CITY OF EVERETT
Design and Construction
Standards and Specifications for Development
Approved by:
Dave H. Davis, P.E. Public Works Director
Ryan L. Sass, P.E. City Engineer
City Officials
Mayor Ray Stephanson
Council Members
Paul Roberts (Position 1) Jeff Moore (Position 2)
Arlan Hatloe (Position 3) Ron Gipson (Position 4)
Drew Nielsen (Position 5) Brenda Stonecipher (Position 6)
Shannon Affholter (Position 7)
Distributed By:
Public Works Department
3200 Cedar Street
Everett, WA 98201
Rev. May 27, 2011
FOREWARD
The Design and Construction Standards and Specifications for Development are prepared by
the Public Works Department of the City of Everett in accordance with Ordinance 898-82.
This document is intended to be used in conjunction with the current WSDOT Standard
Specifications for Road, Bridge and Municipal Construction and current city policies and
procedures.
This edition and updates apply whenever any public or private work is performed within the
street rights of way or public easement of the City of Everett including work performed by
private parties at their own expense under authority granted by ordinance of the City Council or
permit process of the Public Works Department.
A document such as this is constantly being updated due to new technology, environmental
considerations, federal and state regulatory requirements, changes in policy or procedures and
methods of design and construction. Updates to this manual will posted to the City web page
(www.everettwa.org) as they are approved and the version posted on the City Web Site shall be
considered the most current for Public Works and private development.
Paper copies of this document may be obtained at the address below for $25.00 per copy.
City of Everett
Public Works Department
3200 Cedar Street
Everett, Washington 98201
(425) 257-8800
Sincerely,
Ryan L. Sass, P.E.
City Engineer
DESIGN AND CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
TABLE OF CONTENTS
TOC-1
SECTION 1
GENERAL CONSIDERATIONS
SECTION DESCRIPTION
PAGE
1-1 STANDARDS................................................................................................... 1-1
1-2 REFERENCES ................................................................................................. 1-1
1-3 AS-BUILT DRAWINGS .................................................................................. 1-1
1-4 CITY PERFORMED WORK ........................................................................... 1-2
1-5 CONTROL OF NOISE ..................................................................................... 1-2
1-6 GUARANTEES ................................................................................................ 1-2
1-6.1 Performance .................................................................................................. 1-3
1-6.2 Warranty ....................................................................................................... 1-3
1-7 PERMITS .......................................................................................................... 1-3
1-8 LEGAL RELATIONS AND RESPONSIBILITIES ......................................... 1-4
1-9 MODIFICATIONS OF STANDARDS ............................................................ 1-4
1-10 PLAN REVIEW ................................................................................................ 1-4
1-10.1 Format and Required Data ............................................................................ 1-4
1-10.2 Required Drawings ....................................................................................... 1-5
1-10.3 Scale of Drawings ......................................................................................... 1-6
1-10.4 Size of Drawings .......................................................................................... 1-6
1-11 PROTECTION OF PROPERTY AND UTILITIES ......................................... 1-6
1-11.1 Property ........................................................................................................ 1-6
1-11.2 Utilities ......................................................................................................... 1-6
1-12 SITE MAINTENANCE .................................................................................... 1-6
1-13 TRAFFIC CONTROL ...................................................................................... 1-7
1-13.1 General ......................................................................................................... 1-7
1-13.2 Detours and Road Closures .......................................................................... 1-7
1-13.3 Flagger(s), Barricades and Signs .................................................................. 1-7
1-13.4 Placement of Construction Signs on Sidewalks and
Pedestrian Pathways ................................................................................. 1-8
1-14 CONTROL AND INSPECTION ...................................................................... 1-8
1-14.1 General ......................................................................................................... 1-8
1-14.2 Materials, Sampling and Testing .................................................................. 1-8
1-14.2(1) Developments ............................................................................................... 1-8
1-14.2(2) City Forces and City Contractors ................................................................. 1-8
1-14.2(3) Notification of Inspection ............................................................................. 1-9
1-15 ASBESTOS CONTROL ................................................................................ 1-9
1-16 LANDSCAPING ........................................................................................... 1-9
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DESIGN AND CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
TABLE OF CONTENTS
TOC-2
SECTION 2
SMALL PARCEL EROSION AND SEDIMENT CONTROL
SECTION DESCRIPTION
PAGE
2-1 GENERAL ..................................................................................................... 2-1
2-2 SMALL PARCEL EROSION AND SEDIMENT CONTROL .................... 2-1
2-2.1 Small Parcel Erosion and Sediment Control Plans (SPESCP) .......................2-1
2-2.2 Small Parcel BMPs .........................................................................................2-2
2-2.2(1) BMP ES.10 Planned Clearing and Grading ..................................................2-2
2-2.2(2) BMP ES.20 Excavated Basement Soil ..........................................................2-2
2-2.2(3) BMP ES.30 Backfilling .................................................................................2-2
2-2.2(4) BMP ES.40 Removal of Excess Soil ............................................................2-2
2-2.2(5) BMP ES.50 Management of Soil Banks .......................................................2-2
2-2.2(6) BMP ES.60 Construction Road Access ........................................................2-2
2-2.2(7) BMP ES.70 Soil Stabilization .......................................................................2-2
2-2.2(8) BMP ES.80 Street Cleaning ..........................................................................2-3
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DESIGN AND CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
TABLE OF CONTENTS
TOC-3
SECTION 3
STREETS AND RELATED WORK
SECTION DESCRIPTION
PAGE
3-1 GENERAL REQUIREMENTS ......................................................................3-1
3-2 ROADWAY TYPES AND GEOMETRICS ..................................................3-1
3-2.1 General ..........................................................................................3-1
3-2.2 Horizontal Alignment ...............................................................................3-1
3-2.2(1) Curb Return Radii ....................................................................................3-1
3-2.2(2) Local Streets ..........................................................................................3-1
3-2.2(3) Other Streets ..........................................................................................3-1
3-2.2(4) Trucks and Buses ......................................................................................3-2
3-2.3 Intersections ..........................................................................................3-2
3-2.4 Street Ends ..........................................................................................3-2
3-3 EASEMENTS ................................................................................................3-2
3-4 FIRE DEPARTMENT ACCESS ...................................................................3-2
3-5. PARKING LOTS ...........................................................................................3-3
3-5.1 General .....................................................................................................3-3
3-5.2 Construction .............................................................................................3-3
3-5.3 Handicap Requirements ...........................................................................3-4
3-5.4 Illumination ..............................................................................................3-4
3-5.5 Pedestrian Concerns .................................................................................3-4
3-6 THROAT LENGTH REQUIREMENTS .......................................................3-5
3-7 TRAFFIC CONTROL SIGNING AND STRIPING ......................................3-5
3-8 TRAFFIC STUDIES ......................................................................................3-6
3-9 UNDERGROUND UTILITIES ......................................................................3-7
3-9.1 General .....................................................................................................3-7
3-9.2 Trench Excavation ....................................................................................3-8
3-9.3 Trench Backfill .........................................................................................3-8
3-9.4 Compaction ..............................................................................................3-9
3-9.5 Trenching Longitudinal to Roadway ........................................................3-9
3-9.6 Trenching Transverse to Roadway ...........................................................3-9
3-9.7 Jacking, Auguring or Tunneling ...............................................................3-9
3-10 SURVEYING AND MONUMENTATION ..................................................3-10
3-10.1 Description ...............................................................................................3-10
3-10.2 Materials ...................................................................................................3-10
3-10.3 Construction Requirements ......................................................................3-10
3-11 STREET ILLUMINATION ...........................................................................3-11
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DESIGN AND CONSTRUCTION STANDARDS
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TABLE OF CONTENTS
TOC-4
SECTION 3
STREETS AND RELATED WORK
SECTION DESCRIPTION
PAGE
3-12 GUARDRAIL .................................................................................................3-11
3-13 MAILBOXES .................................................................................................3-11
3-14 PAVEMENT PATCHING .............................................................................3-11
3-14.1 Description ...............................................................................................3-11
3-14.2 Materials ...................................................................................................3-11
3-14.3 Cement Concrete Pavement Resurfaced with Asphalt concrete ..............3-12
3-14.4 Asphalt Concrete on Granular Base .........................................................3-12
3-14.5 Untreated Roadway Surface .....................................................................3-12
3-14.6 Temporary Pavement Patching .................................................................3-12
3-14.7 Construction Requirements ......................................................................3-13
3-14.7(1) General .....................................................................................................3-13
3-14.7(2) Cement Concrete Pavement .....................................................................3-13
3-15 ROCKERIES AND ROCKWALLS ..............................................................3-13
3-15.1 Description ...............................................................................................3-13
3-15.2 Materials ...................................................................................................3-14
3-15.3 General .....................................................................................................3-14
3-15.4 Construction Requirements ......................................................................3-14
3-16 METAL HAND RAILINGS ..........................................................................3-15
3-16.1 Description ...............................................................................................3-15
3-16.2 Materials ...................................................................................................3-15
3-16.3 Fabrication ................................................................................................3-16
3-16.4 Installation ................................................................................................3-16
3-17 CEMENT CONCRETE SIDEWALKS .........................................................3-16
3-17.1 Description ...............................................................................................3-16
3-17.2 Materials ...................................................................................................3-17
3-17.3 Construction Requirements ......................................................................3-17
3-17.3(1) General .....................................................................................................3-17
3-17.3(2) Forms and Fine Grading ...........................................................................3-17
3-17.3(3) Placing and Finishing Concrete ................................................................3-18
3-17.3(4) Curing and Protection ...............................................................................3-18
3-17.3(5) Curing and Hot Weather ...........................................................................3-18
3-17.3(6) Cold Weather Work .................................................................................3-18
3-17.3(7) Through and Contraction Joints ...............................................................3-19
3-17.3(8) Curb Ramps ..............................................................................................3-19
3-18 CURB AND GUTTER ...................................................................................3-20
3-18.1 Description ...............................................................................................3-20
3-18.2 Materials ...................................................................................................3-20
3-18.3 Placing Concrete .......................................................................................3-20
3-18.4 Curing .......................................................................................................3-20
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DESIGN AND CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
TABLE OF CONTENTS
TOC-5
SECTION 3
STREETS AND RELATED WORK
SECTION DESCRIPTION
PAGE
3-19 CEMENT CONCRETE DRIVEWAY ...........................................................3-21
3-19.1 Description ...............................................................................................3-21
3-19.2 Materials ...................................................................................................3-21
3-19.3 Construction Requirements ......................................................................3-21
3-19.3(1) General .....................................................................................................3-21
3-19.3(2) Commercial Driveways ............................................................................3-22
3-19.3(3) Residential Driveways ..............................................................................3-22
3-19.3(4) Intersection Type Criteria .........................................................................3-22
3-19.3(5) Excavation and Subgrade .........................................................................3-23
3-19.3(6) Forms and Fine Grading ...........................................................................3-23
3-19.3(7) Placing and Finishing ...............................................................................3-23
3-19.3(8) Curing and Protection ...............................................................................3-23
3-20 PROPORTIONING OF MATERIALS ..........................................................3-24
3-20.1 Controlled Density Fill .............................................................................3-24
3-20.2 Gravel Borrow ..........................................................................................3-24
3-20.3 Everett No. 2 Washed Coarse Sand ..........................................................3-24
3-20.4 Spawning Gravel ......................................................................................3-25
3-20.5 Crushed Surfacing ....................................................................................3-25
3-20.6 Foundation Material Class A ....................................................................3-25
3-20.7 Quarry Rock .............................................................................................3-26
3-20.8 Non-Shrink Cement Sand Grout ..............................................................3-26
3-20.9 No. 2 Coarse Aggregate ...........................................................................3-26
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DESIGN AND CONSTRUCTION STANDARDS
AND
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TABLE OF CONTENTS
TOC-6
SECTION 4
STORM AND SURFACE WATER
SECTION DESCRIPTION
PAGE
4-1 GENERAL .....................................................................................................4-1
4-2 STORM DRAINAGE CONVEYANCE SYSTEM
DESIGN CRITERIA ......................................................................................4-1
4-2.1 Overview ..................................................................................................4-1
4-2.2 Design Flow and Route Requirements .....................................................4-1
4-2.3 Pipe Systems .............................................................................................4-2
4-2.3(1) Pipe Materials ...........................................................................................4-2
4-2.3(2) Pipe Sizes, Slopes and Velocities .............................................................4-2
4-2.3(3) Structures ..................................................................................................4-3
4-2.3(4) Pipe Alignment/Connections/Cover .........................................................4-3
4-2.3(5) Frames/LIDS/Grates/Covers ....................................................................4-4
4-2.3(6) Restrictor Devices ....................................................................................4-4
4-2.3(7) Debris Barriers .........................................................................................4-5
4-2.3(8) Drainage Easements .................................................................................4-5
4-2.4 CULVERT DESIGN CRITERIA ..................................................................4-5
4-2.4(1) Headwater .................................................................................................4-5
4-2.4(2) Inlet ...........................................................................................................4-5
4-2.4(3) Outlets ......................................................................................................4-5
4-2.4(4) Fish Passage .............................................................................................4-6
4-2.5 OUTFALL DESIGN CRITERIA ..................................................................4-6
4-2.5(1) General .....................................................................................................4-6
4-2.5(2) Outfall Systems Traversing Steep Slopes .................................................4-6
4-2.6 OPEN CHANNEL DESIGN CRITERIA ......................................................4-6
4-2.6(1) Artificial Channels ...................................................................................4-7
4-2.6(2) Rock-Lining ..............................................................................................4-7
4-2.6(3) Riprap Filters ............................................................................................4-7
4-2.7 REQUIRED NOTES FOR STORM DRAINAGE PLANS ..........................4-8
Fig. 4-2.1 Median Stone Size Selection for Riprap Design ...........................................4-9
Table 4-2.1 Outlet Protection ..........................................................................................4-10
Table 4-2.2 Channel Protections .......................................................................................4-11
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DESIGN AND CONSTRUCTION STANDARDS
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TABLE OF CONTENTS
TOC-7
SECTION 5
WATER DISTRIBUTION
SECTION DESCRIPTION
PAGE
5-1 GENERAL .....................................................................................................5-1
5-2 CONSTRUCTION PLANS............................................................................5-2
5-2.1 Required Notes on Plans ..........................................................................5-2
5-3 BACKFLOW PREVENTION ........................................................................5-3
5-4 EXISTING UTILITIES ..................................................................................5-3
5-5 FIRE FLOW ...................................................................................................5-4
5-6 PIPE AND FITTINGS FOR WATER MAINS ..............................................5-4
5-6.1 Description ...............................................................................................5-4
5-6.2 Materials ...................................................................................................5-4
5-6.3 Joints and Fittings .....................................................................................5-5
5-7 TRENCH EXCAVATION, BEDDING AND BACKFILL
FOR WATER MAINS ..............................................................................5-5
5-7.1 Description ...............................................................................................5-5
5-7.2 General .....................................................................................................5-5
5-7.3 Grade and Alignment ...............................................................................5-6
5-7.4 Trench Excavation ....................................................................................5-6
5-7.4(1) General .....................................................................................................5-6
5-7.4(2) Trench Widths ..........................................................................................5-6
5-7.4(3) Cribbing and Sheeting-Shoring ................................................................5-6
5-7.4(4) Unsuitable Material ..................................................................................5-6
5-7.4(5) Bedding the Pipe ......................................................................................5-7
5-7.4(6) Backfilling Trenches ................................................................................5-7
5-7.4(7) Compaction of Backfill ............................................................................5-7
5-8 CONSTRUCTION REQUIREMENTS .........................................................5-7
5-8.1 Dewatering of Trench ...............................................................................5-7
5-8.2 Handling of Pipe .......................................................................................5-7
5-8.3 Cutting Pipe ..............................................................................................5-8
5-8.4 Laying Pipe on Curves .............................................................................5-8
5-8.5 Connections to Existing Mains ................................................................5-9
5-8.6 Looped Mains ...........................................................................................5-9
5-9 SERVICE LINES ...........................................................................................5-9
5-9.1 General .....................................................................................................5-9
5-9.2 Materials ...................................................................................................5-10
5-9.3 Connections ..............................................................................................5-10
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DESIGN AND CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
TABLE OF CONTENTS
TOC-8
SECTION 5
WATER DISTRIBUTION
SECTION DESCRIPTION
PAGE
5-10 VALVES FOR WATER MAINS ..................................................................5-10
5-10.1 General .....................................................................................................5-10
5-10.2 Air and Vacuum Release Valves ..............................................................5-10
5-10.3 Butterfly Valves ........................................................................................5-10
5-10.4 Check Valves ............................................................................................5-11
5-10.5 Gate Valves ..............................................................................................5-11
5-10.6 Valve Boxes .............................................................................................5-11
5-10.7 Valve Marker Posts ..................................................................................5-11
5-11 HYDRANTS ..................................................................................................5-11
5-11.1 General .....................................................................................................5-11
5-11.2 Adapter Requirements ..............................................................................5-12
5-11.3 Cap Requirements ....................................................................................5-12
5-11.4 Hydrant Guard Posts.................................................................................5-12
5-12 PRESSURE REDUCING STATIONS ..........................................................5-12
5-13 THRUST RESTRAINT .................................................................................5-12
5-14 HYDROSTATIC PRESSURE TEST ............................................................5-14
5-15 DISINFECTION OF WATER MAINS ..........................................................5-14
5-15.1 Flushing ....................................................................................................5-14
5-15.2 Disinfectant Concentration And Retention ..............................................5-15
Period (Contact Interval)
5-15.3 Form of Applied Chlorine ........................................................................5-16
5-15.4 Point of Application .................................................................................5-16
5-15.5 Preventing Reverse Flow ..........................................................................5-17
5-15.6 Chlorinating Valves, Hydrants, and Appurtenances ................................5-17
5-15.7 Chlorinating Connections to Existing Water Mains
and Water Service Connections ..........................................................5-17
5-15.8 Final Flushing and Testing .......................................................................5-17
5-15.9 Sample Collection Taps ...........................................................................5-18
5-15.10 Repetition of Flushing and Testing ..........................................................5-18
5-16 UNDERGROUND UTILITIES ......................................................................5-18
5-17 WATER SERVICES FOR FIRE PROTECTION ..........................................5-18
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TOC-9
SECTION 6
SANITARY SEWERS
SECTION DESCRIPTION
PAGE
6-1 GENERAL .....................................................................................................6-1
6-2 ALIGNMENT TOLERANCE ........................................................................6-1
6-3 CONSTRUCTION PLANS............................................................................6-1
6-3.1 Required Notes on Plans ..........................................................................6-2
6-4 EASEMENTS ................................................................................................6-2
6-5 LIFT (PUMP) STATIONS .............................................................................6-2
6-6 MANHOLES ..................................................................................................6-3
6-6.1 Description ...............................................................................................6-3
6-6.2 Materials ...................................................................................................6-3
6-6.3 Construction Requirements ......................................................................6-3
6-6.3(1) Bedding ....................................................................................................6-3
6-6.3(2) Joints.........................................................................................................6-3
6-6.3(3) Manhole Channels ....................................................................................6-3
6-6.3(4) Manhole Pipe Connections .......................................................................6-4
6-6.3(5) Ladder .......................................................................................................6-4
6-6.3(6) Connections to Existing Manholes ...........................................................6-4
6-6.3(7) Spacing .....................................................................................................6-4
6-7 SEWER MAIN ...............................................................................................6-5
6-7.1 Materials ...................................................................................................6-5
6-7.2 General .....................................................................................................6-5
6-7.3 Underground Utilities ...............................................................................6-5
6-7.4 Pipe Bedding ............................................................................................6-5
6-7.5 Laying Sewer Pipe ....................................................................................6-6
6-7.6 Plugs and Connections .............................................................................6-6
6-7.7 Jointing .....................................................................................................6-6
6-7.8 Jacking, Auguring or Tunneling ...............................................................6-6
6-7.9 Size ...........................................................................................................6-6
6-7.10 Slope .........................................................................................................6-7
6-7.11 Septic Tanks .............................................................................................6-7
6-7.12 Pavement Patching ...................................................................................6-7
6-7.13 Cleaning and Testing ................................................................................6-7
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DESIGN AND CONSTRUCTION STANDARDS
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TOC-10
SECTION 6
SANITARY SEWERS
SECTION DESCRIPTION
PAGE
6-8 SIDE SEWERS ............................................................................................. 6-7
6-8.1 Description .............................................................................................. 6-7
6-8.2 Materials .................................................................................................. 6-8
6-8.3 General .................................................................................................... 6-8
6-8.4 Excavation, Bedding, Backfill and Compaction ..................................... 6-8
6-8.5 Size .......................................................................................................... 6-8
6-8.6 Slope ........................................................................................................ 6-8
6-8.7 Fittings ..................................................................................................... 6-9
6-8.8 Cleanouts ................................................................................................. 6-9
6-8.9 Testing ..................................................................................................... 6-9
6-9 TELEVISION INSPECTION ........................................................................ 6-9
SECTION 7
STANDARD DRAWINGS
7 STANDARD DRAWINGS TABLE OF CONTENTS ....................... INDEX-1
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STANDARDS 1-1
DESIGN & CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
SECTION 1
GENERAL CONSIDERATIONS
1-1 STANDARDS
These City of Everett Design and Construction Standards and Specifications, hereinafter referred to as the
"Standards", shall apply whenever any public or private work is performed within the street rights-of-way of
the City of Everett including work performed by private parties at their own expense under authority granted
by ordinance of the City Council or permit process. Except where these Standards provide otherwise,
design, construction and materials shall conform to the appropriate standards of the current edition of the
following publications produced separately by the Washington State Department of Transportation
(WSDOT) or jointly by WSDOT and the Washington State Chapter of the American Public Workers
Association (APWA).
A. WSDOT/APWA Standard Specifications for Road, Bridge and Municipal Construction, hereinafter
referred to as the "WSDOT/APWA Standard Specifications".
B. WSDOT/APWA Standard Plans for Road, Bridge and Municipal Construction, hereinafter referred
to as "WSDOT/APWA Standard Plans".
1-2 REFERENCES
These Standards are intended to be consistent with the most currently adopted provisions of the following:
A. Everett Municipal Codes
B. City of Everett Drainage Plan
C. State of Washington Shoreline Management Act
D. State and National Environmental Policy Acts
E. City Design Standards-Washington State
F. International Building Code and International Residential Code
G. National Electrical Code
H. Uniform Plumbing Code
I. International Mechanical Code
J. WSDOT Design Manual
K. WSDOT Traffic Manual
M. WSDOT Utilities Manual
N. WSDOT Construction Manual
O. AWWA Standards
P. Manual on Uniform Traffic Control Devices (MUTCD)
Q. City Stormwater Management Manual
1-3 AS-BUILT DRAWINGS
Prior to the acceptance of the work, the developer/contractor shall furnish the city engineer one neatly and
legibly marked set of the city approved, wet stamped plotter paper drawings of significant permanent items
showing any and all changes in the final locations of all items of work including, but not limited to curb and
gutter, storm drain lines, water lines, sewer lines, catch basins, manholes, fire hydrants, valves, new and
existing utilities and all other miscellaneous items included in the work. Marking of the drawings shall
represent all changes, vertical and horizontal, and be done at the time the material and equipment is
installed.
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GENERAL CONSIDERATIONS
STANDARDS 1-2
The city would prefer a computer file of the as-builts submitted in conjunction with the paper copy. The
computer file should be capable of being imported to AUTOCAD. Please refer to Section 1-10.1 of these
Standards for information on plan format.
As-built drawings shall be required whether for private or public construction in accordance with the
following:
Private Development
A. Plats - Final plat approval shall be withheld until after the as-builts have been submitted and
approved.
B. Commercial - Final approval and installation of water meters will be withheld until the as-builts
have been submitted and approved.
Public Construction
As-built drawings shall be considered an item on the contractor's punch list. Until all items on the punch list
are completed, the project will not be sent to the City Council for approval. Final acceptance will be
withheld until the as-built drawings are submitted and approved.
1-4 CITY PERFORMED WORK
When work is to be performed by the city, the city will provide all the material required for the said work.
The cost for the material and the work performed shall be at the developer's expense. Any requests for city
work should be scheduled at least one week in advance.
1-5 CONTROL OF NOISE
The city has established regulations for control of noise in residentially zoned property. For the purpose of
regulating potentially disruptive or annoying noise, Ordinance No. 1556-89 states that all residentially
zoned lands fall within Noise Control District No. 1.
Under the City's Noise Ordinance, construction related noise has limitations during the hours before 7 a.m.
and after 10 p.m. on weekdays and before 8 a.m. and after 6 p.m. on weekends and state recognized
holidays. Due to citizen concerns about construction noise in neighborhoods, and given the city's intent to
limit the occurrence of public disturbance noise, construction sites will be monitored and violators are
subject to fines.
Construction contractors are responsible for notifying subcontractors of the city's noise regulations.
1-6 GUARANTEES
Performance and warranty guarantees will be required for all public works improvements, unless waived by
the city engineer. Work to be performed by any state agency or unit of local government shall be exempt
from providing guarantees based on Chapter 35A.21.250 R.C.W.
Acceptable methods of guarantees will be as follows:
A. Bond
B. Assignment of Funds (Performance)
C. Set-aside Letter (Warranty)
D. Cash Deposit
Standard documents as approved by the city for the above items are available from the Public Works
Department.
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GENERAL CONSIDERATIONS
STANDARDS 1-3
1-6.1 PERFORMANCE
Performance guarantees will be required for all improvements located in the public rights-of-way and as
required by city ordinance as detailed on the approved plans and as noted in the following summary:
Street/Alley Drainage (private) Utilities (public)
Estimated cost plus 20%; For properties one acre Estimated cost plus 20%;
construct improvements or more with drainage construct improvements prior
prior to building permit abatement facilities, to occupancy; for a plat
issuance; for a plat estimated cost plus 20%. construct prior to final plat
construct all improvements approval.
prior to final plat approval.
The initial guarantee and subsequent extensions as approved will be limited to one year increments. If time
extensions are approved, the guarantee amount shall be revised to reflect inflation and/or other cost impacts.
The developer shall provide an estimate, prepared by a licensed engineer, of the improvements based on the
approved plans. The estimate shall be itemized by description, quantities and costs. The submitted data will
be reviewed by public works for adequacy of quantities and comprehensiveness of estimates. The estimate
shall be reviewed to reflect the city's cost to complete the improvements.
1-6.2 WARRANTY
Warranty guarantees will be required at the time of final acceptance of the public improvements and/or
improvements required by city ordinance. The guarantee amount will be 10% of the documented final cost
of the improvements. The warranty guarantee is required prior to release of the performance guarantee.
Methods of posting warranty guarantee shall be the same as for performance guarantee and shall be for the
lengths of time as listed below:
Street/Alley Drainage (private) Utilities (public)
One Year Two Years One Year
(will be extended for
1 year if city elects
to assume maintenance.)
1-7 PERMITS
A public works permit is required for all work within the public right-of-way and city utility easements, and
for all sewer, water, and drainage improvements, including fill and excavation, parking lot construction
and/or paving on private property.
The approved applicants copy of the public works permit, together with a set of plans approved by the
Public Works Department shall be available on the job site whenever work is being done on any portion of
the project.
Any questions regarding information about permits and the approved prices should be directed to the
building counter located on the second floor of the Service Center Building at 3200 Cedar Street in Everett.
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GENERAL CONSIDERATIONS
STANDARDS 1-4
1-8 LEGAL RELATIONS AND RESPONSIBILITIES
The contractor at all times shall comply with all Federal and State laws, local laws and ordinances, and any
regulations which in any manner affect the project.
The contractor shall release, indemnify and promise to defend and save harmless the city, its officers,
employees and agents from and against any and all liability, loss, damage, expense, actions and claims,
including costs and reasonable attorneys fees incurred by the city in defense thereof, asserting or arising
directly or indirectly on account of any violation of laws, ordinances or regulations whether such violations
are by the contractor, his subcontractors, his employees, or his agents.
1-9 MODIFICATIONS OF STANDARDS
Modifications from these Standards may be granted by the city engineer upon evidence that such
modifications are in the public interest, that they are based upon sound engineering judgment, and that
requirements for safety, function, appearance, environment, and maintainability are fully met. Desired
modifications must be approved prior to construction.
1-10 PLAN REVIEW
The Public Works Department has established basic standards for improvement plans so plan checking can
be processed efficiently. See each section for specific requirements over and above the following standards.
Plans must meet these standards before they will be accepted. Requirements for plans will be divided into
two general categories.
A. Minor Projects: Work not requiring public right-of-way improvements. For example, small site
projects such as a new house or duplex, garage addition, house addition or remodel.
B. Major Projects: Work involving street improvements, drainage, water and sewer improvements.
Plans for major projects must be drawn by a registered civil engineer licensed in the State of
Washington.
1-10.1 FORMAT AND REQUIRED DATA
A. All public works plans for street improvements and utility systems shall be prepared in a vellum
plan/profile format either with sheets printed in half plan and half profile or with separate sheets for
plan view and profile views.
B. In addition to vellum plan and profile sheets, it is recommended (but not required) that all plans for
major projects should be submitted with a floppy disc computer file that can be imported to
AUTOCAD. Major projects are as defined in Section 1-10 A above or as otherwise identified by the
city engineer. Copies of the city specified format for AUTOCAD are available at the building
counter located on the second floor of the Service Center at 3200 Cedar Street, Everett, Washington.
C. Plans shall be prepared with all utilities, both new and existing, shown on all sets of plans. For
example, on the sanitary sewer sets, the water and storm drains shall be shown with the sanitary
sewer portions being heavily highlighted. Other utilities are also to be shown in profile views where
crossings occur.
D. Whenever possible, use notes specifying city standard numbers for common items such as catch
basins, restrictors, fire hydrant assemblies, etc.
E. Show the existing channelization of all streets that front the proposed development. Show all curb
cuts on both the adjacent properties and the properties across the streets that front on the proposed
development.
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GENERAL CONSIDERATIONS
STANDARDS 1-5
F. Show complete data for curb radii, utility locations (new and existing), curb elevations, street
stationing, street widths, existing adjacent improvements, elevations of existing street improvements,
and utilities, etc.
G. All elevations and grades on public works plans shall be to the 1988 N.A.V.D. (North American
Vertical Datum).
H. A summary of quantities for all work within the public right-of-way or in easements granted to the
city shall be listed on the title sheet or on the first sheet of all plans or sets of plans. The following
list can be used as a guideline for the items to be listed but is to be supplemented as necessary for a
particular project:
1. Asphalt Concrete Pavement (Roadway) S.Y.
2. Cement Concrete Pavement (Roadway) S.Y.
3. Asphalt Concrete Pavement (Alley) S.Y.
4. Cement Concrete Pavement (Alley) S.Y.
5. Cement Concrete Curb & Gutter-Type "A-1" L.F.
6. Cement Concrete Sidewalk S.F.
7. Cement Concrete Driveway Approaches S.F.
8. Ductile Iron Water Main (Size) L.F.
9. Gate Valves (Size) EA.
10. Butterfly Valves (Size) EA.
11. Concrete or PVC Sewer Main (Size) L.F.
12. Concrete or PVC Side Sewer (Size) L.F.
13. Sewer Manholes (Type) EA.
14. Concrete Storm Drain Pipe (Size) L.F.
15. Catch Basins (Type) EA.
16. Traffic Regulatory Signs (Type) EA.
17. Street Name Signs EA.
18. Fire Hydrant Assemblies EA.
19. Water Main Blow-Offs EA.
I. A "Driveway Schedule" which lists all of the driveways, both residential and commercial, being
constructed and shall include the following information pertaining to each driveway, in tabular form:
1. Location of driveway
2. Surface type
3. Width
4. Profile grade (may require separate sketch)
5. Length
J. Plans shall show any environmental features such as wetlands, streams, steep slopes and any
associated buffers for each.
1-10.2 REQUIRED DRAWINGS
The following plans for public works improvements and utilities shall be prepared:
A. Erosion Control & Grading Plan.
B. Street Improvements.*
C. Storm Drain or Drainage Plan (Drainage & Street Plans may be combined together).
D. Sanitary Sewer Plan.
E. Water System Plan.
F. Landscaping Plan.
* A separate cross section plan sheet is required for all new street construction. Distance between stations shall be determined by city
engineer based on site topography.
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GENERAL CONSIDERATIONS
STANDARDS 1-6
For most minor projects, all the above required sheets may be condensed into one plan sheet. If an
extension or either a sewer main, water main, or storm drain main is required, a separate sheet will be
required for that work.
1-10.3 SCALE OF DRAWINGS
All plans are to be drawn utilizing an engineer's scale.
The acceptable scale for public works improvement plans shall be 1"=40' for plan view (horizontal) and
1"=5' for profile view (vertical). A larger scale such as 1”=20' for the plan view may be used on smaller
projects when greater clarity can be attained.
1-10.4 SIZE OF DRAWINGS
A. Minor Projects: Plans must be drawn or printed on paper that is relatively heavy, such as blueprint
quality or standard drafting paper. Plans drawn on tissue paper, poster board or cardboard will not
be accepted. The minimum acceptable size is to be 8-1/2"x11", with the maximum acceptable size
being 24"x36".
B. Major Projects: Plans must be drawn on polyester drafting film. Plans shall be no less than 24"x36"
and shall be done in ink.
1-11 PROTECTION OF PROPERTY AND UTILITIES
1-11.1 PROPERTY
The contractor shall protect and preserve from damage, interference and destruction all private and public
property on or in the vicinity of the work. If such property is damaged or destroyed or its use interfered
with by the contractor or his agents, it shall be restored immediately to its former condition by the contractor
at his expense and such interference terminated.
1-11.2 UTILITIES
The contractor shall protect from damage private and public utilities, including telephone and telegraph
lines, power lines, sewer and water lines, railroad tracks and appurtenances, highway lighting and signal
systems, and similar facilities. Before beginning any excavation, the contractor shall provide notice of
commencement to all owners of underground facilities through the one number locator service, phone
number 1-800-424-5555, if available; if not he shall give notice to all individual utility owners. Such notice
shall not be less than 2 nor more than 10 business days before the scheduled date of excavation.
1-12 SITE MAINTENANCE
The developer and contractor shall schedule and control his work so as to prevent all hazards to public
safety, health and welfare.
Streets shall be kept free of dirt and debris on a continuous basis.
Pedestrian facilities shall be kept free of obstruction, and continuity shall be maintained at all times unless
otherwise approved by the Public Works Department.
On existing streets, two way traffic shall be maintained at all times unless detour plans have been approved
in advance by the city traffic engineer.
Pedestrian and vehicular access to occupied buildings shall be maintained at all times except where approval
from the building owner has been obtained.
Adherence to the project’s erosion and sediment control plan will be required. Features contained therein,
such as silt fences, check dams and sedimentation ponds shall be maintained in good working order to the
satisfaction of the public works inspector.
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GENERAL CONSIDERATIONS
STANDARDS 1-7
1-13 TRAFFIC CONTROL
1-13.1 GENERAL
Traffic control for all projects shall comply with Chapter 6 of MUTCD. The contractor shall be responsible
to furnish and maintain all required labor and materials as needed to the satisfaction of the city engineer.
The contractor shall conduct his operations as to offer the least possible obstruction and inconvenience to
the public, and he shall have under construction no greater length or amount of work than he can prosecute
properly with regard to the rights of the public. He shall not open up sections of the work and leave them
unfinished, but he shall finish the work as he goes insofar as practicable.
Unless otherwise approved in writing by the city engineer, all public traffic shall be permitted to pass
through the work with as little inconvenience and delay as possible. The contractor shall keep existing
roads and streets adjacent to or within the limits of the project open to and maintained in a good and safe
condition for traffic at all times. The contractor shall remove any deposits or debris and shall repair any
damage resulting from his operations. Construction shall be conducted so as to cause as little inconvenience
as possible to abutting property owners. Convenient access to driveways, houses and buildings along the
line of work shall be maintained.
Construction signs shall not be placed on sidewalks or pedestrian pathways impeding wheelchair or
pedestrian traffic. If the work entails removing panels of sidewalk, then place sidewalk closed signs in
advance of the work area. This will give warning to the handicapped and pedestrians allowing them to
choose an alternate route.
If the road construction activities require advanced warning signs, then signs will be placed in accordance
with the MUTCD manual and WORK ZONE TRAFFIC CONTROL book.
Signs and traffic control devices should not be a hazard to pedestrians. Signs located near or adjacent to
sidewalk should have a 7-foot clearance. In the event that sidewalks on both sides of the project are closed,
then pedestrians should be guided around the construction site.
If your signing crews are in doubt, have them contact the appropriate City of Everett Inspectors.
1-13.2 DETOURS AND ROAD CLOSURES
Approval must be received from the city traffic engineer for all detours and road closures. A formal traffic
control plan complying with the MUTCD shall be submitted to public works for review and approval by the
traffic engineer prior to any work proceeding.
1-13.3 FLAGGERS, BARRICADES AND SIGNS
Flagger(s), barricades, signs shall conform to the Standards established in the latest edition of the "Manual
on Uniform Traffic Control Devices" (MUTCD). Standard Plan No's 701A through 701L show typical
traffic control conditions. Standard Plan No. 702 shows typical traffic control devices. Should the
contractor deviate from these Standard Plans, he or she should prepare a signing plan showing the necessary
construction signing, barricades and flagger(s) required for the project and submit the plan(s) to the public
works for approval by the city engineer in advance of the time the signing and barricades will be required.
All equipment and materials required for traffic control shall be furnished, installed and maintained by the
contractor to the satisfaction of the city engineer.
During construction activity at signalized locations, an off-duty, uniformed police officer shall be required
at all times the signal or beacon is turned off or when the traffic signal indicator is countermanded, or if the
engineer determines it is necessary for traffic control. Officers are also required for new traffic signal work.
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GENERAL CONSIDERATIONS
STANDARDS 1-8
The uniform ed police officer shall be provided by th e contractor. For inform ation on police officer
availability, call the City of Everett Police Department at 259-0400.
1-13.4 PLACEMENT OF CONSTRUCTION SIGNS ON SIDEWALKS AND PEDESTRIAN
PATHWAYS
Construction signs shall not be placed on sidewalks or pedestrian pathways im peding wheelchair or
pedestrian traffic. If the work entails rem oving pane ls of sidewalk, then place sidewalk closed signs in
advance of the work area. This will give warning to the handicapped and pedestrians allowing them to
choose an alternate route.
If the road construction activities require advanced wa rning signs, then signs will be placed in accordance
with the MUTCD manual and WORK ZONE TRAFFIC CONTROL book.
Signs and traffic control devices should not be a hazard to pedestrians. Signs located near or adjacent to
sidewalk should have a 7-foot clearance. In the event that sidewalks on both sides of the project are closed,
then pedestrians should be guided around the construction site.
If your signing crews are in doubt, have them contact the appropriate City of Everett inspectors.
1-14 CONTROL AND INSPECTION
1-14.1 GENERAL
Work perform ed in construction or im provements within the city, whether by a private developer, a city
contractor or city forces, shall be done in accordance with the approved plans and specifications and to the
satisfaction of the city engineer.
No work may be started until such plans are approved. Any revision to such plans shall be approved by the
city engineer prior to performance of the work.
The city engineer will have authority to enf orce thes e Standards as well as other ref erenced or pertinent
specifications and will appoint project engineers, assistan ts and inspectors as necessary to inspect the work
for compliance.
1-14.2 MATERIALS SAMPLING & TESTING
1-14.2(1) DEVELOPMENTS
It shall be the responsibility of the developer to pr ovide test reports certified by a professional engineer
licensed in the State of W ashington to verify com pliance of materials used in the project. Sam pling and/or
testing shall be at a frequency and m agnitude determined by the city engineer or designated representative.
Copies of all test reports shall be furnished to the c ity engineer. All costs incurred for testing or sam pling,
as required, shall be the responsibility of the developer.
1-14.2(2) CITY FORCES & CITY CONTRACTORS
Construction work perform ed by city forces and city contractors shall be inspected by city inspectors.
Sampling and testing shall be performed by city inspectors or by a professional laboratory.
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GENERAL CONSIDERATIONS
STANDARDS 1-9
1-14.2(3) NOTIFICATION OF INSPECTION
The developer shall notify the city of inspection need s in a tim ely manner. In general, a m inimum of 24
hours advance notice will be required. Failure to notify in time may oblige the city to arrange appropriate
sampling and testing after-the-fact, with certification by a qualified private testing laboratory. Costs of such
testing and certification shall be borne by the developer.
1-15 ASBESTOS CONTROL
Asbestos containing m aterial (ACM) m ay be encounter ed during a construction project in the form of
asbestos cem ent pipe, pipe insulation, or as insulation in a structure that is being dem olished. It can be
found in pipe for water and sewer m ains, electrical condu its, drainage pipe, and vent pipes, etc. Norm al
breakage and crushing of the m aterial can cause an asbestos fiber release which presents a serious
respiratory hazard. It is im perative that asbestos fiber release be controlled. Citations, by regulatory
agencies, for an asbestos fiber release carry substantial fines.
Only employees certified by the State of W ashington as a Certified Asbestos W orker may work on ACM
during construction, demolition, repair, maintenance, renovation, salvage, or disposal of ACM.
The contractor shall have all asbestos rem oved from the site and property disposed of by a State licensed
asbestos contractor in accordance with the practices specified by the State of W ashington Departm ent of
Ecology, the Snohomish County Solid Waste Division and all other pertinent State and Federal Regulations.
See WAC 296-62-077.
1-16 LANDSCAPING
The development of landscaping and erosion control is to conform to the basic concepts and principles set
forth in the City of Everett Zoni ng Code. Landscaping shall be required on all projects to provide visual
orientation for traffic safety; to create physical delin eation of parking areas and to furnish definition and
scale of the entire complex by interval plantings and to insure the preservation of land values by creating an
environmental quality which compliments the objectives of the respective land uses in any zone. A copy of
the Zoning Code is available for revi ew at the building counter, second floor of the Service Center located
at 3200 Cedar Street in Everett.
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STANDARDS 2-1
DESIGN AND CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
SECTION 2
SMALL PARCEL EROSION AND SEDIMENT CONTROL
2-1 GENERAL
This section of the Standards covers erosion and sedi ment control for sm all parcels, where land alteration
activities will disturb less than one acre of land. Project s which will disturb one acre of land or m ore must
refer to the City of Everett’s Stormwater Management Manual for large parcel erosion and sediment control
requirements.
Land alteration activities are those activities which ar e com monly ref erred to as clearing (the act of
vegetation rem oval from the land surface, often referre d to as land clearing); grubbing (the act of root
vegetation removal from beneath the surface of the ear th, usually in conjunction with clearing); excavation
(the mechanical removal of earth m aterial); filling (deposition of earth m aterial placed by artificial m eans);
grading (excavation of f illing or com bination ther eof); and stockpiling (tem porary deposition of earth
material placed by artificial means).
2-2 SMALL PARCEL EROSION AND SEDIMENT CONTROL
2-2.1 SMALL PARCEL EROSION AND SEDIMENT CONTROL PLANS (SPESCP)
A SPESCP illustrates the Best Managem ent Practices (BMPs) and strategies f or controlling erosion and
sediment on a sm all parcel during construction. The applicant developing a sm all parcel shall subm it two
copies of a site improvement and drainage plan on 8 1/2" by 11" paper showing the following:
- Name, address, and phone number of owner or contact person.
- North arrow, lot number and plat, address, date, and street name fronting structure.
- Footprint of all proposed structures and any existing structures on the site.
- Location of any environm entally sensitive areas (as identified in the City of Everett Zoning Code) on
or im mediately adjacent to the site, including st reams, wetlands, steep slopes, and their required
buffers.
- Arrows or topographical contours showing the slope of the site.
- Methods to convey runoff away from the proposed structures and construction activity.
- Proposed location and erosion protection of excavated basement soil stockpiles (if applicable).
- Methods to stabilize disturbed areas of the site a nd to protect adjacent properties and/or streets from
sediment (these m ethods m ay include plas tic covering, m ulching, seeding, planting, sodding,
vegetative buffer strips, sediment barriers or filter fences, and dikes).
- A construction vehicle access (lim ited to one route, whenever possible) using gravel or crushed rock
applied to the driveway area, with truck traffic restricted to this one route.
- A note calling for periodic street cleaning to remove any sediment tracked off the site.
- A note calling for routine inspection and m aintenance of all installed erosion and sedim ent control
BMPs, especially after storms.
- A note calling for appropriate m easures to be take n to stop sedim ents from entering waterways if the
proposed BMPs fail.
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LAND ALTERATIONS
STANDARDS 2-2
- Call out the num ber of square feet of rooftops and the num ber of square feet of other im pervious
surfaces such as driveways and parking areas.
- Show connection to nearest stream, if possible, or state distance to stream.
- A note indicating that bare and/or disturbed soils shall rem ain uncovered and/or unstabilized f or no
more than 2 days from October 1 through April 30, and for no m ore than 7 days from May 1 through
September 30.
2-2.2 SMALL PARCEL BMP
S
2-2.2(1) BMP ES.10 PLANNED CLEARING AND GRADING
Clearing and grading of the site shoul d be planned properly. It is im portant to clear only the areas needed,
thus keeping exposed areas to a m inimum. Clearing should be phased so that only those areas that are
actively being worked are uncovered. Clearing lim its should be flagged and reviewed by the appropriate
city official in the lot or area prior to the initiation of clearing.
2-2.2(2) BMP ES.20 EXCAVATED BASEMENT SOIL
Excavated basement soil should be located a reasonable distance behind the curb, such as in the backyard or
side yard area. This practice will increase the dist ance eroded soil m ust travel to reach the storm sewer
system. Soil piles should be covered until the soil is e ither used or rem oved. Piles should be situated so
that sediment does not erode into the street, adjoining yards and does not enter surface water.
2-2.2(3) BMP ES.30 BACKFILLING
Basement walls should be backfilled as soon as po ssible and the lot rough graded. This practice will
eliminate large soil m ounds which are highly erodible a nd prepares the lot for tem porary cover, which will
further reduce erosion potential.
2-2.2(4) BMP ES.40 REMOVAL OF EXCESS SOIL
Excess soil should be rem oved from the site as soon as possible after backfilling. This practice will
eliminate any sediment loss from surplus fill.
2-2.2(5) BMP ES.50 MANAGEMENT OF SOIL BANKS
If a lot has a soil bank higher than the curb, the bank should be located several feet behind the curb and a
shallow trench should be excavated between the bank and the curb. This practice will help prevent any
eroded sediment from entering the street.
2-2.2(6) BMP ES.60 CONSTRUCTION ROAD ACCESS
Gravel or crushed rock shall be applied to the driveway area and vehicle traffic restricted to this one route.
Driveway paving can be installed directly over the gravel. This m easure will help prevent soil f rom
adhering to tires and stop soil from washing into th e street. This construction access requires periodic
inspection and m aintenance including washing, top- dressing with additional stone, reworking and
compaction.
2-2.2(7) BMP ES.70 SOIL STABILIZATION
Soil stabilization m easures protect soil from the erosiv e forces of raindrop im pact and flowing water.
Acceptable m easures include establishing vegetation by sodding or seeding, m ulching with two tons of
straw per acre or approved equal, plastic or other im pervious covering staked to the ground or anchored
with rocks or sandbags, and the early application of gravel base on areas to be paved.
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LAND ALTERATIONS
STANDARDS 2-3
2-2.2(8) BMP ES.80 STREET CLEANING
Periodic street cleaning shall be provided to rem ove any sedim ent that m ay have been tracked out.
Sediment should be rem oved by shoveling or sweeping a nd carefully rem oved to a suitable disposal area
where it will not be re-eroded. Additional street clean ing may be required as directed by the city public
works inspector. Special care should be taken to redu ce sediments from entering storm drains connected to
salmon streams. The use of vacuum sweepers is encouraged.
Additional street cleaning m ay be required as directed by the City Public W orks inspector. Special care
should be taken to reduce sedim ents from entering stor m drain connected to salm on streams. The use of
vacuum sweepers are encouraged.
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STANDARDS 3-1
DESIGN AND CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
SECTION 3
STREETS AND RELATED WORK
3-1 GENERAL REQUIREMENTS
All work perform ed in the design, preparation of plan s and in the construction or im provement of city
streets and all appurtenances, whether public or priv ate shall be the responsibility of the developer or
contractor and done to the satisfaction of the city engineer and in accordance with the plans and
specifications approved by the city for the work.
It is em phasized that no perm its will be issued to st art work until plans f or that work are approved. any
revisions to the plans shall be approved by the city engineer before being implemented. A set of
"as-built" drawings (m ylars) will be required at the co mpletion of the project and prior to f inal acceptance
of the work. See individual utility sections for more specific "as-built" requirements.
City Ordinances and Standards establish policy for the installation of street im provements. Specific
application will be determined at the time of permit application and or issuance.
3-2 ROADWAY TYPES AND GEOMETRICS
3-2.1 GENERAL
City of Everett roadways are classified functionally as indicated in Standard Plan No. 300. Criteria for
minimum right-of-way and roadway widths, and other geometrics shall be as listed for given classifications.
Structural sections and roadway appurtenances shall be as shown on Standard Plan Nos. 301 and 302.
The city engineer may require the second lift of asphalt to be bonded and delayed for up to one year.
Typical utility locations for design purposes are shown on Standard Plan No. 322.
3-2.2 HORIZONTAL ALIGNMENT
3-2.2(1) CURB RETURN RADII
Radii of 40 feet or more, should be three centered compound curves or simple curves with tapers to fit the
paths of appropriate design vehicles.
3-2.2(2) LOCAL STREETS
For the intersection of two local streets, the minimum allowable curb radius shall be 25 feet, which is to be
measured from the radius point to the face of curb.
For the intersection of a local street with any collector or arterial, the minimum radius shall be 30 feet.
3-2.2(3) OTHER STREETS
On all other street intersections, the minimum allowable radii shall be 30 feet.
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STREETS AND RELATED WORK
STANDARDS 3-2
3-2.2(4) TRUCKS AND BUSES
Radii of 40 feet or m ore should be provided where la rge truck com binations and buses turn frequently.
Larger radii are also desirable where speed reductions would cause problems.
3-2.3 INTERSECTIONS
Intersections
Angle of Intersection 80
o
to 90
o
Minimum Centerline Radius N/A
Minimum Curb Radius 25 feet
3-2.4 STREET ENDS
Cul-de-sacs shall be provided at all perm anent street ends, and on any tem porary dead end location when
the length of the street is more than 150 feet in length. Cul-de-sacs shall be per Standard Plan No. 304.
On temporary dead ends, when the street is less than 200 feet in length, the required turnaround area may be
a hammerhead type of design per Standard Plan No. 323.
3-3 EASEMENTS
A nonexclusive easem ent shall be reserved for and gr anted to all utilities serving subject plat and their
respective successors and assigns, over, under and upon the exterior 10 feet parallel with and adjoining the
street frontage of all lots and com mon areas in which to install, lay, construct, renew, operate and m aintain
underground conduits, cables, pipes, and wires; together with other necessary facilities and equipm ent, for
the purpose of serving this subdivision and other propert y with utility service, together with the right to
enter upon the lots at all times for the purposes herein stated.
3-4 FIRE DEPARTMENT ACCESS
As required by the fire chief, every building construc ted shall be accessible to the Fire Departm ent, both
during and after construction, by way of access roadways approved by the Fire Departm ent. The roadway
shall have at least 20 feet of unobstructed width, shall have adequate roadway turning radius, and be capable
of supporting the im posed loads of fire apparatus. The minimum allowable vertical clearance shall be 13
feet 6 inches. All required fire access roads must be in service prior to commencement of construction.
When access roads cannot be installed due to topography, waterways, nonnegotiable grades or other sim ilar
conditions, the chief is authorized to require additiona l fire protection as specified in Section 10.501(b) of
the Uniform Fire Code. Such devices or appliances m ay consist of automatic fire alarm systems, automatic
sprinkler or water spray system s, standpipe and hose, fixed or portable fire extinguishers, suitable fire
blankets, breathing apparatus, m anual or autom atic covers, carbon dioxide, fo am, halogenated or dry
chemical or other special fire-extinguishing system s. W here such system s are provided, they shall be
designed and installed in accordance with the applicable Uniform Fire Code Standards.
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STREETS AND RELATED WORK
STANDARDS 3-3
The following definitions shall apply:
A. Fire Lane: That portion of the Fire Department access to areas or structures which is required by the
provisions of Chapter 46.44 of the Everett Municipal Code. Generally, this access is in larger
complexes and constitute continuous loops around buildings or complexes.
B. Fire Access Road: That portion of the Fire Departm ent access to areas or structures which is
required by the provisions of Section 10.207 of the Uniform Fire Code, 1991 edition or subsequent
revision. This type of access may be provided to almost any type of property.
C. Access Easement: That portion of a "fire access road" as defined above which is provided by the
granting of a permanent easement over one or m ore properties in order to provide perm anent access
to other properties.
D. Short Plat Access: That portion of Fire Departm ent access in to short plats regulated by Title 18 of
the Everett Municipal Code.
Temporary access roads in use during building construc tion, shall be constructed for all weather driving
conditions. At no tim e during the construction of the project should the roadway surface consist prim arily
of dirt, mud, sand, or other material that, in the opinion of the Fire Chief, may impair fire fighting or rescue
operations. The required 20 foot width m ust be m aintained so that the driving surface is recognizable day
or night.
The required width of any fire apparatus access road shall not be obstructed in any m anner, including
parking of vehicles. Minim um re quired widths and clearances established under this section shall be
maintained at all tim es. The required cul-de-sac turnaround for fire apparatus shall be per Standard
Drawing No. 304.
3-5 PARKING LOTS
3-5.1 GENERAL
Off street parking lots shall be constructed in conf ormance with the requirem ents for num ber of stalls and
landscaping as noted in the Zoning Code. Additionally, if all of the following are m et, a maximum of 25%
of the required num ber of stalls m ay be sized for co mpact cars, as shown on Standard Plan Nos. 334A and
334B. Aisle widths m ay be required to be widened if m ultiple utility lines are located within the aisle
corridor. Note the compact stalls should not be intermixed with standard stalls.
A. The parking lot contains 12 or more parking spaces.
B. The parking area is defined as long term park ing, i.e., m ore than 3-4 hours and does not involve
packages. For exam ple, a shopping center could not meet this criterion, but an apartm ent complex
could.
3-5.2 CONSTRUCTION
All parking lot construction shall be inspected by the Public Works Department for conform ance to plans
for size, layout, drainage control and structural s ection. The m inimum acceptable structural section for
parking lots shall be 2 inches of Class "B" Asphalt placed over 4 inches of Cr ushed Surfacing Top Course,
unless otherwise approved by the city engineer. Prio r to placing any surfacing m aterial on the roadway, it
will be the responsibility of the developer/contractor to provide density test reports certified by a
professional engineer registered in the State of Washington.
Crushed Surfacing Top Course shall be com pacted to 95% m aximum density. Density testing for asphalt
pavement including the necessity and f requency of core samples will be determ ined by the engineer on a
case by case basis.
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STREETS AND RELATED WORK
STANDARDS 3-4
3-5.3 HANDICAP REQUIREMENTS
Handicap parking stalls shall m eet the requirem ents of W ashington State Regulations for Barrier Free
Facilities (WAC 51-30).
Safe, convenient handicap access is require d from the street to all buildings on site. This is in addition to
safe, convenient handicap access between buildings. See Section 3-5.5.
3-5.4 ILLUMINATION
Parking lot illumination shall be provided for all parki ng lots containing more than ten (10) parking spaces,
and shall be designed and constructed so as to:
A. Provide security lighting to all parking spaces.
B. Be shielded in a manner that does not disturb residential uses.
C. Minimize illumination of salmonid bearing streams to minimize potential predation.
3-5.5 PEDESTRIAN CONCERNS
Pedestrian walkways may be required within commercial parking lots as determined by city traffic engineer.
Internal vehicle and pedestrian circulation for parki ng lots shall be approved by the planning director and
traffic engineer. Parking lot circulation shall allo w for access so pedestrians and wheelchairs can easily
gain access from public sidewalks and bus stops to bu ilding entrances through the use of pedestrian paths
which are physically separated from vehicle traffic and maneuvering areas. In shopping center parking lots
containing more than 100 spaces, such pedestrian/wheelch air paths shall be a m inimum of 5 feet wide and
constructed in a manner that they cannot be used as a holding area for shopping carts.
Access driveways for parking areas shall be located so as to cause the least possible conf lict with vehicular
and pedestrian traffic on public rights-of-way.
The traffic engineer may require joint use of driveways by more than one property.
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STREETS AND RELATED WORK
STANDARDS 3-5
3-6 THROAT LENGTH REQUIREMENTS
The throat length is the unobstructed storage length requi rement measured from the inside face of curb to
the first driveway or parking stall. Distances m ay be reduced f or multiple driveways as approved by the
city engineer. Minimum throat lengths for each particular land use are as shown on the following table:
MINIMUM THROAT LENGTHS
Min Throat Length
Collector Arterial
Land Use Size (ft) (ft)
Light Industrial < 100,000 sq. ft. 25 50
100,001-500,000 sq. ft 50 100
> 500,000 sq. ft. 50 200
Discount Store < 30,000 sq. ft. 25 50
> 30,000 sq. ft. 25 75
Shopping Center < 250,000 sq. ft. 25 50
250,001-500,000 sq. ft. 50 75
500,001-750,000 sq. ft. 75 200
> 750,000 sq. ft. 125 250
Supermarket < 20,000 sq. ft. 50 75
> 20,000 sq. ft. 75 125
Apartments < 50 units 25 25
50-100 units 25 50
100-200 units 50 75
> 200 units 75 125
Quality Restaurant < 15,000 sq. ft. 25 50
> 15,000 sq. ft. 25 75
Drive-in Restaurant < 2,000 sq. ft. 25 75
> 2,000 sq. ft. 50 100
General Office < 50,000 sq. ft. 25 50
50,001-100,000 sq. ft. 25 75
100,001-200,000 sq. ft. 50 100
200,001-500,000 sq. ft. 100 150
> 500,000 sq. ft. 125 250
Motel < 150 rooms 25 75
> 150 rooms 25 100
3-7 TRAFFIC CONTROL SIGNING AND STRIPING
All traffic control devices, signing, striping and other pavement delineation shall conform to the Manual on
Uniform Traffic Control Devices (MUTCD). It sha ll be the developer' s responsibility to furnish all
materials and labor as required to install all traf fic control as required by the city traffic engineer. All
required signing (traffic control and street nam e signs), striping, and other delineation as required, shall be
shown on the street improvement plans prior to plan approval.
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STREETS AND RELATED WORK
STANDARDS 3-6
3-8 TRAFFIC STUDIES
A. Responsibility for Traffic Studies
All traffic studies are governed by th e Interim Traffic Mitigation Ordinance and all rules adopted pursuant
thereto. The applicant is urged to contact the city traffic engineer prior to beginning a traffic study.
Traffic studies are required by the city for all developm ents in the city that develop 50 or m ore "peak hour"
trips in either the A.M. or P.M. peak hour, or deemed necessary by the city's traffic engineer. Developments
that develop less than the 50 trip threshold have the option of paying a fee of $80.00 per daily trip or
preparing a traffic study to outline the impacts and mitigations. The primary responsibility for assessing the
traffic impacts associated with a proposed development will rest with the developer, with the city serving in
a review capacity.
The study is the responsibility of the applicant and m ust be prepared by a registered professional engineer
with adequate experience in transportation traffic and/or transportation planning.
B. Traffic Study Format
1. Land Use:
A brief description of the size of the land parcel, general terrain features and location within the city
must be included in this section. In addition, th e roadways that afford access to the site, and are
included in the study area, must also be identified.
2. Existing and Proposed Site Uses:
The existing and proposed uses of the site must be identified. The intent of the traffic study is to
evaluate the traffic impacts due to the development. If the final use is not clear, the land use with the
greatest overall traffic impact must be assumed for the study.
3. Project Trip Generation and Distribution:
The project trip generation is to be determ ined by the latest approved edition of the ITE Trip
Generation Manual, unless otherwise required or approved by the city traffic engineer.
The developments peak hour trips are to be dist ributed through the street network to a level of 10
peak hour trips.
4. Existing and Projected Volumes:
Existing traffic volum es including turning m ovement counts will be provided by the city when
available. Growth shall be calculated at 4% per year compounded annually.
Separate graphics shall be provided for the existing volum es, for the site generated volumes, and for
the cumulative SEPA project volumes. An additional graphic shall be provided com piling all of the
information at the horizon year. Volum es including turning m ovements shall be shown throughout
the study area for normal and peak hours.
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STREETS AND RELATED WORK
STANDARDS 3-7
5. The following Tables should be provided in the study:
Table A
LEVELS OF SERVICE (LOS)
Intersection Existing 1998
w/project
1998
w/o projects
1998
w/mitigations
Table B
VOLUME
Roadway Section
Intersection
Project
a.m. p.m.
(1)
Existing
a.m. p.m.
(2)
1998
a.m. p.m.
(3)
Proj. Vol.
as % of
Diff.
1/(3-2)
Proj. Vol.
as % of
Total
1/3
NOTE: The horizon year is norm ally 5 years from the date of project application. A horizon year of 1998
is used here for illustrative purposes only.
6. Traffic Accidents:
Traffic accident information may be required for affected street corridors and intersections. The
study period will normally be 3 years. Information is available from the city.
Estimates of increased or decreased accident potential m ust be evaluated for the developm ent
particularly if the proposed developm ent might impact existing traffic safety problem s in the study
area. Safety mitigation measures must be included where necessary.
7. Recommendations:
In the event that analysis indicates unaccepta ble Levels of Service (LOS) in the study area, a
description and cost estim ate of the proposed im provements to return intersection to an acceptable
LOS is required. The cost estim ates should be a ll inclusive and include any additional right-of-way
as required.
8. The Study shall also analyze the interface of entran ces and exits with the city street system . The
study shall also m ake recommendations regarding site circulation for both vehicles and pedestrians
including handicap access.
3-9 UNDERGROUND UTILITIES
3-9.1 GENERAL
1. The WSDOT/APWA Standard Specifications shall apply unless otherwise stated below.
2. When trenching through existing pavem ent, the ope n cut shall be a neat line m ade by either saw
cutting or jackham mering a continuous line. Saw cutting will be required unless the cut is m ade
prior to reconstruction or an overlay.
3. Temporary pavement patch shall be accomplished by using cold mix (MC 250), ATB or steel plates.
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STREETS AND RELATED WORK
STANDARDS 3-8
4. Permanent pavement patch shall be as specified on Standard Drawing No. 316.
5. Where trench excavation equals or exceeds a depth of 4 feet, the developer/contractor shall provide,
construct, m aintain and rem ove, as required, safe ty system s that m eet the requirem ents of the
Washington Industrial Safety and Health Ac t, RCW 49.17, including W AC 296-155. The trench
safety systems shall be designed by a qualified person, and meet accepted engineering requirements
(see WAC 296-155-660).
6. The developer/contractor shall furnish, insta ll, and operate all necessary equipm ent to keep
excavations above the foundation level free from water during construction, and shall dewater and
dispose of the water so as not to cause injury to public or private property or nuisance to the public.
Sufficient pum ping equipm ent in good working conditi on shall be available at all tim es for all
emergencies, including power outage, and shall have available at all tim es competent workmen for
the operation of the pum ping equipment. Water pumped from the trench shall be disposed of using
best management practices and shall not be pumped into streams nor to storm drains near streams.
7. Compaction tests will be required to ensure ade quate compaction on all lif ts. All com paction tests
shall be conducted by a licensed testing laboratory at the expense of the developer/contractor. See
Section 3-9.4 of these Specifications.
8. Reference to the city engineer below means the city's representative on site.
9. Water setting of backfill in trenches is not permitted.
3-9.2 TRENCH EXCAVATION
The length of trench excavation in advance of pipe la ying shall be kept to a m inimum and in no case shall
exceed 150 feet unless specifically authorized by the city engineer. The maximum permissible trench width
between the foundation level to the top of the pipe sha ll be 40 inches for pipe 15 inches or sm aller inside
diameter; or 1-1/2 I.D. plus 18 inches for pipe 18 inches or larger. If the maximum trench width is exceeded
without written authorization of the city engineer, the developer/contractor will be required to provide pipe
of higher strength classification or to provide a higher class of bedding, as required by the city engineer.
3-9.3 TRENCH BACKFILL
Suitable native m aterial excavated during trenching sha ll be used f or trench backf ill unless notif ied by the
city engineer that the native m aterial is unsuitable. The city engineer or his representative will exam ine
excavated native m aterial at the tim e of excavation to determine its suitability f or use as backf ill. Native
material will be considered suitable for trench backfill if it is:
a) Capable of attaining the degree of compaction specified in Section 3-9.4 Compaction.
b) Within reasonable tolerance of optimum moisture content.
c) Reasonably free of organic material, clay, frozen lumps, rocks or other deleterious matter.
Unsuitable backfill material shall be rem oved from the site and hauled to an approved disposal site. The
city engineer shall be provided with the location of a ll disposal sites to be used and also copies of the
permits and approvals for such disposal sites.
Imported m aterial shall m eet the requirem ents of Gr avel Borrow as specified in Section 3-20.2 of these
Standards or Crushed Surfacing Top Course as sp ecified in Section 9-03.9(3) of the W SDOT/APWA
Standard Specifications and Section 3-20.5 of these Standards.
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STREETS AND RELATED WORK
STANDARDS 3-9
3-9.4 COMPACTION
Trench backfill shall be spread in layers and compacted by mechanical tampers of the impact type approved
by the city engineer. The backfill m aterial shall be pl aced in successive layers w ith the first layer not to
exceed 2 feet above the pipe, and the following layers not exceeding 12 inches in loose thickness with each
layer being compacted to the density specified below:
a) Improved areas such as street and sidewalks sh all be compacted to 90% of m aximum dry density to
within 3 feet of subgrade. The last 3 feet shall be compacted to 95% of maximum dry density.
b) Unimproved area or landscape areas shall be compacted to 90% of maximum dry density.
3-9.5 TRENCHING LONGITUDINAL TO ROADWAY
Sewer, water and storm lines that are within the roadway section and longitudinal to the roadway shall be
backfilled with native m aterial or Gravel Borrow as approved by the city engineer to the pavem ent patch
level or subgrade whichever applies. All other utility cuts such as gas, telephone, power, and cable TV shall
be backfilled with controlled density fill.
3-9.6 TRENCHING TRANSVERSE TO ROADWAY
Utility trenching that crosses transversely to the roadway alignment will generally not be permitted unless it
can be shown that alternatives such as jacking, augur ing or tunneling are not feasible or unless the utility
can be installed just prior to reconstruction or an ove rlay of the road. Should an open cut be approved, the
trench shall be backfilled with controlled density fill. W hen high ground water levels are encountered,
relief drains shall be installed at 15 feet intervals to prevent damming. The relief drains shall be 3 inch PVC
and placed at a minimum 3 feet from finished grade or as otherwise approved by the city engineer.
3-9.7 JACKING, AUGERING, OR TUNNELING
Tunneling m ay be ordered by the city engineer under pavements, buildings, railroad tracks, etc. The
developer/contractor shall install the pipe by jacki ng, auguring or tunneling, or installing the pipe in a
casing pipe by a combination of these methods.
When use of a casing pipe is required, the developer/cont ractor shall be responsible to select the gauge and
size required, unless otherwise indicated on the drawi ngs, and consistent with his jacking or auguring
operation, and shall be set to line and grade. During jack ing or auguring operations, particular care shall be
exercised to prevent caving ahead of the pipe which will cause voids outside the pipe. W hen the carrier
pipe is installed within a casing pipe, the carrier pipe shall be skidded into position in an acceptable m anner
and to the line and grade as designated. The annular space between the casing and the pipe shall be filled
with controlled density fill or as otherwise approved.
The faces of the jacking pit shall be constructed by driving steel sheets, or installing tim ber lagging as the
excavation proceeds. The sheets, or lagging, shall exte nd a minimum of 5 feet be low the bottom of the pit
except at the entrance of the utility. Prior to jacki ng or auguring activities, shop drawings describing these
activities, including dimensioning of pit length and size of underground borings and complete description of
shoring, shall be submitted to the city engineer for approval.
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STREETS AND RELATED WORK
STANDARDS 3-10
3-10 SURVEYING AND MONUMENTATION
3-10.1 DESCRIPTION
This work shall consist of all the surveying and monumentation required to construct the project as
described in the plans and these Specifications.
It shall be the responsibility of the developer/contr actor to furnish m aterials and install m onuments and
castings in accordance with the drawings and where dir ected by the engineer. All survey work shall be
performed by or under the direct supervision, of a Professional Land Surveyor (PLS) licensed in the State of
Washington. Monum ent and m onument case and cover sha ll be supplied and installed per Standard Plan
No. 313.
Surveying, as required to construct a given project per the approved plans, shall be furnished by the
developer at no expense to the city. It is required that survey stakes be set for new curb and gutter
construction, for both horizontal and vertical control. Additionally, any water, storm drain, or sanitary
sewer mains which are to be constructed in easem ents are to have survey offset stakes set prior to starting
that work, and any deviation from that staked line must be left uncovered and resurveyed to realign
easement as required and for corrected as-built information.
3-10.2 MATERIALS
Materials for m onumentation shall be Class 3000 concrete or com mercial concrete per Section 6-02 of the
WSDOT/APWA Standard Specifications and the m onument case and covers shall be gray iron castings
conforming to the requirements of AASHTO M 105, Class 30B. The cover and seat shall be machined so as
to have perfect contact around the entire circumference and full width of bearing surface.
3-10.3 CONSTRUCTION REQUIREMENTS
Monuments shall be located at all centerline intersections of intersecting streets. Curved streets shall be
monumented at centerline PI's (point of intersection), if it falls within the street pavement, otherwise the PC
(point of curvature) and PT (point of tangency) of the curve shall be monumented.
It shall be the developer' s/contractor's responsibility to provide the surveying required to establish or
perpetuate land corner monumentation as may be required on the project.
All land corner surveying shall conform to the requirements of RCW 58.09. If the developer' s or
contractor's surveyor replaces or restores an existi ng or obliterated "General La nd Office" (GLO) corner(s),
it shall be their responsibility to file "Land Corner Records" for these m onuments with the Snohom ish
County Auditor's Office.
When all land corners have been established, replaced or restored and monumented as described herein, the
surveyor shall certify this information with a letter to the city engineer. This certification letter shall include
the location of the m onumented corner(s) and that all land corner(s) have been m onumented as described
herein.
The city reserves the right to check survey points and/or the correct locations and elevations of new
construction. These spot-checks will not change th e requirem ents for norm al checking and testing as
described elsewhere, and do not relieve the contractor of the responsibility of producing a finished product
that is in accordance with the contract. If unacceptabl e errors are found due to errors or om issions by the
contractor's survey activities, then the contractor shall correct these errors including removing and replacing
improvements and pay all expenses incurred by the city including the re-survey.
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STREETS AND RELATED WORK
STANDARDS 3-11
3-11 STREET ILLUMINATION
Street lights shall be provided in plats and for com mercial developm ents. Street light poles shall be
aluminum with a concrete base. Special ornam ental poles may be installed with approval of the city traffic
engineer. The luminaires are supplied and maintained by the Snohomish County PUD. Special luminaires,
which are not supplied by the PUD, m ust be approved by the city traffic engineer. All street light wiring,
conduit and service connections shall be located underground.
Street light locations must be approved by the city traffic engineer.
City of Everett personnel will coordinate the installati on of PUD lum inaires on the street light poles. The
installation of special lum inaires, not provided by the PUD, shall be the responsibility of the developer.
Street light locations shall attem pt to m inimize illu mination of salm onid stream s to reduce the risk of
predation.
3-12 GUARDRAILS
Unenclosed floor and roof openings, open and glazed sides of stairways, landings and ram ps, balconies or
porches, which are more than 30 inches above grade or fl oor below, and roofs used for other than service of
the building shall be protected by a guardrail. S ee Sections 1712 and 3306 of the latest edition of the
Uniform Building Code for specific requirements.
For Safety Rail see Section 3-16 of these Standards and Standard Drawing Nos. 325, 325A and 326.
Roadway guardrail installations shall conform to WSDOT/APWA Standard Plan C-1, Beam Guardrail Type
1. End anchors shall conform to WSDOT/APWA Standard Plan C-6, Beam Guardrail Anchor Type 1.
3-13 MAILBOXES
New residential developm ents shall have m ailboxes installed sim ilar to Standard Plan Nos. 320 and 321A,
or gang box supplied by the U.S. Postal Service similar to Standard Plan No. 321.
A. When m ailboxes are located adjacent to the sidewa lk, the sidewalk shall be widened to provide a
clear width of not less than 5 feet from back of curb to any portion of the m ailbox structure, per
Standard Plan No. 321.
B. In the case of new road construction or rec onstruction requiring m ailboxes to be m oved back or
rearranged, the builder shall coordinate with the U. S. Postal Service through the Everett Postm aster
in the m ain Post Office in Everett, for acceptabl e box locations and to ensure uninterrupted m ail
service. Approved locations for mailboxes shall be shown on street construction plans.
3-14 PAVEMENT PATCHING
3-14.1 DESCRIPTION
This work shall consist of the patching of various type s of pavement cuts, the pe rformances of which shall
be in accordance with these Specifications, the W SDOT/APWA Standard Specifications and Standard Plan
No. 316.
3-14.2 MATERIALS
All m aterials shall conf orm to the requirem ents sp ecified for m aterial in other sections of the
WSDOT/APWA Standard Specifications as follows:
A. Asphalt concrete pavement patch shall be Class B meeting the requirements of Section 5-04.
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STREETS AND RELATED WORK
STANDARDS 3-12
B. Asphalt for temporary patch shall be MC 250 meeting the requirements of Section 9-02.
C. Cement concrete pavement patch shall be Class 4000 HES meeting the requirements of Section
6-02.
D. Crushed Surfacing Top Course shall meet the requirements of Section 9-03.9.(3).
3-14.3 CEMENT CONCRETE PAVEMENT RESURFACED WITH ASPHALT CONCRETE
Streets which have cement concrete pavements surfaced with asphalt concrete shall be patched as shown on
Standard Drawing No. 316.
The cement concrete portion of the patch shall be Cl ass 4000, HES. The thickness shall be 1 inch thicker
than the existing concrete base or 6 inches whichever is greater. The top surface of the concrete patch shall
match the top surface of the existing concrete base; in no case shall the top of the concrete be higher than
the top of the existing concrete base. Brush f inishing will not be required. Joints shall be placed to m atch
existing or as directed by the engineer.
Asphalt concrete plant m ix shall not be placed until 3 da ys after the cem ent concrete base has been placed
or otherwise perm itted by the engineer. The asphalt concrete plant m ix shall not be placed until the
concrete base has received a tack coat of CRS-2 at a rate of 0.12 to 0.20 gallons per square yard. The edges
of the existing asphalt and castings shall also be painte d with the tack coat. The asphalt concrete pavem ent
shall then be placed, leveled, and com pacted to conf orm to the surface of the existing asphalt pavem ent.
Immediately, thereaf ter, all joints between the new a nd original asphalt pavem ent shall be painted with
CSS-1 asphalt emulsion and covered with dry sand before the asphalt solidifies.
Asphalt shall be compacted to 92% of maximum density as determined by WSDOT Test Method 705.
3-14.4 ASPHALT CONCRETE ON GRANULAR BASE
After the Crushed Surfacing Top Course subgrade ha s been leveled and com pacted, Asphalt Concrete
Pavement Class B shall be placed to a thickness of 1 inch greater than the existing asphalt pavem ent depth
or to a minimum of 3 inches, whichever is greater. Asphalt shall be compacted to 92% of maximum density
as determined by WSDOT Test Method 705.
3-14.5 UNTREATED ROADWAY SURFACES
Existing crushed rock, gravel, and oil m at streets shall be restored with Crushed Surfacing Top Course to a
compacted depth of 4 inches within the neat lines of the trench. Crushed surfacing shall be m ixed, placed,
spread and shaped in accordance with the require ments of Section 4-04 of W SDOT/APWA Standard
Specifications. Compaction shall be as specified by one of the methods shown in Section 3-14.7(1) of these
Specifications.
3-14.6 TEMPORARY PAVEMENT PATCHING
The contractor shall furnish, place and m aintain temporary pavement patching, at locations as directed by
the engineer, until such time as a permanent patch of permanent paving can be made.
Temporary pavement patch shall consist of a 2 inch thick course of cold mix asphalt (MC 250) over a 4 inch
course of Crushed Surfacing Top Course. The crus hed surfacing shall be com pacted to 95% m aximum
density as determined by one of the methods described in Section 3-14.7(1) of these Specifications. Asphalt
shall be compacted to 90 % of maximum density as determined by WSDOT Test Method 705.
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STREETS AND RELATED WORK
STANDARDS 3-13
Temporary asphalt patching shall be required where roadwa y or walk is needed for vehicular or pedestrian
traffic, during the construction period, until permanent pavement and sidewalks can be constructed.
In the event that the tem porary surface subsides after the initial placement, additional MC 250 and Crushed
Surfacing shall be applied to maintain the surface.
3-14.7 CONSTRUCTION REQUIREMENTS
3-14.7(1) GENERAL
Pavement patching shall be scheduled to accom modate the demands of traffic and shall be perform ed as
rapidly as possible to provide maximum safety and convenience to public traffic.
The placing and compaction of the trench backfill and the preparation and compaction of the subgrade shall
be in accordance with the various applicable sections of the WSDOT/APWA Standard Specifications except
as modified by these Specifications.
Before the pavement patch is to be constructed the pave ment shall be saw cut so that the m arginal edges of
the patch will form a rectangular shape with straight edges and vertical faces.
Signs, barricades, lights and other warning devices shall be installed per the requirements of the "Manual on
Uniform Traffic Control Devices" and they shall be m aintained 24 hours a day until the patching work is
completed and ready for traffic.
Compaction of the subgrade shall be com pleted prior to the required patching. Subgrade com paction shall
be to 95% as determined by one of the following methods:
ASTM D1556 (sand cone method)
ASTM D2167 (rubber balloon method)
ASTM D2922 (nuclear method)
3-14.7(2) CEMENT CONCRETE PAVEMENT
After the Crushed Surfacing Top Course subgrade for th e pavement has been constructed and com pacted to
line and grade, the cem ent concrete pavem ent patch sha ll be placed and struck off to a thickness of 1 inch
greater than the existing pavem ent or 8 inch m inimum, whichever is greater. All work shall be in
accordance with Section 5-05 of the W SDOT/APWA Standard Specifications, except as m odified by these
Specifications and Standard Drawing No. 316.
Through joints and dum my joints shall be placed to m atch existing or as directed by the engineer. The
surface of the concrete patch shall be finished and brushed with a fiber brush. Approved curing com pound
shall be placed on the finished concrete immediately after finishing.
3-15 ROCKERIES AND ROCKWALLS
3-15.1 DESCRIPTION
This work shall consist of constructing rockeries with rock facing height of 8' or less used for erosion
control or the containm ent of cuts and em bankments. Work shall be perform ed in accordance with these
Specifications and Standard Plan No. 324. Rockeries over 8' in height must be designed by a civil engineer
licensed in the State of Washington.
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STREETS AND RELATED WORK
STANDARDS 3-14
3-15.2 MATERIALS
All rock shall be sound, angular ledge rock that is re sistant to weathering. The longest dim ension of any
individual rock should not exceed three tim es its s hortest dim ension. Acceptability of rock will be
determined by laboratory tests as hereinafter specified, geologic examination and historical usage records.
All rock delivered to and incorporated in the project shall meet the following minimum specifications:
a. Absorption Not more than 2.0% for igneous
ASTM C127 and metamorphic rock types and
AASHTO T-85 3.0% for sedimentary rock types.
b. Accelerated Expansion (15 days) Not more than 15% breakdown.
CRD-C-148*1, *2
c. Soundness (MgS04 at 5 cycles) Not greater than 5% loss.
ASTM C88 or CRD-C-137
d. Unconfined Compressive Strength Intact strength of 6,000 psi, or
ASTM D 2938 greater.
e. Bulk Specific Gravity (155pcf) Greater than 2.48.
ASTM C127 or AASHTO T-85
*1. The test sample will be prepared and tested in accordance with Corps of Engineers Testing Procedure
CRD-C-148, "Method of Testing Stone for Expansive Breakdown on Soaking in Ethylene Glycol."
*2. Accelerated expansion tests should also include analyses of the fractures and veins found in the rock.
The density of the rock shall be equal to, or greater than, one hundred fifty-five (155) pcf. Typically, rocks
used for rock wall construction shall be sized approximately as shown on Standard Plan 324.
Rockery caps will be required on all rockeries higher th an four (4) feet in the public right-of-way and
optional on private property. The cem ent concrete cap shall be a m inimum of two (2) inches thick.
Concrete for Rockery Cap shall be Class 3000 or Com mercial. Lam p black coloring agent to m atch the
color of the rockery shall be added to the cem ent concrete during m ixing in an am ount not to exceed
pounds per cubic yard of concrete. W here a pedestrian or ornamental handrail is required, the rockery cap
shall be deepened to a m inimum of tw elve (12) inches for a section six (6) inches either side of each pipe
sleeve. Dummy joints shall be constructed at twelve (12) foot intervals. The depth of the dummy joint shall
be one-third the depth of the cap.
3-15.3 GENERAL
Surfaces reasonably accessible to pedestrians above and adjacent to rockeries over 30" in height shall be
protected by a guardrail conform ing to Section 1712 of the Uniform Building Code and to Section 3-16 of
these Specifications.
A Public W orks perm it is required f or all rock walls within the public right-of -way and f or all those
exceeding 4 feet in height on private property.
3-15.4 CONSTRUCTION REQUIREMENTS
The first step in rock wall construction, after general ex cavation, is to construct a ke yway of at least twelve
(12) inches in depth, extending for the full length of the rock wall. The keyway shall be slightly inclined
back towards the face being protected. Once the com petency of the keyway subgrade to support the rock
wall is verified, a shallow ditch or trench, approxim ately twelve (12) inches wide and deep, shall be dug
along the read edge of the keyway. A four-inch diam eter perforated or slotted high-density polyethylene
(HDPE), smooth interior pipe shall be placed in the trench. This drain pipe shall be installed with sufficient
slope to initiate flow and the outfall connected to a positive and permanent discharge.
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STREETS AND RELATED WORK
STANDARDS 3-15
The contractor shall have sufficient space available so that he can select from among a number of stockpiled
rocks for each space in the rock wall to be filled. Ro cks which have shapes which do not m atch the spaces
offered by the previous course of rock should be placed elsewhere to obtain a better fit. Rocks shall be of a
generally cubical, tubular or rectangular shape. Any ro cks of basically rounded or tetrahedral form shall be
rejected or used for filling large void spaces.
The first course of rock shall be placed on firm unyielding soil. There shall be full contract between the
rock and soil, which m ay require shaping of the ground surface or slam ming or dropping the rocks into
place so that the soil foundation conform s to the rock face bearing on it. The bottom of the first course of
rock shall be a minimum of twelve (12) inches below the lowest adjacent site grade.
As the rock wall is constructed, the rocks shall be pl aced so that there are no continuous joint planes in
either the vertical or lateral direction. W henever possible, each rock shall bear on at least two rocks below
it. Rocks should be placed so that there is some bearing between flat rock faces rather than on joints. Joints
between courses (the top surface or rock) shall slope back towards the cutface and away from the rock wall.
Because of the nature of the product used to construct a rock wall, it is virtually impossible to avoid creating
void spaces between individual rocks. Where voids of greater than six inches in dim ension exist in the face
of a rock wall, they shall be visually exam ined to de termine if contact between the rocks exists within the
thickness of the rock wall. If ther e is no rock contact within the rock wall thickness, the void shall be
chinked with a smaller piece of rock.
A rock drainage filter shall be in stalled between the rear face of the rock wall and the soil face being
protected. This drain rock layer shall be at least twelve (12) inches thick. For ro ck walls eight (8) f eet in
height or higher, it shall be at least eighteen (18) inch es thick. The m aterial for the drainage f ilter shall be
Quarry Rock, as specified in Section 3-20.7 of these Specifications.
3-16 METAL HAND RAILINGS
3-16.1 DESCRIPTION
This section applies to providing and building m etal hand railings that m eet the requirem ents of the Plans,
these Specifications and the city engineer.
3-16.2 MATERIALS
Materials shall meet the requirements of the following:
Ornamental Handrail
Ornamental handrail shall be constructed in accordance with Standard Plan No. 326 and these
Specifications. Horizontal rails a nd vertical support posts shall be inches by inches by 1/8 inch
tubular steel conform ing to ASTM A120. Balusters shall be 1/2 inch by 1/2 inch and the horizontal
bottom rail 1-1/2 inches by 1/2 inch by 1/8 inch ch annel steel (ASTM A120). Vertical support posts
shall be a m aximum 8 feet on center and balusters a maximum 4 inches clear space. The center of the
bottom rail shall be a maximum 4 inches above finished grade. Finished height of the railing shall be 42
inches above the pedestrian walking surface. Provide slip joints at stairway expansion joints and at 24
feet on center maximum.
Pedestrian Handrail (Galvanized Steel and Aluminum)
Galvanized Steel and Alum inum pedestrian handra il shall be constructed in accordance with Standard
Plan Nos. 325 and 325A and these Specifications. Hori zontal rails and vertical support posts shall be 1-
1/2 inch diam eter Schedule 40 Standard pipe and balusters shall be 3/4 inch diam eter Schedule 40
Standard Pipe. Vertical support posts shall be on 8 foot centers and balusters on 4 inches clear space.
Finished height of the railing shall be 42 inches above the pedestrian walking surface. Provide slip joints
at stairway expansion joints and at 24 feet on center maximum.
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STREETS AND RELATED WORK
STANDARDS 3-16
3-16.3 FABRICATION
Before fabricating the railing, the contractor shall s ubmit 6 copies of the shop plans for the engineer' s
approval. The contractor m ay substitute other rail conn ection details for those show n in the plans if details
of these changes show in the shop plans and if the engineer approves. In approving shop plans, the engineer
indicates only that they are adequate and com plete enough. Approval does not indicate a check on
dimensions.
Welding shall conform to the requirements of the "Structural Welding Code" AWS D1.1 for steel, and to the
requirements of the "Specifications for Aluminum Structures" of the Alum inum Association, for alum inum
alloys. All exposed welds shall be ground flush with adjacent surfaces.
Railing panels shall be straight and true to dim ensions. Adjacent railing panels shall align with each other
with a variation not to exceed 1/16 inch. Joints shall be matchmarked.
For structures on curves, either horizontal or vertical , the railing shall conform closely to the curvature of
the structure by m eans of series of short chords. The le ngths of the chords shall be the distance center to
center of rail posts.
Steel railing units shall be galvanized after fabricati on. Zinc used for galvanizing shall be grade Prim e
Western conforming to ASTM B6 with a minimum 2 ounces per square foot.
Completed aluminum railing units shall be anodized afte r fabrication conforming to the requirements of the
Aluminum Class 1 Anodic Coating, AA-C22-A41.
Ornamental railing shall be painted with a rust proof metal primer and one coat of black ornam ental iron
metal paint.
3-16.4 INSTALLATION
The railing shall be erected in accordance with the pl ans on anchor bolts, or in holes form ed by inserts
provided in the concrete railing base to receive the railing posts. Sheet m etal inserts shall be rem oved
before the erection of the railing.
No railing shall be erected on the structure until the sidewa lk to which it is to be attached is com pleted and
all falsework supporting the system is released.
The railing shall be carefully erected, true to line and gr ade. Posts and balusters shall be vertical with the
direction from the vertical for the full height of the panel not exceeding 1/8 inch.
Slip joints shall be as shown on Standard Drawing Nos. 325, 325A and 326. Railing installed without slip
joints will be rejected and the contractor shall install new railing at his own expense.
3-17 CEMENT CONCRETE SIDEWALKS
3-17.1 DESCRIPTION
This work shall consist of constructing cem ent concrete sidewalks, thickened edge for sidewalks, curb
ramps, and bus shelter pads, including excavation for the depth of the sidewalk and subgrade preparation, in
accordance with these Specifications, the W SDOT/APWA Standard Specifications and Standard Drawings
Nos. 306, 306A, 310A thru 310C and 311.
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STREETS AND RELATED WORK
STANDARDS 3-17
3-17.2 MATERIALS
Materials shall m eet the requirem ents of the following section of the W SDOT/APWA Standard
Specifications:
Cement Concrete Class 3000 6-02
Portland Cement 9-01
Aggregates 9-03
Premolded Joint Filler 9-04
Concrete Curing Materials and Admixtures 9-23
Slump of the concrete mix shall not exceed 3-1/2 inches. Lamp black coloring agent for matching the color
of newly constructed cement concrete sidewalks to the color of adjacent existing cement concrete sidewalks
shall be added to the concrete during m ixing in an amount not to exceed 1-1/2 pounds per cubic yard of
concrete. No lamp black shall be used in curb ramps.
The use of Calcium Chloride as an admixture is prohibited.
3-17.3 CONSTRUCTION REQUIREMENTS
3-17.3(1) GENERAL
The curb and gutter section shall be placed prior to the placement of the sidewalk section unless otherwise
directed by the engineer.
Subgrade shall be approved by the public works inspector prior to concrete being placed. Generally, 1/4
inch V-grooves deep are to be placed on 5 feet centers, but at the discretion of the inspector this m ay be
changed to m ake for a better m atch with the surrounding area. Expansion joints shall be placed to m atch
those placed in curbs if new sidewalk is poured adjacen t a curb and gutter, in all other cases the m aximum
spacing on expansion joints shall be 30 feet center to cen ter. Dummy joints shall be 1/2 inch by 1-1/2 inch
on 15 foot centers. Through joints shall be 1/2 inch by 4 inches.
A minimum distance of 3 feet is requi red from the face of curb to any obstruction on or within the sidewalk
unless otherwise noted.
It is expected there will be suf ficient suitable nativ e m aterial excavated f rom various portions of the
improvement to fill low areas in the sidewalk subgrade and planting strip area when needed.
Where there is insufficient suitable native material on the project site, the contractor shall furnish, place and
compact Gravel Borrow. All sidewalks shall be constructed over a minimum 2 inches of Crushed Surfacing
Top Course meeting the requirements of Section 3-20.5 of these Specifications and Section 9-03.9(3) of the
WSDOT/APWA Standard Specifications compacted to 95% of maximum density.
3-17.3(2) FORMS AND FINE GRADING
Wood forms shall be 2"x4" (nom inal) in lengths of not less than 10 feet. Steel form s may be used upon
approval of the engineer. Forms shall be staked to a tr ue line and grade. A subgrade tem plate shall then be
set upon the form s and the fine grading com pleted so that the subgrade will be a m inimum of 3-5/8 inches
below the top of the forms. Forms shall be provided around all street name sign posts and traffic sign posts
that are placed in concrete areas. Form s used for th is purpose shall be 1 foot square or 1 foot m inimum
diameter cutout, as approved by the engineer.
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STREETS AND RELATED WORK
STANDARDS 3-18
3-17.3(3) PLACING AND FINISHING CONCRETE
The concrete shall be spread uniform ly between the form s and thoroughly com pacted with a steel shod
strikeboard. Through joints and dum my joints shall be located and constructed in accordance with the
Standard Plans. In construction of through joints, th e premolded joint filler shall be adequately supported
until the concrete is placed on both sides of the joint.
Whenever castings are located in the sidewalk area, joints shall be installed at the casting location to control
cracking of the sidewalk. If spacing of joints or scori ng is such that installation of joint material would be
unsuitable, the contractor shall install rebar to strengthen the sidewalk section.
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 m aterial, and then working the prem olded joint filler into the groove.
Premolded joint filler for both through and dum my joints shall be positioned in true alignm ent at right
angles to the line of the sidewalk and be norm al to and flush with the surface. Where the sidewalk will be
contiguous with the curb, it shall be constructed with a thickened edge as s hown on Standard Plan No.
306A.
After the concrete has been thoroughly compacted and leveled, it shall be floated with wood floats and
finished at the proper time with a metal float.
The surface shall be brushed with a fiber hair brush of an approved type in a transverse direction except that
at driveway and alley crossings it shall be brushed l ongitudinally. The placing and finishing of all sidewalk
shall be performed under the control of the engineer, and the tools used shall m eet with his approval. After
brush finish, the edges of the sidewalk and all joints sh all be lightly edged again with an edging tool to give
it a finished appearance.
The surface finish and joint pattern may vary at the direction of the engineer in order to match existing
sidewalk.
3-17.3(4) CURING AND PROTECTION
The curing m aterials and procedures specified in Section 5-05.3(13) of the W SDOT/APWA Standard
Specifications shall prevail, except that white pigment curing compounds shall not be used on sidewalks.
The contractor shall have readily available sufficien t 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.
The sidewalk shall be protected against dam age or defacement of any kind until it has been accepted by the
engineer. Sidewalk which is not acceptable to the e ngineer because of dam age or defacem ent, shall be
removed and replaced by the contractor.
3-17.3(5) CURING AND HOT WEATHER
In periods of low hum idity, drying winds, or high tem peratures, a fog spray shall be applied to concrete as
soon after placement as conditions warrant in order to prevent the formation of shrinkage cracks. The spray
shall be continued until conditions perm it the appli cation of a liquid curing m embrane or other curing
media. The engineer shall make the decision when the use of a fog spray is necessary.
3-17.3(6) COLD WEATHER WORK
When the air tem perature is expected to reach the fr eezing point during the day or night, the concrete shall
be protected from freezing. The contractor shall provi de a sufficient supply of straw, hay, grass, earth,
blankets, or other suitable blanketing m aterial and sp read it over the pavem ent to a sufficient depth to
prevent freezing of the concrete. The contractor sha ll be responsible for the quality and strength of the
concrete thus cured. Any concrete injured by frost ac tion or freezing shall be rem oved and replaced at the
contractor's expense in accordance with these Specifications.
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STREETS AND RELATED WORK
STANDARDS 3-19
3-17.3(7) THROUGH AND CONTRACTION JOINTS
Standard locations for through joints for sidewalks are:
a) At street margins produced and at 30 foot intervals.
b) To separate concrete driveways, stairways, curb ramps and their landings from sidewalks.
c) Around the vertical barrel of fire hydrants, around utility poles and large diameter underground
utility cover castings when located in the sidewalk area.
d) Longitudinally between concrete walks, curbs, paved planting strips and solid masonry or concrete
walls where they abut.
e) To match as nearly as possible, the through joints in the adjacent pavement and curb when sidewalk
abuts curb.
Transverse contraction joints (dummy joints) shall be constructed with premolded material 1/2 inch wide by
2 inches depth, and set at 15 f oot intervals, or as decided by the engineer. At no tim e will dum my joint
spacing exceed 15 feet.
Transverse and longitudinal through joints as shown on Standard Plan No. 307 shall be 1/2 inch thickness
premolded non-extruding joint material, cut to a width equal to the full depth of the concrete where located,
plus 1/2 inch. When installed, they shall be placed with top edge 1/8 inch below th e finished surface of the
concrete, in a perpendicular plane to the surface and with the bottom edge em bedded in the subgrade. All
joints shall be in straight alignment, except where placed in curved locations.
Construction joints for sidewalks shall conform to th e applicable requirem ents for through joints. The top
edge shall be 1/8 inch below the finished surface of the sidewalk. At no tim e will joint spacing exceed 15
feet.
3-17.3(8) CURB RAMPS
In accordance with State law, curb ramps shall be provided at all pedestrian crossings with curb sections. It
is required that when a ram p is constructed givi ng handicap access to the roadway area, the corresponding
ramp at the opposite side of the road way will also be required. Exact locations at each curb return will be
approved in the field during construction.
Curb ramps shall be constructed in accordance with the Standard Plan Nos. 310A, 310B, 310C and 311.
Curb ramps shall be constructed where shown on the plan s or as directed by the engineer. This work shall
include curb ramps installed in new sidewalks and curb ramps to be installed in existing sidewalks. Existing
sidewalks shall be neatly saw-cut full depth prior to construction of curb ramps.
Curb ramps shall be constructed separately from the sidewalk to produce a definite break line between the
ramp and the sidewalk. A 1/2 inch non-extruded through joint material shall be installed between the curb
ramp and the sidewalk with edging.
Ramp texturing is to be done with an expanded m etal grate placed and removed from wet concrete to leave
a diam ond pattern as shown. The long axis of the diam ond pattern shall be perpendicular to the curb.
Grooves shall be 1/8 inch deep and 1/4 inch wide.
Curb ramps will not be poured integral with sidewalk and shall be isolated by expansion joint material on all
sides, but not at end of ramp adjacent to the roadway.
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STREETS AND RELATED WORK
STANDARDS 3-20
3-18 CURB AND GUTTER
3-18.1 DESCRIPTION
The standard curb and gutter section used in Evere tt shall by Type A-1 per Standard Plan No. 305A. No
new curb and gutter is to be placed until form s have been checked and approved for line, grade and
compaction by the public works inspector.
3-18.2 MATERIALS
Materials shall m eet the requirem ents of the following Sections of the W SDOT/APWA Standard
Specifications:
Portland Cement 9-01
Concrete Aggregate 9-03
Reinforcing Steel 9-07
Premolded Joint Filler 9-04
Curing Compounds 9-23
The Portland Cement Concrete shall meet the requirements of Section 5-05 of the WSDOT/APWA Standard
Specifications. Concrete m ix for curbs shall be Cla ss 3000. Slum p of the concrete shall not exceed 3 1/2
inches.
All new curb and gutter shall be placed over not le ss than 2 inches of Crushed Surfacing Top Course
compacted to 95% maximum density.
Forms may be of wood or metal at the option of the contractor, provided that the forms as set will result in a
curb, or curb and gutter of the specified thickne ss, cross section, grade and alignm ent shown on the
drawings and Standard Plan No. 305A.
3-18.3 PLACING CONCRETE
The subgrade shall be properly com pacted and brought to specified grade before placing concrete. The
subgrade shall be thoroughly dam pened immediately prior to the placem ent of concre te. Concrete shall be
spaded and tamped thoroughly into the form s to provide a dense, compacted concrete free of rock pockets.
The exposed surfaces shall be floated, finished and br ushed longitudinally with a fiber hair brush approved
by the engineer.
The rate of concrete placem ent shall not exceed th e rate at which the various placing and finishing
operations can be performed in accordance with these Specifications.
If concrete is to be placed by the extruded m ethod, the contractor shall demonstrate to the satisfaction of the
engineer that the machine is capable of placing a dense, uniformly compacted concrete to exact section, line
and grade.
3-18.4 CURING
Transparent curing com pounds shall be applied to a ll exposed surfaces im mediately after finishing.
Transparent curing com pounds shall contain a color dye of sufficient strength to render the film distinctly
visible on the concrete for a minimum period of 4 hours after application.
The contractor shall have readily available sufficien t 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.
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STREETS AND RELATED WORK
STANDARDS 3-21
Additional requirem ents for curing in hot weather sh all be as specified in Section 3-17.3(5) of these
Specifications. Additional requirem ents for curing in cold weather m ay be found in Section 3-17.3(6) of
these Specifications.
3-19 CEMENT CONCRETE DRIVEWAY
3-19.1 DESCRIPTION
This work shall consist of cement concrete driveway and alley returns constructed at the locations shown on
the drawings and where directed by the engineer, and shall be in accordance with these Specifications, the
WSDOT/APWA Standard Specifications and Standard Plan Nos. 307, 308 and 309.
Type 1 driveways should only be used where there is likely to be limited stormwater runoff in the gutter line
or adequate drainage facilities exist to prevent street stormwater from flowing onto adjacent properties.
3-19.2 MATERIALS
Materials shall meet the requirements of the following sections of WSDOT/APWA Standard Specifications:
Portland Cement 9-01
Fine Aggregate 9-03
Coarse Aggregate 9-03
Joint Materials 9-04
Curing and Admixtures 9-23
The concrete m ix shall be as specified for Class 3000 and the slum p of the concrete shall not exceed 3
inches.
A minimum of 2 inches of Crushed Surfacing Top C ourse shall be com pacted to 95% m aximum density
prior to any placement of concrete.
3-19.3 CONSTRUCTION REQUIREMENTS
3-19.3(1) GENERAL
No driveway approach shall project beyond the extensi on of the side property line to the curb, unless the
owner of the adjacent property is a co-signer of the driveway permit.
There must be at least 20 feet of full height curb between driveways serving any one property frontage.
The city engineer shall have the authority to restrict the number, size and location of access driveways.
There must be at least 6 feet of full height curb between driveways on adjacent lots.
Driveway locations, lengths, etc. are further clarifie d in the Everett Municipal Code and m ust conform
accordingly. In critical on-street parking areas, additi onal off-street parking space(s) are required for the
on-street spaces eliminated by any driveway(s).
Driveway aprons shall be constructed per Standard Plan Nos. 307, 308, or 309 as applicable. The minimum
thickness of the driveway apron shall be 6 inches, pl aced over a minimum of 2 inches of Crushed Surfacing
Top Course com pacted to 95% m aximum density over a compacted subgrade. In all cases, subgrade and
rock grade shall be approved by the public works inspector prior to concrete being placed. Driveway aprons
over 15 feet wide shall have an expansion joint placed in the center of the apron.
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STREETS AND RELATED WORK
STANDARDS 3-22
In locations where a new driveway is to be constructed and sidewalk and curb and gutter is already existing,
it must be totally removed and replaced to driveway sta ndards. It is not permissible to "knock-off" existing
curb and install driveway apron, the total curb and gu tter section must be removed, either by sawcutting or
to the nearest expansion joint, and replaced to driveway standards.
New driveways installed in areas where curb and gu tter improvements are not existing, and not required to
be installed, shall be paved from the existing edge of pavement to the property line regardless of whether
the remainder of the driveway on the private property is paved.
In areas not fully im proved with curbs and sidewalks, the elevation of the driveway at the point where it
crosses the property line shall not be m ore than 3 inch es higher than the elevation of the centerline of the
existing paved street if the driveway is rising on the private property side and no lower than level with the
elevation of the centerline of the existing street if the driveway is going down on the private property side.
3-19.3(2) COMMERCIAL DRIVEWAYS
When allowed, driveways located closer than 100 feet from the approach to an arterial intersection shall be
signed and marked "Right Turn Only" unless otherwise approved by the city traffic engineer.
A. Commercial Driveway Width:
Street Driveway
Posted Speed Max Width*
MPH feet
25 30
26-45 35
Over 45 40
*Dimension "1" on Standard Plan Nos., 307, 308 and 309.
The minimum width of driveway shall be 20 feet.
B. Grade:
The m aximum recom mended grade is 8%. Vertical cu rves should be used for sm ooth transitions at
significant grade differentials.
3-19.3(3) RESIDENTIAL DRIVEWAYS
A. Width: The maximum width shall be 20 feet at di mension "1" on Standard Plan Nos., 307, 308 and
309.
B. Grade: The m aximum recommended grade is 15%. Grade changes that exceed 16% shall require
vertical curves to connect tangents.
3-19.3(4) INTERSECTION TYPE CRITERIA
Private intersection type driveway openings will be considered in lieu of conventional driveways in
commercial areas where the criteria A through D below are m et. Meeting the criteria is not a guarantee that
an intersection type driveway will be allowed.
A. Projected driveway usage is greater than 1,000 vehicles per day.
B. The opening is at least 160 feet from any other intersection.
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STREETS AND RELATED WORK
STANDARDS 3-23
C. The opening is at least 160 feet from any othe r driveway on the property frontage under control of
the applicant.
D. A minimum 100 feet storage area is provided betw een the curb line on the street and any turning or
parking maneuvers within the development.
3-19.3(5) EXCAVATION AND SUBGRADE
Where directed by the engineer, unsuitable material in the subgrade shall be removed to a specific depth and
backfilled with select material such as Gravel Borrow conforming to Section 3-20.2 of these Specifications.
Before any concrete is placed, the contractor shall bring the subgrade to the required line, grade and cross-
section. The contractor shall m aintain the subgrade in the required condition until the concrete is placed.
Compaction shall be to 95% standard density.
3-19.3(6) FORMS AND FINE GRADING
Forms for the straight sections of the driveway or alley return shall have a minimum thickness of 2 inches
and be equal to the nominal depth of the concrete. Plywood or 1 inch lumber may be used on radii. All
forms shall be securely staked and blocked to true line and grade.
A template shall be set upon the form s and the subgrade shall be fine graded to conform to the required
section. The subgrade shall then be com pacted to the approval of the engineer. Prior to placem ent of the
concrete, the subgrade shall be thoroughly dampened.
3-19.3(7) PLACING AND FINISHING
The concrete shall be spread uniformly between the forms and thoroughly compacted with an approved type
of strikeboard. Through joints and contraction joints shall be located and constructed in accordance with
the Standard Plans. In the construction of through jo ints, the prem olded joint f iller shall be adequately
supported until the concrete is placed on both sides of the joint.
Contraction joints (dummy joints) shall be form ed with a tee bar by first cutting a groove in the concrete to
a depth equal to, but not greater than the joint filler material and then working the premolded joint filler into
the groove. Prem olded joint filler for both through and dummy joints shall be positioned in true alignm ent
and at right angles to the center line of the driveway or alley return.
After the concrete has been thoroughly com pacted and leveled, it shall be floated with wood floats and
finished at the proper tim e with a m etal f loat. Joints shall be edged with 1/4 inch radius edger and the
driveway or alley return edges shall be tooled with 1/2 inch radius edger.
The surface shall be brushed in a transverse direction in relation to the center line of the driveway or alley
return with a fiber hair brush of approved type.
3-19.3(8) CURING AND PROTECTION
The curing m aterials and procedures specified in Sections 5-05 and 9-23 of the WSDOT/APWA Standard
Specifications and Section 3-17.7 of these Specifications shall be used. The driveway and the alley return
shall be protected against damage or defacement of any kind until acceptance by the Owner. Any driveway
or alley return not acceptable, in the opinion of the e ngineer because of dam age or defacem ent, shall be
removed and be replaced by the contractor.
Before placing any concrete, the contractor shall have on the job site enough protective paper to cover the
pour of an entire day, in event of rain or other unsuitable weather conditions.
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STREETS AND RELATED WORK
STANDARDS 3-24
3-20 PROPORTIONING OF MATERIALS
3-20.1 CONTROLLED DENSITY FILL (CDF)
CDF shall conform to the following specifications:
1. Portland Cement: Type I-II ASSHTO M85.
2. Mineral Filler Admixtures: pozzolans or fly ash (ASTM C-618, Class F).
3. Aggregate: Everett Washed Coarse Sand No. 2.
CDF shall be used in the following proportions for 1 cubic yard. Batch weights m ay vary depending on
specific weights of aggregates.
Portland Cement 50 lbs/yd
3
Fly Ash 250 lbs/yd
3
Everett No. 2 Washed
Coarse Sand(SSD) 3,200 lbs/yd
3
Water 50 gals/yd
3
(Max)
Add sufficient water to provide a 6 inch to 8 inch slump delivered in place at the job site.
3-20.2 GRAVEL BORROW
The gradation for Gravel Borrow in Section 9-03.14 of the W SDOT/APWA Standard Specifications is
superseded by the following:
U.S. Standard Percent Passing
Sieve Size By Dry Weight
3 inch 100
1-1/4 inch 80-100
No. 4 20-70
No. 40 0-25
No. 200 0-5
Sand Equivalent 50 Min.
3-20.3 EVERETT NO. 2 WASHED COARSE SAND
Everett No. 2 Washed Coarse Sand shall be a clean mixture free from organic matter and conforming to the
following gradation:
U.S. Standard Percent Passing
Sieve Size
By Weight
1/2 inch 100
#4 65-100
#50 0-10
#200 0-3
All percentages are by weight
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STREETS AND RELATED WORK
STANDARDS 3-25
3-20.4 SPAWNING GRAVEL
Spawning Gravel shall be clean, well-rounded, uniform ly graded and shall conform to the following
gradation:
Sieve Size Percent Passing
4" Square 100
3" Square 85 - 95
1-1/2" Square 65 - 75
1/2" Square 0 - 50
1/4" Square 2 Max.
All percentages are by weight.
3-20.5 CRUSHED SURFACING
Crushed Surfacing Top Course and Crushed Surfacing Base Course shall m eet the requirements of Section
9-03.9(3) of the WSDOT/APWA Standard Specifications including the grading and quality shown.
Percent Passing
Sieve Size Base Course Top Course
1-1/4" Square 100
5/8" Square 50 - 80 100
1/4" Square 30 - 50 55 - 75
U.S. No. 40 3 - 18 8 - 24
U.S. No. 200 7.5 Max. 10.0 Max.
% Fracture 75 Min. 75 Min.
Sand Equivalent 40 Min. 40 Min.
All percentages are by weight.
The fracture requirem ents shall be at least one fractured face and will apply to m aterial retained on each
sieve size U.S. No. 10 and above if that sieve retains more than 5% of the total sample.
The portion of Crushed Surfacing retained on a 1/4 inch square sieve shall not contain m ore than 0.15%
wood waste.
3-20.6 FOUNDATION MATERIAL CLASS A
Foundation Material Class A shall meet the requirements of Section 9-03.7 of the WSDOT/APWA Standard
Specifications as shown herein:
Sieve Size
Percent Passing
2-1/2" Square 98 - 100
2" Square 92 - 100
1-1/2" Square 72 - 87
1-1/4" Square 58 - 75
3/4" Square 27 - 47
3/8" Square 3 - 14
U.S. No. 4 0 - 1
All percentages are by weight.
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STREETS AND RELATED WORK
STANDARDS 3-26
3-20.7 QUARRY ROCK
Quarry Rock shall meet the following requirements:
U.S. Standard Percent Passing
Sieve Size By Weight
4" 100
2" 40 maximum
3/4" 10 maximum
All percentages are by weight.
3-20.8 NON-SHRINK CEMENT SAND GROUT
Non-shrink cement sand grout shall be proportioned as follows:
1 part high early strength (H.E.S.) cement.
2 parts clean fine-grained sand by weight and we ll-mixed with suf ficient water to obtain a stif f
consistency.
Unpolished aluminum powder shall be added to the dry cement in the proportion of one heaping teaspoonful
per sack of cement no more than 30 minutes before the grout mixture reaches its final in-place position.
The required strength of the non-shrink concrete or grout shall be fc=4,000 psi and be verified by the cube
strength test. The strength shall be confirmed by schmidt hammering of the pads.
Prior to placing the grout, the contact surface shall be thoroughly cleaned, roughened and wetted with water.
The grout shall be covered with burlap sacks af ter the initial concrete set and wetted at regular intervals
until the required strength is obtained.
3-20.9 NO. 2 COARSE AGGREGATE
No. 2 Coarse Aggregate shall c onform to the following grading [Section 9-3.1(3)C of the W SDOT/APWA
Standard Specifications]:
Percent Passing
Sieve Size Minim um Maxim um
1 1/2" Square 100 ---
1 1/4" Square 95 100
1" Square --- ---
3/4" Square 40 70
1/2" Square --- ---
3/8" Square 5 20
U.S. No. 4 0 2
U.S. No. 200 0 0.5
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STORM AND SURFACE WATER
STANDARDS 4-1
DESIGN AND CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
SECTION 4
STORM AND SURFACE WATER
4-1 GENERAL
This section of the Standards provides criteria for the design of storm and surface water drainage systems,
including storm pipes, culverts, and catch basins. Each of the sections in this chapter contains the design
criteria and references standard details for the various systems or facilities.
Drainage control and stormwater treatment shall be provided for all property improvements within the City
of Everett per these Standards, the City’s Stormwater Manual, the City’s Drainage Ordinance (#670-80 and
subsequent revisions), the City’s Surface Water Ordinance (#1750-90 and subsequent revisions), the City’s
Comprehensive Drainage Plan, and the City’s Zoning Code.
Projects which will disturb one acre or more of land, or create 5,000 square feet or more of impervious
surface, paved or otherwise, must refer to the City of Everett’s Stormwater Manual for drainage plan and
runoff control requirements.
4-2 STORM DRAINAGE CONVEYANCE SYSTEM DESIGN CRITERIA
4-2.1 OVERVIEW
For the purposes of this section, the conveyance system includes all portions of the surface water system
that transport storm and surface water runoff, either natural or man-made, except those features protected as
environmentally sensitive areas under the City’s zoning code. Environmentally sensitive areas may only be
modified as allowed under the City of Everett Zoning Code. Stormwater must generally be treated and
detained prior to discharge to an environmentally sensitive area, including those features created for
mitigation.
This section covers the following components of the conveyance system:
Pipe systems
Culverts
Outfalls
Open channels
4-2.2 DESIGN FLOW AND ROUTE REQUIREMENTS
Design Flow
All existing and proposed conveyance systems shall be designed to convey runoff from the 25-year storm.
The method used to determine the design flow will depend on the characteristics of the drainage area and
the type of conveyance. Tight-lined conveyance systems receiving runoff from relatively small and/or
highly impervious drainage areas shall be sized using flows determined using the rational method. Flows
for culverts or channels receiving runoff from large and/or relatively pervious drainage areas shall be sized
using flows determined using hydrograph methods. These methods of determining design flows are
explained in detail in Section 1-6 of the City of Everett Stormwater Management Manual.
A backwater analysis (see Section 1-6 of the Stormwater Management Manual) may be required for a
proposed or existing pipe system if the ability of the pipe system to convey the peak rate of runoff from the
25-year design storm event may be affected by tailwater conditions (outlet control) anywhere in the pipe
system.
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STORM AND SURFACE WATER
STANDARDS 4-2
Structures such as catch basins and manholes for proposed pipe systems, such as catch basins and manholes,
must provide a minimum of 0.5 feet of freeboard between the headwater surface (hydraulic grade line) and
the top of the structure for flow from a 25-year storm. However, structures may overtop for flow resulting
from a 100-year storm. When overtopping occurs for the 100-year storm, the additional flow over the
ground surface is analyzed using the methods described in Section 1-6 and is added to the flow capacity of
the pipe system.
4-2.3 PIPE SYSTEMS
Pipe systems are networks of storm drain pipes, catch basins, manholes, inlets, and outfalls designed and
constructed to convey storm and surface water. The hydraulic analysis of flow in storm drain pipes is
typically limited to “gravity flow”. The following subsections give design criteria for different components
and aspects of pipe systems.
4-2.3(1) PIPE MATERIALS
1. Pipe material, joints, and protective treatment shall conform to the requirements set forth in Section 9-
05 of the WSDOT/APWA Standard Specifications.
The following pipe materials are allowed for use in pipe systems in the City of Everett; other pipe
materials may be approved on a case-by-case basis:
(a) Plain concrete pipe (12 inches in diameter, used only for driveway culvert)
(b) Reinforced concrete pipe
(c) Ductile iron pipe
(d) Galvanized corrugated iron or steel pipe, treatment 1 through 6 (not to be used in city
maintained systems unless approved in advance by the City Engineer).
(e) PVC pipe (SDR35, ASTM D3034 with 3 feet of cover, minimum)
(f) Corrugated high density polyethylene pipe, with smooth interior
2. Coupling bands shall be of the same material as the pipe.
3. Materials for concrete, rubber gaskets, metal castings, reinforcing steel, and masonry units shall meet
the requirements of the appropriate sections of the WSDOT/APWA Standard Specifications.
4-2.3(2) PIPE SIZES, SLOPES, AND VELOCITIES
1. No storm drain pipe between catch basins or manholes in the public right-of-way shall be less than 12
inches in diameter, with the exception that 8-inch pipe may be used between inlets and catch basins in
runs of 50 feet or less.
2. The minimum velocity in any pipe or culvert carrying the design storm flow shall be 2 feet per second.
3. The maximum allowable velocity in concrete pipe shall be 30 feet per second.
4. Changes of pipe size are allowed only at junctions, and structures must be located at all junctions.
5. Downstream decrease in pipe size is not a recommended practice and will only be allowed under
special conditions.
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STORM AND SURFACE WATER
STANDARDS 4-3
4-2.3(3) STRUCTURES
1. Manholes, catch basins, and inlets shall be constructed of pre-cast units in accordance with the
following Standard Plans:
Item
Section
Manholes 605A-C
Catch Basins 402 through 404
Inlets 401
Steps and Ladder 606, 606A
Frames and Grates 405 through 409
2. Catch basin (or manhole) diameter shall be determined by pipe size and orientation at the junction
structure. A plan view of the junction structure, drawn to scale, will be required when more than four
pipes enter the structure on the same plane, or if angles of approach and clearance between pipes is of
concern. The plan view (and sections if necessary) must insure a minimum solid concrete wall distance
between pipe openings of 8 inches for 48 inch and 54 inch catchbasins and 12 inches for 72 inch and 96
inch catch basins.
3. Catch basin evaluation of structural integrity for H-20 loading may be required for multiple junction
catch basins and other structures.
4. Catch basins shall be provided within 50 feet of the entrance to a pipe system to provide for silt and
debris removal.
5. HDPE pipe systems longer than 100 feet must be secured at the upstream end and the downstream end
must be placed in a 4 foot section of the next larger pipe size. This sliding sleeve connection accounts
for the high thermal expansion/contraction coefficient of this pipe material.
6. The maximum slope of the ground surface for a radius of 5 feet around a catch basin grate shall be 3:1.
7. A Type II catch basin or a manhole shall be required when the depth to the flow-line exceeds 5.5 feet,
regardless of the pipe size.
8. All Type II catch basins and all manholes shall be equipped with ladders per Standard Plan No. 606 or
606A.
9. A Type II catch basin shall be installed as the last collector in the public right-of-way prior to discharge
to the combined sanitary sewer.
10. Concrete inlets shall not be used where the discharge goes directly into the main storm drain system.
4-2.3(4) PIPE ALIGNMENT/CONNECTIONS/COVER
1. Pipes must be laid true to line and grade with no curves, bends, or deflections in any direction, except
for HDPE and ductile iron with flanged restrained mechanical joint bends (not greater than 30 degrees)
on steep slopes.
2. A catch basin or manhole will be required at all changes in storm drain diameter and changes in grade
or alignment.
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STORM AND SURFACE WATER
STANDARDS 4-4
3. Connections to a pipe system shall be made only at catch basins or manholes. No wyes or tees are
allowed except on roof, footing, or yard drain systems on pipes 8 inches in diameter or less, with clean-
outs upstream of each wye or tee.
4. 6 inches minimum vertical and 3 feet minimum horizontal clearance (between outside surfaces) shall be
provided between storm drain pipes and other utility pipes and conduits.
5. Any closed storm drainage system collecting runoff from paved areas in the public right-of-way or
private property shall provide for floatable material separation (see Standard Plan No. 410) prior to
discharge to the main storm drainage system in the public right-of-way, unless otherwise approved by
the City engineer.
6. All PVC connections to catch basins or manholes shall be made by grouting in an approved manhole
adapter into which the PVC pipe is inserted.
7. Activities such as trench excavation, tunneling or boring, pipe embedment, backfilling, compaction,
safety and pavement patching, whether for public or private utilities, shall conform to the requirements
set forth in other Sections of these Standards. For all the above, except pavement patching, see Section
3-9 Underground Utilities and Standard Plan Nos. 610, 611 and 615. For pavement patching see
Section 3-14 and Standard Plan No. 316.
4-2.3(5) FRAMES/LIDS/GRATES/COVERS
1. In general, frames and grates shall be furnished and installed per Standard Plan Nos. 405 through 409.
2. The cover or grating of a manhole or catch basin shall not be grouted to final grade until the final
elevation of the pavement, gutter, ditch, or sidewalk in which it is to be placed has been established,
and until permission thereafter is given by the City inspector to grout the cover or grating in place.
3. Lids, grates, and covers shall be seated properly to prevent rocking.
4. All catch basins and manholes in unpaved areas shall be equipped with locking frames and lids or
grates per Standard Plan Nos. 405 or 607.
5. All Type II catch basins and all manholes with catches shall be supplied with locking lids or grates per
standard plan No. 405.
6. Type II catch basins and manholes functioning exclusively as access structures shall be equipped with
round 24 inch covers and frames per Standard Plan No. 607.
7. Round lids on all storm drain structures shall have “Drain” cast into the lid.
8. In conditions when the effectiveness of a normal grate installation would be limited, an open curb face
frame and grate shall be furnished and installed per Standard Plan Nos. 408 and 409. These conditions
include high likelihood of clogging from leaf fall, especially in sag vertical curves; when the inlet is a
surface drainage end point, such as a cul-de-sac; and when normal inlet grates may be passed over due
to the road grade. The use of open curb face frame and grates must be approved by the City engineer.
4-2.3(6) RESTRICTOR DEVICES
1. The minimum orifice size diameter allowed for use in the City of Everett is one inch.
2. Restrictor devices shall be constructed and installed in accordance with Standard Plan numbers 412A
through 412C.
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STORM AND SURFACE WATER
STANDARDS 4-5
4-2.3(7) DEBRIS BARRIERS
Debris barriers (trash racks) are required on all pipes entering or leaving a closed pipe system, including
pipes entering or leaving a control/restrictor manhole or catch basin from a surface-type BMP (detention
pond, infiltration basin, wetpond, biofiltration swale, etc.).
4-2.3(8) DRAINAGE EASEMENTS
1. Public drainage easements a minimum of 15 feet wide are required for maintenance and access of pipes
located outside of the public right-of-way which convey runoff from public streets or other facilities.
2. Where possible, pipes shall be located within the center of the drainage easement, but in no case shall a
pipe be closer than five feet to a property line.
3. Where possible, drainage easements shall be contained on one lot, and not bisected by a lot line.
4. Shared private pipes must be located within private drainage easements.
5. Easements for downspout roof drains, yard drains, and footing drains are not required unless these
systems are shared by more than one property owner.
4-2.4 CULVERT DESIGN CRITERIA
4-2.4(1) HEADWATER
1. For new culverts 18 inches in diameter or less, the maximum allowable 25-year design storm headwater
elevation (measured from the inlet invert) shall not exceed two times the pipe diameter/arch culvert
height used and shall be one foot or more below the road or parking lot subgrade.
2. For new culverts larger than 18 inches in diameter, the maximum 25-year design storm headwater
elevation for the new culvert shall be one foot or more below the road or parking lot subgrade.
4-2.4(2) INLET
1. For culverts 18 inches in diameter and larger, the embankment around the culvert inlet shall be
protected from erosion by rock lining or riprap as specified in Table 4-2.1, except the length shall be a
minimum of five feet (upstream of the culvert) and the height shall be at the design headwater elevation
2. Trash racks/debris barriers are required on culverts that are over 60 feet in length and that are 12 inches
to 36 inches in diameter. Exceptions are culverts on fish-bearing streams.
3. In order to maintain the stability of roadway embankments, concrete headwalls, wingwalls, or tapered
inlets and outlets may be required if right-of-way and/or easement constraints prohibit the culvert from
extending to the toe of the embankment slope. Normally, concrete inlet structures/headwalls installed
in or near roadway embankments must be flush with and conform to the slope of the embankment.
4-2.4(3) OUTLETS
The receiving channel at the outlet shall be protected from erosion by rock lining, as specified in Table 4-
2.1, except the height shall be one foot above the maximum tailwater elevation or one foot above the crown
of the pipe, whichever is higher.
4-2.4(4) FISH PASSAGE
Guidance for designing culverts for fish passage must be obtained from the Washington State Department of
Fish and Wildlife.
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STORM AND SURFACE WATER
STANDARDS 4-6
4-2.5 OUTFALL DESIGN CRITERIA
4-2.5(1) GENERAL
1. All outfalls (at a minimum) shall be provided with rock protection per Table 4-2.1. For outfalls with a
velocity at the design flow greater than 10 fps, a gabion dissipater or engineered energy dissipater shall
be required.
2. Mechanisms which reduce velocity prior to discharge from an outfall are encouraged.
3. Engineered energy dissipaters, including stilling basins, drop pools, hydraulic jump basins, baffled
aprons, and bucket aprons, are required for outfalls with velocity at design flow greater than 20 fps.
4. Inlet control will usually dictate outfall pipe system capacity. The inlet conditions should be carefully
examined, as well as the consequences should the inlet to the pipe system become plugged or capacity
exceeded.
4-2.5(2) OUTFALL SYSTEMS TRAVERSING STEEP SLOPES
1. Outfall systems constructed of pipe segments which are banded and/or gasketed are not acceptable for
traversing steep slopes. Failure of the system will result from leaks which develop at the joints.
2. Continuously fused, welded or flange bolted mechanical joint pipe systems (such as high density
polyethylene pipe (HDPEP) or ductile iron pipe with flange-bolted mechanical joints) with proper
anchoring shall be used for outfall systems traversing steep slopes.
3. In general, outfall pipes systems shall be installed in trenches with standard bedding on slopes up to
20 percent. On slopes greater than 20 percent, outfall pipe systems shall be placed on the ground
surface with proper pipe anchorage.
4. HDPEP outfall systems must be designed to address the material limitations as specified by the
manufacturer, in particular thermal expansion/contraction and pressure design. Sliding sleeve
connections to address thermal expansion and contraction shall be used. These sleeve connections
consist of a section of the appropriate length of the next larger size diameter of pipe into which the
outfall pipe is fitted. These sleeve connections must be located as close to the discharge end of the
outfall system as is practical.
5. Flows of very high energy will require a specifically engineered energy dissipation structure, as
described above.
4-2.6 OPEN CHANNEL DESIGN CRITERIA
Open channels, either natural or artificial, may be used to convey stormwater on and from a site. In general,
however, natural channels are protected as environmentally sensitive areas under the City’s zoning code and
may not be used to convey untreated, undetained stormwater. Alteration of these channels, including bank
stabilization projects, requires special permits. Artificial channels are those constructed from upland areas
specifically to convey storm and surface water. In general, the criteria in this section do not apply to
biofiltration swales, which are primarily designed to treat stormwater runoff. Biofiltration swale design and
construction criteria are found in Section 3-4 of the Stormwater Management Manual.
When constructing artificial channels, vegetation-lined channels are preferred when properly designed and
constructed. Rock-lining may be necessary along the length of channels or at specific locations (such as
bends and outfalls) when a vegetative lining will not provide adequate protection from erosive velocities.
4-2.6(1) ARTIFICIAL CHANNELS
1. Channel section geometry shall be trapezoidal. Side slopes shall not be steeper than 3H:1V for
vegetation-lined channels and 2H:1V for rock-lined channels, unless the channel is engineered
specifically for steeper slopes.
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STORM AND SURFACE WATER
STANDARDS 4-7
2. A minimum 0.5 ft freeboard above design flows must be provided.
3. Vegetation-lined channels shall have bottom slope gradients of five percent or less and a maximum
average velocity at the design flow of five fps.
4. Rock-lined channels shall be used when design flow velocities exceed five fps. Rock lining shall be in
accordance with Table 4-2.2.
5. A maintenance access easement 15 ft wide (minimum) is required along all publicly maintained
constructed channels located on private property. However, required easement widths and building
setback lines may vary with channel top width. A minimum 15 ft setback must be provided between
any structures and the top of the bank of the channel.
4-2.6(2) ROCK-LINING
In rock-lined channels, stone (riprap) is placed on the channel sides and bottom to protect the underlying
material from erosion. Proper riprap design requires the determination of the median size of stone, the
thickness of the riprap layer, the gradation of stone sizes, and the selection of angular stone which will
interlock when placed.
Research by the U.S. Army Corps of Engineers has provided criteria for selecting the median stone size,
W
50
(Figure 4-2.1). If the riprap is to be used in a highly turbulent zone, such as a culvert outfall,
downstream of a stilling basin, at sharp changes in channel geometry, etc., the median stone (W
50
) should
be increased from 200 percent to 600 percent depending on the severity of the locally high turbulence. The
thickness of the riprap layer should generally be twice the median stone diameter (D
50
) or at least that of
the maximum stone. The riprap should have a reasonably well graded assortment of stone sizes within the
following gradation:
1.25
3
(D
max
/D
50
)
3
1.50, (D
15
/D
50
) = 0.50, (D
min
/D
50
) = 0.25
4-2.6(3) RIPRAP FILTERS
Riprap should be underlain by a sand and gravel filter (or filter fabric) to keep the fine materials in the
natural or artificial channel from being washed through the voids in the riprap. Likewise, the filter material
must be selected so that it is not washed through the voids in the riprap. Adequate filters can usually be
provided by a reasonably well graded sand and gravel material with D
15
<5d
85,
, where d refers to the sieve
opening through which 85 percent of the material being protected will pass and D
15
has the same
interpretation for the filter material. A filter with a D
50
of 0.5 mm will protect any finer material including
clay. Where very large riprap is used it is sometimes necessary to use two filter layers between the material
being protected and the riprap.
For additional information and procedures for specifying filters for riprap and general guidance, refer to the
Army Corps of Engineers Manual EM 1110-2-1601 (1970) “Hydraulic Design of Flood Control Channels”,
paragraph 14, Riprap Protection.
4-2.7 REQUIRED NOTES FOR STORM DRAINAGE PLANS
1. No part of the drainage system shall be covered, concealed or put into use until it has been inspected,
tested, and accepted by the City of Everett.
2. All work and material shall conform to the City of Everett Standards and Standard Specifications of
WSDOT/APWA.
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STORM AND SURFACE WATER
STANDARDS 4-8
3. Approximate locations of existing utilities have been obtained from available records and are shown for
convenience. The contractor shall be responsible for verification of locations and to avoid damage to
any additional utilities shown. If conflicts with existing utilities arise during construction, the contractor
shall notify the Public Works Inspector and any changes required shall be approved by the City Engineer
prior to commencement of related construction on the project.
4. All storm systems within the public right-of-way or in easements must be staked by survey for line and
grade prior to starting construction.
5. All catch basin grates must be stenciled or stamped “Dump No Waste, Drains to Stream, Lake, River,
Puget Sound, or Wetland.” Choose appropriate feature for the project.
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STANDARDS 6-1
DESIGN & CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
SECTION 6
SANITARY SEWERS
6-1 GENERAL
Construction of all sanitary sewer mains, side sewers (laterals), and related facilities, including but not
limited to sewer lift stations, telemetering facilities and appurtenances will be under the supervision of the
city and shall be in compliance with all ordinances and current Standards of Everett.
Sewer main extensions will be required when the property does not front on a sewer main or when the
existing sewer main is not adequate for the increased use proposed. The minimum extension shall be to a
point at least 5 feet inside the prolongation of the property line.
All pipe installed shall be structurally sound for the design depth.
All requests for inspections and for witnessing tests shall be scheduled with the public works inspector 24
hours in advance. Failure to give adequate advance notice may result in delays to the contractor for required
inspections.
6-2 ALIGNMENT TOLERANCE
The maximum tolerance from true line and grade shall be as follows:
A. Maximum deviation from established line and grade shall not be greater than 1/32 inch per inch of
pipe diameter and not to exceed 1/2 inch per pipe length.
B. No adverse grade in any pipe length will be permitted.
C. The difference in deviation from established line and grade between two successive joints shall not
exceed 1/3 of the amounts specified above.
6-3 CONSTRUCTION PLANS
The installation of all extensions to the sanitary sewer system shall be done per plans which have been
approved by the city engineer.
Sanitary sewer plans are to be separate from other utility plans, but all other utilities are to be shown, with
the sanitary sewer portions highlighted.
Plans should be prepared on 24 inch by 36 inch plan/profile type sheets and shall show both plan and profile
views. Other utilities are to be shown in profile view and in plan view.
The minimum allowable scale shall be 1 inch = 40 feet; on small projects, it shall be expected that the scale
will be enlarged to adequately utilize the full plan sheet.
Provide notes on plans that refer to specific City Standards for such things as manholes, drop connections,
side sewers, etc.
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SANITARY SEWERS
STANDARDS 6-2
Plans shall show invert elevations of the main at the outlet and all inlets of each manhole, slope of the main,
and surface elevations of the manhole lid. In the profile view, the finish ground elevation over the pipe shall
be shown as well as crossings of other existing or proposed utilities. Stationing of side sewers from the
downhill manhole is required.
In all cases where a line is to be placed in an easement, the easement is to be shown with measurement
information to accurately lay it out prior to constructing the pipe line.
Upon completion of construction, the original of the plan shall be as-built by the developer and certified as
as-built by him and turned into the Public Works Department with properly executed easement deeds as
applicable for the project.
6-3.1 REQUIRED NOTES ON PLANS
The following standard notes are required on all Sanitary Sewer Plans:
A. All work and materials shall conform to the City of Everett Standards and WSDOT/APWA Standard
Specifications.
B. No part of the sanitary sewer system shall be covered, concealed or put into use until it has been
tested, inspected, and approved by the city inspector.
C. Approximate locations of existing utilities have been obtained from available records and are shown
for convenience. The contractor shall be responsible for verification of locations and to avoid
damage to any additional utilities not shown. If conflicts with existing utilities arise during
construction, the contractor shall notify the public works inspector and any changes required shall be
approved by the city engineer prior to commencement of related construction on the project.
D. All sewer main extensions within the public right-of-way or in easements must be staked by survey
for line and grade prior to starting construction.
6-4 EASEMENTS
All public sewer mains not in the public right-of-way shall be in easements granted to the City of Everett.
All public sewer main easements shall be a minimum of 20 feet wide, with the sewer main ideally being in
the center of the easement.
No permanent structures are allowed to be constructed in the easement area.
Vehicle access, as approved by the city engineer, will be provided to all manholes.
All easements except for special circumstances shall be located to run within single lots rather than being
split by a lot line.
Landscaping within sanitary sewer easements shall be restricted to low growing shrubs, grasses, beauty
bark, etc.
6-5 LIFT (PUMP) STATIONS
All side sewers must gravity into the city's sanitary system. The city does not promote the construction of
individual side sewer pumps or public service pump stations. The city will only consider this method if no
area gravity system can be constructed. Private pressure lines are not permitted on public right-of-way. If
no gravity system can be constructed and a nongravity system has been approved by the city, the private
pressure lines must enter a manhole on private property and gravity into the public system with a standard
side sewer connection. The minimum manhole size permitted for this application is 30 inch diameter
installed with a locking lid frame and cover per Standard Plan No. 607.
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SANITARY SEWERS
STANDARDS 6-3
Plans for lift stations must be approved by Utilities. The following items are to be considered for each
application:
A. Lift stations must be a wet well-dry well type.
B. Lift stations must be set up with auxiliary power, including an automatic transfer switch.
C. Provisions for telemetry shall be required.
6-6 MANHOLES
6-6.1 DESCRIPTION
This work shall consist of constructing manholes in accordance with these Specifications, the Standard
Plans and Section 7-05 of the WSDOT/APWA Standard Specifications. Where conflicts occur, these
Specifications shall have precedence over Section 7-05 of the WSDOT/APWA Standard Specifications.
6-6.2 MATERIALS
Manholes shall be constructed of pre-cast units, in accordance with Standard Plan Nos., 605A, 605B and
605C. Any deviations from Standard Plans will be subject to a shop drawing submitted by the contractor
and approved by the city engineer.
Joints between manhole elements shall be rubber gasket.
All pre-cast concrete shall be Class 4000. Manhole channels shall be Class 3000 concrete. Concrete blocks
or concrete (masonry) rings may be used for adjustment of the casting to final street grade.
Standard precast cones shall provide reduction from 48 inches to 24 inches with height of not less than 18
inches and 54 to 24 inches with height of not less than 24 inches.
Standard flat slab covers shall be a minimum of 8 inches thick and shall conform to the outer dimension of
the standard sections upon which they are to be placed.
6-6.3 CONSTRUCTION REQUIREMENTS
6-6.3(1) BEDDING
Unless otherwise directed by the city engineer, manholes constructed with pre-cast base sections or cast-in-
place sections shall be placed to grade upon a 6 inch minimum depth of Crushed Surfacing Base Course
meeting the requirements of Section 9-03.9(3) of the WSDOT/APWA Standard Specifications. The
Crushed Surfacing Base Course shall be compacted to 95% maximum density.
6-6.3(2) JOINTS
Joints between pre-cast manhole elements shall be rubber gasketed in a manner similar to pipe joints
conforming to ASTM C443. Shop drawings of the joint design shall be submitted to the city engineer for
approval, prior to manufacture. Completed joints shall show no visible leakage and shall conform to the
dimensional requirements of ASTM 478.
6-6.3(3) MANHOLE CHANNELS
All manholes shall be channeled unless otherwise approved by the city engineer. Manhole channels 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 slope to drain.
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SANITARY SEWERS
STANDARDS 6-4
6-6.3(4) MANHOLE PIPE CONNECTIONS
All pipes except PVC pipe entering or leaving the manhole shall be provided with flexible joints within 1/2
of a pipe diameter or 12 inches, whichever is greater, from the outside face of the manhole structure and
shall be placed on firmly compacted bedding, particularly within the area of the manhole excavation which
normally is deeper than that of the sewer trench. Special care shall be taken to see that the openings through
which pipes enter the manhole are completely and firmly rammed full of non-shrink grout to ensure
watertightness (see Section 3-20(8) for non-shrink grout).
PVC pipe connected to manholes shall be provided with a manhole adaptor complete with gasket and
approved by the city engineer. No pipe joint in PVC shall be placed within 10 feet of the outside face of the
manhole.
6-6.3(5) LADDER
All manholes over 3 feet in height shall be provided with a ladder or steps as specified in Standard Plan No.
606.
6-6.3(6) CONNECTIONS TO EXISTING MANHOLES
The contractor shall verify invert elevations prior to construction. The crown elevation of laterals shall be
the same as the crown elevation of the incoming pipe unless specified. The existing base shall be reshaped
to provide a channel equivalent to that specified for a new manhole.
Inside drops shall be used to connect to existing deep manholes. Outside drops will be allowed only where
specifically allowed by the City Engineer.
The contractor shall excavate completely around the manhole to prevent unbalanced loading. The manhole
shall be kept in operation at all times and the necessary precautions shall be taken to prevent debris or other
material from entering the sewer, including a tight pipeline bypass through the existing channel if required.
The contractor shall core drill, line drill or wall saw an opening to match the size of pipe to be inserted.
Where line drilling is the method used, the drilled holes must be interconnected. Line drilling shall be
accomplished by the use of a small core drill or a rotary hammer. Jackhammer shall not be used. All
openings must provide a minimum of 1 inch and a maximum of 2 inches clearance around the
circumference of the pipe. Upstream pipes, except PVC pipe, penetrating the walls of manholes shall be
placed with the bell facing out such that the bell is placed snug against the outside wall of the structure as
the angle of penetration allows. Pipe, except PVC pipe, leaving or entering manholes shall be provided with
a flexible joint within 1/2 of a pipe diameter, or 12 inches, whichever is greater. After pipes have been
placed to their final position, they shall be grouted tight with non-shrink grout in a workmanlike manner.
PVC pipe connecting to existing manhole shall be per Section 6-6.3(4).
6-6.3(7) SPACING
Maximum spacing of manholes shall be 400 feet, unless approved by the Utilities. All manholes are to be
accessible to maintenance vehicles.
Manholes will be required at any change in pipe slope, alignment, or size. Manholes are not allowed in a
fill section unless base is on a cut section. A manhole is required at the ends of all sewer mains.
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SANITARY SEWERS
STANDARDS 6-5
6-7 SEWER MAIN
6-7.1 MATERIALS
Materials for sanitary sewer pipe shall meet the requirements of the following:
1. Plain Concrete Sewer Pipe
: Plain concrete sanitary sewer pipe shall meet the requirements of
ASTM C14 Class 3, unless otherwise approved.
2. Reinforced Concrete Sewer Pipe
: Reinforced concrete sanitary sewer pipe shall conform to ASTM
Designation C76 and shall be of the class specified or on the plans.
3. PVC Sewer Pipe
: Polyvinyl Chloride (PVC) sanitary sewer pipe shall conform to the requirements
of ASTM D3034 SDR35.
4. Ductile Iron Sewer Pipe
: Ductile iron sanitary sewer pipe shall conform to ANSI A 21.51 or
AWWA C151 and shall be cement mortar lined, push-on joint or mechanical joint. The ductile iron
pipe shall be Class 52, unless otherwise approved.
6-7.2 GENERAL
The maximum permissible trench width between the foundation level and to 12 inches above the pipe shall
be 40 inches for pipe 15 inches or smaller inside diameter or 1 1/2 times the inside diameter plus 18 inches
for pipe 18 inches or larger (see Standard Plan No. 611). If the maximum trench width is exceeded without
written authorization of the city engineer, the contractor will be required to provide pipe of higher strength
classification or to provide a higher class of bedding, as required by the city engineer.
During excavation and installation of pipelines and placement of trench backfill, excavations shall be kept
free of water. The contractor shall control surface run-off so as to prevent entry or collection of water in
excavations. The static water level shall be drawn down a minimum of one foot below the bottom of the
excavation so as to maintain the undisturbed state of the foundation soils and along the placement of any fill
or backfill to the required density. The dewatering system shall be installed and operated so that the ground
water level outside the excavation is not reduced to the extent that would damage or endanger adjacent
structures or property.
6-7.3 UNDERGROUND UTILITIES
Activities such as trench excavation, tunneling or boring, pipe embankment, backfilling, compaction, safety
and pavement patching, whether for public or private utilities, shall conform to the requirements set forth in
other sections of these Standards. For all the above except pavement patching, see Section 3-9 Underground
Utilities and Standard Plan Nos. 610, 611 and 615.
6-7.4 PIPE BEDDING
Bedding for all pipe shall be Crushed Surfacing Base Course (CSBC) meeting the requirements of Section
9-03.9(3) of the Standard Specifications for Road, Bridge and Municipal Construction. Bedding will be to
the pipe zone shown on Standard Drawing 611. The pipe zone is identified as 6 inches below the bottom of
the pipe to 12 inches above the pipe. As an option the contractor may use controlled density fill as specified
in Section 3-1 of these Specifications.
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SANITARY SEWERS
STANDARDS 6-6
Bedding shall be placed in more than one lift. The first lift, to provide at least 6 inches thickness under and
portion of the pipe, shall be placed before the pipe is installed and shall be spread smoothly so that the pipe
is uniformly supported along the barred. Subsequent lifts of not more than 6 inches thickness shall be
installed to the crown of the pipe and individually compacted to 90% density as determined by ASTM
D698. A further 12 inch lift of moderately compacted material shall be placed over the crown of the pipe
prior to the start of backfilling the trench.
6-7.5 LAYING SEWER PIPE
All sewer main installations shall have line and grade set prior to construction by survey, with a minimum
of staking for each manhole with cuts to inverts of inlets and outlets. All mains are to be straight between
manholes, unless specifically approved otherwise in writing by the city engineer or shown as such on the
approved plans.
The contractor may use any method such as "swede line and batter board" and "laser beam" etc., which
would allow him to accurately transfer the control points provided by the surveyor in laying the pipe to the
designated alignment and grade.
When using the "swede line and batter board" method, the contractor shall transfer line and grade into the
ditch where they shall be carried by means of a taut grade line supported on firmly set batter boards at
intervals of not more than 30 feet. Not less then three batter boards shall be in use at one time. Grades shall
be constantly checked and in event the batter boards do not line up, the work shall be immediately stopped
and the cause remedied before proceeding with the work.
When using a "laser beam" to set pipe alignment and grade, the contractor shall constantly check the
position of laser beam from surface hubs provided by the surveyor to ensure the laser beam is still on
alignment and grade. In the event the laser beam is found out of position, the contractor shall stop work and
make necessary corrections to the laser beam equipment and pipe installed.
Clearances between sewer and water main pipe shall be a minimum of 10 feet.
6-7.6 PLUGS AND CONNECTIONS
All fittings shall be capped or plugged with a plug of an approved material gasketed with the same gasket
material as the pipe unit; or shall be fitted with an approved mechanical stopper; or shall have an integrally
cast knock-out plug. The plug shall be able to withstand all test pressures without leaking, and when later
removed, shall permit continuation of piping with jointing similar to joints in the installed line.
6-7.7 JOINTING
Where it is necessary to break out or connect to an existing sewer during construction, only new pipe having
the same inside diameter will be used in reconnecting the sewer. Where joints must be made between pipes
with a mismatched wall thickness, the Contractor shall using flexible gasketed coupling, adaptor or
coupling-adapter to make a watertight joint. Couplings shall be those manufactured by "Romac", "Smith
Blair", or approved equal for reinforced pipes and "Fernco" or approved equal for non-reinforced pipes.
6-7.8 JACKING, AUGURING OR TUNNELING
See Section 3-9 Underground Utilities of these Specifications for Jacking, Auguring or Tunneling.
6-7.9 SIZE
The minimum pipe size for sanitary sewer mains shall be 8 inches in diameter. The Utility Superintendent
shall determine the pipe size required to serve the surrounding area.
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SANITARY SEWERS
STANDARDS 6-7
6-7.10 SLOPE
8 inch Mains
:
A. 1% slope for the first two runs between manholes and a dead end line.
B. .75% slope when the line is not covered under condition "A" above.
C. Any slope less than condition "A" or "B" above must be approved by the Director of Public Works.
10 Inch Mains or Larger
:
The minimum slope shall be such as to provide a minimum flow velocity of 2 feet/sec. (full), providing
there are at least 100 lots upstream.
6-7.11 SEPTIC TANKS
Septic systems are generally not allowed within the city. Grinder pump systems should be used before
septic tanks systems. In areas of the city where it is determined by the city engineer that conventional
gravity or grinder pump sanitary sewer service is not available and/or not practical to be served by a public
sewer system in the future, septic tank systems may be installed upon approval by the Utilities and issuance
of a permit by the Snohomish County Health District.
6-7.12 PAVEMENT PATCHING
For pavement patching see Section 3-14 and Standard Plan 316 of these Standards.
6-7.13 CLEANING AND TESTING
All sanitary sewer pipe installations shall be tested in accordance with Section 7-17.3(4) of the
WSDOT/APWA Standard Specifications for Road, Bridge and Municipal Construction. A copy of this
testing procedure is included at the end of this Section. Sewers and appurtenance shall be cleaned and
tested after backfilling by either the exfiltration or low pressure air method at the option of the contractor,
except where the ground water table is such that the city engineer may require the infiltration test.
The contractor/developer shall be required to clean and flush, with an approved cleaning ball and clean
water, all gravity sanitary sewer lines prior to testing. The cleaning ball shall be an inflatable diagonally
ribbed rubber ball of a size that will inflate to fit snugly into the pipe to be tested. A rope or chord will be
fastened to the ball to enable total control of the ball at all times.
6-8 SIDE SEWERS
6-8.1 DESCRIPTION
A side sewer is considered to be that portion of a sewer line that will be constructed between a main sewer
line and a residence or other buildings in which the disposal of sanitary waste originates. It does not include
any of the internal piping or connecting appurtenances, the installation of which is controlled by a municipal
code, ordinance or regulation.
The general requirements for construction of sewers in other Sections of these Specifications shall apply for
construction of side sewers unless they are inconsistent with any of the provisions of this particular Section
and the Specifications shall apply alike to all side sewers on public rights-of-way and private property.
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SANITARY SEWERS
STANDARDS 6-8
6-8.2 MATERIALS
Materials shall meet the requirements of Section 6-7 of these Specifications.
All pipe shall be clearly marked with type, class, and/or thickness, as applicable. Lettering shall be legible
and permanent under normal conditions of handling and storage.
Approved jointing shall be flexible gasketing.
Flexible gasketing shall be construed to include rubber, synthetic rubberlike and plastic materials specially
manufactured for the joint, pipe size, and use intended and shall be furnished by the manufacturer of the
pipe to be used.
6-8.3 GENERAL
Side sewer construction shall conform to Standard Plan Nos. 601, 602 and 604.
Side sewer locations shown on the drawings shall be subject to relocation in the field after construction
starts. Regardless of the drawing location, the contractor shall place the tee or wye branch in the main
sewer line at the location designated by the engineer.
A maximum of one residential unit or building will be allowed to connect to each side sewer. If the
equivalent sewage flow from the building will be equal to more than 20 residential units, then a manhole
will be required to be constructed at the connection to the sewer main.
Side sewers are not permitted to cross a public right-of-way or run parallel to the right-of-way centerline.
All lots must front on a public sanitary system in order to be served.
Side sewers shall be replaced to the main at all new developments and remodels that require a sewer
application unless otherwise approved by the Utility Superintendent.
6-8.4 EXCAVATION, BEDDING, BACKFILL AND COMPACTION
Excavation, bedding, backfill and compaction for side sewers shall conform to the requirements of Section
3.9 Underground Utilities and to Standard Drawings 611 and 615. The bedding material shall be Crushed
Surfacing Base Course conforming to Section 9-03.9(3) of the WSDOT/APWA Standard Specifications and
to Section 3-20.5 of these Standards.
6-8.5 SIZE
The minimum size requirement for that portion of any side sewer within any easement or public right-of-
way is 6 inches in diameter.
On private property that portion of the side sewer may be reduced to 4 inches in diameter on single family
homes, all other uses from duplexes to commercial must install 6 inch minimum in diameter piping to
building connection.
6-8.6 SLOPE
The minimum slope for side sewers shall be 2%.
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SANITARY SEWERS
STANDARDS 6-9
6-8.7 FITTINGS
All fittings shall be factory-produced and shall be designed for installation on the pipe to be used. Fittings
shall be of the same quality and material as the pipe used, except when installing a PVC insert on existing
pipe.
Side sewers shall be connected to the tee, wye, or riser provided in the public sewer where such is available,
utilizing approved fittings or adapters. Where no tee, wye, or riser is provided or available, connection shall
be made by core drilling and installing and approved tee. Tees shall be "Romac Industries, Style CG" or
approved equal.
6-8.8 CLEANOUTS
All side sewers shall have a 6 inch clean-out at the property line per Standard Plan No. 604. The riser
portion of the clean-out shall be PVC unless otherwise approved by the Utility Superintendent. For longer
side sewer installations, extra clean-outs will be required at spacings not to exceed 100 feet.
6-8.9 TESTING
All side sewers shall be tested after backfill. Side sewers that are reconstructed or repaired to a length of 10
feet or more shall be tested for watertightness. Testing of newly reconstructed sections of side sewers
consisting of a single length of pipe will not be required. Testing shall be performed in the presence of the
engineer in accordance with Section 7-17.3(4) of the Standard Specifications for Road, Bridge and
Municipal Construction. A copy of this testing procedure is at the end of this section.
When a new side sewer is installed, the entire length of new pipe installed shall be tested. In cases where a
new tap is made on the main, the first joint of pipe off the main shall be installed with a test tee, so that an
inflatable rubber ball can be inserted for sealing off the side sewer installation for testing. In cases where
the side sewer stub is existing to the property line, the test ball may be inserted through the clean-out wye to
test the new portion of the side sewer installation.
6-9 TELEVISION INSPECTION
All new mains within the public right-of-way and those in easements to be maintained by the city will be
subject to a visual inspection with a TV camera unit by the City Sewer Division. Any deficiencies noted by
the TV camera inspection shall be corrected to the satisfaction of the Utilities Division. The initial
inspection costs are borne by the city. Follow-up reinspection after correction of any deficiencies are billed
on a direct cost basis.
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DESIGN AND CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
DRAWING INDEX
DRAWINGS-1
TABLE OF CONTENTS
SERIES DESCRIPTION
100 --------------------------------------------------------------- GENERAL CONSIDERATIONS
200 --------------------------------------------------------------- EROSION AND SEDIMENT CONTROL
300 --------------------------------------------------------------- STREETS AND RELATED WORK
400 --------------------------------------------------------------- STORM AND SURFACE WATER
500 --------------------------------------------------------------- WATER DISTRIBUTION
600 --------------------------------------------------------------- SANITARY SEWERS
700 --------------------------------------------------------------- TRAFFIC CONTROL
800 --------------------------------------------------------------- ILLUMINATION & SIGNALIZATION
900 --------------------------------------------------------------- TRANSIT
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DESIGN AND CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
DRAWING INDEX
DRAWINGS-2
100 SERIES GENERAL CONSIDERATIONS ..............................................Last Revision Date
101 Sh 1 of 2 Sample Plot Plan...................................................................................................11-3-10
101 Sh 2 of 2 Residential Site Plan (Check list of required information)....................................11-3-10
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DESIGN AND CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
DRAWING INDEX
DRAWINGS-3
200 SERIES EROSION AND SEDIMENT CONTROL ..................................Last Revision Date
201 Construction Entrance Rock Pad.........................................................................5-11-11
202 Erosion Control Blankets.....................................................................................5-11-11
203 Gradient Terrace ..................................................................................................5-11-11
204 Temporary Interceptor Dikes & Swales...............................................................5-11-11
205 Pipe Slope Drain............................................................................ ......................5-11-11
206 Rock Check Dams ................................................................................................5-11-11
207 Triangular Sediment Filter Dikes.........................................................................5-11-11
208 Excavated Drop Inlet............................................................................................5-11-11
209 Inlet Block & Gravel Filter Schematic .................................................................5-11-11
210 Temporary Sediment Control Inlet (Gravel & Wire Mesh Filter)........................5-11-11
211 Catch Basin/Inlet Sedimentation Trap-Type "A" ..............................................11-15-92
212 Inlet Fabric Fence Filter ......................................................................................5-11-11
213 Brush Barrier .......................................................................................................5-11-11
214 Temporary Silt Fence...........................................................................................5-11-11
215 Sediment Trap......................................................................................................5-11-11
216 Sediment Trap Outlet..........................................................................................5-11-11
217 Sediment Pond - Example...................................................................................5-11-11
218 Sediment Pond Cross-Section.............................................................................5-11-11
219 Riser Detail..........................................................................................................5-11-11
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DESIGN AND CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
DRAWING INDEX
DRAWINGS-4
300 SERIES STREETS AND RELATED WORK..........................................Last Revision Date
300 Roadway Functional Classifications.................................................................10-27-90
301 Typical Roadway Section-Arterials....................................................................5-06-96
302 Typical Roadway Section-Local Access Streets ................................................5-06-96
302A Short Subdivision Easement Access Drive Section............................................1-13-04
302B 2 Lot Short Subdivision Easement Access Drive Section ..................................1-15-04
303 Typical Roadway Section-Alley.......................................................................11-15-92
304 Typical Cul-de-sac..............................................................................................3-27-96
305A Cement Concrete Curb and Gutter, Type "A-1"...............................................11-20-03
305B Cement Concrete Rolled Curb and Gutter........................................................11-15-92
305C Cement Concrete Curb-Type E-1, E-2, E-3, and E-4 .........................................9-21-91
305D Extruded Asphalt Concrete Sections ................................................................11-02-03
305E Extruded Cement Concrete Curb........................................................................9-03-03
306 Cement Concrete Sidewalk Details ....................................................................5-06-96
306A Cement Concrete Sidewalk at Corners ...............................................................5-06-96
307 Cement Concrete Driveway Type-1 ...................................................................5-06-96
308 Cement Concrete Driveway Type-2 ...................................................................5-06-96
309 Cement Concrete Driveway Type-3 ...................................................................5-06-96
310A Type A Curb Ramp.............................................................................................5-19-08
310B Type B Curb Ramp .............................................................................................5-19-08
310C Type C Curb Ramp .............................................................................................5-19-08
310D Type D Curb Ramp.............................................................................................5-19-08
311 Typical Curb Ramp Locations............................................................................6-10-03
312 Monument Case and Cover...............................................................................12-19-03
313 Survey Monument...............................................................................................1-24-92
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DESIGN AND CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
DRAWING INDEX
DRAWINGS-5
300 SERIES STREETS AND RELATED WORK Last Revision Date
314 Survey Control Monument Cast-In-Place.........................................................11-21-03
316 Pavement Patching Details .................................................................................1-14-04
319 Residential Sidewalk Drain ................................................................................4-18-96
320 Mailbox Structure Installation ............................................................................1-14-04
320A Mailbox Structure, For One or Two Boxes ........................................................1-16-93
321 NDCBU Mailbox Cluster ...................................................................................1-14-93
322 Typical Utility Locations ..................................................................................10-12-00
323 Temporary Turnarounds .....................................................................................9-21-91
324A Rockery (Design & Construction Requirements).............................................10-13-00
324B Rockery (Placement & Post Construction Limits) .............................................4-18-96
325 Pedestrian Handrail...........................................................................................11-15-92
325A Pedestrian Handrail Notes ................................................................................11-15-92
326 Ornamental Handrail.........................................................................................11-15-92
327 Typical Roadway Section Special Interim Street .............................................11-15-92
331 Cement Concrete Steps.....................................................................................11-15-92
332 Cement Concrete Stairway Construction Details .............................................11-15-92
333 Typical Tree Planting........................................................................................11-15-92
333A Tree Well in Sidewalk Area..............................................................................11-19-03
333B Tree Well in Raised Traffic Island ...................................................................11-19-03
334A Typical Parking Layout ......................................................................................7-10-96
334B Parking Lot Details .............................................................................................5-17-94
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DESIGN AND CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
DRAWING INDEX
DRAWINGS-6
400 SERIES STORM AND SURFACE WATER Last Revision Date
401 Precast Concrete Inlet ..........................................................................................12-3-10
402 Catch Basin Type-A.............................................................................................12-3-10
403 Catch Basin Type-B.............................................................................................12-3-10
404 Catch Basin Type-2 (48", 54", 60", 72", 84" & 96") ...........................................12-3-10
405 Frame For Grate or Solid Cover ................................................................. ........12-3-10
406A Grate For Catch Basin or Inlet.............................................................................12-3-10
406B Solid Cover For Catch Basin or Inlet...................................................................12-3-10