have a representative familiar with all manufacturer’s
recommendations for products used on site, or if the StreetPrint process is utilized then a
foreman, supervisor or lead hand who is registered with Integrated Paving Concepts, Inc., as
a Level 1 or Level II Accredited StreetPrint Installer shall be onsite at all times during
installation; certification must be submitted for approval five (5) days prior to commencing
construction.
5-06.3(5)B STAMPING DEPTH
Upon completion, the patterned area shall be checked for proper depth of print. 98% of the
stamped area shall have an imprint depth of 1/4 inch. If any sample areas have an imprint
depth that is less than 1/4 inch, those areas shall be re-heated and re-stamped prior to
applying the coatings.
5-06.3(5)C COATING THICKNESS
The total thickness shall be monitored by measuring the volume of material used per unit
area. For this project an average coverage area for the combined coating layers shall be per
manufacturer’s recommendation or 150 square feet coated per 5-gallon pail of StreetBond
SP150E material used. The Contractor shall provide proof of material usage.
5-06.3(5)D PROTECTION OF EXISTING PAVEMENT MARKINGS
The Contractor shall protect all existing pavement markings from contamination from the
asphalt sealant including any existing markings on curbing. All disturbed pavement
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009............................Engineering Construction Standards.........................................5-33
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 5 (06-09).doc
markings shall be returned to their original condition, at no additional cost to the City as
specified in Section 8-22 (Pavement Markings).
END OF DIVISION 5
DIVISION 6: STRUCTURES
Revised 06/2009............................Engineering Construction Standards...........................................6-1
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 6 (06-09).doc
6-02 CONCRETE STRUCTURES
6-02.1 DESCRIPTION Supplement
This work shall consist of constructing cast-in-place cement concrete walls as shown on the
plans.
6-04 TIMBER STRUCTURES
6-04.1 DESCRIPTION Supplement
Provide fixed and removable timber bollards where shown in the plans in accordance with
Standard Detail No. TRAFFIC-06 (Bollards). These bollards shall be placed five feet on
center where shown on the plans.
6-07 PAINTING
6-07.3(1) PAINTING NEW STEEL STRUCTURES Revision
Method B for “Primer Coat” is revised to read:
Inorganic zinc or A-11-99 shop applied.
6-15 SOIL NAIL WALLS
6-15.3(8)A VERIFICATION TESTING Revision
(January 7, 2008 WSDOT Amendment)
The last sentence in the sixth paragraph is revised to read:
The load-hold period shall start as soon as the load is applied and the nail movement with
respect to a fixed reference shall be measured and recorded at 1 minute, 2, 3, 4, 5, 6, 10, 20,
30, 40, 50, and 60 minutes.
6-15.3(8)B PROOF TESTING Revision
(January 7, 2008 WSDOT Amendment)
The fifth sentence in the third paragraph is revised to read:
If the load hold is extended, the nail movement shall be recorded at 20, 30, 40, 50, and 60
minutes.
DIVISION 6: STRUCTURES
Revised 06/2009...........................Engineering Construction Standards...........................................6-2
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 6 (06-09).doc
6-17 PERMANENT GROUND ANCHORS
6-17.3(8)B PERFORMANCE TESTING Revision
(January 7, 2008 WSDOT Amendment)
The fourth sentence in the fourth paragraph is revised to read:
If the load hold is extended, the anchor movement shall be recorded at 20 minutes, 30, 40, 50,
and 60 minutes.
6-17.3(8)C PROOF TESTING Revision
(January 7, 2008 WSDOT Amendment)
The fourth sentence in the second paragraph is revised to read:
If the load hold is extended, the anchor movements shall be recorded at 20 minutes, 30, 40,
50, and 60 minutes.
END OF DIVISION 6
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards...........................................7-1
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
7-01 DRAINS
7-01.2 MATERIALS Revision
Replace the first two paragraphs after the list of materials with the following:
All drainpipe shall be manufactured of polyvinyl chloride meeting the requirements of
Section 9-05.12 (Polyvinyl Chloride (PVC) Pipe). Trench drains shall be Polydrain Part No.
420 with stainless steel grates Polydrain Part No. 440 or approved equal placed on cement
concrete Class 3000 per Section 6-02 (Concrete Structures).
7-01.3 CONSTRUCTION REQUIREMENTS Supplement
PVC drainpipe shall be used to connect existing roof drains and downspouts to the roadway
drainage system. The amount of pipe shown in the proposal is approximate and provided for
bidding purposes only.
Wherever a drain pipe trench is located in the roadway, sidewalk, or other area where minor
settlement would be detrimental and where the Engineer determines that the native material
is not suitable for backfill, the trench shall be backfilled with “Select Pipe Trench Backfill”
per trench detail(s) shown in the plans or as directed by the Engineer.
The trench drain shall be installed per the manufacturer’s recommendations and shall be flush
with the cement concrete surface to provide the proper surface drainage control. The trench
drain shall be connected to the nearest catch basin with “PVC Drain Pipe – 4 inch Diam.” or
“PVC Drain Pipe – 6 inch Diam.” as shown on the plans or as directed by the Engineer.
7-04 STORM SEWERS
7-04.2 MATERIALS Revision
Replace the first paragraph and list of materials with the following:
Only the pipe materials listed below are approved for use on City storm sewer systems.
Materials allowed for a specific project will be as indicated on the Plans. Materials shall be
in accordance with all provisions of the following sections:
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards...........................................7-2
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Concrete Storm Sewer Pipe 9-05.7(1) (Plain Concrete Storm Sewer
Pipe)
9-05.7(2) (Reinforced Concrete Storm
Sewer Pipe)
Solid Wall Polyvinyl Chloride (PVC) Pipe,
SDR-35
9-05.12(1) (Solid Wall PVC Culvert Pipe,
Solid Wall PVC Storm Sewer Pipe, and
Solid Wall PVC Sanitary Sewer Pipe)
Polyvinyl Chloride (PVC) pipe, SDR-21 9-05.12(1) (Solid Wall PVC Culvert Pipe,
Solid Wall PVC Storm Sewer Pipe, and
Solid Wall PVC Sanitary Sewer Pipe)
Ductile Iron Pipe, Special Class 52, Storm
Pipe
9-05.13 (Ductile Iron Sewer Pipe)
High Density Polyethylene Pipe (HDPE) 9-05.21 (High Density Polyethylene Pipe
(HDPE))
The laying length for PVC (SDR-35) shall not exceed 14 feet.
The last paragraph prior to the Table of “Storm Sewer Pipe Schedules” and the Storm Sewer
Pipe Schedules Table are deleted.
7-04.3(1)F LOW PRESSURE AIR TEST FOR STORM SEWERS
CONSTRUCTED OF NON AIR-PERMEABLE MATERIALS Supplement
If the test shows zero leakage after a five-minute test time, the Engineer has the authority to
accept and end the test immediately.
7-04.3(1)G TELEVISION INSPECTION New Section
All of the provisions of 7-17.3(2)H (Television Inspection) shall apply.
7-05 MANHOLES, INLETS, CATCH BASINS, AND DRYWELLS
7-05.1 DESCRIPTION Replacement
This work shall consist of constructing manholes, inlets, drywells, trash racks, and catch
basins and connecting to existing structures of the types and sizes designated in accordance
with the Plans, all provisions of the Specifications, and the Standard Plans, in conformity
with the lines and grades staked.
7-05.2 MATERIALS Supplement
Manholes shall be complete with frames and covers. All manhole frames and covers shall be
bolt-down as shown in Standard Detail No. SEWER-04 (24” Dia. Manhole Frame and
Cover). Catch Basins shall be complete with frames and grates unless otherwise specified on
the plans to be provided with solid metal covers or manhole frames and covers. Castings for
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards...........................................7-3
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
manhole frames shall be gray iron or ductile iron and covers and grates shall be ductile iron.
All storm sewer grates shall have the words "OUTFALL TO STREAMS, DUMP NO
POLLUTANTS" cast in place. Manhole and catch basin steps and handholds shall be steel-
reinforced copolymer polypropylene (ASTM D4101) with ½ inch steel reinforcing bar
(ASTM A615 Grade 60) and in conformance with ASTM C478.
The fabricator of all precast sanitary manholes shall seal them with Tamoseal Cement Based
Waterproof Finish or approved equal applied to all interior and exterior surfaces in
accordance with the manufacturer’s recommendations. The Contractor shall have adequate
product on hand to seal any field modifications to sanitary sewer manholes.
Trash racks shall be constructed in accordance with Section 6-02 (Concrete Structures), 6-03
(Steel Structures) and as detailed in the plans.
7-05.2(1) TRASH RACKS New Section
7-05.3 CONSTRUCTION REQUIREMENTS Supplement
All pipes entering or leaving new or existing manholes, catch basins or inlets shall be placed
on firmly compacted bedding, particularly within the area of the manhole excavation, which
normally is deeper than that of the pipe trench. Special care shall be taken to see that the
openings through which pipes or adapters (see below) penetrate the manhole are completely
and firmly rammed full of non-shrink grout to ensure water tightness.
Manhole adapters will be provided when connecting PVC or Polyethylene pipes to any new
or existing manholes, catch basins or inlets. All manhole adapters for PVC and Polyethylene
pipe shall be of a style as required and manufactured for the specific application with
sufficient tangent at the ends to allow for proper joint connections. Field fabrication manhole
adapters will not be permitted. All manhole adapters to be provided on this project must
have approval from the Engineer in writing before being installed on this project.
7-05.3(1) ADJUSTING MANHOLES & CATCH BASINS TO
GRADE Supplement
Adjustment shall also be in accordance with Standard Detail No. TRAFFIC-12 (Adjustment
of New and Existing Utility Structures to Finish Grade). Manholes or catch basins shall not
be adjusted until the asphalt paving is completed, at which time the center of each structure
shall be carefully relocated from references previously established by the Contractor. The
pavement shall be cut in a restricted area and the base material removed to permit removal of
the frame or ring. The structure shall be adjusted to finish street grade. Temporary access to
manholes, catch basins, and water valves shall be provided as soon as practical after paving.
The frame or ring shall be placed on concrete blocks and/or wedged up to the desired grade.
The asphalt concrete pavement shall be cut and removed, the dimensions of which shall be
equal to the inside dimensions of the opening plus 2 feet. The base materials and crushed
rock shall be removed and Class 3000 cement concrete shall be placed so that the entire
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards...........................................7-4
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
volume of the excavation is replaced to within, but not to exceed 6 inches of the finished
pavement surface. Once manholes or catch basins have been adjusted to finished grade and
the cement concrete backfill has cured (the day following placing the cement concrete), the
HMA Class B patches shall be placed and compacted with hand tampers and a patching roller
within 48 hours or as directed by the engineer. A quick setting admixture shall be added to
the cement concrete backfill.
7-05.3(3) CONNECTIONS TO EXISTING MANHOLES Supplement
Where shown in the plans or as directed by the Engineer, new storm drain lines shall be
extended to connect to an existing manhole. The pipe extension shall be the same diameter
as the existing pipe. Dissimilar pipes shall be joined per Section 7-08.3(2)G (Jointing of
Dissimilar Pipe) of these Special Provisions.
7-05.3(5) CHANNELS FOR MANHOLES New Section
Channels for manholes shall be made to conform accurately to the sewer grade, and shall be
brought together smoothly with well-rounded junctions. Channel sides shall be carried up
vertically to the crown elevation of the various pipes, and the concrete shelf between
channels shall be smoothly finished and warped evenly with slopes to drain in accordance
with WSDOT Standard Plans No. B-15.20-00, B-15.40-00, and B-15.60-00.
Channels for manholes shall be constructed with non-shrinking mortar. Mortar shall be
composed of approximately one part Type II Portland Cement, 1½ to 2 parts sand, and 2 to 3
fluid ounces of water-reducing retarder per sack of cement. Sand, cement, and water shall be
as specified for concrete. Water-reducing retarder shall be Master Builder's Pozzolith, Sika
Chemical Corporation Plastiment, or an equal product and shall meet ASTM C494
specification for chemical admixture for concrete.
7-08 GENERAL PIPE INSTALLATION REQUIREMENTS
7-08.1 DESCRIPTION Replacement
This information shall cover the general requirements for installing culverts, storm sewers,
sanitary sewers, and water mains. The Contractor shall also follow all provisions of Sections
7-02 (Culverts), 7-04 (Storm Sewers), 7-09 (Water Mains), 7-17 (Sanitary Sewers), and 1-
07.23 (Public Convenience and Safety) as it applies to the specific kind of work.
7-08.2 MATERIALS Replacement
Imported bedding, backfill and foundation materials shall meet the requirements of the
following sections:
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards...........................................7-5
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Bedding Materials and Select Trench
Backfill
9-03.9(3) (Crushed Surfacing)
Foundation Material 9-03.17 (Foundation Material, Class A)
Trench Backfill 9-03.19 (Bank Run Gravel for Trench
Backfill)
9-03.14(1) (Gravel Borrow)
Controlled Density Fill 2-09.3(1)E (Backfilling)
7-08.3 CONSTRUCTION REQUIREMENTS Supplement
All pipe shall be installed per the trench Standard Detail(s) TRAFFIC-02 and TRAFFIC-03.
All references in this section (7-08) to the Standard Plan shall refer to the trenching detail(s)
shown on the plans or in Standard Details TRAFFIC-02 and TRAFFIC-03.
7-08.3(1) EXCAVATION AND PREPARATION OF TRENCH
7-08.3(1)A TRENCHES Revision
The Second Sentence of the Third Paragraph is deleted and replaced with the following:
Above the top of the pipe zone, the Contractor may over excavate for L&I considerations in
non-critical, off-street areas. Shoring is required in all street excavations. Shoring is the
responsibility of the Contractor and must meet the requirements of Section 2-09.3(3)D
(Shoring and Cofferdams).
The First Sentence of the Eighth Paragraph is deleted and replaced with the following:
If any of the excavated (also referred to as native) material meets the specifications of
material listed in Section 7-08.2 (Materials), the Engineer may require that such material, in
the quantity required, be selectively removed, stockpiled separately, and used as pipe
bedding, foundation material, or trench backfill instead of the quantities of pipe bedding,
foundation material, or trench backfill respectively.
7-08.3(1)B SHORING Supplement
The requirements of the Occupational Safety and Health Act (OSHA) and the Washington
Industrial Safety and Health Act of 1973 (WISHA), RCW Chapter 49.17, shall apply to all
excavation, trenching and ditching operations on this project. All trenches four (4) feet and
over in depth shall be shored in compliance with applicable Federal and State regulations.
7-08.3(1)C BEDDING THE PIPE Supplement
Delete first sentence of the second paragraph and replace with the following:
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards...........................................7-6
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Pipe bedding shall be per the trench detail(s) shown on the plans or as directed by the
Engineer.
7-08.3(2)B PIPE LAYING - GENERAL Supplement
The Contractor shall use neat, vertical full-depth saw cuts for trenching through existing
asphalt or cement concrete pavement surfaced areas.
All pipe shall be neatly cut using an approved mechanical cutter without causing damage to
the pipe.
7-08.3(2)G JOINTING OF DISSIMILAR PIPE Supplement
Where new pipe is connected to existing pipe, the Contractor shall verify the type of existing
pipe and join pipes with a pipe adapter specifically manufactured for joining the pipes
involved or as directed by the Engineer.
7-08.3(2)J JOINING HIGH DENSITY POLYETHYLENE
PIPE (HDPE) PIPE New Section
Sections of HDPE shall be joined into continuous lengths on the job site above ground. The
joining shall be the butt fusion method and shall be performed in strict accordance with the
pipe manufacturer’s recommendations. The butt fusion equipment used in the joining
procedures shall be capable of meeting all conditions recommended by the pipe
manufacturer, including but not limited to, temperature requirements of 400 degrees F,
alignment, and 75 psi interfacial fusion pressure.
7-08.3(2)K PACKAGING, HANDLING, STORAGE
HIGH DENSITY POLYETHYLENE PIPE (HDPE) PIPE New Section
The manufacturer shall package the pipe in a manner designed to deliver the pipe to the
project neatly, intact, and without physical damage. The transportation carrier shall use
appropriate methods and intermittent checks to insure the pipe is properly supported, stacked,
and restrained during transport such that the pipe is not nicked, gouged, or physically
damaged. Pipe shall be stored on clean, level ground to prevent undue scratching or gouging
of the pipe. If the pipe must be stacked for storage, such stacking shall be done in accordance
with the pipe manufacturer’s recommendations. The handling of the pipe shall be done in
such a manner that it is not damaged by dragging over sharp objects or cut by chokers or
lifting equipment.
Sections of pipe having been discovered with cuts or gouges in excess of 10% of the wall
thickness of the pipe shall be cut out and removed. The undamaged portions of the pipe shall
be rejoined using butt fusion joining method.
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards...........................................7-7
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Fused segments of pipe shall be handled so as to avoid damage to the pipe. When lifting
fused sections of pipe, chains or cable type chokers must be avoided. Nylon slings are
preferred. Spreader bars are recommended when lifting long fused sections. Care must be
exercised to avoid cutting or gouging the pipe.
7-08.3(2)L DEWATERING TRENCHES New Section
Where water is encountered in the trench, it shall be removed during pipe-laying operations
and the trench so maintained until the ends of the pipe are sealed and provisions are made to
prevent floating of the pipe. Trench water or other deleterious materials shall not be allowed
to enter the pipe at any time.
“Normal Trench Dewatering” is defined as dewatering methods occurring in, or directly
adjacent to, the trench, including trash pumps, sump pumps, or other methods in the
excavated areas. “Normal Trench Dewatering” does not include a dewatering system such as
well points, well screens, or deep wells.
Dewatering may be required for this project. See Section 8-05 for dewatering system
requirements. Where groundwater cannot be removed using “Normal Trench Dewatering”
methods, the dewatering system will be used to lower the water table 2 feet below the depth
of excavation. The dewatering plan must be received ten (10) calendar days prior to
dewatering operations and approved by the Engineer before underground utility installation
begins.
7-08.3(3) BACKFILLING Supplement
Unless otherwise shown in the plans “Select Pipe Trench Backfill” shall be used where
trenches are excavated across existing paved streets.
Unless otherwise shown in the plans “Controlled Density Fill” shall be used where trenches
are transverse to major arterial roadways. The Engineer may require “Controlled Density
Fill” where uniform compaction around other utilities, foundations or other fixed objects is
not possible.
7-08.3(4) PLUGGING EXISTING PIPE Replacement
All existing pipes shown on the plans or designated by the Engineer to be abandoned shall be
plugged on the inlet and outlet ends for a distance of three times the diameter with Class
3000 cement concrete. Care shall be used in placing the concrete in the pipe to ensure that
the openings are completely filled and thoroughly plugged.
All existing pipes shown on the plans or designated by the Engineer to be filled shall be filled
with controlled density fill (CDF) for the entire length of pipe specified.
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards...........................................7-8
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
7-08.3(5) PIPE TRENCH RESTORATION New Section
Trenches excavated as part of a new street construction shall be completed to subgrade before
placing surfacing materials and sidewalks. Final restoration will be completed with the street
surfacing.
In existing streets, sidewalks and other native or landscaped areas, the restoration shall be to a
minimum of the existing adjacent surfaces. Asphalt and cement concrete pavement,
sidewalks, etc., shall be replaced upon a firm unyielding base to match existing surface
thickness as directed by the Engineer. The minimum asphalt concrete pavement repair
section shall be 2 inches thick.
7-09 WATER MAINS
7-09.1 DESCRIPTION Supplement
The Contractor shall also follow the requirements of Section 7-08 (General Pipe Installation
Requirements).
7-09.3(10) BACKFILLING TRENCHES Supplement
Water mains shall be installed with 42-inch minimum finished pipe cover, unless the
Engineer determines less cover is adequate where existing facilities, not to be relocated,
might interfere with the pipe laying operation.
7-09.3(19) CONNECTIONS
7-09.3(19)A CONNECTIONS TO EXISTING MAINS Supplement
The Contractor shall field verify all existing piping, dimensions, and elevations to ensure
proper fit prior to any connections being made to existing mains.
7-09.3(19)B MAINTAINING SERVICE Supplement
Water main shut-offs shall be in accordance with Section 1-07.17(1) (Disruption to City
Water Services).
7-09.3(21) CONCRETE THRUST BLOCKING Supplement
All bends, tees, dead-ends and crosses shall be blocked in accordance with Standard Detail
No. WATER-01 (Water Main Blocking) or anchored in accordance with WSDOT Standard
Plan B-90.40-00.
Where trench conditions are such that thrust restraint is not accomplishable with concrete, the
Contractor shall provide restrained joints in accordance with Section 9-30.2(6) (Restrained
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards...........................................7-9
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Joints) to replace or supplement concrete blocking or anchors and any such costs thereof shall
be incidental. Supplement and replacement restrained joints shall be provided as
recommended by the manufacturer and approved by the Engineer.
7-09.3(22) BLOWOFF ASSEMBLIES Replacement
Blow off assemblies shall be constructed at the locations shown on the Plans and in
accordance with Standard Detail No. WATER-03 (2” Blowoff Assembly Detail).
7-09.3(23) HYDROSTATIC PRESSURE TEST Supplement
Add the following sentence at the beginning of the first paragraph:
Hydrostatic tests shall be made on all new pipeline in accordance with the applicable portions
of this Standard Specification and ANSI/AWWA C600, except as modified in this document.
Add the following sentence between the first and second sentence of the first paragraph:
Test pressures shall not exceed the rated pressure of the valves when the pressure boundary
of the test section includes closed, resilient-seated gate valves or butterfly valves.
Add the following sentence at the end of the second paragraph:
Sections of pipe between valves shall be pressure tested immediately upon completion of
each section. Each section shall be immediately backfilled upon the Engineer approving the
hydrostatic pressure test results.
7-09.3(24) DISINFECTION OF WATER MAINS Supplement
The City will take bacteriological test samples. The Contractor shall insert corporation stops
in the main at all locations required to take bacteriological test samples. Retesting will be at
the Contractors expense.
7-09.3(24)J PREVENTING REVERSE FLOW Supplement
Prior to beginning the water main installation the Contractor shall prepare a plan showing the
intended method, in detail, which will be incorporated to insure the prevention of reverse
flows from entering the existing distribution system. The plan shall meet the requirement of
WAC 246-902-490.
The Contractor shall consider this plan as a submittal, and submit it per the specifications in
Section 1-06 (Submittals). The Engineer must approve this plan prior to the Contractor
starting work on the water main.
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards.........................................7-10
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
7-09.3(24)N FINAL FLUSHING AND TESTING Supplement
Accomplish line flushing in accordance with the latest provisions of AWWA C601. Flush all
dead end mains with a temporary blow off in conformance with the Standard Detail
WATER-04 (Temporary Blow Off Detail) and as directed by the Engineer. The Contractor is
responsible for disposal of water flushed from the line. An approved bacteriological test is
required before connection to the existing system.
7-12 VALVES FOR WATER MAINS
7-12.3 CONSTRUCTION REQUIREMENTS
7-12.3(2) ADJUST VALVE BOXES New Section
“Adjust Valve Box” shall be in accordance with Standard Detail No. TRAFFIC-12
(Adjustment of New and Existing Utility Structures to Finish Grade) and the applicable
portion of Section 7-05.3(1) (Adjusting Manholes and Catch Basins to Grade).
7-12.3(3) COMBINATION AIR RELEASE/AIR VACUUM VALVE
ASSEMBLY New Section
“Combination Air Release/Air Vacuum Valve Assembly” shall be constructed at locations
shown on the plans and shall be a minimum of 1 inch diameter in accordance with Standard
Detail WATER-02 (Typical Air and Vacuum Relief Valve Detail).
7-12.3(4) VALVE WRENCH EXTENSION BOX New Section
The Contractor shall provide for “Valve Wrench Extension Box” in accordance with
Standard Detail No. WATER-18, WATER-18a, and WATER-18b for deep buried valves,
where directed by the Engineer. Install “Valve Wrench Extension Box” where the valve nut
will exceed 48 inches below the top of the finished valve box and finish grade for this
project.
7-14 HYDRANTS
7-14.3 CONSTRUCTION REQUIREMENTS Supplement
A type 2BB Blue Raised Pavement Marker(s) is required at each hydrant location. Location
of the blue marker shall be 1-foot offset of centerline in the direction of the hydrant at each
hydrant location and as directed by the Engineer. Hydrants located within 50-feet of the curb
face of an intersection shall be marked on both streets. The reflective surfaces of the raised
pavement markers shall be perpendicular to the flow of traffic. The Raised Pavement
Markers shall be installed in accordance with Section 8-09 (Raised Pavement Markers).
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards.........................................7-11
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
7-14.3(1) SETTING HYDRANTS Replacement
Where shown in the plans, the “Hydrant Assembly” shall be installed perpendicular to the
supply main in accordance with Standard Detail No. WATER-07 (5 ¼” M.V.O. Hydrant
Setting Detail). A 6-inch resilient-wedge gate valve with valve box in accordance with
Section 7-12 (Valves for Water Mains) shall be installed on each hydrant supply line.
All hydrants shall be inspected upon delivery in the field to ensure proper working order.
After installation, fire hydrants, auxiliary gate valves, and other appurtenances thereto shall
be subjected to a hydrostatic test and disinfection procedures as specified in Section 7-09
(Water Mains).
After installation each hydrant shall receive 2 field-coats of paint. The first coat shall be
Formula B-1-57 iron oxide, and the second coat shall be Safety Yellow Enamel conforming
to Federal Specification TT-E-489C Enamel, Alkyd, Gloss, Federal Color No. 1063. The
outside surface below the ground shall be coated with asphalt varnish.
During the chlorination process for the newly laid pipe, all valves associated with each
“Hydrant Assembly” shall be operated while the pipeline is filled with the chlorinating agent
and under normal operating pressure.
Any hydrant not in service shall be identified by covering with a burlap or plastic bag
properly secured.
7-14.3(4) MOVING EXISTING HYDRANTS Supplement
Existing hydrants shall be moved where shown in the Plans. “Moving Existing Hydrants”
shall include removal of all component parts from the water main to the hydrant. The
Contractor shall provide and install the following new components at the new hydrant
location shown on the plans: 6 inch ductile iron, Special Class 52 pipe; 6 inch tee or tapping
tee and gate valve with box; restraint system; and blocking. Construction shall conform to
Standard Detail No. WATER-07 (5 ¼” M.V.O. Hydrant Setting Detail).
7-15 SERVICE CONNECTIONS
7-15.2 MATERIALS Supplement
Saddles (1½ inch & 2 inch services) 9-30.6(1) (Saddles)
Corporation Stops 9-30.6(2) (Corporation Stops)
Service Pipe & Tail Piece 9-30.6(3) (Service Pipes)
Meter Setters (Yoke) 9-30.6(5) (Meter Setters)
Meter Stops 9-30.6(5)A (Meter Stops)
Meter Check Valves 9-30.6(5)B (Meter Check Valves)
Curb Valves 9-30.6(5)C (Curb Valves)
Meter Boxes 9-30.6(7) (Meter Boxes)
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards.........................................7-12
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
7-15.3 CONSTRUCTION REQUIREMENTS Supplement
Supplement this section with the following:
Water service connections shall be installed where shown on the drawings or where directed
by the Engineer in accordance with these documents and Standard Details. Multiple service
connections to the same main must be made with a 2 foot minimum separation at the main
and be staggered horizontally, so that adjacent services are at differing elevations along the
pipe. Meter box and water meters shall not be placed in locations which are subjected to
vehicular traffic (including driveways, etc.) unless approved by the Engineer and a traffic
bearing meter box is provided. Tail pieces (that portion of the service line between the meter
and the property line) shall be furnished and installed and shall be of the same material and
size as the service line. Connection of the tail piece to the service line from the building shall
be made with compression couplings or capped as appropriate. Service pipes shall be
installed without joints from the water main to the curb valve near or within the meter box.
Tailpieces shall also be installed without joints from the water meter outlet to its termination
(18 inches minimum beyond the meter but not beyond the right-of-way line). Location of
water services shall be marked by neatly imprinting a 2-inch letter “W” in the top of the curb
before the concrete hardens.
All new materials (service line, meter setter, tailpiece, and meter box) shall be used for water
meter relocations. Materials shall match existing size unless otherwise shown on the plans.
7-17 SANITARY SEWERS
7-17.2 MATERIALS Replacement
Materials allowed for a specific project will be as indicated on the Plans. Materials shall be
in accordance with following Sections:
Concrete Sewer Pipe 9-05.7(1) (Plain Concrete Storm Sewer
Pipe)
9-05.7(2) (Reinforced Concrete Storm
Sewer Pipe)
Solid Wall Polyvinyl Chloride (PVC) Pipe,
SDR-35
9-05.12(1) (Solid Wall PVC Culvert Pipe,
Solid Wall PVC Storm Sewer Pipe, and
Solid Wall PVC Sanitary Sewer Pipe)
Polyvinyl Chloride (PVC) pipe, SDR-21 9-30.1(5) (Polyvinyl Chloride (PVC))
Ductile Iron Pipe, Special Class 52 9-30.1(1) (Ductile Iron Pipe)
High Density Polyethylene Pipe (HDPE) 9-05.21 (High Density Polyethylene Pipe
(HDPE))
The laying length for PVC (SDR-35) shall not exceed 14 feet.
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards.........................................7-13
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
7-17.3 CONSTRUCTION REQUIREMENTS
7-17.3(1) PROTECTION OF EXISTING SEWERAGE FACILITIES Supplement
Connections to the existing system shall be plugged during the entire period of sewer
construction to prevent dirt, water, and debris from entering the existing system
7-17.3(2) CLEANING AND TESTING Supplement
7-17.3(2)A GENERAL Revision/Supplement
Delete the first paragraph and replace with the following:
Sewers and appurtenances, where required in the Plans, shall be cleaned and tested after
backfilling by the low pressure air method except if the Engineer approves hydrostatic testing
of short sections of small diameter pipe.
Insert the following sentence between the first and second sentences of the last paragraph:
Special sealants shall not be used to seal leaks and the use of any such materials will be cause
for rejection of the sewer lines.
Insert the following paragraph at the end of this section:
Before final acceptance, the Contractor shall have all sewer lines inspected by the use of a
television camera, utilizing a City approved private inspection services. An approved list of
inspection services may be obtained from the Engineer. Manholes and other structures shall
be cleaned and tested per Section 7-07 (Cleaning Existing Drainage Structures).
7-17.3(2)C INFILTRATION TEST Revision
In the second paragraph,
“Maximum leakage (in gallons per hour)” = 0.16 x H x D x L
6 100
7-17.3(2)E LOW PRESSURE AIR TEST FOR SANITARY SEWERS
CONSTRUCTED OF AIR-PERMEABLE MATERIALS Supplement
Acceptability of the test will be determined by the minimum decompression time allowed for
the pressure to drop from 3.5 to 2.5 psig greater than the average back pressure of the
groundwater above the centerline of the pipe as determined by the following:
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards.........................................7-14
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Groundwater Pressure:
P = 0.4332(Z) where
Z = Distance between groundwater surface and the centerline of the pipe in feet; and
P = Average pressure of groundwater in psi and shall be added to the specified test
pressure
Minimum air test time:
T = 3.206 (DL+dl)
R
22
where;
R = 0.00925(DL+dl) when;
R is equal to or greater than 2.0 and less than or equal to 3.5. When the calculation
for R is less than 2.0, R = 2.0 and when the calculation for R is greater than 3.5,
R = 3.5.
Where:
T = minimum test time in seconds
D = sewer main diameter in feet
d = side sewer diameter in feet
L = sewer main length being test in feet, and
l = side sewer length being tested in feet
For convenience, the City has herein included minimum decompression timetables for air-
permeable pipe (concrete, etc.) for various sanitary sewer pipe sizes with 6 inch side sewer
lengths.
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards.........................................7-15
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Air Test Times for Air-permeable Sanitary Sewer Pipe
All times are in seconds.
Linear feet of 6 inch Side Sewer
0 50 100 150 200 250 300 350 400
0 0 20 40 60 80 100 120 140 160
50 36 56 76 96 116 136 156 176 178
100 71 91 111 131 151 171 188 186 184
150 107 127 147 167 187 195 193 191 189
200 142 163 183 203 202 199 197 195 193
250 178 198 214 209 205 202 200 198 196
300 214 220 215 211 208 205 202 202 214
350 227 221 217 213 210 207 211 223 234
400 227 222 218 214 211 220 232 243 254
Linear feet of 6 inch Side Sewer
0 50 100 150 200 250 300 350 400
0 0 20 40 60 80 100 120 140 160
50 56 76 96 116 136 156 176 192 190
100 111 131 151 171 191 211 211 207 203
150 167 187 207 227 233 227 222 217 214
200 223 243 257 248 241 235 230 225 222
250 278 271 262 253 247 241 236 239 251
300 283 273 265 257 251 248 260 271 282
350 283 274 267 260 268 280 291 303 314
400 283 276 277 289 300 312 323 335 346
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards.........................................7-16
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Air Test Times for Air-permeable Sanitary Sewer Pipe
Linear feet of 6 inch Side Sewer
0 50 100 150 200 250 300 350 400
0 0 20 40 60 80 100 120 140 160
50 80 100 120 140 160 180 200 208 204
100 160 180 200 220 240 246 238 232 227
150 240 260 280 283 272 263 255 249 243
200 321 321 306 294 283 275 267 263 275
250 340 325 312 301 292 286 298 309 321
300 340 327 316 309 321 332 343 355 366
350 340 332 343 355 366 378 389 401 412
400 366 378 389 401 412 424 435 447 458
Linear feet of 6 inch Side Sewer
0 50 100 150 200 250 300 350 400
0 0 20 40 60 80 100 120 140 160
50 125 145 165 185 205 225 245 237 231
100 250 270 291 311 312 298 286 276 268
150 376 395 371 352 336 323 312 302 306
200 425 402 383 366 352 343 355 366 378
250 425 406 390 392 404 415 426 438 449
300 429 441 452 464 475 487 498 509 521
350 501 512 524 535 547 558 570 581 592
400 572 584 595 607 618 630 641 653 664
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards.........................................7-17
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Air Test Times for Air-permeable Sanitary Sewer Pipe
Linear feet of 6 inch Side Sewer
0 50 100 150 200 250 300 350 400
0 0 20 40 60 80 100 120 140 160
50 180 200 220 240 260 280 283 272 263
100 361 381 401 397 374 356 340 327 316
150 510 476 448 425 406 389 378 389 401
200 510 484 462 447 458 469 481 492 504
250 515 527 538 550 561 572 584 595 607
300 618 630 641 653 664 675 687 698 710
350 721 733 744 756 767 779 790 801 813
400 824 836 847 859 870 882 893 904 916
Linear feet of 6 inch Side Sewer
0 50 100 150 200 250 300 350 400
0 0 20 40 60 80 100 120 140 160
50 245 265 286 306 326 345 327 312 299
100 491 511 501 468 441 418 399 383 372
150 595 558 527 501 478 478 489 501 512
200 595 572 584 595 607 618 630 641 653
250 701 713 724 736 747 758 770 781 793
300 841 853 864 876 887 899 910 922 933
350 982 993 1005 1016 1028 1039 1050 1062 1073
400 1122 1133 1145 1156 1168 1179 1191 1202 1214
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards.........................................7-18
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Air Test Times for Air-permeable Sanitary Sewer Pipe
Linear feet of 6 inch Side Sewer
0 50 100 150 200 250 300 350 400
0 0 20 40 60 80 100 120 140 160
50 321 341 361 381 401 397 374 356 340
100 641 624 578 541 510 484 462 447 458
150 680 641 607 584 595 607 618 630 641
200 733 744 756 767 779 790 801 813 824
250 916 927 939 950 962 973 985 996 1008
300 1099 1111 1122 1133 1145 1156 1168 1179 1191
350 1282 1294 1305 1317 1328 1340 1351 1362 1374
400 1465 1477 1488 1500 1511 1523 1534 1546 1557
Linear feet of 6 inch Side Sewer
0 50 100 150 200 250 300 350 400
0 0 20 40 60 80 100 120 140 160
50 501 521 541 561 548 510 479 454 432
100 850 788 737 693 656 630 641 653 664
150 859 870 882 893 904 916 927 939 950
200 1145 1156 1168 1179 1191 1202 1214 1225 1236
250 1431 1443 1454 1465 1477 1488 1500 1511 1523
300 1717 1729 1740 1752 1763 1775 1786 1797 1809
350 2004 2015 2026 2038 2049 2061 2072 2084 2095
400 2290 2301 2313 2324 2336 2347 2358 2370 2381
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards.........................................7-19
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
7-17.3(2)F LOW PRESSURE AIR TEST FOR SANITARY SEWERS
CONSTRUCTED OF NON AIR-PERMEABLE MATERIALS Supplement
If the test shows zero leakage after a five minute test time, the Engineer has the authority to
accept and end the test immediately.
Cleaning and testing of pipes and structures shall be incidental to the pipe and structure bid
item.
7-17.3(2)H TELEVISION INSPECTION Replacement
Before final acceptance, the City shall require all sewer lines to be inspected by the use of a
television camera, utilizing City approved private inspection services.
After completion of the following, authorization from the City shall be required before the
Contractor can perform the initial television camera work:
1. The acceptable placement of applicable pipe, ballast, bedding, and backfill
material.
2. The acceptable completion of all applicable channels and grout work.
3. The acceptable debris removal, cleaning, and flushing of all applicable pipes and
structures.
The television inspection requirements shall include the provisions of:
1. A color VHS television camera with a pan and tilt capacity in order to view all
main lines, lateral lines, and structures including channels.
2. A dye solution to be introduced in sufficient quantity to travel from the structure
that is the highest point of inspection to the downstream terminus of the
inspection limits. Red or purple dye shall be used for PVC pipe and green dye for
ductile iron and concrete pipe.
3. A one-inch reference ball to be mounted to the camera in order to drag along the
bottom of the pipe during the entire inspection procedure.
4. Linear measure references to be measured from the center of the beginning
structure to the center of the next inline structure and include the direction of
flow. The locations of lateral pipes and all distinctive pipe conditions shall be
referenced to the centerline of the beginning structure. All structure references
shall utilize the designated structure reference numbers shown on the plans.
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards.........................................7-20
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
The following television inspection information shall be provided to the City:
1. A clear VHS color tape which encompasses the limits of the inspection area and
including all reference data as described herein. A tape reference time and date
for the start of each run shall also be indicated.
2. A written report shall be provided corresponding to the taped inspection and
including all reference data as described herein. The report shall consist of a
written narrative of all distinctive pipe conditions including ponding areas in
excess of ¼ inch.
7-18 SIDE SEWERS
7-18.3 CONSTRUCTION REQUIREMENTS Supplement
7-18.3(1) GENERAL Supplement
Side sewers shall be connected (where shown on the plans or directed by the Engineer), using
approved sewer saddle tees. Quantities of tees will vary depending upon conditions
encountered. All joints shall be approved rubber-gasketed joints except the joint between the
new and existing pipe that shall be made with approved flexible transition couplings. Side
sewers shall be installed to a minimum slope of one percent or as shown on the plans unless
otherwise directed by the Engineer and shall be 6-inches diameter from the street sewer to the
private property line. The location of side sewers shall be marked at the end of the line inside
the property, by a pressure treated 4-foot long 2x4-inch board buried in the ground to a depth
of 3-feet. The lower side shall have a 2x4-inch cleat nailed to it to prevent withdrawal of the
stake. The exposed one-foot shall be painted traffic-yellow and the depth to the side sewer or
tee shall be indicated in black paint on the 2x4-inch board. In addition, a length of 9-gauge
galvanized wire shall extend from the plugged end of the side sewer or tee to grade at the
property line. The lower end of the wire shall be securely fastened to a 1-foot length of 2x4-
inch board placed near the plugged end of the side sewer or tee. The upper end shall emerge
at the 4-foot stake but shall not be fastened to it. In addition, the letter ”S”, 2 inches high,
shall be neatly imprinted in the top of the curb before the concrete hardens to designate the
side sewer location.
During construction in areas with more than one side sewer per structure, the Contractor shall
test each connected structure to verify which side sewer is used by that structure. The test
shall involve flushing every toilet or running every sink or tub on each floor of each structure
and directly observing which side sewer the effluent discharges from. Only these side sewers
shall be connected. All others are to be abandoned in place per Section 7-00.3(8) (Pipe
Abandonment and Filling).
Existing side sewers to be connected shall be trimmed to the limit of the right-of-way except
where otherwise shown on the plans and connected to the new sewer with PVC SDR-35 with
a diameter to match the existing side sewer or 6 inches, whichever is greater.
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards.........................................7-21
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
The Contractor shall be responsible for verifying all City customers originally connected to
the sanitary sewer conveyance line are connected to the new sanitary sewer conveyance line.
Prior to project completion the Contractor shall document to the City that all City customers
have had their services re-established.
All pipes for side sewer and sewer stubs (pipes not ending in a manhole) shall be adequately
plugged or capped as directed by the Engineer.
END OF DIVISION 7
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-1
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
8-01 EROSION CONTROL AND WATER POLLUTION CONTROL
8-01.1 DESCRIPTION Supplement
The Contractor shall implement temporary erosion and sediment control (TESC) measures as
necessary to prevent erosion and to stop sediment-laden water from leaving the site and
entering the storm drain system. Measures shall be in accordance with and conform to the
City of Auburn Design Manual and these Special Provisions. The Contractor shall construct
all necessary elements and provide other necessary materials, labor, and equipment.
Exposed slopes and excavations shall be protected. The Contractor shall maintain and clean
the facilities until final restoration has been placed and accepted. The Contractor shall have
adequate materials on the site to respond to weather changes and shall modify the system to
accommodate seasonal changes.
8-01.3(1)A SUBMITTALS Supplement
The Contractor shall prepare a TESC plan and submit it to the Engineer for approval prior to
beginning construction. The TESC plan shall cover all areas the Contractor’s work may
affect both inside and outside the project limits.
The Contractor shall prepare a winterization plan and submit it to the Engineer for approval
prior to September 15 and in accordance with the City of Auburn Design Standards Section
5.01.4 and in Section 1-07.15 of these Construction Standards.
8-01.3(2) SEEDING, FERTILIZING, AND MULCHING
8-01.3(2)B SEEDING AND FERTILIZING Supplement
Seeding:
The following composition, proportion, and quality of grass seed shall be applied at the rate
of 5 pounds per 1,000 square feet on all areas requiring roadside seeding (noted “hydroseed”
on the Plans) within the project:
Kind and Variety of Seed in
Mixture
Percent by
Weight
Minimum Percent
Pure Seed
Minimum Percent
Germination
Colonial Bentgrass (Highland or
Astoria) 10% 9.8% 85%
Red Fescue (Illahee, Rainier, or
Pennlawn) 40% 39.20% 90%
English Perennial Rye 50% 29.40% 90%
Weed Seed (maximum %) 0.50%
Inert and Other Crops (minimum
%) 1.50%
TOTAL
100.00%
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-2
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Fertilizer:
The Contractor shall submit three samples of existing soil in the project area, and one of each
specified type of topsoil to a soil laboratory for testing to determine fertilizer/amendment
composition. Results shall be submitted to the Engineer and fertilizer and soil amendment
formulation and application rates will be based on the laboratory recommendations.
However, the minimum fertilizers requirements are as follows:
Total Nitrogen as N-3 pounds per 1,000 square feet;
Available Phosphoric Acid as P2O5-1 pounds per 1,000 square feet;
Soluble Potash as K2O-2 pounds per 1,000 square feet;
2 pounds of nitrogen applied per 1,000 square feet shall be derived from ureaform or
ureaformaldehyde. The remainder may be derived from any source.
The fertilizer formulation and application rate shall be approved by the Engineer before use.
8-01.3(2)D MULCHING Supplement
Wood cellulose fiber mulch shall be applied at a rate of 2,000 pounds per acre
8-01.3(2)E TACKING AGENT AND SOIL BINDERS Supplement
The tacking agent for hydroseeding shall be a bonded fiber matrix with integral tackifier
specifically manufactured for hydroseeding applications and erosion control. The bonded
fiber matrix (BFM) shall be dyed an appropriate color to facilitate visual metering of
application of the materials. The bonded fiber matrix (BFM) shall be ‘ECO-AEGIS’ as
manufactured by Canfor, or approved alternate.
8-02 ROADSIDE RESTORATION
8-02.3 CONSTRUCTION REQUIREMENTS
8-02.3(1) RESPONSIBILITY DURING CONSTRUCTION Supplement
Landscape construction is anticipated to begin after all curbs, sidewalks, rockeries, utilities,
and associated roadside work is completed.
The Contractor shall keep the premises clean, free of excess soils, plants, and other materials,
including refuse and debris, resulting from his work throughout the planting operation. The
Contractor shall maintain continuous pedestrian access and shall not stockpile materials or
park equipment in any manner that may create hazards or obstacles to this access. At the end
of each workday, and as each planting area is completed, it shall be neatly dressed and all
surrounding walks and paved areas shall be cleaned to the satisfaction of the Engineer.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-3
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Cleaning by flushing into sewers will not be allowed. The Contractor shall remove surplus
soils, materials, and debris from the construction site and shall leave the project in a clean
condition at the conclusion of the work.
8-02.3(4)A TOPSOIL TYPE A Supplement
Topsoil Type A is to be used for all planting and seeding areas and shall be tested in an
independent, certified soil testing lab to determine need for fertilizers and/or amendments.
Modify soil according to soil testing laboratory recommendations.
8-02.3(4)C TOPSOIL TYPE C Replacement
Topsoil Type C shall meet the requirements of Section 8-02.3(4)B, (Topsoil Type B), and
Section 9-14.1(3), (Topsoil Type C). Native as used in this context shall mean naturally
occurring material.
8-02.3(5) PLANTING AREA PREPARATION Supplement
Upon approval of the subgrades by the engineer, topsoil shall be placed to required depths for
all seeded, sod, tree, shrub and groundcover areas. Topsoil and subgrade material shall be
cultivated to a depth of 6 inches. Cultivation of the soil shall be done by farm disk, harrow,
or other suitable equipment approved by the Engineer. This operation should be done at right
angles to the natural flow of water on slopes unless otherwise directed by the Engineer.
Remove rocks, roots, clods, stumps and debris over 1 inch diameter. Lightly compact soil
and establish a smooth and uniform finished grade that protects against obstruction to surface
drainage and ponding. For bark mulched shrub and groundcover beds, finish grade prior to
placement of bark shall be 2 inches below top of adjacent finish grade.
Any exposed tree roots in cut slopes shall be neatly pruned at the finish grade and the cuts
treated with an approved sealer.
During sidewalk construction, any exposed tree or shrub roots shall be neatly pruned at least
6 inches away from the proposed sidewalk and the cuts treated with an approved sealer.
8-02.3(5)A PLACEMENT OF TOPSOIL New Section
Topsoil shall be used to restore any landscape beds or planter areas disturbed by construction
within the right of way. Topsoil shall be evenly spread over all cultivated planting and
seeding areas to the following depths:
Seeded and lawn sod areas – 4 inch depth;
Shrub and groundcover areas – 6 inch depth unless otherwise shown on the plans.
Thoroughly incorporate amendments into topsoil by rototilling to a depth of 3 inches in
seeded areas and 5 inches in planting areas.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-4
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
8-02.3(5)B ROOT CONTROL BARRIER New Section
Root control material shall be Typar Biobarrier, a geotextile fabric with pellets impregnated
with the herbicide trifluralin, as manufactured by Reemay, and distributed by Wilbur-Ellis,
Auburn, WA (253) 351-6591, or approved alternate.
Install continuous section of root control material in all tree planting areas as shown on the
plans or as directed by the Engineer. Backfill with topsoil material being careful not to
damage or displace root control material.
8-02.3(6) SOIL AMENDMENTS Supplement
GroCo (GroCo Inc. tel 206-622-5141), or Tagro (City of Tacoma Tel 253-502-2150) shall be
mixed with native topsoil to produce a 75/25 mix ratio (topsoil 75 percent and amendment 25
percent).
8-02.3(7) LAYOUT OF PLANTING Supplement
The Contractor is responsible for determining required quantities of plant material to
complete the landscape plan as shown.
It is anticipated that some minor arranging of plant material will be necessary during the
progress of work.
The Contractor shall place the plant(s) as illustrated in the plans starting from the perimeter
of the bed area and progressing to the center, and adjust odd dimensions at the center of any
planting bed.
Plant shrubs and ground covers as indicated on the plans using an on-center triangular
spacing pattern.
From the centerline of the first row of shrubs or ground covers to the edge of the planting bed
shall be ½ the typical dimension shown on the plans and details.
Plant trees a minimum of 3 feet from curbs and sidewalks when the space is available;
otherwise they shall be centered in the available space. Trees in tree wells shall be centered
within the tree grate and frame.
8-02.3(8) PLANTING Supplement
Plant trees and shrubs in planting pits as detailed on plans.
When performing the following work do not injure the root system. Do not over excavate
planting pit depth, however, over excavation of planting pit width is desirable.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-5
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Trees shall be handled by the rootball, not by the trunk. Burlap and wire shall remain intact
until trees are set in their positions within each planting pit. Remove all wire, twine, and
burlap from the top third of the rootball before backfilling. Plant trees and shrubs upright,
rotating them to give the best placement to adjacent plants, topography, and structures. Hold
plant rigidly in position until topsoil has been backfilled and tamped firmly around the ball or
roots.
When the planting pit is backfilled halfway, place the specified quantity of fertilizer plant
tablets and stakes, if necessary, as shown on the plans. Evenly space the fertilizer tablets
around the perimeter of and immediately adjacent to the root system. Carefully place, water,
and compact planting topsoil filling all voids. Do not injure the root system.
When the planting pit is three-quarters (3/4) backfilled, fill with water and allow it to soak
away. Fill pits with additional topsoil and continue backfilling as detailed on plans. Ground
bark shall be placed over all tree-planting saucers to a compact depth of 2 inches. Water
trees immediately after planting.
Install tree frame and grate as detailed on plans.
The root systems of all bare root plant material shall be dipped in a slurry of silt and water
immediately prior to planting.
8-02.3(10) FERTILIZERS Supplement
Trees, shrubs, and groundcover shall be fertilized as follows:
Formula 4-2-2 “Transplanter” as manufactured by Pacific Agro Co., with Hercules
nitroform and W.R. Grace’s “Magamp” and trace elements. Apply at a rate of:
Trees 8 ounces
Shrubs 2 ounces
Groundcover 1 ounce
Agriform Tablets: Planting tablets, 21-ram size, as manufactured by Agriform
International Chemicals, Inc., 20-10-5 analysis. Apply at a rate of:
Trees 4 tablets for every foot of rootball diameter
Shrubs 3 tablets
Groundcover 1 tablet
8-02.3(11) BARK OR WOOD CHIP MULCH Supplement/Revision
Ground bark shall be placed over all planting beds and over all tree-planting saucers to a
compact depth of 2 inches. Ground bark shall be placed around existing trees and bushes
disturbed by construction to a compact depth of 2 inches. Thoroughly water and hose down
plants with a fine spray to wash the leaves of the plants immediately after bark application.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-6
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
8-02.3(12) COMPLETION OF INITIAL PLANTING Replacement
Upon completion of the initial planting and per the request of the Contractor, the Engineer
will make an inspection of all plant material and notify the Contractor, in writing, of any
replacements or corrective action necessary to meet the Contract Document requirements.
The Contractor shall replace all materials requested or missing and correct unsatisfactory
conditions within fifteen (15) working days.
Completion of initial planting includes the following:
1. Installation of root control barriers and watering systems for trees.
2. Installation of all required planting materials (trees, shrubs, and groundcovers).
3. Planting area cleanup.
4. Full operation of the irrigation system, complete bark mulch coverage, and all
planting areas in a weed-free condition.
5. Approval of Plant Establishment Plan.
8-02.3(13) PLANT ESTABLISHMENT Supplement
The Contractor shall maintain all plant materials in the project during the life of the project
and for a period of 1 year from the final acceptance of the overall project per section 1-05.10
(Guarantees) of this document, unless otherwise indicated on the Plans. During the project
and maintenance period, the Contractor shall maintain a healthy growing condition for all
plant materials and water, prune, spray, weed, and perform other necessary maintenance
operations. Planting beds shall be kept free of all weeds, grass and other undesirable
vegetation. Plants shall be inspected by the Contractor at least monthly from October 1st to
April 30th and at least once a week from May 1st to September 30th and maintenance
performed promptly. Dead or impaired plants shall be promptly replaced during the planting
season of November 15 through March 30 and all soil ridges shall be removed from around
the watering basins, as directed by the Engineer, before the end of the maintenance period.
Replacement plants will require an additional acceptance and 1 year maintenance period.
Correctable work shall include the removal and disposal of all dead plant material.
8-02.3(14) PLANT REPLACEMENT Supplement
Final acceptance of the overall project will include the acceptance of plantings.
8-02.3(16) LAWN INSTALLATION
8-02.3(16)A LAWN INSTALLATION Supplement
Lawn seeding will not be permitted on this project. “Lawn Sod” per Section 9-14.6(8) (Sod)
shall be laid smoothly in place in accordance with the typical section(s) in the plans.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-7
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Prior to installing “Lawn Sod” all dry soil shall be moistened by sprinkling with water. On
sloped areas, the sod shall be laid with the long dimension parallel to the toe or top of slope.
The “Lawn Sod” shall be rolled and heavily watered by sprinkler after placement.
8-02.3(16)B LAWN ESTABLISHMENT Supplement
The lawn establishment period shall begin immediately after all lawn planting has been
completed and shall continue through the duration of the project and the 1 year maintenance
period as defined in Section 1-05.10(Guarantees).
The Contractor shall be responsible for watering and fertilizing the lawn areas during the
establishment period. 6-2-4 fertilizer shall be applied at 6-week intervals at the rate of 1½
pounds of available nitrogen per 1,000 square feet per application during the growing season
of April through September.
The Contractor shall correct all conditions unsatisfactory to the Engineer within a 10-day
period, weather permitting, immediately following the final inspection as defined in Section
1-05 of this document.
8-02.3(16)C LAWN MOWING Supplement
Lawn mowing shall begin immediately after the lawn planting has been completed and shall
extend through the duration of the project and the 1 year maintenance period as defined in
Section 1-05.10 (Guarantees). The Contractor shall mow lawn areas to a height of 2 inches
whenever the average height of grass reaches 3 inches.
8-02.3(16)D FERTILIZER FOR SODDED AREA New Section
Prior to placing sod, a 10-2-10 fertilizer shall be rototilled into the top 3 inches of the soil at a
rate of 4 pounds of available nitrogen per 1,000 square feet.
8-03 IRRIGATION SYSTEMS
8-03.1 DESCRIPTION Supplement
This work consists of installing an irrigation system as either a temporary system for plant
establishment or to be owned and maintained by the City within either City’s property or
public right-of-way.
8-03.3 CONSTRUCTION REQUIREMENTS Supplement
The Contractor shall submit catalog cuts of all heads, quick coupling valves and controller to
the Engineer for approval per the requirement of Section 1-06.7 (Submittals). See Section 9-
15 (Irrigation System) for Materials.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-8
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Water service connections shall be made by the Contractor as indicated in the Plans and such
installations and equipment shall conform to the requirements set forth by the Engineer.
8-03.3(3) PIPING Supplement
Irrigation conduit shall be PVC pipe and be in accordance with Section 9-15.1(2) (Polyvinyl
Chloride Pipe and Fittings).
A. PVC Sleeves
All new piping and wiring to be installed under sidewalks and roadways shall be
placed in sleeves as specified in Section 9-15 (Irrigation System). Sleeves shall be
installed either by tunneling under existing surfaces or saw cutting and patching
surface to match existing condition.
B. PVC Pipe and Fittings
Due to the nature of PVC pipe and fittings, the Contractor shall exercise care in
handling, loading, unloading and storing to avoid damage. The pipe and fittings
shall be stored under cover and shall be transported in a vehicle with a bed long
enough to allow the length of pipe to lay flat, so as not to be subject to undue
bending or concentrated external load at any point. Any pipe that has been dented or
damaged shall be set aside until such damage has been cut out and the pipe is
rejoined with a coupling.
Solvent welded joints shall be given at least 15 minutes set-up time before moving or
handling. Pipe shall be partially center loaded to prevent arching and slipping. No
water shall be permitted in pipe until a period of at least 10 hours has elapsed for
solvent weld setting and curing.
Backfilling shall be done when pipe is not in an expanded condition due to heat or
pressure. Cooling of the pipe can be accomplished by operating the system for a
short time before backfilling, or by backfilling in the early part of the morning before
the heat of the day.
Before pressure testing, soluble weld joints shall be given at least 24 hours curing
time.
No PVC pipe may be threaded or connected to a threaded fitting without an adapter.
The Contractor shall take great care to insure that the inside of the pipe is absolutely
clean. Any pipe ends not being worked on shall be protected and not left open.
C. Galvanized Pipe and Fittings
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-9
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
All galvanized pipe, including risers and hose connections, shall be painted with at
least one coat of "Carbon Elastic Paint" to prevent acid corrosion. Cast fittings need
not be painted. Do not add any solvent to the paint. If the paint is too thick, heat
without applying direct flame. Care must be taken to thoroughly paint all male
treads. When painting is done before assembly, the paint should be touched up after
assembly.
8-03.3(5) INSTALLATION Supplement
Detectable marking tape shall be placed on all main and lateral lines, and elsewhere as
directed on the plans or by the Engineer.
8-03.3(6) ELECTRICAL WIRE INSTALLATION Supplement
Splices shall be made with a dry-splice wire connector, PVC construction body and snap-lock
plug with copper crimp sleeve, three flapped openings for wires and sealer packet such as
Rainbird ST-03UL/PT-55 Snap-Tite, UL Wire Connectors and PT-55 Sealer System,
Glendora, California or equal. Install per manufacturer’s specifications.
8-03.3(7) FLUSHING AND TESTING Supplement
Before backfilling and installation of automatic valve, all sprinkler lines with risers installed
and capped shall be flushed and pressure-tested at 150 psi with all joints exposed. This
pressure shall be maintained until all joints, fittings, and risers have been inspected by the
Engineer. Any leakage noted shall be corrected and the test repeated until the system is
watertight.
The final test must be performed and approved under the direction and supervision of the
Engineer.
The location, inspection and testing provisions of these specifications shall be strictly adhered
to. Any part of the sprinkler system backfilled before location, testing, or approved
inspection by the Engineer, will be completely uncovered and exposed until approved for
backfilling by the Engineer.
8-03.3(9) BACKFILL Supplement
Trenches under roads or paved areas shall be backfilled and tamped with a mechanical
tamper in successive 6 inch lifts. Paving shall be replaced to the satisfaction of the Engineer.
Jacking under paved areas will be allowed with Engineer’s approval.
Unless otherwise specified, trenches shall be deep enough to allow 18 inches cover over
sprinkler lines and 24 inches cover over supply lines. All trenches must be straight and not
have abrupt changes in grade. The trench bottom must be free of rocks and sharp-edged
objects.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-10
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
8-03.3(11) SYSTEM OPERATION Supplement
The Contractor shall perform sprinkler coverage tests to determine if coverage and operation
of the system is complete and satisfactory before the sprinkler system will be accepted. If any
part of the system is inadequate because of Contractor workmanship or material, repairs or
replacement shall be made and the test repeated until accepted by the Engineer.
8-03.3(12) CROSS CONNECTION CONTROL DEVICE
INSTALLATION Supplement
Backflow preventer assembly shall be installed at location(s) shown on the plans.
8-03.3(13) IRRIGATION WATER SERVICE Replacement
Water meter(s) will be installed at location(s) shown on the plans in accordance with Section
7-15 (Service Connections).
8-03.3(14) IRRIGATION ELECTRICAL SERVICE Replacement
Electrical service and or wires will be installed at location(s) shown on the plans in
accordance with Section 8-20.3(10) (Services transformer, Intelligent Transportation System
Cabinet).
8-04 CURBS, GUTTERS AND SPILLWAYS
8-04.3 CONSTRUCTION REQUIREMENTS Supplement
8-04.3(1) CEMENT CONCRETE CURBS, GUTTERS, AND
SPILLWAYS Supplement
“Cement Concrete Traffic Curb and Gutter” shall be constructed in accordance with Standard
Plan No. F-10.12-00. Reinforcing at catch basins shall conform to Standard Detail No.
STORM-11 (Curb & Gutter Reinforcing Detail). The top of the curb shall have a 6 inch rise
above the gutter line, except the curb shall have a ½ inch lip at wheelchair ramps and a 1 inch
lip at driveways. Driveways and wheelchair ramps shall be per Standard Details. “Bumper
Curb” shall be constructed in accordance with Standard Detail No. TRAFFIC-01 (Bumper
Curb Detail).
When slip-form equipment is used to place the curb and gutter, the concrete mix design may
be modified as follows: The Grade No. 2 coarse aggregate (1½ inch minus) may be replaced
by Grade No. 5 coarse aggregate (1 inch minus) when required to accommodate the
equipment.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-11
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
The fourth paragraph of Section 8-04.3(1) (Cement Concrete Curbs, Gutters, And Spillways)
shall be deleted and replaced with the following:
Joints in the curb and gutter shall be spaced to match joints in the abutting driveways and
sidewalks or cement concrete pavement. All expansion/through joints shall extend entirely
through the curb and gutter section. Maximum joint spacing shall be as follows:
A. ¾ inch expansion/through joints at 20-foot maximum spacing, or 3/8-inch
expansion/through joints at 10-foot maximum spacing;
B. 1/8 inch x 1 inch deep saw cut or scored joints per Standard Specification 8-04.3(1)
(Cement Concrete Curbs, Gutters, and Spillways) at intervening 10-foot maximum
spacing.
8-04.3(1)A EXTRUDED CEMENT CONCRETE CURB Supplement
“Extruded Cement Concrete Curb” shall be type 6 in accordance with Standard Plan
No. F-10.42-00.
8-05 TRENCH DEWATERING New Section
8-05.1 GENERAL
The Contractor shall design and provide a dewatering system using accepted and professional
methods consistent with current industry practice to eliminate water entering the excavation
under hydrostatic head from the bottom and/or sides. The Contractor shall design the system
to prevent differential hydrostatic head that would result in floating out soil particles in a
manner termed as a “quick” or “boiling” condition. The system shall not be dependent solely
upon sumps or pumping water from within the excavation where differential head would
result in a quick condition, which would continue to worsen the integrity of the excavation’s
stability.
Where the Engineer determines that the Contractor cannot sufficiently dewater the trench
using the “Normal Trench Dewatering” described in Section 7-08.3(2)L (Dewatering
Trenches) of these Special Provisions, the Contractor shall provide a dewatering system of
sufficient size and capacity to prevent ground and surface water flow into the excavation and
to allow all work to be installed in a dry condition.
The Contractor shall control, by acceptable means, all water regardless of source and be fully
responsible for disposal of the water.
The Contractor shall confine discharge piping and/or ditches to available easements or to
additional easements obtained by Contractor and provide necessary permits and/or additional
easements.
The Contractor shall control groundwater in a manner that preserves strength of foundation
soils, does not cause instability or raveling of excavation slopes, and does not result in
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damage to existing structures. Where necessary to these purposes, the Contractor shall lower
water levels in advance of excavation, utilizing wells, well points, jet educators, or similar
positive methods. The water level as measured by piezometers shall be maintained a
minimum of 2 feet below prevailing excavation level.
The Contractor shall commence dewatering prior to any appearance of water in excavation
and continue until work is complete to the extent that no damage results from hydrostatic
pressure, flotation, or other causes.
Open pumping with sumps and ditches shall be allowed, provided it does not result in boils,
loss of fines, softening of the ground, or instability of slopes.
The Contractor shall install wells and/or well points, if required, with suitable screens and
filters, so that continuous pumping of fines does not occur, arrange discharge to facilitate
collection of samples by the City. During normal pumping, and upon development of
well(s), levels of fine sand or silt in the discharge water shall not exceed 5 ppm. The
Contractor shall install sand tester on discharge of each pump during testing to verify that
levels are not exceeded.
The Contractor shall control grading around excavations to prevent surface water from
flowing into excavation areas.
8-05.1(1) DESIGN
Contractor shall designate and obtain the services of a qualified dewatering specialist to
provide a dewatering plan as may be necessary to complete the work.
Contractor shall be responsible for the accuracy of the drawings, design data, and operational
records required.
Contractor shall be solely responsible for the design, installation, operation, maintenance, and
any failure of any component of the system.
8-05.1(2) DAMAGES
Contractor shall be responsible for and shall repair any damage to work in place, or other
contractor’s equipment, utilities, residences, highways, roads, railroads, private and
municipal well systems, adjacent structures, natural resources, habitat, existing wells, and the
excavation, including, damage to the bottom due to heave and including but not limited to,
removal and pumping out of the excavated area that may result from Contractor’s negligence,
inadequate or improper design and operation of the dewatering system, and any mechanical
or electrical failure of the dewatering system.
The Contractor shall remove subgrade materials rendered unsuitable by excessive wetting
and replace with approved backfill material at no additional cost to the Owner.
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8-05.1(3) MAINTAINING EXCAVATION IN DEWATERING CONDITION
Dewatering shall be a continuous operation. Interruptions due to power outages or any other
reason will not be permitted.
The Contractor shall continuously maintain excavation in a dry condition with positive
dewatering methods during preparation of subgrade, installation of pipe, and construction of
structures until the critical period of construction and/or backfill is completed to prevent
damage of subgrade support, piping, structure, side slopes, or adjacent facilities from
flotation or other hydrostatic pressure imbalance.
The Contractor shall provide standby equipment on site, installed, wired, and available for
immediate operation if required to maintain dewatering on a continuous basis in the event
any part of the system becomes inadequate or fails. If dewatering requirements are not
satisfied due to inadequacy or failure of dewatering system, perform such work as may be
required to restore damaged structures and foundation soils.
System maintenance shall include but not be limited to 24-hour supervision by personnel
skilled in the operation, maintenance, and replacement of system components and any other
work required to maintain excavation in dewatered condition.
8-05.1(4) SYSTEM REMOVAL
The Contractor shall abandon and remove from the site, in accordance with WAC Chapter 173-160
and RCW Chapter 18.104, all groundwater control and monitoring system elements. The Contractor
shall be, or employ the services of, a water well contractor licensed in the State of Washington to
abandon all wells, and/or well points. The Contractor shall assume ownership and responsibility for
the disposal of all removed groundwater control pumps, pipes, and other assorted system hardware.
The Contractor shall abandon and remove the groundwater control and monitoring systems in
such a manner that groundwater does not flow or seep through groundwater control or
monitoring system penetrations into any structure or facility.
8-06 CEMENT CONCRETE DRIVEWAY ENTRANCES
8-06.1 DESCRIPTION Replacement
Driveway aprons shall be constructed in accordance Standard Detail No. TRAFFIC-07
(Residential Driveway), TRAFFIC-08 (Alternate Residential Driveway) and TRAFFIC-09
(Commercial/Industrial Driveway) and TRAFFIC-10 (Alternate Commercial/Industrial
Driveway Retrofit) and to the size shown on the plans or as directed by the Engineer.
A driveway approach shall be considered to be that portion of the driveway behind the
property line. An existing driveway approach is required to be removed and replaced to
provide transition to the new cement concrete driveway apron.
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8-06.2 MATERIALS Replacement
Materials shall meet the requirements of the following sections:
Portland Cement 9-01
Aggregates 9-03
Premolded Joint Fillers 9-04.1
Concrete Curing Materials and Admixtures 9-23
8-06.3 CONSTRUCTION REQUIREMENTS Revision/Supplement
The first paragraph is revised to read:
Cement concrete driveways shall be constructed with air entrained concrete Class 3000
conforming to the requirements of Section 6-02 (Concrete Structures).
Concrete driveways shall be cured per methods described in Section 5-05.3(13) (Curing),
with the following exceptions if the curing compound method is used:
• The Contractor shall use Type I clear curing compound per Section 9-23
(Concrete Curing Materials and Admixtures).
• The Contractor shall not use white pigmented curing compound.
• The curing agent shall be applied immediately after brushing and be maintained
for a period of 5 calendar days.
The Contractor shall have readily available sufficient protective covering, such as waterproof
paper or plastic membrane, to cover the pour of an entire day in event of rain or other
unsuitable weather.
Additional requirements for curing in hot weather shall be as follows:
In periods of low humidity, drying winds, or high temperatures, a fog spray
shall be applied to concrete after placement as soon as conditions warrant to
prevent the formation of shrinkage cracks. The spray shall be continued until
conditions permit the application of liquid curing membrane or other curing
media. The Engineer shall make the decision when the use of a fog spray is
necessary.
Additional requirements for curing in cold weather shall be as outlined in Section 5-05.3(14)
(Cold Weather Work).
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8-09 RAISED PAVEMENT MARKERS
8-09.3 CONSTRUCTION REQUIREMENTS
8-09.3(1) SURFACE PREPARATION Supplement
The Contractor shall pre-mark the layout of all channelization in accordance with the plans
and Standard Detail No. TRAFFIC-35 through TRAFFIC-45 and receive approval from the
Engineer before installing “Raised Pavement Markers” (RPM’s). Pre-marks shall consist of
painted spot markings or other approved methods. The Contractor shall request the
Engineer’s approval of the pre-mark for channelization at least 2 full working days prior to
installation of the RPMs.
8-13 MONUMENT CASES
8-13.1 DESCRIPTION Supplement
This work consists of constructing, or adjusting, monuments, to proper grade, and the
furnishing and placing of materials and other related work in accordance with Standard Detail
Nos. TRAFFIC-20 (Poured in Place Monument, Type A Modified), TRAFFIC-21 (Poured in
Place Monument, Type B Modified), and TRAFFIC-22 (Monument Case and Cover). Type
B monument shall be used for all new monuments except on rural and local residential roads.
8-13.2 MATERIALS Supplement
Monument cases and covers shall conform to Standard Detail TRAFFIC-22 (Monument Case
and Cover). Concrete used for setting the monuments shall be Class 3000. Bronze plug
markers will be furnished by the Contractor or surveyor performing the Work.
8-13.3 CONSTRUCTION REQUIREMENTS
8-13.3(1) REFERENCE POINTS New Section
The Engineer shall reference all monuments in advance of construction and shall reset the
points and grades at the proper time.
It shall be the responsibility of the Contractor to furnish materials and install required
castings in accordance with the plans and where directed by the Engineer. The Contractor
shall carefully protect all reference points to the monuments and shall give the Engineer
reasonable notice of the schedule for monument work in order to avoid destruction of the
points.
When project activities have the potential to remove, alter or destroy survey monuments and
land boundary corners, they need to be preserved in accordance with Chapter 332.120 WAC.
Submittal of the Washington State Department of Natural Resources “Application for Permit
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to Remove or Destroy a Survey Monument” in accordance with WAC 332.120.070, prepared
by a Washington State Licensed professional survey or engineer, is required. Upon
completion of the activity that caused the removal or destruction of the survey monument or
land boundary corner, the surveyor licensed in the State of Washington shall reset a survey
marker in compliance with state law and file a “Completion Report for Monument Removal
or Destruction” in accordance with WAC 332.120.060.
8-13.3(2) INSTALLATION New Section
Where called for on the plans, or where directed by the Engineer, the Contractor shall
construct a poured “Monument Type A or Type B (Modified)” in accordance with these
specifications and Standard Detail Nos. TRAFFIC-20 (Poured in Place Monument, Type A
Modified) and TRAFFIC-21 (Poured in Place Monument, Type B Modified). The bronze
plug marker shall be inserted in the concrete mix to the required line and grade in accordance
with RCW 58.09.120. The concrete base shall be placed on a well-compacted foundation.
When Type B monuments are installed, the monument case shall be placed in such a manner
that will not disturb the bronze plug markers.
The Contractor shall install monuments after the final course of surfacing has been placed.
After the monument or monument case has been in place for a minimum of three days, the
roadway surface shall be patched in a workman like manner with HMA Class B or as directed
by the Engineer.
Where called for on the plans, or where directed by the Engineer, the Contractor shall adjust
existing monuments to the grade as staked or otherwise directed by the Engineer. The
existing cast iron case and cover shall first be removed and thoroughly cleaned for
reinstalling at the new grade.
8-14 CEMENT CONCRETE SIDEWALKS
8-14.1 DESCRIPTION Replacement
This work shall consist of construction of cement concrete sidewalks, including wheelchair
ramps with detectable warning strips, and driveway aprons in accordance with these
Specifications, the Plans and the Standard Details, or as directed by the Engineer.
8-14.2 MATERIALS Supplement
Materials shall also meet the requirements of the following sections:
Reinforcing Steel 9-07
The concrete for sidewalks and driveways (aprons and approaches) shall be air entrained
concrete Class 3000 in accordance with the requirements of Section 6-02 (Concrete
Structures).
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8-14.3(1) EXCAVATION Supplement
Excavation for sidewalk and for driveways (aprons and approaches) shall be in accordance
with Section 2-03, (Roadway Excavation and Embankment).
Embankments shall be compacted by Method B as specified in Section 2-03.3(14)C
(Compacting Earth Embankments). Approved tampers shall be used in areas inaccessible to
normal compaction equipment.
The subgrade shall be graded to within 1 inch of established grade and the area between the
sidewalk and the adjacent private property line shall be shaped to line, grade, and section
shown on the plans before the forms are set.
8-14.3(2) FORMS Supplement
Low areas in the subgrade shall be backfilled with select materials or suitable native material
as directed by the Engineer and the backfill shall then be compacted to the satisfaction of the
Engineer. All high areas in the subgrade shall be cut down to meet the subgrade
requirements.
8-14.3(3) PLACING AND FINISHING CONCRETE Revision/Supplement
The second sentence in the fourth paragraph is revised to read:
The detachable warning pattern shall have the truncated dome shape shown in the
Standard Plans and Standard Details and may be formed by either embossing the wet
concrete, adding a manufactured material before or after the concrete has cured, or
installing masonry or ceramic tiles.
Through joints and dummy joints shall be located and constructed in accordance with
Standard Details Nos. TRAFFIC-23 (Sidewalk with Landscape Strip) and TRAFFIC-24
(Commercial/Industrial Sidewalk without Planter Strip).
Dummy joints shall be formed by first cutting a groove in the concrete with a tee bar of a
depth equal to, but not greater than the joint filler material, and then working the pre-molded
joint filler into the groove. Pre-molded joint filler for both through and dummy joints shall
be positioned in true alignment at right angles to the line of the sidewalk and be normal to
and flush with the surface. Where the sidewalk will be contiguous with the curb, it shall be
constructed with a thickened edge as shown on the Standard Detail No. TRAFFIC-24
(Commercial/Industrial Sidewalk without Planter Strip).
Joints shall be edged with a ¼ inch radius edger and the sidewalk edges shall be edged with a
½ inch radius edger.
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The surface of the sidewalks shall be brushed with a fiber hair brush of an approved type in a
transverse direction except that at alley crossings it shall be brushed longitudinally.
8-14.3(3)A WHEELCHAIR RAMP New Section
Wheelchair ramps shall be constructed in accordance with Standard Detail Nos. TRAFFIC-
25 (Wheelchair Ramp with Domes) and TRAFFIC-26 (Alternate Wheelchair Ramp with
Domes) with detectable warnings of manufactured truncated domes. The contractor shall
install Vanguard ADA Systems of Washington Detectable Warnings or approved alternate.
8-14.3(3)B SPECIAL SIDEWALK New Section
Main Street Boardwalk
Finishing of the “Special Cement Concrete Sidewalk” shall include 3/8 inch "V" grooves at
random spacing of 12 inches to 24 inches on center with a rough broom surface finish as
approved by the Engineer. A color additive shall be mixed with the concrete so that after
curing, the “Special Cement Concrete Sidewalk” closely matches the color of the existing
sidewalk on East Main Street from Auburn Avenue to Auburn Way. A “Special Cement
Concrete Sidewalk” sample pour of a size designated by the Engineer shall be approved by
the Engineer before placing the same mix at the location(s) shown on the plans. The finished
“Special Cement Concrete Sidewalk” shall match the approved sample panel throughout its
entire area. The color admixture shall be CHROMIX brand color C-25 (Sombrero Buff) or
approved equivalent.
8-14.3(4) CURING Replacement
Concrete sidewalks shall be cured per methods described in Section
5-05.3(13) (Curing), with the following exceptions if the curing compound method is used:
• The Contractor shall use Type I clear curing compound per Section 9-23
(Concrete Curing Materials and Admixtures).
• The Contractor shall not use white pigmented curing compound.
• The curing agent shall be applied immediately after brushing and be maintained
for a period of 5 calendar days.
The Contractor shall have readily available sufficient protective covering, such as waterproof
paper or plastic membrane, to cover the pour of an entire day in event of rain or other
unsuitable weather.
Additional requirements for curing in hot weather shall be as follows:
In periods of low humidity, drying winds, or high temperatures, a fog spray
shall be applied to concrete after placement as soon as conditions warrant to
prevent the formation of shrinkage cracks. The spray shall be continued until
conditions permit the application of liquid curing membrane or other curing
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media. The Engineer shall make the decision when the use of a fog spray is
necessary.
Additional requirements for curing in cold weather shall be as outlined in Section 5-05.3(14)
(Cold Weather Work).
8-18 MAILBOX SUPPORTS
8-18.2 MATERIALS Supplement
Anchor Bolts, Nuts, and Washers for the Neighborhood Delivery and Collection Box Unit
shall be in accordance with Section 9-06.5 (Bolts) and Section 9-06.22 (Bolts, Washers, and
Other Hardware).
8-18.3 CONSTRUCTION REQUIREMENTS Supplement
Type I, Type II, and Type III Mailbox Supports shall be installed per Standard Detail
TRAFFIC-16 (Mailbox Mounting Curb Type Location). A Type I Mailbox Support shall be
a one-post installation for 1 or 2 mailboxes. A Type II Mailbox Support shall be a two-post
installation to accommodate 3 to 8 mailboxes.
Neighborhood Delivery and Collection Box Units (NDCBU) shall be relocated wherever
indicated on the plans and in accordance with Standard Details TRAFFIC-17 (Neighborhood
Delivery and Collection Box Unit (N.D.C.B.U.) Installation), TRAFFIC-18 (Neighborhood
Delivery and Collection Box Unit (N.D.C.B.U.) Single Unit), and TRAFFIC-19
(Neighborhood Delivery and Collection Box Unit (N.D.C.B.U.), Multiple Units).
8-20 ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, AND ELECTRICAL
8-20.1 DESCRIPTION Supplement
The first paragraph is deleted and replaced with the following:
This work shall consist of furnishing and installing all materials and equipment necessary to
complete in place traffic signal, illumination, interconnect system, and other electrical
systems, and the modifications of such existing systems when so specified, all in accordance
with the Contract Documents.
8-20.1(1) REGULATIONS AND CODE Supplement
The forth paragraph of Section 8-20.1(1) (Regulations and Code) of the Standard
Specifications is deleted and replaced with the following:
An electrical permit must be obtained from Washington State Department of Labor and
Industries. Electrical Service inspection will be performed by Labor and Industries.
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Obtaining the permit and request for inspections is the responsibility of the Contractor. The
Contractor is advised that safe-wiring labels required by Labor and Industries shall apply on
this project.
8-20.2 MATERIALS Supplement
Materials shall be in conformance with Section 9-29.
8-20.2(1) EQUIPMENT LIST AND DRAWINGS Supplement
Supplemental data for pole equipment, luminaries, crosswalk LED signs, span wires, splice
kits, vehicle signal heads, pedestrian signal heads and all other electrical materials to be used
on this project shall be submitted for approval before being incorporated into the work.
Quantity, pole height, davit arm length, and mast arm length shall be indicated and consistent
with the plans.
The Contractor shall submit supplemental data and material shop drawings for all structural
items. The shop drawings shall clearly identify the type of equipment to be used and shall be
stamped by a professional engineer registered in the State of Washington. Shop drawings
shall conform to the contract plans.
The City of Auburn reserves the right to inspect the manufacturing process of all materials.
Final inspection and acceptance of the installed materials will not be given until final
installation and testing has been completed on the system. Approval to install materials and
equipment must be obtained from the Engineer at the job site, before installation.
The Contractor shall surrender to the City of Auburn all guarantees or warranties acquired for
materials as a normal trade practice in connection with the purchase or as provided by the
manufacturer for all materials used.
8-20.2(2) SALVAGED EQUIPMENT New Section
The Engineer shall be given three (3) working days notice prior to delivery of any salvaged
item.
The Engineer shall identify items that shall be salvaged in accordance with Section 2-02.3(9)
(Salvage).
Following removal of the existing street light poles and luminaires, the Contractor shall
protect the fixture and all component parts from loss or damage until such time as all or part
of the fixtures or poles are delivered to City of Auburn Maintenance and Operations building.
The Contractor shall replace lost, damaged, or destroyed salvageable fixtures and component
parts in kind at no cost to the City.
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8-20.3 CONSTRUCTION REQUIREMENTS
8-20.3(1) GENERAL Supplement
The second paragraph is supplemented with the following:
Signal downtime will only be allowed between the hours of 9:00 AM and 11:00 AM and
between 1:00 PM and 3:00 PM, except that downtime will not be allowed on a Friday,
Saturday, Sunday, Monday, holiday, or the day before a holiday.
If a project impacts the existing detection system at an existing signalized intersection, the
Contractor shall develop a mitigation plan which shall include the proposed length of impact
and interim measures to provide detection. Such plan will be submitted to the City for
approval prior to any impact to the existing signal system
8-20.3(2) EXCAVATION AND BACKFILLING Supplement
All pavement permanent joints shall be sealed with paving asphalt.
8-20.3(2)A CONDUIT TRENCH CONSTRUCTION New Section
Conduit shall be placed a minimum of 18 inches behind the back of curb and gutter and shall
have a minimum of 24 inches of cover in accordance with Standard Detail Nos. Traffic-48
(Luminaire and Conduit Layout) and TRAFFIC -54 (Telecommunication and Luminaire
Electrical Conduit Trench Detail).
8-20.3(2)B CONDUIT TRENCH BEDDING New Section
Bedding for conduit trenches in the sidewalk or driveway sections shall consist of native
material (provided aggregate is 1 inch minus) or crushed surfacing top course, depending on
soil, as approved by the Engineer. Bedding for conduit trenches in roadway sections shall be
crushed surfacing top course.
8-20.3(2)C CONDUIT TRENCH BACKFILL New Section
Backfill for conduit trenches in the sidewalk or driveway sections shall consist of native
material (provided aggregate is 1 inch minus) or crushed surfacing top course, depending on
soil, as approved by the Engineer. Backfill for conduit trenches in roadway sections shall be
crushed surfacing top course.
8-20.3(3)A REMOVAL OF FOUNDATIONS New Section
Abandoned pole foundations shall be removed completely and disposed of, unless otherwise
shown on the plans. When plans show an abandoned pole foundation to remain, the
foundation shall be removed to a minimum depth of two feet below finished grade.
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8-20.3(4)C FOUNDATION FOR CONTROLLER CABINET New Section
The controller foundation shall conform to Standard Detail No. TRAFFIC-53 (Traffic Signal
Controller Foundation Detail). In addition to the required conduit there shall be a spare 3-
inch conduit that will terminate in the nearest traffic signal junction box.
The controller cabinet concrete foundation pedestal height shall be 20 inches to 24 inches.
The joint between the cabinet and the foundation shall be sealed using a clear, waterproof,
silicone caulk.
8-20.3(5) CONDUIT Revision
Conduit shall be in accordance with all provisions of Section 9-29.1 (Conduit, Innerduct, and
Outerduct).
The conduit runs shown on the plans are schematic, however, they shall be followed as
closely as site conditions will allow and may be revised, as directed by the Engineer, to allow
for unforeseen obstructions.
The contractor shall install the conduit in the approximate locations and to the size shown on
the plans and as directed by the Engineer. Conduits installed under sidewalk and driveway
areas may be Schedule 40 PVC unless otherwise noted on the plans. All conduit in roadways
shall be placed before any pavement construction. Schedule 80 PVC shall be used for all
roadway crossings. The same schedule and type of conduit shall be used for the entire length
of the run from outlet to outlet and from Schedule 80 PVC conduit crossing the roadway to
the nearest junction box. Bends shall be no less than 4 feet in diameter. The exceptions are
for interconnect and fiber optic system where additional bends, elbows, or junction boxes
must be approved by the Engineer. All conduit entering or leaving junction boxes shall have
bell end PVC bushings.
Stubouts shall be installed as shown on the plan or as directed by the Engineer. A No. 12
copper pull wire or a pull rope shall be installed in conduits which are to receive future
conductors. The pull rope shall consist of a flat, woven, lubricated, soft-fiber polyester tape
with a minimum tensile strength of 2,000 lbs and shall have printed sequential measurement
markings at least every 3 feet. At least 2 feet of pull wire or rope shall be doubled back into
the conduit at each termination. Stubouts that are installed before the final lift of pavement
shall be surrounded with a 6 inch PVC sleeve. This sleeve shall be extended below the top of
the stubout and be flush with finished grade.
All conduit shall be appropriately capped and sealed with a molded plug cap. Molded plug
cap installation shall comply with manufacturer’s installation and recommendations. With
the exception of connections to HDPE conduit, joints shall be connected with medium grade
gray cement solvent applied per the manufacturer’s recommendations. The loop wires shall
pass through a hole in the cap. The end of the conduit will also be sealed with moldable duct
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sealing compound. Sifted sand will be used to cover all exposed loop wires before final
filling with loop sealant.
All conduit shall display the Underwriter Laboratories certification (UL Listed). All conduit
shall continue to meet the requirements of Section 9-29.1 (Conduit, Innerduct, and
Outerduct) unless specified otherwise.
8-20.3(6) JUNCTION BOXES, CABLE VAULTS, and PULL BOXES Supplement
Cable vaults and pull boxes shall conform to Standard Detail Nos. GENERAL-05 & 05a
(Splice Vault Detail), and GENERAL-06 & 06a (Pull Box Details), and shall be installed in
accordance with WSDOT Standard Plan J-90.10-00 (Pull Box) and J-90.20-00 (Cable Vault).
No cable vault shall be located within the travelway, wheelchair ramps or driveway area,
except where noted on the plans. All lids shall open away from the travelway. Prior to
construction of finished grade, if cable vaults are installed or adjusted, pre-molded joint filler
for expansion joints may be placed around the cable vaults. The joint filler shall be removed
prior to adjustment to finished grade.
The Contractor shall remove and dispose of junction boxes for the existing illumination
system that are no longer needed.
Junction boxes shall be installed in accordance with all provision of Section 9-29.2
(Junctions Boxes, Cable Vaults and Pull Boxes) and in accordance with WSDOT Standard
Plan J-40.10-00 (Locking Lid Standard Junction Box, Types 1 & 2), and Standard Detail No.
TRAFFIC-48 (Luminaire and Conduit Layout). Junction Box type shall be as indicated on
the plans, alternate A or B may be used for Type 1 boxes. All Junction Boxes, including type
1 boxes, shall be equipped with locking lids with Penta Head tamper resistant bolts
manufactured by “Fogtite” or approved equivalent.
Where specified, existing junction boxes shall be adjusted to the final grades designated on
the Plans or as specified by Engineer.
The junction box or the foundation for the junction box (if required) shall rest on a pad of 5/8
inch minus crushed rock to a minimum depth of 6 inches. Six inches of washed drain rock
shall be placed inside the junction box and be spread evenly around all conduits. No junction
box shall be located within the travelway, wheelchair ramps or driveway area, except where
noted on the plans. Type III modified dual lid junction boxes shall be placed such that the
lids open away from the travelway.
All three-way service connections leading to luminaires, including street crossings and
service cabinet junction boxes shall be made with a SEC Model 1791-DP or approved equal.
Box lids shall be inscribed with the message “LT” if used exclusively for lighting, “TS” if
used exclusively for Traffic Signals, “INTC” if used exclusively for interconnect, “ITS” for
fiber optic cable and “TS” “LT” if jointly used. The lids and frames shall be hot dipped
galvanized after they are inscribed.
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Anchor bases, per Section 9-29.6(2) (Slip Base Hardware) shall be installed as directed by the
Engineer. The poles shall be plumb with no shims. The poles shall be plumbed on leveling
nuts secured to the anchor bolts and locking nuts on top of the base flange. The side of the
shaft opposite the load shall be plumbed using the leveling nuts or as directed by the
Engineer.
The void between the foundation and the pole flange shall be no larger than 2 inches and
shall be completely filled around the conduit(s) with dry pack mortar and neatly troweled. A
¼ inch weep hole shall be installed on the downward slope side of the pad.
The dry pack mortar consists of 1:2 cement to fine sand mixture with enough water to allow
the mixture to stick together when molded into a ball by hand, but which will not exude water
when pressed.
8-20.3(13)C LUMINAIRES Supplement
All luminaires, shall be in accordance with all provisions of Section 9-29.10 (Luminaires)
and shall be installed according to the manufacturer's recommendations, as directed by the
Engineer and as specified herein. Contractor shall furnish man-lift truck for use in final
inspection of luminaire system. Luminaires shall be leveled in 2 planes. One plane
perpendicular to the curb (parallel to davit arm), the other plane shall be 90 degrees to the
first plane. All luminaires shall be installed with the handhole opposite of traffic flow.
The luminaire shall be bolted to the davit arm by means of cast-in inserts and this detail shall
be coordinated with the standard manufacturer to ensure proper fit. The terminal board shall
have lugs of a 240-volt 3-wire power source. Terminals shall be labeled line-neutral-line.
The neutral terminal shall be grounded to the metal housing of the luminaire. The Contractor
shall ascertain the correct lamp socket setting from the luminaire manufacturer to achieve the
distribution pattern indicated above. For warranty purposes all lamps shall be dated on the
base with the installation month and year.
Install an approved ¾” to 1 ½” galvanized reducing washer with a ¾” set screw cable clamp
strain-relief connector on all luminaire lead-in wires just before the luminaire connections.
All luminaires shall be provided with markers for positive identification of light source and
wattage per Section 9-29.10 (Luminaires) of the Standard Specifications.
8-20.3(13)F LUMINAIRE FUSING New Section
Luminaire fusing and electrical connections at lighting standard bases shall be per Section 9-
29.7 (Luminaire Fusing and Electrical Connections at Light Standard Bases, Cantilever Bases
and Sign Bridge Bases) except that light standards shall be provided with 2 in-line fuse
holders, per this section, with the fuses mounted inside the pole and readily accessible from
the access hole, electrical splices shall be in the junction box near each pole as shown on
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-28
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Standard Detail No. Traffic-50 (Uniform Luminaire Wiring Detail). All luminaries shall be
fused in the pole base with a “Y” type quick disconnect fuse system.
8-20.3(13)G PHOTOELECTRIC CONTROLS New Section
Photocells shall be installed on the service cabinet in conformance with Section 9-29.11(2)
(Photoelectric Controls) of the Standard Specifications.
8-20.3(14) SIGNAL SYSTEMS
8-20.3(14)A SIGNAL CONTROLLERS Supplement
The entire controller cabinet, complete with all auxiliary equipment, shall be delivered to the
City of Auburn Maintenance & Operation facility, located at 1305 C Street SW, for testing in
the Traffic Signal Shop. The period of testing shall be for a minimum of 2 weeks in duration
and is intended to demonstrate the operation of all equipment. Any deficiencies or equipment
failures discovered shall be corrected by the Contractor.
In the event that it is not possible for the City and the Contractor to agree on the cause of a
malfunction, the City's decision shall be binding.
The successful completion of the performance test will constitute acceptance of the
equipment by the City.
8-20.3(14)B SIGNAL HEADS Supplement
Vehicular Signal Heads
All signal heads shall be LED and meet the requirements of Section 9-29.16(2)
(Conventional Traffic Signal Heads). Lens sizes shall be shown in plan view of design.
Overhead mounted signals shall be adjusted in the field such that a person standing on the
pavement can see the brightest image of all vehicle signal sections from a distance complying
with current MUTCD standards. Signal heads shall be plumbed, and aiming shall be by
reference to the RED signal section.
Masking of optically programmed signal heads shall take place just before “turn-on” and after
all field adjustments have been made. After masking, no further head position adjustments
shall be made without the approval of the Engineer. Any final adjustments required shall be
made in the Engineer’s presence.
Pedestrian Signal Heads
Pedestrian signals shall be in accordance with all provisions of Section 9-29.20 (Pedestrian
Signals). Pedestrian signal heads shall utilize a countdown LED display.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-29
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Pedestrian signal heads shall be mounted with the bottom of the signal housing 8 feet above
the sidewalk or ground surface.
8-20.3(14)C INDUCTION LOOP VEHICLE DETECTORS Supplement
Loops shall be located and constructed as shown on the plans and in accordance with
Standard Detail No. TRAFFIC-59 (Standard Detector Loop Spacing) and as shown on
WSDOT Standard Plan No. J-8c (Type 3 Induction Loop). After installation of loops, cuts
shall be sealed with Crafco loop sealant or approved equivalent.
Saw cuts shall not remain empty for a duration longer than twenty-four hours after the saw
cut is completed. Saw cuts shall be cleared of debris with high-pressure water and dried with
100-psi minimum air pressure before installing loop wire.
Loops shall be wound clockwise and consist of 4 turns of loop conductor.
From the loops to the junction box, the loop wires shall be twisted two turns per foot and
labeled at the junction box in accordance with the loop schematics included in the plans. A
3/8-inch saw cut will be required for the twisted pair.
Loop wires shall be connected to the lead-in cable using compression sleeves and sealed with
2” wide rubber mastic tape, 3m 2228 or approved equivalent. An extra 10 feet of both loop
wires and lead-in cable shall be coiled neatly in the junction boxes for future work. Loops
shall be round and saw cuts shall be 6-foot diameter and shall be constructed using
equipment designed for cutting round loops. The equipment shall use a concave, diamond-
segmented blade. The saw cuts shall be vertical and shall be a minimum of 0.25 inches wide.
The saw cut depth shall be minimum of 2 ½ inches and maximum of 3 inches measured at
any point along the perimeter. The bottom of the saw cut shall be smooth. No edges created
by differences in saw cut depths will be allowed.
8-20.3(14)D TEST FOR INDUCTION LOOPS AND LEAD-IN CABLE Supplement
The inductance of the loop shall be measured and the inductance reading shall not be less
than 60 or greater than 120 micro henries. If any of the installations fail to pass all specified
tests, the installation shall be repaired or replaced and retested to the satisfaction of the
Engineer. Continuity checks of pre-formed loops shall be done before installation, and both
continuity and resistance to ground after the loops are embedded in the pavement.
8-20.3(14)E SIGNAL STANDARDS Supplement
The poles shall be installed on leveling nuts secured to the anchor bolts and locking nuts on
top of the base flange. The side of the shaft opposite the load shall be plumbed using the
leveling nuts.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
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Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
The void between the foundation and the pole flange shall be no larger than 2 inches and
shall be completely filled around the conduit(s) with dry pack mortar and neatly troweled. A
¼ inch diameter weep hole shall be placed in the mortar to provide drainage from the interior
of the pole to the exterior.
The dry pack mortar consists of 1:2 cement to fine sand mixture with enough water to allow
the mixture to stick together when molded into a ball by hand but will not exude water when
pressed.
8-20.3(14)F EMERGENCY VEHICLE PRE-EMPTION New Section
Detector
The contractor shall provide and install 3M Company 700 Series preemption detectors at
locations as shown in the plans. The emergency preemption detectors shall be solid-state
devices in weather resistant housing. The detectors shall be capable of detecting an optical
signal generated by an Opticom brand emitter (3M Company). The detectors shall detect the
optical signals from the emitter, amplify the signal, and transmit it to the phase selector. The
detectors shall have a range control capable of being adjusted up to a maximum of 1/3 mile.
Detectors shall be installed in compliance with manufacturer installation instructions and
recommendations.
Phase Selector
The subcontractor shall provide phase discriminator units as required to obtain the necessary
number of channels for each leg of the intersection. The phase discriminator shall be a solid
state, rack mounted device which shall provide power to the detectors. The phase selector
shall receive the amplified signal from the detector, verify it as valid, and send an input to the
controller. This input shall be for the duration of the detected signal plus 8 to 10 seconds
additional time after the signal is lost. Four channels shall be provided.
The phase selector shall also include the following features:
1. High and low priority discrimination,
2. Settable signal intensity threshold for up to at least 2,500 feet,
3. Computer based user interface,
4. Front panel switches and indicators for testing, and
5. 20,000 priority/ vehicle class/ vehicle code ID combinations.
8-20.3(14)G INTERCONNECT NETWORK New Section
Traffic signal interconnect cable shall be installed as shown in the plans and in accordance
with all provisions of Section 9-29.3 (Conductors, Cable). All cable shall be installed in
compliance with the manufacturer’s installations and recommendations.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-31
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Installation
Multiconductor Cable
For aerial installation of the interconnect cable, the Contractor shall be responsible for sizing
the proper hardware for installing the cable (i.e., suspension clamps, necessary messenger and
guy wires, dead-end clamps, ready access closures, down guy anchors, etc.) and shop
drawings shall be submitted to the City in accordance with Section 1-06.7 (Submittals) a
minimum of 10 working days prior to installation. The aerial cable shall be installed with a
minimum of 18 feet clearance at its lowest sag point measured at mid span. The cable shall
be at least 12 inches clear of any other utility cables on the poles and shall be installed above
the existing telephone cables whenever practical.
When pulling interconnect cable in conduit, the cable pulling equipment must demonstrate
that the total force on the cable does not exceed the accepted, published manufacturer's
recommendations for each cable. Pulling through junction boxes will be allowed with proper
guides or pulleys. The Contractor shall observe caution while pulling the cable through
conduit to prevent damage to cable jackets, shields, or conductors. All cable ends shall be
taped to exclude moisture during installation and shall be kept taped until connections are
made with terminal strips.
Interconnect cables shall not be spliced, unless otherwise approved by the Engineer.
Interconnect cables shall be terminated at the locations shown on the plans.
Each reel of cable shall be equipped with the cable manufacturer's factory installed pulling-in
eyes. 100% of the conductors shall be attached to the pulling-in eye. Field-cut cable ends
shall be provided with a woven (basket) cable grip. A swivel with a minimum of ¾ inch (1.9
cm) links shall be used between the pulling-in eyes or cable grip and the pulling strand.
Cable pulling shall be stopped immediately if the cable on a reel binds or does not pay off
freely. The cause of the binding must be cleared to the satisfaction of the Engineer before the
pulling-in operation is continued. The cable reel shall turn freely or the cable be fed by hand.
A cable feeder guide of suitable dimensions shall be used between the cable reel and the face
of the duct to protect the cable and guide it into the duct as it is paid off the reel. The cable
shall not be bent at any location to a radius less than 10 times the cable outside diameter.
The mechanical stress placed upon a cable during installation shall not be such that the cable
is twisted or stretched. The direction in which the cable is to be pulled shall be provided by
the Engineer.
As the cable is paid off the reel, it shall be carefully inspected for jacket defects. If defects
are noticed, the pulling operation shall be stopped immediately and the Engineer will
determine what corrective action shall be taken.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-32
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
As the cables are paid off the reel into the cable feeder guide, they shall be sufficiently
lubricated with a type of lubricant recommended by the cable manufacturer and approved by
the Engineer. A cable lubricator (funnel) shall be placed around the cable just ahead of the
cable feeder to facilitate proper lubrication of the cable.
After the cable has been placed, the exposed cable in the junction boxes and cabinets shall be
wiped clean of cable lubricant with a cloth.
Sufficient cable, 10 feet where bending radius permits, shall be left in each cabinet to
properly terminate the cables. All pulled ends should be examined for evidence of damage
due to the pulling operation. The cable sheath should not be pulled beyond the cable core.
8-20.3(14)H PEDESTRIAN PUSH BUTTONS AND SIGNS New Section
Push buttons shall be in accordance with Section 9-29.19 (Pedestrian Push Buttons) per the
manufacturer’s directions and recommendations.
Pedestrian signs and push buttons shall be securely fastened to the signal standard using
stainless steel fasteners and aluminum channel. Signal standards shall be drilled and tapped
for mounting push buttons. Push buttons shall be installed 42” from the centerline of push
buttons above sidewalk or ground level.
An informational sticker explaining the use and meaning of displays shall be installed on the
pole centered between the button housings. The bottom of the sticker shall be 12 inches
above the top of the housing. In the case of single button locations the sticker shall be
centered above the housing. The sticker shall be the type approved by the Engineer.
8-20.3(14)I VIDEO DETECTION New Section
When video detection is shown in the plans, the Contractor shall install either Econolite Solo
Pro II or Traficon video detection systems as identified on the plans.
The detection cameras shall be Econolite Autoscope Solo Pro II Machine Vision Processors.
The communications panel shall be Econolite Autoscope Communications Panel and the
interface panel shall be the Econolite Mini-Hub TS2.
For Traficon systems the presence detector board shall be Traficon VIP3.2, which monitors
two cameras. The Contractor shall provide a VIP set-up keypad. The camera housings shall
be Philips LTC 9380 Series Outdoor Housings or approved equal. The detection cameras
shall be Rainbow CCTV BL58D or approved equal. Video monitor shall be Rainbow CCTV
RMB92 or approved equal. Coaxial cable shall be 5 conductor cable ISDTEC X341667-00.
Cameras shall be installed where indicated on the plans or as directed by the Engineer. Final
adjustment will be done by the City of Auburn Traffic Signal Technician.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-33
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
8-20.3(18) AMERON POLES AND CROSSWALK SIGNS WITH
FLASHING LED New Section
The crosswalk signs, poles, pole foundations, luminaires, wiring and all other parts and
appurtenances, conduits, and messenger wires shall be provided and installed by the
Contractor for the mid-block crossings.
The installation of the special Ameron poles and flashing crosswalk signs with LED shall
include installing the custom street light poles with luminaires, attaching the signs to the
messenger cables, attaching the wires to the messenger cables per WSDOT Standard
Specification 8-20.3(7) (Messenger Cable, Fittings), and wiring the signs so the signs and
LED lights shall be continuously functioning (i.e. no photo cell).
The Contractor shall install the messenger cables per WSDOT Standard Specifications
Section 8-20.3(7) (Messenger Cable, Fittings) to allow for 6 ft of sag at the centerline of the
street.
See Section 8-20.2 (Materials) for material specifications for the mid-block crossings.
8-21 PERMANENT SIGNING
8-21.3 CONSTRUCTION REQUIREMENTS Supplement
Signs shall be manufactured and installed in accordance with the current edition of the
Washington State Sign Fabrication Manual of the Department of Transportation, and the
Manual on Uniform Traffic Control Devices, and all provisions of Section 9-28 (Signing
Materials and Fabrication). Code numbers on the plans are in reference to the Washington
State Sign Fabrication manual.
Roadside mounted signs shall be mounted on 1¾ inch square steel posts, per Standard Detail
No. TRAFFIC-55 (Typical Sign Post Installation). Signs located in sidewalks or paved areas
only shall be installed with Sono tubes per Standard Detail No. TRAFFIC-55 (Typical Sign
Post Installation). Relocated signs shall be installed on new posts unless otherwise specified.
Postholes shall allow placement of backfill around the post in accordance with the Standard
Detail No. TRAFFIC-55 (Typical Sign Post Installation).
8-22 PAVEMENT MARKING
8-22.1 DESCRIPTION Supplement
Before installing pavement markings the Contractor shall pre-mark the layout of all
channelization and receive approval from the Engineer. Pre-marks shall consist of painted
spot markings or temporary pavement marking tape. The Contractor shall notify the
Engineer of intention to receive approval of the channelization pre-mark at least 48 hours in
advance.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-34
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
8-22.2 MATERIALS Supplement
The preformed marking material shall be Pave-Mark Hydrocarbon or approved equal and
shall consist of white or yellow films with pigments selected and blended to conform to
standard highway colors through the expected life of the film. Glass beads shall be
incorporated to provide immediate and continuing retroreflection.
8-22.3 CONSTRUCTION REQUIREMENTS Supplement
Installation of pavement markings shall conform to Standard Detail Nos. TRAFFIC-35
(Lane-Use Pavement Marking Detail), TRAFFIC-36 (34’ Wide Roadway, Crosswalk and
Stop Bar Detail), TRAFFIC-37 (44’ Wide Roadway, Crosswalk and Stop Bar Detail),
TRAFFIC-38 (61’ Wide Roadway, Crosswalk and Stop Bar Detail), TRAFFIC-39 (2-Way
Left Turn Lane to Left Turn Lane), TRAFFIC-40 Pavement Markings (2-Lane 2-Way Traffic,
Left Turn Lane, 2-Way Left Lane and Standard Lane Markings), TRAFFIC-41 Pavement
Markings (2-Way Left Turn Lane with Left Turn Pocket), TRAFFIC-42 Pavement
Markings(Dual Left Turn Lanes and Dual Right Turn Lanes), TRAFFIC-43 Pavement
markings (Raised Pavement Marker (RPM), gore Center, Skip & Turn Lane Stripe),
TRAFFIC-44 Bicycle Lane Markings (Right Turn Lane Drop), TRAFFIC-45 Bicycle Lane
Markings (Right Turn Pocket), Traffic-58 (50’ wide Roadway, Crosswalk and Stop Bar
detail.
8-23 TEMPORARY PAVEMENT MARKINGS
8-23.1 DESCRIPTION Supplement
Temporary Pavement Markings shall only be used when the temporary striping is anticipated
to last less than 6 months. Phasing that will require temporary alignment longer than 6
months should install striping per Section 8-22 (Pavement Marking).
8-24 ROCK AND GRAVITY BLOCK WALL AND GABION
CRIBBING Replacement
8-24.1 DESCRIPTION
Where shown on the plans or where directed by the Engineer, the Contractor shall construct a
“Rockwall” four (4) feet or less in height in accordance with Standard Detail No.
GENERAL-04 (Rock Wall Detail), as directed by the Engineer, and as specified in this
document.
8-24.2 MATERIALS
Materials shall meet the requirements of the following sections of the Standard Specifications
or as noted.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-35
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Spall Backfill for Walls 9-13.1
Perforated PVC Underdrain Pipe 9-05.2(6)
Rock used for rock wall shall be sound, hard, durable, ledge rock of a uniform color and
obtained from a commercial quarry. Rock is to be free of seams, cracks, loose stratification
or other defects tending to destroy its resistance to weather. The rock shall have a density of
at least 145 pounds per cubic foot.
All rock sizes used in rock walls shall be as shown on the Standard Detail No. GENERAL-04
(Rock Wall Detail). All two-man rocks (200-600 pounds) shall be a minimum of 12 inches
in the least dimension. All three-man rocks (600-1,000 pounds) shall be a minimum of 18
inches in the least dimension.
8-24.3 CONSTRUCTION REQUIREMENTS
The rock wall shall be constructed one course at a time. Rock selection and placement shall
be such that at least 80% of the exposed face of the wall is rock.
Each horizontal row of rocks shall be seated and bedded by placing the specified backfill
behind the rock to provide a stable condition for the entire wall. Each rock shall be keyed
into adjacent rocks by utilizing the natural irregular shapes of the rocks. Voids larger than 2
inches shall be filled by wedging smaller rock of the same quality into the voids until the
maximum remaining void is 2 inches or less.
8-30 WOOD FENCE AND GATES New Section
8-30.1 DESCRIPTION
This work shall consist of installing new “Wood Fence” and “Wood Gate” where shown and
as detailed on the plans as directed by the Engineer.
8-30.2 CONSTRUCTION REQUIREMENTS
All work shall be in accordance with the applicable portions of Section 6-04 (Timber
Structures), 8-11 (Guardrail), 8-12 (Chain Link Fence and Wire Fence), 9-06 (Structural Steel
and Related Materials), 9-09 (Timber and Lumber), and 9-16 (Fence and Guardrail) of the
Standard Specifications and these Special Provisions.
All lumber shall be Douglas fir Surfaced four side (S4S), Number 1 Structural per Western
Lumber Grading Rules unless otherwise noted. All lumber shall be pressure treated with
ChemoniteTM or approved equivalent per AWPB-LP22. Fencing boards shall be tight knot
western red cedar, Number 2 or better.
Metal fabrications, fasteners and hardware shall be in accordance with Section 9-06.22
(Bolts, Washers, and Other Hardware) of Standard Specifications.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-36
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Nail fasteners shall be galvanized standard wire nails.
Concrete shall be Cement Concrete Class 3000 in accordance with Section of 6-02 (Concrete
Structures) of the Standard Specifications.
8-31 COLORED STAMPED CONCRETE New Section
8-31.1 DESCRIPTION
This work consists of constructing colored concrete flatwork and applying a stamped finish
pattern in accordance with the Contract Documents.
8-31.2 MATERIALS
Materials shall meet the requirements of the following sections:
Portland Cement 9-01
Aggregates 9-03
Premolded Joint Filler 9-04.1
Concrete Curing Materials and Admixtures 9-23
8-31.3 CONSTRUCTION REQUIREMENTS
Stamped concrete for median islands shall be air entrained concrete Class 3000 in accordance
with the requirements of Section 6-02.
Solomon Liquid Colors Inc. colorant (Solomon Colors, PO Box 8288, Springfield, Illinois
62791. Phone (800) 624-0261 / (217) 522-3112. Fax (800) 624-3147 / (217) 522-3145.
Web Site www.solomoncolors.com. E-Mail sgs@solomoncolors.com.), or Engineer
approved equivalent, shall be added to the concrete mixture per the following specifications:
Colorant Material Specifications:
Color: ColorFlo Liquid Color
Name: Dark Redwood
Number: 489
Compliance: ASTM C 979.
Material: Predispersed iron oxide pigments containing high pigment solids in
aqueous base liquid.
Produce uniform and consistent color.
Permanent, inert, stable to atmospheric conditions, sunfast, weather resistant,
alkali resistant, water insoluble, lime proof, and nonbleeding.
Free of deleterious fillers and extenders.
Particle Size: 95 to 99 percent minus 325 mesh.
Specific Gravity: 1.9 to 2.0.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-37
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Color Mixing Specifications:
Mixer shall be loaded to a minimum of 40% capacity to ensure good color
suspension.
The mix design shall be consistent and the water cement ratio shall be
maintained with a maxiumum 4” slump.
The Contractor shall reverse the drum, bringing the concrete to the back of the
truck, prior to adding color to the ready mix truck.
The Contractor shall mix the concrete at high speed for a minimum of 5
minutes before pouring concrete.
Calcium chloride shall not be permitted in the concrete mix, as it causes
discoloration.
Forms shall be as specified in Section 8-14.3(2).
8-31.3(1) STAMPING
While the initially finished concrete is plastic, the Contractor shall accurately align and place
stamp “skins” or semi rigid mats in sequence and changing direction of patterns as necessary
to produce the pattern shown in the Plans. The Contractor shall uniformly load mats and
press into concrete to produce the required imprint pattern and depth of imprint on the
concrete surface. The Contractor shall remove the stamp mats immediately. The Contractor
shall hand stamp edges and surfaces unable to be imprinted by stamp mats.
The Contractor shall utilize a stamping template that matches the pattern specified in the
Plans. Upon completion, the patterned area shall be checked for proper depth of print. 98%
of the stamped area shall have an imprint depth of 1/4 inch. If any sample areas have an
imprint depth that is less than 1/4 inch, those areas shall be re-stamped prior to applying the
coatings. The stamped pattern shall be neat, with clean lines and intersections.
END OF DIVISION 8
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-1
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
9-03 AGGREGATES
9-03.8(7) HMA TOLERANCES AND ADJUSTMENTS Revision
Item 1 is deleted and replaced with:
(May 25, 2006 APWA GSP)
1. Job Mix Formula Tolerances. After the JMF is determined as required in 5-04.3(7)A,
the constituents of the mixture at the time of acceptance shall conform to the following
tolerances:
Nonstatistical Commercial
Evaluation Evaluation
Aggregate, percent passing
1”, ¾”, ½”, and 3/8” sieves ±6% ±8%
U.S. No. 4 sieve ±6% ±8%
U.S. No. 8 sieve ±6% ±8%
U.S. No. 200 sieve ±2.0% ±3.0%
Asphalt Binder ±0.5% ±0.7%
These tolerance limits constitute the allowable limits as described in Section 1-06.2. The
tolerance limit for aggregate shall not exceed the limits of the control points section, except
the tolerance limits for sieves designated as 100% passing will be 99-100. The tolerance
limits on sieves shall only apply to sieves with control points.
9-04 JOINT AND CRACK SEALING MATERIALS
9-04.1(2) PREMOLDED JOINT FILLER FOR EXPANSION JOINTS Revision
(January 7, 2008 WSDOT Amendment)
This section is revised to read:
Pre-molded joint filler for use in expansion (through) joints shall conform to either AASHTO
M 213 Specifications for “Preformed Expansion Joint Fillers for Concrete Paving and
Structural Construction” except the requirement for water absorption is deleted, or ASTM D
7174 Specifications for “Preformed Closed-Cell Polyolefin Expansion Joint Fillers for
Concrete Paving and Structural Construction.”
9-05 DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS
9-05.7(1) PLAIN CONCRETE STORM SEWER PIPE Supplement
Concrete storm drainpipe shall conform to ASTM C14 Class 3.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-2
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
9-05.7(2) REINFORCED CONCRETE STORM SEWER PIPE Supplement
Reinforced concrete storm drainpipe shall conform to ASTM C76, Class IV.
9-05.13 DUCTILE IRON SEWER PIPE Revision
Delete the first sentence of the last paragraph and replace it with the following:
All fittings shall be ductile. All joints including fittings shall be push-on rubber
gasket joints. Mechanical joints shall not be used.
9-05.15(1) MANHOLE RING AND COVER Supplement
Castings for manhole rings and covers and Catch Basin Type II shall conform to Standard
Detail No. SEWER-04 (24” Diameter Manhole Frame and Cover) in Appendix A of this
document. Castings for manhole rings shall be gray iron or ductile iron and covers shall be
ductile iron.
9-05.15(2) METAL FRAME, GRATE, AND SOLID METAL COVER
FOR CATCH BASINS OR INLETS Supplement
Metal frames, grates and solid metal covers for catch basins or inlets shall conform to
WSDOT Standard Plan Nos. B-30.10-00, B-30.20-01, B-30.30-00, and B-30.50-00 unless
otherwise specified. Castings for metal frames shall be gray iron or ductile iron and covers
and grates shall be ductile iron. Solid Metal Covers shall conform to Standard Detail No.
SEWER-04 (24” Diameter Manhole Frame and Cover).
9-05.21 HIGH DENSITY POLYETHYLENE PIPE (HDPE) New Section
High Density Polyethylene Pipe (HDPE) and fittings shall be manufactured from Phillips
Marlex TR-480 feedstock resin. The resin shall have a cell class that is a high density, high
molecular weight, and meets the criteria for a Type III, Class C, Category 5, grade P34 piping
material in accordance with ASTM D-1248.
The pipe shall meet the Plastic Pipe Institute recommended hydrostatic basis of 1600 psi at
23 degrees centigrade and 800 psi at 60 degrees centigrade based on TR/3 as derived from
ASTM D-2837 test methodology.
The polyethylene material designation code is PE 3408 CDD.
The pipe and fittings shall meet ASTM D3350 and have a cell classification of PE 345434C.
Dimensions and workmanship shall be as set forth in ASTM F714.
High Density Polyethylene Pipe (HDPE) and fittings shall be Driscopipe 1000 or equal.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-3
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9-06 STRUCTURAL STEEL AND RELATED MATERIALS
9-06.5(5) BOLT, NUT, AND WASHER SPECIFICATIONS New Section
The following referenced specifications are applicable as modified by these Specifications:
Application AASHTO Specification ASTM Specification
Unfinished Bolts and
Machine Bolts A 307 Grade A, B
High Strength Bolts M 164 Type 1, 2, 3 A 325 Type 1, 3
for Structural Joints M 253 Type 1, 2, 3 A 490 Type 1, 2, 3
Large Diameter High
Strength Bolts A 354 Grade BD
Anchor Bolts M 164 A 449 Type 1, 2
Nuts – Structural M 291 Grade C, DH, A 563 Grade C, DH,
Steel Bolts C3, DH3 C3, DH3
M 292 Grade 2H A 194 Grade 2H
Nuts – ASTM A 307
Bolts A 563
Washers – High
Strength Bolts M 293 F 436
Washers – ASTM A 307
Bolts F 844
Direct Tension Indicator F 959
Galvanizing M 232 A 153
M 298 Class 55 B 695 Class 55
9-09 TIMBER AND LUMBER
9-09.1 GENERAL REQUIREMENTS Revision
(January 7, 2008 WSDOT Amendment)
This section is revised to read:
All timber and lumber shall be sized as indicated in the Plans.
All timber and lumber to be painted shall be surfaced on all sides. All timber and lumber to
be painted shall be thoroughly air or kiln dried to an equilibrium moisture content and shall
be stored in such a manner as to remain in a thoroughly dry condition until placed into the
work.
9-09.2 GRADE REQUIREMENTS Revision
(January 7, 2008 WSDOT Amendment)
This section is revised to read:
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-4
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Timber and lumber shall conform to the grades and usage listed below.
Timber and lumber shall be marked with a certified lumber grade stamp provided by one of
the following agencies:
West Coast Lumber Inspection Bureau (WCLIB)
Western Wood Products Association (WWPA)
Pacific Lumber Inspection Bureau (PLIB)
Any lumber grading bureau certified by the American Lumber Standards Committee
For structures, all material delivered to the project shall bear a grade stamp and have a
grading certificate. The grade stamp and grading certificate will not constitute final
acceptance of the material. The Engineer may reject any or all of the timber or lumber that
does not comply with the specifications or has been damaged during shipping or upon
delivery. The grading certificate shall be issued by either the grading bureau whose stamp is
shown on the material, or by the lumber mill, which shall be under the supervision of one of
the grading bureaus listed above. The certificate shall include the following:
Name of the mill performing the grading
The grading rules being used
Name of the person doing the grading with current certification
Signature of a responsible mill official
Date the lumber was graded at the mill
Grade, dimensions, and quantity of the timber or lumber
For Guardrail Posts and Blocks, Sign Posts, Mileposts, Sawed Fence Posts, and Mailbox
Posts, the material delivered to the project shall either bear a grade stamp on each piece or
have a grading certificate as defined above. The grade stamp or grading certificate shall not
constitute final acceptance of the material. The Engineer may reject any or all of the timber or
lumber that does not comply with the specifications or has been damaged during shipping or
upon delivery.
9-09.2(1) SURFACING AND SEASONING Revision
(January 7, 2008 WSDOT Amendment)
This section including title is revised to read:
9-09.2(1) STRUCTURES Revision
All timber and lumber for structures shall be Douglas Fir-Larch unless specified otherwise in
the contract, and shall conform to the following:
Materials 2” to 4” nominal
thick, 5” nominal and wider
No. 1 and better, grade
(Section 123-b of WCLIB)
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-5
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(Structural Joists and Planks) or
(Section 62.11 of WWPA)
Materials 5” nominal and
thicker (Beams and Stringers)
No. 1 and better, grade
(Section 130-b of WCLIB)
or
(Section 70.11 of WWPA)
Timber lagging for soldier pile walls shall be Douglas Fir-Larch, grade No. 2 or better or
Hem-Fir No. 1.
When the material is delivered to the project, the Engineer will check the order for the
appropriate grade stamp. The invoice and grading certificate accompanying the order must be
accurate and complete with the information listed above. The grading certificate and grade
markings shall not constitute final acceptance of the material. The Engineer may reject any or
all of the timber or lumber that does not comply with the specifications or has been damaged
during shipping or upon delivery.
9-09.2(2) VACANT Revision
(January 7, 2008 WSDOT Amendment)
This section including title is revised to read:
9-09.2(2) GUARDRAIL POSTS AND BLOCKS Revision
Timber and lumber for guardrail posts and blocks (classified as Posts and Timbers) shall
conform to the species and grades listed below.
Douglas Fir No. 1 and better, grade (Section 131-b WCLIB)
or (Section 80.11 WWPA)
Hem Fir Select Structural, grade (Section 131-a WCLIB)
or (Section 80.10 WWPA)
Southern Yellow
Pine
No. 1 and better, grade (Southern Pine Inspection
Bureau)
When the material is delivered to the project, the Engineer will check the order for the
appropriate grade stamp. The grade markings shall not constitute final acceptance of the
material. The Engineer may reject any or all of the timber or lumber that does not comply
with the specifications or has been damaged during shipping or upon delivery.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-6
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9-09.2(3) INSPECTION Replacement
(January 7, 2008 WSDOT Amendment)
This section including title is replaced with the following:
9-09.2(3) SIGN POSTS, MILEPOSTS, SAWED FENCE POSTS, AND MAILBOX
POSTS
The allowable species of timber and lumber for signposts, and mileposts shall be Douglas
Fir-Larch or Hem Fir. Timber and lumber for sawed fence posts and mailbox posts shall be
Western Red Cedar, Douglas Fir-Larch, or Hem Fir.
Sign posts, mileposts, sawed fence posts, and mailbox posts shall conform to the grades
shown below.
4” × 4” Construction grade (Light Framing,
Section 122-b WCLIB) or (Section 40.11 WWPA)
4” × 6” No. 1 and better, grade (Structural Joists and
Planks, Section 123-b WCLIB) or (Section 62.11
WWPA)
6” × 6”, 6” × 8”, 8” ×
10”
No. 1 and better, grade (Posts and Timbers,
Section 131-b WCLIB) or (Section 80.11 WWPA)
6” × 10”, 6” × 12” No. 1 and better, grade (Beams and Stringers,
Section 130-b WCLIB) or (Section 70.11 WWPA)
9-14 EROSION CONTROL AND ROADSIDE PLANTING
9-14.1 SOIL
9-14.1(1) TOPSOIL TYPE A Supplement
The topsoil shall be a loamy sandy loam textural class as determined by the U.S. Department
of Agriculture Classification System, free from materials toxic to plant growth, noxious weed
seeds, rhizomes, roots, subsoil, and debris. The contractor shall furnish sufficient quantities
of topsoil for placement in all seeding areas (4 inch depth topsoil) and planting areas (6 inch
depth topsoil) and for tree and shrub planting soil requirements, plus a reserve quantity for
restoring additional areas outside designated planting and seeding areas that are disturbed by
the Contractor’s activities.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-7
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9-14.1(3) TOPSOIL TYPE C Supplement
In addition to the “Standard Specifications”, the small tree/brush stumps and roots shall be
removed and topsoil shall contain no more than two percent (2%) aggregate by weight
remaining on a ½ inch sieve.
9-14.4 MULCH AND AMENDMENTS Supplement
Specific topsoil amendment and fertilizer specification for the plant types specified on the
plans shall be as per a certified soils laboratory recommendations from, representative topsoil
samples furnished by the Contractor to the approved Soils Laboratory.
9-14.4(3) BARK OR WOOD CHIPS Supplement
Bark chip mulch shall be standard commercial product, fine ground bark mulch with a
minimum of 95 percent of the material passing through a 1 and ½ inch sieve and no more
than 55 percent, by loose volume passing through a ¼ inch sieve. Submit sample for
approval before delivery to the job site. Bark shall be ground fir or hemlock bark of uniform
color, free from weed seeds, sawdust and splinters, and shall not contain resin, tanning, wood
fiber or other compounds detrimental to plant life. Source shall be from freshwater mill.
Sawdust shall not be used as mulch.
9-14.4(7) TACKIFIER Revision
The first sentence in the first paragraph is deleted.
9-14.6(3) HANDLING AND SHIPPING Revision
The last sentence in the sixth paragraph is deleted.
9-14.6(4) TAGGING Supplement
All plant material except groundcover shall be legibly tagged. Tagging may be by specie or
variety with minimum of one tag per 10 trees or shrubs.
9-14.6(5) INSPECTION Supplement
Samples may be submitted to the Engineer for approval as to size, grade, and overall
specifications. The Contractor shall notify the Engineer twenty-four (24) hours in advance of
all plant materials delivered to the project.
9-14.6(6) SUBSTITUTION OF PLANTS Revision/Supplement
The second paragraph is revised to read:
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-8
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Container or balled and burlapped plant material may be substituted for bare root plant
material. Container grown plant material may be substituted for balled and burlapped plant
materials. When substitution is allowed, use current ASNS standards to determine the correct
rootball volume (container or balled and burlapped) of the substituted material that
corresponds to that of the specified material. These substitutions shall be approved by the
Engineer and be at no cost to the Contracting Agency.
If non-availability is claimed by the Contractor and the Engineer provides a normal market
source located in the Pacific Northwest, the Contractor shall compensate the Engineer at a
rate of eighty-five dollars $85.00 per hour, not to exceed five hundred dollars $500.00 plus
costs incurred for long distance phone.
9-14.6(7) TEMPORARY STORAGE Revision/Supplement
The third paragraph is revised to read:
Cuttings shall continually be shaded and protected from wind. Cuttings must be protected
from drying at all times and shall be heeled into moist soil or other insulating material or
placed in water if not installed within 8 hours of cutting. Cuttings to be stored for later
installation shall be bundled, laid horizontally, and completely buried under 6 inches of
water, moist soil or placed in cold storage at a temperature of 34 F and 90% humidity.
Cuttings that are not planted within 24 hours of cutting shall be soaked in water for 24 hours
prior to planting. Cuttings taken when the temperature is higher than 50oF shall not be stored
for later use. Cuttings that already have developed roots shall not be used.
The fourth paragraph is deleted.
Temporary storage directly on paved areas without insulation between plants and pavement
will not be permitted.
All plants that must be stored longer than one month shall be planted in nursery rows and
maintained by the Contractor at his expense.
9-15 IRRIGATION SYSTEM
9-15.1(2) POLYVINYL CHLORIDE PIPE AND FITTINGS Supplement
The triple-swing joint assembly shall be constructed as detailed with Schedule 80 PVC
nipples and “Marlex” street ells as manufactured by “LASCO Fluid Distribution Products” or
approved equal.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-9
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
9-15.3 AUTOMATIC CONTROLLERS Supplement
Controller shall be Weathermatic Valcon SL Series Controller with Remote Control
Technology “FLM” Series Connector installed at controller for remote control operation from
the City of Auburn central control station.
The automatic controller electrical enclosure shall be a Metered Cold Rolled Steel Vandal
Resistant enclosure #SB-24CR/120V with CSA controller subassembly. Enclosure shall be
installed on a concrete base and shall be prime-coated and painted with baked enamel finish;
dark green color as selected by the Engineer as manufactured by “V.I.T. Product, Inc” or
approved equal.
9-15.5 VALVE BOXES AND PROTECTIVE SLEEVES Supplement
Install a gravel sump at the bottom of each valve box.
The automatic control boxes shall be Model No. 1320 valve box with locking cover, and
extensions as required as manufactured by “Carson Industries, Inc.” or approved equal
9-15.6 GATE VALVES Supplement
The gate valve boxes shall be 5 and ¼ inch Roadway Valve Box #111129-03 with cast iron
“Water” cover #111026 as manufactured by “Ametek” or approved equal.
9-15.7(2) AUTOMATIC CONTROL VALVES Supplement
Automatic control valves shall be Weathermatic 8200CR brass valves capable of
communicating with the controller. Size as noted on drawing.
9-15.8 QUICK COUPLING EQUIPMENT Supplement
The quick coupler valves shall be Buckner QB5LRC10 quick coupling valves with RC25001
valve keys or approved equal. Quick coupler valves shall be installed at the point of
connection at the end of the main line, and at each cluster of automatic control valves.
The quick coupling valve boxes shall be Model 910-12B 10 inch Round Valve Box with
locking green top extensions as manufactured by “Carson Industries, Inc.” or approved equal.
9-15.9 DRAIN VALVES Supplement
Drain valves shall be 1 inch diameter.
The drain valve box shall be 5 and ¼ inch Roadway Valve Box #111129-03 with cast iron
“Water” cover #111026 as manufactured by “Amtek” or approved equal.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-10
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9-15.11 CROSS CONNECTION CONTROL DEVICES Supplement
The Double check valve assembly shall be a 1 inch Febco 805Y or approved equal.
The Double-Check Valve Backflow Assembly Vault shall be a No. 25-TA Concrete Vault
with Locking Metal Cover as manufactured by PIPE, Incorporated or approved equal.
9-15.17 ELECTRICAL WIRE AND SPLICES Supplement
Electrical wire shall be #14 UF wire. Utilize 3MTM DBY Splice kits. Do not splice or
connect wires outside of valve boxes. Coil 3 feet length of wire at each connection.
Provide four (4) extra valve wires (yellow) routed from the controller through each valve box
to the farthest valve.
9-15.18 DETECTABLE MARKING TAPE Supplement
Detectable marking tape shall be 3-inch wide detectable tape on main lines only.
9-16 FENCE AND GUARDRAIL
9-16.1(1)A POST MATERIAL FOR CHAIN LINK FENCE Supplement
(January 7, 2008 WSDOT Amendment)
The first paragraph is supplemented with the following:
• Round Post Material
Round post material shall be Grade 1 or 2.
• Roll Form Material
Roll-formed post material shall be Grade 1.
Roll-formed end, corner, and pull posts shall have integral fastening loops to
connect to the fabric for the full length of each post. Top rails and brace rails shall
be open rectangular sections with internal flanges as shown in ASTM F1043.
The Round Post Material and Roll Form Material information following the third
paragraph is deleted.
9-16.1(1)B CHAIN LINK FENCE FABRIC Revision
(January 7, 2008 WSDOT Amendment)
The first paragraph is revised to read:
Chain link fabric shall consist of 11 gage wire for chain link fence Types 3, 4, and 6, and 9
gage wire for chain link fence Type 1. The fabric shall be zinc-coated steel wire conforming
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-11
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to AASHTO M 181, Class C. Zinc 5-percent Aluminum-Mischmetal alloy meeting the
requirements of ASTM B 750 may be substituted for zinc coating (hot-dipped) at the
application rate specified by ASSHTO M 181 for hot-dip zinc coating. Coating for chain link
fence fabric shall meet the requirements of ASTM A 817 with minimum weight of coating of
uncoated wire surface 1.0 oz/sq ft (305 g/m2).
9-16.1(1)C TENSION WIRE Revision
(January 7, 2008 WSDOT Amendment)
This section including title is revised to read:
9-16.1(1)C TENSION WIRE AND TENSION CABLE Revision
Tension wire shall meet the requirements of AASHTO M 181. Tension wire galvanizing
shall be Class 1.
Tension cable shall meet the requirements of Section 9-16.6(5).
9-16.1(1)D FITTINGS AND HARDWARE Supplement
(January 7, 2008 WSDOT Amendment)
Fabric bands and stretcher bars shall meet the requirements of Section 9-16.6(9).
Thimbles, wire rope clips, anchor shackles, and seizing shall meet the requirements of
Section 9-16.6(6).
9-16.1(1)E CHAIN LINK GATES Revision
(January 7, 2008 WSDOT Amendment)
The first sentence in the first paragraph is revised to read:
Gate frames shall be constructed of not less that 1 1/2-inch (I.D.) galvanized pipe conforming
to AASHTO M 181 Type I, Grade 1 or 2 as specified in Section 9-16.1(1)A.
The fourth sentence in the first paragraph is revised to read:
All welds shall be ground smooth and painted with an A-9-73 galvanizing repair paint or
A-11-99 primer meeting the requirements of Section 9-08.2.
9-16.2(1)A STEEL POST MATERIAL Revision
(January 7, 2008 WSDOT Amendment)
The reference to “hot dip galvanized” in the first sentence in the second paragraph is revised
to “galvanized”.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-12
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9-16.3(2) POSTS AND BLOCKS Revision
(January 7, 2008 WSDOT Amendment)
The first sentence in the second paragraph is revised to read:
Timber posts and blocks shall conform to the grade specified in Section 9-09.2(2).
9-16.3(3) GALVANIZING Revision
(January 7, 2008 WSDOT Amendment)
The first sentence in the first paragraph is revised to read:
W-beam or thrie beam rail elements and terminal sections shall be galvanized in accordance
with AASHTO M-180, Class A, Type 2, except that the rail shall be galvanized after
fabrication, with fabrication to include forming, cutting, shearing, punching, drilling,
bending, welding, and riveting.
9-16.3(4) HARDWARE Revision
(January 7, 2008 WSDOT Amendment)
This section is revised to read:
Unfinished Bolts (ordinary machine bolts), nuts, and washers for High Unfinished Bolts,
shall conform to 9-06.5(1). High Strength bolts, nuts, and washers for High Strength Bolts
shall conform to 9-06.5(3).
Unfinished bolts will be accepted by field verification and documentation that bolt heads are
stamped 307A. The Contractor shall submit a manufacturer’s certificate of compliance per 1-
06.3 for high strength bolts, nuts, and washers prior to installing any of the hardware.
9-16.3(5) ANCHORS Revision
(January 7, 2008 WSDOT Amendment)
The reference to “hot dip galvanized” in the tenth paragraph is revised to “galvanized”.
9-16.4(2) WIRE MESH Revision
(January 7, 2008 WSDOT Amendment)
The reference to “hot dip galvanized” in the second sentence in the third paragraph is revised
to “galvanized”.
9-16.6(2) GLARE SCREEN FABRIC Revision
(January 7, 2008 WSDOT Amendment)
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-13
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The reference to “A 491” in the second sentence in the first paragraph is revised to “ASTM A
491”.
9-16.6(3) POSTS Revision
(January 7, 2008 WSDOT Amendment)
The first paragraph is revised to read:
Line posts for Type 1 glare screen shall be 1 1/2-inches by 1 7/8-inches galvanized steel H
column with a minimum weight of 2.8 pounds per linear foot. Line posts for Type 2 glare
screen shall be 1 5/8-inches by 2 1/4-inches galvanized steel H column with a minimum
weight of 4.0 pounds per linear foot, or 2-inch inside diameter galvanized steel pipe with a
nominal weight of 3.65 pounds per linear foot provided only one type shall be used on any
one project.
The first paragraph is supplemented with the following:
End, corner, brace, and pull posts for Type 1 Design A shall be 1 1/2-inches by 1 7/8-inches
steel H column with a minimum weight of 2.8 pounds per linear foot.
The first sentence in the second paragraph is revised to read:
End, corner, brace, and pull posts for Type 1 Design B and Type 2 shall be 2-inch inside
diameter galvanized steel pipe with nominal weight of 3.65 pounds per linear foot.
The reference to “hot dip galvanized” in the third sentence in the second paragraph is revised
to “galvanized”.
The first two sentences in the fifth paragraph are revised to read:
All posts shall be galvanized in accordance with AASHTO M 181, Section 32. The
minimum average zinc coating is per square foot of surface area.
9-16.6(5) CABLE Revision
(January 7, 2008 WSDOT Amendment)
The reference to “hot dip galvanized” is revised to “galvanized”.
9-16.6(6) CABLE AND TENSION WIRE ATTACHMENTS Revision
(January 7, 2008 WSDOT Amendment)
The reference to “hot dip galvanized” in the first sentence in the first paragraph is revised to
“galvanized”.
The third sentence in the first paragraph is deleted.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-14
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9-16.6(9) FABRIC BANDS AND STRETCHER BARS Revision
(January 7, 2008 WSDOT Amendment)
The reference to “hot dip galvanized” is revised to “galvanized”.
9-16.6(10) TIE WIRE Replacement
(January 7, 2008 WSDOT Amendment)
This section including title is replaced with the following:
9-16.6(10) TIE WIRE AND HOG RINGS Revision
Tie wire shall be 9 gage aluminum wire complying with the ASTM B 211 for alloy 1100 H14
or 9 gage galvanized wire meeting the requirements of AASHTO M 279. Galvanizing shall
be Class 1.
Hog rings shall be 12 gage galvanized steel wire.
9-16.8(1) RAIL AND HARDWARE Revision
(January 7, 2008 WSDOT Amendment)
The word “Composition” following the first paragraph is deleted.
9-22 MONUMENT CASES
9-22.1 MONUMENT CASES, COVERS AND RISERS Supplement
Castings shall be in accordance with Standard Detail No. TRAFFIC-22 (Monument Case and
Cover).
9-28 SIGNING MATERIALS AND FABRICATION
9-28.14(2) STEEL STRUCTURES AND POSTS Supplement
Pavement marker adhesive shall be “Stemsonite Bituminous Adhesive #2202031” or
approved equal supplied in 55-pound factory labeled packages and installed in strict
accordance with the manufacturers recommendations.
9-29 ILLUMINATION, SIGNAL, ELECTRICAL
9-29.1 CONDUIT, INNERDUCT, OUTERDUCT Supplement
Street light conduit shall be rigid hot-dipped galvanized steel or Schedule 40 PVC-ASTM
D1785, as shown on the plans. All galvanized conduit ends shall have galvanized OZ
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-15
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
Gedney insulated grounding bushings with solderless lugs attached to the bushing by an
Allen screw. Kopr-Shield shall be applied to the threads of steel conduit. PVC conduit ends
shall have Bell End PVC Bushings.
9-29.2 JUNCTION BOXES Supplement
Junction Boxes shall have a galvanized lid, with bonding screw. J-Boxes shall bear the
legend “LT” “TS”, “INTC”, “ITS” for the fiber optic cable, and “TS” and “LT” if jointly
used. J-Boxes shall be Fogtite or approved equal and conform to WSDOT Standard Plan No.
J-40.10-00. Type III junction boxes shall be dual lid. All J-boxes including Type 1 shall be
locking with a Penta Head bolt per Fogtite or approved equal.
9-29.3 CONDUCTORS, CABLE Supplement
Illumination
Wire conductors for underground feeder runs and for circuitry from the in-line fuse in the
poles to the junction box shall be 600 volts (minimum rated at 75 degree C) # 8 AWG single
conductor stranded-copper, U.S.E. insulated, in accordance with the Insulated Power Cable
Engineer's Association Specifications. SPEC 2150.
Wire conductors inside the pole from the ballast to the in-line fuse, shall be 600 volt, ROME
pole and bracket cable, 2 conductor, stranded-copper No. 10, Type HMW grade or better.
Conductor insulation shall consist of a 45-mil polyvinyl chloride with a 95-mil polyethylene
jacket.
Single conductors for street lighting shall be stranded copper with insulation conforming to
USE 600 volt minimum rated at 75 degree C and shall be color-coded in a consistent manner
throughout the project.
A three-wire electrical service shall be used at 120/240 volts. The contractor shall have the
service inspected by the Department of Labor and Industry and coordinated with the Power
Company to have the service installed.
Overhead electrical service shall be brought to the load center through a conduit riser with a
weather head on the service pole.
Traffic Signals
2. Signal Cable shall have stranded copper conductors and shall conform to IMSA Spec
No 20-1.
7. Loop Lead-In Cable shall be #14 AWG and Pedestrian Push Button cable shall be,
#14 AWG, two conductor stranded copper, twisted approximately two turns per foot.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-16
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The conductors shall be covered with a foil shield and protected with an outer jacket.
The cable shall conform to IMSA Spec. No. 50-2.
8. Detector Loop Wire (sawcut) shall be No. 14 AWG class B stranded copper wire with
cross-linked polyethylene type USE insulation and conform to IMSA Spec. 51-3.
10. The detector lead-in cable for EVP shall be 3M Opticom Model 138 shielded detector
cable or approved equal. No splicing will be allowed between the detector and the
controller cabinet.
11. Signal Cable shall be copper or fiber as shown in the plans. For Copper the traffic
signal interconnect system shall conform to REA Spec. PE-38 (self-supporting
combination signal cable and messenger cable). The signal cable shall consist of 12
pair No. 19 AWG conductors. Clifford Inc. part no 12P19-B1ALPB or approved
equal. For Fiber optic cable, the cable shall be single mode all dielectric gel free
loose tube fiber with a minimum of 48 count.
9-29.6(1)B LIGHTING & SIGNAL STANDARDS & DAVIT ARMS New Section
Lighting Standards
All lighting standards furnished and installed under this contract shall be aluminum, davit-
style units in accordance with Section 9-29.6 (Light and Signal Standard) of the Standard
Specifications and these special provisions.
Mounting heights for light fixtures shall be 35 feet, or as noted on the plans.
The davit-style bracket arm shall have a nominal length as shown in the Design Standards,
measured from the centerline of the shaft, with a radius of 5 feet, 9 inches.
Lighting standards shall have 2 through-bolts where the davit arm intersects the pole per
Standard Detail No. TRAFFIC-49 (Luminare Pole).
All poles and bracket arms shall be designed for the street lighting luminaire with a minimum
weight of 50 pounds and to withstand pressures caused by wind loads of 100-miles per hour
with a gust factor of 1.3.
All poles to be furnished shall maintain a minimum safety factor of 4.28 on yield strength of
weight load and 2.33 for basic wind pressure. All materials shall be natural polished
aluminum color.
The shafts shall be provided with a 4 inch x 6 inch (minimum dimensions) non-flush
handhole near the base designed to prevent loss of shaft strength and provided with matching
metal covers secured with stainless steel hex-head screws or bolts. The handholes shall be
located near the base and on the side of the shaft opposite approaching traffic. A grounding
nut or provision in the handhole frame for accommodating a threaded bolt for the purpose of
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-17
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
attaching a grounding connector shall be provided on the inside of the shaft. After
fabrication, the handhole shall have the mechanical strength of not less than the temper of the
material utilized for the manufacturer of the pole.
All shafts shall be round and tapered
All bolts, nuts, screws, and washers, but not including anchor bolts and unless otherwise
specifically designated herein, shall be stainless steel.
SPECIALIZED DOWNTOWN LIGHTING
Mounting heights for light fixtures shall be as shown on the plans and per Standard Details
TRAFFIC-61 (Downtown Pedestrian Lighting Standard) and TRAFFIC-61a (Downtown
Pedestrian Pole Mount Lighting Standard) and TRAFFIC-63 (Downtown Street Lighting
Standard).
All poles shall have standard aggregate, “Buff” color cement and finish #313, a clear acrylic
sealcoat applied per the manufacturer’s standard method. Finish shall be exposed.
All poles shall be designed for the street lighting luminaire with a minimum weight of 50
pounds and to withstand pressures caused by wind loads of 100-miles per hour with a gust
factor of 1.3.
All poles to be furnished shall maintain a minimum safety factor of 4.28 on yield strength of
weight load and 2.33 for basic wind pressure.
The shafts shall be provided with a handhole near the base designed to prevent loss of shaft
strength and provided with covers secured with stainless steel hex-head screws or bolts. The
handholes shall be located near the base and on the side of the shaft opposite approaching
traffic. A grounding nut or provision in the handhole frame for accommodating a threaded
bolt for the purpose of attaching a grounding connector shall be provided on the inside of the
shaft.
All shafts shall be round and tapered.
The poles shall be plumb with no shims. The poles shall be plumbed on leveling nuts
secured to the anchor bolts and locking nuts on top of the base flange. The side of the shaft
opposite the load shall be plumbed using the leveling nuts or as directed by the Engineer.
All bolts, nuts, screws, and washers, but not including anchor bolts and unless otherwise
specifically designated herein, shall be stainless steel.
All luminaire standards shall be labeled. The labeling shall consist of a 3 inch x 4 inch, 0.080
gauge aluminum plate epoxied to the curb side of the pole 18 inches above the base plate.
The numbers shall be 2 inches, non-reflective, black Series "C" pressure sensitive and shall
be mounted to the aluminum plate.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-18
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DOWNTOWN STREET LIGHT STANDARDS:
All street light standards shall be constructed in conformance with Standard Detail No.
TRAFFIC-63 (Downtown Street Lighting Standard).
Concrete luminaire standards shall be provided where shown on the plans. The standard
shall be round, tapered pre-stressed concrete, anchor base spun hollow standards machine
made in steel molds by the centrifugal process. Cast-in threaded inserts shall be provided for
attachment of the street lighting luminaire and this detail shall be coordinated with the
luminaire manufacturer to ensure that the mounting bolts match the centers of the standard.
Aggregate shall be standard conforming to ASTM C33 and shall be uniformly graded from a
maximum size of ½ inch to 5% passing a #100 sieve. Cement shall conform to ASTM C150
Type I or Type III as the manufacturer selects. Water shall not contain quantities of alkalis,
oil or organic matter which shall be harmful to the quality of the concrete. Pre-stressing wire
shall conform to the ASTM A82 and reinforcing bar to ASTM A615. Reinforcing shall be
placed to assure that no cracking shall occur during normal handling. The minimum opening
for the raceway shall be 2 inches x 7 inches and the concrete cover over the pre-stressing wire
shall not be less than ½ inch.
The standard shall be cured with low pressure steam (175° F. maximum) for as long as
needed to reach a minimum compressive strength of 3500 psi before transfer of the pre-
stressing force.
A minimum 28 day compressive strength of 7000 psi after atmosphere curing shall be
required. The standards shall be Ameron Centrecon MBR#or prior approved equal.
DOWNTOWN PEDESTRIAN LIGHT STANDARDS:
All pedestrian light standards shall be constructed in conformance with Standard Detail No.
TRAFFIC-61 (Downtown Pedestrian Lighting Standard) and TRAFFIC-61a (Downtown
Pedestrian Pole Mount Lighting Standard).
Pedestrian lighting standards shall be installed as shown on the plans. They shall be
prestressed concrete, anchor base spun hollow standards machine made in steel molds by the
centrifugal process. Prestressing wire, caging and other reinforcement shall be placed in a
manner that assures no cracking during normal handling. The pole shall have a pole top
tenon for attaching the pedestrian luminaires. This detail shall be coordinated with the
pedestrian luminaire manufacturer to ensure a proper fit. The pole shall be base plate
mounted.
The pole shall be 18 feet in height, Ameron Victorian #VBR or prior approved equal.
The poles shall have 110 volt GFI Festoon outlets with covers.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-19
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Concrete luminaire standards shall be provided where shown on the plans. The standard
shall be round, tapered pre-stressed concrete, anchor base spun hollow standards machine
made in steel molds by the centrifugal process. Cast-in threaded inserts shall be provided for
attachment of the street lighting luminaire and this detail shall be coordinated with the
luminaire manufacturer to ensure that the mounting bolts match the centers of the standard.
Aggregate shall be standard conforming to ASTM C33 and shall be uniformly graded from a
maximum size of ½ inch to 5% passing a #100 sieve. Cement shall conform to ASTM C150
Type I or Type III as the manufacturer selects. Water shall not contain quantities of alkalis,
oil or organic matter which shall be harmful to the quality of the concrete.
Signal Standard
A signal standard shall consist of the following components: a round tapered steel vertical
pole shaft, a round tapered horizontal mast arm, a davit style luminaire arm attachment,
anchor bolts with nuts, washers and all associated hardware.
The pole shaft and signal mast arm shall not vary in roundness more than 1/16 inch in straight
sections.
Longitudinal seam welds shall have full penetration for not less than 98% of their full length.
Butt welds in the shafts shall have back-up rings and full penetration for 100% of the
circumference. All welds shall be deburred.
Materials, construction and assembly techniques shall be as specified on Standard Plan No.
J-7a and the Detail Sheet as shown in the Plans. All materials shall be hot-dipped galvanized
after fabrication in accordance with ASTM A-123.
Design shall be in accordance with the requirements of the latest AASHTO Standard
Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals and
the values on the Detail Sheet as shown in the Plans. Sizes on the Detail Sheet as shown in
the Plans shall govern in differences between the Standard Plan and the Detail Sheet as
shown in the Plans.
The following loads shall be used: dead loads shall consist of the weight of the signals and
signs times a safety factor of two; wind loads shall be taken as 30 PSF for the signals and
signs and 24 PSF for the supporting structure, (including the effect of gust and shape factors),
on the greatest area of signals, signs and structure in any elevation view; live load may be
omitted.
The vertical deflection at the free end of any cantilever arm to the dead load of the signals
and signs only shall not exceed two percent (2%) of the cantilever arm length. The horizontal
deflection perpendicular to the arm at the free end of any cantilever arm due to the design
DIVISION 9: MATERIALS
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wind load on the signals and signs and structure shall not exceed five percent (5%) of the
cantilever arm length.
Complete calculations for structural design shall be submitted with the shop drawings for
approval before fabrication or ordering material. These calculations shall include the stresses
in the pole and cantilever arms, deflections at the free end of the cantilever, the attachment of
the signals and signs to the structure, the connection between the cantilever arms and vertical
pole, pole section at handhole, base plate, anchor bolts and foundations.
Pole Shaft
The round tapered pole shaft shall be made of one-ply, hot-rolled basic open-hearth steel.
Structural steel having a minimum yield point of 33,000 psi or more shall be used for all
structural parts and shall be galvanized after fabrication in accordance with ASTM A-123.
A flange plate shall be attached to the vertical pole shaft for the purpose of mounting the mast
arm. The flange plate shall be supported by side plates tangent to the shaft and gusset plates
on top and bottom. A 3-inch wire way hole shall be provided (matching the wire way hole in
the mast arm flange plate). Four holes for mounting the mast arm shall be drilled and tapped
for high tensile bolts.
Terminal cans shall be attached to the backside of the signal pole no lower than 7 feet high.
A 4-inch x 6½ inch reinforced hand hole frame and rain-tight cover shall be provided. The
frame shall be welded into the shaft 18 inch above the base plate on the opposite side of the
mast arm attachment. A grounding nut or provision for accommodating a threaded bolt or
stud shall be provided in the frame.
A second hand hole shall be provided and welded into the shaft directly opposite the mast
arm mounting plate. A J-hook wire support shall be provided inside the pole shaft between
the frame and mast arm mounting plate.
Vehicle Signal Mast Arm
The vehicle signal mast arm shall be sized as shown on the Plans.
A mast arm flange plate matching the pole shaft flange plate shall be welded to the mast arm
base segment. The flange plate shall have a hole cut in the center equal to the outside
diameter of the mast arm base. Mount the flange plate around the outside of the mast arm
base. To accommodate welding the flange to the mast arm leave a gap between the bottom
face of the flange and the bottom face of the mast arm. The gap shall be equal to the
thickness of the bottom face of the mast arm.
The flange plate shall be welded to the mast arm by two continuous arc welds, one on the
outside and the other on the inside. The outside weld shall be on top face of the flange plate.
DIVISION 9: MATERIALS
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The inside weld shall be in the gap between the bottom face of the mast arm and the inside
face of the flange hole. See WSDOT Standard Plan No. J-7a for welding details.
Four holes for high tensile bolts shall be drilled in the flange plate matching the four tapped
holes in the pole shaft mast arm mounting flange plate.
For the purpose of mounting the traffic signal displays, 2 inch couplings shall be welded to
the mast arm extension segment at the locations specified on the Detail Sheet as shown in the
Plans. A ½ inch diameter hole shall be drilled in each coupling to allow for the thru-bolt.
Signal Pole Anchor Base
A one-piece steel anchor base of the shape and size indicated on the Detail Sheet as shown in
the Plans shall be secured to the base of the pole shaft be two continuous arc welds. See
WSDOT Standard Plan No. J-7a for welding details.
Four holes sized to receive the anchor bolts shall be drilled in the base. Slotted holes ¼ inch
larger than the anchor bolt shall be permitted. Minimum bolt circle pattern shall be as
specified on the Detail Sheet as shown in the Plans.
Four high-strength anchor bolts A307 shall be furnished with each pole. Each anchor bolt
shall have an “L” bend at the bottom end or multiple anchor plates per the manufacturers
recommendation, and shall have 7-inch minimum thread on top. Anchor bolt dimensions
shall be per Detail Sheet as shown in the Plans or per Manufacturer's recommendations
whichever is larger. All anchor bolts shall be furnished with 2 heavy hex nuts, two standard
washers, bolt covers and provisions for mounting with stainless steel screws. Threaded ends
of bolts, nuts and washers shall be galvanized in accordance with ASTM A-123.
Luminaire Attachment
Unless otherwise indicated in the plans all traffic signal poles shall be equipped with davit
style luminaire arms as shown on the Detail Sheet as shown in the Plans. The davit style arm
shall be secured to the top of the pole shaft using a cone reducer providing a flush, smooth
transition. From the cone reducer the luminaire shaft shall be continuously tapered at the
same rate as the pole shaft while incorporating a 5-foot, 9-inch radius bend at the end. A pipe
tenon of the diameter and length specified for the luminaire shall be provided in the end of
the davit arm. The tenon shall be two degrees above level.
9-29.6(1)C WRAPPING New Section
The shaft and bracket arm assembly shall be entirely wrapped with a heavy, water-resistant
paper for protection during shipment. Any marks or stain resulting from wrapping materials
shall be cause for rejection. Scratching, marking, denting, or other damage to poles and
fittings at the point of delivery shall also be cause for rejection.
DIVISION 9: MATERIALS
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9-29.6(2)A ANCHOR BASES New Section
A one-piece anchor base of adequate strength, shape, and size shall be secured to the lower
end of the shaft so that the base shall be capable of resisting the bending movement of the
shaft at its yield-strength stress. The base shall be provided with four (4) slotted or round
holes to receive the anchor bolts. Bolt covers shall be provided with each pole.
9-29.6(4) WELDING Supplement
All welds shall be deburred.
9-29.6(5) FOUNDATION HARDWARE Supplement
Four high-strength steel anchor bolts, as shown on the Standard Detail No.TRAFFIC-49
(Luminaire Pole) shall be furnished with the poles. Each anchor bolt shall have an “L” bend
at the bottom end and threaded at the top end. Threaded ends and all nuts and washers shall
be hot-dipped galvanized. The anchor bolts shall be capable of resisting at yield-strength
stress the bending movement of the shaft at its yield-strength stress.
9-29.7 LUMINAIRE FUSING & ELECTRICAL CONNECTIONS Supplement
AT LIGHT STANDARD BASES, CANTILEVER BASES
AND SIGN BRIDGE BASES
Luminaire fusing and electrical connections at light standard bases shall also conform to
Standard Detail No.TRAFFIC-50 (Uniform Luminaire Wiring). Fuses shall be Bussmann
KTK or approved equal.
Fuse connector kits shall be SEC Model 1791-SF (2 each) or approved equal.
Connector kits to connect luminaires to the system in the junction box shall be SEC Model
1791-DP, or approved equal.
9-29.9 BALLAST, TRANSFORMERS Supplement
The luminaire shall contain an integral high-power factor-regulator ballast suitable for 240-
volt operation with a 10% voltage variation. The ballast shall be prewired to the lamp socket
and terminal board, requiring only connection of the power supply leads to the terminal
board.
9-29.10 LUMINAIRES Supplement
The luminaires shall be a flatglass high-pressure sodium fixture. The luminaire housing shall
contain the ballast and be bracket arm mounted. The entire power door assembly shall be
quickly and easily removable and replaceable through the use of quick disconnect plugs.
Each fixture shall include the ballast and high-pressure sodium lamp.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-23
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The luminaire fitter clamp shall be capable of adapting to a 1¼ inch through 2 inch pipe-size
mounting brackets without the need of separate mounting parts or rearrangement of mounting
components. Leveling and clamping of the luminaire to the bracket shall be accomplished by
the tightening of 4 bolts accessible internally. The reflector shall be secured to the upper
housing and shall contain an EPT rubber gasket for sealing between the reflector and lens.
The optical assembly shall contain an activated charcoal filter to filter out contaminants in the
air. The socket shall be adjustable for Type II and Type III distribution patterns. All
luminaires shall be cutoff units for glare control.
A three-wire electrical service shall be used at 120/240 volts, 60 Hz AC. The Contractor
shall have the service inspected by the Department of Labor and Industry and coordinated
with the Power Company to have the service installed.
Four 250 watt, clear burning, high-pressure sodium light source rated at a minimum of
50,000 initial lumens with an average rated life of 24,000 hours shall be used on traffic signal
standards at intersections.
Clear burning high-pressure sodium light sources of the ratings shown in the lighting schedule
shall be used where indicated on the Plans.
All luminaires shall be high-pressure sodium, medium cutoff type III units as manufactured
by General Electric or approved equal as listed in the following table.
Wattage ANSI Lamp Type G.E. Part Number
100 S54 M2AC10S3M1GMC32
150 S55 M2AC15S3M1GMC32
250 S50 MDCL25S3M12FMC32
400 S51 MDCL40S3M12FMC32
NOTE: 250-watt luminaries shall be provided on traffic signal standards unless otherwise
specified.
DOWNTOWN STREET LIGHTS:
Round Arm Mount – “Hockey Style”
Luminaires shall be round with formed and welded aluminum housing and bracket arm. The
lens shall be plain, flat, heat and impact resisting glass in a mitered extruded aluminum
neoprene gasketed frame. Reflectors shall be provided and the lamp position selected such
that the luminaire produces an IES-ANSI Medium Type II distribution with essentially
complete light cutoff above 75° from Nadir when operated with a high pressure sodium lamp,
E-23½.
The luminaire housing shall contain the ballast and be bracket arm mounted. The ballast
shall be quad rated 120/208/240/277 volt ±10 percent and be of the auto-reg. design. The
DIVISION 9: MATERIALS
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ballast shall be suitable for operating a 400 (250) watt high pressure sodium vapor lamp per
ANSI #S55 (S50). The luminaire shall be bolted to the standard by means of cast-in inserts
and this detail shall be coordinated with the standard manufacturer to ensure proper fit. The
complete luminaire assembly shall have a bronze alkyd melamine baked enamel finish. The
luminaire shall be a 400 Watt HPS KIM CCS25A3 full cuttoff or approved equal.
DOWNTOWN PEDESTRIAN LIGHTS:
Pedestrian luminaires shall be one piece molded with refractor globe. Type-III reflectors
shall be provided and the lamp position selected such that the luminaire produces an IES-
ANSI III distribution when operated with a 100 watt high pressure sodium lamp, ED-17.
The luminaire housing shall contain the ballast. The ballast shall be multi tap ± 10 percent
and be of the mag-regulator design. A banner arm shall be provided and mounted opposite
the luminaire. The luminaire and banner arm shall be pole top mounted to the concrete
lighting standards. The luminaire manufacturer shall coordinate this detail with pole
manufacturer to ensure a proper fit. The ballast shall be suitable for opening a 100 watt high
pressure sodium lamp, ANSI ED-17. The luminaire shall be Kim Lighting Model No. BE-
21V3 or approved equal.
The color of the finish coat on the luminaire, when dry, shall match RAL 6004, in accordance
with the RAL Institute standard color chart.
9-29.11(2) PHOTOELECTRIC CONTROLS Supplement
The photoelectric control shall be SST-IES or approved equal.
9-29.12(1) ILLUMINATION CIRCUIT SPLICES Supplement
Approved copper splice “C” crimp connectors shall be used to connect bonding wires.
9-29.12(2) TRAFFIC SIGNAL SPLICE MATERIAL Supplement
Loop Lead-in wires shall be spliced at the junction box; with a waterproof splice leaving 10
feet each of loop wire and loop lead-in cable for future work. The connection shall be made
using compression sleeves sealed with 2” rubber mastic tape, type 3M 2228 or approved
equivalent.
9-29.12(3) SEALANTS New Section
Loop sealant manufactured by CrafcoTM or approved equivalent shall be used to imbed the
loop wire into the pavement and fill the sawcut to within 1/16 inch of the top of the pavement.
Loop Sealant shall be:
1. MSI 34271
2. Max Cutter Seal No. 3
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-25
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3. 3M Black 5000
Installation shall conform to the manufacture recommendations.
9-29.13 TRAFFIC SIGNAL CONTROLLERS Supplement
General
The contractor shall furnish and install one Type “P” traffic signal controller cabinet as
manufactured by Econolite. The controller shall be a fully actuated NEMA TS2, Type 1, Full
8 phase controller, Econolite ASC/3 2100 model number with the ability to provide either
sequential or concurrent timing operations. It shall be capable of operating as a fully
actuated, semi-actuated, or pre-timed unit. The controller will come complete with the
functions, features, and accessories specified herein.
The traffic controller shall have the following features:
Data Key Module
Ethernet Support
Keyboard Entry
Backup Timing Prom
Solid State Circuitry
Digital Timing
Pedestrian Timing
Manual Control Circuit
Stop Time
Hold by Phase
Check Circuit
Force Off
Phase Omit
Specific Power Failure Operation
Coordination Ability
Internal Emergency Preemption (6 ea.)
Internal 52 Week Time Base Coordination
Phase Recall (min, max I, max II & ped)
Call to Non-Actuated 1 & 2
Locking or Non-Locking Vehicle Detection
Exclusive Phase Selection
Dual Entry
Conditional Service
Four Programmable Overlaps
Selective Restart Procedure
Internal Detector Delay and Extension
Phase Rotation
Telemetry Module
DIVISION 9: MATERIALS
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Asynchronous Communications Port
The traffic signal controller shall meet or exceed the requirements of Section 14 of the
National Electrical Manufacturers Association (NEMA) Standard Publication No. TS 2-1992,
and all other sections not in conflict with this section.
All integral functions necessary for employment of special features and trouble shooting,
such as manual circuit, stop time, hold, etc., shall be accessible outside the controller and
terminated on a terminal strip or similar device.
All active devices used for logic timing or control functions shall be solid-state design and
shall be sufficiently derated to insure no material shortening of life under conditions of
maximum power dissipation at maximum ambient temperatures.
Individual components shall be grouped and soldered to epoxy glass printed circuit boards
with two-ounce or better copper track, forming modular plug-in assemblies, internal to the
controller. These assemblies, when collectively grouped, shall have a mean-time-before-
failure of not less than 3 years. The design life of individual components less than 24 hours
per day operation in the circuit application shall not be less than 5 years.
The controller shall be designed with slide-ways and positive locking devices, to insure
proper pin alignment and pin contact area.
The controller's timing, decision-making, and control elements shall utilize a stored program
microcomputer. The microcomputer system shall encompass, but not be limited to:
Micro-processor unit (MPU);
Programmable read-only memory (PROM) and random access memory (RAM),
which together store the computer programs and data necessary to operate the MPU;
PROM containing backup signal timing data.
All electronic components used in the controller and the cabinet including PROM's or ROM's
shall be available through local distributors, local manufacturers' outlets, or local jobbers.
The control equipment manufacturer shall not be the only source of any electronic device or
component used in the equipment.
An indicator panel formed of liquid crystal arrays shall be provided and labeled on the
controller front to give a visual indication as to the operation of the controller. They shall be
commercially available and have a minimum design life 20,000 hours.
The front panel display shall indicate which phases are in use and which phases will be
serviced next. It shall show which intervals are being timed to include minimum green,
vehicle interval, yellow clearance, red clearance, walk or pedestrian clearance. It shall show
DIVISION 9: MATERIALS
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the presence of a vehicle call and the presence of a pedestrian call. The reason for the
termination of a green shall be shown whether it be gap out or maximum time out. Finally, it
shall show if the controller is in the rest state.
The regulated power supply shall be designed to generate the voltage required for operation
of the controller.
A time base coordinator shall be provided internal to the controller that shall provide
coordination for the NEMA 8-phase traffic controller on a 52-week schedule. This schedule
shall be programmable by day of year, hour of day, minute of the hour and second of the
minute. Further, it shall be programmable to automatically adjust for time changes, due to
the transition caused by daylight savings time. 160-programmed events shall be available for
execution during a 52-week program period. These events shall include 16 separate day
programs, 10-week programs and 36 exception days. Further, these plans shall provide for 4
separate cycle lengths, 4 separate splits per cycle, split and offset shall be 0-255 seconds, in
1-second increments. The time base coordinator shall have programmable resync time,
which can be set to any value from 00:00 to 23:59.
The coordinator shall provide a minimum of 12 programmable outputs to and from the local
controller, which can be used for such things as: force off, hold, phase omit, ped omit, dial,
offset and sync commands. These system outputs shall be assignable by phase. Further,
these outputs to the local controller shall be disabled when a preemption command is input
into the local controller.
The coordinator shall be programmed through the use of an integral front panel keyboard and
be provided with clearly written programming instructions, which have been laminated with
plastic to insure durability in the field. Once programmed, the coordinator unit and the local
controller. The controller, coordinator and timebase clock shall also have the capability to
download its data to another similar unit by the use of hand held data transfer module or
portable computer. The date in the coordinator shall be protected from loss through the use
of a battery backup, which shall last for a minimum of 60 days. The accuracy of the clock
shall be within 1 second a year. The transfer to battery power and return to AC power shall
be automatic and without interruption.
The recharging of the battery shall be automatic. Battery operation shall not accumulate an
error greater than .005% over 100 hours of battery operation.
The controller unit shall have a set of backup timing parameters resident in the nonvolatile
PROM at all times and this data shall be accessible from the keyboard.
The asynchronous communications port and the telemetry module shall be able to operate
simultaneously without any interruption in service or function of either feature.
DIVISION 9: MATERIALS
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Auxiliary Equipment
Load switches shall meet all NEMA specifications. They shall use modular solid-state relays
and have status indicators for each input & output. They shall be interchangeable. The load
switches shall be rack mounted and supported to relieve tension on the connections. Load
switches shall be provided for all load bays. The cabinet shall be furnished with a 16-
position load bay.
The interior cabinet light shall be 20-watt fluorescent with main door switch that will turn on
when door is opened and off when closed.
Controller Cabinet
The encased controller shall be furnished in an aluminum weatherproof, Type “P”, outdoor
cabinet, with shelves of sufficient size to easily house the controller, loop detector units, a
Malfunction Management Unit, Opticom phase selectors, harnesses, etc., without utilizing
the floor of the cabinet. The cabinet shall be clean-cut in design and appearance. The finish
shall be Polished Aluminum. The cabinet shall be equipped for foundation mounting, with
anchor bolts, nuts and washers. The cabinet shall be provided with 2 keys for each lock,
cored for 6 tumbler Best Locks. Hinges, handle and hardware shall be stainless steel.
The controller cabinet shall have the following appurtenances:
Auxiliary Panel
Police Panel
Vent Fan and Filtered Air Intake
Solid State Flash Unit (two circuit)
NEMA Malfunction Management Unit (MMU)
Power Panel Assembly
Stop Time Enable and Bypass Switch
Convenience Outlet
Fluorescent Light and Door Switch
Line Filter
Loop Amplifiers
Surge Protector
Load Switches
Field Terminal Labels
Emergency Vehicle Preemption
Telemetry Interface Board and Module
Device Labeling
Display Panel
Schematics and Manuals
There shall be 2 neutral buss bars, one on each side of the cabinet.
DIVISION 9: MATERIALS
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A terminal block shall be provided for the pedestrian common with a minimum of 8
termination points.
The controller subassemblies shall be neatly and systematically arranged and labeled, to make
possible a thorough inspection while the controller is operating in accordance with its normal
function.
The cabinet shall have a pullout computer shelf, 16 inches wide & 12 inches deep centered
under the lower shelf.
Auxiliary Panel
The auxiliary panel shall contain an Auto-Flash switch which, when placed in the “Flash”
position, operates as the switch in the police panel, except that it shall not stop time the
controller. A second switch shall be a Controller Power On-Off switch. A third switch shall
be the Stop Time switch, which shall cause the controller to stop time when activated. The
three-position switch shall function such that in the up position, if the MMU puts the
intersection on flashing, the controller is stop timed. In the down position the controller is
manual stop timed. The center position of the 3-position switch shall be MMU stop time by-
pass, allowing the controller to resume all timing functions.
Main Door and Police Panel
The main door of the cabinet shall include a 2-position bar stop. The door shall be secured
with a standard City of Auburn Best Six tumbler mortise cabinet lock with dead bolt. The
main door shall also contain a police door with a conventional police lock. Inside the police
panel there shall be a signal on-off switch, which shall prohibit any signal display on the
street but will allow the control equipment to operate when placed in the “off” position. A
second switch shall be the Auto-Flash switch. When placed in the “Flash” position, puts the
system into flashing mode. Controller power shall remain “on” and controller shall stop
time. A door interlock switch shall be installed, and wired to the Alarm 2 function, such that
when the police door is open it will be recorded as an Alarm 2 event.
Power Panel Assembly
The power panel shall be covered by an easily removable, clear plexiglass cover.
Convenience Outlet
Two convenience outlets shall be furnished in the cabinet. The outlets shall be mounted one
on each side of the cabinet near the top shelf, not on the door. The outlet mounted on the
right side shall be a ground fault interrupter.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-30
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Loop Amplifiers
The loop detector racks shall provide for 16 channels of detection and there shall be a loop
amplifier in each position. Two channel loop amplifiers are required.
Surge Protector (Lightning Arrestor)
The cabinet shall have an input voltage surge protector that shall protect the controller power
supply input from any voltage surges that could damage it. This shall be provided in addition
to the power panel surge protector.
Field Terminal Labels
Field terminals shall be labeled with City of Auburn numbering as well as manufacturers.
Device Labeling
Every module or device shall have affixed thereto; permanent nametags or nameplates stating
the component's function within the composite signal control system. Specifically each loop
detector unit shall be labeled, so as to indicate the loop numbers connected to each channel.
The front of the shelf where each item is to be placed shall have a similar label so those items
can be replaced during maintenance in an expedient fashion.
Schematics, Software and Manuals
The controller cabinet shall have a waterproof envelope with a side access attached to the
inside of the cabinet door. At the time of delivery, the envelope shall have one complete set
of schematics and manuals for each assembly and subassembly located in the cabinet, and a
complete wiring diagram for the cabinet and the controller assembly. In addition, a duplicate
copy of the above shall be provided to the City of Auburn Traffic Engineering Section.
Using included software on an IBM-PC compatible computer, it shall be possible to display
an intersection condition diagram, which shall be created using separate custom graphics
program (not in contract) to show real-time operation of each local controller in the telemetry
system. Automatic logging of system operation program changes, alarms and events to the
remote computer, shall be provided. Automatic logging of data from system detectors to the
remote computer shall be provided. The provided software shall be the current edition of
Econolite Aries Signal System monitoring program, or fully compatible equivalent.
9-29.13(3) EMERGENCY PREEMPTION Supplement
Emergency Preemption System equipment shall be compatible with the operational
requirements of the existing Opticom brand (3M Company) emitters, detectors, and phase
selectors owned by the City.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-31
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
9-29.16(2) CONVENTIONAL TRAFFIC SIGNAL HEADS Supplement
Signal head housing, doors, elevator plumbizer and brackets shall be powder-coated traffic
signal green. The inside of the visors shall be flat black on vehicular signals. Vehicular
signal head housings shall be sectional, cast aluminum, and be weather-tight and shall utilize
vaned aluminum backplates. They shall be designed to withstand winds of 80 MPH with a
0.25 gust factor without permanent distortion or failing (torque at attachment of 6,000 pound-
feet).
Elevator plumbizer shall be cast bronze. Vehicle signal head housings shall be rigid mount
type M.
Lamps for vehicle signal heads shall be LED meeting the ITE (Institute of Traffic Engineers)
compliance and shall be certified in the Intertek Traffic Signal Modules Certification
Program and labeled accordingly. The LED’s shall have a 60 month manufactures warranty.
The LED shall be Dialight Light Emitting Diode (LED) or approved equal. Part numbers for
Dialight LEDs are as follows:
Size Description Part Number
12 inch RED Ball 433-1210-003
12 inch AMBER Ball 433-3230-001
12 inch GREEN Ball 433-2220-001
12 inch RED Arrow 432-1314-001
12 inch AMBER Arrow 431-3334-001
12 inch GREEN Arrow 432-2374-001
12 inch GREEN/AMBER Arrow 430-6370-001
9-29.18 VEHICLE DETECTOR Supplement
Vehicle Detectors shall be 2 channel rack mount style and compliant with NEMA TS1 and
TS2 standards. They shall be capable of auto tuning and be able to withstand temperatures
ranging from minus 40 degrees to plus 80 degrees C. They shall have a minimum of 15
sensitivity levels, 4 frequencies plus sequential scanning to avoid crosstalk, and have pulse
and short and long presence modes. They shall have separate detect and fault LED’s on the
front face.
9-29.19 PEDESTRIAN PUSH BUTTONS Supplement
The Pedestrian Push Button Assembly shall be a Style H with a Chrome Mushroom Plunger,
DCC 500 manufactured by H.D. Campbell Company, 1486 NW 70th Street, Seattle, WA
98117. See Standard Detail No. TRAFFIC-46 (Pedestrian Push Button Detail).
DIVISION 9: MATERIALS
Revised 12/2013 Engineering Construction Standards 9-33
Ref.: H:\Engineering Standards Manuals\02 Construction Standards\02-3 Current Working Files\2.3.3 Revisions in Progress\Division 9 (12-13) Clean.doc
9-29.26 TRAFFIC SIGNAL BATTERY BACKUP SYSTEM New Section
All traffic signal battery back-up power units shall employ a 24 Volt DC battery system. 12
and 48 Volt battery configurations will not be accepted.
All battery backup power units shall utilize the Dimensions Inverter/Charger unit, complete
with associated remote control display panel.
Batteries shall be connected utilizing approved quick-connect modular battery connectors.
Battery connection scheme must provide a “Hot-Swap” capability during operation. Battery
cable sizing shall be appropriate for the type and quantity of batteries supplied.
Batteries shall be 12 Volts DC, 100 Amp Hour minimum, Absorbed Glass Mat type, Group
27. Batteries shall meet or exceed Specification MIL B-8565J (Sec 4.6.22). The quantity of
batteries to be supplied shall be four batteries.
All battery backup power units shall possess an AC voltage bypass/disconnect switch or relay.
The bypass/disconnect method shall couple the normal AC power source directly to the signal
controller cabinet, while completely isolating the inverter/charger unit from the circuit.
All battery backup power units shall possess a 0-4 hour Time Delay Relay, with both “delay
on make” and “delay on break” contact sets. This relay shall be energized upon loss of AC
input power, or “Inverter On” condition. Relay contacts must be easily accessible, and clearly
labeled.
Cabinets shall be equipped with thermostatically controlled fan ventilation.
Equipment supplied shall be the pre-approved model listed below, or approved equal.
Manufacturer/Vendor Model/Type
Rhino(Brownfield)
Manufacturing, Inc.
BMI-7000 Traffic Light Backup Power
Unit
Installation/Cabinet Mounting Style:
Traffic UPS Cabinets shall not exceed 30 inches in width and 18 inches in depth. Cabinet
height shall be sufficient to accommodate the quantity of batteries required by the contract, or
specified by the project engineer. Installation shall be performed in accordance with City of
Auburn Construction Standards.
DIVISION 9: MATERIALS
Revised 12/2013 Engineering Construction Standards 9-34
Ref.: H:\Engineering Standards Manuals\02 Construction Standards\02-3 Current Working Files\2.3.3 Revisions in Progress\Division 9 (12-13) Clean.doc
9-30 WATER DISTRIBUTION MATERIALS
9-30.1(1) DUCTILE IRON PIPE Supplement
All ductile iron pipe used on this project shall be “Special Class 52”, except pipe to be joined
using bolted flange joints shall be “Special Class 53”.
9-30.2(1) DUCTILE IRON PIPE Supplement
All pipe fittings, adapters and joints for ductile iron pipe shall be ductile iron designed to
AWWA Specification (unless otherwise approved in writing by the Engineer) with sufficient
tangent at the ends to allow for proper joint connections and shall be coated to give protection
to them equal to that given the pipe. Field fabrication fittings will not be permitted. Flexible
couplings shall be of the style as required for specific application.
9-30.2(6) RESTRAINED JOINTS Supplement
Restrained joint (R.J.) pipe and fittings, where shown on the Plans, shall be suitable for 350
psi working pressures and be US Pipe TR Flex or American Pipe Flex-Ring. Pipe
manufacturer restrained joints using exposed bolts in the thrust restraint assembly and
restraining systems using set screws, anchor lugs, wedges, or other friction devices will not be
considered equal to the systems listed. All welding associated with the restraint system shall
be performed in the pipe manufacturer’s shop. No field welding will be permitted.
9-30.3(1) GATE VALVES (3-inches to 16-inches) Replacement
Resilient wedge gate valves shall be used on all 12” and smaller water lines and shall be
manufactured by Clow, American Darling, Waterous, Dresser M & H or Mueller with epoxy-
coated valve interiors. The valves shall conform to ANSI/AWWA Specifications C-509 with
a 200-psi working pressure rating. They shall be iron bodied, bronze-mounted, non-rising
stem and counterclockwise opening with a 2 inch square operating nut. All valves on the fire
hydrant line(s) shall be 6-inch diameter mechanical joint by flange. All other valves shall be
either mechanical joint by flange or Mechanical joint shackled to tees or crosses. Valve stems
shall be provided with O-ring seals.
9-30.3(3) BUTTERFLY VALVES Supplement
Butterfly valves conforming to AWWA Specification C-504, Class 150 B shall be used on all
14 inch and larger water mains. They shall have Mechanical joint ends and be rated at 150 psi
working pressure. Operator shall have standard AWWA 2 inch square nut.
9-30.3(4) VALVE BOXES Supplement
Valve boxes shall be two-piece, adjustable, cast-iron (with additional extension pieces, if
necessary), as manufactured by the Olympic Foundry Company, or equal, with a minimum
DIVISION 9: MATERIALS
Revised 9/4/2014 Engineering Construction Standards 9-35
Ref.: H:\Engineering Standards Manuals\02 Construction Standards\02-3 Current Working Files\2.3.1 Part 1 - Special Provisions\Division 9 (09-14).doc
inside diameter of 5 inch. The word “WATER” shall be cast in relief on the top of all valve
box covers. In addition, the letters “NC” shall be cast in place on valve box covers for those
valves that are normally closed. Valve box covers shall be of a design and thickness so
traffic will not allow them to be flipped out.
9-30.3(8) TAPPING SLEEVE AND VALVE ASSEMBLY Supplement
Tapping sleeves and valves shall conform to the following:
1. For wet taps on mains 12 inch diameter and larger or size-on-size, the tapping sleeve shall be the full M.J. type, cast-iron, twin seal as manufactured by Mueller, Tyler, Taylor, M & H, or epoxy-coated fabricated-steel, as manufactured by JCM, Rockwell or equal; 2. For wet taps on mains 10 inch diameter and smaller, or at least 2 inch diameter
smaller than the main size, the tapping sleeve shall be the wraparound style, stainless
steel or epoxy-coated fabricated-steel, or cast-iron M.J. as manufactured by Romac,
Ford, M & H, Rockwell, Smith Blair, or equal.
9-30.5 HYDRANTS Supplement
Fire hydrants shall have two 2½-inch hose ports (National Standard Thread) and one 4½-inch
pumper port (National Standard Thread) with caps and no chains, 1¼ inch pentagonal
operating nut (counterclockwise) opening, O-ring-type stuffing box, automatic barrel drain,
and 5¼ inch valve opening. Hydrants shall be equipped with a 5” Storz adapter with blind
cap, or approved equal, where required by the Fire Department. Hydrants shall conform to
the latest revision of AWWA Standard Specification No. C-502 for dry-barrel fire hydrants
for ordinary water service. Hydrants shall be Mueller “Centurion” #A-423, M & H Style 929
Resilient (Brass-to-Brass Seats), or American AVK 2780.
9-30.6 WATER SERVICE CONNECTIONS (2-INCHES & SMALLER)
9-30.6(1) SADDLES Replacement
(July 2014, City of Auburn)
Saddles for 1 inch, 1½ inch, and 2 inch pipe taps shall be epoxy-coated ductile iron, with
double stainless steel straps and cemented in place neoprene gaskets. Saddles shall have
I.P.S. female threads.
9-30.6(2) CORPORATION STOPS Supplement
(July 2014, City of Auburn)
Corporation stops for 1 inch service shall have AWWA tapered thread inlets for insertion
directly into the pipe main and the outlets shall have a compression connection suitable for
connecting to Type K copper tubing per Section 9-30.6(3)A (Copper Tubing). Corporation
stops shall be Mueller B-25008N, Ford FB1000-4-Q-NL or approved equal for 1 inch
service.
DIVISION 9: MATERIALS
Revised 9/4/2014 Engineering Construction Standards 9-36
Ref.: H:\Engineering Standards Manuals\02 Construction Standards\02-3 Current Working Files\2.3.1 Part 1 - Special Provisions\Division 9 (09-14).doc
The City allows 1 inch corporation stops to be installed with saddle at the pipe main. If a
saddle is used, corporation stops shall be Mueller B20013N with H-15451N outlet coupling
or Ford FB500-4-NL with C14-44-Q-NL outlet coupling, or approved equal for 1” service.
Corporation stops for 1½ inch, and 2 inch services shall be installed with saddle at the pipe
main. Corporation stops shall be Mueller B-2969N with H-15451N outlet coupling or Ford
FB500-6-NL with C14-66-Q-NL outlet coupling or approved equal for 1½ inch service.
Corporation stops shall be Mueller B-2969N with H-15451N outlet coupling or Ford FB500-
7-NL with C14-77-Q-NL outlet coupling or approved equal for 2 inch service. Outlet
coupling shall be suitable for connecting to Type K copper tubing per Section 9-30.6(3)A (Copper Tubing) or high density polyethylene (HPDE) SDR-9 (in copper tube size). 9-30.6(3) SERVICE PIPES Supplement
(July 2014, City of Auburn)
The City allows Type K copper tubing for all water service connections. For 1½ inch and 2
inch service, high density polyethylene (HPDE) SDR-9 (copper tube size) with stainless steel
liners in all couplings and wrapped with a #10 insulated copper tracer wire is acceptable.
9-30.6(5) METER SETTERS Supplement
(July 2014, City of Auburn)
Meter yokes shall be equal to the following:
A. 1 inch service meter yokes shall have multi-purpose threaded ends, lock wing angle
ball valve and angle dual check valve. Meter yokes shall be Mueller B-2404R-2N
reduced port with H-14222N inlet and H-14227N outlet couplings or approved
equal. Contractor shall provide meter adapters for replacement projects. Meter
adapters shall be Mueller H-10879 5/8 inch x ¾ inch x 1 inch for ¾ inch meters, or
equal.
B. 1½ inch and 2 inch service meter yokes shall have F.I.P. threaded ends, lock angle
ball valve, angle dual check valve, and bypass with lock wing ball valve and check
valve.
C. 1½ inch service meter yokes shall be Mueller B-2423-2N with H-15428N outlet
coupling or Ford VBHH76-12BHC-11-66-NL with C84-66-Q-NL outlet coupling
or approved equal.
D. 2 inch service meter yokes shall be Mueller B-2423-2N with H-15428N outlet
coupling or Ford VBHH77-12BHC-11-77-NL with C84-77-Q-NL outlet coupling
or approved equal.
E. All meter yokes shall be set with a spacer pipe with hole drilled in pipe. Do not
install gaskets with spacer pipe.
9-30.6(5)A CURB VALVES New Section
(July 2014, City of Auburn)
Curb valves shall be straight ball-type, having outlets suitable for connecting to bronze threaded nipples per Section 9-30.6(6) (Bronze Nipples and Fittings) and equal to the following:
DIVISION 9: MATERIALS
Revised 9/4/2014 Engineering Construction Standards 9-37
Ref.: H:\Engineering Standards Manuals\02 Construction Standards\02-3 Current Working Files\2.3.1 Part 1 - Special Provisions\Division 9 (09-14).doc
A. 1-inch service: curb valves shall be Mueller B-20200N with H-15428N inlet
coupling or Ford B11-444W-NL with C84-44-Q-NL inlet coupling suitable for
connecting to Type K copper tubing per Section 9-30.6(3)A (Copper Tubing);
B. 1½ inch service: curb valves shall be Mueller B-20200N with H-15428N inlet
coupling or Ford B11-666W-NL with C84-66-Q-NL inlet coupling suitable for
connecting to Type K copper tubing per Section 9-30.6(3)A (Copper Tubing) or
high density polyethylene (HPDE) SDR-9 (in copper tube size);
C. 2 inch service: curb valves shall be Mueller B-20200N with H-15428N inlet
coupling or Ford B11-777W-NL with C84-77-Q-NL inlet coupling suitable for
connecting to Type K copper tubing per Section 9-30.6(3)A (Copper Tubing) or
high density polyethylene (HPDE) SDR-9 (in copper tube size);
D. Locate curb valves in the meter boxes where possible and 1 foot outside the meter
boxes where the inside room is not available. 9-30.6(7) METER BOXES Supplement
(July 2014, City of Auburn)
Meter boxes shall be the following:
A. Boxes for 1 inch service shall be Raven RMB 13”x24”x12” or Mid-States Plastics
BCF Series MSBCF-1324-12. Lids shall be ductile or cast iron reader cover with 2
inch AMR port. Traffic rated cover shall be used in areas of vehicular traffic or as
required by the Engineer;
B. Boxes for 1½ inch and 2 inch services shall be Raven RMB 17”x30”x12” or Mid-
States Plastics MSBCF-1730-12. Lids shall be ductile or cast iron reader cover with
2 inch AMR port. Traffic rated cover shall be used in areas of vehicular traffic or as
required by the Engineer.
9-30.6(8) SHUT-OFF VALVES New Section
(September 2014, City of Auburn)
Private shut-off valves shall be straight ball-type with lever handle, having outlets suitable
for connecting to bronze threaded nipples per Section 9-30.6(6) and equal to the following:
A. 1 inch, 1 ½ inch, and 2 inch shut-off valves shall be Mueller B-20200N with
B-202989900 short handle, or equal.
B. Shut-off valves shall be provided with ADS riser pipe and cap.
9-36 FILTER FABRIC
9-36.1 FILTER FABRIC FOR INFILTRATION SYSTEMS New Section
Filter fabric for permanent infiltration systems shall be a non-woven polypropylene
geotextile fabric, Contech C45-NW as manufactured by Contech Construction Products Inc.,
or equivalent.
DIVISION 9: MATERIALS
Revised 9/4/2014 Engineering Construction Standards 9-38
Ref.: H:\Engineering Standards Manuals\02 Construction Standards\02-3 Current Working Files\2.3.1 Part 1 - Special Provisions\Division 9 (09-14).doc
END OF DIVISION 9