HomeMy WebLinkAboutO-2695 - Amends engineering design and development standards (Not codified) (2)CITY OF MARYSVILLE
Marysville,Washington
ORDINANCE NO.J..-tp 95
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AN ORDINANCE OF THE CITY OF MARYSVILLE,WASHINGTON,
AMENDING THE CITY'S ENGINEERING DESIGN AND DEVELOPMENT
STANDARDS, BY AMENDING THE WATER DISTRIBUTION DESIGN AND
CONSTRUCTION STANDARDS AND SPECIFICATIONS (CHAPTER 2),
THE ENGINEERING DESIGN AND DEVELOPMENT STANDARDS
(CHAPTER 3),THE DRAINAGE AND EROSION CONTROL DESIGN
STANDARDS (CHAPTER 4), AND THE SANITARY SEWER DESIGN
STANDARDS (CHAPTER 5), AND AMENDING THE PRIOR ORDINANCES
THAT ADOPTED AND AMENDED SAID STANDARDS.
WHEREAS, the City Council of the City ofMarysville finds that from time to time it is
necessary and appropriate to review and revise the City's design,construction,and development
standards related to water distribution,streets,drainage and erosion control, and sanitary sewer
to meet industry standards and other applicable rules and regulations;and
WHEREAS, the adoption ofengineering design and development standards assists in
defining the appearance and function ofcity streets and other necessary public facilities; and
WHEREAS, the adoption ofcomprehensive,detailed engineering design and development
standards will assist in the orderly development ofinfrastructure within the City; and
WHEREAS,adoption ofengineering design and development standards is deemed to be in
the interest ofpublic health, safety, and welfare; and
WHEREAS, the City sent notification to the development,engineering,and consultant
community concerning the proposed revisions seeking input and comments;and
WHEREAS, the City placed the proposed revisions on the City's web page and presented
highlights ofthe proposed amendments during the City annual developer breakfast; and
WHEREAS,the City has complied with the requirements ofthe State Environmental
Policy Act, Ch.43.21C RCW, (SEPA) by adopting a determination ofnon-significance for the
adoption ofthe proposed revisions to the City's Engineering Design and Development
Standards; and
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W/MV/ORDEDDS 041907.F
WHEREAS,at a public meeting on May 14,2007,the Marysville City Council reviewed
and considered the amendments to the City's Engineering Design and Development Standards;
NOW,THEREFORE,THE CITY COUNCIL OF THE CITY OF MARYSVILLE,
WASHINGTON DO ORDAIN AS FOLLOWS:
Section 1: The Water Distribution Design and Construction Standards and Specifications
(Chapter 2),originally adopted in November 1998 and revised in October 2001, are hereby
amended as set forth in the attached Exhibit A.
Section 2: The Engineering Design and Development Standards (Chapter 3),originally
adopted in September 1999 and revised in October 2001, are hereby amended as set forth in the
attached Exhibit B.
Section 3: The Drainage and Erosion Control Design Standards (Chapter 4),originally
adopted in April 1999 and revised in August 2001, are hereby amended as set forth in the
attached Exhibit C.
Section 4: The Sanitary Sewer Design Standards (Chapter 5),originally adopted in April
1997 and revised in August 2001, are hereby amended as set forth in the attached Exhibit D.
Section 5:Each ofthe ordinances originally adopting and subsequently amending the
above referenced standards and specifications are hereby amended as set forth in the attached
Exhibits A, B, C, and D.
Section 6: No Special Duty Created:
a.It is the purpose ofthis ordinance to provide for the health, welfare, and safety ofthe
general public, and not to create or otherwise establish or designate any particular
class or group ofpersons who will or should be especially protected or benefitted by
the terms ofthis ordinance. No provision or term used in this ordinance is intended to
impose any duty whatsoever upon the City or any of its officers,elected officials,
agents, or employees for whom the implementation or enforcement ofthis ordinance
shall be discretionary and not mandatory.
b.Nothing contained in this ordinance is intended to be, nor shall be construed to create
or form the basis for, any liability on the part ofthe City or its officers, agents, and
employees for any injury or damage resulting from the failure ofany premises to
abate a nuisance or to comply with the provisions ofthis ordinance or be a reason or a
consequence ofany inspection,notice,or order, in connection with the
implementation or enforcement ofthis ordinance, or by reason ofany action ofthe
City related in any manner to enforcement ofthis ordinance by its officers,agents, or
employees.
Section 7.Severability.If any section,subsection,sentence, clause,phrase or work ofthis
ordinance should be held to be invalid or unconstitutional by a court of competent jurisdiction,
20F3
WIMV/oRDEDDS 041907.F
such invalidity or Unconstitutionality thereof shall not affect the validity or constitutionality of
any other section, subsection, sentence, clause, phrase or word ofthis ordinance.
.fi'./4 day of
:~:C:;;;.J1I
DENNIS L KENDALL,MAYOR
Approved as to form:n
By:~rt~
/GRANTK.WEED, CITY ATTORNEY
Date ofPublication:fJ!l0A-(/&t I 2tJo 7
Effective Date:/1!l0j;l1 I c20 ()1
(5 days after publication)
30F3
W!MV!ORDEDDS 041907.F
CHAPTER 2
WATER DISTRIBUTION
DESIGN AND CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
November 1998
Revised May 2007
Prepared by :
City of Marysville
Public Works / Community Development
Item 23 - 7
Marysville City Council Work Session May 7, 2007
CITY OF MARYSVILLE
DESIGN AND CONSTRUCTION STANDARDS
AND
SPECIFICATIONS
Item 23 - 8
Marysville City Council Work Session May 7, 2007
CHAPTER 2 - WATER DISTRIBUTION
Page No.
2-000 Water 2-1
2-010 General 2-1
2-020 Design Standards 2-2
2-030 Connections to Existing Water Main 2-2
2-040 Service Interruption 2-3
2-050
A. Water System Materials 2-3
B. Main Line 2-4
C. Dead End Line 2-4
D. Flexible Gasketed Joints - D.I. 2-4
E. Fittings 2-5
F. Polyethylene Encasement 2-5
G. Minimum Cover 2-5
H. Couplings 2-5
I. Adapters 2-6
J. Bolts in Piping 2-6
2-060 Hydrants 2-6
A. Requirements 2-6
B. Hydrant Leads 2-6
C. Installation 2-6
D. Hydrant Spacing and Guidelines 2-7
2-070 Valves 2-10
A. Gate Valves 2-11
B. Butterfly Valves 2-11
C. Valve Boxes 2-11
D. Operating Valve Nut Extensions 2-11
E. Valve Marker Post 2-12
F. Check Valves 2-12
G. Air & Vacuum Release Valves 2-12
2-080 Pressure Reducing Stations and Pressure Reducing Valves 2-12
2-090 Service Connections 2-14
2-100 Steel Casing 2-16
2-110 Galvanized Iron Pipe 2-16
2-120 Blowoff Assembly 2-17
2-130 Concrete Bedding & Blocking 2-17
2-140 Joint Restraint 2-17
2-150 Backflow Prevention 2-18
1. Reduced Pressure Backflow Assembly with Detector
2. Double Check Valve Assembly
3. Double Check Valve Assembly with Detector
4. Backflow Device Resilient Seated Shut-off Valves
2-151 Reduced Pressure Backflow Assembly with Detector 2-18
2-152 Double Check Valve Assembly 2-19
2-153 Double Check Valve Assembly with Detector 2-19
2-154 Backflow Device Resilient Seated Shut-off Valves 2-19
Item 23 - 9
Marysville City Council Work Session May 7, 2007
2-160 Existing Utilities 2-20
2-170 Water Main/Sanitary Sewer Crossings 2-20
2-180 Staking 2-20
2-190 Trench Excavation 2-21
2-200 Trench Shoring 2-23
2-210 Dewatering of Trench 2-23
2-220 Installation 2-24
2-230 Laying Pipe on Curves 2-25
2-240 Trench Backfill 2-27
2-241 Recycled Concrete 2-28
2-242 Controlled Density Fill 2-28
2-250 Compaction of Backfill 2-29
2-260 Temporary Street Patching 2-29
2-270 Trench Pavement Restoration 2-29
2-280 Hydrostatic Pressure Tests 2-31
2-290 Sterilization and Flushing of Water Mains 2-32
2-291 Chlorine Dosage 2-33
General Notes for Construction Plans RN 2-1
Approved Materials List RN 2-3
Item 23 - 10
Marysville City Council Work Session May 7, 2007
2-1
CHAPTER 2
WATER DISTRIBUTION
2-000 Water
2-010 General Any extension of the City of Marysville Water System must be approved by the
Engineering Department. All extensions must conform to Department of Health guidelines, the
North Snohomish County Coordinated Water System Plan, City of Marysville Water System Plan,
and Fire District No. 12 requirements.
All construction of water mains and related appurtenances shall conform to these Standards,
applicable American Water Works Association (AWWA) Specifications and the WSDOT
Standard Specifications. The general requirements of AWWA and the WSDOT Standard
Specifications shall apply unless they are inconsistent with any of the provisions of this particular
section. Should inconsistencies occur, these Standards shall have precedence.
In designing and planning for any development, it is the developer’s responsibility to see that
adequate water for both domestic use and fire protection is attainable. The developer must
show, in all proposed plans, how water will be supplied and whether adequate water pressure
will be attained in case of fire.
The fire flow requirements are established by the International Building Code. The Public Works
Department will evaluate whether the existing system will meet that requirement or if system
improvements are required. Due to seasonal and other variables associated with flow tests,
these flow tests will not be used to measure the system’s ability to meet the fire flow
requirements.
An analysis performed by the City of the system may be required if it appears that the system
might be inadequate. The developer shall be assessed any and all applicable fees for the
analysis.
Anyone who wishes to extend or connect to the City’s water system should contact the
Engineering Department for a water extension/connection fee estimate. This fee estimate is
Item 23 - 11
Marysville City Council Work Session May 7, 2007
2-2
an estimate of the costs due the City for a waterline extension or connection. A copy of the
estimate form may be found in the appendix.
Prior to the release of any water meters, all Public Works improvements must be completed
and approved including granting of right-of-way or easements, and all applicable fees must
be paid.
Issuance of building permits for new construction of single family residences shall not occur
until final Public Works approval is given. For commercial projects, building permits may be
issued upon completion and acceptance of the requirement fire protection facilities. A
construction bond, in accordance with Section 14.03.430 Marysville Municipal Code (MMC),
will be required for the remaining public works improvements. Certificate of occupancy will
not be issued until final Engineering Department approval is given for all improvements.
2-020 Design Standards The design of any water extension/connection shall conform to City
Standards and any applicable standards as set forth herein and in Title 14 of the City of
Marysville Municipal Code.
Water main extensions will be required when the property does not front on a water main or
when the existing water main is not adequate for the increased use proposed.
The layout of extensions shall provide for future continuation and/or “looping” of the existing
system as determined by the City. Utility mains shall be extended to and through the extremes
of the property being developed. Main extensions shall be extended as required in Section
14.03 MMC .
The minimum size shall be 8 inches in diameter unless otherwise approved by the Utilities.
Water main extensions and/or new fire hydrant installations may also be required per the
requirements of the City Fire Marshal or City Engineer.
The General Notes at the end of this chapter shall be included on any plans dealing with
water system design.
2-030 Connection to Existing Water Main The developer’s engineer shall be responsible for
determining the scope of work for connection to existing water mains.
Item 23 - 12
Marysville City Council Work Session May 7, 2007
2-3
It shall be the Contractor’s responsibility to field verify the location and depth of the existing
main and the fittings required to make connections to the existing mains. Connection of a
new main to existing shall only be done through a private double check valve assembly until
testing and purity.
The connection to a water main in use shall be made by the Developer and only at such time
as the City Engineer or Utilities Superintendent permits. Work required to make the connection
shall be continuous, and done in a timely manner with a sufficient number of men employed
to insure the least interference with the City’s water system. The Developer shall notify the City
Inspector and the Utilities Superintendent at least forty-eight (48) hours prior to the scheduled
time of the connection. The Marysville Water Department shall open or close all valves for
construction, filling, testing, and flushing water mains and submit the bacteriological water
sample. Existing valves, fittings, and other items removed to install the new main shall be
salvaged by the Developer and delivered to the City’s storage yard.
Ends of abandoned water main shall be plugged by filling with Class 3000 or Commercial
Concrete for a minimum longitudinal length of twelve (12) inches.
2-040 Service Interruption The Contractor shall give the City a minimum of 48 hours notice of any
planned connection to an existing pipeline. This includes all cut-ins and live taps. Notice is
required so any disruptions to existing services can be scheduled. The City will notify customers
involved or affected of the water service interruption. The Contractor shall make every effort
to schedule water main construction with minimum interruption of water service. In certain
situations, the City may dictate scheduling of water main shutdowns so as not to impose
unnecessary shutdowns during specific periods to existing customers.
2-050 A. Water System Materials All materials shall be new and undamaged. The same
manufacturer of each item shall be used throughout the work.
Where reference is made to other specifications, it shall be the latest revision at the
time of construction, except as noted on the plans or herein.
All materials not specifically referenced shall comply with applicable sections of ANSI,
ASTM, AWWA, or the WSDOT Standard Specifications.
Item 23 - 13
Marysville City Council Work Session May 7, 2007
2-4
Approved manufacturers and model numbers of various materials are listed in
Approved Materials List of this chapter. When specific manufacturers or models are
listed, no substitutions will be allowed without prior approval by the City Engineer.
B. Main Line Water mains shall be sized to provide adequate domestic and fire flow
demands at the required residual pressure. Fire flow requirements will be determined
by Fire District; however, the quantity of water required will in no case be less than 1000
gpm at 20 psi residual pressure for single family residential areas.
The minimum water main size shall be 8 inches diameter as long as fire flow
requirements can be met. Larger size mains are required in specific areas outlined in
the Comprehensive Water System Plan. Nothing shall preclude the City from requiring
the installation of a larger sized main in areas not addressed in the Comprehensive
Water System Plan if the City determines a larger size is needed to meet fire protection
requirements for future service.
C. Dead End Line No dead end line less than 8 inch in diameter shall be longer than 200
lineal feet. Fire protection must be attainable for all lots from main line hydrants and it
is apparent that the main will not be extended at any time in the future.
D. All pipe for water mains shall have flexible gasketed joints and shall comply with the
following:
Ductile Iron Pipe:
Ductile iron pipe shall conform to ANSI Specification A21.51, 1976, AWWA C151-76, or
the latest revision thereof and shall be of the thickness Class 52, unless otherwise
specified by the City Engineer. The pipe shall be furnished with rubber gasketed push-
on type joints except where flanged joints are specifically required by the City
Engineer. Joint details shall be as specified in ANSI A21.11. Pipe with push-on fitting
joints shall be suitable for use with mechanical joint fittings. The pipes shall be coated
as specified in ANSI A21.51 and be furnished with cement mortar lining as specified in
ANSI A21.4.
Item 23 - 14
Marysville City Council Work Session May 7, 2007
2-5
The Contractor shall furnish certification from the manufacturer of the pipe and gasket
being supplied that the inspection of all the specified tests have been made and the
results thereof comply with the requirements of the above-referenced standards.
E. All fittings for ductile iron pipe shall be ductile iron compact (short body) fittings
conforming to AWWA C153 or Class 250 gray iron conforming to AWWA C110 and
C111. All fittings shall be cement mortar lined conforming to AWWA C 104. Plain end
fittings shall be ductile iron if mechanical joint retainer glands are installed on the plain
ends. All fittings shall be connected by flanges or mechanical joints.
Flanges shall be Class 125, drilled in accordance with ANSI A21.10.
Gasket for flanged fittings shall be 1/16-inch tick “Cranite” or approved equal. Gaskets
for push-on type and mechanical joints shall conform to ANSI A21.11.
Rubber gaskets for push-on joints or mechanical joint (M.J.) shall be in accordance with
ANSI A21.11, AWWA C111.
Gasket material for flanges shall be neoprene, Buna N, chlorinated butyl, or cloth-
inserted rubber.
The type of connections shall be specified on the plans as push-on joint, mechanical
joint (M.J.), plain end (P.E.), flanged (FL), the threaded.
F. Polyethylene encasement when required shall be eight mil. tube or sheet stock and
shall be furnished with all D.I. pipe unless otherwise specified. Materials shall comply
with AWWA C105.
G. The minimum cover for all water mains from top of pipe to finish grade shall be 42
inches, and maximum depth of 60 inches, unless otherwise noted.
H. Couplings Flexible couplings and transition coupling cast components shall be ductile
iron. Center rings and end rings shall be ductile iron in accordance with ASTM 536-80,
Grade 65-45-12.
Item 23 - 15
Marysville City Council Work Session May 7, 2007
2-6
Gasket material shall be virgin SBR in accordance with ASTM D2000 3 BA715.
Bolts shall be high strength, low alloy steel trackhead bolts with national course rolled
thread and heavy hex nuts. Steel shall meet AWWA/ANSI C11/A21.11 composition
specifications.
I. Adapters All flange by mechanical joint (FL x MJ) adapters and asbestos cement by
mechanical joint (AC x MJ or Hub x MJ) adapters shall be ductile iron.
J. Bolts in Piping Bolts shall be malleable iron Cor-ten, or stainless steel.
T-bolts shall be malleable iron Cor-ten in accordance with AWWA/ANSI C111/A21.11.
Stainless steel bolts shall meet the requirements of ASTM A-307, Grade A. Shackle rods,
nuts, and washers shall be hot-dipped galvanized in accordance with AASHTO M232
and/or coated thoroughly with coal-tar/asphaltic material.
Stainless steel nuts, bolts, and washers shall be type 304.
2-060 Hydrants
A. All buildings constructed in the City of Marysville or areas served water by the Marysville
water system shall be served by fire hydrants. Such fire hydrants shall be served by the
City or by other adequate means as approved by the City Engineer and Fire District 12.
B. The lead from the service main to the fire hydrant shall be ductile iron cement mortar
lined Class 52 no less than 6 inches in diameter, with a maximum length of lead of 50
feet. (MCC 14.03.050). Where leads require more than one length of pipe, field lock
gaskets are required.
C. Fire hydrants shall be installed in accordance with Standard Plan No. 2-060-001, at
locations as shown on the approved plans. They shall be painted with 2 coats of high
gloss Caterpillar Yellow Preservative 43-616 type paint.
Item 23 - 16
Marysville City Council Work Session May 7, 2007
2-7
Hydrants shall be the “Traffic Model” type with approved breakaway features. All
hydrants shall be brass to brass subseat, minimum valve opening of 5-1/4 inches “O”
ring stem seal, 6 inch mechanical shoe connection, 1-1/4 inch pentagonal operating
nut.
Fire hydrants shall have two, 2-1/2 inch outlets and one 4-1/2-inch pumper port outlet.
All outport threads shall be National Standard thread. The valve opening shall be 5-1/4
inch diameter. The hydrant shall have a positive and automatic barrel drain.
Hydrant shall be M & H, Mueller, Clow Medallion, or approved equal. All hydrants shall
be bagged until system is approved.
All hook-ups to fire hydrants for temporary water for whatever purpose shall be
approved by the utility division and will require a Hydrant Use Permit.
Hydrant valves installed in unpaved areas shall have a 4-inch thick, 2-foot
squareconcrete pad placed around them.
Hydrant shall have a reflective blue raise pavement marker 4” off centerline.
D. The Department of Public Works and Fire District 12 work together to ensure that
adequate hydrant spacing and installation are achieved.
Unless otherwise required by the governing authority, the following guidelines shall
apply for hydrant number and location:
1. At least one hydrant shall be installed at all intersections.
2. All hydrants newly installed in a single family residential area shall be supplied by
not less than eight (8) inch circulating mains. Dead end mains supplying fire
hydrants must be at least eight (8) inches in diameter, except hydrant leads up
to fifty (50) feet long may be six (6) inches in diameter.
3. Hydrant spacing of 600 feet shall be required for single family residential areas.
Item 23 - 17
Marysville City Council Work Session May 7, 2007
2-8
4. Fire hydrants shall be installed at the ends of dead end lines which are more
than three hundred (300) feet in length. Said hydrants may later be moved to
conform to standard spacing requirements when the main is again extended,
under supervision of the Superintendent.
5. No one shall plant any vegetation, erect any structure, or perform any action
which results in obstructing the view of a fire hydrant for a distance of fifty (50)
feet. The owner and/or occupant of any area in which a hydrant is located
shall be responsible for removing weed and tree growth from around the
hydrant for a distance of not less than ten (10) feet. The purpose of this part is to
maintain a clear visual area around the hydrant.
6. All fire hydrants installed as required by these standards shall be served by the
City of Marysville unless conditions warrant a waiver of this provision.
7. Fire hydrants shall be set as shown in standard detail 2-060-001.
8. Where needed, the Department of Public Works or Fire District 12 may require
hydrants to be protected by two or more posts, per standard plan 2-060-002.
9. Fire hydrants must be installed, tested, and accepted prior to final plat
acceptance or the issuance of an occupancy permit.
10. Fire hydrants shall be installed with a tee and an auxiliary gate valve between
the service main and the hydrant sufficient to permit repair and replacement of
the hydrant without disruption of water service. The location of all valves and
fire hydrants installed shall be properly and accurately marked on identifiable
plans or drawings.
11. Hydrants shall stand plumb, be set to the finished grade with the lowest outlet of
the hydrant no less than eighteen (18) inches above grade and no less than
thirty-six (36) inches of clear area about the hydrant for clearance of a hydrant
wrench on all outlets and on the control valve. The pumper port shall face the
street. Where the street cannot be clearly defined or recognized, the port shall
Item 23 - 18
Marysville City Council Work Session May 7, 2007
2-9
face the most likely route of approach and location of the fire truck while
pumping as determined by the City Engineer.
12. When any portion of a proposed building is in excess of 200 feet from a public
street right-of-way, on-site hydrants or a building sprinkler system shall be
required. Such hydrants shall be located per Fire District 12 and easements for
such hydrants, leads, and water mains, shall be granted to the City.
13. The installation of fire hydrants shall be required of the owner and/or developer
of any future business, commercial, institutional, or industrial facility as follows:
a) Buildings having required fire flows of less than 2500 gpm, may have fire
hydrants on one side of the building only.
b) When the required fire flow is over 2500 gpm, the fire hydrants shall be
served by a main which loops around the building or complex of
buildings and reconnects back into the distribution main.
c) The number of fire hydrants shall be determined on an average spacing
of three hundred (300) feet computed on an imaginary line parallel to
and not less than fifty (50) feet from the structure. All hydrants are to be
accessible to fire department pumpers over roads capable of
supporting such fire apparatus. The City Engineer shall determine the
location of the fire hydrants depending on utility, topography, and
building location. Hydrants shall be a minimum of fifty (50) feet out from
the building, minor deviations may be granted.
d) The lead from the service main to the hydrant shall be no less than six (6)
inches in diameter. Any hydrant leads over fifty (50) feet in length from
service to the hydrant shall be no less than eight (8) inches in diameter.
The provisions of this part shall apply without exception and regardless of
the size of the service main.
e) Fire hydrants shall be set as shown in standard detail 2-060-001.
Item 23 - 19
Marysville City Council Work Session May 7, 2007
2-10
f) For requirements regarding use, size, and location of a fire department
connection (FDC) and/or post indicator valve, contact Fire District 12.
Location of FDC shall be shown on water plans.
g) Fire hydrants must be installed, tested, and accepted prior to the
issuance of an occupancy permit.
h) All fire hydrants installed as required by these standards shall be served
by the City of Marysville unless conditions warrant a waiver of this
provision.
i) The installation of private hydrants as defined herein shall be limited to
those cases when the number of public hydrants installed under the
distance provision of this section shall be insufficient in number. Private
hydrants shall meet City requirements for public hydrants and shall be
located as designated by the approving authority. The City of Marysville
shall have the right to go upon the premises and to use the private
hydrant for public purposes, including testing, flushing, and emergency
uses.
j) Installation shall further conform to the provisions in 2-060 D 4,5,8, 10, and
11.
2-070 Valves All valves and fittings shall be ductile iron with ANSI flanges or mechanical joint ends.
All existing valves shall be operated by City employees only.
All valves shall be inspected upon delivery in the field to ensure proper working order and
damage to protective coatings before installation and shall be free of all rust and dirt. They
shall be set and jointed to the pipe in the manner as set forth in the AWWA Standards for the
type of connecting ends furnished. No valves shall be located in such position as to place the
valve chamber or box in any roadside ditch, drainage ditch, or channel.
Item 23 - 20
Marysville City Council Work Session May 7, 2007
2-11
Valves shall be installed in the distribution system at sufficient intervals to facilitate system repair
and maintenance but in no case shall be less than one valve every 1000 feet. Generally,
valving shall be installed at all intersections and on each end of easements. Specific
requirements for valve spacing will be made at the plan review stage.
A. Gate Valve, 4 inch to 12 inch. The design, materials, and workmanship of all gate
valves shall conform to AWWA C509-80 latest revision. Gate valves shall be resilient
wedge non-rising stem (NRS) with two internal O-ring stem seals. Gate valves shall be
Mueller or M & H, or approved equal.
Gate valves shall be used on all 4-inch to 12-inch lines.
B. Butterfly valves shall conform to ANSI/AWWA C504, Class 150, with cast iron short body
and “O” ring stem seal. Valves in chambers shall have a manual crank operation.
Buried valves shall have a stem extension with AWWA 2-inch operating nut and suitable
valve box. Butterfly valves shall be Dresser “450”, or approved equal.
Butterfly valves shall be used on all lines 14 inches and larger.
C. Valve Box. All valves shall have a standard APWA cast iron water valve box set to
grade with two-piece, extension type cast iron riser from valve. Valve box shall have a
lug type cover, 8” top and 24” bottom. Valve box lids shall have the word “WATER”
cast in the upper surface.
If valves are not set in paved area, a 4-inch thick 2 foot square concrete pad shall be
set around each valve box at finished grade. In areas where valve box falls in road
shoulder, the ditch and shoulder shall be graded before placing asphalt or concrete
pad. The valve and valve box shall be set plumb with the valve box centered on the
operator nut. Valve boxes shall be set flush in pavement or road shoulder. See
standard drawing 2-070-001, and 2-070-004.
D. Operating Valve Nut Extension. A valve stem extension shall be installed whenever the
valves operating nut is more than 48 inches below finished grade. Extensions are to be
a minimum of 12 inches with only one extension per valve. The operator nut extension
Item 23 - 21
Marysville City Council Work Session May 7, 2007
2-12
shall extend into the top section of the valve box and shall clear the bottom of the lid
by a minimum of 10 inches.
E. Valve Marker Post. Marker posts shall be carsonite CUM-375 blue with 2 anchors at
bottom of marker. See standard plan 2-070-002.
F. Check Valve. Check valves for permanent installations other than cross connection
control shall be rated for 150 psi working pressure, unless otherwise specified, and shall
have adjustable tension lever and spring to provide non-slamming action under all
conditions unless otherwise specified.
G. Air and Vacuum Release Valve. Air and vacuum release valves (ARV) shall be APCO
145C combination air release valve. Installation shall be as shown on standard
drawings. The installation shall be set at the high point of the line when required.
Where possible pipes are to be graded to limit the number of ARV’s needed.
2-080 Pressure Reducing Stations and Pressure Reducing Valves
A. Unless otherwise noted in Comprehensive Water Plans, a standard pressure reducing
station shall have a Cla-Val model 90G-01 BCSY pressure reducing main valve of
approved size with flanged ends. Pressure reducing valves shall have flow
opening/closing speed controls, epoxy coated body, and valve position indicator. A
2” Cla-Val model 90G-01ABCS pressure reducing valve with threaded ends shall be
installed on the bypass side of the larger pressure reducing valve line. Pressure
reducing valves, 2” and smaller, shall be equipped with stainless steel trim (seal, stem,
and cover bearing). Pilot controls shall be on the side of PRV facing the vault interior.
See Standard Plans 2-080-001 and 2-080-002.
Strainers shall be installed on the inlet side of each pressure reducing valve. The bypass
shall be fitted with bronze ball valves sized to correspond with the bypass inlet and
outlet size.
Strainers shall be iron bodied “Y” type equal in size to corresponding pressure reducing
valve. Strainer shall feature bolted cover machined to hold screen securely in place
and tapped with iron pipe threads for corporation stop. Screen shall be constructed
Item 23 - 22
Marysville City Council Work Session May 7, 2007
2-13
from perforated stainless steel. Main-line strainer shall have flanged-ends and bypass
strainer shall have threaded ends.
The vault shall be equal to Utility Vault Co. model 687-LA with cover 687-TL-2-322P as
specified in the standard detail. Vault exterior shall be coated with coal tar enamel, or
equal. See standard drawings.
When pressure reducing stations are required or needed, all pipe, fittings, and
equipment shall be supported and blocked against static and dynamic loading in
accordance with the equipment manufacturers’ recommendations and as approved
by Public Works. Drain lines from pumps or other equipment shall be piped to a below
grade drainage system connected to the station sump or drain.
B. Individual Pressure Reducing Valve (Residential). When individual lot pressure exceeds
80 psi, an individual pressure reducing valve shall be installed by the property owner
and shall be direct-action piston type with integral strainer and bypass. Valve body
shall be bronze with threaded outlet end and integral union on inlet end. Valve shall
be line-sized with spring range from 25 to 75 psi. Individual pressure reducing valves
shall be Wilkens 600 series, Watts U5, or approved equal. The reducing valve shall be
the property of the home owner.
All other appurtenances shall be as shown in the Standard Drawing 2-080-003.
C. Individual Pressure Reducing Valve (Multi-Family or Commercial). Individual pressure
reducing valve (PRV) shall be Mueller Model H-9300 or an approved equal. An
individual PRV shall be preceded by a strainer. PRV’s shall be direct-acting and
diaphragm actuated with a spring mechanism for a range of 25-85 psi. Valve shall be
line sized. Valve body shall be cast bronze with inside iron pipe threads on both ends.
All other appurtenances shall be as shown in the standard drawing 2-080-003 These
appurtenances shall be the property of the landowner.
Item 23 - 23
Marysville City Council Work Session May 7, 2007
2-14
2-090 Service Connection
A. All service connections relating to new development shall be installed by the
developer at the time of mainline construction. After the lines have been constructed,
tested, approved, and a letter of acceptance has been issued, the Owner may apply
for a water meter. The City will install a water meter after the application has been
made and all applicable fees have been paid. Water meters will be set only after
system is inspected and approved.
B. When water is desired to a parcel fronting an existing main but not served by an
existing setter, an application must be made to the City. Upon approval of the
application and payment of all applicable, fees, the City will allow tapping of the
main, and installation of the meter, box, and setter.
C. Corporation stop shall be all bronze alloy and shall be Ford, Mueller, or approved equal
in accordance with AWWA Standard C800 with AWWA tapered thread (CC) inlet by
compression fitting for copper outlet.
Corporation stops for 1” tap shall be ball valve type. Corporation stops for 1-1/2” and
2” tap shall be the ball valve type with D.I. service saddles and I.P. thread inlets by
compression fitting outlets.
D. Service connections on 4-inch ductile iron mains or for any service shall be installed with
Mueller, Rockwell, Romac or approval equal pipe saddles. Direct taps may be made
for 3/4 inch and 1 inch services on thickness Class 52 ductile iron pipe 6 inch I.D. or
larger. The minimum acceptable tap size shall be 3/4 inch.
Service saddle shall be all bronze alloy and shall be Romac style 202 with IP thread or
approved equal. Saddles used in AC pipe shall have stainless steel straps. All clamps
shall have rubber gasket and iron pipe threaded outlets.
E. Service lines shall be copper pipe only.
Item 23 - 24
Marysville City Council Work Session May 7, 2007
2-15
All copper pipe for underground water service less than 1-1/2” shall be seamless
conforming to ASTM B88 (ANSI H33.1) Type “K” annealed tubing.
Copper service pipe 1-1/2” or larger shall be Type K hard drawn, 20’ lengths. To avoid
couplings under a road, Type K annealed tubing shall be used.
F. Master meters will not be allowed for service to more than one per building. An
approved backflow prevention system must be installed in conjunction with any master
meter. Deviations to this may be granted by the City Engineer.
G. Meter Setter. Meter setters (1” and smaller) shall have double purpose couplings,
unless otherwise specified, angle meter valve with drilled wings for padlock, twelve
(12”) inches high. The angle copper setter for the size meter to be installed, see
Standard Details.
1-1/2” and 2” meter setters shall have vertical inlet and outlet tees with 1” lateral
bypass, flanged ball meter valves on inlet and outlet, ball valve on bypass, and
padlock wings on all valves, see Standard Details 2-090-002.
H. Meter Box. The Meter Box shall be constructed of LMDPE (Linear Medium Density
Polyethylene) for impact strength and shall have a wall thickness of no less than .500”.
The Meter Box, with cover installed, shall be able to bear a 20,000lb vertical load when
transferred through a one-inch (1”) thick nine-inch square (9” x 9”) plate. Meter Box
shall be able to withstand a 200lb lateral load, applied with a four-inch square (4" x 4")
plate positioned one-inch (1") below the top center of the box, maximum deflecting
shall not exceed one-inch (1").
The Meter Box shall be black on the exterior to prevent UV degradation, and bright
white on the interior to reflect light and ease meter reading and service. The box shall
be designed in such a way as to have an integral flange, no more that 3” from the top,
to support the box in concrete, paving or soil, and a bottom flange a minimum of 1”
wide, to help resist subsidence.
The box may have two removable (pre-cut) pipe entry areas, 3” wide x 4” high,
located on the center of each end (short side) of the box. The box shall be designed in
such a way as to be securely stackable. The box shall weigh no more than fifteen
pounds (15 lb) for safety and ease of handling, transport and installation. All dimensions
shall be in accordance with Company drawing. Meter boxes shall be as specified in
the standard plans.
Cover shall provide a slip resistant surface with a coefficient of friction greater than 0.5
when tested for compliance to ASTM C-1028. Marking shall be indent into the cover
Item 23 - 25
Marysville City Council Work Session May 7, 2007
2-16
surface to resist wear.
Cover shall be constructed of polymer concrete reinforced with multiple layers of
continuous strand woven borosilicate fiberglass cloth. Reinforcing fabric shall be
required along the inner and outer surfaces of the cover and incorporated into the
matrix such that the glass fiber is not exposed to moisture intrusion. Compressive
strength of the material matrix shall be no less than 11,000 psi. Molded cover shall be
capable of withstanding vertical load proof test of 20,000 lbf when tested in the
corresponding body. Manufacturer shall be able to document compliance with
material strength and unit (cover and body) proof of design testing.
Cover shall have a hinged access door made from the same material as the outer
portion of the cover and no less that 8”x9” clear opening as the drawing requires.
The box shall weigh no more than fifty pounds (50 lb) for safety and ease of handling,
transport and installation. Covers shall be as specified in the standard plans.
I. Any plumbing in a residential or nonresidential facility providing water for human
consumption which is connected to a public water system shall be lead free. With
respect to solders and flux lead free shall mean no more than 0.2% lead, and with
respect to pipes and pipe fittings no more than 8% lead.
2-100 Steel Casing
Steel casing shall be black steel pipe conforming to ASTM A53.
Casing wall thickness shall be 0.250 inch for casings 24 inches or less in diameter and 0.375 inch
for casings over 24 inches in diameter.
Carrier pipe for water shall be Ductile Iron, Class 52.
Pipe spacers shall be Cascade style CCS with 8-inch runners as available from Cascade
Waterworks or equivalent vendor. Casing pipe and spacers shall be sized for pipe being
installed. Install minimum of three spacers per section of pipe. See Standard Drawing 2-100-
001.
2-110 Galvanized Iron Pipe
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Marysville City Council Work Session May 7, 2007
2-17
Where galvanized iron pipe is specified, the pipe shall be standard weight, Schedule 40, steel
pipe per Standard Specification for black and hot-dipped, zinc-coated (galvanized) welded
and seamless steel pipe for ordinary uses (ASTM A-120). Fittings shall be screwed malleable iron
galvanized per ANSI B16.3. Galvanized pipe shall be used only for PRV’s and dry pipe in
pressure relief and vacuum breaker assemblies.
2-120 Blowoff Assembly
If a fire hydrant is not located at the end of a dead end main, a blowoff assembly shall be
required. On water mains which will be extended in the future, provide valve and blocking as
shown on standard drawings 2-120-001 and 2-120-002.
2-130 Concrete Bedding and Blocking
Bedding, blocking, encasement, or slope anchor concrete shall be mixed from materials
acceptable to the Engineer and shall have a 30-day compressive strength of not less than
2,500 psi. The mix shall contain five (5) sacks of cement per cubic yard and shall be of such
consistency that the slump is between 1 inch and 5 inches. All concrete shall be mechanically
mixed and contain no chloride.
Concrete thrust blocking, as indicated on the Standard Details, shall be placed at bends, tees,
dead ends, crosses, and as designated by the Engineer.
Location of thrust blocking shall be shown on plans. Thrust block concrete shall be poured
against undisturbed earth. A plastic barrier shall be placed between all thrust blocks and
fittings. See standard detail numbers 2-130-001, 2-130-002, and 2-120-003 for thrust block
locations and calculations. All blocking as shown on the Standard Details are considered as
minimums, and consideration should be given to unusual circumstances such as unstable soil,
adjacent pipe lines, and topography.
2-140 Joint Restraint
Joint restraint methods shall be as per the approved materials list and/or the Standard
Drawings. Mega Lugs & Field Lock Gaskets are required on watermains greater than or equal
to 15% slope.
Item 23 - 27
Marysville City Council Work Session May 7, 2007
2-18
2-150 Backflow Prevention
All water system connections to serve buildings or properties with domestic potable water, fire
sprinkler systems, or irrigation systems shall comply with the minimum backflow requirements as
established by the Department of Health (DOH) and the City of Marysville.
The installation of all backflow devices is required to protect the existing water system and
users from possible contamination. To prevent contaminated water from the new main from
entering the existing distribution system, a double check valve assembly shall be used on the
line supplying the water. A double check valve assembly is sufficient backflow protection only
for filling and flushing of the new main. During the hydrostatic pressure test, the temporary
connection between the new main and the existing distribution system shall be removed.
For fire and irrigation, the minimum level of backflow prevention required is a double check
valve assembly. Fire services shall have a double detector check valve assembly. Air gap
and reduced pressure backflow assemblies are required whenever a potential health hazard
exists.
All approved Reduced Pressure Backflow Assemblies are listed on the most current copy of the
City of Marysville Cross-Connection Control Program. The assembly shall include a tightly
closing resilient seated shut-off valve on each end of the body and each assembly shall be
fitted with four properly located resilient seated test cocks.
All other appurtenances shall be as shown in the standard detail 2-150-001.
Public Works shall get the certificate of testing of any backflow prevention device before
releasing the certificate of occupancy on any building or acceptance of water system. A list
of approved testers may be obtained from Washington Environmental Training Resource
Center (WETRC) located in Auburn, Washington.
2-151 Reduced Pressure Backflow Assembly with Detector This assembly shall include a line-sized
D.O.H. approved (listed on the most current copy of “Accepted Cross-Connection Control
Assemblies” published by Washington State Department of Health. Reduced Pressure
Item 23 - 28
Marysville City Council Work Session May 7, 2007
2-19
Backflow Assembly with a parallel 3/4” meter and 3/4” D.O.H. approved Reduced Pressure
Backflow Assembly. Each assembly shall be housed in a hot box or approved equivalent and
include a tightly closing resilient seated shut-off valve on each end of the body and each
assembly shall be fitted with four properly located resilient seated test cocks.
All other appurtenances shall be as shown in standard detail 2-151-001.
2-152 Double Check Valve Assembly All Double Check Valve Assemblies shall be the one listed on
the most current copy of “Accepted Cross-Connection Control Assemblies” published by
Washington D.O.H. The assembly shall include a tightly closing resilient seated shut-off valve on
each end of the body and each assembly shall be fitted with four properly located resilient
seated test cocks.
2-153 Double Check Valve Assembly with Detector
This assembly shall include a line sized D.O.H. approved (listed on the most current copy of
“Accepted Cross-Connection Control Assemblies” published by Washington Department of
Health Double Check Valve Assembly with a parallel 3/4” meter and 3/4” approved double
check valve assembly. Each assembly shall include a tightly closing resilient seated shut-off
valve on each end of the body and each assembly shall be fitted with four properly located
resilient seated test cocks.
All other appurtenances shall be as shown in the standard detail 2-153-001.
2-154 Backflow Device Resilient Seated Shut-off Valves Each valve shall be marked with model
number with designation of resilient seat; such as “RS” or “R”, which must be cast, molded, or
affixed onto the body or bonnet of the valve. All ferrous bodied valves shall be coated with a
minimum of 4 mils. of epoxy or equivalent polymerized coating. 2” and smaller R.P.B.A.s and
D.C.V.A.s shall use ball valves, and all 2-1/2” and larger R.P.B.A.s and D.C.V.A.s shall use resilient
seated gate valves for domestic supply and resilient seated O.S. and Y. valves for firelines.
The minimum requirements for all resilient seated gate valves shall, in design, material, and
workmanship, conform to the standards of AWWA C509.
Item 23 - 29
Marysville City Council Work Session May 7, 2007
2-20
2-160 Existing Utilities
When utility services occupy the same space as the new water main, the contractor shall do
all necessary excavation to fully expose such services. The contractor shall protect said
services and work around them during excavating and pipe laying operations. The contractor
shall be responsible for all damages to the services due to his operation and shall immediately
notify the engineer and arrange for replacement of all damaged services.
In the event of conflict, the contractor shall remove and restore existing catch basin
connections, inlet connections, drains, side sewers, inlets, and other sewerage and drainage
facilities. All restoration shall be constructed to city standards. Water main pipe shall be
installed to clear mainline sewers and storm drains.
It is anticipated that the contractor will encounter private water services during work
operations. Records of these utilities often are not maintained by the City and will not be field
located by the City Water division. It shall be the contractor’s responsibility to ascertain the
location of and protect these private utilities from damage.
2-170 Water Main/Sanitary Sewer Crossings The Contractor shall maintain a minimum of 18 inches of
vertical separation and 10 feet of horizontal separation between sanitary sewers and water
mains. The minimum cover for water main of 42 inches may be reduced to 36 inches upon
approval by the City Engineer to provide for as much vertical separation as possible.
The longest standard length of water pipe shall be installed so that the joints will fall equidistant
from any sewer crossing. In some cases where minimum separation cannot be maintained, it
may be necessary to encase the water pipe and/or sewer service in a carrier pipe or
concrete. No concrete shall be installed unless specifically directed by the City Engineer.
2-180 Staking All surveying and staking shall be performed by an engineering or surveying firm
capable of performing such work. The engineer or surveyor directing such work shall be
licensed as a Professional Engineer or Professional Land Surveyor by the State of Washington.
Item 23 - 30
Marysville City Council Work Session May 7, 2007
2-21
A preconstruction meeting shall be held with the City prior to commencing staking. All
construction staking shall be inspected by the City prior to construction.
The minimum staking of waterlines shall be as directed by the City Engineer or as follows:
A. Stake centerline alignment every 50 feet with cut or fill to invert of pipe maintaining 42
inches of cover over pipe. Cuts are normally not required when road grade has been
built to subgrade elevation.
B. Stake alignment of all fire hydrants, tees, water meters, setters and other fixtures and
mark cut or fill to hydrant flange finished grade.
2-190 Trench Excavation
A. Prior to any pavement cutting or removal, or excavation for pipe laying, the contractor
shall verify, in the presence of the City’s inspector, the location and depth of the
existing water mains at the points where connections are to be made. The contractor
shall verify the dimensions, type, and condition of the existing water main. If necessary,
the grade shall be adjusted so neither a high spot nor a low spot is created adjacent to
the connection to the existing water mains.
B. Clearing and grubbing where required shall be performed within the easement or
public right-of-way as permitted by the City and/or governing agencies. Debris
resulting from the clearing and grubbing shall be disposed of by the owner or
contractor in accordance with the terms of all applicable permits.
C. Trenches shall be excavated to the line and depth designated by the Plans to provide
a minimum of 42 inches of cover over the pipe and the maximum depth shall not be
greater than 60 inches of cover over the pipe. Except for unusual circumstances
where approved by the City, the trench sides shall be excavated vertically and the
trench width shall be excavated only to such widths as are necessary for adequate
working space as allowed by the governing agency. The trench shall be kept free from
water until joining is complete. Surface water shall be diverted so as not to enter the
trench. The owner shall maintain sufficient pumping equipment on the job to ensure
that these provisions are carried out.
Item 23 - 31
Marysville City Council Work Session May 7, 2007
2-22
D. The Contractor shall perform all excavation of every description and whatever
substance encountered and boulders, rocks, roots, and other obstructions shall be
entirely removed or cut out to the widths of the trench and to a depth 6 inches below
water main grade. Where materials are removed from below water main grade, the
trench shall be backfilled to grade with pit run sand and gravel and thoroughly
compacted.
E. Trenching and shoring operations shall not proceed more than 100 feet in advance of
pipe laying without approval of the City Engineer, and shall be in conformance with
Washington Industrial Safety and Health Administration (WISHA) and Office of Safety
and Health Administration (OSHA) Safety Standard.
F. The bottom of the trench shall be finished to grade with hand tools in such a manner
that the pipe will have bearing along the entire length of the barrel. The bell holes shall
be excavated with hand tools to sufficient size to make up the joint.
G. Material excavated from trenches and piled adjacent to the trench, or in a roadway or
public thoroughfare, shall be piled and maintained so that the toe of the slope of the
material is at least 3 feet from the edge of the trench. It shall be piled in such a manner
as will cause a minimum of inconvenience to public travel, and provisions shall be
made for traffic control as necessary. Free access shall be provided to fire hydrants,
water valves, and meters, and clearance shall be left to enable free flow of storm
water in gutters, other conduits, and natural watercourses.
H. The minimum and maximum trench widths for water main installation shall be as follows:
TRENCH WIDTHS (In Inches)
Nominal
Pipe Diameter
Minimum
Earth
Minimum
Rock
Maximum
2 18 24 36
3 18 24 36
4 18 24 36
6 21 24 36
8 24 24 36
12 28 28 40
16 30 30 42
18 31 31 43
20 33 33 45
24 36 36 48
30 40 40 52
Item 23 - 32
Marysville City Council Work Session May 7, 2007
2-23
36 47 47 59
42 54 54 66
48 61 61 73
54 68 68 80
60 75 75 87
2-200 Trench Shoring
Where trench excavation equal or exceeds a depth of 4 feet, the developer/contractor shall
provide, construct, maintain and remove, as required, safety systems that meet the
requirements of the Washington Industrial Safety and Health Act, RCW 49.17, including WAC
296-155. The trench safety systems shall be designed by a qualified person, and meet
accepted engineering requirements (see WAC 296-155-660).
The Contractor shall adequately shore trenches to protect the work, existing property, utilities,
pavement, etc., and to provide safe working conditions in the trench. The method of shoring
shall be according to the contractor’s design. The contractor may elect to use a combination
of shoring or overbreak, tunneling, boring, sliding trench shields, or other methods of
accomplishing the work, provided the method meets all applicable local, state, and federal
safety codes. Damages resulting from improper cribbing or from failure to crib shall be the sole
responsibility of the contractor.
2-210 Dewatering of Trench
Where water is encountered in the trench, it shall be removed during pipe-laying operations
and the trench so maintained until the ends of the pipe are sealed and provisions are made to
prevent floating of the pipe. Trench water or other deleterious materials shall not be allowed
to enter the pipe at any time.
The developer/contractor shall furnish, install, and operate all necessary equipment to keep
the trench 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 pumping equipment in good working condition shall be available at all
Item 23 - 33
Marysville City Council Work Session May 7, 2007
2-24
times for all emergencies, including power outage, and shall have available at all times
competent workers for the operation of the pumping equipment.
2-220 Installation
A. The installation of all water mains and appurtenances shall be in accordance with the
construction plans as approved by the City Engineer for the project. Any deviation or
changes are to be approved by Public Works before the changes are incorporated
into the work.
B. Unsuitable Material - Whenever in excavating the trench for water mains and the
bottom of the trench exposes peat, soft clay, quicksand, or other unsuitable material,
such material shall be removed from the trench and replaced by Foundation Material
“Ballast” as specified in the WSDOT Standard Specifications.
C. Handling of Pipe - Pipe shall be handled in a manner that will prevent damage to the
pipe, pipe lining, or coating. Pipe and fittings shall be loaded and unloaded using
hoists and slings in a manner to avoid shock or damage, and under no circumstances
shall they be dropped, skidded, or rolled against other pipe. Damaged pipe will be
rejected, and the contractor shall immediately place all damaged pipe apart form the
undamaged and shall remove the damaged pipe from the site within 24 hours.
Dirt or other foreign material shall be prevented from entering the pipe or pipe joint
during handling or laying operations, and any pipe or fitting that has been installed with
dirt or foreign material in it shall be removed, cleaned, and relaid. When pipe laying is
not in progress, the open ends of the pipe shall be closed by a watertight plus or by
other means approved by the City Engineer.
Pipe shall be stacked in such a manner as to prevent damage to the pipe, to prevent
dirt and debris from entering the pipe, and to prevent any movement of the pipe. The
bottom tiers of the stack shall be kept off the ground on timbers, or other similar
supports.
Item 23 - 34
Marysville City Council Work Session May 7, 2007
2-25
D. Cutting Pipe - Whenever it becomes necessary to cut a length of pipe, the cut shall be
made by abrasive saw or by pipe cutter. All pipe ends shall be square with the
longitudinal axis of the pipe and the outside shall be beveled and otherwise smoothed
so that good connections can be made without damage to the gasket. Threads shall
be cleanly cut. Oxyacetylene torch cutting of ductile iron will not be allowed.
E. Bedding the Pipe - Bedding material, when specified or required by the Engineer shall
be as specified in the WSDOT Standard Specifications. For the type of pipe (rigid or
flexible) being bedded, bedding is defined as 6 inches below the pipe, around the
pipe, and 12 inches above the pipe. Native material will normally be used for bedding
for ductile iron pipe unless judged unsuitable by the Engineer.
2-230 Laying Pipe on Curves
Long radius curves, either horizontal or vertical, may be laid with standard pipe by deflecting
the joints. If the pipe is shown curved in the drawings and no special fittings are shown, the
contractor can assume that the curves can be made by deflecting the joints with standard
lengths of pipe. If shorter lengths are required, the drawings will indicate maximum lengths
that can be used. The amount of deflection at each pipe joint when pipe is laid on a
horizontal or vertical curve shall not exceed the manufacturer’s printed recommended
deflections.
Where field conditions require deflection or curves not anticipated in the drawings, the
Engineer will determine the methods to be used.
When rubber gasketed pipe is laid on a curve, the pipe shall be jointed in a straight alignment
and then deflected to the curved alignment. Trenches shall be made wider on curves for this
purpose.
Maximum deflections at point joints and laying radius for various pipe lengths are specified in
the following table, or if not, shall conform to the manufacturer’s and AWWA for the given type
of pipe:
Item 23 - 35
Marysville City Council Work Session May 7, 2007
2-26
Maximum Permissible Deflection in Laying Mechanical-Joint Pipe
Size of
Pipe
Max. Permissible
Deflections
Per Length - In Inches
Approx. Radius of Curve
Produced by
Succession of Deflections
Inches
12-ft
Length
16-ft.
Length
18-ft.
Length
20-ft.
Length
12-ft.
Length
16-ft.
Length
18-ft.
Length
20-ft.
Length
3 16 23 25 27 105 130 155 180
4 16 23 25 27 105 130 155 180
6 14 19 22 24 120 160 175 200
8 11 14 16 18 160 220 240 265
10 11 14 16 18 160 220 240 265
12 11 14 16 18 160 220 240 265
14 7 10 11 12 250 310 350 400
16 7 10 11 12 250 310 350 400
18 6 8 9 10 290 380 430 480
20 6 8 9 10 290 380 430 480
24 5 7 7 8 350 440 555 600
30 5 7 7 8 350 440 555 600
36 4 6 6 7 430 510 650 690
Maximum Permissible Deflection in Laying Push-In Joint Pipe
Size of
Pipe
Max. Permissible
Deflections
Per Length - In Inches
Approx. Radius of Curve
Produced by
Succession of Deflections
Inches 12-ft
Length
16-ft.
Length
18-ft.
Length
20-ft.
Length
12-ft.
Length
16-ft.
Length
18-ft.
Length
20-ft.
Length
3 10 14 15 17 175 220 260 280
4 10 14 15 17 175 220 260 280
6 10 14 15 17 175 220 260 280
8 10 14 15 17 175 220 260 280
10 10 14 15 17 175 220 260 280
12 10 14 15 17 175 220 260 280
14 6 8 9 10 290 380 430 480
16 6 8 9 10 290 380 430 480
18 6 8 9 10 290 380 430 480
20 6 8 9 10 290 380 430 480
24 6 8 9 10 290 380 430 480
30 4 5 6 7 430 615 650 690
36 4 5 6 7 430 615 650 690
Item 23 - 36
Marysville City Council Work Session May 7, 2007
2-27
2-240 Trench Backfill
Suitable native material excavated during trenching shall be used for trench backfill unless
notified by the City Engineer that the native material is unsuitable. The City Engineer or his
representative will examine excavated native material at the time of excavation to determine
its suitability for use as backfill. Native material will be considered suitable for trench backfill if it
is:
a) Capable of attaining the degree of compaction specified within reasonable tolerance
of optimum moisture content.
b) Reasonably free of organic material, clay, frozen lumps, rocks, or other deleterious
matter.
Unsuitable backfill material shall be removed from the site and hauled to an approved
disposal site. The City Engineer shall be provided with the location of all disposal sites to be
used and also copies of the permits and approvals for such disposal sites.
Imported material shall meet the requirements of Gravel Borrow or Crushed Surfacing Base
Course as specified in the WSDOT Standard Specifications. In backfilling the trench, the
Contractor shall take all necessary precautions to protect the pipe from any damage or
shifting. The contractor shall backfill from the side of the trench to a maximum uniform depth
of 1 foot above the crown of the ductile iron pipe before starting mechanical compaction.
During all phases of the backfilling operations and testing as outlined herein, the contractor
shall protect the pipe installation, provide for the maintenance of traffic as may be necessary,
and provide for the safety of property and persons.
Where governmental agencies other than the City have jurisdiction over roadways, the backfill
and compaction shall be done to the satisfaction of the agency having jurisdiction. If suitable
backfill material is not available from trenching operations or temporary traffic control and
traffic safety issues exist, the City may order the placing of bedding around the water main
and gravel base or controlled density fill for backfilling the trench.
Item 23 - 37
Marysville City Council Work Session May 7, 2007
2-28
2-241 Recycled Concrete
Use of recycled concrete for trench backfill and crushed surfacing base course (1-1/4” minus)
material is encouraged; provided that it is not used as a final surface finish. Recycled concrete
shall meet the requirements for crushed surfacing base course material set forth in Section 9-
03.9(3) “Crushed Surfacing” of the WSDOT Standard Specifications.
Use of recycled concrete for crushed surfacing top course material (5/8” minus) is not allowed.
Manufacturer’s recovering concrete from sources other than concrete roadways, sidewalks,
and slabs shall provide certification that the material supplied is free of contaminants.
2-242 Controlled Density Fill
Controlled density fill (CDF, aka flowable fill) shall be a mixture of portland cement, flyash
(optional), aggregates, and water. It shall be proportioned to provide a grouty, non-
segregating, free flowing, self-consolidating and excavatable material that will result in a non-
settling fill which has measurable unconfined compressive strength. Unless otherwise specified,
unit weights shall range from 125 lbs. per cubic foot to 155 lbs. per cubic foot.
Materials testing shall be with unconfined compressive test cylinders. Test data may be either
laboratory trail batch data or field test data.
Specific mix designs may be required at the Engineer’s discretion.
The unconfined compressive strength at 28 days shall be a minimum of 50 psi and a maximum
of 100 psi. Material shall be a sand/grout slurry proportioned to be hand-excavatable after
long-term strength gain.
If CDF is used for trench backfill on ductile iron, steel, or copper utility mains or services, the
mains and services shall be encased in polyethylene wrap.
Item 23 - 38
Marysville City Council Work Session May 7, 2007
2-29
2-250 Compaction of Backfill
Trench backfill shall be spread in layers and be compacted by mechanical tampers of the
impact type approved by the Engineer. Water settling will not be permitted. After the initial
backfill is placed the remaining backfill material shall be placed in successive layers not
exceeding 1 foot in loose thickness, and each layer shall be compacted to the density
specified below:
a) Improved areas such as street and sidewalk areas shall be compacted to 95% of
maximum dry density modified proctor.
b) Unimproved areas of landscape areas shall be compacted to 90% of maximum dry
density modified proctor.
2-260 Temporary Street Patching
Temporary restoration of trenches shall be accomplished by using 2” Class B Asphalt Concrete
Pavement when available, 2” Asphalt Treated Base (ATB), or steel plates.
ATB used for temporary restoration may be dumped directly into the trench, bladed and
rolled. After rolling, the trench must be filled flush with the existing asphalt concrete pavement
to provide a smooth riding surface.
All temporary patches shall be maintained by the Contractor until such time as the permanent
pavement patch is in place. If the Contractor is unable to maintain a patch for whatever
reason, the City will patch it at actual cost plus overhead and materials.
2-270 Trench Pavement Restoration
Trench restoration shall be either by a patch or patch plus overlay as required by the City.
A. All trench and pavement cuts shall be made by spade sawcuts. All cuts shall be a
minimum distance outside the trench width as prescribed by the City Engineer.
Item 23 - 39
Marysville City Council Work Session May 7, 2007
2-30
B. Replacement of the asphalt concrete or portland concrete cement shall be of existing
depth plus 1 inch or 3 inches, whichever is greater.
C. Tack shall be applied to the existing pavement and edge of cut and shall be emulsified
asphalt grade CSS-1 as specified in the WSDOT Standard Specifications. Tack coat shall
be applied as specified in the WSDOT Standard Specifications.
D. Asphalt concrete Class B shall be placed on the prepared surface by an approved
paving machine and shall be in accordance with the applicable requirements of the
WSDOT Standard Specifications, except that longitudinal joints between successive
layers of asphalt concrete shall be displaced laterally a minimum of 12 inches unless
otherwise approved by the City Engineer. Fine and coarse aggregate shall be in
accordance with the WSDOT Standard Specifications. Asphalt concrete over 2 inches
thick shall be placed in equal lifts not to exceed 2 inches each.
All street surfaces, walks or driveways within the street trenching areas affected by the
trenching shall be feathered and leveled to an extent that provides a smooth-riding
connection and expedites drainage flow for the newly paved surface. Leveling and
feathering as required by the City Engineer shall be accomplished by raking out the
oversized aggregates from the Class B mix as appropriate.
Surface smoothness shall be per the WSDOT Standard Specifications.
E. All joints shall be sealed using paving asphalt AR4000W.
F. When trenching within the roadway shoulder(s), the shoulder shall be restored to its
original or better condition.
G. The final patch shall be completed as soon as possible and shall be completed within
30 days after first opening the trench. This time frame may be adjusted if delays are
due to inclement paving weather, or other adverse conditions that may exist.
However, delaying of final patch of overlay work is allowable only subject to the City
Engineer’s approval.
Item 23 - 40
Marysville City Council Work Session May 7, 2007
2-31
2-280 Hydrostatic Pressure Tests
The City Engineer or his representative will inspect and observe the hydrostatic test of the pipe
within 24 hours after notification by the Contractor that a section is ready for inspection and
test. The Contractor shall contact the Engineer at least 24 hours in advance of the completion
of sterilization and flushing and his representative shall be present when water samples are
taken.
Prior to the acceptance of the work, the installation shall be subjected to a hydrostatic
pressure test and any leaks or imperfections developing under said pressure shall be remedied
by the Contractor before final acceptance of the work. No air will be allowed in the lines. The
mains shall be tested between valves. Insofar as possible, no hydrostatic pressure shall be
placed against the opposite side of the valve being tested. Test pressure shall be maintained
while the entire installation being tested is inspected. The Contractor shall provide all
necessary equipment and shall perform all work connected with the test. Tests shall be made
after all valved connections have been made. At unvalved connection points, a temporary
plug (or 2” blow-off assembly on lines without hydrants) shall be installed at the end of the new
main. This shall include concrete blocking necessary to withstand pressures encountered
during the hydrostatic test.
Once the new line is successfully tested and disinfected, the plug (blow-off) shall be removed
and the connection to the existing main completed. The Contractor shall perform a
preliminary test to assure that the equipment to be used for the test is adequate and in good
operating condition and the air in the lines has been released before requesting the City
Engineer witness the test. The City Engineer or his representative shall witness the test; if the test
does not pass inspection for any reason, additional trips required to witness the test shall be
done at the Contractor’s expense.
The Contractor shall provide special plugs and blocking necessary in those locations where it
would be necessary to test against butterfly valves to ensure that the pressure rating of these
valves is not exceeded during testing.
All water mains and appurtenances shall be hydrostatically tested as specified in Section 7-
09.3(23) of the WSDOT/ Standard Specifications.
Item 23 - 41
Marysville City Council Work Session May 7, 2007
2-32
2-290 Sterilization and Flushing of Water Mains
Sterilization of water mains shall be accomplished by the Contractor in accordance with the
requirements of the State Health Department and in a manner satisfactory to the City
Engineer. The section to be sterilized shall be thoroughly flushed at maximum flow established
by the City Engineer prior to chlorination. Flushing period must be approved by the City.
Sections will ordinarily be sterilized between adjacent valves unless, in the opinion of the City
Engineer, a longer section may be satisfactorily handled. Chlorine shall be applied by solution
feed at one end of the section with a valve or hydrant at the opposite end open sufficiently to
permit a flow through during chlorine application. The chlorine solution shall be fed into the
pipeline already mixed by an automatically proportioning applicator so as to provide a steady
application rate of not less than 50 ppm chlorine. Hydrants along the chlorinated section shall
be open during application until the presence of chlorine has definitely been detected in
each hydrant run. When a chlorine concentration of not less than 50 ppm has been
established throughout the line, the valves shall be closed and the line left undisturbed for 24
hours.
As an alternative, the Contractor may use granulated chlorine. Granulated chlorine (dry
calcium hypochlorite at 65% - 70% chlorine) shall be placed in the pipe to yield a dosage of
not less than 50 ppm. The number of ounces of 65% test calcium hypochlorite required for a
20-foot length of pipe equals .00843ld, in which “d” is the diameter in inches. The line shall then
be thoroughly flushed and water samples taken for approval by the local health agency.
Flushing period must be approved by the City. The Contractor shall exercise special care in
flushing to avoid damage to surrounding property to conform to Water Quality Considerations.
Should the initial treatment result in an unsatisfactory bacteriological test, additional chlorine
using the first procedure shall be repeated by the Contractor until satisfactory results are
obtained. The Contractor shall be responsible for disposal of treated water flushed from mains
and at no time shall chlorinated water from a new main be flushed into a body of fresh water.
This is to include lakes, rivers, streams, storm drainage systems and any and all other waters
where fish or other natural water life can be expected. Disposal may be made to any
available sanitary sewer provided the rate of disposal will not overload the sewer.
Main extensions shall not be connected to the City water system until pressure and
bacteriological tests have passed all required standards.
Item 23 - 42
Marysville City Council Work Session May 7, 2007
2-33
2-291 Chlorine Dosage
References in Section 7-09.3(24) of the WSDOT Standard Specifications to an initial chlorine
content of the water of not less than 50 mg/l is as follows.
The amounts of chlorine (Cl2) required to give 50 mg/l for 100-foot lengths of various diameter
of pipe are:
AMOUNTS OF CHLORINE REQUIRED FOR 50 MG/L
DOSAGE
Pipe Size
(Inches)
Volume of Water
Per 100 ft. Length
(gallons)
Household
Bleach
5-1/4%
(gallons)
Commercial
Bleach
12-1/2%
(gallons)
4 65.3 0.06 0.03
6 146.5 0.14 0.06
8 261.0 0.26 0.11
10 408.0 0.40 0.16
12 588.7 0.60 0.24
14 799.6 0.80 0.32
16 1044.4 1.0 0.42
20 1631.9 1.6 0.66
24 2349.9 2.2 0.94
30 3671.7 3.6 1.50
36 5287.3 5.0 2.20
42 7196.6 7.0 2.90
48 9399.6 9.2 3.20
Item 23 - 43
Marysville City Council Work Session May 7, 2007
RN 2-1
GENERAL NOTES FOR CONSTRUCTION PLANS (WATER MAIN INSTALLATION)
1. All workmanship and material shall be in accordance with City of Marysville standards
and the most current copy of the WSDOT Standard Specifications for Road, Bridge, and
Municipal Construction.
2. A preconstruction meeting shall be held with the City prior to the start of construction.
3. It shall be the responsibility of the Contractor to locate or have located by the
appropriate companies all utilities prior to beginning construction.
Call Underground Locate at 1-800-553-4344 a minimum of 48 hours prior to any
excavations.
4. Water pipe shall be ductile iron pipe standard thickness Class 52 cement-lined unless
otherwise specified and shall conform to ANSI/AWWA C151/A21.51.
5. Gate valves shall be resilient wedge, NRS (Non Rising Stem) with O-rings seals. Valve
ends shall be mechanical joint or ANSI flanges. Valves shall conform to AWWA 509-80.
Valves shall be Mueller, M & H, Clow R/W or Waterous Series 500.
6. Fittings shall be ductile iron short body compact conforming to AWWA C110, C11 and
C153 and shall be cement-mortar lined conforming to AWWA C104. The City will be
given 72 hours notice prior to scheduling a shutdown. Where connections require “field
verification”, connection points will be exposed by Contractor and fittings verified 48
hours prior to distributing shut-down notices.;
7. Fire hydrants shall conform to AWWA C501 and shall be of standard manufacture and
of a pattern approved by Marysville, with Stortz 5” quarter turn fitting. Hydrants shall be
M & H Reliant Style 929 or Mueller A-423 (MJ). Hydrants shall be bagged until system is
approved.
8. All lines shall be disinfected and flushed in conformance with WSDOT standards and
specifications. All pipe shall be tested at 250 psi. The Contractor shall furnish all
Item 23 - 44
Marysville City Council Work Session May 7, 2007
RN 2-2
temporary plugs, testing devices, etc. The City shall be present for all testing. The City
will take purity tests, and connection will be authorized following passing of the tests.
The Contractor shall not operate any valve or part of the City water system without
notification and specific supervision of the City utility superintendent. The Contractor
shall make all connections to the system required after making arrangements with the
City in advance. Work and procedures shall conform to APWA Sec. 7-09.3(23)
9. Installation of pipe, fittings and valves, hydrants, and appurtenances shall conform to
WSDOT standard specifications. Cover shall be 42 inches over the top of pipe unless
otherwise noted on plans. In the event grade revision following water main
construction results in cover over the water main of less than 3 feet or in excess of 5
feet, the water main shall be reconstructed by the Owner to conform to the
specifications of the City of Marysville unless depth has been pre-approved by the City.
All added costs of inspecting such water main reconstruction shall be charged to the
developer.
10. Prior to construction of any water mains, the lot corners shall be staked and water main
locations established by survey, cost of which is to be borne by the developer.
11. To maintain the required alignment, use short lengths and deflect the joints or use
necessary bends.
12. Bedding material meeting the requirements for rigid pipe shall be placed to a depth of
6” under and around the pipe and to a depth of at least 12 inches over the top of the
pipe. The bedding materials hall be rammed and tamped around the pipe by the use
of shovels or other approved hand-held tools so as to provide firm and uniform support
over the full length of all pipe, valves, and fittings. Care shall be taken to prevent any
damage to the pipe or its protective coating.
13. Separation of water and sewer mains shall conform to W.D.O.E. standards or special
construction requirements.
14. Services, blow-offs, and miscellaneous details shall be shown on the drawings or
standard plans.
Item 23 - 45
Marysville City Council Work Session May 7, 2007
RN 2-3
WATER SYSTEM APPROVED MATERIALS LIST
The following manufacturers have been approved for use for water and sewer. Where specific
manufacturers are listed no other manufacturer may be used without prior approval by the Utility.
DUCTILE IRON PIPE
All manufacturers that meet the performance requirements specified under the material section of
the standards.
DUCTILE IRON FITTINGS
All manufacturers that meet the performance requirements specified under the material section of
the standards.
GALVANIZED IRON PIPE
All manufacturers that meet the performance requirements specified under the material section of
the standards.
JOINT RESTRAINT SYSTEMS
EBAA Iron (MEGALUG Series 1100)
Griffin Pipe Products Company (Snap-Lok, Bolt-Lok)
Romac (Grip Ring)
Star National Products (Shackle Products)
US Pipe (TR FLEX)
COUPLINGS
Romac, Dresser
STAINLESS STEEL REPAIR BANDS
Romac, Ford
CASING INSULATORS
Pipeline Seal and Insulator Co.
8” band Model C8G
12” band Model C12G
Cascade Waterworks Mfg. Co.
Stainless Steel Casing Spacers (catalog number depends on size)
Item 23 - 46
Marysville City Council Work Session May 7, 2007
RN 2-4
CASING END SEALS
Pipeline Seal and Insulator Co.,
Standard Pull-on (Model S)
Custom Pull-on (Model G)
GATE VALVES
All manufacturers that meet the performance requirements specified under the material section of
the standards.
PRV STATION
- PRESSURE REDUCING VALVES
CLA-VAL 90G-01BCSY } Approved Size for Main Valve
CLA-VAL 90G-01ACS } 2” Bypass Valve
- STRAINERS
MEUSSCO 751 } 6”
MEUSSCO 11-BC } 2”
(With brass or stainless steel perforated screen, 1/16” diameter, 144 holes per square inch)
- PRESSURE RELIEF VALVES
CLA-VAL 50G-01KC } 2”
INDIVIDUAL PRESSURE REDUCING VALVES (Residential)
Wilkins 600 with built-in bypass.
INDIVIDUAL PRESSURE REDUCING VALVES (Commercial)
- PRESSURE REDUCING VALVES
Mueller H-9300, No. 2 setting
- PRESSURE RELIEF VALVES
CLA-VAL 55F
SERVICE SADDLES
1” tap: Romac 101S
Ford FS101 (4” through 8” mains)
1-1/2” & Romac 202S
2” tap Ford FS202
Item 23 - 47
Marysville City Council Work Session May 7, 2007
RN 2-5
CORPORATION STOPS
1” size: Ford F1000G, FB 1000G
Mueller No. H-15008
AY McDonald 4701Q Plug Style, 4701BQ Ball Style
1-1/2” size: Ford Ballcorp FB1100G MIPX COMP
Mueller H 15023 IPTX110
AY McDonald 4701BQ Ball Style
2” size: Ford Ballcorp FB 1100G
Mueller H 15023 IPTX110
AY McDonald 4701BQ Ball Style
ANGLE METER VALVES
1-1/2” Irrigation: Ford FV 43666WG
Mueller 1-1/2” B 24276 Angle Ball Valve Flgx110
2” Irrigation: Ford FV 43777WG
Mueller 2” B 24276 Angle Ball Valve Flgx110
VALVE BOXES
Rich Manufacturing Co. #940
BUTTERFLY VALVES
All manufacturers that meet the performance requirements specified under the material section of
the standards.
CHECK VALVES
Rennselaer List 340
AIR AND VACUUM RELEASE VALVES
APCO No. 143-C, Val-Matic No. 201C, Crispin U10
FIRE HYDRANTS
Mueller Centurion
M&H 129T or 929
METER SETTERS
5/8” X 3/4”: (horizontal):
Ford VBH-92-12W15
Mueller 5/8” x 3/4” (B-24104-2) 5/8 x 3/4 Setter Vertical inlet x 15” horizontal outlet
AY McDonald 62P212WCDD33 (5/8 x ¾ meter) with 15” horizontal outlet
AY McDonald 62F312WCDD 33 for (full ¾”)
Item 23 - 48
Marysville City Council Work Session May 7, 2007
RN 2-6
AY McDonald Adaptor from 1” to ¾” 4753Q MIPXCTS ADP7
1” x 1” (horizontal):
Ford VBH 94 15W15
Mueller 1” (B-24104-2) 1” Setter Vertical Inlet x 15” horizontal outlet
1” x 1” (vertical):
Ford VFH-8612B-11-66
1-1/2” Domestic:
Muller H-1423-2 Custom Setter with Bypass and Check
AY McDonald 39 B612WWFF665
2” domestic:
Ford VFH 87 12B-11-77
AY McDonald 39 B612WWFF775
METER BOXES (as listed or approved equal)
5/8” X 3/4” Service: Carson BCF1118-18XL sku#11182014
PC cover with PC reader lid: Carson PC1118R sku#11184050 (non-traffic
applications). 20K solid PC: Carson PC1118 sku#11184074 (traffic applications)
3/4” X 3/4” Service: Carson BCF1118-18XL sku#11182014
PC cover with PC reader lid: Carson PC1118R sku#11184050 (non-traffic
applications). 20K solid PC: Carson PC1118 sku#11184074 (traffic applications)
1” x 1” Service: Carson BCF1118-18XL sku#11182014
PC cover with PC reader lid: Carson PC1118R sku#11184050 (non-traffic
applications). 20K solid PC: Carson PC1118 sku#11184074 (traffic applications)
Dual Meters: Carson BCF1527-18XL sku#15272002
PC cover with large PC reader lid: Carson PC1527R sku#15274018
Lid shall be traffic rated if required.
1-1/2” and 2”: Carson BCF1730-18XL sku# 17302044
PC cover with PC reader lid: Carson PC1730R sku#17304296 (non-traffic
applications). 20K solid PC: Carson PC1730 sku#17304239 (traffic applications)
REDUCED PRESSURE BACKFLOW ASSEMBLIES
Item 23 - 49
Marysville City Council Work Session May 7, 2007
RN 2-7
As approved on the most current Department of Social and Health Services list for cross connection
assemblies.
DOUBLE CHECK VALVE ASSEMBLIES
As approved on the most current Department of Social and Health Services list for cross connection
assemblies.
RESILIENT SEATED SHUT-OFF VALVES
All manufacturers that meet the performance requirements specified under the material section of
the standards.
PVC PIPE (ASTM D3034) 4” - 15”
All manufacturers that meet the performance requirements specified under the material section of
the standards.
PVC PIPE (ASTM F679) 18” - 27”
All manufacturers that meet the performance requirements specified under the material section of
the standards.
PVC PIPE (AWWA C900) 4” - 12”
All manufacturers that meet the performance requirements specified under the material section of
the standards.
AWWA C900 FITTINGS AND MANHOLE ADAPTERS
Head Manufacturing (Idaho)
Vassallo (Florida)
CONTROLLED DENSITY (FLOWABLE) FILL
Stoneway, CADMAN
RECYCLED CONCRETE (FOR USE AS CRUSHED SURFACING BASE COURSE MATERIAL)
Stoneway Recycling
Renton Recycling (with certification that the material is free of contaminants)
Item 23 - 50
Marysville City Council Work Session May 7, 2007
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Item 23 - 76
Marysville City Council Work Session May 7, 2007
CHAPTER 3
ENGINEERING DESIGN and DEVELOPMENT
STANDARDS
September 1999
Revised May 2007
Prepared by:
City of Marysville
Public Works / Community Development
Item 23 - 77
Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-1
Table of Contents
GENERAL CONSIDERATIONS ......................................................................................................................................... 4
3-100 SHORTENED DESIGNATION .................................................................................................................................... 4
3-101 APPLICABILITY ...................................................................................................................................................... 4
3-102 RESPONSIBILITY TO PROVIDE ROADWAY IMPROVEMENTS .................................................................................... 4
3-103 GENERAL REFERENCES ......................................................................................................................................... 5
3-104 WSDOT/APWA DOCUMENTS AS PRIMARY DESIGN AND CONSTRUCTION REFERENCES ...................................... 5
3-105 OTHER SPECIFICATIONS ........................................................................................................................................ 6
3-106 ROAD PLANS ......................................................................................................................................................... 7
3-107 VARIANCES ........................................................................................................................................................... 7
3-108 PENALTIES AND FINANCIAL GUARANTEES ............................................................................................................ 8
3-109 MEANING OF TERMS.............................................................................................................................................. 8
3-110 SEVERABILITY ..................................................................................................................................................... 11
ROAD TYPES AND GEOMETRY .................................................................................................................................... 12
3-200 ROAD CLASSIFICATIONS ...................................................................................................................................... 12
3-201 ARTERIAL ROADS ................................................................................................................................................ 13
3-202 RESIDENTIAL ACCESS STREETS ........................................................................................................................... 14
3-203 COMMERCIAL ACCESS STREETS1 ......................................................................................................................... 15
3-204 ARTERIAL HORIZONTAL CURVATURE AND SIGHT DISTANCE DESIGN VALUES ................................................... 16
3-205 PRIVATE STREETS ............................................................................................................................................... 16
3-206 HALF STREETS .................................................................................................................................................... 17
3-207 CUL-DE-SACS AND EYEBROWS ............................................................................................................................ 18
3-208 ALLEYS ............................................................................................................................................................... 19
3-209 INTERSECTIONS ................................................................................................................................................... 20
3-210 MAXIMUM GRADE AND GRADE TRANSITIONS ..................................................................................................... 21
3-211 STOPPING SIGHT DISTANCE (SSD) ...................................................................................................................... 21
3-212 ENTERING SIGHT DISTANCE (ESD) ..................................................................................................................... 22
3-213 ONE-WAY STREETS ............................................................................................................................................ 22
3-214 INTERSECTIONS WITH STATE OR FEDERAL HIGHWAYS ........................................................................................ 22
3-215 RESIDENTIAL ACCESS AND CIRCULATION REQUIREMENTS ................................................................................. 23
3-216 EXCEPTION FOR MAXIMUM DWELLING UNITS ON NEIGHBORHOOD COLLECTOR ................................................ 23
3-217 CHANNELIZATION PLAN ...................................................................................................................................... 24
3-218 PRD ACCESS STREETS ........................................................................................................................................ 24
SITE ACCESS ...................................................................................................................................................................... 25
3-300 GENERAL ............................................................................................................................................................ 25
3-301 ARTERIAL ACCESS STANDARD ............................................................................................................................ 25
3-302 NON-ARTERIAL ACCESS STANDARDS ................................................................................................................. 30
3-303 DRIVEWAYS ........................................................................................................................................................ 30
3-304 NUMBER OF ACCESS POINTS ............................................................................................................................... 33
3-305 VERTICAL ALIGNMENT OF ACCESS POINT ........................................................................................................... 33
3-306 SIGHT DISTANCE ................................................................................................................................................. 33
3-307 ACCESS AND CIRCULATION REQUIREMENTS ....................................................................................................... 34
3-308 CONSTRUCTION OF ACCESS POINTS .................................................................................................................... 34
SURFACING ........................................................................................................................................................................ 35
3-400 SURFACING ......................................................................................................................................................... 35
3-401 RESIDENTIAL STREETS, DRIVEWAYS, PEDESTRIAN AND BIKE FACILITIES ............................................................. 35
3-402 REQUIREMENTS FOR RESIDENTIAL STREETS ON POOR SUB-GRADE ..................................................................... 36
3-403 ARTERIALS AND COMMERCIAL ACCESS STREETS ............................................................................................... 36
3-404 MATERIALS & LAY-DOWN PROCEDURES ............................................................................................................ 37
Item 23 - 78
Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-2
3-405 CONSTRUCTION CONTROL IN DEVELOPMENTS .................................................................................................... 37
3-406 PAVEMENT MARKINGS, MARKERS, PAVEMENT TAPERS, AND SIGNAGE .............................................................. 38
ROAD ELEMENTS AND ROADSIDE FEATURES ....................................................................................................... 40
3-500 ROADSIDE FEATURES .......................................................................................................................................... 40
3-501 ROCK FACINGS .................................................................................................................................................... 40
3-502 SIDE SLOPES ........................................................................................................................................................ 42
3-503 SLOPE, WALL, & DRAINAGE EASEMENTS ........................................................................................................... 42
3-504 STREET TREES & LANDSCAPING ......................................................................................................................... 42
3-505 MAIL BOXES ....................................................................................................................................................... 43
3-506 STREET ILLUMINATION ........................................................................................................................................ 45
3-507 SURVEY MONUMENTS ......................................................................................................................................... 47
3-508 ROADWAY BARRICADES ..................................................................................................................................... 47
3-509 BOLLARDS ........................................................................................................................................................... 48
3-510 GUARDRAIL/EMBANKMENT HEIGHTS ................................................................................................................. 48
3-511 OFF-STREET PARKING SPACES ............................................................................................................................ 48
3-512 ROADSIDE OBSTACLES ........................................................................................................................................ 48
3-513 CONCRETE SIDEWALKS ....................................................................................................................................... 49
3-514 CURBS, GUTTERS AND SIDEWALKS ..................................................................................................................... 49
3-515 EXPANSION AND DUMMY JOINTS ........................................................................................................................ 50
3-516 CURB RAMPS ....................................................................................................................................................... 51
3-517 CONCRETE STEPS, METAL HANDRAIL AND HANDICAPPED ACCESS RAMPS ........................................................ 51
3-518 ASPHALT SHOULDERS ......................................................................................................................................... 51
3-519 SEPARATED WALKWAYS, BIKEWAYS AND TRAILS .............................................................................................. 52
3-520 BUS ZONES AND TURN-OUTS............................................................................................................................... 52
3-521 BIKEWAYS ........................................................................................................................................................... 54
3-522 MEDIANS (OPTIONAL DESIGN FEATURE) ............................................................................................................ 55
3-523 SCHOOL ACCESS ................................................................................................................................................. 55
3-524 EQUESTRIAN FACILITIES ..................................................................................................................................... 55
3-525 TRAFFIC CALMING .............................................................................................................................................. 56
3-526 TRAFFIC SIGNAL SPECIFICATIONS ....................................................................................................................... 56
BRIDGES .............................................................................................................................................................................. 58
3-600 BRIDGES .............................................................................................................................................................. 58
3-601 PRINCIPAL REFERENCES ...................................................................................................................................... 58
3-602 BRIDGE GEOMETRICS .......................................................................................................................................... 58
3-603 BRIDGE DESIGN CRITERIA ................................................................................................................................... 59
3-604 SPECIAL PERMITS ................................................................................................................................................ 59
UTILITIES ........................................................................................................................................................................... 60
3-700 UTILITIES ............................................................................................................................................................ 60
3-701 FRANCHISING POLICY AND PERMIT PROCEDURE ................................................................................................. 60
3-702 STANDARD UTILITY LOCATIONS WITHIN THE RIGHT-OF-WAY ............................................................................ 60
3-703 UNDERGROUND UTILITY INSTALLATION ............................................................................................................. 63
3-704 FINAL UTILITY ADJUSTMENT (TO FINISH GRADE) .............................................................................................. 67
3-705 FINAL CLEANUP AND RESTORATION ................................................................................................................... 67
CONSTRUCTION ............................................................................................................................................................... 68
3-800 CONSTRUCTION CONTROL AND INSPECTION ....................................................................................................... 68
3-801 BASIS FOR CONTROL OF THE WORK .................................................................................................................... 68
3-802 SUBDIVISION, COMMERCIAL AND RIGHT-OF-WAY INSPECTION .......................................................................... 68
3-803 PENALTIES FOR FAILURE TO NOTIFY FOR INSPECTION......................................................................................... 70
3-804 EMBANKMENT CONSTRUCTION CONTROL IN DEVELOPMENTS ............................................................................ 70
3-805 TRAFFIC CONTROL IN DEVELOPMENT CONSTRUCTION ....................................................................................... 71
3-806 CITY FORCES AND CITY CONTRACT ROAD INSPECTION ...................................................................................... 72
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3-807 CALL BEFORE YOU DIG ...................................................................................................................................... 72
3-808 RECORD DRAWINGS ............................................................................................................................................ 72
APPENDIX A ....................................................................................................................................................................... 75
CONSTRUCTION PLAN COMPLETENESS CHECKLIST ............................................................................................................. 75
APPENDIX B ....................................................................................................................................................................... 83
PRINCIPAL, MINOR, AND COLLECTOR ARTERIAL LANE CONFIGURATION .......................................................................... 83
APPENDIX C ....................................................................................................................................................................... 85
DEVELOPMENT STANDARD HANDOUT ................................................................................................................... 85
APPENDIX D ....................................................................................................................................................................... 88
RECORD DRAWING CHECKLIST ................................................................................................................................. 88
Item 23 - 80
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CHAPTER 3
ROAD DESIGN STANDARDS
General Considerations
3-100 Shortened Designation
These City of Marysville Engineering Design and Development Standards will be cited routinely in the
text as the “Standards.”
3-101 Applicability
These Standards shall apply prospectively to all newly constructed road and right-of-way facilities,
both public and private, within the City of Marysville. In the event of conflict with any other City
Standards, the Public Works Director or designee shall determine which standard shall control.
In addition, the Standards apply to modifications of roadway features of existing facilities which are
within the scope of reconstruction, required off-site road improvements for land developments, or
capital improvement projects when so required by the City of Marysville or to the extent they are
expressly referred to in project plans and specifications. These Standards are not intended to apply to
“resurfacing, restoration, and rehabilitation” projects as those terms are defined in the WSDOT, Local
Agency Guidelines, as amended; however, the Public Works Director or designee may at his discretion
consider the Standards as optional goals.
The Standards shall apply to every new placement and every planned, non-emergency replacement
of existing utility poles and other utility structures within the City of Marysville right-of-way.
3-102 Responsibility to Provide Roadway Improvements
A. Any land development which will impact the service level, safety, or operational
efficiency of serving roads or is required by other City code or ordinance to improve
such roads shall improve those roads in accordance with these Standards. The Public
Works Director or designee shall base the extent of off-site improvements to serving
roads on an assessment of the impacts of the proposed land development.
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B. Any subdivision of land or development as described in Title 12 of Marysville Municipal
Code abutting and impacting existing roads shall improve the frontage of those roads
in accordance with these Standards. The Public Works Director or designee shall base
the extent of on and offsite improvements on an assessment of the impacts of the
proposed land development.
C. Any land development that contains internal roads shall construct or improve those
roadways to these Standards.
D. It is the City’s practice to not allow subdivisions to be recorded unless there exists a
recorded continuous public access, i.e., right-of-way or easement to the subdivision
except as provided for in Section 3-205, nor will the City accept a road for
maintenance until the road is directly connected to a City or other publicly maintained
road.
E. All road improvement and development projects shall include pedestrian access as a
part of the design. Where existing roadways are to be modified, pedestrian facilities
shall be as described in Sections 3-513, 3-518, 3-519, and 3-523.
3-103 General References
The Standards implement and are intended to be consistent with:
A. Marysville Municipal Code
B. Marysville Comprehensive Plans
3-104 WSDOT/APWA Documents as Primary Design and Construction References
Except where these Standards provide otherwise, design detail, construction workmanship, and
materials shall be in accordance with the following publications produced separately by Washington
State Department of Transportation (WSDOT), or jointly by WSDOT and Washington State Chapter of
American Public Works Association (APWA).
A. WSDOT Standard Specifications for Road, Bridge, and Municipal Construction, as
adopted by the City of Marysville, current edition as amended. These will be referred
to as the “WSDOT Standard Specifications.”
B. The WSDOT/APWA Standard Plans for Road and Bridge Construction, to be referred to
as the “WSDOT/APWA Standard Plans,” current edition as amended.
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C. WSDOT Design Manual, current edition as amended.
D. City Design Standards for the Construction of Urban and Rural Arterial and Collector
Roads adopted per RCW 35.78.039 and RCW 43.32.020, May 24, 1989, current edition as
amended.
3-105 Other Specifications
The following shall be applicable when pertinent, when specifically cited in the Standards or when
required by state or federal funding authority.
A. Roadway drainage shall be in accordance with the City of Marysville Surface Water
Design Standards.
B. WSDOT Local Agency Guidelines, as amended.
C. WSDOT Guidelines for Urban Arterial Program, as amended.
D. Design criteria of federal agencies including the Federal Housing Administration,
Department of Housing and Urban Development; and the Federal Highway
Administration, Department of Transportation,
E. A Policy on Geometric Design of Highways and Streets, American Association of State
Highway and Transportation Officials (AASHTO), or current edition when adopted by
WSDOT.
F. Standard Specifications for Highway Bridges, adopted by AASHTO, current edition.
G. U. S. Department of Transportation Manual on Uniform Traffic Control Devices,
“MUTCD”, as amended and approved by Washington State Department of
Transportation, current edition.
H. Guide for the Development of Bicycle Facilities, adopted by AASHTO, current edition,
I. Associated Rockery Contractors, Standard Rock Wall Construction Guidelines.
J. American Society for Testing and Materials (ASTM).
K. City of Marysville Access Management Plan
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3-106 Road Plans
Plans for roads and road drainage shall be prepared by a Washington State licensed professional Civil
Engineer and submitted consistent with these Standards. These requirements shall apply to public or
private roads whether constructed by private party or public agency. Appendix A contains a Plan
Preparation checklist of construction plan requirements. Subject to review, the Public Works Director
or designee may waive plan requirements, wholly or in part, based on the following criteria:
For improvements to existing roads if:
1. No more than 5,000 square feet will be cleared and graded within the right-of-
way or easement; and
2. The existing grade or slope in the road right-of-way or easement does not
exceed 12 percent; and
3. The work will not intercept a stream or wetland or otherwise impact natural
surface drainage as set forth in City Code regarding Sensitive Areas and the
Surface Water Design Manual; and
4. Plans do not include a retention/detention facility within the right-of-way; and
5. The work is required of a short plat development, or a right-of-way use permit
and involves less than 100 lineal feet of existing public road improvement; and
6. City of Marysville standard drawings, submitted with required permits, are
sufficient to describe the improvement to be constructed.
3-107 Variances
A. Variances from these Standards may be granted by the Public Works Director or
designee upon evidence that such variances are in the public interest and that
requirements for safety, function, fire protection, appearance and maintainability
based upon sound engineering judgment are fully met. Detailed procedures for
requesting variances and appeals variance decisions are contained in the Marysville
Municipal Code. Variance requests for subdivisions should be proposed at preliminary
plat stage and prior to any public hearing. Variances must be approved prior to
approval of the engineering plans for construction. Any anticipated variances from
these Standards, which do not meet the Uniform Fire Code, shall also require
concurrence by the Fire Marshal.
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B. Questions regarding interpretation of these Standards may be directed to the Public
Works Director or designee.
3-108 Penalties and Financial Guarantees
Failure to comply with these Standards may result in denial of plan or development permit approval,
revocation of prior approvals, legal action for forfeiture of financial guarantee, code enforcement,
and/or other penalties as provided by law.
3-109 Meaning of Terms
“ACP Cl. B” Asphalt Concrete Pavement Class B
“ATB” Asphalt Treated Base
“Alley”: A thoroughfare or right-of-way, usually narrower than a street, which provides access
to the rear boundary of two or more residential or commercial properties and is not intended
for general traffic circulation. Alleys are only permitted for properties fronting a public road.
“Auxiliary Lane”: The portion of the roadway adjoining the traveled way for parking, turning or
other purposes supplementary to through-traffic movement.
“Bulb”: Round area for vehicle turn around typically located at the end of a cul-de-sac street.
“CSBC” Crushed Surfacing Base Coarse
“CSTC” Crushed Surfacing Top Coarse
“Cul-de-sac”: Short street having one end open to traffic and the other temporarily or
permanently terminated by a vehicle turn around.
“Design Speed”: The speed approved by the Public Works Director or designee for the design
of the physical features of a road as established by Sections 3-201, 3-202 and 3-203 for
residential and commercial access streets or equal to 5 miles per hour above the current, or
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expected posted speed limit for arterials. In certain situations the Public Works Director or
designee may consider 5 miles per hour above the 85-percentile speed.
“Developer”: Any person, firm, partnership, association, joint venture or corporation or any
other entity who undertakes to improve residential, commercial, or industrial property or to
subdivide for the purpose of resale and profit.
“Driveway”: A privately maintained access to residential, commercial, or industrial properties.
“Engineer”: City of Marysville City Engineer or designee, having authorities specified in RCW
36.75.050 and 36.80, or his/her authorized representative.
“Eyebrow”: A partial bulb located adjacent to the serving road that provides access to lots
and serves as a vehicle turn around.
“GB”: Gravel Borrow
“HMA – Hot Mix Asphalt
“Half-Street”: Street constructed along edge of development, utilizing a portion of the regular
width of right-of-way and permitted as an interim facility pending construction of the other half
of the street by the adjacent owner.
“Joint-Use Driveway Tract”: A jointly owned and maintained tract or easement serving two
properties.
“LID”: Low Impact Development or Local Improvement District
“Landing”: A road or driveway approach area to any public or private road.
“Loop”: Road of limited length forming a loop, having no other intersecting road, and
functioning mainly as direct access to abutting properties. A loop may be designated for one-
way or two-way traffic.
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“Off-Street Parking Space”: An area accessible to vehicles, exclusive of roadways, sidewalks,
and other pedestrian facilities, that is improved, maintained and used for the purpose of
parking a motor vehicle.
“PRD”: Planned Residential Development
“Pavement Width”: Paved area on shoulder-type roads or paved surface between curb,
thickened edge or gutter flow line on all other roads as depicted in the Standard Plans.
“Pipe Stem”: A strip of land having a width narrower than that of the lot or parcel to be served
and is designed for providing access to that lot or parcel.
“Private Road”: A privately owned and maintained access provided for by a tract, easement,
or other legal means, serving up to a maximum of 4 lots and a maximum of 8 dwelling units.
Private roads are only permitted in Short Subdivisions with 4 or less total development lots.
“Professional Engineer”: A professional civil engineer licensed to practice in the State of
Washington.
“Public Street”: Publicly owned facility-providing access, including the roadway and all other
improvements, inside the right-of-way.
“Record Drawings”: The original construction drawings revised to incorporate information
pertaining to the street and/or utility improvements as they were constructed.
“Right-of-Way”: Real Property, usually in a strip, acquired for or devoted to public
transportation purposes.
“Road”: A facility providing public or private access including the roadway and all other
improvements inside the right-of-way.
“Road” and “Street” will be considered interchangeable terms for the purpose of these
Standards.
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“Roadway”: Pavement width plus any non-paved shoulders.
“Shoulder”: The paved or unpaved portion of the roadway outside the traveled way that is
available for emergency parking or non-motorized use.
“Traveled Way”: The part of the road made for vehicle travel excluding shoulders and auxiliary
lanes.
“Utility”: A company providing public service such as natural gas, petroleum, electric power,
telephone, telegraph, water, sewer, or cable television, whether or not such company is
privately owned or owned by a governmental entity.
“Standard Plan”: WSDOT Standard Plans for Road, Bridge, and Municipal Construction or
Standard Plans included in this document as referenced.
3-110 Severability
If any part of these Standards as established by ordinance shall be found invalid, all other parts shall
remain in effect.
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Road Types and Geometry
3-200 Road Classifications
Functional classifications are used for planning and designing roadway facilities. A functional
classification system provides a framework for defining the uses of roadways. For example, roadways
may be designed to emphasize through-traffic movement, access to adjacent properties, or some
combination of these functions. General definitions of functional classification are presented in the
following Table. These definitions will serve as a guide in classifying streets.
Functional classification definitions
Freeway/Expressway: Inter-regional divided highways connecting major
centers. Typically, freeways have two or more lanes for
traffic in each direction; access is limited to
interchanges designed for higher speed
merging/diverging traffic.
Principal Arterial: Inter-community roadways connecting community
centers or major facilities. Principal arterials are
generally intended to serve predominantly “through”
traffic. Direct access to abutting property will be
discouraged. Spacing between parallel principal
arterials is generally two miles or greater.
Minor Arterials: Provides for intra-community travel for areas bounded
by the principal arterial system. Minor arterials serve
trips of moderate length. . Direct access to abutting
property will be discouraged. Spacing of minor
arterials is typically less than two miles.
Collector Arterials: Provides for movement within a community, including
connecting neighborhoods with smaller community
centers. Collector arterials also provide connections to
minor and principal arterials. Property access is
generally a higher priority for collector arterials with a
lower priority for through traffic movements. Spacing of
collector arterials is generally one mile or less.
Neighborhood Collector: Provides connections to arterial system for individual
neighborhoods and provides circulation within and/or
between neighborhoods. Spacing of neighborhood
collectors is typically one-half mile or less.
Local Access Streets: Primary function of local access streets is access to
abutting properties. Local streets include a variety of
designs and spacing depending on access needs.
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Marysville City Council Work Session May 7, 2007
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3-201 Arterial Roads
Comprising the City primary road system, see Standard Plans No. 3-201-001 through 3-201-004.
CLASSIFICATION PRINCIPAL ARTERIALS MINOR ARTERIALS COLLECTOR ARTERIALS OR
“COLLECTORS”
Access See Marysville Access
Management Plan
See Marysville Access
Management Plan
See Marysville Access
Management Plan
Land Use Area
Arterial Spacing 2 miles or greater Under 2 miles Under 1 mile
CRITERIA
A. Typical Road Type Curb & Gutter Curb & Gutter Curb & Gutter
B. Design Speed (MPH) Varies 30-40 Varies 30-40 Varies 30-40
C. Horizontal Curvature See Table 3-2.1 See Table 3-2.1 See Table 3-2.1
D. Maximum Grade (%) [3] 10 10 12
E. Standard Stopping Sight
Distance (Ft). (4)
See Table 3-2.1 See Table 3-2.1 See Table 3-2.1
F. Standard Entering Sight
Distance (Ft.) [5]
See Table 3-2.1 See Table 3-2.1 See Table 3-2.1
G. Minimum Passing Sight
Distance on 2-Lane Road
(Ft.)
See Table 3-2.1 See Table 3-2.1 See Table 3-2.1
H. Corner Radii
See Section 3-209 See Section 3-209
See Section 3-209
I. Min. Half St. Paved Width
(ft)
30 24 22
NOTES:
1. Within the above parameters, geometric design requirements shall be determined for specific arterial roads consistent with the WSDOT
Design Manual.
2. Design speed is a basis for determining geometric elements and does not imply posted or legally permissible speed. Curves shall be
designed within parameters of section 3-204.
3. Maximum grade may be exceeded for short distances. (See Section 3-210).
4. Standard Stopping Sight Distance (SSD) shall apply unless otherwise approved by the Engineer (See Section 3-211).
5. Standard Entering Sight Distance (ESD) shall apply at intersections and driveways unless otherwise approved by the Engineer (See
Section 3-212).
6. Criteria for state and federal funding may require greater width. For guardrail installations, shoulders shall be two feet wider.
Item 23 - 90
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3-202 Residential Access Streets
See Standard Pland No 3-202-001 through 3-202-004
CLASSIFICATION NEIGHBORHOOD
COLLECTORS
LOCAL ACCESS
STREETS
LOCAL ACCESS STREETS PRIVATE ROADS
(RESIDENTIAL) (13)
Land Use Area
Serving Potential
Number of Single-
Family Dwelling Units
300 Max. 100 Max.
9 Max. 1 to 4 total lots
and 2 to 8 total Units
CRITERIA
A. Typical Road Type Curb & Gutter Curb & Gutter Curb & Gutter Shoulder
B. Design Speed (MPH)
[5]
30 25 25 20
C. Horizontal Curvature
Min. Radius (Ft.) [12]
300 165 165 90
D. Max. Grade [6] 12 15 15 15
E. Standard Stopping
Sight
Distance (Ft.) [7]
200 155 ft.
155 115
F. Standard Entering
Sight
Distance (Ft.) [8]
250 200
200 150
G. Pavement Width (Ft.) 36 28 24 Varies (See Std. Plan 3-202-
004)
H. Right-of-way Width
(Ft.)
60 50 40 Varies (See Std. Plan 3-202-
04)
I. Corner Radii
See Section 3-209 See Section 3-209
See Section 3-209 See Section 3-209
J. Min. Half St. Paved
Width (Ft.)
20 20
None None
NOTES:
1. Within the above parameters, geometric design for specific streets shall be consistent with AASHTO Policy on Geometric Design of
Highways and Streets.
2. See Section 3-213 for one-way loops.
3. See Section 3-215 for residential access connection requirements.
4. See Section 3-216 for urban exception criteria.
5. Design speed is a basis for determining geometric elements and does not imply posted or legally permissible speed.
6. Maximum grade may be exceeded for short distances. (See Section 3-210).
7. Standard Stopping Sight Distance (SSD) shall apply unless otherwise approved by the Engineer. (See Section 3-211).
8. Standard Entering Sight Distance (ESD) shall be determined at intersections and driveways unless otherwise approved by the Engineer
(See Section 3-212).
11. For guardrail installation, shoulders shall be two feet wider.
12. For Local Access Streets only an elbow intersection may be constructed in accordance with standard plan 3-209-002
13. Private roads are only permitted in Short Subdivisions with 4 or less total development lots.
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Marysville City Council Work Session May 7, 2007
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3-203 Commercial Access Streets1
CLASSIFICATION MIXED USE DISTRICT
ACCESS STREETS
BUSINESS
ACCESS STREETS
INDUSTRIAL
ACCESS STREETS
CRITERIA
A. Typical Road Type Curb & Gutter Curb & Gutter Curb & Gutter
B. Design Speed (MPH) [3] 35 35 35
C. Horizontal Curvature
Min. Radius (Ft.) [3]
See Table 3-2.1 See Table 3-2.1 See Table 3-2.1
D. Maximum Grade (%) [4] 12 12 11
E. Standard Stopping Sight
Distance (Ft). [5]
See Table 3-2.1 See Table 3-2.1 See Table 3-2.1
F. Standard Entering Sight
Distance (Ft.) [6]
See Table 3-2.1 See Table 3-2.1 See Table 3-2.1
G. Right-of-Way Width (Ft.)[8] 50-70 50-70 50
H. Min. Half Street Paved Width
(Ft.)
20 20 20
I. Min. one-way Paved Width
(Ft.)
20 22 24
NOTES:
1. See standard plan 3-201-003, 3-201-004 and 3-203-001
2. “Commercial Access Streets” serve multiple dwelling, business, and industrial developments. Within the above parameters, geometric
design requirements shall be determined for specific streets consistent with the WSDOT Design Manual.
3. Design speed is a basis for determining geometric elements and does not imply posted or legally permissible speed. Curves shall be
designed within parameters of section 3-204).
4. Maximum grade may be exceeded for short distances (See Section 3-210).
5. Standard Stopping Sight Distance (SSD) shall apply unless otherwise approved by the Engineer. (See Section 3-211).
6. Standard Entering Sight Distance (ESD) shall apply at intersections and driveways unless otherwise approved by the Engineer. (See
Section 3-212).
7. For guardrail installations, shoulders shall be two feet wider.
8. Right-of-Way width varies based on roads classified with bike lanes and or planter strips.
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3-204 Arterial Horizontal Curvature and Sight Distance Design Values
The design values shown in Tables 3-2.1 are minimum values necessary to meet the requirements of
Sections 3-201 and 3-203 for a selected design speed and road classification. Superelevation on
horizontal curves shall not be used unless approved by the Public Works Director or designee.
Table 3-2.1
Arterial Streets and Commercial Access Streets
Design Values
Design Speed (mph) 30 35 40
Horizontal Curvature (Ft.) 300 454 667
Stopping Sight Distance (Ft.) 200 250 305
Entering Sight Distance (Ft.) 375 470 575
Passing Sight Distance (Ft.) for a 2-
Lane Road
1,100 1,300 1,500
3-205 Private Streets
A. While community street requirements are usually best served by public streets, owned
and maintained by the City, private streets may be appropriate for some local access
streets. Usually these are minor access streets, either residential or commercial.
B. Private streets may be approved only when they are:
1. Permanently established by right-of-way, tract or easement providing legal
access to each affected lot, dwelling unit, or business and sufficient to
accommodate required improvements, to include provision for future use by
adjacent property owners when applicable; and
2. Built to these Standards as set forth herein; Standard Plan 3-202-004; and
3. Accessible at all times for emergency and public service vehicle use; and
4. Not obstructing, or part of, the present or future public neighborhood
circulation plan developed in the Marysville Comprehensive Plan.
5. Not going to result in land locking of present or future parcels; and
6. Not needed as public roads to meet the minimum road spacing requirements
of these Standards; and
7. A private road maintenance agreement consistent with Appendix E has been
approved, recorded, and verified with the City, which will provide for
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maintenance of the private streets and associated parking areas by owners in
the development.
8. At least one of the following conditions exists:
a. The private street is located within a short subdivision that has a total of
four (4) or fewer developed lots and in the case of duplexes eight (8) or
fewer total units.
b. The roadways serve commercial or industrial facilities where no
circulation continuity is necessary.
c. The Public Works Director or designee and Fire Marshal determines that
no other access is available and the private road is adequate.
9. Maintained by a capable and legally responsible owner or homeowners’
association or other legal entity made up of all benefited property owners; and
10. Clearly described on the face of the plat, short plat, or other development
authorization and clearly signed at street location as a private street, for the
maintenance of which City of Marysville is not responsible.
C. The City of Marysville will not accept private streets for maintenance as public streets
until such streets are brought into conformance with current City road standards.
D. The City of Marysville will not accept private streets within short plats when the roads
providing access to the short plat are private and already have the potential to serve
more than the number of lots specified in Section 3-202. Short plats proposed on
properties to which the access is over private streets that do not meet the standards in
this section shall be denied.
E. Private access shall conform to Standard Plan 3-202-004 for private roads and access
easements subject to:
1. A maximum of four (4)total lots or in the case of duplexes (8) total units are in
the development.
2. Minimum tract width of 20 feet for up to one (1) lot or two (2) units, and 30 feet
for two (2) to four (4) lots or four (4) to eight (8) units.
3. Access road length shall not exceed 300 feet and shall not extend from any
portion of a public cul-de-sac.
4. Private roads exceeding 150’ shall construct a turn-a-round consistent with
Standard Plan 3-207-004.
3-206 Half Streets
See Standard Plans 3-206-001.
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A. A half street may be permitted as an interim facility when:
1. Such street shall not serve as primary access to more than 25 dwelling units or
tax lots for residential or 240 ADT for commercial/industrial; and
2. Such alignment is consistent with or will establish a reasonable circulation
pattern; and
3. There is reasonable assurance of obtaining the prescribed additional right-of-
way from the adjoining property with topography suitable for completion of a
full-section road.
4. To provide access to an existing Standard City Street.
B. A half street shall meet the following requirements:
1. Right-of-way width of the half street shall equal at least 30 feet; and
2. If feasible the half street shall be graded consistent with locating centerline of
the ultimate road section on the property line; and
3. Traveled way shall be surfaced the same as the designated road type to a
width not less than 20 feet, sidewalk shall be constructed as required for the
designated road type; and
4. Property line edge of street shall be finished with temporary curbing, shoulders,
ditches, and/or side slopes so as to assure proper drainage, bank stability, and
traffic safety; and
5. Half streets shall not intersect other half streets unless so approved by the Public
Works Director or designee.
C. When a half street is eventually completed to a whole street, the completing builder
shall reconstruct the original half street as necessary to produce a proper full-width
street of designated section.
D. The obtaining of any right-of-way or easements needed to accomplish the above shall
be the responsibility of the owning builder or developer.
3-207 Cul-de-sacs and Eyebrows
See standard plans 3-207-001 through 3-207-003.
A. Whenever a dead end public street serves 5 or more lots or a private/public road
extends more than 150 feet from edge of the intersecting right of way to farthest extent
of the road an approved turn-a-round shall be constructed as follows:
1. Minimum right-of-way diameter across bulb section: 100 feet in a permanent
cul-de-sac for all public roads; and 84 feet in a temporary cul-de-sac, with bulb
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area lying outside straight-street right-of-way provided as temporary easement
pending forward extension of the street.
2, Minimum diameter of surfacing across bulb: 80 feet of paving in curb, gutter,
and sidewalk roadway section; 80 feet total in shoulder type or thickened edge
cul-de-sacs to include 64 feet of paving and eight-foot shoulders with
compacted crushed surfacing material. See Standard Plan 3-207-001.
3. Private roads shall construct a turn-a-round consistent with Standard Plan 3-207-
004.
B. A permanent cul-de-sac shall not be longer than 600 feet measured from the edge of
intersecting street right of way to the geometric center monument of the cul-de-sac.
The Public Works Director or designee based on pertinent traffic planning factors such
as topography; sensitive areas and existing development will consider exceptions to
this rule.
C. The Public Works Director or designee may require an emergency vehicle access to
connect a cul-de-sac at its terminus with other streets.
D. If a temporarily cul-de-sac exists, removal of the temporary cul-de-sac, re-
grading/restoration of disturbed area, and extension of the sidewalk shall be the
responsibility of the developer who extends the road. See Standard Plan 3-207-002.
E. The maximum cross slope in a bulb shall not exceed 6 percent. Partial bulbs or
eyebrows shall have a minimum paved radius and an island configuration as shown on
Standard Plan 3-207-003. Island shall be offset two feet from edge of traveled way.
G. Pedestrian walkways shall be provided on all permanent cul-de-sacs to abutting
property see Standard Plan 3-207-001.
3-208 Alleys
A. An alley is considered a public road. Requirements of Section 3-202, local access
streets, for horizontal curvature and stopping sight distance, apply.
1. New alleys serve a maximum of 30 lots, with a maximum length of 400 feet, no
dead ends or cul-de-sacs.
2. Minimum right-of-way width 20 feet with a pavement surface of 20 feet. For
differing structure setback requirements, alley configuration shall be designated
to provide for safe turning access to properties.
3. Paved surface shall be in accordance with Standard Plan 3-208-001.
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4. Modifications to existing alleys serving commercial or industrial properties, in
accordance with the above, will be determined on a case-by-case basis
subject to approval by the Public Works Director or designee.
5. Additional right of way and/or pavement width for parking and/or pedestrian
facilities may be require on a case-by-case basis as determined by the Public
Works Director / Community Development Director or designee.
6. Existing substandard alleys are required to be improved to meet the current
standards upon development / re-development of an adjoining parcel.
3-209 Intersections
A. Intersections
1. Angle of intersection (measured at 10 feet Minimum 85 degrees
beyond road classification right-of-way) Maximum 95 degrees
2. Minimum centerline radius (2-lane) 55 Feet
3. Minimum curb radius
Local street intersecting local street 20 feet
Local street intersecting neighborhood collector 25 feet
Any street intersecting arterial 35 feet
*Truck route curb radius may be increased to 50 feet as determined by the
Public Works Director or designee.
4. Minimum right-of-way line radius or fillet Varies
B. Spacing between adjacent intersecting streets, whether crossing or T-connecting, shall
be as follows:
When highest classification involved is: Minimum centerline offset shall be:
Principal arterial 1,000 Feet
Minor arterial 500 Feet
Collector arterial 300 Feet
Residential Access Streets 150 Feet
C. On sloping approaches at an intersection, landings shall be provided with grade not to
exceed one-foot difference in elevation for a distance of 30 feet approaching an
arterial or 20 feet approaching a residential or commercial street. The distance shall be
measured from future right-of-way line (extended) of intersecting street. See Standard
Plan 3-209-001.
D. Entering Sight Distance, See Sections 3-212 for design requirements.
E. Elbow Intersections per standard plan 3-209-002 are allowable on local access streets
only and are subject to intersection spacing requirements established under this
section.
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3-210 Maximum Grade and Grade Transitions
A. Maximum grade as shown in Sections 3-201, 3-202, and 3-203 may be exceeded for
short distances of 300 feet or less, upon showing that no practical alternative exists.
Exceptions that exceed 15% will require approval by the Public Works Director or
designee and the Fire Marshal. Grades exceeding 15 percent shall be paved with
portland cement concrete (PCC).
B. Grade transitions shall be constructed as smooth vertical curves except in intersections
where the difference in grade is one percent or less and upon approval of the Public
Works Director or designee.
3-211 Stopping Sight Distance (SSD)
See Standard Plans 3-211-001 and 3-211-002
SSD applies to street classifications as shown in Sections 3-201, 3-202 and 3-203. See Tables 3-2.1 for
specific SSD values for arterial streets based on required design speed.
A. Height of eye is 3.5 feet and height of object is 0.5 feet.
B. Minimum SSD for any downgrade averaging three percent or steeper as provided in
Section 3-202 and section 3-204, Table 3-2.1 shall be as shown below (Source AASHTO
Policy on Geometric Design, 2004, Exhibit 3-2)
SSD (FT)
DESIGN SPEED
(MPH)
Downgrades Upgrades
3 Percent 6 Percent 9 Percent 3 Percent 6 Percent 9
Percent
40 315 333 354 289 278 269
35 257 271 287 237 229 222
30 205 215 227 200 184 179
25 158 165 173 147 143 140
20 116 120 126 109 107 104
C. Sag vertical curves on neighborhood collectors and local access streets with stopping
sight distance less than that called for in Section 3-202 may be approved by the Public
Works Director or designee if no practical design exists and if road lighting consistent
with current design standards is provided throughout the curve.
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3-212 Entering Sight Distance (ESD)
See standard plan 3-212-001
Entering sight distance applies on driveways and on streets intersections as set forth in Sections 3-201,
3-202, and 3-203. Specific ESD values for required design speeds are listed in Section 3-204, Tables 3-
2.1 for arterial streets and 3-202 for residential access streets.
A. Entering vehicle eye height is 3.5 feet, measured from 15 to 20 feet back from edge of
face of curb or from the travel lane on a ditch section roadway. Approaching vehicle
height is 4.25 feet. See standard plan 3-212-002.
B. Requirements in Section 3-204, Tables 3-2.1 and section 3-202 apply to an intersection
or driveway approach to a typical road under average conditions. In difficult
topography the Public Works Director or designee may authorize a reduction in the ESD
based on factors mitigating the hazard. Such factors may include an anticipated
posted or average running speed less than the design or posted speed or the provision
of acceleration lanes and/or a median space allowing an intermediate stop by an
approaching vehicle making a left turn.
C. Where a significant number of trucks will be using the approach road, the Public Works
Director or designee may increase the entering sight distance requirements by up to 30
percent for single-unit trucks and 70 percent for semi-trailer combinations.
D. On low volume driveways, the ESD may be reduced by the Public Works Director or
designee to the SSD per standard plan 3-212-002.
3-213 One-Way Streets
Local access streets, including loops, may be designated one-way upon a finding by the Public Works
Director or designee that topography or other site features make two-way traffic impractical.
3-214 Intersections with State or Federal Highways
In the event that the City has jurisdiction over a development that requires the construction or
improvement of a commercial/industrial driveway or any classification of street that intersects a
county, state or federal highway, minimum intersection spacing, entering sight distance and landing
requirements in accordance with these Standards shall be satisfied in addition to the requirements of
all other applicable permits. In the instance County, State, or Federal standards exceed these
Standards, County, State, or Federal standards shall govern.
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3-215 Residential Access and Circulation Requirements
In order to provide a second access to a residential subdivision, short subdivision, binding site plan or
planned unit development, no residential street shall serve more than 100 lots or dwelling units unless
the street is connected in at least two locations with another street that functions at a level consistent
with Sections 3-201 and 3-202.
A. The second access requirement may be satisfied through use of connecting a new
street to an existing street in an adjacent neighborhood if:
1. No other practical alternative exists, or
2. Existing street was previously stubbed indicating intent for future access, or
The second access requirement may not be satisfied through use of an existing road way network in
the existing adjacent neighborhood if:
1. A more practical alternative exists, or
2. Existing streets do not meet Section 3-202, or
3. A portion of the existing roadway network providing secondary access consists
of a private road.
These provisions are not intended to preclude the state statute on land locking.
B. This section does not preclude a multi-family or commercial project from gaining
access through a residential development. Traffic impacts for such projects will be
analyzed during the SEPA process.
3-216 Exception for Maximum Dwelling Units on Neighborhood Collector
Proposed neighborhood collectors serving developments with an average density of seven to eight
dwelling units per acre and which meet the access requirements of Section 3-215 may serve up to 300
single family dwelling units, if approved by the Public Works Director or designee. Prior to approval,
the Public Works Director or designee may require a traffic circulation study showing a balanced
traffic flow of less than 1500 vehicles per day past any access point. Street trees shall be mandatory
along neighborhood collectors serving higher densities of eight to eighteen dwelling units per acre
and shall be in conformance with Section 3-504.
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3-217 Channelization Plan
The Public Works Director or designee shall approve a channelization and signing plan. The plan shall
comply with the current version of the MUTCD and section 3-406.
3-218 PRD Access Streets
PRD Access Streets shall only be used as permitted by the Marysville Municipal Code Chapter 19.48
(Planned Residential Developments) and per Standard Plans 3-218-001 & 3-218-002. Private Roads per
standard plan 3-202-004 may only be used in special circumstances as determined by the City
Engineer/Community Development Director or designee.
PRD Access Streets may be required to increase travel lane width, curb return radius and/or include
left turn pockets at intersections as determined by the City Engineer or designee.
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Site Access
3-300 General
A. Access to City roads is regulated through the Right of Way (R/W) Use permit process.
No construction of access points or related improvements will be allowed without a
valid R/W Use permit. Permits will be evaluated and issued based on the ability of the
proposed access or use to meet these Standards.
B. If a proposed property access point cannot meet these Standards, the Engineer may
designate one or more access points based on traffic safety, operational needs, and
conformance to as many of the requirements of these Standards as possible.
C. Access points for parking or loading areas shall be designed so that backing
maneuvers from or onto a public street R/W will not occur. This does not apply to single
family or duplex residential uses on non-arterial roads.
D. Where necessary for the safe and efficient movement of traffic, the Engineer may
require investigation by the applicant to determine whether access points should be
designed to limit turning movements. The Engineer may also require joint access and
circulation agreements between neighboring properties to further provide safe and
efficient movement of traffic.
E. Temporary access may be granted to undeveloped property prior to completion of a
final development plan if access is needed for construction of preliminary site access.
Temporary access points are subject to removal, relocation, or redesign after final
development plan approval.
F. Secondary access for emergency vehicles may be required for certain high volume or
public safety sensitive developments. They shall be designed to the satisfaction of the
Public Works Director or designee based on review by the City of Marysville Fire
Department.
G. No relocation, alteration or reconstruction of existing access points is permitted without
prior written approval from the Public Works Director or designee.
H. Existing Access points that do not meet these standards may be required to be revised
or removed if deemed necessary by the Public Works Director or designee.
3-301 Arterial Access Standard
The access management plan spacing standards for implementation in the City of Marysville arterial
system are shown in the Table 3-3.1. Standard Plan No. 3-301-001 depicts the corresponding
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dimensional locations graphically. As shown in Table 3-3.1, the driveway spacing standards for a full
access driveway range from 125 feet to 300 feet depending on the speed of the arterial, adjacent
intersection traffic control, and spacing between adjacent driveways.
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Table 3-3.1
Driveway Location and Spacing Guidelines
Posted
Speed
Adjacent
Intersection Control
Full Access
(A)
Right Turn In/
Right Turn Out Only
(B)
Right Turn Out or
Right Turn In Only
(C)
< or = 30 MPH STOP SIGN 125 FT 100 FT 100 FT
< or = 30 MPH SIGNALIZED 230 FT 125 – APPROACH
150- DEPART
100 FT
35 MPH STOP SIGN 150 FT 120 FT 120 FT
35 MPH SIGNALIZED 250 FT 150 – APPROACH
200- DEPART
135 FT
40 MPH STOP SIGN 175 FT 140 FT 140 FT
40 MPH SIGNALIZED 275 FT 175 – APPROACH
250- DEPART
150 FT
Refer to Standard Plan No. 3-301-001 for corresponding graphic locations
Driveway spacing standards for right turn in/right turn out only driveways are slightly lower ranging
from 100 feet to 250 feet depending on arterial speed, traffic control and the direction of travel
relative to adjacent signalized intersections. The direction of travel relative to the intersection
(approaching or departing) is important to maintaining traffic flow where accelerating vehicles and
drivers slowing down to enter driveways are the cause of many rear end accidents.
Right turn driveway spacing standards are lower since there are less points of vehicular conflict.
Access locations restricted to right turn in only or right turn out only movement range from 100 feet to
150 feet depending on arterial speed and traffic control.
In addition to the access driveway spacing standards above, the following standards should also be
considered and implemented as applicable:
• Driveways are to be restricted to right turns only with the use of medians or driveway pork-
chop islands with appropriate signing consistent with WSDOT design criteria and the Manual on
Uniform Traffic Control Devices (MUTCD).
• Left turn access may be restricted if left turn traffic movements significantly interrupt traffic flow
and operations as determined by the Public Works Director or designee. Channelization allows
traffic to exit the main flow of traffic to conduct the left turn movement while maintaining the
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capacity of the through lanes. Left turn channelization warrant analysis based on WSDOT
Design Manual guidelines should be conducted to identify if improvements should be
provided or constructed.
• Only one (1) full access shall be allowed for every 500 feet of any contiguous parcel ownership
or master plan arterial frontage. In all cases, the number of access locations should be
minimized and existing access consolidated if possible.
• Access point should be placed directly opposite each other. If this is not possible, a separation
between the nearest edges of such opposite access points shall meet the spacing criteria set
forth in Table 3.
• Where a property has frontage on more than one roadway, access will generally be limited to
the lowest volume roadway where the impacts of a new access will be minimized. Access
onto other higher volume roadways may be denied or restricted in the interest of traffic safety
or in order to lessen congestion on the higher volume road.
• The spacing measurement for all access standards shall be measured from the near edge of
access driveways and the right-of-way line for public streets or the near edge of the adjacent
driveway.
• Spacing for proposed driveways access adjacent to railroad right of way shall be measured
from the railroad stop bar to the near edge of the driveway.
• Provisions for joint access may be required for two adjacent developments where a proposed
new access will not meet the spacing requirements of this plan or to limit the number of access
points on the arterial. In the event the adjacent property is not ready for development, the
first property ready for development may use an interim access.
• Sight distance standards for ingress and egress movements shall be satisfied for all proposed
access locations based on section 3-212.
Requiring turn movement restrictions based on traffic volumes should be considered when average
daily traffic volumes on the arterial reaches between 24,000 to 28,000 vehicles per day. National
studies have indicated that arterials with two-way left turn lanes start to become unsafe at this level of
daily traffic, although most retrofitting projects occur when traffic volumes reach approximately 40,000
ADT. Access restriction considerations due to high traffic volumes should be reviewed on a case-by-
case basis depending on the hourly loading of the daily volumes and the distribution of traffic volumes
during the peak hours.
Additionally, Snohomish County Procedure 4210 for Level of Service Determinations outlines a range of
traffic volumes for level of service grades at peak hour conditions. These traffic volume levels are
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shown in the appendix of this report. These volumes can be adopted for use as guideline to
determine turn movement restriction applications and development approval volumes for arterial
roadway sections.
Variance to the arterial access standard is as follows:
1. A variance to the Marysville Access Management Plan standards shall be granted by the City,
only if the applicant demonstrates all of the following in writing:
a. Special conditions and circumstances exist which are peculiar to the land such as size,
shape, topography or location, not applicable to other lands in the same
neighborhood, and that literal interpretation of the provisions of the access standards
would deprive the property owner of rights commonly enjoyed by other properties
similarly situated in the same neighborhood;
b. Special conditions and circumstances do not result from the actions of the applicant,
and are not self-imposed hardships;
c. Granting of the variance requested will not confer a special privilege to the subject
property that is denied other lands in the same neighborhood;
d. Granting of the variance will not be materially detrimental to the public welfare or
injurious to the property or improvements in the neighborhood in which the subject
property is situated;
e. Granting of the variance requested will be in harmony with the general purpose and
intent of the access management plan and engineering standards;
f. The purpose of the variance is not merely to permit the subject property to be utilized
more profitably by the owner or to economize on the cost of improving the property;
g. Granting of the variance will not be detrimental to the existing safety or capacity of the
corridor.
2. In granting any variance the City may prescribe appropriate conditions and safeguards that
will ensure that the purpose and intent of the access management plan and engineering
standards will not be violated.
3. The Public Works Director or designee may approve, approve with conditions, or deny
variances to the Access Management Plan standards. For change in existing Land Use, Public
Notice of the variance request will be provided to property owners within 300 feet of the
subject property. All decisions shall be accompanied by written finding relating to the
variance criteria. The Public Works Director or designee's decisions under this section shall be
final on the date issued. Administrative interpretations and administrative approvals may be
appealed by applicants or aggrieved adjacent property owners to the Hearing Examiner.
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Appeal shall be filed within 14 days of the issuance of decision. The appeal process is
identified in Chapter 15.11 of the Marysville Municipal Code.
3-302 Non-Arterial Access Standards
• The nearest edge of any access point shall be a minimum of 6 feet from the
property line.
• No access point shall be placed within the entering sight distance triangle see
section 3-212.
• The nearest edge of any access point flare or radius must be at least 3 feet from the
nearest point of a fire hydrant, no parking zone, utility pole, traffic signal installation
or light standard, mailbox cluster or similar appurtenance.
• On lot frontages with 75 feet or less, no more than one driveway per lot shall be
constructed. On lot frontages over 75 feet, two or more driveways per lot may be
permitted, subject to approval by the Public Works Director or designee and in
accordance with the maximum allowable frontage requirements see section 3-303.
• A minimum corner clearance of 50 feet shall be maintained from the nearest edge
of any access point to the edge of traveled way. When minimum corner
clearances cannot be attained, the Engineer may require investigation to
substantiate whether or not left turns should be prohibited into or out of the access
point see standard plan 3-301-001 dimension A.
• Where a property has frontage on more than one roadway, access will generally
be limited to the lowest volume roadway where the impacts of a new access will
be minimized. Access onto other higher volume roadways may be denied or
restricted in the interest of traffic safety or in order to lessen congestion on the
higher volume road.
3-303 Driveways
A. Dimensions, slope, and detail shall be as indicated in Standard Plans 3-303-001 through
3-303-003, as further specified in the following subsections.
B. Conditions for Approval of New Driveways:
1. Driveways directly giving access onto arterials may be denied if alternate
access is available see section 3-301.
2. All abandoned driveway areas on the same frontage shall be removed and the
curbing and sidewalk shall be properly restored.
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3. Maintenance of driveway approaches shall be the responsibility of the owner
whose property they serve.
4. The standard driveway width shall be 12 feet minimum and 20 feet maximum
for single family residential uses, 25 foot minimum and 30 foot maximum for
multiple family residential uses, and 30-foot minimum and 40 foot maximum for
commercial/industrial driveways. Driveways shall be the minimum width
feasible.
5. Driveway widths shall not be wider then 30% of the property’s roadway
frontage.
6. Recommended driveway width standards for the City’s pedestrian oriented
corridors shall be 30% less than the standard driveway width.
C. Location and Width of New Driveways.
1. A residential driveway shall typically serve only one parcel. A driveway serving
more than one parcel shall be classed as a commercial driveway or a private
street, except as provided in 2.a. and 2.b. below.
2. No portion of driveway width shall be allowed within 6 feet of side property lines
except as follows:
a. A joint use driveway tract/easement may be used to serve two parcels:
(1) Minimum tract width shall be 20 feet, cross slope in one direction
and curb or thickened edge on one side. Minimum
tract/easement length shall be 20 feet from right-of-way line.
The intent of joint use driveways is for side by side lots fronting the
same public roadway, alternate layouts may be considered on a
case by case basis requiring City Engineer or designee approval.
(2) The City Engineer or designee may allow use of an easement if
the only access to a serving roadway is through an adjacent
parcel not owned by the applicant or for residential short plats to
satisfy minimum lot width requirements.
(3) Joint use driveways exceeding 150 feet in length shall provide an
approved turnaround.
(4) Joint use driveways must gain access from a public roadway.
b. Driveways may utilize full width of narrow “pipe-stem” parcels or
easements if approved by Public Works Director or designee.
c. On cul-de-sac bulbs as necessary for proposed residential access.
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3. Grade transitions, excluding the tie to the roadway, shall be constructed as
smooth vertical curves. Ties to the roadway shall be constructed as shown in
Standard Plans 3-303-001, 3-303-002 and 3-303-003.
D. Existing driveways may be reconstructed as they exist provided such reconstruction is
compatible with the adjacent road.
E. For commercial or industrial driveways with heavy traffic volumes or significant numbers
of trucks on arterial streets, the Public Works Director or designee may require
construction of the access as a road intersection. The driveway shall be designed with
maximum curb return radius of 30 feet and there shall be a pedestrian treatment of red
brick, pavers, or portland cement concrete. This requirement will be based on a traffic
engineering analysis submitted by the applicant that meet or exceed the following
criteria:
• The development must generate more than 1000 ADT
• The arterial street has an ADT of greater than 15,000
• The posted speed of the arterial is 30 mph or greater
• The site shall not be in an area of high pedestrian activity
F. Notwithstanding any other provisions, driveways will not be allowed where they are
prohibited by separate City Council action or where they are determined by the Public
Works Director or designee to create a hazard or impede the operation of traffic on the
roadway.
G. Access to commercial or industrial use corner lots shall be located on the lower volume
roadway and as close as practicable to the property line most distance from the
intersection.
H. New private property access points will require the installation of Drop Curb Driveways
as shown on Standard Drawings.
I. The design of access points must take into consideration the percentage of truck traffic
utilizing the access point. Drainage patterns must also be taken into account in the
design of access points.
J. Larger access point radii (typically between 40 and 50 feet but possibly as much as 70
feet) may be required for access points when multi-unit vehicles or single unit vehicles
exceeding 30 feet in length (SU vehicle = 30 feet) comprise 10% or greater of the traffic
expected to use the access point.
K. Vehicles should be able to utilize radius return access points without encroaching on
adjacent lanes of traffic.
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3-304 Number of Access Points
A. The standard number of access points for a development are:
1. Residential property uses – one two-way access point.
2. Commercial or Industrial property uses – one two-way access point or two one-way
access points per 500 feet of any contiguous parcel ownership or total
development frontage.
B. Additional access points may be considered by the Engineer provided a development
or circulation plan is submitted to the Engineer indicating that more than the maximum
number of access points permitted in Subsection a. are required to adequately handle
access point volumes, and will not be detrimental to traffic flow on adjacent roads.
C. For large developments, it is often desirable to consolidate access traffic at a single
point, which can be signalized. Proposed signalization must meet appropriate warrants
in the MUTCD. Access point signals should be coordinated with adjacent traffic signals
and located to provide satisfactory signal progression for through traffic.
D. When property frontages are narrow, such that minimum access point spacing criteria
cannot be met, it may be necessary to require joint access locations at property lines.
E. The requirements of this section are not intended to override the need for a secondary
access for emergency vehicles if such access has been determined by the Fire Marshal
to be necessary under the provisions of section 10.207 of the Uniform Fire Code.
3-305 Vertical Alignment of Access Point
A. Approach grades and configuration shall accommodate future street widening to
prevent major access point reconstruction.
B. For maximum access grades, see standard drawing 3-303-004.
C. The design Engineer for proposed developments shall consider the access driveway
profile when designing the serving road to ensure that required grade transitions can
be complied with considering building set back and lot terrain conditions.
3-306 Sight Distance
For determination of minimum sight distance at private access points, see section 3-212.
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3-307 Access and Circulation Requirements
The need for left turn, right turn, acceleration and deceleration lanes will be determined in
conjunction with development proposals on a case by case basis. Evaluation by the Public Works
Director or designee may require submittal of traffic data by the Applicant/Developer.
3-308 Construction of Access Points
A. The construction of all access points involving removal of existing vertical curb or
vertical curb and gutter shall conform to this section.
B. When cutting through or crossing vertical curb, gutter and sidewalk access
approaches must extend from the curb to back of sidewalk and be constructed of
portland cement concrete.
C. When an opening for an access or for any other purpose is to be constructed through
an existing portland cement concrete vertical curb, the existing curb, or curb and
gutter shall be saw cut at the limits of work or removed to the nearest construction joint
and the opening replaced with standard curb and driveway.
D. Existing street trees, streetlights, traffic signal facilities, utility poles, and fire hydrants must
be shown on any plan for access point construction in an area of existing vertical curb.
E. Prior to commencing any necessary removal or relocation of any public utilities,
structures, trees, or plantings due to construction of an access point, the
applicant/developer must secure approval from the person or persons having
ownership or control of such facilities or features.
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Surfacing
3-400 Surfacing
3-401 Residential streets, driveways, pedestrian and bike facilities
A. The minimum paved section, with alternative combinations of materials, for residential
streets, shoulders, sidewalks and bikeways shall be as indicated on the Standard Plans.
These sections are acceptable only on good, well drained, stable compacted sub-
grade. Any proposed exception to these materials will be subject to soils strength
testing and traffic loading analysis and subject to review and approval by the Public
Works Director or designee as outlined in Section 3-402. All expenses for determining
revised material requirements shall be borne by the Developer.
B. Driveways may be surfaced as desired by the owner, except:
1. On curbed streets with sidewalks, driveway shall be paved with portland
cement concrete Class 4000 or 3000 3-day mix from curb to back edge of
sidewalk. See Standard Plans 3-303-001 and 3-303-002.
2. On shoulder and ditch sections, driveway between edge of pavement and
right-of-way shall consist of 2 inches of asphalt treated base and 2 inches of
asphalt concrete pavement.
3. On thickened edge roadways with underground utilities, portland cement
concrete may be used for driveways between the thickened edge and the
right-of-way line provided that a construction joint is installed at the right-of-way
line.
C. Street widening/adding traveled way to existing roads.
1. When an existing asphalt paved street is to be widened, the edge of pavement
shall be saw cut to provide a clean, vertical edge for joining to the new asphalt.
After placement of the new asphalt section, the joint shall be sealed and the
street overlaid with one inch of asphalt concrete pavement, plus a pre-level
course, full width throughout the widened area. The Public Works Director or
designee, based on the condition of existing pavement, may waive the
requirement for overlay and the extent of required changes to channelization.
2. When an existing shoulder is to become part of a proposed traveled way; the
developer’s engineer shall perform a pavement evaluation. This evaluation
shall analyze the structural capacity and determine any need for improvement.
Designs based on these evaluations are subject to review and approval by the
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Public Works Director or designee. The responsibility for any shoulder material
thickness improvement shall be considered part of the requirement for roadway
widening. The shoulder shall be replaced in width as specified in Sections 3-201,
3-202 and 3-203.
3. Any widening of an existing roadway, either to add traveled way, paved
shoulder or bikeway, the pavement section shall be in accordance with the
attached Standard Plans for that classification of roadway.
4. In cut areas, a system to collect drainage shall be installed behind the sidewalk.
5. For off-shoulder walkways, asphalt concrete pavement shall be modified by
elimination of the coarse aggregate; i.e. substitute the 3/8” screen for the 5/8
inch screen.
3-402 Requirements for Residential Streets on Poor Sub-grade
The minimum material thickness as indicated on the Standard Plans is not acceptable if there is any
evidence of instability in the sub-grade. This includes free water, swamp conditions, fine-grained or
organic soil, slides or uneven settlement. If there are any of these characteristics, the soil shall be
sampled and tested sufficiently to establish a pavement design that will support the proposed
construction. Any deficiencies, including an R-value of less than 55 or a CBR of less than 20, shall be
fully considered in the design. Remedial measures may include, but are not limited to, a stronger
paved section, a strengthening of sub-grade by adding or substituting fractured aggregate, asphalt
treated base, installing a geotextile, controlled density fill (CDF), more extensive drainage or a
combination of such measures. Both the geotechnical report and the resulting pavement design will
be subject to review and approval by the Public Works Director or designee. Proposed pavement
design to be by an accomplished Geotech certified in the State of Washington.
3-403 Arterials and Commercial Access Streets
Any pavement for arterials and commercial access streets shall be designed using currently accepted
methodology that considers the load bearing capacity of the soils and the traffic-carrying
requirements of the roadway. Plans shall be accompanied by a pavement thickness design based
on soil strength parameters reflecting actual field tests and traffic loading analyses. The analysis shall
include the traffic volume and axle loading, the type and thickness of roadway materials and the
recommended method of placement. Pavement sections shall not be less than those required for
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neighborhood collectors. Shoulders shall be constructed to the same structural section as the
roadway.
3-404 Materials & Lay-Down Procedures
Shall be in accordance with WSDOT Standard Specifications and the following requirements:
A. All base course shall be ATB except for private roads.
B. During surfacing activities utility covers in roadway shall be adjusted in accordance
with Section 3-704.
C. ATB shall be used, and the final lift of asphalt shall not be placed for a minimum of six
months or 80% of plat build out to allow time for the observation and repair of failures in
the subgrade and ATB.
D. Asphalt pavers shall be self contained, power propelled units. Truck mounted type
pavers shall only be used for City maintenance and paving of irregularly shaped or
minor areas as approved by the Public Works Director or designee, or as follows:
1. Pavement widths are less than eight feet; and
2. Length of pavement is less than 150 feet.
E. If half or full street grind and overlay is required and existing road section is found to be
inadequate for grinding and/or drainage flow, road section shall be reconstructed to
meet the corresponding road section per the standard plans.
3-405 Construction Control in Developments
The provisions of Section 2-03 of the WSDOT Specifications shall apply in all respects to development
construction unless otherwise noted. The following elements are mentioned for clarification and
emphasis:
A. Compacting Earth Embankments
Compaction of the top two feet of fill subgrade shall meet a minimum 95% of maximum
density in accordance with the WSDOT Specifications Section 2-03.3(14)C-Method B.
Subgrade fill below the top two feet shall be compacted to 90% of maximum density.
B. Testing for Density
1. Prior to placing any surfacing material on the roadway, the developer/contractor shall
provide density test reports certified by a professional engineer registered in the State
of Washington. Optimum moisture content and maximum density shall be determined
by methods cited in Section 2-03.3(14)D of the WSDOT Specifications. A minimum of
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one test is required for every two hundred linear feet, for subgrade and embankment.
Test location in cut sections, shall be at subgrade. For work to be accepted, and prior
to paving, tests must show consistent uniform density in conformance with these
Standards.
2. Density testing for asphalt pavement shall at a minimum be 1 test per 200 lineal feet,
taken in a random pattern. The Public Works Director or designee reserves the right to
require the developer/contractor to core the asphalt pavement to verify depth and
density.
3. Density requirements for all trenches are included in Section 3-703 of these standards.
C. Other Requirements
1. As-builts of the drainage features are required to be approved prior to paving. Any
corrective action needed after review by the City must be undertaken prior to paving.
2. Prior to any site construction involving clearing, loggin, or grading, the site/lot clearing
limits shall be located and field identified on the approved plans. The
developer/project engineer is responsible for water quality on the project site, which
includes establishing a water quality monitoring program. The project engineer’s name
and telephone number shall be listed on the approved construction drawings.
3. The devloper shall be responsible to provide suitable materials for construction in
accordance with the WSDOT Specifications and these Standards. The devleoper shall
also provide all required materials certifications.
4. Prior to acceptance by the City, the developer/contractor shall provide certification
by a registered engineer for the following areas:
(a) Quality and density of embankment material
(b) Quality and density for trench backfill materials
(c) Quality, thickness, and density of all surfacing and base materials, for both
roadways and sidewalks
(d) Quality of concrete and concrete items.
5. The Public Works Director or designee reserved the right to reject all non-conforming
materials.
3-406 Pavement Markings, Markers, Pavement Tapers, and Signage
Pavement markings, markers or striping shall be used to delineate channelization; lane endings,
crosswalks and longitudinal lines to control or guide traffic see standard plan. The Public Works
Director or designee shall approve channelization plans or crosswalk locations. All public roadways
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shall have pavement marking.
Channelization shall be required when through traffic is diverted around a lane or obstacle; and when
connecting full width streets with different cross sections; and when extending an existing street with a
new cross section different than the existing one. The channelization shall provide tapers equal in
length to the value derived from the following formula.
L WS=2
60 where
L = length of taper
W = width of diversion from the road centerline or the original
alignment of travel or the offset distance, as applicable.
S = speed in miles per hour.
Channelization shall also be required to redirect traffic back to their original alignment.
All channelization shall be designed per the WSDOT Design Manual.
All pavement markings shall be laid out with spray paint and approved by the Public Works Director or
designee before they are installed. Approval may require a three working day advance notice to
have field layout approved by the Public Works Director or designee or to make arrangements to
meet the Public Works Director or designee on site during the installation.
All signage shall be designed in conformance with the current version of the MUTCD. The
channelization plan shall show all signage.
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Item 23 - 146Marysville City Council Work SessionMay 7, 2007
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Road Elements and Roadside Features
3-500 Roadside Features
3-501 Rock Facings
A. Rock facings may be used for the protection of cut or fill embankment up to a
maximum height of eight feet above the keyway in stable soil conditions which will
result in no significant foundation settlement or outward thrust upon the walls. See
Standard Plans 3-501-001 through 3-501-004. For heights over eight feet above the
keyway or when soil is unstable, a structural wall of acceptable design shall be used.
As an exception, rock-facing heights may exceed eight feet to a limited extent based
on favorable soil analyses and a design by a geotechnical Engineer or other
professional Engineer qualified in rock wall design, subject to approval by the Public
Works Director or designee. Terracing of rockeries is subject to approval by the Public
Works Director or designee.
B. Materials
1. Size categories shall include:
Two-man rocks (200 to 700 pounds), 18”-28” in average dimension;
Three-man rocks (701 to 2000 pounds), 28-36” in average dimension; and
Four-man rocks (2001 to 4000 pounds), 36-48” in average dimension.
Four-man rocks shall be used for bottom course rock in all rock facings over six
feet in height.
2. The rock material shall be as nearly rectangular as possible. No stone shall be
used which does not extend through the wall. The quarried rock shall be
angular, hard, sound, durable and free from weathered portions, seams, cracks
and other defects. The rock density shall be a minimum of 160 pounds per
cubic foot, measured according to WSDOT Test Method 107 (Bulk Specific
Gravity - SSD basis). Additionally, rock subjected to the U.S. Army Corps of
Engineers Test Method CRD-C-148 (“Method of Testing Stone for Expansive
Breakdown on Soaking in Ethylene Glycol”) must have less than 15 percent
breakdown.
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C. Keyway
A keyway consisting of a shallow trench of minimum 12-inch depth shall be constructed
the full rockery length, and slightly inclined towards the face being protected. It shall
be excavated the full rockery width including the rock filter layer. The keyway
subgrade shall be firm and acceptable to the Public Works Director or designee. See
Standard Plans 3-501-001 through 3-501-504.
D. Underdrains
1. A minimum six-inch diameter PVC perforated or slotted drainpipe shall be
placed in a shallow excavated trench located along the inside edge of the
keyway. The pipe shall be bedded on and surrounded by “Gravel Backfill for
Drains” (WSDOT 9-03.12(4)) to a minimum height of 18 inches above bottom of
pipe. A filter fabric shall surround the gravel backfill and shall have a minimum
one-foot overlap along the top surface of the gravel. The Public Works Director
or designee may waive this requirement for fabric if shown that soils and water
conditions make it unnecessary. See Standard Plans 3-501-001 through 3-501-
004.
2. The perforated pipe shall be connected to the storm drain system or to an
acceptable outfall.
E. Rock Selection and Placement
Rock selection and placement shall be such that there will be minimum voids and, in
the exposed face, no open voids over six inches across in any direction. The final
course shall have a continuous appearance and be placed to minimize erosion of the
backfill material. The larger rocks shall be placed at the base of the facing so that it will
be stable and have a stable appearance. The rocks shall be placed in a manner such
that the longitudinal axis of the rock shall be at right angles to the face. The rocks shall
have all inclined faces sloping to the back of the facing. Each course of rocks shall be
seated as tightly and evenly as possible on the course beneath. The rocks shall be
placed so that there are no continuous joint planes either horizontally or vertically.
After setting each course of rock, all voids between the rocks shall be chinked on the
back with quarry rock to eliminate any void sufficient to pass a two-inch square probe.
See Standard Plans 3-501-001 through 3-501-004.
F. Rock Filter Layers
The rock filter layer shall consist of quarry spalls with a maximum size of four inches and
a minimum size of two inches. This material shall be placed to a 12-inch minimum
thickness between the entire facing and the cut or fill material. The backfill material
shall be placed in lifts to an elevation approximately six inches below the top of each
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course of rocks as they are placed, until the uppermost course is placed. Any backfill
material on the bearing surface of one rock course shall be removed before setting the
next course.
G. Fill Rockery Facing Supporting Roadway Embankment
Embankment behind rockeries exceeding four feet in height above the keyway shall
be reinforced with a geosynthetic fabric or geogrid specifically manufactured for soil
reinforcement, designed on a project specific basis by a qualified engineer, See
Standard Plan 3-501-004.
H. Sidewalks above Rockery Facings
When a sidewalk is to be built over a rock facing, the top of the facing shall be sealed
and leveled with a cap constructed of cement concrete Class 3000 in accordance
with the applicable provisions of Section 6-02 of the WSDOT Standard Specifications,
but with reduced water content resulting in slump of not over two inches. See
Standard Plan 3-501-003.
I. Fences and Handrails
A chain link fence or metal handrail shall be installed when rockery is 30 inches or
greater in height. See Standard Plan 3-501-001 through 3-501-008.
3-502 Side Slopes
A. Side slopes shall generally be constructed no steeper than 4:1 on both fill slopes and
cut slopes. The Public Works Director or designee may approve steeper slopes if soil
analyses show that the slopes will be stable. All side slopes shall be designed per the
WSDOT Design Manual Clear Zone requirements.
B. Side slopes shall be stabilized by grass sod or seeding or by other planting or surfacing
materials acceptable to the Public Works Director or designee.
3-503 Slope, Wall, & Drainage Easements
Either the functional classification or particular design features of a road may necessitate slope, sight
distance, and wall or drainage easements beyond the right-of-way line. Such easements may be
required by the Public Works Director or designee in conjunction with dedication or acquisition of right-
of-way.
3-504 Street Trees & Landscaping
A. Street trees and landscaping should be incorporated into the design of road
improvements for all classifications of roads. Such landscaping shall be coordinated
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with off-street landscaping required on developer’s property under the provisions of
City of Marysville Code. Root guard is required for street trees adjacent curb and/or
sidewalk.
B. Planting strips are required along all residential access and arterial roadways
designated to receive street tree treatment. Design of planting strips must be
approved by the Public Works Director or designee and must include a landscaping
plan in which plant maintenance, utilities and traffic safety requirements are discussed
& specified.
C. Existing trees and landscaping shall be preserved where desirable and placement of
new trees shall be compatible with other features of the environment. In particular,
maximum heights and spacing shall not conflict unduly with overhead utilities, or root
development with underground utilities. If street trees are planted, they shall conform
reasonably to the requirements of Standard Plan 3-504-001.
D. New trees shall not include poplar, cottonwood, soft maples, gum, any fruit bearing
trees or any other tree or shrub whose roots are likely to obstruct sanitary or storm
sewers. New street trees shall not be allowed to obstruct entering sight distance for
intersection or driveways. Specific trees to avoid include bigleaf maple, box elder,
silver maple, catalpa, London plane, cottonwoods, weeping willows, Douglas fir,
western red cedar, western hemlock, deodara cedar, spruces, and pines. See City of
Marysville Code.
E. Street tree plans on bus routes shall be reviewed by Community Transit.
3-505 Mail Boxes
A. The responsibilities for location and installation of mailboxes in connection with the
construction or reconstruction of City streets are as follows:
1. Public Works Director or designee or his representative will:
a. Require street improvement plans, whether for construction by the City
or by a private builder, to show clearly the designated location or
relocation of mailboxes.
b. Require with this information any necessary widening or reconfiguration
of sidewalks with suitable knockouts or open strips for mailbox posts or
pedestal.
c. Require these plans to bear a statement on the first sheet that mailbox
locations as shown on these plans have been coordinated with the
Marysville post office. This will be a prerequisite to plan approval.
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d. Require construction of mailbox locations in accordance with these
plans, through usual inspection and enforcement procedures.
e. Require vehicle turnouts for mailboxes along arterial roads or as required
by the City Engineer due to public health & safety concerns per
Standard Plan 3-505-002.
2. Marysville Post Office will:
a. Designate location and manner of grouping of mailboxes when so
requested by the City. Note on the plans the type of mailbox delivery:
NDCBU (Neighborhood Delivery and Collection Box Unit). Authenticate
by stamp or signature when the data has been correctly incorporated
into the plans.
b. Do all necessary coordination with owners or residents involved to
secure agreement as to mailbox location and to instruct them regarding
mailbox installation.
3. Owners or residents served by mailboxes, at time of original installation, will:
a. If using individual mailboxes, clustered or separate, install and thereafter
maintain their own mailboxes as instructed by the Post Office.
4. Builders or their contractors shall:
a. Where there are existing mailboxes and no plans to replace them with
NDCBU’S:
When it becomes necessary to remove or otherwise disturb existing
mailboxes within the limits of any project, install the boxes temporarily in
such a position that their function will not be impaired and in
coordination with the Marysville Post Master. After construction work has
been completed, reinstall boxes at original locations or at new
approved locations as indicated on the plans or as directed by the
Public Works Director or designee. Use only existing posts or materials
except that any damage caused by the builder or his contractor is to
be repaired at the expense of the builder.
b. Where there are existing NDCBU’s or plans to install NDCBU’S:
Call Marysville Post Office for approved location.
B. Installation methods are as follows:
1. NDCBU’s will be purchased and installed by the Contractor generally in
accordance with Standard Plan 3-505-001.
2. NDCBU’s shall be Auth-Florence Model 1570 series.
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3-506 Street Illumination
A. Illumination will be required on all new roadway construction.
B. Widening of arterials with existing illumination will require maintaining the illumination.
Widening to the ultimate roadway width will require illumination designed to current
construction practices.
C. Illumination intensity and uniformity shall conform to Table 3-5.01. Luminaire fixtures shall
be consistent with fixtures maintained by the local electrical utility.
D. The following City corridors require a specified style of luminaire fixtures as follows:
1. 40th St. NE Extension (SR 9 to 83rd Ave. NE):
Lumec Renaissance Series color BRTX
2. 4th St. NE (I-5 to Columbia Ave. NE):
WLS Lighting Systems Jonesville Series color RAL 7022
3. SR 531 (I-5 to 11th Ave. NE):
Lumec Renaissance Series color BRTX
4. 27th Ave. NE (164th St. NE to 500’ north of SR 531):
Lumec Renaissance Series color BRTX
Fixtures to be as listed or approved equal as determined by the City.
TABLE 3-5.01
ROADWAY
CLASSIFICATION
AREA CLASSIFICATION
COMMERCIAL INDUSTRIAL INTERMEDIATE RESIDENTIAL
Minor Arterial 2.0* 2.0 1.4 1.0
Collector Arterial 1.2 0.9 0.9 0.6
Neighborhood
Collector
0.9 0.6 0.6 0.2
*Average maintained horizontal illumination levels (in foot-candles).
Note: Uniformity Ratios shall meet or exceed 4:1 for light levels of 0.6 fc or more and 6:1 for light levels
less than 0.6 fc.
A. Definitions. The terms used in this paragraph are defined as follows:
1. Average horizontal illumination: The term “average horizontal illumination” shall
mean the quantity of light measured at the pavement surface and averaged
over the traveled lanes expressed in foot-candles.
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2. Uniformity ratio: The term “uniformity ratio” shall mean the ratio of the average
horizontal illumination to the minimum point horizontal illumination at the
pavement surface.
3. Roadway classification: The roadway classifications “minor arterial”, “collector
arterial”, and “neighborhood collector” shall be as defined as designated by
the City of Marysville.
4. Area classification: The area classifications “commercial”, “industrial”,
“intermediate” and “residential” are defined as follows:
a. Commercial: That portion of a municipality in a business development
where ordinarily there are large numbers of pedestrians and a heavy
demand for parking space during periods of peak traffic or a sustained
high pedestrian volume and a continuously heavy demand for off-street
parking space during business hours. This definition applies to densely
developed business areas outside of, as well as those that are within, the
central part of a municipality.
b. Industrial: That portion of a municipality in a business development,
normally manufacturing, warehousing or wholesale oriented, where
ordinarily there are few pedestrians and a low parking turnover, but
there is a large amount of truck, multiple axle truck, and trailer traffic.
c. Intermediate: That portion of a municipality which is outside a
downtown area but generally within the zone of a business or industrial
development, often characterized by moderately heavy nighttime
pedestrian traffic and a somewhat lower parking turnover than is found
in a commercial area. This definition encompasses densely developed
apartment areas, hospitals, public libraries, and neighborhood
recreational centers.
d. Residential: A residential development or a mixture of residential and
commercial establishments characterized by few pedestrians and a low
parking demand for turnover at night. This definition includes areas with
single family homes, townhouses, and/or small apartments. Regional
parks, cemeteries, and vacant land are also included.
The City of Marysville shall determine the area classification for specific
areas.
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3-507 Survey Monuments
A. All existing survey monuments, which are disturbed, lost, or destroyed due to land
disturbance shall be referenced and re-established bya land surveyor registered in the
State of Washington at the expense of the responsible contractor or developer.
B. Survey monuments shall be placed or replaced in accordance with recognized good
practice in land surveying, and in conformance with Standard Plans 3-507-001 and 3-
507-002.
C. Establishment of new monumentation will be required at the expense of the
responsible contractor or developer.
3-508 Roadway Barricades
Temporary and permanent barricades shall conform to the standards described in Section 6F.63 of the
Manual on Uniform Traffic Control Devices (MUTCD) and Standard Plan 3-508-001.
A. Type I or Type II barricades may be used when traffic is maintained through the area
being constructed/reconstructed.
B. Type III barricades shall be used when roadways and/or proposed future roadways are
closed to traffic. Type III barricades may extend completely across a roadway (as a
fence) or from curb to curb. Where provision must be made for access of equipment
and authorized vehicles, the Type III barricades may be provided with movable
sections that can be closed when work is not in progress, or with indirect openings that
will discourage public entry. Where job site access is provided through the Type III
barricades, the developer/contractor shall assure proper closure at the end of each
working day.
C. In the general case, Type III permanent barricades shall be installed to close arterials or
other through streets hazardous to traffic. They shall also be used to close off lanes
where tapers are not sufficiently delineated.
D. Type III barricades shall be used at the end of a local access street terminating
abruptly without cul-de-sac bulb or on temporarily stubbed off streets. Each such
barricade shall be used together with an end-of-road marker and shall include a sign
stating that the road will be extended in the future.
E. Permanent Type III Baricades shall be retroreflective white and retroreflective red.
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3-509 Bollards
When necessary to deny motor vehicle access to an easement, tract, or trail, except for maintenance
or emergency vehicles, the point of access shall be closed by a line of bollards. These shall include
one or more fixed bollards on each side of the traveled way and removable, locking bollards across
the traveled way. Spacing shall provide one bollard on centerline of trail and other bollards spaced
at minimum 50 inches on center on trails 10 feet wide or less. Spacing shall be 60 inches on center on
trails wider than 10 feet. Bollard design shall be in accordance with Standard Plan 3-509-001 or other
design acceptable to the Public Works Director or designee or Public Works Director or designee. No
fire apparatus access roads shall be blocked in this manner without the concurrence of the Fire
Marshal. Bollards shall be located at least 10 feet laterally from the paved edge of roadway.
3-510 Guardrail/Embankment Heights
Guardrail installations shall conform to WSDOT/APWA Standard Plan C-1, Beam Guardrail Type 1 and
C-2, Guardrail Placement. End anchors shall conform to WSDOT/APWA Standard Plan C-6, Beam
Guardrail Anchor Type 1.
Evaluation of embankments for guardrail installations shall be in accordance with Figure 710-6 of the
WSDOT Design Manual.
3-511 Off-Street Parking Spaces
Specifications for the number and type of off-street parking spaces required shall conform to the City
of Marysville Municipal Code.
3-512 Roadside Obstacles
Roadside obstacles in the right-of-way shall be located so that adequate clear zones
are provided.
1) Clear zone standards for roads with posted speeds of 35 mph or less shall be:
i. 2 feet beyond the face of curb, (curb section) or
ii. 10 feet beyond the edge of traveled way (shoulder section).
2) Clear zone standards for roads with posted speeds greater than 35 mph shall
comply with Chapter 7 of the WSDOT Design Manual.
i. New roadside features that could present a public hazard shall be placed
outside of clear zone areas unless approved by the Engineer.
ii. Existing features located inside clear zones should be relocated unless
approved by the Engineer.
iii. Installation of poles and other aboveground appurtenances will not be
permitted in sidewalks, walkways or bikeways unless approved by the
Engineer. As specified in the WSDOT Design Manual, there shall be an
unobstructed vertical clearance of at least 7 feet above the surface of any
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sidewalk or walkway and 8 feet above any bikeway.
3-513 Concrete Sidewalks
A. Cement concrete sidewalks shall be required on all arterials, neighborhood collectors,
local access streets, and mixed-use district, business and industrial access streets.
Sidewalks shall be constructed on both sides of the roadway.
B. Sidewalks shall be constructed:
1. Next to the curbs unless planting strips are part of the design and are approved
by the Public Works Director or designee as part of a landscaping plan.
2. Back of planting strips where planting strips are to be constructed,
3. At least five feet wide on residential and commercial access streets. This means
five feet clear of mailboxes or other obstructions, except where approved as a
variance.
4. At least seven to ten feet wide:
a. In business/commercial districts where most of the store frontage is
within 80 feet of the street right-of-way.
b. Within the curb radius returns of all arterial intersections where curb
ramps are required.
c. Within designated bus zones to provide a landing area for wheel chair
access to transit services.
5. With a specified width greater than eight feet when the Public Works Director or
designee determines it is warranted by expected pedestrian traffic volume.
C. When portland cement concrete sidewalks are constructed, specifications for joints shall
be in accordance with Section 3-515 and Standard Plan 3-515-001.
D. See Standard Plan 3-513-001 for cement concrete sidewalk transition to asphalt shoulder.
E. Sidewalks shall not exceed maximum grade permitted for slope standards of the ADA.
3-514 Curbs, Gutters and Sidewalks
A Subgrade compaction for curbs, gutters, and sidewalks shall meet a minimum 95
percent of maximum density (modified proctor).
B. Base material shall consist of 2” compacted depth crushed surfacing base course.
C. Cement concrete for curbs, gutters, and sidewalks shall be Class 3000, furnished and
placed in accordance with the WSDOT Standard Specifications and Standard Plans 3-
514-001. Cold weather precautions as set forth in WSDOT Standard Specifications shall
apply.
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D. Extruded cement concrete curb shall be anchored to existing pavement by either steel
tie bars or adhesive in conformance with WSDOT Standard Specification Section 8-04.
E. Extruded asphalt curbs shall be anchored by means of a tack coat of asphalt in
accordance with WSDOT Standard Specification Section 8-04.
F. Existing Sidewalk Replacement shall be determined per Standard Plan 3-514-002.
G. Low Impact Flow Through Curb or approved alternate per Standard Plan 3-514-003
may be used in Low Impact Development applications and requires City Engineer or
designee approval.
H. Rolled curb may be installed in special circumstances such as infill with rolled curb on
both sides, cul-de-sacs, and PRD’s that do not allow adequate driveway spacing for
vertical curb tapers. Rolled curb acceptance is on a case-by-case basis and requires
City Engineer or designee approval.
3-515 Expansion and Dummy Joints
See Standard Plan 3-515-001.
A. An expansion joint consisting of 3/8” x 2-1/2” premolded joint material shall be placed
around fire hydrants, poles, posts, and utility castings and along walls or structures in
paved areas. Joint material shall conform to the requirements of ASTM D994 (AASHTO
M33).
B, Expansion joints shall be placed in curbs, sidewalks, and driveway aprons at a minimum
of 15 foot intervals and at sides of drainage inlets.
C. Dummy joints in sidewalk shall be located so as to match the joints in the curb whether
sidewalk is adjacent to curb or separated by planting strip.
D. Tool marks consisting of 1/4” V-grooves shall be made in sidewalk at five-foot intervals
intermediate to the expansion joints.
E. As alternative to expansion joints around structures, reinforcing bars may be
embedded in concrete on four sides of structures.
F. Interface between curb and adjacent sidewalk on integral pour construction shall be
formed with 1/4” radius edging tool. On separate pour construction an expansion joint
consisting of 3/8” x 2-1/2” of premolded joint material shall be placed between the
curb or thickened edge and the adjacent sidewalk.
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3-516 Curb Ramps
On all streets with vertical, ramped sections to facilitate passage of handicapped persons shall be
constructed through curb and sidewalk at street intersections and other crosswalk locations. See
Standard Plan 3-516-001. Where a ramp is constructed on one side of the street, a ramp shall also be
provided on the opposite side of the street. Curb ramps shall be positioned so that a ramp opening is
situated within the marked crosswalk or crossing area if unmarked. Curb ramps shall meet all ADA
standards including maximum grade and cross-slope requirements. Curb ramps shall be design and
constructed in accordance with the latest WSDOT standard plans. Dual ramp layouts are preferred
unless technically infeasible.
3-517 Concrete Steps, Metal Handrail and Handicapped Access Ramps
A. Steps shall only be used where acceptable alternative access is available for
handicapped access and there is a need for a separate stairway. Where used,
concrete steps shall be constructed in accordance with Standard Plan 3-501-006 or
other design acceptable to the Public Works Director or designee and consistent with
the WSDOT Standard Specifications. Handrails, whether for steps or other applications,
shall be provided in accordance with Standard Plans 3-501-001 and the WSDOT
Standard Specifications.
B. Ramps used to provide handicapped access shall be no steeper than 12:1 with a
maximum rise of 30 inches between landings. Landings shall have a minimum length of
five feet and should be of sufficient width to allow wheelchairs to pass, generally five
feet minimum width for two way traffic.
3-518 Asphalt Shoulders
A. Asphalt paved shoulders may be used where approved by the Public Works Director or
designee on existing roads to provide for bicycle and pedestrian use and to provide
continuity of design. When allowed, paved shoulders shall be placed in conformance
with Sections 3-201 and 3-202. Standard Plan 3-518-001 may apply.
B. A four-inch white painted edge line shall delineate between the travel lane and
shoulder.
Item 23 - 158
Marysville City Council Work Session May 7, 2007
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3-519 Separated Walkways, Bikeways and Trails
Separated pedestrian, bicycle and equestrian trails shall be provided where designated in Marysville’s
Comprehensive Plan or where required by the Public Works Director or designee because of
anticipated significant public usage. Separated pedestrian walkways may also be required where
the local school district has identified unsafe walking conditions. Separated facilities are typically
located on an easement or within the right-of-way when separated from the roadway by a drainage
ditch or barrier. Where separate walkways, bikeways, or equestrian trails intersect with motorized
traffic, sight distance, marking and signalization (if warranted) shall be as provided in MUTCD. Facilities
shall be designed as follows:
A. Separated walkways are designed primarily for pedestrians and are typically located
within the right-of-way or easement. Minimum width shall be five feet.
B. Neighborhood pathways are soft surface facilities designed for pedestrians and
equestrians. Such pathways shall be a minimum four feet wide with at least one and
one-half foot clearance to obstructions on both sides and 10-foot vertical clearance.
Pathways shall be designed and located so as to avoid drainage and erosion
problems. Pathways shall be constructed of two and one-half inches of crushed
surfacing top course or wood chips over cleared native material as approved by the
Public Works Director or designee.
C. Multi-purpose trails are typically designated for bicycle and pedestrian use and in
general follow a right-of-way independent from any road. Multi. -Purpose trails shall be
designed in accordance with the WSDOT Design Manual Section 1020.05(2) and figures
1020-13 & 1020-14.
3-520 Bus Zones and Turn-outs
Permit Applicants and/or Developers on bus routes are required to submit their development plans to
the Community Transit Systems Planning Office and the local school district for review prior to submittal
for City approval. Community Transit will determine whether transit improvements are appropriate.
Improvements may vary from pedestrian accessibility improvements to provision of bus stops, either in-
lane stops or pullouts.
Generally, bus pullouts will be specified if (1) Traffic and passenger boarding and departing conditions
warrant: (2) Traffic flow would be greatly hindered due to in lane stopping; or (3) The posted speed
limit is in excess of 35 mph.
A. Locations For Bus Pullouts
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1. Placement of Bus Pullouts on the far side of signalized intersections immediately
following the intersection is preferred. When no signalized intersection exists, the
pullout should be placed on the far side of the intersection. Sight distance shall be
determined by consulting these standards. Distance between pullouts should not
be less than 1000 feet.
2. If far side pullouts are not possible, near side pullouts will be evaluated. Mid-block
pullouts are generally discouraged.
3. Bus pullouts should be constructed on both sides of a two way street in a
complementary pair if possible.
4. Maintaining adequate separation between access point/intersections and bus
pullouts can increase the safety and efficiency of both the roadway and the transit
service.
5. When locating a bus pullout in reference to existing access points or an access
point in reference to an existing bus pullout, the following guidelines need to be
taken into consideration:
a. A minimum distance of 105 feet, 125 feet preferred, should be maintained
between the pullout and the access point on arterial roadways and a minimum
of 55 feet, 75 feet preferred on non-arterial roads. This distance is measured
from the edge of the access point to the front or back of the transit vehicle,
whichever end is closer.
b. Driveways within the limits of a bus pullout are discouraged. Any exception to
this requirement will require approval by the Engineer.
B. Design Of Bus Pullouts
Bus pullouts should be designed as depicted in Standard Drawing 3-520-001. All pullout
designs must follow applicable guidelines for facilities used by the handicapped
(Americans with Disabilities Act). The Community Transit Systems Planning Office should be
contacted for specific design questions.
C. Other Design References
1. Chapter 1060 entitled Transit Benefit Facilities, WSDOT Design Manual.
2. A Guide to Land Use and Public Transportation for Snohomish County, Washington,
prepared by the Snohomish County Transportation Authority.
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3-521 Bikeways
A. Bikeways are generally shared with other transportation modes, although they may be
provided exclusively for bicycle use. Bikeways are categorized below based on
degree of separation from motor vehicles and other transportation modes. This
classification does not denote preference of one type over another. Bikeways are
categorized as follows:
Bike Path (Class I): A separate paved multipurpose trail for the principal use of
bicycles and other non-motorized modes. Bike paths are 12 feet.
Bike Lane (Class II): A portion of the road that is designated by pavement
striping for exclusive bicycle use. Bicycle lanes may be signed as part of
a directional route system. Bicycle lanes are five feet wide on a curbed
road and minimum four feet wide as a shoulder bike lane.
Wide Curb Lane (Class III): A road that provides a widened paved outer curb
lane to accommodate bicycles in the same lane as motor vehicles.
Lane width shall be increased at least three feet.
Shoulder: A lane contiguous to the traveled way but separated by a stripe.
Typically shared with pedestrians and occasional emergency vehicle
access.
Shared Roadway: All roads not categorized above where bicycles share the
roadway with motor vehicles.
B. A bikeway shall be provided:
1. Wherever called for in the Comprehensive Plan or Capital Improvement
Program.
2. When substantial bike usage is expected which would benefit from
construction of a bicycle facility.
C. Striping and signing shall be implemented as follows:
1. Pavement markings shall be installed on bike lanes and paths in
accordance with the MUTCD, subject to local modification.
2. The design of all signalized intersections shall consider bicycle usage and
the need for bicyclists to actuate the signal.
D. The planning and design of bikeways in any category shall be in accordance
with Section 1020 of the WSDOT Design Manual and the AASHTO Guide for the
Development of Bicycle Facilities, current edition.
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3-522 Medians (Optional Design Feature)
Median width shall be additional to, not part of; the specified width of traveled way. Edges shall be
similar to outer road edges: either extruded or formed vertical curb; or shoulder and ditch; except that
median shoulders shall be minimum four feet in width. Twenty feet of driveable surface (which
includes traveled way and paved shoulders, if any) shall be provided on either side of the median.
Median may be grassed, landscaped, or surfaced with stamped Portland Cement Concrete or
pavement. Median shall be designed so as not to limit turning radii or sight distance at intersections.
No portion of a side street median may extend into the right-of-way for an arterial street. The Public
Works Director or designee may require revisions to medians as necessary to provide for new access
points and to maintain required sight distance. Non-yielding or non-breakaway structures shall not be
installed in medians. Street trees and/or shrubbery may be planted in median subject to the
installation of an automatic irrigation system and approval by the Public Works Director or designee
and Planning Department.
3-523 School Access
School access required as part of development approval shall be provided by a walkway, concrete
sidewalk or full width delineated shoulder unless another alternative is available and approved by the
Public Works Director or designee through a road variance request.
3-524 Equestrian Facilities
A. Equestrian facilities adjacent to the traveled way shall be provided where proposed by
the Comprehensive Plan or as required by the Public Works Director or designee.
Facilities shall be provided as follows:
1. Shoulders adjacent to the traveled way intended for equestrian use shall be
surfaced full-width, minimum four feet with eight feet desirable, Surface shall be
two and one-half inches of crushed surfacing base course and one and one-
half inches of crushed surfacing top course.
2. A separated equestrian trail shall be constructed with an 18 percent maximum
grade, 10-foot vertical clearance and a five-foot wide pathway zone. The trail
shall be constructed of native soil or, where drainage or erosion problems are
present, a minimum of two and one-half inches of crushed surfacing top course
on graded and compact native soil. Native soil, which is not free draining, shall
be removed and replaced with sand or gravel as necessary to provide a
maintainable and well-drained sub-grade. Additional crushed surfacing,
cinders or other stabilizing materials shall be required if heavy usage is
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Marysville City Council Work Session May 7, 2007
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anticipated or if there is any evidence of instability in the sub-grade; including
free water, swamp conditions, fine-grained or organic soils, slides or uneven
trails.
3-525 Traffic Calming
All new residential access streets shall have traffic calming devices. The devices may include but are
not limited to neckdowns, chokers, gateways, medians, chicanes, speed tables, speed bumps, traffic
circle and raised intersections.
Device Classification of Street Spacing Standard Plan
Neckdowns Residential Access Every intersection 3-525-001 & 002
Alternating Parking Local Access 300 ft.
Chokers Neighborhood
Collectors
400 ft. 3-525-003
Gateway* Residential Access Main Entrance to a
development
3-525-004
Chicane Local Access mid-block 3-525-005
Speed Table Residential Access 400 ft. 3-525-006 & 007
Speed Bump Local Access 300 ft. 3-525-008
Traffic Circle Residential Access Every intersection 3-525-010, 011, & 012
Minimum traffic calming shall include neckdowns at residential access streets intersections, alternating
parking for local access streets, and chockers for neighborhood collector streets. A gateway
treatment may replace the neckdown treatment at the main entrance to a development.
Landscaping must be maintained by a homeowners association.
The design and implementation of the traffic calming devices shall be approved by the Public Works
Director or designee.
3-526 Traffic Signal Specifications
New installations, upgrades, and retrofits of traffic signals within the City of Marysville shall comply with
the latest edition of the Washington State Department of Transportation Standard Specifications for
Road, Bridge, and Municipal Construction, Section 8-20 (Illumination Traffic Signal Systems, and
Electrical). In addition to the Standard Specification requirements, the system shall include the
following:
A. 332 Style signal control cabinet with 8 inch riser.
B. When necessary, a master controller installed in signal controller.
C. A radio interconnect system provided by Encom which meets Snohomish County Public
Works specifications.
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Marysville City Council Work Session May 7, 2007
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D. A UPS battery back-up system installed to operate signal controller.
E. A video detection system provided by Traficon. Depending on geometry and the sole
discretion of the City Engineer, detection loops may be used. If loops are installed, circular
loops are acceptable.
F. LED displays will be required for both vehicle and pedestrian.
G. 3M Opticom preemption systems are required for emergency vehicles.
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Bridges
3-600 Bridges
3-601 Principal References
Except as specified below, City of Marysville bridges, whether on public roads or on private roads
serving subdivided land, shall be designed and constructed to meet the minimum requirements set
forth in the latest edition, including all interim addenda, of “Standard Specifications for Highway
Bridges,” adopted by AASHTO and in accordance with the requirements of WSDOT Standard
Specifications. Bridge and approach railings shall be provided in accordance with those references
or with WSDOT/APWA Standard Plans. All new bridges shall be designed to carry an AASHTO HS 20-44
live load or greater. All bridgework shall comply with City Codes regarding sensitive and shoreline
management areas for stream and wetland protection and flooding concerns.
3-602 Bridge Geometrics
A. In the general case, the bridge shall comprise the full width and configuration of the
road being served -- traveled way plus curb, sidewalks, walkway, bike lane, equestrian
lane and/or shoulder on one or both sides. Requirements of utilities shall be duly
considered. Bridge roadway width shall be measured between curbs or between
faces of rails, whichever is less, but in no case shall be less than 28 feet.
B. Where typical speed is 35 MPH or higher-and significant pedestrian, bike and/or
horseback traffic can be expected, the Public Works Director or designee may require
that the lanes for these other modes of traffic be separated from motor vehicle traffic
by use of a bridge traffic rail and further protected by a rail at outer edge. On
designated bike routes, combination traffic and bicycle railings shall be used.
C. Approach railings shall be made structurally continuous with bridge railings and shall
meet AASHTO specifications as cited in Section 3-510 above.
D. Overhead vertical clearances for motor traffic on the traveled way or under
overpasses shall be 16.5 feet minimum. Vertical clearance of structures above a
walkway or sidewalk shall be 8 feet minimum and shall be 10 feet on designated
equestrian routes.
E. The height of bridge clearance above streams shall be as required by the Surface
Water Design Manual.
Item 23 - 203
Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-59
3-603 Bridge Design Criteria
A. Approach slabs Will be required for all bridges and new bridge plans shall provide
pavement seats for approach slabs unless otherwise approved by the Public Works
Director or designee. Waiver or modification of the requirement for approach slabs will
be considered only on the basis of adequate geotechnical analysis. Approach slabs
shall be constructed in accordance with WSDOT/APWA Standard Plan A-2,
B. New bridge decks and approach slabs shall be designed with a protective system to
prevent corrosion of the reinforcing steel.
C. Criteria under other recognized road and bridge project classifications, such as those
of 3-R projects, set forth in WSDOT Local Agency Guidelines, may be applied under
conditions deemed appropriate by the Public Works Director or designee.
D. The design of bridge expansion joints shall consider the presence of bicycle traffic.
3-604 Special Permits
Permit requirements for construction or reconstruction of bridges include but are not limited to the
following:
A. Bridges over navigable waters require U. S. Coast Guard permits.
B. Bridges involving deposition of material in waters of the United States or their adjacent
wetlands require an U. S. Army Corps of Engineers Permit.
C. Any work involving alteration of flow or bed materials below the ordinary high water
line of any water body or water course requires a-Hydraulic Project approval from the
State Department of Fisheries or the State Department of Wildlife.
D. Any work within waters of the State requires a Water Quality Certification Waiver from
the State Department of Ecology.
E. Where bridge structures lie on or over submerged lands a lease from the Washington
State Department of Natural Resources may be necessary,
F. Structures located on shoreline zones as defined in City of Marysville Code require a
substantial development permit from the City subject to concurrence of the State
Department of Ecology.
G. Bridges over waterways require the Public Works Director or designee’s approval of the
size and shape of the hydraulic opening, the height of the superstructure over high
water, the location of piers, channel, improvement, and other hydraulic considerations.
Item 23 - 204
Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-60
Utilities
3-700 Utilities
3-701 Franchising Policy and Permit Procedure
A. Utilities to be located within existing and proposed City road right-of-way shall be
constructed in accordance with current franchise and/or permit procedure and in
compliance with these Standards. In their use of the right-of-way, utilities will be given
consideration in concert with the traffic carrying requirements of the road which are,
namely, to provide safe, efficient and convenient passage for motor vehicles,
pedestrians, and other transportation uses. Aesthetics shall be a consideration. As a
matter of policy, undergrounding of electric utilities will be required except in Old Town
Marysville. Also, utilities are subject to City policies relating to drainage,
erosion/sedimentation control and sensitive areas as set forth in City Codes and the
Storm Drainage Design Standards.
B. All permits for new placement and replacement of existing utility poles and other utility
structures above grade shall be accompanied by written certification from a
professional Engineer or from an agent authorized by the utility to certify that the
installations conform to these Standards and that the proposed work is in conformity
with sound engineering principles relating to highway safety.
C. Requests for exceptions to these Standards will be processed in accordance with
variance procedure as referenced in Section 3-107.
3-702 Standard Utility Locations within the Right-of-Way
Utilities within the right-of-way on new roads or on roads where existing topography, utilities or storm
drains are not in conflict, shall be located as indicated below. Where existing utilities or storm drains
are in place, new utilities shall conform to these Standards as nearly as practicable and yet be
compatible with the existing installations. Above ground utilities located within intersections shall be
placed so as to avoid conflict with placement of curb ramps.
A. Gas and Water Lines:
1. Shoulder-and-Ditch Section:
If practical: Outside of ditch line.
Otherwise: In shoulder three feet from edge of traveled lane.
2. Curb and Gutter Section:
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Marysville City Council Work Session May 7, 2007
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Preferable: One and one-half feet back of curb, or at distance which will
clear root masses of street trees if these are present or
anticipated.
Otherwise: In the street as close to the curb without encroaching on the
storm drainage system. Mains and service connections to all lots shall
be completed prior to placing of surface materials.
3. Designated Side of Centerline:
GAS: South and West.
WATER: North and East.
4. Depth: 42 inches minimum cover from finished grade, ditch bottom or
natural ground.
B. Individual water service lines shall:
1. Be placed with minimum 36-inch cover from finished grade, ditch bottom or
natural ground.
2. Use road right-of-way only as necessary to make side connections,
3. For any one connection, not extend more than 60 feet along or through the
right-of-way, or the minimum width of the existing right-of-way.
4. Water meter boxes, when placed or re-placed, shall be located on the right-of-
way line immediately adjacent to the property being served, unless otherwise
approved by the Public Works Director or designee. Meter box locations within
the right-of-way may be approved by the Public Works Director or designee
based on site conditions, which make routine, service access difficult or
impractical,
C. Sanitary Sewers: In the general case, five feet south and west of centerline; depth 60-
inch minimum cover from finished grade, ditch bottom or natural ground,
D. In the case of individual sanitary sewer service lines, which are force mains, the pipe
shall:
1. Is minimum four inches D.I., or as required by the utility to maintain internal
scouring velocity.
2. If nonmetallic, contain wire or other acceptable proximity detection features; or
be placed in a cast iron or other acceptable metal casing.
3. Be placed with minimum three-foot cover from finished grade, ditch bottom or
natural ground, within 10 degrees of perpendicular to road centerline, and
extend to right-of-way line,
4. Be jacked or bored under road unless otherwise approved by the Public Works
Director or designee,
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E. Sanitary and water lines shall be separated in accordance with good engineering
practice such as the Criteria for Sewage Work Design, Washington Department of
Ecology, latest edition.
F. Gravity systems, whether sanitary or storm drainage, shall have precedence over other
systems in planning and installation except where a non-gravity system has already
been installed under previous approved permit and subject to applicable provisions of
such permits or franchises.
G. Electric utilities, power, telephone, cable TV: Preferable: Underground with 36 inch
minimum cover, either side of road, at plan location and depth compatible with other
utilities and storm drains. Otherwise: Every new placement and every replacement of
existing utility poles and other utility structures above grade shall conform to the
following:
1. Utility poles or other obstacles may be placed within the right-of-way and shall
be as far back from the traveled way or auxiliary lane as practicable. The utility
pole shall be placed outside of the clear zone per the WSDOT Design Manual.
H. Notwithstanding the other provisions regarding pole locations described in these
standards, no pole shall be located so that it poses a hazard to the general public.
Utilities shall place and replace poles with primary consideration given to public safety.
1. The above constraints on pole and obstacle location will not apply to locations not
accessible by moving vehicles, “breakaway” structures whose break-off resistance
does not exceed that of 4” x 4” wood post or a 1-1/2-inch standard (hollow) iron
pipe or to “breakaway” fire hydrants installed to manufacturer’s specifications,
2. Deviations from these pole and obstacle clearance criteria may be allowed by an
approved variance when justified by suitable engineering study considering traffic
safety. Only the Utility may request a variance from pole and obstacle clearance
criteria. Up to three contiguous damaged or weakened poles may be replaced at
existing locations under permit in accordance with emergency procedures,
however, sequential permits resulting in continuous replacement of a pole line shall
not be allowed. A pole or other obstacle, which incurs repeated damage from
errant vehicles, shall be relocated or protected.
3. Locations of poles shall also be compatible with driveways, intersections, and other
road features (i.e., they shall not interfere with sight distances, road signing, traffic
signals, culverts, etc.). To the extent possible, utilities shall share facilities so that a
minimum number of poles are needed.
4. Where road uses leave insufficient overhang, anchor, and tree-trimming space for
overhead utilities, consideration will be given to variance from the Standards or to
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Marysville City Council Work Session May 7, 2007
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acquisition of additional easements and/or right-of-way for this purpose. Costs
incurred for said acquisition shall be borne by the developer, builder, or other party
initiating the road construction. However, the associated cost of relocating the
utility shall not be borne by the City of Marysville.
I. Notwithstanding other provisions, underground systems shall be located at least five
feet away from road centerline and where they will not otherwise disturb existing survey
monumentation.
3-703 Underground Utility Installation
A. General: The WSDOT Standard Specificationswill generally apply unless otherwise stated
below.
B. Utility Cuts On Existing Traveled Roads
1. General Policy
• Trench restoration guidelines ensure that the condition of the pavement of
existing and new public streets are not degraded by trenching and restoration
activities. These guidelines shall be followed by City departments, utility
companies and contractors when doing trench work within the paved portion
of City right of way.
• Modifications or exemptions to these policies may be authorized by the
Public Works Director or designee per section 3-107 of these standards.
• Whenever a new street is completed or an overlay of an existing street has
been completed within five (5) years of a newly proposed cut, additional
roadway restoration shall be required as determined by the Public Works
Director or designee.
• Pavement trenching may be allowed, under compelling circumstances,
provided a more reasonable alternative does not exist.
• Boring under the roadway shall be by a guided boring equipment. A boring
mole will not be allowed.
• A Development Standard Handout is attached in Appendix C.
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Marysville City Council Work Session May 7, 2007
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2. Policy
Overlay is required
• On all streets with a pavement condition index of greater than 80 a
full street width or lane width overlay is required.
• On all streets with a pavement condition index between 70 and 80 a
full street or lane width overlay may be required based on the
location of the trench work. If any part of the trench or trench edge
falls within the standard vehicle wheel path (seven feet eight inches
centered within the lane, see standard drawings 3-703-001 and 3-
703-002 then an overlay will be required.
No Overlay is required
• On all streets with a pavement condition index of less then 70 trench
restoration per the standard plans is required.
3. Trench Restoration
Longitudinal Cut
• Trench restoration shall be per standard plan 3-703-002
Transverse Cut
• Trench restoration shall be per standard plan 3-703-003.
4. General Information
Inspection
The City inspectors may determine in the field that a full street width or
lane width overlay be required due to changes in the permit conditions
such as the following:
a. Trenches needed to be relocated in the field because of existing
utilities.
b. Additional damage to existing asphalt surface due to the
contractors equipment.
c. The trench width increases significantly.
d. Significant problems that were not expected or are discovered
during the construction.
Overlay
• Lane width or a full street width overlay will be determined based on
the location of the proposed trench within the roadway cross-
section.
a. If the trenching is down the middle of a single lane then a lane
width overlay will be required.
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b. If the trenching is down the middle of the roadway a full width
overlay will be required.
c. If the trenching is down the middle of two lanes in the same
direction or is within three feet of any lane then the lanes
affected will be overlayed.
• All existing pavement shall receive a 2” grinding prior to the overlay.
• All overlays shall extend 10 feet beyond the edge of the trench.
New Streets and Recent Overlay
• Whenever a new street is accepted from a developer or a new
overlay has been completed within five (5) years of a newly
proposed cut (non-emergency), additional roadway restoration shall
be required as determined by the Public Works Director or designee.
• In the event of an emergency, pavement excavation may be
allowed provided a more reasonable alternative does not exist and
restoration of the pavement complies with one of three options
described below:
a. Option 1: This option applies to street crossings and/or
longitudinal trenches and requires the grinding down of existing
pavement and overlay of the entire roadway or vehicle lane
impacted by the trenching.
Once the trench work is completed and the trench restored per
the standard plan, the entire roadway will be ground down to a
depth of 2.0 inches between adjacent intersections and a 2 inch
overlay of Class B modified asphalt applied per City Standards.
b. Option 2: This option applies to street crossings and/or
longitudinal trenches where a partial grinding and complete
overlay can be substituted for Option 1.
Once the trench work is completed and the trench restored the
outside lanes can be ground to width of six (6) feet from the curb
for a depth of 2.0 inches between adjacent intersections and a
2.0 inch overlay of Class B modified asphalt applied to the entire
roadway surface per City Standards.
C. On Proposed Roads (e.g., New Subdivisions): Backfill compaction for trenches within the
roadway shall be achieved throughout the entire depth of the trench, by mechanical
compaction as described above.
D. Controlled Density Backfill:
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Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-66
As an alternative to mechanical compaction, trench backfill above the bedding and
below the base course or ATB may be accomplished by use of controlled density
backfill (CDF) in a design mixture approved by the Public Works Director or designee.
On crossings required to be opened to traffic prior to final trench restoration, steel
plates may be used-as approved by the Public Works Director or designee.
E. Testing:
1. Consistent with the above and prior to placing any surface materials on the
roadway, it shall be the responsibility of the developer to provide density test
reports certified by a professional Engineer. A minimum of one test shall be
taken within every 50 feet of trench length and at depths up to 50 percent of
trench depth, or as directed by the Public Works Director or designee.
Compaction of laterals or service line trenches shall be tested where directed
by the Public Works Director or designee. Testing of CDF shall be in accordance
with ASTM D4832.
2. Whichever compaction method the installer elects, the backfill below four feet
must test to be not less than 90 percent maximum density (modified proctor)
and the upper four feet of backfill must test not less than 95 percent maximum
density (modified proctor). Where this cannot be achieved, all affected backfill
in the top four feet shall be removed and replaced by gravel base and
mechanically compacted to 95 percent as in B.2 above.
F. Notification and Inspection:
1. Consistent with these Standards, any developers, utilities, or others intending to
trench in existing or proposed traveled City streets shall notify City of Marysville
Public Works Inspection office not less than one working day prior to doing the
work. This notification shall include:
a. Location of the work
b. Method of compaction to be used
c. Day and hour when compaction is to be done
d. Day and hour when testing is to be done.
2. As set forth in these Standards, failure to notify may necessitate testing or
retesting by City of Marysville at the expense of the Developer or Utility.
Furthermore, the work may be suspended pending satisfactory test results.
Item 23 - 211
Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-67
3-704 Final Utility Adjustment (To Finish Grade)
A. All utility covers, which are located on proposed asphalt roadways, shall be temporarily
placed at subgrade elevation prior to placing crushed surfacing material.
B. Final adjustment of all covers and access entries shall be made following final paving
by:
1. Saw-cutting or neat-line jack hammering of the pavement around lids and
covers. Opening should not be larger than 12 inches beyond the radius of the
cover.
2. Removing base material, surfacing course, and frame; adding raising bricks;
replacing frame and cover no higher than finished grade of pavement and no
lower than one-half inch below the pavement.
3. Filling and mechanically compacting around the structure and frame with
crushed surfacing material or ATB, or pouring in five-inch minimum thickness of
cement concrete Class 3000 to within two inches of the top.
4. Filling the remaining two inches with asphalt concrete Class B hot mix,
compacted and sealed to provide a dense, uniform surface.
5. Final adjustment of all covers and access entries shall be completed within 30
days of final paving.
3-705 Final Cleanup and Restoration
In addition to restoration of the road as described above, the responsible utility shall care for
adjacent areas in compliance with these standards and section 8-01 in the WSDOT Standard
Specifications. In particular:
A. Streets and roads shall be cleaned and swept both during and after the installation
work. No blading of asphalt streets will be permitted.
B. Disturbed soils shall be final graded, seeded and mulched after installation of utility. In
limited areas seeding and mulching by hand, using approved methods, will be
acceptable.
C. Ditch lines with erodible soil and subject to rapid flows may require seeding, jute
matting, netting, or rock lining to control erosion.
D. Any silting of downstream drainage facilities, whether ditches or pipe and catch basins,
which results from the utility installation shall be cleaned out and the work site restored
to a stable condition as part of site cleanup.
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Marysville City Council Work Session May 7, 2007
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Printed 04/27/07 3-68
Construction
3-800 Construction Control and Inspection
3-801 Basis for Control of the Work
A. Work performed in the construction or improvement of City streets, whether by or for a
private developer or by City contractor, shall be done in accordance with these
Standards and approved plans and specifications. It is emphasized that no work may
be started until such plans are approved. The Public Works Director or designee shall
approve any revision to such plans before being implemented.
B. The Public Works Director or designee will have authority to enforce the Standards as
well as other referenced or pertinent specifications. The Public Works Director or
designee will appoint project engineers, assistants, and inspectors as necessary to
inspect the work and they will exercise such authority as the Public Works Director or
designee may delegate.
Provisions of Section 1-05 of the WSDOT Standard Specifications shall apply, with the
term “Public Works Director or designee” therein construed to be the Public Works
Director or designee.
3-802 Subdivision, Commercial and Right-of-Way Inspection
On all road and drainage facility construction, proposed or in progress, which relates to subdivision,
commercial and right-of-way development, City of Marysville Public Works will do control and
inspection. Unless otherwise instructed by the Public Works Director or designee, construction events
which require monitoring or inspection by Public Works are identified as follows, with prior notification
to Public Works (telephone 360-363-8100):
A. Preconstruction Conference: Three working days prior notice. Conference must
precede the beginning of construction and include contractor, designing Engineer,
utilities, and other parties affected. Plan approvals and permits must be in hand prior
to the conference.
B. Clearing and Temporary Erosion/Sedimentation Control: One working day notice prior
to initial site work involving drainage and installation of temporary water
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Marysville City Council Work Session May 7, 2007
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retention/detention and siltation control. Such work to be in accordance with the
approved plans.
C. Utility and Storm-Drainage Installation: One working day notice prior to trenching and
placing of storm sewers and underground utilities such as sanitary, water, gas, power,
telephone, and TV lines.
D. Utility and Storm Drainage Backfill and Compaction: One working day notice before
backfill and compaction of storm sewers and underground utilities.
E. Subgrade Completion. One working day notice at stage that underground utilities and
roadway grading are complete, to include placement of gravel base if required.
Inspection to include compaction tests and certifications described in these standards.
F. Curb and Sidewalk Forming: One working day notice to verify proper forming and
preparation prior to pouring concrete.
G. Curb and Sidewalk Placement: One working day notice to check placement of
concrete.
H. Crushed Surfacing Placement: One working day notice to check placement and
compaction of crushed surfacing base course and top course.
I. Paving: Three working days notice in advance of paving with asphalt or portland
cement concrete.
J. Structural: Three working days notice prior to each of critical stages such as placing
foundation piling or footings, placement and assembly of major components, and
completion of structure and approaches. Tests and certification requirements will be
as directed by the Public Works Director or designee.
K. Final Construction Inspection: 15 working days prior to overall check of road or
drainage project site, to include completion of paving and associated appurtenances
and improvements, cleaning of drainage system, and all necessary clean-up. Prior to
approval of construction work, acceptance for maintenance and release of
construction performance bonds, the developer/contractor shall pay any required
fees, submit any required maintenance and defect financial guarantees, provide a
certificate of monumentation and submit one photo mylar or ink-on-mylar set and sets
of blue line final, corrected plans (as-built) reflecting all minor and design plan changes
of the road and drainage systems.
L. Final Maintenance Inspection: 30 days prior to the end of the maintenance period,
Prior to release of the maintenance guarantee, there shall be successful completion of
the maintenance period, repair of any failed facilities and the payment of any
outstanding fees.
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Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-70
3-803 Penalties for Failure to Notify for Inspection
Timely notification by the developer as noted above is essential for the City to verify through
inspection that the work meets the standard. Failure to notify in time may oblige the City to arrange
appropriate sampling and testing after-the-fact, with certification by a professional Engineer. Costs of
such testing and certification shall be borne by the developer. At the time that such action is
directed by the Public Works Director or designee, the Public Works Director or designee may prohibit
or limit further work on the development until all directed tests have been completed and corrections
made to the satisfaction of the Public Works Director or designee. If necessary, the City may take
further action as set forth in the municipal code.
3-804 Embankment Construction Control in Developments
The provisions of Section 2-03 of the WSDOT Standard Specifications apply in all respects to
development construction unless otherwise instructed by the Public Works Director or designee. The
following elements are mentioned for clarification and emphasis:
A. Embankment and Cut Section Compaction: Compaction of the top two feet of fill
subgrade and top six inches of cut subgrade shall meet a minimum 95 percent of
maximum density in accordance with WSDOT Standard Specifications Section 2-
03.3(14) C - Method B. Subgrade fill below the top two feet shall be compacted to 90
percent of maximum density.
B. Testing for Density
1. Prior to placing any surfacing material on the roadway, it will be the
responsibility of the developer/contractor to provide density test reports
reviewed and approved by a professional Engineer. Optimum moisture
content and maximum density shall be determined by methods cited in Section
2-03.3(14) D of WSDOT Standard Specifications or by other test procedures
approved by the Public Works Director or designee. In fill sections, a minimum
of one test shall be taken for every 1,000 cubic yards or fraction thereof and on
each lift of embankment. In cut sections, the interval shall be every 100 feet of
roadway. For work to be accepted tests must show consistent uniform density
as required by tests referenced above.
2. In cases where tests do not meet the minimum standard, corrective action shall
be taken such as adding water, aerating, replacing material or applying more
compactive effort as directed by the developer’s Engineer. Retests shall show
passing densities prior to placing the next lift of subgrade fill.
3. For trenching in existing roads, see these standards.
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Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-71
C. Finishing Subgrade
After the subgrade preparation has been completed, it shall be thoroughly checked
by the developer/contractor using a level, string line, crown board, or other means to
determine that the subgrade conforms to the typical section or special plan conditions
prior to placing any surfacing material,
3-805 Traffic Control in Development Construction
A. Interim Traffic Control: The developer/contractor shall be responsible for interim traffic
control during construction on or along traveled City roads. When road or drainage
work is to be performed on City roads that are open to traffic, the
developer/contractor will be required to submit a traffic control plan for approval by
the Public Works Director or designee prior to beginning the work. Traffic control shall
follow the guidelines of Section 1-07.23 of the WSDOT Standard Specifications. All
barricades, signs and flagging shall conform to the requirements of the MUTCD Manual.
For more specific requirements for barricades, see Section 3-508 and Standard Plan 3-
508-001. Signs must be legible and visible and should be removed at the end of each
workday if not applicable after construction hours.
B. Temporary Road Closures and Detours: When temporary road closures cannot be
avoided, the developer/contractor shall post “To Be Closed” signs a minimum of five
days prior to the closing. The types and locations of the signs shall be shown on a
detour plan. A detour plan must be prepared and submitted to the Public Works
Director or designee at least 10 working days in advance, and approved prior to
closing any City street. In addition, the developer/contractor must notify, in writing,
local fire, school, law enforcement authorities, Metro transit, and any other affected
persons as directed by the Public Works Director or designee at least five days prior to
closing.
C. Haul Routes: If the construction of a proposed development is determined by the
Public Works Director or designee to require special routing of large trucks or heavy
construction equipment to prevent impacts to surrounding roads, residences or
businesses, the developer/contractor shall be required to develop and use an
approved haul route.
When required, the haul route plan must be prepared and submitted to the Public
Works Director or designee and approved prior to beginning or continuing
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Marysville City Council Work Session May 7, 2007
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construction. The haul route plan shall address routing, hours of operation, signage and
flagging, and daily maintenance.
If the developer/contractor’s traffic fails to use the designated haul route, the Public
Works Director or designee may prohibit or limit further work on the development until
such time as the requirements of the haul route are complied with,
D. Haul Road Agreement: When identified as a need by the SEPA review process or by the
Public Works Director or designee, a haul road agreement shall be obtained by the
franchised utility, developer or property owner establishing restoration procedures to
be performed upon completion of the haul operation,
3-806 City Forces and City Contract Road Inspection
Road construction performed by City forces or by contract for the City will be inspected under the
supervision of the Public Works Director or designee.
3-807 Call Before You Dig
Builders are responsible for timely notification of utilities in advance of any construction in right-of-way
or utility easements. The utility One-Call Center phone number 1-800-424-5555 should be prominently
displayed on the work site.
3-808 Record Drawings
Prior to acceptance of improvements a Professional Engineer or Professional Land Surveyor currently
licensed in the State of Washington shall prepare the Record Drawings. The P.E. or P.L.S. shall verify
that installation of roads and utilities was in accordance with the approved construction plans. The
Record Drawing plan is to include accurate locations, elevations and sizes of all constructed features
and utility easements, noting on the appropriate sheet any variance to the approved construction
plans. All sheets of the original approved construction plans will be included in the As-Built plans.
Record Drawings will bear the signature, stamp and date of the licensed Professional Engineer or Land
Surveyor preparing them.
Preliminary Record Drawing Plan Review Process
Submit 3 PRINTS FROM THE PLOTTED DIGITIAL FILE for review to Engineering Division. See Format
Requirement.
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Marysville City Council Work Session May 7, 2007
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If review of the preliminary Record Drawings reveal errors and/or omissions, the drawings will be
returned to the Engineer/Surveyor for corrections. The Engineer/Surveyor shall make all corrections in
the digital copy, re-plot and resubmit three revised preliminary Record Drawings and redlines for re-
review. Upon approval of preliminary Record Drawings, the Engineer/Surveyor will be notified to
proceed with the “Final Submittal”.
Final Record Drawing Plan Submittal
The Final “Record Drawing” plan shall be submitted to the Engineering Division. See Format
Requirements.
Each drawing, except for the Digital file, shall bear the P.E./P.L.S. Stamp, Signature and Date and be
reproduced on the following media:
Digital file on CD or DVD
Full size MYLAR*
Three sets of full size PRINTS, FOLDED.
*Sepia Mylars or Xerox type copies will not be accepted as a substitute for Mylar.
Format Requirements
1) Digital File Format
A) AutoCAD Release 2000 “.DWG” format, including all support files required to display or plot
the files in the same manner as they were developed shall be delivered along with these
files. These files include but are not limited to Customized Line Styles Libraries, Cell Libraries,
Font Libraries, Pen Tables and Referenced Files, (AutoCAD) Block Libraries, Font Files, Menu
Files, Plotter Setup and Referenced Files. Do not include P.E./P.L.S. stamps, signature and
border files.
B) The files will be submitted on a CD or DVD. Each disc will be labeled with the project name
and the name of the company that prepared them.
C) All Record Drawing changes will be made in the digital format.
Changes to text, for example: invert elevations, dimensions, notes, etc. will be lined out
with the As-Built text placed above it.
Changes made to Graphic features, for i.e.: pipe, catch basins, hydrants, etc. shall be
moved to reflect their accurate As-Built locations.
D) The drawing will be at full scale. Each sheet shall be identified with the words “Record
Drawings” in bold block letters 3/8” plotted height placed above the title block.
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Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-74
The date of completion and the words “REVISED Record Drawing” shall be placed in the
revision block.
E) The drawing will be established in model space using the state plan coordinate system,
Washington North Zone 4601, with horizontal survey control of NAD 83 and vertical control
of NAVD 88, tied to any 2 City of Marysville Horizontal Control Monuments.
F) A detailed digital and hard copy list of asbuilt water, sewer & storm, lighting, signal and
signal component layers/levels and their contents. The digital copy will be included with
and in the same format as the drawing file.
2) Hard Copy Format
A) Three sets of prints derived from the Record Drawing digital file will include the Stamp,
Signature and Date of the Professional Engineer or Professional Land Surveyor that
prepared the Record Drawing document.
B) Record Drawing submittals are to include all sheets of original city approved construction
drawings except TESCP and City Standard Details, i.e.: Title sheet, Plan(s), Profile(s), Sensitive
Areas/Wetlands and Site Specific Details.
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Marysville City Council Work Session May 7, 2007
Item 23 - 223
Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-75
Appendix A
Construction Plan Completeness Checklist
Project Name:__________________________________________ PA Number ___________________________________
Construction Plan Examiner:_____________________________
Date:___________________________________________________
Review #: 1 2 3 4 5
NOTE: All materials submitted for review must use and comply with City of Marysville Engineering
Design and Development Standards (EDDS), Marysville Municipal Code (MMC), the most recent
adopted version of the Department of Ecology’s Stormwater Management Manual for Western
Washington (SWMM), and the Low Impact Development Technical Guidance Manual for Puget Sound
(LID). Any deviations shall include a deviation request form. MMC and City of Marysville EDDS can be
found on line at http://ci.marysville.wa.us/communitydev/planning/index.html.
FILE INVENTORY AND PLAN SUBMITTAL
Plans shall comply with the following reports and materials that are applicable:
Preliminary Plat Map
Hearing Examiner's Report & Related Correspondence (check for latest report)
Preliminary Plat Approval Ordinance
SEPA Checklist
Submittal shall contain: (check satisfied conditions, circle missing elements)
A complete set of surveyed construction plans prepared by a licensed surveyor and stamped by a
Professional Engineer. Plans need to include applicable information such as a Cover Sheet,
Grading Plan, SWPPP, Drainage Plan, Signage and Striping Plan, Sanitary Sewer and Water Plans,
Roads and Transportation Plans, and Construction Notes and Details.
A Drainage Report
A Geotechnical/Hydrogeotechnical Investigation Report
A Sensitive Areas or Wetland Investigation Report
Note: Fees for review of construction plans will be charged per MMC 15.12.
GENERAL REQUIREMENTS FOR PLAN SETS
Sheet size shall be 24" x 36" unless otherwise requested.
Construction plan view shall be drawn to common engineering scale (maximum1”=50’)
The ratio of the vertical to the horizontal scale shall be 1V:10H.
All details and cross sections must have titles and identify scale. Details must reference a source.
For each standard detail in the engineered construction drawings plan set, include the
corresponding City of Marysville Standard Detail number from the EDDS or other source. When
possible, correlate the standard detail number to the plan view sheets.
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Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-76
All details, cross sections, and profiles must be labeled and referenced out on their corresponding plans.
Roads and general lot layout must conform to the approved preliminary plat map.
Construction Plans must comply with Hearing Examiners Decision or Notice of Preliminary Approval.
Notes and specifications are to be provided directly from EDDS, WSDOT Standard Specifications,
manufacturer specifications, LID specifications, and materials specifications, and are to be
provided in their entirety. At a minimum, plan sets are to contain the following applicable notes
from the EDDS:
General Notes
Storm Drainage Notes
Sewer Notes
Water Notes
Site Grading & TESCP Notes
Temporary Gravel Construction Entrance Notes
Hydroseeding General Notes
Biofilter Swale Planting Notes
Stand Pipe & Sedimentation Pond Maintenance Notes
Maintenance of Silt Barrier Notes
Construction sequence and schedule
GENERAL REQUIREMENTS FOR ALL PLAN SHEETS
All sheets in the construction plans shall include the following information:
a project title.
a page title (For example: Site Plan, Drainage Plan…).
a Title Block to contain Engineering Firm, Project name, Name of sheet, Sheet __ of __, located on right
margin.
a City of Marysville Project Number.
a Professional Engineer's seal, signature, date of signature, and expiration date.
¼ Section, Section, Township and Range centered at top border on all sheets.
an Acknowledgement Block for Engineering Services Manager with note "Approval for 18 months from
date of signature", located in lower right corner.
an approval Block for Fire Marshal on Water Plans or other applicable plans.
an approval Block for Post Master on applicable plans.
a note on all sheets that "The Contractor shall verify the location of all existing utilities prior to any
construction. Agencies involved shall be notified within a reasonable time prior to the start of
construction.” Provide a prominent note “Call 1-800-424-5555 Before You Dig”.
a north arrow.
an engineering scale on site plans shall not be more than 1” = 20’ nor less than 1” = 50’.
a complete legend for line types, hatches, and symbols on plans and profiles.
GENERAL REQUIREMENTS FOR ALL SITE AND TOPOGRAPHIC INFORMATION
Show onsite benchmark locations and provide descriptions.
All property lines are to be shown with bearings, distances, and ties to controlling corners or subdivision
corners.
Show location, size and type of any existing or proposed structures, impervious areas, drainage facilities,
wells, drain fields, drain field reserve areas, roads, pavement, striping, signs, easements, setbacks,
and utilities on the site. Clearly differentiate between proposed and existing elements.
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Marysville City Council Work Session May 7, 2007
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Property lines are to be shown with bearings, distances, and ties to controlling corners or subdivision
corners. Show existing and proposed drainage pattern(s), storm drainage and LID facilities (e. g.
ditch lines, culverts, catch basins, french drains, surface drainage or sheet flow arrows). Clearly
differentiate between proposed and existing.
Show location of all property boundaries, easements, lakes, streams, creeks and structures on site and
within 50 feet of site boundaries.
Show location of all wetlands, sensitive areas, primary association areas for threatened and
endangered species, and erosion hazardous areas and landslide areas on site and those within 100
feet of the site boundaries.
Show location of all setbacks and buffers from critical areas, property lines, structures, and utilities.
Show location of all existing and proposed native growth protection areas (NGPA’s) or native growth
easements (NGPAE) on the site.
Show boundaries or limits of site disturbance, clearing, and grading.
Show location of any off-site critical areas, and boundaries of areas which are affected by the
construction.
Map existing wells, drain fields, infiltration systems, rain gardens and drain field reserve areas located
within the distances of concern.
Show location and type of all existing and proposed water quality and source control BMPs.
Show location and type of existing and proposed water quality control facilities or measures such as
detention ponds, rain gardens, roof gardens or other BMP’s. Provide high water elevations for
design of infiltration systems, if any.
Grading setback details are to include 1/2 height of fill, 1/5 height of cut, 2’ minimum.
COVER SHEET
Provide a preliminary plat map that complies with requirements outlined in MMC 20.16.020 or 20.20.030.
Provide a Vicinity Map with north arrow and scale.
Provide name, address and phone number of applicant or developer, engineer, architect, contractors,
etc.
Provide a legal description of site along with property tax account number(s) of subject property and
adjacent properties.
Provide a Sheet Index.
Provide a horizontal and vertical datum or basis for elevation and the benchmark used for elevation
control (NAD 83 and NAVD 88 datum only).
GRADING PLAN
Provide cut volumes and fill volumes in cubic yards.
Depict locations considered for cut and fill calculations.
Provide finished floor elevations if applicable.
Provide lot areas if applicable.
CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN (SWPPP)
Note: The SWPPP will comply with all criteria outlined in Vol. 1, Ch. 3 of the SWMM. For LID developments,
the SWPPP will also comply with the LID Manual.
Address all 12 Elements of the SWPPP.
Show location and type of proposed measures (BMPs) for Temporary Erosion and Sedimentation Control
(TESC) or SWPPP as contained in Vol. 2 of the DOE Stormwater Management Manual for Western
Washington.
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Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-78
Provide details and notes for erosion control.
Show locations of temporary stockpiles.
Show all construction BMP’s and reference or provide standard details.
Show construction site access.
Show flow arrows or paths for stormwater control during construction.
Protect drain inlets.
Stabilize soils, slopes, channels and outlets.
Control sources of pollution.
Control dewatering (sites requiring dewatering will need to develop a dewatering plan).
DRAINAGE PLAN
Note: The Drainage Plan and stormwater design will comply with Chapter 4 of the EDDS, Chapter 14 of the
MMC, the SWMM, and the LID Manual.
Provide spot elevations/flow arrows/contours for stormwater flow at post-development construction.
Convey or control water from proposed and existing roads and/or adjacent properties.
Show locations of emergency overflows and bypasses.
Show roof drains and yard drains.
Provide a 20' minimum drainage easement for open channel storm drainage facilities and closed storm
drainage facilities.
Provide a 15' minimum building setback line from the top of bank of a defined channel.
Provide a 10' minimum building setback for closed drainage systems.
If a drainage easement is to run along a lot line within a subdivision, the easement may straddle the lot
line provided the drainage facilities can be located entirely along one lot.
Access is to be provided for inspection and maintenance purposes for drainage structures that are to
be located within an easement.
No storm sewer pipe within a drainage easement shall have its centerline closer than 5’ to a rear or side
property line.
Minimum storm sewer pipe diameter in right of way and between catch basins and/or manholes shall
be 12”.
24” pipe cover is preferred for storm drain systems. Alternative pipe material and City approval will be
required for pipes with less than 24” of cover.
Show all sizes, pipe materials and structures.
Show direction of pipe flow.
Show pipe's invert, slope, length, type, and catch basin grate elevation on plan view.
Show existing and proposed storm drainage system profile(s) with pipe size, slope, catch basin type,
location, station, rim and invert elevations.
Provide energy dissipater at outfalls
STORMWATER SITE PLAN (DRAINAGE REPORT)
Note: The Stormwater Site Plan shall comply with Volume 1of the SWMM.
The Stormwater Site Plan will be submitted in the following format:
Section1 Introduction – Provide a project description, pertinent details, and proposed land uses.
Section 2 Existing Site Conditions – Address subject matter outlined in Volume 1, Chapter 3.1.1 in
the SWMM. Provide a figure that illustrates the subject matter.
Section 3 Developed Site Conditions – Address subject matter outlined in Volume 1, Chapter
3.1.2
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Marysville City Council Work Session May 7, 2007
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in the SWMM. Provide a figure that illustrates the subject matter.
Section 4 Off Site Analysis – Address subject matter outlined in Volume 1, Chapter 3.1.3 in the
SWMM. Provide a figure that illustrates the subject matter.
Section 5 Minimum Requirements – Address all applicable Minimum Requirements in Volume 1,
Chapter 2 of the SWMM. Show how you arrived at the requirements by including Figure
2.2 or 2.3.
Section 6 Stormwater Control Plan – Address subject matter outlined in Volume 1, Chapter 3.1.5
in
the SWMM. Discuss the following information:
• Existing Site Hydrology
• Developed Site Hydrology
• Treatment and Flow Control Needed
• Performance Standards and Goals per Volume 1, Chapter 4 of the SWMM for BMP
and Facility Selection Process. Include Figure 4.1 from the SWMM showing your
selection process.
• Flow Control System
• Water Quality System
• Conveyance System Analysis.
Section 7 SWPPP – Address all 12 Elements outlined in Volume 1, Chapter 3.1.6 and Volume 1,
Chapter 2 of the SWMM.
Section 8 Project Overview – Address subject matter outlined in Volume 1, Chapter 3.1.7 in the
SWMM.
Hydrologic Analysis and Flow Control Design shall be analyzed using the most recent version of the
Western Washington Hydrology Model.
Include all computer generated reports, sources, references, tables, graphs, aerials, maps, and
calculations used for all design and analysis in appendices.
ROADS AND TRANSPORTATION PLAN
Note: Road and transportation design shall comply with Chapter 3 of the EDDS and Chapters 11 and 12 of
the MMC.
Travel and parking lane(s) must be labeled on the roadway sections.
Provide typical roadway sections and identify street names and classifications.
Provide road alignment with 100 foot stationing and stationing at PCs and PTs with bearing and
distances on centerlines
Provide right of way lines and widths for existing and proposed road and intersecting roads
Provide channelization plan and match or tie into existing channelization.
Provide a signalization plan.
Provide street Illumination per EDDS 3-506. PUD submittal may be required.
Provide curve data with radius, delta, arc length, and tangent distance for all curves. These may be
shown in a curve table.
Show details for frontage improvements and overlays.
Show limits of existing and proposed paving including grinds and overlays.
Side slopes shall not be steeper than 4:1 and are to be designed per EDDS 3-502.
All new residential access streets shall have traffic calming devices per EDDS 3-525.
Provide mailbox location and detail with Post Master approval per EDDS 3-505.
Rock facings over 4’ in height are to be designed by a Geotechnical Engineer and are subject to
approval by the Public Works Director or Designee.
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Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-80
Road grades are to comply with EDDS 3-201, 3-202, and 3-203.
Minimum road grade is to be 0.5%.
Grades are to be shown to 3 decimal places and as a percent.
Vertical curves are to show elevations and stations of vertical PI (s) , P.C. (s) , PT (s), sag (low point) and
crest (high point).
Super elevation criteria/data is required to be shown for all roads greater than 25 MPH design speed.
Include sight distance triangles at each roadway intersection. Sections 3-211 and 3-212 of the
EDDS provide design standards for the sight distance triangles.
SANITARY SEWER PLAN
Note: Sanitary sewer design shall comply with Chapter 5 of the EDDS and Chapter 14 of the MMC.
Show location of streets, right-of-ways, easements, existing utilities, and sewers.
Show ground surface, pipe type, class and size, manhole stationing, invert and surface elevation at
each manhole, and grade of sewer between adjacent manholes. All manholes shall be
numbered on the plans and correspondingly numbered on the profile. Where there is any
question of the sewer being sufficiently deep to serve any residence, the elevation and
location of the basement floor, if basements are served, shall be plotted on the profile of the
sewer which is to serve the house in question. The Developer shall state that all sewers are
sufficiently deep to serve adjacent basements, except where otherwise noted on the plans.
Show all known existing structures, both above and below ground, which might interfere with the
proposed construction, particularly water mains, gas mains, storm drain, overhead and
underground power lines, telephone lines, and television cables.
Show all utility easements and include County recording numbers.
Show details in scale drawings which clearly show special sewer joints and cross sections, and sewer
appurtenances such as manholes and related items and all other items as required by the City
to clearly identify construction items, materials, and/or methods.
Sanitary sewers shall be placed with minimum 5’ cover from finished grade, ditch bottom or natural
grade.
Sewer mains to be installed shall be of material noted below:
- Less than 5’ cover over top of pipe: D.I.P. Class 52: City engineer approval required.
- 5’ - 18’ cover over top of pipe: PVC, ASTM D 3034, SDR 35 or ASTM F 789.
- Deeper than 18’: D.I.P. Class 52, or C-900.
WATER PLAN
Note: Water distribution design and construction shall conform with Chapter 2 of the EDDS and Chapter 14
of the MMC.
Water mains shall be placed with minimum 42” cover from finished grade, ditch bottom or natural
grade.
Pressure reducing stations and pressure reducing valves shall be designed in accordance with EDDS 2-
080 and take into consideration the pressure zones outlined in the City of Marysville Comprehensive
Plan.
Show and/or reference all details for connections, trenching, and installation.
Show location and address all design elements for fire hydrants per EDD 2-060 and Fire Marshall
requirements.
Pipes being laid on curves shall be designed per EDDS 2-230.
Item 23 - 229
Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-81
Appendix A
Authority and abbreviations used:
EDDS = Sno. Co. Engineering Design and Development Standards
MMC =Marysville Municipal Code
WSDOT = Wash DOT Standards
SWM = Storm Water Manual
DM = Sno. Co. Drainage Procedures Manual
H = WA State Hydraulics Manual
P = Policy by Director of Community Development
GEP = Gen Engineering Practice (Standard of Industry)
HE = Hearing Examiner's Decision or Notice of Preliminary Approval
a. Plat Ordinance and Approved Preliminary Plat.
b. SEPA Mitigation’s
c. Community Plan P-suffix conditions.
d. Sensitive Areas Ordinances (21.54)/guidelines.
e. Critical Drainage Basin Criteria
f. King County Road Standards (Ordinance 8041)
g. Surface Water Management Manual (King County Code 9.04)
h. Other applicable Ordinances/Codes shoreline, etc.).
i. HPAs, DOT approvals.
j. Bond Quantity and R/D Inventory Sheets
Item 23 - 230
Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-82
Appendix B
____1. If there is a stream, river, steep slopes or wetland area on or adjacent to the project site, complete this section.
a) FLOOD PLAIN (Major Rivers and Streams):
____ Is there a 100 year (rivers) or 25 year (streams) flood plain analysis?
____ Does plan identify flood plain, elevations delineated showing floodway/fringe areas, complete a State
Flood Control Zone Checklist).
____ Does bridge elevation provide a 6' (rivers) or 2' (streams) freeboard?
____ Is the minimum first floor elevation shown?
____ Fisheries Hydraulic Permit Application?
b) STEEP SLOPES:(fill in definition & code.)
____ Are steep slopes on or adjacent to the site?
____ Class III Landslide Hazard KCC 21.54.140?
____ Slopes 40% or greater?
____ Are special soils studies required/submitted?
____ Is top of slope identified on plan? Reference Admin. Guidelines 2/1/87?
c) WETLANDS:
____ Biologist's Report provided?
____ Edge of wetland shown on plan?
d) N.G.P.E.
____ Are native growth protection easements shown on plans?
e) B.S.B.L.
____ Are building set backs shown on plans (normally 15 feet)
f) ____ Are restriction notes shown on the plans/map page? (Clarify restriction notes.)
____2. OFF-SITE IMPROVEMENTS: If the plan shows work off site, is there a slope/construction
easement/permission letter from the property owner?
____3. STRUCTURES: If the plan calls for bridges, concrete walls, dams or other special structures, be sure approval
restriction note is added to plans. (structure designs may require separate approval by a structural engineer.)
____4. Geotechnical report prepared by a geotechnical engineer may be required if site inspection or information
supplied by the applicant indicates that the grading or drainage system is within a critical area, or that soil
hydrologic or geologic conditions may exist on site which merit the examination of more detailed information
in order to adequately address project safety, stability, or drainage issues.
The Public Works Director or designee will determine the scope of the report. Recommendations included in
the geotechnical report and approved by the director shall be incorporated in the drainage plans or
specifications. [DM pg. 13 & P pending]
____5. HPA included or letter from Fisheries stating it isn't needed.
____6. Corp of Eng. Permit included.
____7. Provide bank stabilization, to the satisfaction of the Director, for all unstable river and stream banks within
proposed subdivision.
Item 23 - 231
Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-83
Appendix B
Principal, Minor, and Collector Arterial Lane Configuration
Arterial
Classification
Name Number
Of
Lanes
Bicycle
Lane
(5 feet)
Streetscape
[1]
Right Of
Way
Width (feet) [2]
Principal
East/West
SR 92 Extension (35th/40th St): 83rd Ave
to SR 9
5 No Yes 80
SR 528: I-5 to SR 9 5 No Yes 80
88th St: I-5 to State Ave 5 No Yes 80
SR 531: City Limits to City Limits* 5 Yes Yes 90
84th St: 83rd Ave to SR 9 5 Yes Yes 90
156th St. NE: City Limits to City Limits 5 No Yes 90
116th St: I-5 to State Ave 5 No Yes 80
Sunnyside Blvd: 47th Ave to 60th Dr 5 Yes Yes 90
North/South
27th Ave.: SR 531 to Twin Lakes Blvd 5 No Yes 80
State Ave: Ebey to City Limits 5 No Yes 80
Minor
East/West
1st St: Cedar Ave to State Ave 3 Yes No 60
3rd St: State Ave to 47th Ave 3 Yes Yes 70
40th St: Sunnyside to 83rd Ave 3 No Yes 60
44th St: 83rd to SR 9 3 No No 60
52nd St: Sunnyside to 75th Ave 3 Yes No 60
80th St: Cedar Ave to State Ave 3 Yes No 60
84th St: 67th Ave to 83rd Ave 3 No Yes 70
88th St: State Ave to 83rd Ave 3 Yes Yes 70
136th St NE: I-5 to City Limits 3 Yes No 60
152nd St NE: State Ave to City Limits 3 Yes Yes 70
164th St: 27th Ave to Twin Lakes Blvd 3 No Yes 60
169th St: 27th Ave to Twin Lakes Blvd 3 No Yes 60
Grove St: Cedar to 67th Ave 3 Yes No 60
Soper Hill Rd: Sunnyside Blvd to SR 9 3 Yes Yes 70
Sunnyside Blvd: State Ave to 47th Ave 3 Yes Yes 70
Sunnyside Blvd: 60th Dr to Soper Hill Rd 3 Yes Yes 70
Twin Lakes Blvd: 27th Ave to 156th St 3 No Yes 60
North/South
27th Ave: Twin Lakes Blvd to 169th St 4 No Yes 70
27th Ave: 169th St to 164th St 3 No Yes 60
47th Ave: 3rd St to Armar Rd 3 Yes No 60
51st Ave NE: Armar Rd to 172nd St 3 Yes No 60
67th Ave: 44th St to 172nd St 3 Yes Yes 70
67th/71st Connection: 40th to 44th 3 Yes Yes 70
71st Ave: Soper Hill Rd to 40th St 3 Yes Yes 70
83rd Ave. NE: SR 528 to 84th St 3 Yes No 60
83rd Ave NE: Soper Hill Rd to SR 528 3 Yes Yes 70
Armar Road: 47th Ave to 51st Ave 3 Yes No 60
Item 23 - 232
Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-84
Cedar Ave: 1st St to 80th St 4 Yes No 75
Arterial Classification Name Number Of
Lanes [4]
Bicycle Lane
(5 feet)
Streetscape [1] Right Of Way
Width
(feet) [2]
Collector
East/West
1st St: Ash Ave to Cedar Ave 2 Yes No 60
2nd St: State Ave to 47th Ave 2 No No 60
3rd St: Ash Ave to Beech Ave 2 Yes Yes 70
5th St: Ash Ave to Beech Ave 2 No No 60
8th St: Ash Ave to 47th Ave 2 Yes No 60
44th St: 67th Ave to 83rd Ave 2 Yes No 60
76th St: State Ave to 47th Ave 2 No No 60
80th St: State Ave to 51st Ave 2 Yes No 60
84th St: State Ave to City Limits 2 No No 60
100th St NE: State Ave to 76th Ave 2 Yes No 65
108th St: 51st Ave to 67th Ave 2 Yes No 60
116th St: State Ave to 44th Dr 2 No Yes 60
132nd St: 51st Ave to 67th Ave 2 Yes No 60
164th St: 22nd Ave to 27th Ave 2 No Yes 60
169th St: 19th Ave to 27th Ave 2 No Yes 60
Grove St: Ash Ave to Cedar Ave 2 Yes No 60
Grove St: 67th Ave to 83rd Ave 3 Yes Yes 75
North/South
19th Ave: SR 531 to 169th St 2 No Yes 60
22nd Ave: SR 531 to 164th St 2 No Yes 60
22nd Ave Extension: 164th St to 136th St 2 No Yes 60
25th Ave: SR 531 to 164th St 2 No Yes 60
47th Ave: 2nd St to 3rd St 3 No No 75
47th Ave: Armar Rd to 84th St 2 Yes No 60
48th Dr: City Limits to 100th St 2 No No 60
79th Ave Soper Hill Rd to 40th St 2 No No 60
83rd Ave: 84th St to 96th St 2 No Yes 60
87th Ave: SR 528 Rd to 84th St** 2 No Yes 55
87th Ave: 84th St to 96th St 2 No Yes 60
87th Ave: Soper Hill Rd to SR 528 2 No Yes 60
Ash Ave: 1st St to 3rd St 1 No No 55
Ash Ave: 5th St to Grove St 2 No Yes 65
Beach Ave: 1st St to Short St 3 Yes Yes 75
Short St: Beach Ave to Cedar Ave 3 Yes Yes 75
Shoultes Rd: 100th St to 108th St 2 No No 60
* SR 531 is to be constructed with Medians in place of two-way left turn lanes.
** Collector Arterial built to Neighborhood Collector Standard
1. 5 foot planter strip between the back of curb and sidewalk. If within downtown core tree wells with grates
may be substituted.
2. Right of way width may be increased as determined by the Public Works Director or designee
3. See Standard Plans 3-201-001 and 3-201-002
4. Collector Arterial shall be striped with a left turn pocket and removal of parking at roadway intersections.
Item 23 - 233
Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-85
Appendix C
DEVELOPMENT STANDARD HANDOUT
Trench Backfill and Restoration
A. Materials and workmanship shall be in conformance with the WSDOT Standard Specifications
for Road, Bridge, and Municipal Construction. Construction shall be in conformance with
Standard Plans 3-703-001 through 3-703-003, with the details and conditions outlined in the
Right-of-Way Use Permit, and with the following:
(1) Trench restoration shall be accomplished with a patch or an overlay as required by the
City Engineer.
(2) If a patch is used, the trench limits shall be sawcut prior to final patch.
(3) All trench and pavement cuts shall be made by sawcuts or by grinding. The sawcuts or
grinding shall be a minimum of 1 foot outside the trench width or as directed by the city
inspector.
(4) If the Right-of-Way Use Permit requires an overlay, then the contractor may use a
jackhammer or drum grinder for the cutting of the existing pavement.
(5) Within the top 4 feet of trenching, backfill shall be crushed surfacing materials or a
controlled-density fill.
(6) If the existing material is determined by the City Inspector to be suitable for backfill and
the trench is not perpendicular to a travel lane or driveway, the contractor may use
the native material as long as the top 8 inches is crushed surfacing material.
(7) Material used for backfill below 4 feet in depth must be approved by the City
Inspector.
(8) All trench backfill shall be compacted to 95% maximum density, as described in
Section 2-03 of the Standard Specifications.
(9) Backfill compaction shall be performed in 8-to12-inch lifts. The compaction tests shall
be performed in maximum increments of 2 feet. The test results shall be given to the
City Inspector for review and approval prior to paving. Material testing will be required
for trench backfill (native or imported), asphalt, and concrete. Testing shall be
performed by a certified independent testing laboratory. The cost of testing is the
responsibility of the franchise utility or contractor. The number of tests required shall be
the same as for asphalt density testing, or as directed by the inspector.
Item 23 - 234
Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-86
(10) Temporary restoration of trenches for overnight use shall be accomplished by using
cold mix, asphalt-treated base (ATB), or steel plates. ATB used for temporary restoration
may be dumped directly into the trench, bladed out, and rolled. After rolling, the
trench must be filled flush with asphalt to provide a smooth riding surface.
(11) ATB shall be placed to the compacted depth as shown on standard plans or as
directed by the City Engineer. Asphalt cement shall be paving asphalt AR-4000W.
Materials shall conform with Section 9-02.1(4) of the Standard Specifications.
(12) Tack shall be emulsified asphalt grade CSS-1 as specified in Section 9-02.1(6) of the
Standard Specifications and shall be applied to the existing pavement and edges of
sawcuts as specified in Section 5-04 of the Standard Specifications.
(13) Asphalt concrete Class B shall be placed on the prepared surface by an approved
paving machine and shall be in accordance with the requirements of Section 5-04 of
the Standard Specifications, except that longitudinal joints between successive layers
of asphalt concrete shall be displaced laterally a minimum of 12 inches, unless
otherwise approved by the Inspector. Fine and coarse aggregate shall be in
accordance with Section 9-03.8 of the Standard Specifications. Asphalt concrete over
2 inches thick shall be placed in equal lifts not to exceed 2 inches each.
(14) Cuts for trenches in all street surfaces, walks, and driveways shall be either ground or
sawcut. Ground joints shall be feathered and shimmed to provide a smooth surface.
Feathering and shimming shall be accomplished by raking out the oversized
aggregates from the class B mix. Surface smoothness shall conform to Section 5-
04.3(13) of the Standard Specifications. The paving shall be corrected by removal and
repaving of the trench only.
(15) Compaction of all lifts of asphalt shall be at an average of 92% of maximum density as
determined by WSDOT Test Method 705. The number of tests required per square foot
of trenching shall be as follows:
• One test for less than 50 square feet of trenching area
• Two tests for 50 to 100 square feet of trenching area
• Three tests for 100-plus to 300 square feet of trenching area
• One test for every 200 square feet over 300 square feet of trenching area or
every 100 lineal feet of trench, if applicable
Testing shall be performed by a certified independent testing laboratory. The
cost of testing is the responsibility of the franchise utility or contractor.
Item 23 - 235
Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-87
The testing is not intended to relieve the contractor from any liability for the
trench restoration. It is intended to show the Inspector and the city that the
restoration meets these specifications.
(16) All joints shall be sealed using paving asphalt AR4000W.
B. A five-year moratorium on pavement excavation and trenching shall be enforced following
the completion of a new street or street overlay. This requirement restricts all street trenching
except in the event of an emergency or as outlined in the city's overlay policy for Right-of-Way
Use Permits.
C. Asphalt patch depths will vary based upon the classification of the streets being trenched. The
asphalt depths shall be shown on the Right-of-Way Use Permit and the work shall be performed
as required by the attached details. The minimum paving depths for all trenching are:
(1) 8 inches for arterial streets
(2) 6 inches for local streets
(3) 4 inches for driveway approaches and walkways
D. When trenching occurs within the street shoulder, the shoulder shall be restored to its original or
better condition within 30 days of first opening the trench.
E. The final patch shall be completed within 30 days of the first opening the trench. This time
frame may be adjusted if delays are due to inclement weather or other adverse conditions.
Delay of final patch or overlay work must be approved by the Review Engineer.
F. Any patch or overlay Downtown shall be permanent and completed as soon as possible.
Hours of work on all arterials shall be limited to 8:30 AM to 2:30 PM or as determined by the
Public Works Director or designee.
Item 23 - 236
Marysville City Council Work Session May 7, 2007
Printed 04/27/07 3-88
Appendix D
RECORD DRAWING CHECKLIST
This checklist is provided only as a guide for the Record Drawing review process. Refer to the RECORD
DRAWING REQUIREMENTS Document for a detailed explanation of each step. If you have any
questions in regards to this process, call the Engineering Department.
¾ A registered Professional Engineer or Professional Land Surveyor shall verify that installation of roads
and utilities was in accordance with the approved construction plans. Any variance from the
plans needs to be noted on the appropriate sheet with related design object changed to reflect
the field survey.
¾ Prepare three Hard copies of the preliminary Record Drawings for review. Record Drawing
submittals are to include all sheets or original approved construction drawings except the TESCP &
City Standard Details. (See Hard Copy Format Requirements).
¾ Submit three folded Hard Copies of the preliminary Record Drawings for review to Public Works
Engineering Division.
¾ Review Record Drawing submittal. If review of the preliminary Record Drawings reveals errors
and/or omissions, the drawings (redlines and Digital copies) will be returned to the
Engineer/Surveyor for corrections. The Engineer/Surveyor shall make all corrections in the digital
copy, re-plot and resubmit the revised preliminary Record Drawings and redlines for re-review.
Upon approval of preliminary Record Drawings, the Engineer/Surveyor will be notified to proceed
with the “Final Submittal”.
¾ The Final “Record Drawing” plan submittal shall bear the Professional Engineer/Professional Land
Surveyor Stamp, Signature and Date and be reproduced on the following media:
Digital file on CD or DVD (without P.E./P.L.S. Stamp)
Full size MYLAR*
THREE sets of full size PRINTS, FOLDED.
*Sepia Mylars or Xerox type copies will not be accepted as a substitute for Mylar.
Item 23 - 237
Marysville City Council Work Session May 7, 2007
CHAPTER 4
DRAINAGE AND EROSION CONTROL
DESIGN STANDARDS
April 1999
Revised May 2007
Prepared by:
City of Marysville
Public Works / Community Development
Item 23 - 238
Marysville City Council Work Session May 7, 2007
CHAPTER 4 - STORM DRAINAGE DESIGN STANDARDS
Page No.
Section 1
4-000 Purpose 4-1
4-010 Applicability 4-2
4-020 Exemptions 4-3
4-030 Illicit Discharges 4-4
4-040 Storm Drainage Design Standards 4-4
4-050 Mandatory Requirements for All Storm Drainage Improvements 4-9
4-060 Low Impact Development 4-13
4-070 Reserved 4-13
4-080 Roadway Drainage 4-14
4-090 Additional Information Required 4-19
4-100 Inspection - Construction 4-19
4-110 Modification Of Facilities During Construction 4-20
4-120 Reserved 4-20
4-130 Variances 4-20
4-140 Establishment of Regional Facilities 4-22
4-150 Bonds Required 4-22
4-160 Operation And Maintenance Requirements 4-24
4-170 Operation and Maintenance - Assumption by City 4-28
4-180 Enforcement And Penalties 4-28
Section 2 Required Plan Notes
General Notes GN-1
Storm Drainage Notes GN-3
Site Grading and SWPPP Notes GN-6
Temporary Gravel Construction Entrance GN-8
Hydroseeding General Notes GN-9
Maintenance of Siltation Barriers GN-9
Stand Pipe and Sediment Pond Maintenance GN-10
Biofilter Swale Planting Notes GN-10
Section 3 Standard Plans
Item 23 - 239
Marysville City Council Work Session May 7, 2007
4 - 1
CHAPTER 4
STORM DRAINAGE
4-000 PURPOSE
It is the purpose of this Chapter to implement the City of Marysville Storm Drainage Ordinance
No. 2245, and to provide the Construction Standards and Specifications of Marysville Municipal
Code (MMC) 14.16.030.
It is expressly the purpose of this Chapter to provide for and promote the health, safety, and
welfare of the general public through sound development policies and construction
procedures which respect and preserve the City’s watercourses; to minimize water quality
degradation and control of sedimentation of creeks, streams, ponds, lakes, and other water
bodies; to preserve and enhance the suitability of waters for contact recreation and fish
habitat; to preserve and enhance the aesthetic quality of the waters; to maintain and protect
valuable groundwater quantities, locations, and flow patterns; to ensure the safety of City
roads and rights-of-way; and to decrease drainage-related damages to public and private
property.
The Standards established by this Chapter are intended to represent the minimum design
standards for the construction of storm drainage facilities, erosion control, and stream channel
improvements. Compliance with these Standards does not relieve the designer of the
responsibility to apply conservative and sound professional judgment to protect the health,
safety, and welfare of the general public. Special site conditions and environmental
constraints may require a greater level of protection than would normally be required under
these Standards. The designer must apply these Standards bearing in mind these constraints.
Item 23 - 240
Marysville City Council Work Session May 7, 2007
4 - 2
4-010 APPLICABILITY
A. All persons taking any of the following actions or applying for any of the following
permits and/or approvals, shall, unless otherwise excepted or exempted, be required to
submit for approval by the Public Works Director or Designee, a Site Plan with their
application and/or request:
1. Creation or alteration of new or additional impervious surfaces.
2. New development.
3. Redevelopment.
4. Building permit.
5. Grading permit.
6. Flood control zone permit.
7. Subdivision approval.
8. Short subdivision approval.
9. Commercial, industrial, or multifamily site plan approval.
10. Planned unit development or Master Plan Development.
11. Conditional use permits.
12. Substantial development permit required under RCW 90.58 (Shoreline
Management Act).
13. Right-of-Way use.
14. Logging, clearing, and other land disturbing activities.
15. Contain, or be adjacent to, a floodplain, stream, lake, wetland or closed
depression, or a sensitive area as defined by the Sensitive Areas Ordinance
No 1928.
Site Plan shall indicate the character of the existing site, topography, natural drainage
features on or adjacent to the site, the location and dimensions of all impervious
surfaces, flow arrows indicating the direction of stormwater flows onsite, and any offsite
flows entering the site, the proposed method of utilizing the existing drainage system.
B. Commencement of construction, grading, or site alteration work under any of the
permits or approvals listed in subsection above shall not begin until such time as final
approval of the Construction Stormwater Pollution Prevention Plan (SWPPP)has been
granted by the Public Works Director or Designee.
Item 23 - 241
Marysville City Council Work Session May 7, 2007
4 - 3
C. Guidance on preparing a Permanent Stormwater Control Plan – Water Quality System
is contained in the adopted edition of the State Department of Ecology’s (D.O.E.)
Stormwater Management Manual forWestern Washington, which is the City’s adopted
Technical Manual.
D. Other agencies such as those listed below may require drainage review for a proposed
project’s impact on surface and storm waters. The applicant should take care to note
that these other agency drainage requirements are separate from, and in addition to,
City of Marysville drainage requirements. The applicant will be responsible to
coordinate joint agency drainage review, including resolution of any conflicting
requirements between agencies.
Agency Permit/Approval
Snohomish County Health District On-Site Sewage Disposal and Well Permits
Washington State Department of Transportation Developer/Local Agency Agreement
Washington State Department of Ecology Short Term Water Quality Modification Approval
Washington State Department of Fish and Wildlife Hydraulic Project Approval
Washington State Department of Ecology Dam Safety Permit
United States Army Corps of Engineers Section 10 Permit
United States Army Corps of Engineers Section 404 Permit
Washington State Department of Ecology Industrial Stormwater Permit
Washington State Department of Ecology Construction Stormwater Permit
Washington State Department of Ecology Underground Injection Control Permit
Department of Natural Resources Aquatic Land Use Permit
Washington State Department of Ecology 401 Water Quality Permit
Refer to Volume I of the D.O.E Stormwater Management Manual for additional permit information.
4-020 EXEMPTIONS
A. Stormwater facilities owned and maintained, or development undertaken by the
Washington State Department of Transportation in state highway rights-of-way which
are regulated by and meet the requirements of Chapter 173-270 WAC, the Puget
Sound Highway Runoff Program, are exempted from the requirements of this Chapter.
Item 23 - 242
Marysville City Council Work Session May 7, 2007
4 - 4
B. Commercial agriculture, including only those activities conducted on lands defined in
RCW 84.34.020(2), and production of crops or livestock for wholesale trade.
C. Forest practices regulated under Title 222 Washington Administrative Code, except for
Class IV general forest practices, as defined in WAC 222-16-050, that are conversions
from timber land to other uses.
D. Activities not requiring machinery for construction or excavation and that are not
subject to other environmental regulation are considered exempt from the provisions of
this chapter.
E. Requests for exemption shall be filed in writing with the Public Works Director or
Designee, and shall adequately detail the basis for granting an exemption.
4-030 ILLICIT DISCHARGES
Illicit discharges to stormwater drainage systems are prohibited. Illicit shall mean all
nonstormwater discharges to stormwater drainage systems that cause or contribute to a
violation of State water quality, sediment quality, or groundwater quality standards, including
but not limited to sanitary sewer connections, industrial process water, interior floor drains, car
washing, and gray water systems.
4-040 STORM DRAINAGE DESIGN STANDARDS
A. Stormwater Management Design Manual.
The City adopted edition of the Washington State Department of Ecology Stormwater
Management Manual for Western Washington shall be used for design of all
developments. Unless otherwise provided, it shall be the developer’s and property
owner’s responsibility to design, construct, and maintain a system which complies with
these Design Standards, the Marysville Municipal Code, and the adopted (D.O.E.)
Stormwater Management Manual. Low Impact Development facilities and designs
may use the Low Impact Development Technical Guidance Manual for Puget Sound
for additional design criteria and guidelines.
Item 23 - 243
Marysville City Council Work Session May 7, 2007
4 - 5
The latest versions of approved stormwater modeling software shall be used for
modeling for all sites and facilities. Digital project files shall be provided to the City for
review if requested.
B. Minimum Requirements for New Development and Redevelopment.
Storm Drainage Design shall be in accordance with the minimum requirements for new
and redeveloped sites as established in the adopted (D.O.E) Stormwater Management
Manual Chapter 2, Volume I (Minimum Requirements for New Development and
Redevelopment). Total new and or redeveloped impervious surfaces shall be
calculated as a total for the development, including areas onsite and within public
right of way.
C. Stormwater Site Plans.
Minimum Site Plan submittals shall be in accordance with the adopted (D.O.E.)
Stormwater Management Manual Chapter 3, Volume I (Preparation of Stormwater Site
Plans). Offsite analysis and mitigation shall be performed per Chapter 3, Volume I of
the D.O.E. manual.
D. BMP and Facility Selection Process.
Selection of Facilities and BMP for Permanent Stormwater Control Plans shall be
determined in accordance with the BMP and Facility Selection process per the
adopted (D.O.E.) Stormwater Management Manual Chapter 4, Volume I (BMP and
Facility selection process for Permanent Stormwater Control Plans).
E. Construction Stormwater Pollution Prevention.
Construction Stormwater Pollution Prevention Plans (SWPPP) shall be developed and
designed in accordance with the standard plans in this manual & the adopted (D.O.E)
Stormwater Management Manual Chapter 3, Volume II on developing and
implementing a Construction SWPPP. Each of the 12 elements must be included in the
Construction SWPPP unless an element is determined to be not applicable to the
project. The checklists in section 3.3 (D.O.E. manual) may be helpful in preparing the
Construction SWPPP.
Item 23 - 244
Marysville City Council Work Session May 7, 2007
4 - 6
F. Basin Planning.
Adopted and implemented watershed-based plans may be used to modify any or all
of the Minimum Requirements, provided that the level of protection for surface or
ground water achieved by the basin plan will equal or exceed that which would be
achieved by the Minimum Requirements in the absence of a basin plan. Basin plans
shall evaluate and include, as necessary, retrofitting of BMP’s for existing development
and/or redevelopment in order to achieve watershed-wide pollutant reduction goals.
Standards developed from basin plans shall not modify any of the above requirements
until the basin plan is formally adopted and fully implemented by the City.
G. Water Quality Sensitive Areas.
Where the Public Works Director or Designee determines that the minimum
requirements do not provide adequate protection of water quality sensitive areas,
whether on site or within the drainage basin, more stringent controls shall be required to
protect water quality. Stormwater treatment BMP’s shall not be built within natural
vegetated sensitive area buffers except for necessary conveyance systems as approve
by the City Planner.
H. Conveyance System Design.
Closed drainage systems or culverts on a major stream or creek as determined by the
Public Works Director or Designee, shall be designed to convey flows from a one
hundred year recurrence storm event. All other closed drainage systems shall be
designed to convey flows from a twenty five year recurrence storm event, unless
otherwise required by the Public Works Director or Designee.
I. Temporary Gravel Construction Entrance.
The temporary construction entrance should be cleared of all vegetation, roots, and
other objectionable material. Any drainage facilities required because of washing
should be constructed according to specifications in the plan. If wash racks are used,
they should be installed according to manufacturers recommendations. Construct
stabilized construction entrance in accordance with Plan 4-040-014.
G. Oil Control Devices.
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Sites shall evaluate the need for an oil control device in accordance with the adopted
(D.O.E.) Stormwater Management Manual Chapter 4, Volume I (BMP and Facility
Selection Process for Permanent Stormwater Control Plans).
A Coalescing Plate Separator per standard plan 4-040-017 shall be required for
Oil/Lube shops, Vehicle Repair, Wash Bays, Car Washes, and any other applications
deemed necessary by the City Engineer.
For Fueling Stations an Oil Stop Valve (OSV) such as the AFL/Clark OSV or approved
equivalent shall be installed in a manhole or other approved structure prior to the
Coalescing Plate Separator. The Oil Stop Valve uses a ballasted float set at a specific
gravity between that of oil and water. When an oil spill occurs, the float loses
buoyancy as the oil level increases until it finally shuts off the discharge port. The spill
will then be confined within the structure and piping for removal and disposal by a
hazardous waste hauler.
Tees & Elbows will not be approved as an oil control device. Sites requiring oil control
devices per the manual will be required to install a coalescing plate separator or
stormfilter type device for oil control and or additional controls deemed necessary by
the City Engineer.
H. Debris and trash racks.
To be installed on inlet and outlet piping where trash removal is warranted. Construct
and install in accordance with Standard Plans 4-040-006 and 4-040-007.
I. Discharge from Roof Drains.
Runoff from roofs and individual lots may be collected and discharged into the storm
drainage system. Refer to Standard Plans 4-040-015 and 4-040-016 for details. Roof
drains may also be infiltrated or dispersed in accordance with the adopted D.O.E
Stormwater Management Manual, Volume III, Chapter 3 (Roof Downspout Controls).
Roof drains shall not be connected to the sanitary sewer.
J. Storm Sewer Extension Required (MMC 14.16.040)
(1) The owner of any property which is not connected to the public storm drainage
system shall be required to extend any storm drainage line which is within 200
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feet of the property, and to connect to and use the same for all developed
portions of the property, under any of the following circumstances:
(a) As a condition of final approval of a subdivision;
(b) As a condition of final approval of a short subdivision;
(c) As a condition of final approval of a binding site plan for any mobile
home park, condominium, planned unit development, industrial park, or
shopping center.
(d) As a condition of any building, grading, paving, or other development
approval, including rezones or conditional use permits, which will have a
significant adverse impact upon storm drainage; as determined by the
Public Works Director or Designee.
(2) The Public Works Director or Designee may waive the requirement of subsection
(1) if it is found that the capacity or condition of the existing public storm
drainage system is insufficient or inadequate to serve the subject property; or if
it would cause a practical difficulty to require the connection of the subject
property to the public storm drainage system by reason of circumstances which
are unique to the property and not generally shared by other properties in the
vicinity.
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K. Extension for Full Lot Frontage (MMC 14.16.050)
Whenever a property owner desires to connect to the public storm drainage system,
the property owner shall be required to extend the storm drainage lines for the full
frontage of the lot which is being connected. If it can be shown that no future
extensions beyond said lot will occur, a waiver may be obtained from the Public Works
Director or Designee and the owner need only extend the line to the nearest point of
connection on the lot.
L. Fencing
Detention ponds with side slopes steeper than 3:1 or with a maximum water depth
greater than 3 feet shall require a powder or vinyl coated chain link perimeter fence.
Side slope averaging shall not be allowed. See Standard Plans 3-501-007 & 008.
During construction of drainage facilities and prior to installation of permanent
perimeter fence, contractor shall ensure temporary fencing is in place around open
cut facilities while construction activities are not underway on said facility and/or at the
end of each day until placement of permanent fencing is complete.
M. Signage
Detention ponds shall have a Pond Identification Sign. Signs are designed and
provided by the City and paid for and installed by the Developer.
Stream Crossings shall be signed with “This Stream is in Your Care” signs provided by the
City and paid for and installed by the Developer.
4-050 MANDATORY REQUIREMENTS FOR ALL STORM DRAINAGE IMPROVEMENTS
A. Commencement of construction, grading or under any of the permits or approvals
shall not begin until such time as final approval of the Construction Stormwater Pollution
Prevention Plan (SWPPP) has been granted by the Public Works Director or Designee.
B. All engineering plans and specifications submitted for approval shall be stamped by a
professional engineer registered in the State of Washington. All site improvement plans
and the cover page of copies of the Drainage Report must be signed and dated by
the professional engineer approving the design.
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C. All land boundary surveys used, and legal descriptions prepared, for preparing
preliminary and engineering plans must be stamped by a professional land surveyor
registered in the State of Washington. Topographic survey data and mapping
prepared specifically for a proposed project may be performed by the professional
engineer stamping the engineering plans as allowed by the Washington State Board of
Registration for Professional Engineers and Land Surveyors.
D. All retention/detention criteria shall be analyzed using the hydrograph methods and
routing procedures included in the (D.O.E.) Stormwater Management Manual for
Western Washington, or as approved by the Public Works Director or Designee.
E. Open retention/detention facilities and infiltration facilities shall not be located in
dedicated public road right-of-way areas unless specifically approved by the Public
Works Director or Designee, or unless part of a Low Impact Development (LID) using
approved LID facilities.
F. Emergency overflow provisions shall be installed in such a manner as to direct waters
away from all structures without causing failure of those structures. The impact of a
system failure should be analyzed both in terms of on-site and off-site effects. The
impacts may be to adjacent properties or to elements of the public drainage system or
other private systems. Retention/detention and infiltration facility design must take into
account overflows which may result from:
1. Higher-intensity or longer-duration storms than the design storm.
2. Plugged orifices.
3. Inadequate storage due to sediment buildup.
4. Debris blockage.
5. Other reasons causing system failure.
G. Maximum allowable release rates from stormwater detention systems shall be based
upon the pre-development runoff from the site. The allowable release rate shall be
determined as specified in the (D.O.E.) Stormwater Management Manual for Western
Washington. The allowable release rate may be decreased on a case-by-case basis
due to constraints in the drainage system downstream.
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H. All drainage system elements shall provide for adequate maintenance and
accessibility at all times. No storm drainage system elements shall be located within
ten feet of or underneath any structure and the system shall be designed to eliminate
interference from underground utilities and from conditions which exceed design loads
for any pipe or other structural elements.
I. All aspects of public health and safety must be carefully reviewed in every drainage
control system plan. Protective measures are often necessary and shall be required
whenever deemed appropriate by the Public Works Director or Designee. The
protective measures themselves shall be designed so as not to constitute hazards or
nuisances.
J. The designer should consider system reliability in terms of layout, specification of
materials, methods of installation and the influence of other activities in the area both
during and after construction.
K. The frequency and difficulty of future maintenance should be minimized by thorough
consideration of possible failures in the system during design and what would be
required to correct the problem. Design adjustments to ease maintenance should be
a major consideration.
L. The designer should consider multiple use of elements of the drainage system. This
multiple use may require compromise, but no adjustments to usual policies or standards
will be made which would impact the system to the degree that risk of failure, impact
of system failure or exposure of the general public to hazard is increased.
M. The use of the site should be evaluated to determine if hazardous materials or other
pollutants are likely to be present, and if extraordinary design considerations are
necessary.
N. The visual impact and other potential problems (mosquito breeding, smell, etc.) should
be considered. Concerns will vary with the site environment, but aesthetics should
always be of concern to the designer.
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O. Offsite improvements may be required if on-site controls are insufficient to mitigate
impacts due to flooding, erosion, sedimentation, pollution, or habitat degradation.
P. Roof drains shall not be connected to the sanitary sewer.
Q. Developer shall meet all applicable federal, state, and local water quality standards
prior to discharge to any wetland, stream, river, or lake.
R. Surface water entering the subject property shall be received at the naturally occurring
location, and surface water exiting the subject property shall be discharged at the
natural location with adequate energy dissipaters to minimize downstream damage
and with no diversion at any of these points.
S. Where open ditch construction is used to handle drainage within the subject property,
a minimum of 15 feet will be provided between any structures and the top of the bank
of the defined channel.
1. In open channel work, the water surface elevation will be indicated on the plan
and profile drawings. The configuration of the finished grades constituting the
banks of the open channel will also be shown on the drawings.
2. Proposed cross-section of the channel will be shown with stable side slopes.
Side slopes will be no steeper than 3H:1V unless stabilized in some manner
approved by the Public Works Director or Designee.
3. The 100-year water surface elevation of the design flow will be indicated on the
cross-section.
T. Where a closed system is used to handle drainage within the subject property, all
structures will be a minimum 10 feet from the closed system.
U. The proposed measures for controlling runoff during construction shall include a
statement indicating the proposed staging of all clearing, grading and building
activities.
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V. Drainage facilities shall be designed and constructed in accordance with City
Standards and as directed by the Public Works Director or Designee.
W. Vegetation shall be established on areas disturbed or other locations on the site to
protect watercourses from erosion, siltation or temperature increases.
X. Surface water exiting from the subject property shall have pollution control and oil
separator devices installed at the discharge point from the subject property when
draining parking lots of paved roadway surfaces or handling contaminated storm
runoff.
4-060 LOW IMPACT DEVELOPMENT
For all Low Impact Development (LID) practices please refer to MMC 19.49. The purpose of the
chapter is to permit design flexibility and provide performance criteria for LID. LID is a
stormwater management and land development strategy utilized in site design and
construction that emphasizes conservation and use of on-site natural features integrated with
engineered, small-scale hydrologic controls to mimic natural hydrologic functions.
Implementation of LID benefits streams, lakes, and Puget Sound by moderating the impacts of
stormwater runoff generated by the built environment. LID techniques may supplant or
augment traditional, structural stormwater management solutions. Low impact best
management practices (BMPs) are described in the current Low Impact Development
Technical Guidance Manual for Puget Sound, published by the Puget Sound Action Team.
LID objectives are:
(1) To retain or restore native forest cover to capture, infiltrate, and evaporate all or a portion
of the rainfall on a site;
(2) To confine development to the smallest possible footprint and minimize land disturbance
and site grading;
(3) To preserve or restore the health and water-holding capacity of soils;
(4) To incorporate natural site features that promote stormwater infiltration;
(6) To minimize all impervious surfaces and especially those that drain to conventional piped
conveyance;
(7) To manage stormwater through infiltration, bioretention, and dispersion; and
(8) To manage stormwater runoff as close to its origin as possible in small, dispersed facilities.
4-070 RESERVED
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4-080 ROADWAY DRAINAGE
A. General
1.Designs: Drainage facilities shall be designed consistent with City of Marysville
Drainage and Erosion Control Design Standards and the (D.O.E.) Stormwater
Management Manual for Western Washington, adopted edition. Structures
shall be placed and constructed as shown in these Standard Plans.
Roadway storm detention facilities shall be provided for all improvements to
public roads exceeding 5000 sq. ft. of impervious surface.
Roadway storm drainage facilities shall be provided for any and all road
construction. Roadway storm drainage facilities shall be designed and
constructed in such a manner as to provide opportunity for drainage of
adjacent properties.
2.Specifications: Materials, construction, and testing are specified in the WSDOT
Standard Specifications. The City Engineer may amend, delete, or add
Specifications or Standard Plans.
3.Conflicts: Where technical conflicts may occur between this document and
other Storm Drainage Design Standards, the City Engineer shall decide which
document governs.
B. Storm Sewers and Culverts
1. Minimum pipe size shall be 12-inch diameter. Eight-inch diameter may be
permitted on cross street laterals to avoid utility conflict or meet shallow
gradient.
2. Driveway culverts shall conform to Standard Plan 4-080-003.
3. The following pipes, specified in Section 9-05 of the WSDOT Standard
Specifications are allowed: plain and reinforced concrete storm sewer pipe,
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aluminized Type 2 corrugated steel, steel spiral rib and corrugated steel with
asphalt coating Type 1, spiral rib and corrugated aluminum, ductile iron,
polyvinyl chloride (PVC), lined corrugated polyethylene (LCPE), smooth wall
polyethylene (SWPE), and high density polyethylene (HDPE) pipe. N-12 pipe is
not accepted within City Right of Way.
4. LCPE pipe shall have a smooth interior wall meeting or exceeding Type III,
Category 4 or 5, Grade P33 or P34, Class C per ASTM D1248, minimum cell Class
ASTM D3350, 324420C. LCPE shall also meet or exceed the requirements of
AASHTO M294, Type S. Pipe shall be placed in accordance with City
Specifications.
5.SWPE pipe with maximum SDR of 32.5, minimum cell Class ASTM D3350, 334434C
and meeting City Specifications for ductile iron pipe with restrained mechanical
joints may be used for outfalls on steep slopes.
6. PVC pipe shall require the use of bedding material for flexible pipe specified in
Section 9-03 the of WSDOT Standard Specifications.
7. LCPE and SWPE shall be bedded on gravel backfill for pipe bedding as
specified in Section 9-03 of the WSDOT Standard Specifications. Above ground
installation of SWPE does not require pipe bedding.
8. When required by the City Engineer, PVC, LCPE and SWPE shall be tested using
the deflection test procedure described in Section 7-17.3(2)H of the WSDOT
Standard Specifications. Pipe sections failing the mandrel test shall be
replaced, except that reshaping SWPE and LCPE sections to meet requirements
may be allowed if the original deformation is less than 20 percent.
9. Concrete pipe shall be rubber gasketed and metal pipe shall be gasketed and
securely banded.
10.Leak testing shall be conducted if required by the City Engineer.
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11. If the depth to the top of pipe exceeds eight feet, the City Engineer shall select
the pipe material.
12. Bevel the projecting ends of culverts within the right-of-way per Standard Plans
4-080-004 and 4-080-005.
13. French drains shall be installed where it is desirable to intercept the ground
water and transfer it off site. See Standard Plan 4-080-006.
C. Catch Basins and Junctions
1. Catch basins shall be spaced no greater than 150 feet for road grades less than
one percent, 200 feet for grades between one and three percent; and 300 feet
for grades three percent and greater. Where the width of the tributary road
surface exceeds 35 feet, the cross slope exceeds four percent, catch basin
spacing analysis is required. The analysis must show the depth of water at the
edge of the traveled way does not exceed 0.12 feet or extend more than five
feet into the traveled way for the 10-year storm event, using flows generated by
the rational formula.
2. New catch basins shall be constructed and installed in conformance with
Standard Plans 4-080-007 through 4-080-010, and 4-080-014.
3. Connections to pipe systems may be made without placing a catch basin or
manhole on the mainline provided all of the following conditions are met:
a. The mainline pipe is 48 inches or greater and at least two times the size
of the connecting pipe.
b. All connections shall be performed in accordance with the
manufacturer’s recommendations. Standard shop fabricated tees,
wyes and saddles shall be used. Concrete pipe connections shall be
constructed in accordance with Standard Plan 4-080-011.
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c. There shall be a catch basin or manhole on the connecting pipe within
two to ten feet of the external wall of the main line. See Standard Plan
4-080-011.
d.Offset angle of connecting pipe to mainline, horizontally and vertically,
shall be less than 45 degrees.
4. Connections to an existing system shall avoid directing project runoff through
downstream quality/quantity control facilities. Receiving systems may have
separate conveyance facilities: one connecting to quality/quantity facilities
and one by-passing them. Connection shall be to the bypass system where
available.
5. Use Type 2 catch basins where the depth to the invert of the pipe exceeds five
feet or the nominal diameter of the pipe is greater than 18 inches.
6. Manholes may be used in lieu of catch basins if they do not collect surface
water. Manholes shall be constructed and installed in conformance with
Standard Plans 4-080-012 through 4-080-014.
7. Roof and yard drains, or other concentrated flow from adjacent property shall
not discharge over the surface of roadways or sidewalks.
8. Catch basins or manholes are required when joining differing types of pipes.
9.Curb inlets shall be used to collect street runoff when catch basins are not used.
See Standard Plan 4-080-015.
D. Frames, Grates, and Covers
1. Unless otherwise specified, use vaned grates with standard frames in the
traveled way, gutter, or shoulder. Vaned grates shall not be located within
cross walks, (see Standard Plan 4-080-016). When vaned grates are
impractical, use Standard Grate (see Standard Plan 4-080-017).
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2. At sag vertical curves, or before intersections with a grade 3% or greater, use
through curb inlet frames. Where through curb inlets cannot be used, three
vaned inlets shall be used. One shall be located at the approximate low point
and another on either side at 25 foot horizontal spacing, but not greater than
0.1 foot above the low point, (see Standard Plan 4-080-018).
3. New & existing catch basins that do not or no longer collect runoff shall use or
be replaced with locking frame and solid covers (See Standard Plans 4-080-022,
4-080-023 and 4-080-024).
4. All storm drain covers and grates shall be locking. Manufacturer as approved
by the City Engineer.
5. Where vertical concrete curbs or extruded curbs are used, catch basin frames
and grates shall be installed in accordance with Standard Plan 4-080-025.
6. Slit drains may be used when approved by the City Engineer. At a minimum slit
drains shall have catch basins at either end unless used as a driveway culvert.
The maximum distance between catch basins along a slit drain shall be 50 feet.
E. Erosion Control. Filter fabric fences shall be constructed of material designed
specifically for erosion control. The fabric shall be composed of rot-proof woven or
non-woven polymeric fibers and be free of chemical treatment or coating that may
reduce permeability. The fabric shall meet the following test requirements: minimum
110 lbs. grab tensile strength per ASTM D-1682, minimum 40 lbs. puncture strength per
ASTM D-751 Modified, and 20-100 Equivalent Opening Size (EOS) based on U.S.
standard sieves. See Standard Plan 4-040-008.
F. Trenches. See Underground Utility Installation - Chapter 3.
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4-090 ADDITIONAL INFORMATION REQUIRED
The requirements of this Chapter may be modified at the discretion of the Public Works
Director or Designee when more information is deemed necessary for proper review.
4-100 INSPECTION - CONSTRUCTION
A. All activities regulated by this Chapter shall be inspected by the Engineer and/or
Construction Inspection Division of Community Development. Projects shall be
inspected at various stages of the work to determine that adequate control is being
exercised. Stages of work requiring inspection include, but are not limited to:
preconstruction, installation of BMP’s, land-disturbing activities, installation of utilities,
landscaping, retaining walls, and completion of project. When required by the Public
Works Director or Designee, special inspection and/or testing shall be performed.
B. At the time of approval of the Construction Stormwater Pollution Prevention Plan or
Stormwater Site Plan for the subject property, a schedule for inspection to ensure
proper review of construction and facilities will be established by the Public Works
Director or Designee. The following inspections may be required as a minimum:
(1) Initial Inspection. Whenever work on the site preparation, grading, excavations,
or fill is ready to be commenced, but in all cases prior thereto;
(2) Rough Grading. When all rough grading has been completed;
(3) Bury Inspection. Prior to burial of any underground drainage structure;
(4) Finish Grading. When all work including installation of all drainage structures
and other protective devices has been completed;
(5) Planting. When erosion control planting shows active growth.
In some circumstances not all of the above inspections may be necessary. It shall be
the discretion of the Public Works Director or Designee to waive or combine any of the
above inspections as dictated by conditions.
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C. A final inspection by the City will be required at the end of the 2 year maintenance
bond period. The Developer will be responsible for repairing any deficiencies found as
a result of the City inspection.
D. Failure to comply with the provisions of this Chapter may result in enforcement pursuant
to MMC Chapter 4.
4-110 MODIFICATION OF FACILITIES DURING CONSTRUCTION
The Engineer may require that the construction of drainage facilities and associated project
designs be modified or redesigned if conditions occur or are discovered which were not
considered or known at the time the permit or approval was issued, such as uncovering
unexpected soil and/or water conditions, weather-generated problems, or undue materials
shortages. Any such modifications made during the construction of drainage control facilities
shall be shown on the final approved drainage plans, a revised copy of which shall be
provided to the Engineer for filing as an as-built drawing. All engineered plans, modifications &
as-builts are to be on the NAVD 88 Datum.
4-120 RESERVED
4-130 VARIANCES
A. A person requesting a variance from the Standards of this Chapter shall file an
application with the Public Works Director or Designee setting forth the location of the
development, the owner of the property, the nature of the variance request, and the
reason for the variance. An application fee established by the City Council shall
accompany the application. The application fee shall be applied to all the costs and
expenses incurred by the City in processing the application. In the event the filing fee is
inadequate the City shall bill any additional costs to the applicant which shall be paid
within 30 days and prior to the granting of any variance herein.
B. When considering an application for variance, the Public Works Director or Designee
shall evaluate the following factors:
1. Sufficient capacity of downstream facilities under design conditions.
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2. Maintenance of the integrity of the receiving waters.
3. Possibility of adverse effects of retention/detention.
4. Utility of regional retention/detention facilities.
5. Capability of maintenance of the system.
6. Structural integrity of abutting foundations and structures.
7. That the health, safety, and welfare of the City is not adversely affected.
8. The variance provides equivalent environmental protection and is in the
overriding public interest; and that the objectives of safety, function,
environmental protection, and facility maintenance, based upon sound
engineering, are fully met.
9. That there are specific physical circumstances or conditions affecting the
property such that the strict application of these provisions would deprive the
applicant of all reasonable use of the site in question, and every effort to find
creative ways to meet the intent of the minimum standards has been made.
10. That the granting of the variance will not be detrimental to the public health,
welfare, and safety, not injurious to other properties in the vicinity and/or
downstream, and to the quality of the receiving waters.
11. The variance is the least possible variance that could be granted to comply
with the intent of the Minimum Requirements.
C. Requests for variances shall be filed in writing with the Public Works Director or Designee
and shall adequately detail the basis for granting a variance.
D. The decision of the Public Works Director or Designee concerning a request for a
variance shall be made in writing.
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E. The decision of the Public Works Director or Designee may be appealed to the Hearing
Examiner by filing written notice of appeal with the City Clerk within 10 days of service
of the Public Works Director or Designee’s decision.
4-140 ESTABLISHMENT OF REGIONAL FACILITIES
A. In the event that public benefits would accrue due to modification of the Storm
Drainage Plan for the subject property to better implement the recommendations of
the City’s comprehensive drainage plans, the Public Works Director or Designee may
recommend that the City should assume some responsibility for the further design,
construction, operation, and maintenance of drainage facilities receiving runoff from
the subject property. Such decision shall be made concurrently with review and
approval of the Storm Drainage Plan.
B. In the event the City decides to assume responsibility for all or any portion of the
design, construction, operation, and maintenance of the facilities, the applicant shall
be required to contribute a pro rata share to the estimated cost of the facilities,
provided that such share shall not exceed the estimated costs of improvements the
applicant would otherwise have been required to install. The applicant may be
required to supply additional information at the request of the Public Works Director or
Designee to aid in determination by the City. Guidelines for implementing this section
will be defined by the Public Works Director or Designee.
4-150 BONDS REQUIRED
A. The City is authorized to require all persons constructing retention/detention or other
drainage treatment/abatement facilities to post surety and cash bonds.
B. Where such persons have previously posted or are required to post other such bonds
on the facility itself or on other construction related to the facility, such persons may,
with the permission of the Public Works Director or Designee and to the extent
allowable by law, combine all such bonds into a single bond; provided, that at no time
shall be amount thus bonded be less than the total amount which would have been
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required in the form of separate bonds; and provided, further, that such a bond shall
on its face clearly delineate those separate bonds which it is intended to replace.
1. Construction Bond. Prior to commencing construction, the person
constructing the facility shall post a construction bond in an amount sufficient to
cover the cost of performing the construction per the approved drainage
plans. After determination by the Public Works Director or Designee that all
facilities are constructed in compliance with the approved plans, the
construction bond shall be released. Alternatively, an equivalent cash deposit
to an escrow account administered by a local bank designated by the City
may be allowed at the City’s option.
2. Maintenance Bond. After satisfactory completion of the facilities and release
of the construction bond by the City, the person constructing the facility shall
commence a two year period of satisfactory maintenance of the facility. A
cash bond to be used at the discretion of the City to correct deficiencies in said
maintenance affecting public health, safety and welfare must be posted and
maintained throughout the two year maintenance period. The amount of the
cash bond shall be determined by the City. In addition, at the discretion of the
Public Works Director or Designee, a Surety bond or cash bond to cover the
cost of design defects or failures in workmanship, shall also be posted and
maintained through the two year maintenance period. Alternatively, an
equivalent cash deposit to an escrow account administered by a local bank
may be allowed at the City’s option.
3. Liability Policy. The person constructing the facility shall maintain a liability
policy in an amount to be determined by the City which shall name the City of
Marysville as an additional insured and which shall protect the City from any
liability for any accident, negligence, failure of the facility, of any other liability
whatsoever, relating to the construction or maintenance of the facility. The
liability policy shall be maintained for the duration of the facility by the owner of
the facility, provided that in the case of facilities assumed by the City for
maintenance, the liability policy shall be terminated when the City
maintenance responsibility commences.
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4-160 OPERATION AND MAINTENANCE REQUIREMENTS (PRIVATE SYSTEMS)
A. Maintenance Required. All stormwater facilities shall be maintained in accordance
with the adopted D.O.E Stormwater Manual, the LID Technical Guidance Manual (for
LID Sites), and the provisions provided herein. Systematic, routine preventive
maintenance is preferred.
B. Minimum Standards.
The following are the minimum standards for the maintenance of stormwater facilities:
1. It shall be the duty of the owner to maintain, repair and restore, at the owner’s
expense, all private stormwater and drainage systems located on the owner’s
property. Maintenance shall be performed in accordance with the minimum
requirements of this Chapter and in accordance with any maintenance
schedule adopted during the plan review process for constructing the facilities.
The City shall be granted to the right to conduct emergency maintenance as
deemed necessary by the City Engineer. The City will be reimbursed by the
private owner for any emergency maintenance costs incurred.
2. No person shall cause or permit any drainage system located on the owner’s
property to be obstructed, filled, graded, or used for disposal of debris.
3. Minimum requirements for the maintenance of stormwater facilities shall include
but not be limited to the following:
a. Annual inspection.
b. Removing brush, vegetation, debris and other blockage.
c. Removing sediment, silts, sands and gravels.
d. Removing oils, grease, tars and other pollutants.
e. Repairing and replacing damaged facilities as required.
f. All other activities necessary to ensure the facilities are operating as
designed.
Item 23 - 263
Marysville City Council Work Session May 7, 2007
4 - 25
C. Disposal of Waste From Maintenance Activities. Disposal of waste from maintenance
activities shall be conducted in accordance with the minimum Functional Standards
for Solid Waste Handling, Chapter 173-304 WAC, guidelines by the Washington State
Department of Ecology for disposal of waste materials from stormwater maintenance
activities, and where appropriate, the Dangerous Waste Regulations, Chapter 173-303
WAC.
D. Maintenance of Drainage Swales, Biofiltration Swales, and Ditches.
1. Open drainage swales and ditches which are located on private property (and
often located within public drainage easements) shall be cleaned, maintained,
and protected in continuous compliance with the standards and specifications
of the City. Responsibility for such work shall be borne by the owner of the
underlying property; provided, that the City shall bear such responsibility for
regional drainage ditches and facilities, as determined by the Director of the
Department of Public Works, if the same are publicly owned or within public
easements which are accessible to City personnel.
2. Vegetated stormwater facilities, such as grassed swales and biofilters, shall be
inspected semi-annually and mowed and replanted as required by the Public
Works Director or Designee. Clippings shall be removed and properly disposed
of.
3. No person shall cause or permit open drainage swales and ditches to be
obstructed, filled, graded, or used for disposal of debris.
4. Upon receiving express approval from the Director of the Department of Public
works, a property owner may convert a drainage swale or ditch into an
enclosed drainage system. Such work shall be performed in compliance with
the standards and specifications of the City and shall be subject to inspection
and approval by the Department of Public Works. Culverts and drainage
appurtenances installed by private owners may be conveyed to the City, at no
cost, by a bill of sale.
Item 23 - 264
Marysville City Council Work Session May 7, 2007
4 - 26
E. Authority. The Public Works Director or Designee shall have the authority to enforce this
Chapter. The Public Works Director or Designee is authorized to develop an inspection
program for stormwater facilities in the City of Marysville. Persons or occupants of the
site shall allow any authorized representative of the Public Works Department access at
all reasonable times to all parts of the premises for the purpose of inspection, sampling,
and record examinations.
F. Maintenance Inspection Program. Whenever implementing the provisions of the
inspection program or whenever there is cause to believe that a violation has been or
is being committed, the inspector is authorized to inspect during regular working hours
and at other reasonable times all stormwater drainage systems within the City to
determine compliance with the provisions of these regulations.
Procedures: Prior to making any inspections, the inspector shall present identification
credentials, state the reason for the inspection, and request entry.
1. If the property or any building or structure on the property is unoccupied, the
inspector shall first make a reasonable effort to locate the owner or other
person(s) having charge or control of the property or portions of the property
and request entry.
2. If after reasonable effort, the inspector is unable to locate the owner or other
person(s) having charge or control of the property, and has reason to believe
the condition of the stormwater drainage system creates an imminent hazard
to persons or property, the inspector may enter.
3. Unless entry is consented to by the owner or person(s) in control of the property
or portion of the property or unless conditions are reasonably believed to exist
which create imminent hazard, the inspector shall obtain a search warrant prior
to entry, as authorized by the laws of the State of Washington.
4. The inspector may inspect the stormwater drainage system without obtaining a
search warrant provided for in Subsection 3 above, provided the inspection
can be conducted while remaining on public property or other property when
permission to enter has been obtained.
Item 23 - 265
Marysville City Council Work Session May 7, 2007
4 - 27
G. Inspection Schedule. The Public Works Director or Designee shall establish a master
inspection and maintenance schedule to inspect appropriate stormwater facilities that
are not owned by the City. Inspections shall be annual. Critical stormwater facilities
may require a more frequent inspection schedule.
H. Inspection and Maintenance Records. As existing stormwater facilities are
encountered, they shall be added to the master inspection and maintenance
schedule. Records of new stormwater facilities shall include the following:
1. As-built plans and locations.
2. Findings of fact from any exemption granted by the local government.
3. Operation and maintenance requirements and records of inspection,
maintenance actions and frequencies.
4. Engineering reports, as appropriate.
I. Orders. The Engineer shall have the authority to issue an owner or person an order to
maintain or repair a component of a stormwater facility BMP to bring it in compliance
with this Chapter, and/or City regulations. The order shall include:
1. A description of the specific nature, extent and time of the violation and the
damage or potential damage that reasonably might occur.
2. A notice that the violations or the potential violation cease and desist and, in
appropriate cases, the specific corrective actions to be taken.
3. A reasonable time to comply, depending on the circumstances.
Item 23 - 266
Marysville City Council Work Session May 7, 2007
4 - 28
4-170 OPERATION AND MAINTENANCE - ASSUMPTION BY CITY
The City may assume the operation and maintenance responsibility of retention/detention or
other drainage treatment/abatement facilities according to City policy after the expiration of
the two-year operation and maintenance period if:
A. All of the requirements of this Chapter have been fully complied with.
B. The facilities have been inspected and approved by the Engineer after two years of
operation.
C. All necessary easements entitling the City to properly operate and maintain the facility
have been conveyed to the City and recorded with the Snohomish County Auditor.
D. All drainage facilities including but not limited to ponds, vaults, CB’s, Control Structures,
shall be cleaned to a condition acceptable to the City prior to assumption.
E. The developer has supplied to the City an accounting of capital, construction, and
operation and maintenance expenses or other items, for the drainage facilities up to
the end of the two-year period, for the purposes of establishing the basis for future
bonding requirements for other developments.
4-180 ENFORCEMENT AND PENALTIES
A. General. Enforcement action shall be in accordance with Chapters 4, 14.15, 14.16,
14.17, and 19.28 of the Marysville Municipal Code.
B. Notice of Violation. Whenever the Public Works Director or Designee has found or
determined that a violation is occurring, the Compliance Officer is authorized to issue a
notice of violation directed to the property owner or occupant.
Item 23 - 267
Marysville City Council Work Session May 7, 2007
GN-1
GENERAL NOTES
1. All work and materials shall be in accordance with current City of Marysville Standards and
Specifications; the current edition of the Washington State Department of Transportation
Standard Specifications for Road, Bridge, and Municipal Construction; and the adopted
edition of the Washington State Department of Ecology Stormwater Management Manual for
Western Washington.
2. All work within the plat and City right-of-way shall be subject to the inspection of the City
engineer or designated representative.
3. Prior to any site construction including clearing/logging or grading, the site clearing limits shall
be located and field identified by the project surveyor (or project engineer) as required by
these plans. The project surveyor’s name and phone number is
_____________________________.
4. The developer, contractor and project engineer is responsible for water quality as determined
by the monitoring program established by the project engineer. The project engineer’s name
and phone number is ___________________________________________________.
5. Prior to any site work, the contractor shall contact the Department of Public Works at
360-363-8100 to schedule a preconstruction conference. Engineered as-built drawings in
accordance with the current adopted International Building Code shall be required prior to
site approval.
6. The contractor shall be responsible for obtaining all permits for utility, road, and right-of-way
construction. The contractor for this project is ______________________________________________.
Contact person is __________. Phone ______, Mobile phone _______, emergency phone
________.
7. The Construction Stormwater Pollution Prevention (SWPP) facilities shall be constructed in
accordance with the approved SWPP plans prior to any grading or extensive land clearing.
These facilities must be satisfactorily maintained until construction and landscaping is
completed and the potential for on-site erosion has passed. Sediment laden waters shall not
enter the natural drainage system.
Item 23 - 268
Marysville City Council Work Session May 7, 2007
GN-2
8. Non compliance with the requirements for; erosion controls, water quality and clearing limits
may result in revocation of; project permits, plan approval and bond foreclosures.
9. Trench backfill of new utilities and storm drainage facilities shall be compacted to 95%
maximum density (modified proctor) under roadways and 90% maximum density (modified
proctor) off roadways. Compaction shall be performed in accordance with Sections 7-08.3(3)
and 2-03.3(14)C - Method B as defined in the current edition of the WSDOT Standard
Specifications for Road, Bridge, and Municipal Construction.
10. The owner and contractor shall be responsible for locating and protecting all existing utilities
prior to beginning construction. Location of utilities shown on construction plans are based on
best records available and are subject to variation. For assistance in utility location, call 1-800-
424-5555.
11. Prior to construction the owner and/or contractor shall notify the project engineer and the City
engineer when conflicts exist between the plans and field conditions. Conflicts shall be
resolved (including plan and profile revisions) and resubmitted for approval prior to
proceeding with construction.
12. The contractor shall keep two sets of plans on site at all times for recording as-built information;
one set shall be submitted to the project engineer, and one set shall be submitted to the City
engineer at completion of construction and prior to final acceptance of work.
13. A grading permit issued pursuant to the current adopted International Building Code, and
approval of the temporary erosion and sedimentation control plan shall be obtained from the
Community Development Department prior to any on-site grading work not expressly exempt
by the current adopted International Building Code.
14. Prior to commencement of framing, final drainage inspection and approval of the roof leader
and positive footing systems shall be completed by the Building Department. Call 360-363-
8100 to schedule the inspection.
Item 23 - 269
Marysville City Council Work Session May 7, 2007
GN-3
STORM DRAINAGE NOTES
1. Prior to any site work including drainage, the contractor shall contact the City of Marysville
Construction Inspection Division of Community Development at 360-363-8100 to schedule a
pre-construction conference.
2. All pipe shall be placed on stable earth. If in the opinion of the City inspector, the existing
trench foundation is unsatisfactory, then it shall be excavated below grade and backfilled with
gravel bedding to support the pipe.
3. Backfill shall be placed equally on both sides of the pipe or pipe-arch in 6” average depth
loose lifts. Maximum lift depth shall not exceed 9”. Each lift shall be thoroughly compacted.
Compacted lifts must extend at least one pipe diameter on each side of the pipe or to the
side of the trench. Backfill over the pipe shall be performed in accordance with Sections
7-04.3(3) and 2-03.2(14)C - Method B and C of the WSDOT Standard Specifications for Road,
Bridge, and Municipal Construction.
4. All grates located in the gutter flow line (inlet and catch basin) shall be depressed 0.1 feet
below pavement level.
5. All catch basins to be Type I unless otherwise approved by the City engineer or designated
representative. The use and installation of inlets is not encouraged.
6. The contractor shall be responsible for adjusting all manhole, inlet and catch basin frames and
grates to grade just prior to curb installation and/or paving.
7. All catch basins with a depth of 5 feet or greater to the flow line shall be Type II catch basins.
8. Vaned grates are required on all storm structures where the roadway profile grade is greater
than 3%. All catch basins and manholes shall have locking lids. Rolled grates are not
approved for use outside of the City right-of-way or for use with Type II manholes.
9. Polypropylene safety steps and ladder steps shall be provided in all manholes and shall be
positioned correctly with the bolt areas on the rim.
Item 23 - 270
Marysville City Council Work Session May 7, 2007
GN-4
10. Catch basin frames and grates shall be Olympic Foundry Model SM60, SM52, or SM44, locking
type or equivalent. Model SM52 shall be referred to as a “Through Curb Inlet” on the plans,
Model SM44 shall be referred to as a “Rolled Grate Inlet” on the plans.
11. Detention ponds with side slopes steeper than 3:1 or with a maximum water depth greater
than 3 feet shall require a powder or vinyl coated chain link perimeter fence per standard
plans 3-501-007 & 008. Side slope averaging shall not be allowed. All inlet and outfall pipes
shall have a trash rack installed and a mortared riprap headwall. Refer to storm drainage note
18.
12. Prior to sidewalk construction; lot drainage systems, stub-outs and any behind sidewalk drains
must be installed as required. Pipe shall be PVC 3034, or SDR-35. Stub-outs shall be marked
with a 2” x 4” with 3 feet visible above grade and marked “storm”. Locations of these
installations shall be shown on the as-built construction plans submitted to the City.
13. Storm water retention/detention facilities, storm drainage pipe and catch basins shall be
flushed and cleaned by the developer prior to; City of Marysville final acceptance of the
project and; upon commencement and completion of the 2 year warranty period for the
storm drainage system.
14. Unless otherwise noted, all storm sewer pipe shall be; (CP) non-reinforced concrete, ASTM C-14;
(RCP) reinforced concrete for concrete pipe diameters 24” or greater, ASTM C-76; or (CMP)
corrugated metal. CMP to be; galvanized steel with Treatment I asphalt coating or better; or
corrugated aluminum; or AASHTO M274-70 aluminized steel. All pipes shall be installed with
rubber gaskets as per manufacturers recommendations.
Coverage Requirements for 12” diameter pipe:
Backfill over pipe less than 12” requires RCP Class IV.
Backfill over pipe less than 24” requires RCP minimum.
Backfill over pipe greater than 24” requires 16 gage CMP minimum.
15. Corrugated Polyethylene Pipe (CPP):
A. All pipe shall be smooth interior. CPP shall be double-walled. All pipe shall meet
AASHTO and ASTM specifications.
Item 23 - 271
Marysville City Council Work Session May 7, 2007
GN-5
B. Upon request by the City inspector, all pipe runs shall pass the low pressure air test
requirements of Section 7-04.3(1) E & F of the WSDOT Standard Specifications for Road,
Bridge, and Municipal Construction. Pipe runs shall be tested with pipe loaded and
compacted to finish grade.
C. Upon request by the City inspector, pipe shall be subject to mandrel testing (mandrel
size = 90% of nominal pipe diameter).
D. Pipe shall be stored on site in shipping bunks on a flat level surface. This requirement will
be strictly enforced; failure to comply may result in rejection of the pipe and/or future
restriction on use of material.
E. Minimum depth of cover shall be 2 feet.
F. Couplings shall be integral bell and spigot or double bell separate couplings. Split
couplings will not be allowed.
G. Backfill shall comply with Section 7-08.3(3) of the WSDOT Standard Specifications for
Road, Bridge, and Municipal Construction modified as follows:
The second paragraph of Section 7-08.3(3) is deleted and replaced with the
following:
The material used for backfilling around and to a point 1 foot above the top of the
pipe shall be clean earth or sand, free from clay. Any gravel or stones included in the
backfill shall pass through a 1 inch sieve.
16. All non-perforated metal pipe shall have neoprene gaskets at the joints. O-ring gaskets may
be used for type-F coupling band.
17. Culvert ends shall be beveled to match side slopes. Field cutting of culvert ends is permitted
when approved by the City engineer or designated representative.
18. All field cut culvert pipe shall be treated as required in the Standard Specifications or General
Special Provisions.
Item 23 - 272
Marysville City Council Work Session May 7, 2007
GN-6
SITE GRADING AND SWPPP NOTES
1. Noncompliance with the erosion control requirements, water quality requirements and
clearing limits violations may result in revocation of project permits and plan approval and
bond foreclosures.
2. Prior to any site construction, including clearing, logging or grading, the site clearing limits shall
be located and field identified by the project surveyor (or project engineer) as required by
these plans. The project surveyor’s name and phone number is
_____________________________.
3. Developer (or project engineer) is responsible for water quality as determined by the
monitoring program established by the project engineer. The project engineer’s name and
phone number is __________________________________________________________________________.
4. The Construction Stormwater Pollution Prevention facilities shall be constructed in accordance
with the approved SWPPP prior to any grading or extensive land clearing. An inspection by
the City of these facilities shall be arranged for by the contractor prior to any grading. These
facilities must be satisfactorily maintained until construction and landscaping is completed
and the potential for on-site erosion has passed.
5. All site work must be performed in accordance with the current City adopted International
Building Code.
6. All earth work shall be performed in accordance with City Standards. Preconstruction soils
investigation may be required to evaluate soils stability.
7. If cut and fill slopes exceed a maximum of two feet horizontal to one foot vertical, a rock or
concrete retaining wall may be required. All rock retaining walls greater than four (4) feet in
height are to be designed and certified by a professional engineer experienced in soil
mechanics.
8. Stockpiles are to be located in safe areas and adequately protected by temporary seeding
and mulching. Hydroseeding is preferred.
Item 23 - 273
Marysville City Council Work Session May 7, 2007
GN-7
9. All structural fills shall be compacted to a minimum of 95% maximum density in the upper 4
feet & 90% maximum density below 4 feet as determined by modified proctor.
10. Prior to any site work pertaining to drainage, the contractor shall contact the Construction
Inspection Division of Community Development s at 360-363-8100 to schedule a
preconstruction conference.
11. Construction Stormwater Pollution Prevention measures shall be installed prior to any site work.
(See attached detailed drainage plan).
12. The surface of all slopes shall be compacted. This may be accomplished by over-building the
slopes, then cutting back to final grades; or by compacting each lift as the slope is being
constructed. All slopes shall be compacted by the end of each working day.
13. Upon completion of work, final reports must be submitted to the City in conformance with the
current City adopted International Building Code..
Item 23 - 274
Marysville City Council Work Session May 7, 2007
GN-8
TEMPORARY GRAVEL CONSTRUCTION ENTRANCE
1. The temporary construction entrance should be cleared of all vegetation, roots, and other
objectionable material. Any drainage facilities required because of washing should be
constructed according to specifications in the plan. If wash racks are used, they should be
installed according to manufactures specifications.
2. Gravel shall be crushed ballast rock, 8” to 12” in depth and installed to the specified
dimensions at the entrance.
3. The gravel ballast rock shall be 4” to 8” in diameter and placed across the full width of the
vehicular ingress and egress area. The length of entrance shall be a minimum of 100 feet.
4. If conditions on the site are such that most of the mud is not removed from vehicle tires by
contact with the gravel, then the tires must be washed before vehicles enter onto a public
road. Wash water must be carried away from entrance to a settling area to remove sediment.
A wash rack may also be used to make washing more convenient and effective.
5. The entrance shall be maintained in a condition which will prevent tracking or flow of mud
onto public rights-of-way. This may require periodic top dressing with 2” stone, as conditions
demand, and repair and/or clean out any structures used to trap sediment. All materials
spilled, dropped, washed or tracked from vehicles onto roadway or into storm drains must be
removed immediately.
Item 23 - 275
Marysville City Council Work Session May 7, 2007
GN-9
HYDROSEEDING GENERAL NOTES
1. Construction Acceptance: Will be subject to a well established ground cover that fulfills the
requirements of the approved construction plans and City of Marysville Standards.
2. All disturbed areas such as retention facilities, roadway backslopes, etc., shall be seeded with
a perennial ground cover grass to minimize erosion. Grass seeding will be done using an
approved hydroseeder or as otherwise approved by the City of Marysville.
3. Preparation of Surface: All areas to be seeded shall be cultivated to the satisfaction of the
City Inspector. This may be accomplished by disking, raking, harrowing, or other acceptable
means.
4. Immediately following finish grading permanent vegetation shall be applied consistent with
the design and maintenance standards for Temporary and Permanent Seeding in the City
adopted Department of Ecology Stormwater Management Manual for Western Washington.
5. All hydroseeding firms shall have a printout of the application rate for each job readily
available for inspection by the Construction Inspection Division of Community Development.
6. The City of Marysville Construction Inspection Division of Community Development shall be
notified of potential hydroseeding prior to the commencement of same to ensure compliance
of these specifications.
MAINTENANCE OF SILTATION BARRIERS
1. Siltation barriers shall be inspected immediately after each rainfall and at least daily during
prolonged rainfall. Close attention shall be paid to the repair of damaged bales, end runs and
undercutting beneath bales. Necessary repairs to barriers or replacement of bales shall be
accomplished promptly. Sediment deposits should be removed after each rainfall. Sediment
deposits must be removed when sediment level reaches approximately one-half the siltation
barrier height. Any sediment deposits remaining in place after the straw bale barrier is no
longer required shall be dressed to conform to the existing grade, prepared and seeded.
Item 23 - 276
Marysville City Council Work Session May 7, 2007
GN-10
STAND PIPE AND SEDIMENT POND MAINTENANCE
1. The embankment of the basin should be checked regularly to insure that it is structurally sound
and has not been damaged by erosion or construction equipment. The emergency spillway
should be checked regularly to insure that the lining is well established and erosion resistant.
The siltation basin should be checked for sediment cleanout after each rainfall which
produces runoff. When the sediment reaches the cleanout level, it shall be removed and
properly disposed.
BIOFILTER SWALE PLANTING NOTES
1. Final engineering approval is contingent on swale inspection by the City of Marysville
Construction Inspection Division of Community Development.
2. Inspection must be requested by calling the City of Marysville Construction Inspection Division
of Community Development at 360-363-8100 at least 24 hours prior to inspection date.
3. Erosion control seed mix or shingle-weave sod, as determined by the City Engineer or
designated representative, shall be placed above the design water surface for the 6-month,
24-hour storm event. A minimum topsoil depth of 4” shall be placed within the swale. The
topsoil surface shall be at design grade for the swale. An erosion control blanket shall cover
the topsoil to prevent erosion of topsoil and seed mix until a well defined ground cover is
established. The wetted surface area as defined by the 6-month, 24-hour storm event shall be
planted with wet tolerant plant species.
4. Recommended Seed Mix for Bioswales:
% Weight % Purity % Germination
Tall or meadow fescue
Festuca arundinacea or Festuca elatior
75-80 98 90
Seaside/Creeping bentgrass
Agrostis palustris
10-15 92 85
Redtop bentgrass
Agrostis alba or Agrostis gigantea
5-10 90 80
Item 23 - 277
Marysville City Council Work Session May 7, 2007
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CHAPTER 5
SANITARY SEWER
DESIGN STANDARDS
April 1997
Revised May 2007
Prepared by:
City of Marysville
Public Works / Community Development
Item 23 - 315
Marysville City Council Work Session May 7, 2007
CHAPTER 5 - SANITARY SEWER & LIFT STATIONS
Page No.
5-000 General Considerations 5-1
5-010 General 5-1
5-100 Design Standards 5-2
5-105 Gravity Sewer Design Standards 5-4
5-110 Main Line - Gravity 5-6
5-115 Connection to Existing System 5-6
5-120 Manholes 5-7
5-125 Slope 5-9
5-130 Increasing Size 5-10
5-135 High Velocity Protection 5-10
5-140 Drops 5-11
5-145 Cleanouts 5-11
5-150 Building Sewer 5-11
5-155 Marking Side Sewers 5-12
5-160 Sanitary Sewer/Water Main Crossings 5-12
5-165 Preconstruction 5-12
5-170 Staking 5-12
5-175 Trench Excavation 5-12
5-180 Backfilling 5-12
5-185 Dewatering Trench 5-12
5-190 Street Patching and Restoration 5-13
5-195 Testing Gravity Sewers 5-13
5-200 Sewage Lift Stations 5-14
5-205 Location and Flood Protection 5-15
5-210 Design Standards 5-15
5-215 Pumping Rate and Number of Units 5-16
5-220 Grit and Clogging Protection 5-16
5-225 Pumping Units 5-17
5-230 Flow Measurement 5-18
5-235 Bypasses/Storage 5-18
5-240 Alarm System 5-18
5-245 Materials Considerations 5-19
5-250 Electrical Equipment 5-19
5-251 Electrical & Telemetry Controls 5-19
5-252 Electrical Control Panel 5-19
5-253 Service Wiring 5-20
5-254 Telemetry 5-20
5-255 Telemetry Annunciator Panel 5-20
5-256 Lighting 5-21
5-260 Water Supply 5-21
5-265 Pump and Motor Removal 5-21
5-270 Access 5-22
5-275 Valves and Piping 5-22
5-280 Pigging Ports 5-23
5-285 Ventilation 5-23
5-300 Wet Well - Dry Well Stations 5-23
5-305 Type of Pumps 5-23
Item 23 - 316
Marysville City Council Work Session May 7, 2007
5-310 Separation 5-24
5-315 Wet Well Size 5-24
5-320 Floor Slope 5-24
5-325 Ventilation 5-24
5-330 Dry Well Dewatering 5-25
5-335 Dry Well Emergency Equipment 5-25
5-340 Miscellaneous 5-25
5-400 Suction Lift Stations 5-25
5-405 Priming 5-25
5-410 Capacity 5-25
5-415 Air Relief 5-26
5-420 Pump Locations 5-26
5-425 Access to Wet Well 5-26
5-500 Submersible Pump Stations 5-26
5-505 Type of Pumps 5-27
5-510 Pump Removal 5-27
5-515 Controls 5-28
5-520 Valves 5-28
5-525 Submergence 5-28
5-600 Reliability 5-28
5-605 Objective 5-28
5-610 Backup Units 5-28
5-615 Power Outages 5-28
5-620 Emergency Power Supply 5-28
5-621 General 5-28
5-622 In Place Equipment 5-29
5-700 Force Mains 5-29
5-705 Size 5-29
5-710 Velocity 5-29
5-715 Termination 5-29
5-720 Force Main/Materials /Construction 5-30
5-725 Surge Protection 5-31
5-730 Air/Vacuum Valves 5-31
5-735 Anchorage 5-31
5-740 Pressure Tests 5-31
5-800 Control Building (Large Pump Stations Only) 5-32
5-850 Private Grinder Pumps 5-33
5-900 Grease Interceptors 5-36
General Notes 5-37
Item 23 - 317
Marysville City Council Work Session May 7, 2007
5-1
CHAPTER 5
SANITARY SEWER
5-000 General Considerations
5-010 General Sanitary sewerage refers to wastewater derived from domestic, commercial, and
industrial pretreated waste to which storm, surface, and ground water are not intentionally
admitted.
Any extension of or connection to Marysville’s sanitary sewer system must be approved by the
Engineering Department and must conform to the City of Marysville’s Comprehensive Sanitary
Sewer Plan.
Within the corporate City limits where a public sewer is available it must be used (M.M.C.
14.01.050).
The standards established by this chapter are intended to represent the minimum standards for
the design and construction of sanitary sewer facilities. Greater or lesser requirements may be
mandated by the City due to localized conditions. Washington State Department of Ecology’s
Criteria for Sewage Works Designs shall also be utilized by the city in its review and approval of
system connections, extensions, and/or modifications as well as the most recent addition of the
WSDOT Standard Specifications for Road, Bridge, and Municipal Construction.
Anyone who wishes to extend or connect to the City’s sewer system should contact the
Engineering Department for a sewer extension/connection fee estimate of the costs due the
City for a sewer extension or connection, per M.M.C. 14.01.030 Application for Utility Service.
Prior to the release of any water meters, connection to the public sewer system must be
completed and all connection/capital fees, recovery fees, main fees, inspection fees, and
other applicable fees must be paid prior to any commercial or subdivision final approval.
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Maintenance of the building or side sewer shall be the responsibility of the property owner to
the main line. At the City’s discretion maintenance and/or repair to side sewers within City
right of way will be required to be completed by the city and billed to the property owner.
5-100 Design Standards The design of sanitary sewer systems shall be dependent on local site
conditions. The design elements of sanitary sewer systems shall conform to minimum City
Standards set forth herein and follow current design practice and in compliance with M.M.C.
14.03. All sewers shall be designed as a gravity sewer whenever physically and/or
economically feasible or as outlined in the Comprehensive Sanitary Sewer Plan.
A. Detailed engineering plans shall be submitted for the City’s review. The plans shall
indicate the location, size, and the type of pipe material for the proposed sewers and
the connection with existing sewers. These plans shall be separate from water plans.
B. Plans and profiles shall show:
• Location of streets, right-of-ways, easements, existing utilities, and sewers.
• Ground surface, pipe type, class and size, manhole stationing, invert and
surface elevation at each manhole, and grade of sewer between adjacent
manholes. All manholes shall be numbered on the plans and correspondingly
numbered on the profile. Where there is any question of the sewer being
sufficiently deep to serve any residence, the elevation and location of the
basement floor, if basements are served, shall be plotted on the profile of the
sewer which is to serve the house in question. The Developer shall state that all
sewers are sufficiently deep to serve adjacent basements, except where
otherwise noted on the plans.
• All known existing structures, both above and below ground.
• All utility easements, including County recording numbers.
• Details in scale drawings which clearly show special sewer joints and cross-
sections, and sewer appurtenances such as manholes and related items and all
other items as required by the City to clearly identify construction items,
materials, and/or methods.
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C. Construction of new sewer systems or extensions of existing systems will be allowed only
if the existing receiving system is capable of supporting the added hydraulic load.
Sewers shall be extended to the far property line(s) to facilitate future extensions of
same.
D. Collection and interceptor sewers shall be designed and constructed for the ultimate
development of the tributary areas.
E. Sewer systems shall be designed and constructed to achieve total containment of
sanitary wastes and maximum exclusion of infiltration and inflow.
F. Computations and other data used for design of the sewer system shall be submitted to
the City for approval.
G. The sewage facilities shall be constructed in conformance with the most recent edition
of the Standard Specifications for Road, Bridge, and Municipal Construction, and
current amendments thereto, State of Washington, revised as to form to make
reference to Local Governments, and as modified by any special City requirements
and standards contained herein.
H. Material and installation specifications shall contain appropriate requirements that
have been established by the industry in its technical publications, such as ASTM,
AWWA, WPCF, and APWA standards. Requirements shall be set forth in the
specifications for the pipe and methods of bedding and backfilling so as not to
damage the pipe or its joints, impede cleaning operations and future tapping, nor
create excessive side fill pressure or ovalation of the pipe, nor impair flow capacity.
I. All sewers shall be designed to prevent damage from superimposed loads. Proper
allowance for loads on the sewer because of the width and depth of trench should be
made. When standard-strength sewer pipe is not sufficient, extra-strength pipe shall be
used.
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J. The Developer shall be required, upon completion of the work and prior to acceptance
by the City, to furnish the City with a written guarantee covering all materials and
workmanship for a period of two years after the date of final acceptance and the
Developer shall make all necessary repairs during that period at his own expense, if
such repairs are necessitated as the result of furnishing poor materials and/or
workmanship. The Developer shall obtain warranties from the contractors,
subcontractors and suppliers of material or equipment where such warranties are
required, and shall deliver copies to the City upon completion of the work.
K. Sewer mains to be installed shall be of material noted below:
Gravity sewer:
Less than 5’ cover over top of pipe: D.I.P. Class 52, or C-900: City engineer approval
required.
5’ – 18’ cover over top of pipe: PVC, ASTM D 3034, SDR 35 or ASTM F 789.
Greater than 18’ cover over top of pipe: D.I.P. Class 52, or C-900.
Use D.I.P. with anchors and hill holders on slopes of 15% percent or greater.
Forcemain:
Use D.I.P Class 52 for all depths.
5-105 Gravity Sewer Design Standards The design of any sewer extension/connection shall conform
to City Standards, Department of Ecology’s “Criteria for Sewage Works Design”, and any
applicable standards as set forth herein.
The layout of extensions shall provide for the future continuation of the existing system as
determined by the City.
New gravity sewer systems shall be designed on the basis of an average daily per capita flow
of sewage of not less than 100 gallons per day. See the following DOE table on Design Basis for
Sewage. This figure is assumed to cover normal infiltration, but an additional allowance shall
be made where conditions are unfavorable. Generally, laterals and submain sewers should be
designed with a peaking factor of 4 to be applied to the average daily per capita flow rate.
Therefore, laterals and submain sewers should be designed to carry, when running full, not less
than 400 gallons daily per capita contributions of sewage. When deviations from the foregoing
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per capita rates are used, a description of the procedure used for sewer design shall be
submitted to the Department of Public Works for review and approval.
TABLE 2. DESIGN BASIS FOR NEW SEWAGE WORKS
Taken from: “Criteria for Sewage Work Design”
By: State of Washington Department of Ecology, October 1998
Discharge Facility
Design Units
Flow*
(gpd)
BOD
(lb./day)
SS
(lb./day)
Flow Duration
(hr)
Dwellings per person 100 0.2 0.2 24
Schools with showers and
cafeteria
per person 16 .04 .04 8
Schools without showers and
with cafeteria
per person 10 .025 .025 8
Boarding schools per person 75 0.2 0.2 16
Motels with 65 gal/person
(rooms only)
per room 130 0.26 0.26 24
Trailer courts at 3
persons/trailer
per trailer 300 0.6 0.6 24
Restaurants per seat 50 0.2 0.2 16
Interstate or through highway
restaurants
per seat 180 0.7 0.7 16
Interstate rest areas per person 5 0.01 0.01 24
Service stations per vehicle services 10 0.01 0.01 16
Factories per person per 8-hr shift 15-35 0.03-0.07 0.03-0.07 Operating Period
Shopping Centers per 1,000 sq. ft. of
ultimate floor space
200-300 0.01 0.01 12
Hospitals per bed 300 0.6 0.6 24
Nursing homes per bed 200 0.3 0.3 24
Homes for the aged per bed 100 0.2 0.2 24
Doctor’s office in medical
center
per 1,000 sq. ft. 500 0.1 0.1 12
Laundromats, 9 to 12
machines
per machine 500 0.3 0.3 16
Community colleges per student and facility 15 0.03 0.03 12
Swimming pools per swimmer 10 0.001 0.001 12
Theaters, drive-in type per car 5 0.01 0.01 4
Theaters, auditorium type per seat 5 0.01 0.01 12
Picnic areas per person 5 0.01 0.01 12
Resort camps, day & night,
with limited plumbing
per campsite 50 0.05 0.05 24
Luxury camps with flush toilets per campsite 100 0.1 0.1 24
*Includes normal infiltration
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5-110 Main Line - Gravity
A. Size. Sewer mains shall be sized for the ultimate development of the tributary area.
Nothing shall preclude the City from requiring the installation of a larger sized main if the
City determines a larger size is needed to meet the requirements for future service.
*See code on oversizing.
The minimum size for submains and mains shall be 8 inch inside diameter. The minimum
size for a side service shall be 6 inches. See definitions in Chapter 1-025.
A 6-inch diameter main may be approved if it meets all of the following criteria as
outlined in Section C1-4 of the Department of Ecology’s “Criteria for Sewage Works
Design” 1998 version.
The design is subject to all other design requirements as noted in this Chapter.
B. Material. Sewer main shall be PVC, ASTM D 3034, SDR 35 or ASTM F 789 with joints and
rubber gaskets conforming to ASTM D 3212 and ASTM F 477.
If ductile iron pipe is shown on the plans, it shall conform to ANSI A21.51 or AWWA C151
and shall be cement mortar-lined, push-on joint, minimum thickness Class 50.
C. Depth. Gravity sewer shall have a minimum depth of 5 feet to provide gravity service
to adjoining parcels, adequate head room within manholes for maintenance
personnel and vertical clearance between water and sewer lines. Actual depth will be
determined by slope, flow, velocity, and elevation of existing system.
D. All building sewer connections to the main shall be made with a tee connection. All
new mains connecting to existing mains shall require the installation of a new manhole
if the connection is not made at an existing manhole.
5-115 Connection to Existing System
A. At connection to existing system, all new sewer connections shall be physically plugged
until all tests have been completed and the City approves the removal of the plug.
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B. Connection of new pipe lines to existing manholes shall be accomplished by using
provided knock-outs. Where knock-outs are not available, the manhole shall be core
drilled for connection. The transition of connecting channels shall be constructed so as
not to interrupt existing flow patterns.
C. Connection of a pipe line to a system where a manhole is not available shall be
accomplished by setting a new manhole, unless otherwise approved by the City
Engineer. The existing pipe shall not be cut into until approval is received from the City.
D. Connections to manholes requiring a drop shall follow the criteria as outlined in Section
5-140.
E. Connections where an existing stub out is not available or where a new building sewer
is the same size as the existing main shall be accomplished by the installation of a new
manhole, unless otherwise approved by the City Engineer.
F. Taps shall not be allowed to protrude more than 1 inch into the existing main. A City
inspector shall be notified 48 hours prior to any tap of a City sewer. A City Inspector
shall be present to witness the tap.
G. Couplings and O-ring adapters utilized for joining pipes of dissimilar materials such as
cast iron soil pipe to ductile iron pipe or cast iron to vitrified clay, and/or for making
secure watertight connections between pipes of different nominal sizes such as a 4 inch
building sewer to a 6 inch lateral, shall be flexible elastomeric polyvinyl chloride (PVC)
as manufactured by Fernco, Inc. or Engineer approved equal. Couplings shall be
supplied with 316 stainless steel band clamps, fasteners and shear rings as applicable to
the sizes and types of pipes to be connected together. Couplings and adapters shall
conform to applicable parts.
5-120 Manholes Precast manholes shall meet the requirements of ASTM C 478 with either a precast
base or a cast-in-place base made from 3000 psi structural concrete. Manholes shall be Type
1, 48-inch diameter minimum for depths 8 feet and over and type 3, 48-inch diameter for
depths under 8 feet. See Standard Plans 5-120-001 through 5-120-004. The minimum clear
opening in the manhole frame shall be 24 inches. Joints shall be rubber gasketed conforming
to ASTM C 443 and shall be grouted from the inside and outside. Lift holes shall be grouted
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from the outside and inside of the manhole. All inside grouting shall be brushed finished. The
manholes shall be manufactured with exterior water proofing to within 3-inches from all joints.
Following manhole installation, all interior and exterior joints shall be grouted. The exterior joints
shall also receive a water proof coating that overlaps the manufacturer’s water proofing by a
minimum of 1-inch. (See SP 5-120-005 for locations requiring manholes to be water-proofed.)
Eccentric manhole cone shall be offset so as not to be located in the tire track of a traveled
lane.
Manhole frames and covers shall be cast iron casting marked “Sewer” conforming to the
requirements of ASTM A-30, Class 25, and shall be free of porosity, shrink cavities, cold shuts or
cracks, or any surface defects which would impair serviceability. Repairs of defects by welding
or by the use of smooth-on or similar material will not be permitted. Manhole rings and covers
shall be machine-finished or ground-on seating surfaces so as to assure non-rocking fit in any
position and interchangeability. Manholes located in areas subject to inflow shall be equipped
with a PRECO sewer guard watertight manhole insert or approved equal. Manhole frames and
covers shall be installed on a minimum of eight inches (8”) of standard radial manhole
adjustment bricks.
Where lock-type castings are called for, the casting device shall be such that the cover may
be readily released from the ring and all moveable parts shall be made of non-corrosive
materials and otherwise arranged to avoid possible binding.
All castings shall be coated with bituminous coating prior to delivery to the job site.
Safety steps shall be fabricated of polypropylene conforming to an ASTM D-4101 specification,
injection molded around a 1/2-inch ASTM A-615 grade 60 steel reinforcing bar with anti-slip
tread. Steps shall project uniformly from the inside wall of the manhole. Steps shall be installed
to form a continuous vertical ladder with rungs equally spaced on 12-inch centers.
Gravity sewers shall be designed with straight alignment between manholes.
Manholes shall be provided at a maximum of 400 foot intervals for 8 inch to 15 inch sewers, 500
foot intervals for 18 inch to 24 inch sewers, at intersections, and at changes in direction, grade,
or pipe size. Greater spacing may be permitted in larger sewers.
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Minimum slope through the manhole shall be 1/10th of one foot from invert in to invert out.
Manhole sizing shall be determined by the following criteria:
A. 48” Manhole
1. 2 connecting pipes, 8 inch to 12 inch diameter
2. 3 connecting pipes, 8 inch to 10 inch diameter, perpendicular
3. 4 connecting pipes, 8 inch diameter, perpendicular
B. 54” Manhole
1. 2 incoming pipes, 8 inch to 12 inch with less than 45° deflection
2. 3 connecting pipes, 10 inch to 12 inch diameter, perpendicular
3. 4 connecting pipes, 10 inch to 12 inch diameter, perpendicular
C. 72” Manhole
1. 2 incoming pipes, 15 inch to 18 inch diameter with less than 45° deflection
2. 3 connecting pipes, 15 inch diameter, perpendicular
3. 4 connecting pipes, 15 inch diameter, perpendicular
In the above criteria “deflection” refers to the angle between any 2 pipe channels in the
manhole. Minimum deflection between incoming and outgoing pipes is 80 degrees.
For other pipe configurations, the size of the manhole shall be approved by the City.
The above configurations will provide adequate shelves and room for maintenance and
performing T.V. inspections. Minimum shelf width shall be 15” from the edge of channel to the
manhole wall at the widest point.
5-125 Slope All sewers shall be designed and constructed to give mean velocities, when flowing full,
of not less than 2.0 feet per second based on Mannings formula using an “n” value of 0.013.
Use of other practical “n” values may be permitted by the City if deemed justifiable on the
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basis of research or field data submitted. The following minimum slopes should be provided;
however, slopes greater than these are desirable.
Sewer Size
(Inches)
Minimum % Slope
% (Feet per 100’)
6 1.00
8 0.40
10 0.28
12 0.22
14 0.17
15 0.15
16 0.14
18 0.12
21 0.10
24 0.08
27 0.07
30 0.06
36 0.05
Under special conditions, slopes slightly less than those required by the 2.0 feet per second
velocity may be permitted by the City Engineer. Such decreased slopes will only be
considered where the depth of flow will be 0.3 of the diameter or greater for the design
average flow. Whenever such decreased slopes are proposed, the design engineer shall
furnish with the plans his computations of the depths of flow in such pipes at minimum,
average, and daily or hourly rates of flow. Larger pipe size shall not be allowed to achieve
lesser slopes.
Sewers shall be laid with uniform (constant) slope between manholes.
5-130 Increasing Size Manholes shall be provided where pipe size changes occur.
Where a smaller sewer joins a larger one, the invert of the larger sewer should be lowered
sufficiently to maintain the same energy gradient. An approximate method for securing these
results is to place the 0.8 depth point of both sewers at the same elevation.
5-135 High Velocity Protection Where velocities greater than 15 feet per second are expected,
special provisions such as thrust blocking and piping materials such as ductile iron shall be
made to protect against displacement by erosion and shock.
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5-140 Drops Straight grades between invert out of last manhole and connection to existing are
preferred over drops whenever possible. Care must be taken when designing steep grades or
sweeps so as not to create a situation of excessive velocity or excavation. Grade changes
associated with “sweeps” shall not be allowed unless otherwise approved by the City Engineer.
A drop connection shall be provided for a sewer entering a manhole at an elevation of 24
inches or more above the manhole invert. Where the difference in elevation between the
incoming sewer and the manhole invert is less than 24 inches, the invert shall have a fillet to
prevent solids deposition.
An inside drop connection shall be constructed per Standard Plan 5-140-001.
Outside drop structures shall be constructed per Standard Plan 5-140-002.
5-145 Cleanouts Cleanouts are not an acceptable substitute for manholes, however, they may be
used in lieu of manholes at the end of 6 or 8 inch diameter lines of not more than 150 feet in
length. This does not include a 6-inch building sewer to serve one or two single family
dwellings. Location of cleanout for building sewer is governed per Standard Plan 5-150-001.
All cleanouts in City right-of-way or easements shall be extended to grade and a 3-foot square
by 4-inch concrete pad shall be installed around all cleanouts that are not in a pavement
area. See Standard Plan 5-145-001.
5-150 Building Sewer A building or side sewer refers to the extension from a building sewer beginning
two feet outside the outer foundation wall at the structure to the sanitary sewer main. Building
sewers from the main to the right-of-way line shall be minimum 6-inch diameter. Maintenance
of the sewer from the mainline to the building is the responsibility of the property owner. Prior to
connection of a building sewer to the public sewer a connection permit must be obtained
from the City. Materials and design criteria for a building sewer are covered by the EDDS
and/or City of Marysville hand outs. Inspection of the building sewer is the responsibility of the
Public Works/Building Department.
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5-155 Marking Side Sewers The location of all side sewers shall be marked with a twelve gauge wire
and 2” x 4” wood “marker” at the termination of the stub. The “marker” shall extend from the
trench to above finished grade. Above the ground surface, it shall be painted “green” with “
sewer” and the depth, in feet, stenciled in white letters 2” high. See Standard Plan 5-150-003.
5-160 Sanitary Sewer/Water Main Crossings
See Chapter 2, Section 2-170 for requirements regarding sewer and water separation.
5-165 Preconstruction
A preconstruction meeting shall be held with the City prior to commencing staking. All
construction staking shall be inspected by the City prior to construction.
5-170 Staking All surveying and staking shall be performed by an engineering or surveying firm
capable of performing such work. The engineer or surveyor directing such work shall be
licensed as a Professional Engineer or Professional Land Surveyor by the State of Washington.
The minimum staking of sewer lines shall be as directed by the City Engineer or as follows:
A. Stake location of mainline pipe and laterals every 50 feet with cut or fill to invert of pipe.
B. Stake location of all manholes for alignment and grade with cut or fill to rim and invert
of pipes.
C. Front lot corners shall be staked prior to construction for side sewer tee location.
5-175 Trench Excavation See Chapter 2, Section 2-190 for requirements regarding trench
excavation. See Standard Plans 5-175-001 through 5-175-003.
5-180 Backfilling See Chapter 2, Section 2-240 for requirements regarding backfilling. See Standard
Plans 5-175-001 through 5-175-003 and 5-180-001.
5-185 Dewatering of Trench Where water is encountered in the trench, it shall be removed before
pipe-laying operations and the trench so maintained until the ends of the pipe are sealed and
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provisions are made to prevent floating of the pipe. Trench water or other deleterious
materials shall not be allowed to enter the pipe at any time. Dewatering is required to one(1)
foot below the invert of the pipe.
The developer/contractor shall furnish, install, and operate all necessary dewatering wells and
equipment to keep the trench 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 pumping equipment in good working condition shall be available at all times
for all emergencies, including power outage, and shall have available at all times competent
workers for the operation of the pumping equipment.
5-190 Street Patching and Restoration See Chapter 2, Sections 2-260 and 2-270 for requirements
regarding street patching and trench restoration.
5-195 Testing Gravity Sewers Prior to acceptance and approval of construction, the following tests
shall apply to each type of construction.
A. Gravity Sewer
1. Prior to acceptance of the project, the gravity sewer pipe shall be subject to a
low pressure air test per WSDOT Standards. The Contractor shall furnish all
equipment and personnel for conducting the test under the observation of the
City inspector. The testing equipment shall be subject to the approval of the
City.
The Contractor shall make an air test for his own purposes prior to notifying the
City to witness the test. The acceptance air test shall be made after trench is
backfilled and compacted and the roadway section is completed to subgrade.
All wyes, tees, and end of side sewer stubs shall be plugged with flexible joint
caps, or acceptable alternates, securely fastened to withstand the internal test
pressures. Such plugs or caps shall be readily removable and their removal shall
provide a socket suitable for making a flexible jointed lateral connection or
extension.
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Immediately following the pipe cleaning, the pipe installation shall be tested
with low-pressure air.
2. Testing of the sewer main shall include a television inspection by the Contractor.
Television inspection shall be done after the air test has passed and before the
roadway is paved. Immediately prior to a television inspection, enough water
shall be run down the line so it comes out the lower manhole. A copy of the
video tape and written report shall be submitted to the City. Acceptance of
the line will be made after the tape has been reviewed and approved by the
Inspector. Any tap to an existing system needs to be televised as well. No
ponding within the sanitary sewer line!
3. A water test of all manholes may also be required. The water test shall be made
by the Contractor first by filling the manhole up with water and letting it sit for 24
hours to allow the water to saturate the concrete. After 24 hours the manhole
shall be filled to the top of the cone. The water cannot drop more than 0.05
gallons in 15 minutes per foot of head above invert to pass. Upon completion of
the water test, the water shall be pumped out of the manhole and not allowed
to be released to the system.
4. A mandrel test in accordance with Section 7-17.3(2)G of the Standard
Specifications shall be required on all sewers except laterals (side sewers).
5-200 Sewage Lift Stations This chapter covers the general requirements for design and construction
of sewage pump stations.
Plans, specifications, and peak sewage flow calculations shall be submitted to the City for
approval. Pump station peak sewage design flow rates shall meet the standards in the latest
edition of the “Recommended Standards for Sewage Works” Great Lakes - Upper Mississippi
River Board of State Sanitary Engineers (10 state standards). Submitted drawings shall conform
to the requirements of the City of Marysville and the State of Washington Department of
Ecology, Criteria for Sewage Works Design (CSWD). Lift station designs shall be prepared and
sealed by a professional engineer.
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All sewage pump station designs shall follow the minimum guidelines as specified in Chapter 3
of the CSWD. All sewage pump stations shall be the wet well-dry well type, with long shaft
pumps or pedestal mounted pumps. Pedestal mounted pumps shall be vertically mounted
with an elevated motor drive coupled directly to the pumps through a flexible coupling. Long
shaft pumps shall have the pumps located at the bottom of the dry well and the motor drives
housed in an above ground control building. Large pump stations are stations with over 1.0
MGD flow and as determined by the City. Suction lift, or pneumatic ejector are not allowed.
Screw type and submersible lift stations will be considered.
5-205 Location and Flood Protection Sewage pump stations should be located as far as practical
from present or proposed built-up residential areas. The site is to be accessible by an all-
weather road. Noise control, odor control, and station architectural design should be taken
into consideration. Sites for stations shall be of sufficient size for future expansion or addition, if
applicable.
The station’s operational components shall be located at an elevation that is not subject to the
100-year flood stage or shall otherwise be adequately protected against the 100-year flood
stage damage. The stations shall be designed to remain fully operational during the 100-year
flood event.
All lift stations will be designed to serve the appropriate tributary basin as identified in the
Marysville “Comprehensive Sanitary Sewer Plan”.
5-210 Design Standards The design of any lift station shall conform to City standards, Department of
Ecology’s “Criteria of Sewage Works Design” and applicable standards as set forth herein. In
addition, the plans shall include the following:
1. An overall site drawing of the lift station showing the location of all components
including elevations;
2. Electrical service size, voltage, and enclosure type and location in relation to the pump
station;
3. A list of specific materials used including quantity description and manufacturer name;
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4. A schematic and line diagram of the service and motor control center and lift station;
5. The electrical and controls systems shall be designed to meet state and local electrical
code requirements;
6. The plans shall show all applicable telemetry installation with schematics;
7. An operation and maintenance manual from the lift station contractor shall be
supplied.
8. A lift station emergency pumper connection/by-pass connection shall be installed per
Standard Plan 5-210-001.
9. Pump operation, alarms, and electrical inspection of all lift stations is required.
5-215 Pumping Rate and Number of Units
At least two pump units shall be provided, each capable of handling the expected maximum
flow. (Peak design flow.)
Where three or more units are provided, they shall be designed to fit actual flow conditions
and must be of such capacity that with any one unit out of service, the remaining units will
have the capacity to handle the maximum sewage flow.
When the station is expected to operate at a flow rate less than 0.5 times the average design
flow for an extended period of time, the design shall address measures taken to prevent
septicity due to long holding times in the wet well.
Consideration should be given to the use of variable-speed pumps, particularly when the
pump station delivers flow directly to a treatment plant, so that sewage will be delivered at
approximately the same rate as it is received at the pump station.
5-220 Grit and Clogging Protection Where it may be necessary to pump sewage prior to grit
removal, the design of the wet well should receive special attention, and the discharge piping
should be designed to prevent grit settling in pump discharge lines of pumps not operating.
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For large pump stations handling raw sewage, consideration should be given to installation of
readily accessible bar racks with clear openings not exceeding 2-1/2 inches, unless pneumatic
ejectors are used or special devices are installed to protect the pumps from clogging or
damage. Where the size of the installation warrants, a mechanically cleaned bar screen with
grinder or comminution device is recommended. Where screens are located below ground,
convenient facilities must be provided for handling screenings. For the larger or deeper
stations, duplicate protection units, each sized at full capacity, are preferred.
5-225 Pumping Units
A. Type of Pumps
(See specific type of pump station.)
B. Pump Openings
Pumps shall be capable of passing spheres of at least 3 inches in diameter. Pump
suction and discharge openings shall be at least 4 inches in diameter.
C. Priming
Pumps shall be so placed that under normal operating conditions they will operate
under a positive suction head (except for suction lift pumps).
D. Intake
Each pump should have an individual intake. Wet well design should be such as to
avoid turbulence/cavitation near the intake.
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E. Operation Controls
Control float cages should be so located as not to by affected by the flows entering
the wet well or by the suction of the pumps. Air-operated pneumatic controls are
preferred for all sewage pump stations. Provisions should be made to automatically
alternate the pumps in use. Pump stations with motors and/or controls below grade
should be equipped with a secure external disconnect switch.
5-230 Flow Measurement Suitable devices for measuring sewage flow should be provided at
pumping stations with flow capacity greater than 1.0 million gallons per day (mgd).
5-235 Bypasses/Storage Provision may be made for controlled bypasses and/or storage, if necessary
to avoid excessive property or equipment damage. The controlled bypass shall be manually
operated valve or plate covering the bypass discharge, and shall act as a pump connection
port.
Where overflows affect public water supplies, shellfish production, or water used for culinary or
food-processing purpose, a storage-detention basin, or tank, shall be provided that has a
minimum 2 hours of detention capacity at the anticipated overflow rate. Storage-detention
tanks, or basins, shall be designed to drain to the station wet well.
5-240 Alarm System An alarm system shall be provided for all pumping stations. Permanent lift
stations shall have a telemetry alarm to 24-hour monitoring stations or telephone alarms to duty
personnel. When telemetry is not used, an audio-visual device should be installed at the
station for external observation.
Alarms for high wet well, low wet well, and power failure should be provided, as a minimum, for
all pump stations. For larger stations, alarms signalizing pumps and other component failures or
malfunctions shall also be provided. See Sections 5-252 and 5-254.
A backup power supply, such as a battery pack with automatic switchover features, should be
provided for the alarm system, such that a failure of the primary power source will not disable
the alarm system. Test circuits should be provided to enable the alarm system to be tested
and verified as in good working order.
Item 23 - 335
Marysville City Council Work Session May 7, 2007
5-19
5-245 Materials Considerations
In the selection of materials, consideration should be given to the presence of hydrogen sulfide
and other corrosive gases, greases, oils, and other constituents frequently present in sewage.
With the exception of the pumps, pipe and wiring, metal materials located in areas subject to
such conditions shall be stainless steel (guide rails, fasteners, cable, etc.)
5-250 Electrical Equipment
Electrical systems and components (e.g., motors, light, cables, conduits, switchboxes, control
circuits) in enclosed or partially enclosed spaces where flammable mixtures occasionally may
be present (including raw sewage wet wells) shall comply with the National Electrical Code
requirements for Class I Division 1 locations.
5-251 Electrical & Telemetry Controls
5-252 Electrical Control Panel. The electrical control panel shall be located in a control building, on
a concrete housekeeping pad, or seven or more feet above the dry well floor and shall be
provided with the minimum following items:
• Wet well level sensor system
• Hand-off-automatic selector switch, each pump
• Lag, lead and automatic pump selector switch
• Elapse time indicator, each pump
• Ammeter, each pump
• Run indicator lights, each pump
• Pilot light indicator for each and every alarm, automatic shut-down and running
condition
• Alarm reset and test button
• Outside mounted red alarm light
• 110 volt convenience outlet
• Control power available indicator light
• Wet well level gauge calibrated in feet
• Alarm horn
Item 23 - 336
Marysville City Council Work Session May 7, 2007
5-20
5-253 Service Wiring. Underground wiring shall be provided between the pump station and nearest
power pole.
5-254 Telemetry. Each lift station shall include a complete telemetering system which shall indicate
the minimum following conditions at the City of Marysville Public Works Building:
• Telephone line failure
• Commercial power failure
• High-low wet well
• Pump failure (check valve actuated)
• Pump running
• Water in dry well
• Smoke in dry well/control building
• Generator running (if required)
• Generator failure (if required)
• Station intrusion
The telemetering equipment shall match the City’s existing telemetering equipment.
5-255 Telemetry Annunciator Panel. Provide an annunciator panel which shall indicate the following:
Pump No. 1 running - G & T
Pump No. 2 running - G & T
Pump No. 1 failure - R, A & T
Pump No. 2 failure - R, A & T
Pump No. 1 bearing overheat - R, A, S & L
Pump No. 2 bearing overheat - R, A, S & L
Motor No. 1 bearing/stator overheat - R, A, S & L
Motor No. 2 bearing/stator overheat - R, A, S & L
Motor No. 1 overload - R, A, S & L
Motor No. 2 overload - R, A, S & L
Phase failure - R, A, S & L
Commercial power failure - R, A & T
Over Voltage - R, A, S & T
Level sensor failure - R & A
Smoke in control building/dry well - R, A & T
Low/High wet well - R, A & T
Item 23 - 337
Marysville City Council Work Session May 7, 2007
5-21
When a generator set is provided the following additional indicator shall be provided:
Generator running - G & T
Generator failure - R, A & T
Generator failure over crank - R & A
Generator failure over speed - R & A
Generator failure high temperature - R & A
Generator failure low oil pressure - R & A
Low battery charge - R & A
Low level fuel storage tank - R & A
High/Low level dry tank - R, A & T
Generator call to exercise - Y
Generator call to stop - Y
Generator start time delay - Y
Generator stop delay cool down - Y
Code letters for the above:
R = Red light
Y = Yellow light
G = Green light
A = Alarm, with a 0 to 120 second time delay
S = Shutdown (control function)
L = Lockout (control function)
T = Telemeter indication
5-256 Lighting Adequate interior and exterior lighting for the entire pump station shall be provided.
Explosion proof is generally required.
5-260 Water Supply There shall be no physical connection between any potable water supply and a
sewage pumping station which under any conditions might cause contamination of the
potable water supply. Potable water supply brought to the station should comply with
conditions stipulated in the D.O.H. Criteria for Accepted Cross Connection Control Assemblies.
A minimum ¾ inch water line with a reduced pressure backflow assembly with protection shall
be installed near the pump station for station cleaning purposes.
5-265 Pump and Motor Removal Provisions shall be made to facilitate removing pumps, motors, and
other equipment, without interruption of system service.
Item 23 - 338
Marysville City Council Work Session May 7, 2007
5-22
5-270 Access Suitable and safe means of access should be provided to equipment requiring
inspection or maintenance. Stairways and ladders shall satisfy all OSHA and WISHA
requirements. All permanent lift stations shall be fenced to discourage the entrance of
unauthorized persons and animals.
Hatches shall be provided directly over each pump for ease of pump and motor removal. All
hatches shall be aluminum or stainless steel, spring operated with stainless steel hardware. Wet
well and dry well access hatches shall be fitted with a recessed hasp and padlock.
5-275 Valves and Piping Shutoff valves shall be placed on suction and discharge lines of each pump
(as applicable) for normal pump isolation. A check valve shall be placed on each discharge
line, between the shutoff valve and the pump. Pump suction and discharge piping should not
be less than 4 inches in diameter except where design of special equipment allows. The
velocity in the suction line should not exceed 6 feet per second and, in the discharge piping, 8
feet per second.
A. Valves 4 to 12 inches shall be Waterous Series 500 plug valves with an epoxy costing to
resist corrosion. A valve shall be located at a maximum of every 500 feet along a force
main. Valve may be installed in conjunction with required pigging ports.
B. Check Valves. Check valves used on lift stations shall have adjustable tension levers
and spring. It shall have a working pressure of 150 psi. Valves shall be designed for use
with corrosive fluids. A check valve shall be installed in a valve vault located adjacent
to the lift station. Check valves shall conform to AWWA standards, such as Prenselar List
340, or approved equal. Valves shall be mounted horizontally where space permits.
C. Valve Box Lids. Valve box lids may be used for isolation valves on a force main. Valve
box lids shall be specified to be marked with “SEWER” so they can quickly be
distinguished from valves in the water system.
D. All station piping larger than 2-inches shall be flanged ductile iron. Flexible coupling
shall be used on all pump discharges. Other couplings shall be used to provide
flexibility in re-assembling piping.
Item 23 - 339
Marysville City Council Work Session May 7, 2007
5-23
5-280 Pigging Ports A pipeline pig is a projectile that is forced through the inside of a pipe to clean
pressure pipelines. A pigging port is used as a point to send or retrieve the pig.
Pigging ports may be required:
A. At every change in pipeline size
B. At bends in the line
C. No farther than every 1000 feet
These locations are subject to review and approval by the City.
5-285 Ventilation Ventilation shall be provided for all pump stations during all periods when the
station is manned. Where the pump is below ground, mechanical ventilation is required and
should be arranged so as to independently ventilate the dry well. If screens or mechanical
equipment, which might require periodic maintenance and inspection, are located in the wet
well, then it should also be mechanically ventilated. There should be no interconnection
between the wet well and the dry well ventilation systems. In pits over 15 feet deep, multiple
inlets and outlets are desirable. Dampers should not be used on exhaust or fresh air ducts and
should be avoided to prevent clogging. Switches for operation of ventilation equipment
should be marked and conveniently located above grade and near pump station entrance.
Consideration should be given also to automatic controls where intermittent operation is used.
The fan wheel should be fabricated from nonsparking material. In climates where excessive
moisture or low temperature is a problem, consideration should be given to installation of
automatic heating and/or dehumidifying equipment. Where heat buildup from pump motors
may be a problem, consideration should be given to automatic ventilation to dissipate motor
heat. Corrosive resistant metal pipe is required for all vent piping.
5-300 Wet Well - Dry Well Stations
5-305 Type of Pumps
Sewage pumps shall be heavy duty vertical non-clog, centrificial and designed specifically for
municipal unscreened raw sewage application.
Item 23 - 340
Marysville City Council Work Session May 7, 2007
5-24
• Acceptable pump manufacturers are as follows: Flygt, Fairbanks Morse, Peabody
Barns, Worthington, Aurora, Cornell, or Wemco.
• Long shaft pumps shall have the drive motor connected to the pump with vertical
shafts, universal joints, and bearings.
• Each pump motor shall have both bearing and stator heat sensors with alarms.
• The maximum pump speed shall be 1,160 rpm. Pumps shall have stuffing box and
packing type shaft seal.
• The pump motor shall be non-overloading from shut-off to pump runout.
• An easy method of backflushing each pump shall be provided.
5-310 Separation Wet and dry wells, including their superstructures, should be completely separated.
Where continuity of pump station operation is necessary, consideration should be given to
dividing the wet well into two sections, properly interconnected, to facilitate repairs and
cleaning.
5-315 Wet Well Size The effective capacity of the wet well should provide a holding period not to
exceed 10 minutes for the design average flow.
5-320 Floor Slope The wet well floor should have a minimum slope of 1-to-1 to the hopper bottom.
The horizontal area of the hopper bottom should be no greater than necessary for proper
installation and function of the inlet.
5-325 Ventilation Wet well ventilation may be either continuous or intermittent. Ventilation, if
continuous, should provide at least 12 complete air changes per hour; if intermittent, at least 30
complete air changes per hour. Such ventilation should be accomplished by introduction of
fresh air into the wet well by mechanical means.
Dry well ventilation may be either continuous or intermittent. Ventilation, if continuous, should
provide at least 6 complete air changes per hour; if intermittent, at least 30 complete air
changes per hour.
Item 23 - 341
Marysville City Council Work Session May 7, 2007
5-25
5-330 Dry Well Dewatering A separate sump pump should be provided in the dry wells to remove
leakage or drainage within the discharge above the overflow level of the wet well. Water
ejectors connected to a potable water supply will not be approved. All floor and walkway
surface should have an adequate slope to a point of drainage. Dry well sump pump shall be
submersible, 2-inch discharge, minimum 1 hp and able to handle 3/4 solids at 100 gpm at a 30
foot head.
5-335 Dry Well Emergency Equipment. Emergency battery operated lights, space heater, fire
extinguisher, sump pump, pump motor disconnect switch, and electrical controls shall be
installed in the dry well. All electrical devices shall be located a minimum of 7 feet above the
dry well floor for protection against flooding.
5-340 Miscellaneous.
• The entire dry well floor shall be covered with fiberglass grating installed 4 inches above
the bottom of the dry well floor.
• The minimum clear space around the pumps shall be 2 feet.
• All railings, hatches, stairs, cat walks, and ladders shall comply with OSHA requirements.
• A baffle shall be placed in front of the inlet pipe to eliminate air entering the pump
intakes.
• The inlet pipe shall be fitted with a sluice gate.
• An explosion proof light and access ladder shall be installed in the wet well.
All wet wells shall be painted inside with Tnemec epoxy or equal.
5-400 Suction Lift Stations
5-405 Priming Suction-lift pumps should be of the self-priming type, as demonstrated by a reliable
record of satisfactory operation. The maximum recommended lift for a suction lift pump
station is 15 feet, using pumps of 200 gallons per minute (gpm) capacity or less.
5-410 Capacity The capacity of suction lift pump stations should be limited by the net positive
suction head and specific speed requirements, as stated on the manufacturer’s pump curve
for the most severe operating conditions.
Item 23 - 342
Marysville City Council Work Session May 7, 2007
5-26
5-415 Air Relief
A. Air Relief Lines
All suction lift pumps should be provided with an air relief line on the pump discharge
piping. This line should be located at the maximum elevation between the pump
discharge flange and the discharge check valve to ensure the maximum bleed-off of
entrapped air. Air relief piping should have a minimum diameter of 1-1/4 inches. A
separate air relief line shall be provided for each pump discharge. The air relief line
should terminate in the wet well or suitable sump and be open to the atmosphere.
B. Air Relief Valves
Air relief valves should be provided in air relief lines on pumps not discharging to gravity
sewer collection systems. The air relief valve should be located as close as practical to
the discharge side of the pump.
C. Unvalved Air Relief
Unvalved air relief piping should be provided on all pumps discharging to varying head
force mains, except that an air relief valve may be used where actual operating test
data can be submitted that indicate that a particular air relief valve will fail in the open
position under varying head conditions. NOTE: Unvalved air relief piping will materially
affect pump efficiency and capacity, and should be considered by the designing
engineer.
5-420 Pump Location Suction lift pumps should not be located within the wet well.
5-425 Access to Wet Well Access to the wet well should not be through the dry well, and the dry well
should have a gastight seal when mounted directly above the wet well.
5-500 Submersible Pump Stations. See Standard Plans 5-500-001 and 5-500-002.
Submersible sewage pump stations shall meet all of the requirements where applicable for wet
well/dry well pump stations except as follows:
Item 23 - 343
Marysville City Council Work Session May 7, 2007
5-27
• The pump and motor shall be designed and built to operate continuously while the
motor casing is fully exposed above the sewage level.
• Pumps shall be rail mounted with a quick connect discharge connection.
• The pump shall be easily removable for inspection or service, requiring no bolts, nuts, or
other fastening to be disconnected.
• Each pump shall have both thermal and moisture sensors with automatic alarms.
• A valve vault shall be provided outside of the wet well and shall house all check valves
and shut-off valves.
• A continuous running fan shall be provided for the wet well and the fan and motor shall
be located in the valve vault.
• Each pump shall be fitted with a galvanized pump lifting chain.
• An access hatch shall be placed directly over each pump for pump liftout.
• An access hatch shall be located directly over the wet well ladder.
• The pump power cables and control cables shall terminate in the control panel in the
control building, if the control building is less than 20 feet from the wet well; otherwise
the cables shall terminate in a NEMA 4 junction box located in a hand hole just outside
of the wet well.
• A gantry crane or tripod with chain hoist shall be provided with each pump station.
• A control building shall be located near the wet well and constructed above ground or
a housekeeping pad shall be provided for the electrical controls.
5-505 Type of Pumps
Pumps shall be heavy duty submersible non-clog centrifugal and designed specifically for
municipal unscreened raw sewage application. Acceptable pump manufacturers are as
follows: Hydro-matic, Worthington, Cornell, and Pacific Pump Company.
5-510 Pump Removal Submersible pumps shall be readily removable and replaceable without
dewatering the wet well or requiring personnel to enter the wet well. Continuity of operation
and other units should be maintained.
A hoist and accessories for removing the pumps from the wet well shall be provided.
Item 23 - 344
Marysville City Council Work Session May 7, 2007
5-28
5-515 Controls The control panel shall be located outside the wet well and suitably protected from
weather, humidity, and vandalism.
5-520 Valves All control valves on the discharge line for each pump shall be placed in a convenient
location outside the wet well in a separate vault and be suitably protected from weather and
vandalism. Outside valve covers shall not be allowed.
5-525 Submergence Positive provision, such as backup controls, shall be made to assure
submergence of the pumping units.
5-600 Reliability
5-605 Objective The objective of reliability is to prevent the discharge of raw or partially treated
sewage to any waters and to protect public health by preventing backup of sewage and
subsequent discharge to basements, streets, and other public and private property.
5-610 Backup Units A minimum of two pumps shall be provided in each station in accordance with
Section 1-110.
5-615 Power Outages An emergency power source shall be provided to ensure continuous
operability unless the experience has shown the frequency and duration of outage to lift
station is temporary and to be low and the pump station and/or sewers provide storage
sufficient for expected interruptions in power service. A temporary lift station is defined as a lift
station which is anticipated to be in operation for less than five years.
5-620 Emergency Power Supply
5-621 General Provision of an emergency power supply for pumping stations shall be made, and
may be accomplished by connection of the station to at least two independent public utility
sources, or by provision of in-place internal combustion engine equipment that will generate
electrical or mechanical energy.
Item 23 - 345
Marysville City Council Work Session May 7, 2007
5-29
Emergency power shall be provided that, alone or combined with storage, will prevent
overflows from occurring during any power outage that is equal to the maximum outage in the
immediate area during the last 10 years. If available data are less than 10 years, an evaluation
of a similar area served by the power utility for 10 years would be appropriate.
5-622 In Place Equipment Where in-place or mobile internal combustion equipment is utilized, the
following shall be applied:
A. Placement. The unit shall be bolted in place. Facilities shall be provided for unit
removal for purposes of major repair or routine maintenance.
B. Controls. Provision shall be made for automatic and manual startup and cut-in. See
standard 5-500-001.
C. Size. Unit size shall be adequate to provide power for lighting and ventilating systems
and such further systems that affect capability and safety as well as the pumps.
D. Engine Location. The unit internal combustion engine should be located above grade,
with suitable and adequate ventilation of exhaust gases.
5-700 Force Mains
5-705 Size Minimum size force mains should be not less than 4 inches in diameter.
5-710 Velocity At pumping capacity, a minimum self-scouring velocity of 2 feet per second (fps)
should be maintained unless flushing facilities are provided. Velocity should not exceed 8 feet
per second.
5-715 Termination The force main should enter the receiving manhole with its centerline horizontal
and with an invert elevation that will ensure a smooth flow transition to the gravity flow section;
but in no case shall the force main enter the gravity sewer system at a point more than 1 foot
above the flow line of the receiving manhole. The design should minimize turbulence at the
point of discharge. See Standard Plan 5-715-001 and 5-715-002.
Item 23 - 346
Marysville City Council Work Session May 7, 2007
5-30
Consideration should be given to the use of inert materials or protective coatings for the
receiving manhole to prevent deterioration as s result of hydrogen sulfide or other chemicals
where such chemicals are present or suspected to be present because of long force mains.
5-720 Force Main Materials/Construction
A. General. The pipe should be adapted to local conditions, such as character of wastes,
soil characteristics, exceptionally heavy external loadings, internal erosion, corrosion,
and similar problems.
Installation specification shall contain appropriate requirements based on the criteria,
standards, and requirements established by the industry in its technical publications.
Requirements shall be set forth in the specifications for the pipe and methods of
bedding and backfilling thereof so as not to damage the pipe or its joints, impede
cleaning operations, not create excessive side fill pressures or ovalation of the pipe, nor
seriously impair flow capacity.
All pipes shall be designed to prevent damage from super-imposed loads. Proper
allowance for loads on the pipe shall be made because of the width and depth of
trench.
B. Material. Force mains for sizes up to 8 inches shall be ductile iron AWWA C151 Class 52
with ductile iron fittings and gasketed joints. For 12 to 24 inch mains, pipe shall be
ductile iron AWWA C151 Class 50 with ductile iron fittings and gasketed joints. A more
rigid pipe may be required where unlimited trench widths occur. All ductile iron pipe
and fittings shall be epoxy coated and mortar lined and designed for use with corrosive
materials.
C. Depth. Force mains shall have a minimum 36 inches of cover to top of pipe. See
Chapter 2, Section 2-170 for sanitary sewer/water main crossing requirements.
D. Velocity. The minimum velocity allowed is 2 feet per second (fps) at average Dry
Weather Flow. 2 fps is required to maintain solids in suspension although 3 fps is desired
to scour settled solids. Maximum velocity allowed shall be 8 fps.
Item 23 - 347
Marysville City Council Work Session May 7, 2007
5-31
5-725 Surge Protection The pump station and force main shall be sized to minimize rapid changes in
velocities along the flow path.
5-730 Air/Vacuum Valves Air release valves and air/vacuum valves shall be located at the high
points on the force main within a standard 48-inch manhole or a comparable sized, approved
vault. Air release valves shall be fitted with an activated carbon canister to absorb
compounds with disagreeable odors prior to releasing the air to the surrounding area. Grades
shall be designed to minimize the need for air/vacuum valves when practical. Vehicular
access to valve is required for maintenance.
5-735 Anchorage Force mains shall be sufficiently anchored within the pump station and throughout
the line length. The number of bends shall be as few as possible. Thrust blocks, restrained joints,
and/or tie rods shall be provided where restraint is needed.
Location of thrust blocking shall be shown on plans. Thrust block concrete shall be Class B
poured against undisturbed earth. A plastic barrier shall be placed between all thrust blocks
and fittings.
See standard detail number 2-130-001, 2-130-002, and 2-130-003 in water section. Designed
and approved restraining joint systems may be allowed in lieu of thrust blocking. Restraining
joint brand, type, and size shall be specified on the plans.
Gravity mains with a slope 18% or greater shall be ductile iron and anchored per standard plan
5-735-001
5-740 Pressure Tests All force mains shall be tested at a minimum pressure of at least 50 percent
above the design operating pressure or 200 psi, whichever is greater, for at least 30 minutes.
Leakage shall not exceed the amount given by the following formula:
L ND P=7400
Where L is allowable leakage in gallons per hour
N is the number of pipe joints
D is the pipe diameter in inches
Item 23 - 348
Marysville City Council Work Session May 7, 2007
5-32
P is the test pressure in psi
Any leaks or imperfections developing under said pressure shall be remedied by the
Contractor. No air will be allowed in the line. The main shall be tested between valves. Insofar
as possible, no hydrostatic pressure shall be placed against the opposite side of the valve
being tested. The pressure test shall be maintained while the entire installation is inspected.
The Contractor shall provide all necessary equipment and shall perform all work connected
with the tests. Tests shall be made after all connections have been made. This is to include
any and all connections as shown on the plan. The Contractor shall perform all tests to assure
that the equipment to be used for the test is adequate and in good operating condition and
the air in the line has been released before requesting the City to witness the test.
A water test for all wet wells in accordance with the manhole water test for gravity sewer shall
be required.
A mandrel test in accordance with Section 7-17.3(2)G of the WSDOT Standard Specifications is
required.
5-800 Control Building (Large Pump Stations Only)
• A control building shall be located directly over the dry well and shall house the pump
motors and controls.
• The control building shall be above ground and made of concrete block, brick or other
requirements of local design agencies or commissions.
• The exterior design shall be compatible with its surroundings and shall be designed by a
licensed architect.
• The control building shall be surrounded with a six-foot high chain link fence with a
three-foot wide personnel gate and double leaf 14-foot total width access gate.
• An asphalt parking area, driveway, and truck turnaround area shall be provided.
Item 23 - 349
Marysville City Council Work Session May 7, 2007
5-33
• Onsite landscaping shall be provided.
• The control building shall be equipped with the minimum following equipment:
Steel doors
Sky light, directly over each pump
Emergency battery operated lights
Space heater
Fire extinguisher
Intrusion alarm
Ventilation
Wall and roof insulation
• A monorail, bridge crane, or gantry crane with chain hoist shall be installed over each
pump.
5-850 Private Grinder Pumps
Private Grinder Pumps are only permitted under special circumstances when no other means of sewer
service is available. In general, gravity sewer shall be deepened to eliminate the need for grinder
pumps. Use of private grinder pumps requires approval by the City Engineer or designee and will be
evaluated on a case-by-case basis. Applicant will need to demonstrate that there is no other feasible
means of servicing lot/lots for acceptance.
Permits/application:
• A grinder pump application and plumbing permit is required within the city limits.
• Grinder pump system application is required to be submitted outside the city limits.
Application documents:
• Document providing type and number of fixtures to be serviced by pump (2 copies).
• Submit a grinder pump sizing and selection worksheet (2 copies).
• Type of Pump proposed.
Item 23 - 350
Marysville City Council Work Session May 7, 2007
5-34
Minimum requirements:
• UL listed pump. (UPC approved in structure)
• 2” minimum discharge from pump servicing water closet. (Per UPC 2003 710.3
WA. State Administration).
• Pump curve from manufacture.
Tank Type:
• 3” building sewer outfall requires 500 gallon minimum size concrete tank outside of
structure. 4” building sewer out fall requires 1000 gallon minimum size concrete tank. All
other systems require detailed engineering plans and shall be submitted for the City’s
review.
• Interior grinder pump system requires UPC approval. Exterior grinder pump system (see
standard plan 5-850).
• Concrete: 28 day compressive strength Fc’ = 4000 psi. Rebar #4 ASTM A-815 grade 60.
DL-18” earth cover. LL = 25 snow. Soils = 2000 psf, water pressure: 62.4 psf. Flexible pipe
adapter: press seal 4” cast-a –seal. Joint material: meets federal specs. SS-S-
00210, ASHTO M- 1988 and ASTM C990, and risers as required.
Site Plan:
• Required when installed outside of structure. (2 copies)
House Plan:
• Required when installed inside of structure. (2 copies)
General Notes:
• Electrical Permit approved prior to final inspection.
• Force main shall be 2” PVC schedule 80. The force main shall be tested @ 150% of its
design curve pressure.
• All inspections must be completed prior to backfilling.
Item 23 - 351
Marysville City Council Work Session May 7, 2007
5-35
• When (2) two 45 degree angles are used to achieve 90 degree bend, no less than
one foot of pipe between the two 45 degree bends. (No 90’s)
5-900 Grease Interceptors
When pretreatment facilities are required for fats, oils, and greases, by the City Pretreatment
Ordinance, the facilities shall conform to the following:
A. Design
Grease interceptors shall be multiple compartment flotation chambers where grease
floats to the water surface and is retained while the clear water underneath is
discharged.
The grease interceptor shall be followed by a sampling compartment to allow for
monitoring of discharges from the pretreatment unit. The geometry of the sampling
compartment shall be in accordance with City of Marysville Standard Plans 5-900-001
and 5-900-002 plan for grease interceptors. Interceptors shall have fittings designed for
grease retention.
There shall be an adequate number of manholes to provide access for cleaning and
maintenance of all areas of the interceptors; a minimum of one (1) manhole per ten
(10) feet of interceptor length. Manhole covers shall be gas-tight in construction, and
have a minimum opening dimension of twenty (20) inches.
B. Sizing Criteria
Sizing formula. The size of the grease interceptor shall be determined by using the
following formula: seating capacity or the number of meals served per peak hour,
whichever is greater x 6.0 gallons x 2.5 hours x storage factor = interceptor size in
gallons.
Storage factor shall be as follows: Facilities open less than 16 hours =1
Facilities open for 16 hours or more =2
Facilities open for 24 hours =3
Item 23 - 352
Marysville City Council Work Session May 7, 2007
5-36
In cases of certain fast food restaurants or establishments with the potential to
discharge large quantities of oils, grease, solids or wastewaters, larger capacities of
grease interceptors may be required. Pre-packaged or manufactured grease
interceptors may be approved by the Director with proper engineering and application
review.
Item 23 - 353
Marysville City Council Work Session May 7, 2007
5-37
The following General Notes shall be included on any plans dealing with sanitary sewer design.
GENERAL NOTES (SANITARY SEWER MAIN INSTALLATION)
1. All workmanship and materials shall be in accordance with City of Marysville standards and the
most recent copy of the State of Washington Standard Specifications for Road, Bridge, and
Municipal Construction (WSDOT).
2. City of Marysville horizontal datum shall be NAD 83, and the vertical datum shall be NAVD 88,
in Washington State plane Coordinates (feet), Washington North Zone 4601. A list of
benchmarks is available through the Public Works Department.
3. All approvals and permits required by the City of Marysville shall be obtained by the Contractor
prior to the start of construction.
4. If construction is to take place in the County right-of-way, the Contractor shall contact the City
Public Works Department to obtain all the required approvals and permits.
5. A preconstruction meeting shall be held with the City of Marysville Department of Public Works
/ Community Development Department prior to the start of construction.
6. The City of Marysville Community Development Department shall be notified a minimum of 48
hours in advance of a tap or connection to an existing sanitary sewer main. The inspector shall
be present at the time of the tap or connection.
7. The Contractor shall be fully responsible for the location and protection of all existing utilities.
The Contractor shall verify all utility locations prior to construction by calling the Underground
Locate Line at 1-800-424-5555 a minimum of 48 hours prior to any excavation.
8. Gravity sewer main with ≤5’ of cover shall be D.I.P. Class 52; 5’-18’ of cover shall be PVC, ASTM
D 3034 SDR 35, or ASTM F 789 with joints and rubber gaskets conforming to ASTM D 3212 and
ASTM F 477; >18’ cover shall be D.I.P. Class 52, or C-900.
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9. Precast manholes shall meet the requirements of ASTM C 478. Manholes shall be Type 1-48”
manhole unless otherwise specified on the plans. Joints shall be rubber gasketed conforming
to ASTM C 443 and shall be grouted from the inside. Lift holes shall be grouted from the outside
and inside of the manhole.
10. Side sewer services shall be PVC, ASTM D 3034 SDR 35 with flexible gasketed joints. Side sewer
connections shall be made by a tap to an existing main or a tee from a new main connected
above the springline of the pipe.
11. All sewer mains shall be field staked for grades and alignment prior to construction by a
licensed engineer or surveying firm qualified to perform such work. Prior to constructing any
sewer, the lot corners shall be staked and sewer line location established by survey, cost of
which shall be borne by the Developer.
12. All plastic pipe and services shall be installed with continuous tracer tape installed 12” to 18”
under the proposed finished subgrade. The marker shall be plastic non-biodegradable, metal
core or backing marked sewer which can be detected by a standard metal detector.
13. Each side sewer lateral shall have a 2” x 4” wood “marker” at the termination of the stub. The
“marker” shall extend from the trench to above finished grade. Above the ground surface, it
shall be painted “green” with SEWER and the depth, in feet, stenciled in white letters 2” high.
14. Side sewers shall be installed by the Developer and coordinated for clearance with power,
telephone, and other utilities.
All side sewers to be installed 10 feet into lot served and staked and marked as shown on these
plans.
15. Pipe bedding shall be in accordance with WSDOT Standard Plan B-18c Class F. Pea gravel is
an acceptable bedding material. All pipe shall be laid on a properly prepared foundation
according to Standard Specification 7-02.3(1). This shall include necessary leveling of the
trench bottom or the top of the foundation materials as well as placement and compaction of
required bedding material to uniform grade so that the entire length of the pipe will be
supported an a uniformly dense unyielding base.
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16. A 6 foot square X 4-inch thick concrete pad shall be installed around all SSMH’S and a 3 foot
square X 4-inch thick concrete pad shall be installed around all cleanouts that are not in a
pavement area.
17. Temporary street patching shall be allowed for as approved by the City Engineer. Temporary
street patching shall be provided by placement and compaction of 1-inch maximum asphalt
concrete cold mix. Contractor shall be responsible for maintenance as required.
18. Erosion control measure shall be taken by the Contractor during construction to prevent
infiltration and inflow into existing and proposed sanitary sewer facilities.
19. Provide traffic control plan(s) in accordance with the Manual on Uniform Traffic Control
Devices (MUTCD) as required.
20. It shall be the responsibility of the Contractor to have a copy of these approved plans on
construction site at all times.
21. Any changes to the design shall first be reviewed and approved by the project engineer and
the City of Marysville.
22. All lines shall be cleaned and pressure tested prior to paving in conformance with the above
referenced specifications. (See note 1.) Testing of the sanitary sewer main shall include TV-ing
of the main by the Contractor. Immediately prior to TV-ing, enough water shall be run down
the line so it comes out the lower manhole. A copy of the video tape shall be submitted to the
City of Marysville. Acceptance of the line will be made after the tape has been reviewed and
approved by Public Works. A water test of all manholes in accordance with Marysville
standard may also be required. Testing shall take place after all underground utilities are
installed and compaction of the roadway subgrade is completed.
23. Prior to backfill all mains and appurtenances shall be inspected and approved by the City of
Marysville Department of Public Works. Approval shall not relieve the Contractor for correction
of any deficiencies and/or failures as determined by subsequent testing and inspections. It
shall be the Contractor’s responsibility to notify the City of Marysville for the required
inspections.
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