2010/01/26 City Council Resolution 2010-08RESOLUTION NO. 2010 -08
A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF ROHNERT PARK
ADOPTING REVISED MANUAL OF STANDARD, DETAILS, AND SPECIFICATIONS
FOR THE SANITARY SEWER SYSTEM
WHEREAS, the City Council of the City of Rohnert Park adopted the "Manual of
Standards, Details and Specifications" (the "Standards ") on January 10, 2006 by Resolution No.
2006 -19;
WHEREAS, since adoption of the Standards, materials and methods for construction
have improved significantly;
WHEREAS, City Staff and the Professional Engineering community propose updating
the Standards; and
WHEREAS, updating and improving the Standards will ensure that new construction is
of the highest quality, therefore minimizing maintenance costs.
NOW, THEREFORE, BE IT RESOLVED by the City Council of the City of Rohnert
Park that it does hereby adopt the revised Manual of Standard, Details and Specifications for the
sanitary sewer system in substantially similar form as attached hereto and incorporated herein as
Exhibit A and further described as follows;
1. Volume 1, Chapter 2, Sewer Design Standards as shown on the attached revisions
2. Volume 2, Chapter 2, Sewer Detail Drawings as shown on the attached revisions
3. Volume 3, Construction Specifications, section 71- Sewers as shown on the attached
revisions
BE IT FURTHER RESOLVED that the City Clerk is hereby authorized and directed to
keep on file the revised Sanitary Sewer Standards dated as of July 2009 in the Manual of
Standards, Details and Specifications on behalf of the City of Rohnert Park.
DULY AND REGULARLY ADOPTED this 26th day of January, 2010..
ATTEST:
CITY OF ROHNERT PARK
city C M WIAII cAt,_01.�.-00
May 6r`
BELFORTE: AYE BREEZE: AYE CALLINAN: AYE MACKENZIE: AYE STAFFORD: AIV o5 -d
AYES: (5) NOES: (0) ABSENT: (0) ABSTAIN: (0)
City of Rohnert Park
Sewer
Design Standards
Design Standards Volume 1
for Public Improvements Revised July 2009Jaft A06
Design Standards S -i Volume 1
for Public Improvements Revised July 20DWanaarf-2006
SEWER DESIGN STANDARDS
TABLE OF CONTENTS
Volume 1
Design Standards
I.
Purpose .............................................................................................. ............................... S -1
II.
Requirements for Improvement Plans and Subdivision Maps ......... ...............................
S -1
III.
Sewer Mains - General ................................................................ ...............................
SS =2&4
IV.
Connection to an Existing Public Sewer Main ................................ ...............................
S -2
V.
Materials ..................................................................................... ...............................
S -44S-3
VI—
Alignment ...................................................................................... ...............................
Her- 1
143-3
S 3
1-:VI.
a. .......................... ...............................
Veit- ieal .............................................................................................. ............................... S -4
VII.
Main Sizing Criteria ................................................................... ...............................
S -58-4
VIII.
Slope of Sewer Mains ................................................................. ...............................
SS =68-3
IX.
Main/Lateral Cover .......................................................................... ...............................
S -6
X.
Manholes and Rodding Inlets ..................................................... ...............................
SS =7&4
XI.
Sewer Laterals ............................................................................. ...............................
S -88-7
XII.
Existing Sewer Lateral Inspection and Testing ............................. ............................... S -9
XIII.
Existing Sewer Lateral Repair or Replacement .............................. ............................... S -12
XIV.
Inspection and Repair of Private Sewers ........................................ ............................... S -14
XI -?-XV.
Abandonment of Sewer Mains and Services ........................... ............................... S -15"
X444-XVI.
Easements ................................................................................. ............................... S -15&4
XV11.
Access Roads ............................................................................ ............................... S- 168-9
`;V-.XVhI.
Sewer Force Mains ................................................................... ............................... S -16S -9
XAXIX.
�
Industrial Waste Discharge Permits ........................................ ...............................
S- 178 -1-8
7%',%".LXX.
Lift Stations (for Force Mains 3- inches and Larger) ...................... ............................... S -17-
e—Lift Stations 2 -inch Force Mains)
d. Eleetfieal Equipment
... .
e. Teleme .........................................................................:....... ...............................
Standby..........
S is
S 19
...............................
Gas N at@r�g S. .................................................................
9 20
g. e ...............................
. v -cv
i. Reeefd Dfawings and Manuals ......................
a 2
Appendix A - Non - Residential Sewer Flow Rates ......................... ............................... S -27
Appendix B - Peaking Factor Rates
5 -28
SEWER DESIGN STANDARDS
I. PURPOSE
To provide guidelines for design of sewer utilities projects and thereby reduce the time
required for processing the plans. These guidelines do not include, but may reference,
additional conditions which may be promulgated by all other pertinent ordinances, codes
and official policy set forth by the City, or other government agencies. These guidelines
establish minimum acceptable design criteria. More stringent requirements may be
imposed by the City based on specific project conditions.
It is the responsibility of the design engineer to initiate written requests for approval of
any design concepts that differ from these criteria, to verify additional requirements
imposed, to perform any necessary calculations or studies, and to resolve specific design
problems with the appropriate agency, department, or division.
II. REQUIREMENTS FOR IMPROVEMENT PLANS AND SUBDIVISION MAPS
A. Provide a detailed utility plan showing onsite and offsite sewer systems, and their
connections to existing City maintained sewer facilities. Show all existing any
septic systems in additionexisgig -er to those that will be abandoned.
B. For subdivisions, annotate the local agency information sheet of the Subdivision
Map with information that is needed to notify property owners of requirements for
connection to City Sewer System. These include, but are not limited to:
2. Lots requiring installation of sewer backflow protection;
2.3: Private sewage grinder pumps; and
3.4. Public sewer access requirements, such as gates or access roads.
The appropriate information may be obtained from City Engineering.
C_ — t is common for a project on one property to be dependant on the
construction of sewer by another project or phase of the same project. Sewer system
designs will incorporate any off -site sewer that is required for the connection to an
existing public main.
D. The maintenance agreement requirements for anv private sewer shall be recorded
prior to recordation of the Final Map or Parcel Map. If a private sewer will be
installed and there will be no subdivision (and so no Final Map or Parcel Map) then a
Maintenance Aereement shall be recorded asainst the bronerties having interest in the
sewers.
Design Standards S -1 Volume 1
for Public Improvements Revised January 2006
III. SEWER MAINS - GENERAL
A. Sewer systems will be designed in public streets whenever possible. When not in
public streets, the following conditions must be met:
1. Ductile iron pipe must be used from manhole to manhole when outside of
roadways except PVC may be used for rg avity mains located between 5
and 12 feet below the surface;; and
2. In general, lateral connections will not be allowed in easements exceytbut
where authorized by the City Engineer. Any lateral connections in
easementneeessafy must be accessible and easy to locate; and
3. Lockable lids are required on all manholes_ leeatea in easements, e
d ete
B. Private sewer systems vs. public sewer systems:
1. In general, np ivatep sewer systems will be used on private propertyly
when they seFve multiple and public sewers uitabk ° ° ,&&�
pr-evided for- maintenanee Feasens. Private sewer- systems will eftly-be used
on public property. siiigle lots or-,when they sen"e
C. Extent of sewer main improvements will be as follows:
1. Any offsite, downstream sewer system improvements needed to serve the
project must be shown on the improvement plans, including upgrades to
existing mains that may be required as a result of an approved capacity
study or modeling effort.
2. In general, sewer mains must be designed across the full property
frontage.
3. When a sewer main extension ends at a manhole and the sewer will be
extended further in the future, include in the design a 3- foot' long stub-
out of the manhole with a plug or cap. f r �° ° ° �
D. Gravity sewer mains within 50 feet of a well or 200 feet from a stream shall be
constructed to Waterworks Standards using AWWA C900 PVC, Fusion Welded
HDPE or Ductile Iron Pipe. Ductile Iron Pipe will be used in areas outside of
roadway sy except PVC may be used for gravity mains located between 5 and 12
feet below the surface.
IV. CONNECTION TO AN EXISTING PUBLIC SEWER MAIN.
A. Except where an existing stub -out exists for future connections, connect---'i
. Germ°°+ new mains to existing at existing manholes or by constructing a
new manhole over the point of connection. When making a connection to an
Design Standards S -2 Volume 1
for Public Improvements Revised January 2006
existing manhole, reconstruct and form channel and bench for smooth flow
transition and maintenance access.
B. There are locations in the Citv where mains have been extended for future use.
Where connecting to such a main, ,
remove the existing plug, cleanout, or rodding inlet and install a manhole. The
designer is responsible for inspecting the existing main prior to use. If the main
does not meet City standards it must be replaced to the first existing manhole in
accordance with City standards. The main must be videotaped prior to connecting
to verify condition. Submit disc to Engineering Services Department.
C. Where an existing sewer main manhole stub -out is tomain m be extended, the
designer is responsible for inspecting the existing stub -out prior to use. The stub -
out must be on the same line and
grade, the samepipe size and the same material as the new sewer main. Anv
existing stub -out not meeting City standards must be replaced in accordance with
City standards. , and the manhole spaeing is ade"ate. Note.- AG
stubs exist. Remove and r-eplaee with W."G.
D.E Elevations of mains connecting to existing sewer mains at manholes will be as
follows:
1. Side sewer mains connecting to an existing main at an angle ef 30 degrees
er-greate� will be at least 0.1- foot8 -1' higher than the existing.
2. Connect sewer mains so that the crown of the smaller main is no lower
than the crown of the larger main.
3. Germeefiens to T-Fd-ak Sewers will be made so th le ef the
E.
D, Where laterals are the same size as the main, connection must be made with a
manhole. Use a wye for all other lateral connections except as in "F " "F below.
F. E-. For lateral connections to existing mains 12 inches and larger, use taps and
saddles per City Standard 513. Taps and saddle shall have watertight gaskets and
316 stainless steel hardware. If existing laterals are to be utilized, they shall be
video taped prior to connection as to verify their condition. If defects are
observed, the lateral shall be repaired or replaced per City Standards.:
G. F-. Lateral connections to trunk sewersT ank Sewers 15 inches and larger are
generally not allowed except with the specific approval of the City Engineer.
When allowed connections shall be at a manhole.
H.G-. Approved alternatives for multiple connections, such as for grouped flag lots or
multiple lots off private driveways., are:
1. Up to 2 joint trenched sewer laterals may be connected to the main using
wyes at least 1- foot= apart. (Taps or saddles where allowed must be a
minimum 1400tV apart.)
Design Standards S -3 Volume 1
for Public Improvements Revised January 2006
2. A private 6 -inch main may connect to the public main at a manhole and
extend to the services onsite. This alternative requires a joint maintenance
agreement or homeowner's association, if serving more than one property.
3. Up to 4 laterals may connect to a junction structure similar to Standard
502.
I. Wher the street surface is less than 5
years old, installation methods other than open cutting shall be required. For
major streets, installation methods other than open cutting may be required. The
City Engineer will determine the requirements based on the condition of the
existing street.
V. MATERIALS
A. StreetSewer- serviee laterals shallwi44 be Polyvinyl Chloride (PVC) 6 or
ductile iron
B. Gravity sewer mains up to and including 18412 inches will be PVC (SDR 26
minimum), or fusion- welded HDPE. PVC joints shall be wrapped with 60 mil 6-
inch wide corrosion tape. Exceptions must be approved by the City Engineer.
.
C. Materials for pipes larger than 184-2 inches mustwill be approved by the City
Engineer.
D. Sewer force mains shall be constructed to Waterworks Standards using AWWA
C900 PVC, Fusion Welded HDPE, or a Polyurethane or Epoxy lined Ductile Iron
Pipe. .
E. If a gravity sewer main is installed outside of a paved roadway, ductile iron pipe
and sewer identification tape is required.
F. In general, use the same pipe material from structure to structure.
G. Use of Asbestos Cement Pipe is not allowed under any circumstances.
H. Gravity sewer mains within 50 feet of a well or 200 feet from a stream shall be
constructed to Waterworks Standards using AWWA C900 PVC, Fusion Welded
HDPE or Polvurethane or EDOXV lined Ductile Iron Pipe in areas outside of
roadway.
VI. ALIGNMENT
Any deviation in clearances from the requirements of the Standard Drawings, the
"California Waterworks Standards" and criteria for water main separation set forth under
Design Standards S -4 Volume 1
for Public Improvements Revised January 2006
Title 22 of the California Code of Regulations, must be approved in advance of the plan
submittal by the California Department of Public Health (CDPH) and the City Engineer.
Additional requirements ma,, be imposed for such deviations.
A. Horizontal
1. ,
Pipelines" (See Appendix "A" in Water- System Design Standafds-.)
wtinimum five feet eleaf between pipes exeept at e
3. Horizontal separation from other utilities, such as gas, underground
electric, underground television cable, etc., will be a minimum of four feet
clear between the pipes except at crossings. Horizontal separation from
other sewer lines and storm drains shall be 5 feet.
2.4. In general, design public sewer mains in straight street sections to run
parallel to the street centerline. All public mains must be a minimum five
feet clear from all structures, building overhangs, gutters, property lines or
edge of easements and 3 feet clear from all monuments, and/or lips of
gutters. The alignment will be designed so that any 48 -inch manhole shall
be centered a minimum of 3 feet from the lip of gutter and any 60 -inch
manhole shall be centered a minimum of 4 -fooW from lip of gutter.
3.-5 In curved streets, design the sewer alignment generally on one side of the
centerline to allow installation of other facilities such as water, storm
drains, etc. without using transverse crossings. Provide an alignment such
that no part of the sewer main is less than 1 foot from the lip of gutter.
Stfuetafes must be designed in aeeefdanee with subseefieft V! A(4) above.
4.6. Horizontal curves in gravity sewer mains are not allowed. Sewers and
manholes must be designed in accordance with subsection VI -A(2) above.
7. All sewer main trenches that are parallel to and deeper than
the footing of any adjacent structure must be at least 45 degrees from the
footing as required in the Uniform Plumbing Code. Any exceptions must
be approved in writing by the City.
B. Vertical
Design Standards S -5 Volume 1
for Public Improvements Revised January 2006
lid
-01 lilli
Design Standards S -5 Volume 1
for Public Improvements Revised January 2006
3. Vertical curves in gravity sewer mains are not allowed.
C. Potholing
1. Pothole of all existine utilities to verifv minimum separation reauirements
are satisfied shall be performed during the design stage of a project.
2. Potholing; must be performed during the design -phase to minimize
unforeseen subsurface conditions during construction. Verification of
horizontal and vertical locations, by the design engineer, y surygying
junction structures may be accepted in lieu of potholing_
3. Provide a schedule on the design drawings that shows the following
pothole /survey information:
a) Horizontal coordinates that reference the same datum used on the
design drawings.
b) Depth to existing utility.
C) Size and We of existing utility_
VII. MAIN SIZING CRITERIA
A. Public mains will be sized to serve the entire tributary area at buildout densities
conforming to the General Plan. Engineers for large developments may be
required to provide trunk or collection system calculations or have a wastewater
model run performed.
B. The design flows will be based on the following criteria:
1. Population density for multi - family units will be 2.2 people per unit and
3.2 people per single - family residential home. Average domestic flow will
be 90407 gallons per person per day.
2. Non- residential use: flows as presented in Appendix
A.
3. Peaking factor: a the ASCE 1986 Standards used inPea
Farm the Water Agencies Standards (San Diego ). Refergrarh
"Sewage Peak Lead Faeter- . ," to Appendix B. ebtaie
design base #Ievi-
4. I /I =1.4 gpm/acre.
Q. Single -family -io3iccuczs shall add -zir;mcacoac xc..asmc ac. ioF G,'i viA.
C. The minimum nominal sewer diameter is 8 inches. For mains over 8 inches
design Destign -all gravity sewers to achieve a minimum velocity of 2 fps at
average dry weather flow (ADWF) and a maximum veloci1y o10 fps using
design flows. Less than 2 fns - Lesser velocities require the approval of the City
Engineer. When analyzing the existing or proposed sewer systems, use Manning's
Formula to determine the design flow and velocity. Use n = 0.013.
Design Standards S -6 Volume 1
for Public Improvements Revised January 2006
VIII. SLOPE OF SEWER MAINS
A. The sewer must be designed with a slope to be able to serve its entire tributary
area. The preferred minimum slope for gravity sewers is 0.005. When conditions
require, flatter slopes may be approved as an exception by the City Engineer with
engineering _ calculations. Calculations shall show a minimum of 2 fps velocity is
achieved daily.'
B. The maximum slope for gravity sewers is 0. 15, or 15- foot4 4 per 100-foot. 100'.
Considering relevant factors such as steep terrain, steeper sewers may be allowed
with the following conditions:
1. Use of restrained joints.
2. Provide trench dams and drainage measures to prevent a buildup of
hydrostatic pressure in trenches.
3. When a sewer with a slope greater than 0.15 passes through a structure
with a horizontal change of direction in excess of 30 degrees, a special
design of the base channelization is required to prevent overflows and yet
allow for routine maintenance operations.
C. Slopes through manholes:
1. When sewers of uniform slope pass through a manhole, the slope will be
maintained and the invert at the center of the manhole will be given.
2. When sewers change slope at a manhole, incoming and outgoing invert
elevations will be given, in addition to the center of the manhole.:
3. Provide sufficient drop through a manhole to compensate for energy loss
caused by change of alignment. A minimum drop of 0.1 foot is required
for a change of alignment greater than 30 degrees.
4. When pipe sizes change at structures, design the inlet crown at least as
high as the outlet crown.
IX. MAIN/LATERAL COVER
A. Cover is the distance from the top of the pipe to final finished grade measured
directly over the pipe.
B. Minimum cover for all sewer mains and laterals will be three feet. Maximum
cover shall be 20 feet.36 inehes. The City Engineer may approve shallower
installations but in no case will cover be less than 24 inches.
Design Standards S -7 Volume 1
for Public Improvements Revised January 2006
C. Where cover is less than 36 inches, special construction techniques must be
approved such as concrete encasement, use of ductile iron pipe, or concrete cap
over the trench. .
D. All sanitary sewer trenches in roadways or paved areas shall be bedded with an
approved bedding and backfilled using City approved CDF.
X. MANHOLES AND RODDING INLETS
A. A manhole is required at every horizontal or vertical change in alignment, and at
changes in pipe size or pipe material.aligent:
B. Maximum distance between manholes is 350389 feet. Spacing of 500 feet is
allowed with permission of the City Engineer for lines over 15 inch in diameter.
C. A manhole is required at the end of every main in excess of 200 feet in length-per
City Standard 500..
D. Rodding Inlets may be installed in lieu of manholes at the end of a sewer main
where the distance is less than 200 feet to the nearest manhole and the main size is
10 inches or less. The rodding inlets shall be furnished with a shallow manhole
per City Standard 505.
E. 60 -inch diameter manholes are required for mains 274-9 inches or larger in
diameter.
F. The manhole will be designed such that the angle in the horizontal plane between
the downstream and any incoming sewer is a minimum of 90 degrees.
G. Stubs provided out of manholes for future extension will have rodding inlets
provided per City Standard 505, when more than one length of pipe is installed or
where service laterals are connected to the stub. Where the extension will be used
in a future phase of construction, scheduled within two years, City Standard 506
may be used.
T Standard inside drop manhole installations are required when the difference in
elevation between the incoming and outgoing sewer is greater than 2 feet. While
not encouraged, drop manholes may be required because of some physical
restraints. They may not however, be used to merely avoid extra depth of
trenching unless unusual circumstances exist. Upstream slope changes should be
used to avoid the need for a drop manhole.
I.3: When one drop connection is required, use a 60 -inch diameter manhole. When
two or more drop connections are required, use a 72 -inch diameter manhole.
Design Standards S -8 Volume 1
for Public Improvements Revised January 2006
J.K-. Minimize the number of drop manholes.
XI. SEWER LATERALS
A. Definitions:
1. "Building sewer" means a sewer serving a specific building or property
extending from 2 feet outside the building to either the street lateral or the
private sewer.
2. "City sewer" means any public sewer located within an easement or public
right -of -way which is maintained by the City.
3. "Private sewer" means a common sewer privately owned that connects
one or more building sewers to the public sewer. A private sewer includes
sewer main, manholes and all appurtenances.
4. "Sewer lateral" means all or part of the sewer service lateral.
5. "Sewer main" means the portion of the sewer that collects and conveys
flow from the sewer laterals to the City's terminal pump station. A sewer
main can be a "public sewer" or a "private sewer."
6. "Sewer service lateral" means that portion of the sewer system which
connects the user's premises to the public sewer or a private sewer. This
includes the building sewer and the street lateral.
7. "Street lateral" means the portion of the City sewer that connects the
sewer main to the building sewer at the property line.
B. Provide a separate sewer service lateral for each lot.
C.B—. The minimum sewer service lateral size is 4 inches.
D. Sewer service laterals will have a two -way cleanout at the property line.
E. Sewer service G. Sewe laterals will be sized according to requirements of
the Uniform Plumbing Code, the City Engineer and determinations by the Design
Engineer.
F.D-. Sewer service laterals will be located on the property frontage, defined as either
the front or side boundary line of a parcel which abuts on a street.
G. Sewer service laterals E. Late will not be located in easements when
gravity service can be provided to the property frontage.
H. Multiple
aebieved multiple lots may be served by a private main, providing approval by
the Building Official and the City Engineer is received and appropriate
maintenance agreements are approved by the City Engineer. Private mains must
connect to the public main at a manhole.
Design Standards S -9 Volume 1
for Public Improvements Revised January 2006
I.Fr The minimum slope of sewer service laterals is 2% or 1/4 inch per foot for 4 -inch
laterals and 1% or 1/8 inch per foot for 6 -inch laterals, unless otherwise approved
by the Building Department, and will be designed at a depth sufficient to serve the
entire building envelope of the parcel. Provide the slope and/or invert grade at the
cleanout for any service lateral that must be installed at a slope and/or depth
different from the minimums shown on the City Standard Plans.
J. H-. All streetsewer- laterals, from property line or edge of easement to the point of
connection with the main line or a manhole, will generally be perpendicular to the
curb alignment or easement and will have an angle of intersection with the
downstream section of sewer of no less than 90 degrees. No lateral alignments
adverse to the flow of the main will be permitted.
KL Locate sewer laterals outside of driveway areas where possible and where
driveway locations are known. In general, sewer laterals will be in the center third
of lots when driveway locations are unknown and a minimum of 10 feet from
trees whenever possible. For hillside development, place sewer laterals on the low
side of property frontages when not in proposed driveway.
L. J-. Sewer service laterals serving lots, buildings or ap rts of buildings with a potential
for plumbing fixtures below the nearest upstream sewer manhole rim require an
approved backwater valvebaekfiew eveffiew device. Multi -level buildings require
the upper floors to be drained and connected to the downstream side of the
backwater valve device, pursuant to 2007 California Plumbing Code section,
710.0 and 710.1
XII. EXISTING SEWER LATERAL INSPECTION AND TESTING
A. Sewer laterals for this section are defined as that portion of pipe running from the
building to the sewer main. As part of anyproject, existing sewer laterals shall be
inspected and tested as required in the municipal code, conditions of approval, or
as directed by the City Engineer. Sewer laterals which fail to meet minimum
standards shall be repaired or replaced. Testing shall be as described herein.
B. CCTV Inspection:
1. I Prior to nerformina the CCTV inspection, the sewer lateral shall have been
cleaned by flushing the lateral with water. Grease, oil, sediment, or solids
shall be removed to permit the visual review and recording of the inside
wall of the sewer lateral. The cleaning work is to be performed by
licensed contractor pursuant to the provisions of Section 7026 of the State
of California Business and Professions Code.
2. Sewer lateral CCTV inspection recordings that are to be submitted to the
City for review and the eventual issuance of a Sewer Lateral Certificate of
Compliance are to be performed by contractors who are licensed and
experienced to perform CCTV inspections or other inspection service
providers and technicians who are permitted by law to perform such
inspections.
Design Standards S -10 Volume 1
for Public Improvements Revised January 2006
3. CCTV sewer lateral inspection recordings shall be DVD format and shall
be in color. All recordings shall be in focus, properly illuminated with
good contrast, adequate color and tint, if colored recording, without
distortion or outside interference. The camera lens must be kept clean and
clear. Any other unidentified defect such as equipment interference or
malfunction causing blurred or obscured images that detracts from the
abili . to completely and with reliable accuracy read the recording shall
constitute a basis for rejection.
4. CCTV inspection personnel shall coordinate the work of the CCTV
inspection with the property owner or resident to minimize or temporarily
stop sewer discharge into the sewer lateral while recording in order to
show the whole periphery of the sewer lateral. If a bypass conduit is
necessary, it must receive prior approval from the City inspector, and it
shall be used as the last alternative.
5. A data view display feature shall be provided capable of showing, on the
DVD, the following information:
a) Physical address of property which the sewer lateral serves
b) Date and time of inspection
C) Name of company, firm or technician performing the CCTV
ins ep ction
d) Inside diameter of sewer lateral and type of pipe material
e) Continuous footage counter accurate within 3 percent
f) Identification of access and starting point for video inspection such
as upstream cleanout and location of cleanout. Vent lines will not
be acceptable as access points.
6. The preferred direction of the CCTV inspection is forward from u sp tream
to downstream.
7: The CCTV inspection DVD shall show the whole periphery of the pipe.
Video televising of the entire length of the sewer lateral is required.
Inability or failure to do so because of obstructions in the line, collapsed
pipe, out of alignment joint offsets, or lack of acceptable access points will
result in the rejection of the CCTV inspection report.
8. An acceptable access point is defined as a cleanout constructed in
accordance with the plumbing code and City of Rohnert Park Standards. If
there are no acceptable access points, installation of new sewer lateral
cleanout meeting the he requirements of the adopted plumbing code and the
City of Rohnert Park Standards will be required in order to perform a
video inspection of the sewer lateral.
9. The DVDs shall be labeled and the labels shall be typewritten or legibly
hand printed and shall include the following information:
a) A "CCTV Sewer Lateral Inspection" title
b) Street address of the property to which the sewer lateral serves
C) Date of inspection
d) The name of the Company, Firm or Individual responsible for the CCTV
Inspection.
10. The CCTV inspector or operator shall identify all illicit connections to the
sewer lateral observed in the CCTV inspection such as roof drains, area
Design Standards S -11 Volume 1
for Public Improvements Revised January 2006
drains, french drains, swimming pool drains, basement drains, and footing
drains by physically inspecting the property for visible evidence. The
findings shall be noted in the CCTV Inspection Report
11. Sewer lateral lengths shall be measured from cleanout to sewer main.
12. The camera shall be moved through the sewer lateral at a uniform rate not
exceeding 30 feet per minute. The camera shall be stopped for a minimum
of 5 seconds at broken or cracked pipe sections, root intrusion, miss
aligned joints, connections to the lateral or other pipe defects. The camera
shall be stopped for a full minute at any flowing connections and if
necessary pulled back and re- televised to ensure a clear recording of the
connection. Camera units shall have adjustable supports and shall be set so
the camera axis is g nay at the centerline of the pie.
13. The operator shall clearly identify the location of all Me or tee
connections, taps, breaks, roots, or other defects.
14. An inspection report is to be submitted with the CCTV inspection
recording. General information including property address, date, time,
operator name, and recording ID shall be provided. A diagram or a
drawing; showing the street, approximate location of the cleanout(s) and
building face is to be provided. Pipe diameter, pipe material, shape of the
pipe, pipe length, and televised footage.
15. Continuous footage readings for identifying the location of defects must
be accurate to within 3 percent tolerance. The following g efect
identifications are to be called out and recorded to the nearest full foot:
a) Cracked Pipe (longitudinal, radial, spiral, multiple)
b) Broken Pipe, Hole in Pipe, Deformed Pipe, Collapsed Pipe
C) Separation in Pipe Joint roots, earth movement, collapsed pipe
section
d) Pipe Obstruction (cause for failed inspection)
e) Infiltration (observable, evidence of, seeps into line, runs into line)
fl Debris or Sediment in the Pil2e (flow undisturbed or disturbed,
unable to continue)
g) Grease (flow undisturbed or disturbed, unable to continue)
h) Scaling (flow undisturbed or disturbed, unable to continue)
i) Side Connections (attempt to identify)
j) Cleanouts (existing or missing and location)
k) Settlement of pipe (sags or bellies)
C. Sewer lateral testinw.
16. Sewer laterals requiring pressure testing are as follows:
a) All pressure laterals shall be pressure tested at 1.5 times the
operating_ pressure and no pressure loss shall be detected within a
10 minute test.
b) Gravity lateral testing will be accomplished by either a water
exfiltration test or an air test.
C) Smoke tests are also required for private gravity sewers.
17. Exfiltration Pressure Test:
Design Standards 5 -12 Volume 1
for Public Improvements Revised January 2006
a) To perform a pressure test using the Exfiltration Pressure Test, the
sewer lateral must have a cleanout located near the building
footing which is served by the sewer lateral. If the cleanout does
not exist, one must be installed by a licensed contractor under a
plumbing_ permit issued by City Building Department. The
contractor may perforn 12relimina1ypressure tests prior to
completing the backfill operations; however, the final pressure test
shall be performed after the completion of the backfill operations.
b) The contractor shall plug the sewer lateral and riser at the City
cleanout and then surcharge the line with water to a point equal to
the foundation grade (floor joist level) or slab floor level. The
minimum height of the water level shall be two feet (2' -0 ") above
the lateral at the City cleanout. If necessary, a stand pipe shall be
fitted to the top of the cleanout to achieve the required testing
water level. If there is any fixture inside the structure lower than
the testing water level, the contractor shall have to either plug the
fixture or the lateral at the building. An approved backwater valve
shall be installed if there are any plumbing fixtures below the level
of the City cleanout. A Plumbing; Permit is required for this work.
The contractor may also install or use an existing cleanout near the
structure at the foundation rg ade (floor joist level) or slab floor
level to establish the minimum two feet (2' -0 ") water level.
C) The building sewer will have passed the pressure test if the testing
water level within the testing standpipe tandpipe does not drop more than
the indicated rate for the given diameter of testing `ndpipe
indicated below. The allowed leakage per sewer lateral is 85 gpd or
3.54 gph or .059 gpm or 13.63 cubic inches per minute. No
increase or allowance is allowed for long laterals or for laterals
larger than the 4 -inch minimum size.
1. 3" Diameter: 2 inches per minute
2. 4'" Diameter: 1 inch per minute
3. 6" Diameter: 0.5 inch per minute
18. Air Pressure Test
a. Air test eauipment shall be approved by the Citv. The contractor
shall clean the pipe and plug the lateral at the building line and the
end of the sewer lateral. (If a cleanout is within two feet (2' -0 ") of
the building, the lateral may be plugged at the cleanout.)
b. Air shall be slowly supplied to the plugged lateral until the internal
air pressure reaches 4.0 pounds per square inch greater than the
average back pressure of any groundwater that may submerge the
pipe. The air pressure shall be regulated by a suitable regulator
valve. Gauges shall be 10 psi maximum with increments of 0.2 psi.
C. At least two minutes shall be allowed for temperature stabilization
before proceeding further. The rate of air loss shall then be
determined by measuring the time interval for the internal pressure
to decrease from 3.5 to 2.5 pounds per square inch greater than the
Design Standards S -13 Volume 1
for Public Improvements Revised January 2006
average back pressure of anv groundwater that may submerge the
pipe-
d. The lateral shall be considered acceptable if the time interval
measured for the internal pressure to drop from 3.5 to 2.5 pounds
per square inch is 10 seconds or reg ater.
XIII. EXISTING SEWER LATERAL REPAIR OR REPLACEMENT
A. Materials used in the repair or replacement of existing sewer laterals which have
failed to pass an inspection and/or test shall be made of pipe materials, fittings,
couplings, and other joining materials which have been approved for use pursuant to
the Plumbing Code adopted by the City and as modified and specified in the City of
Rohnert Park Manual of Standards Details and Specifications.
B. The approved pipe materials. fittings and ioinine methods for the street lateral are:
1. Approved Pipe Materials:
a. Polyvinyl chloride (PVC) plastic pipe type Drain- Waste -Vent
(DWV), SDR26 minimum; manufactured in accordance with
ASTM D 2241.
b. Cast Iron Pipe conforming to ASTM A 888 or CISPI 301 when the
lateral is outside paved areas.
2. Approved Pipe Fittings:
a. PVC conforming to ASTM D 2665; ASTM D 3311; ASTM F
1866
b. Grey or ductile iron conforming to AWWA C 110
3. Approved Pipe Joining:
a. Joints between PVC pipe and between pipe and fittings shall be
made with mechanical joints having an elastomeric seal
conforming to ASTM C 1173, ASTM D 3212, or CSA B602.
b. Joints between cast iron pipe and between pipe and fittings shall be
made with compression gaskets for hub and spigot pipe and fittings
conforming to ASTM C 564 and shall be compressed when the
pipe is fully inserted or joined with mechanical joint couplings for
hubless pipe and fittings conforming to CISPI 310, ASTM C 1277
or ASTM C 1540. The elastomeric sealing sleeve shall conform to
ASTM C 564 or CSA B602 and shall be provided with a center
stop.
C. Joints between different ,pipe materials shall be made with a
mechanical joint of the compression or mechanical sealing type
conforming} to ASTM C 1173, ASTM C 1460 or ASTM C 1461.
Connectors and adaptors shall be approved for the application and
such joints shall have an elastomeric seal conforming to ASTM C
443 ASTM C 564 ASTM C 1440 ASTM D 1869 ASTM F 477
CSA A2573M or CSA B602.
C. The approved pipe materials, fittings and joining methods for the building g ewer
shall comply with the California Plumbing Code adopted by the City of Rohnert
Design Standards 5 -14 Volume 1
for Public Improvements Revised January 2006
Park with the following exceptions as stated herein and as described in the City of
Rohnert Park Manual of Standards, Details and Specifications.
1. The following Dipes materials are prohibited for new construction. If the
below pipe types are damaged or fail to pass inspection or pressure tests
they shall be removed in their entirety from the wye at the sewer main to a
cleanout located near the footing of the structure being served.
a. Asbestos Cement Pipe
b. Vitrified C14y Pipe
C. Orangeburg pipe
d. Hubless concrete
e. Pipes without gasketed or glued bell and spigot joints
f. ABS glued or gasketed couplings
g. Grey iron drainage pipe with gasketed couplings.
2. The following Joints and Connections are prohibited:
a. Cement, cement mortar, or concrete joints
b. Mastic or hot pour bituminous joints
C. Caulked joints
d. Oakum or hemp joints filled with lead
e. Lead joints
f. Joints made with fittings not approved for the specific installation
g. Joints between different diameter pipes made with elastomeric
rollingO -rings.
h. Solvent cement joints between different types of plastic pipe.
D. Sewer laterals may be repaired with an approved cured in Dlace pipe linin
system. At the conclusion of relining the sewer lateral must pass specified
pressure tests.
E. Sewer laterals may be replaced in their entirejy with approved pipe materials. At
the conclusion of the replacement, the sewer lateral must pass specified pressure
tests.
F. The replacement of damaged pipe sections with approved materials, fittings, and
i
couplin s g s only acceptable if the sewer lateral can pass the required pressure test
after the repairs are complete.
G. Whenever a sewer lateral is either repaired, replaced, or re- lined, cleanouts shall
be provided at the property line, within 2 feet of the structure being served by the
lateral, at intervals not to exceed 100 feet in straight runs, and for each aggregate
horizontal change in direction exceeding g 35 degrees in accordance with the Citv
Standards.
H. ADDroved trenchless technologies such as "pipe bursting" may be utilized to
replace sewer laterals. Pipe bursting shall not be used for pipes containing
asbestos. Asbestos cement pipes shall be removed and replaced with approved
materials.
Design Standards S -15 Volume 1
for Public Improvements Revised January 2006
I. Spot repairs consisting of placement of metal or other sheeting materials and
concrete or mortar will not be accepted.
J. Re- mortaring of joints as a repair method is not acceptable.
K. Pipe and pipe couplings shall be joined and installed in accordance with the
manufacturer's recommendations. Pipe repairs shall be made in a manner which
provides the least number of pipe joints.
L. Sewer laterals with the following types of pipe damage must be repaired or the
pipe sections must be replaced:
1. A separation or offset in the pipe joint including any fish mouth condition
at the joint.
2. Holes or cracks in the pipe bell, barrel, or coupling
3. For PVC pipe, a deflection in the pipe cross - section exceeding g /4".
4. Root penetration into the pipe.
5. Infiltration
M. Where the sewer vibe repair option selected is pipe lining. repairs shall be made
to the lateral prior to the installation of the liner and shall correct the following
deficiencies:
1. A separation or offset in the pipe joint including any fish mouth condition
at the joint which the lining system cannot bridge based on the liner
manufacturer's recommendations.
2. Holes in the pipe bell, barrel, or coupling that the lining system cannot
bridge.
3. For PVC pipe, a deflection in the pipe cross - section exceeding g /4 ".
4. Other lateral defects which the manufacturer of the lining system
recommends be corrected prior to the placement of the liner.
XIV. INSPECTION AND REPAIR OF PRIVATE SEWERS
A. When new development, buildings or changes in use create the need to tie into
existing private sewers, the private sewer shall be inspected and, if necessary,
repaired.
B. When existing private sewers require inspection and testing they shall be
inspected using the procedure for video inspection for new construction in
Standard 530. Private sewers shall also be smoke tested to detect cross
connections or excessive inflow and infiltration.
C. Private sewers shall be repaired in accordance with the Citv Standards for new
sewer construction if the following defects are noted except that the infiltration
quantity can be up to 200 gallons /inch - mile /daE.
1. Smoke testing indicates any cross connections or excessive inflow or
infiltration.
2. Television inspection notes any of the following defects:
Design Standards S -16 Volume 1
for Public Improvements Revised January 2006
a. Excessive inflow or infiltration
b. Joint separations
C. Damaged joints that expose the ag sket
d. Cracks
e. Root intrusion
f. Substantial deterioration of the lines
g. Improper pipe grade leading to clogging of the line, inflow,
infiltration of extraneous water.
D. After repair or replacement of the defects, the entire section (from manhole to
manhole) where the repair was made shall be inspected and tested in accordance
with City Standards for new sewer construction. Any defects will require
correction.
XV. ABANDONMENT OF SEWER MAINS AND SERVICES:
A. Any existing sewer mains and service laterals that will not be used will be
abandoned and the following must be noted on the Improvement Plans:
1. Sewer mains that are to be abandoned will be securely closed at all pipe
ends and With aeap-e at manholes with a concrete plug or masomxplug
if 12" or larger per current City Standard 507... Further, mains 81-2 inches
and larger must be broken every 50 feet, filled with a sand slurry or other
suitable material per current City Standard 507.6.
2. Sewer laterals in streets that have been constructed or overlain within the
last five (5) years will be plugged behind the curb line or outside the edge
of pavement.
3. Sewer laterals in streets that have not been constructed or overlain in the
last five (5) years will be abandoned by excavating at the main, removing
the wye, and repairing the main. . If the
connection to the main is a tap or saddle, it will be removed and a full
circle repair clamp installed. When a wye is removed that is within 18
inches of a pipe joint, the repair will be extended to include the joint.
XVI.XJ11: EASEMENTS
A. An easement must be provided over any public sanitary sewer when it is installed
outside a public right -of -way.
B. The easement must be a minimum of 20 -foot ' wide if 'it erAy eentain
main er 28' wide (or wider if directed by City En ing eer). if it een4ains anothe
. The easement will be
dedicated as a "Vublic"pttbfie sewer easement. "easemefA
C. Easements must be configured to encompass all publicly - maintained
appurtenances, such as streetseF,4ee laterals up to the cleanout, and will be
generally centered over the facility. Separate access easements may be required
Design Standards 5 -17 Volume 1
for Public Improvements Revised January 2006
depending on site conditions. When sanitary sewers are to be installed along a
property line the easement will be wholly contained on one parcel.
D. All property restrictions placed as a result of dedication of easements will be so
noted on the supplemental sheet of the Subdivision Map, or on the Easement
Deed if the easement is not dedicated as part of a subdivision. Typical required
notes as applicable are:
1. No structures may encroach on, above, or below the surface of the ground
in any public easement. This includes footings of foundations, eaves from
the roof of any adjacent structure, pools, ponds or outbuildings on slabs or
foundations. Decks, sheds, or other structures which may be easily
removed for maintenance of the sewer system may be allowed at the
discretion of the City Engineer.
2. No trees may be planted in a public sewer easement without first obtaining
approval of the City Engineer. Trees may be allowed to the extent that
damage to the sewer system does not occur from root intrusion and
adequate access can be provided for maintenance and repair vehicles.
3. The Utilities Department will take due caution when performing
maintenance or repair of sewer systems in easements, but will not be
responsible for repairs or replacement of trees, landscaping or structures
not specifically approved by the City Engineer.
XA":XVII. ACCESS ROADS
A. Clear access must be provided and maintained to all structures on the sewer
system:
1. All- weather vehicle access roads are required to every structure on the
sewer system. Access roads must be a minimum of 12 feet4V in width and
must be provided with turnarounds as directed by City Engineer. City
Standard 206 may be required when the back -up distance for any
maintenance vehicle exceeds 100- foot.100'.
The design of access roads must be included with the sewer system design
plans. At a minimum, the design will conform to the requirements of City
Standard 216. Include adequate drainage measures in the design to prevent
damage to the access roads from storm water.
Gates must be provided for access through any fence crossing a public
sewer easement. Minimum 14- footWher -e ve :ettl f ° r °a f r
' wide gates shallinust be provided., with sliding
gates preferred. For secondary entrances whereWiere vehicular access is
not required, 4- foot4 -' wide gates for pedestrian access shallot be
provided and will be located to permit visual access between sewer
structures.
The maximum grade allowed at any point on an access road is 15 %. The
maximum cross -slope for any access road is 5 %.
2.
4.
Design Standards S -18 Volume 1
for Public Improvements Revised January 2006
Ultrasonic flow meter
and 110 VAC junctlon box
B (See note S) ----
1/4' Hinged aluminum floor hatch Automatic sampler
(See E.A L)
(See note 9)
,
A A 3/4' conduit
30' Mn, eter '
I for power cord
(See note 1) Probe
For sealing
•
between sections
I
(See Std. 500) ! i
I Slope
3 towards pipe
�.
o _J
3/4' conduit FLOW —1, '
for sampler line
_
_
L
(See note 7) (See note 9)
B
PLAN —
—
Notes:
1. If depth is less than 30" review with Environmental
Services Division for additional vault requirements. If
greater than 48% install sampling manhole similar to
Standard 500 with flow through cut away pipe as per
this standard.
2. Sampling manhole to be located outside of public
right —of —way except with written approval of the City
Engineer. The sampling manhole shall be situated in a
secure location.
3. An alternative design by a Registered Engineer may
be submitted for review by the City Engineer.
4. Location subject to the approval of the City Engineer.
5. Manhole shall be 30" x 30" inside dimension precast
box with 24" X 24" hinged aluminum floor hatch.
6. All surface water must drain away from sampling
manhole.
7. A waterstop consisting of a standard manhole
adapter gasket as supplied by the pipe manufacturer
to be grouted into the box wall near the center of
the
G I TY O F RO H N E RT PAR K
wall.
8. Install 110 VAC ,Junction box for 4 -20MA to provide
CONTROL SAMPLING MANHOLE
pulse output for flow proportional sampling.
9. Install a Palmer Bowlus, Parsholl Style flume, or
SCALE: NONE DATE: JULY 2009
approved equal per manufacturers recommendations.
Approved:
Flume shall be placed in the center of the box.
STD. - 524
CONCRETE PAD
Reinforced with
6 "X6 "/10x10
welded wire fabric
4' -0"
Drain hole cover
(See detail)
Finish grade
1.L 3+ 4»
4" x 4" P -Trap
PLAN VIEW
Support with 4' x 4' redwood post
or approved equal anchored____
securely in concrete. I
2' Vent 3/4' Water Supply)
'I
Cleanout Box & Lid
Smooth trowel finish
*Only needed if existing hose bibb location
is not accessible. -�
2' Vent 3/4" Hose Bibb —�
(for pad washdown)
HT 10' -0'
6' -0'
Counter -sunk PVC plug
4" PVC riser extended to
4" below finish surface
4" x 2' Tee i;
(for vent) 4' -45' Street elbow
4" x 4" wye
"� 4" pvc or ductile iron pipe
ELEVATION
NOTES:
1. Must install Reduced Pressure Backflow Prevention
Device on water service prior to installation of this
disposal facility. See Std. 876.
2. See Std. 513 & Engineers approved list for cleonout
box and cover.
Cost cover in slab so lip of opening
is flush for washdown.
VAREC Fig. 46 drain hole cover assembly
foot operated, cast iron body, bronze cover,
or an approved equal.
DRAIN HOLE COVER DETAIL
Slope
4' -0"
see elev. i
a �.._- �_.r••.
i t
Drain hole cover
(See detail)
Finish grade
1.L 3+ 4»
4" x 4" P -Trap
PLAN VIEW
Support with 4' x 4' redwood post
or approved equal anchored____
securely in concrete. I
2' Vent 3/4' Water Supply)
'I
Cleanout Box & Lid
Smooth trowel finish
*Only needed if existing hose bibb location
is not accessible. -�
2' Vent 3/4" Hose Bibb —�
(for pad washdown)
HT 10' -0'
6' -0'
Counter -sunk PVC plug
4" PVC riser extended to
4" below finish surface
4" x 2' Tee i;
(for vent) 4' -45' Street elbow
4" x 4" wye
"� 4" pvc or ductile iron pipe
ELEVATION
NOTES:
1. Must install Reduced Pressure Backflow Prevention
Device on water service prior to installation of this
disposal facility. See Std. 876.
2. See Std. 513 & Engineers approved list for cleonout
box and cover.
Cost cover in slab so lip of opening
is flush for washdown.
VAREC Fig. 46 drain hole cover assembly
foot operated, cast iron body, bronze cover,
or an approved equal.
DRAIN HOLE COVER DETAIL
Public Sanitary sewer PUBLIC
SDMH I Public Storm Drain
To sewage treatment plant
To Creek
Cleanout Storm drain catch basin
Sampling Manhole ( when required )
Grease Interceptor
Grease — sanitary line Clean out
Clean out
/- Mixing valve with hot /cold
/ running water
Storm drain inlet M
Tallow
C
3 Floor drain with trop primer
(a
a►
Recycle
Gates
Minimum 10' X 10' clear area for
washing mats and dumping buckets
NOTES:
1. All waste storage. recycling containers including dumpsters.
tallow bins, and mat washing to be located in an enclosed
area. The enclosure shall be designed to prevent any waste
or garbage from entering the storm drain 'system, to
contain spills within the enclosure, facilitate cleaning, and
to prevent rainwater from entering the enclosure.
2. Minimum height of enclosure shall be 7 feet.
3. A roof structure is required to prevent rain water from
entering the dumpsters, containers, or the sanitary sewer.
Roof structure shall be high enough to allow clearance for
opening dumpsters.
4. The enclosure shall have a floor drain, with trap primer,
and shall be connected to a grease interceptor which
discharges to the sanitary sewer. The floor drain shall be
connected to a minimum size interceptor equivalent to a
Zum Model Z1170, size 700 35/70 grease trop equipped
with a flow control valve. size 700 35/70 grease trap
equipped with a flow control valve.
5. Finished surfaces surrounding enclosure shall provide
drainage away from enclosure.
6. All Food Facility Enclosures require a Building Permit and
Design Review approval from the Building Department. The
enclosure shall conform to all provisions of the California
Fire Code and Califomia Building Code. Enclosure walls and
roof must be designed by an licensed architect, civil
engineer or structural engineer.
Provide roof over
enclosure area
(See note 3 )
Install grade break at outer
edge of enclosure area
(See note 5)
Testing. After pipe installation, placement and compaction of backfill, and after satisfactory compaction results have been
obtained, but prior to placement of pavement, all sewer lines and manholes shall be tested. The Contractor must assume
the risk of correcting defects in workmanship or materials revealed by the tests.
Air Pressure Test. Each section of sewer shall be tested between manholes by plugging and bracing all openings in the
sewer main line and the upper ends of a house sewer connection. Contractor shall use calibrated gauges with a psi range
of 0 -10 psi, and a maximum increment of 0.2 psi. The leakage test shall be conducted in the following manner:
Air shall be introduced into the pipeline until 3.0 psi gauge pressure has been reached, at which time the flow of air shall
be reduced and the internal air pressure shall be maintained between 2.5 and 3.5 psi for at least 2 minutes. Pressure in
the pipeline shall be constantly monitored by a gauge and shall not be allowed to exceed 5 psi.
After the temperature has stabilized and no air leaks at the plugs have been found, the air pressure shall be permitted to
drop to 2.5 psi, then a stopwatch or sweep- second -hand watch shall be used to determine the time lapse required for the
air pressure to drop to 1.5 psi.
If the time lapse is less than that shown in the table on STD 531, the necessary repairs must be made prior to acceptance
by the Engineer.
The Sewer Infiltration Test. In areas of high ground water, an infiltration test shall be conducted. The amount of water
collected and measured during the test period from the section being tested shall not exceed a rate of 25 gaVdia/in /mVday.
The test period shall be a minimum of 30 minutes.
Television (TV) Camera Inspection. In addition to the above, the Contractor shall hire an independent television
inspection service to perform a closed- circuit television inspection of all newly constructed sewers. A DVD of the television
inspection shall be produced and delivered to the Engineer in color DVD format, together with a typed log of the
inspection. This inspection shall be performed before streets are paved.
The Contractor shall provide suitable access for the TV Inspection vehicle to the satisfaction of the City Engineer. In
general, the TV Inspection shall be performed after trench compaction is successfully completed. The City Engineer may
require TV Inspection after trench and roadway base material compaction and after any other construction that may
damage the sewer line (water, storm drain, gas, etc.).
The Contractor shall notify the Public Works Inspector 48 hours in advance of the date for television inspection. During
this inspection, the Contractor or his authorized representative shall be present to observe the video pictures as provided
by the television camera.
The following videotape observations shall be considered defects in the construction of the sewer pipelines and will
require corrections prior to acceptance:
1. Off grade -1" in 10', or over, deviation from grade;
2. Joint separations
3. Offset joints - over 3/8" minimum offset at invert, or 1% of I.D., whichever is smaller.
4. Chips in pipe ends - none more than 1/4" deep;
5. Cracked or damaged pipe or evidence of the presence of an external object bearing upon the pipe (rocks, roots,
etc.);
6. Infiltration;
7. Debris or other foreign objects;
8. Other obvious deficiencies when compared to Approved Plans and Specifications, these Standards and Standard
drawings. (continued on City Std. 530A)
The Contractor shall notify the City in writing of any deficiencies revealed by the television inspection that will require
repair, following which the Contractor shall excavate and make the necessary repairs and request a television
re- inspection. Television re- inspection shall be at the Contractor's expense.
Mandrel Test. Flexible pipe must also be cleaned and tested with a mandrel having a cross section of at least 95 percent
of the specified average inside diameter. This test will be conducted as outlined in Standard Specifications for Public
Works Construction Section 306 - 1.2.12 and City STD. 518.
Obstructions due to deflection shall be corrected by replacement of the over - deflected pipe, not by re- rounding in place.
If a section of pipe fails to meet the mandrel test and is reinstalled and fails the second time, said section(s) of pipe shall
be replaced with an approved rigid pipe material.
The Contractor shall retest the pipe using a mandrel with an effective circular cross section having a diameter of at least
95% of the specified average inside diameter eleven (11) months after recordation of Notice of Completion or after the
acceptance by the City Council of a subdivision. Any pipe which fails to pass the mandrel test shall be replaced at the
expense of the Contractor. The City reserves the right to determine the longitudinal limits of any pipe that is required to be
replaced. Pipe replacement shall be guaranteed by the project maintenance bond.
Repair and Retesting. Sections failing any required test shall be repaired by means acceptable to the Engineer. Even if
the test for leakage is within the prescribed limits, the Contractor shall repair any obvious leaks. Retesting is required of
repaired areas before final acceptance of the sewers by the Engineer.
Force Mains. All force mains shall be subject to hydrostatic and leak testing as defined in Section 99 -1.18 Hydrostatic
Test. The high point of all changes in slope shall have combination air and vacuum /airs release valves per City STD. 534.
Where City STD. 534 references Water Main in this detail Sewer Force Main is substituted. Blow -offs shall be placed at
low points and shall be specifically designed for Sanitary Sewer Force Mains.
Manhole Tests Required
Vacuum Test: Each manhole shall be tested immediately after assembly and again prior to paving. Vacuum
testing requires the following steps:
(a) All lift holes shall be plugged with an approved non -shrink grout.
(b) All pipes entering the manhole shall be plugged, taking care to securely brace the plug from being drawn into
the manhole..
(c) The test head shall be placed at the inside of the top of the cone section and the seal inflated in accordance
with the manufacturer's recommendations.
(d) A vacuum of 10 inches of mercury shall be drawn and the vacuum shut off. With the valves closed, the time
shall be measured for the vacuum drop to 9 inches. The manhole shall pass if the time is greater than 60
seconds for 48 inch diameter, 75 seconds for 60 inch diameter, and 90 seconds for 72 inch diameter manholes.
(Alternate - As approved by City Engineer) Water Test: A leakage test shall be made for each manhole.
This test shall be made by plugging all the openings into the manhole and filling the manhole with water to an
elevation not greater than one foot below a fixed point on the metal manhole rim. The water should be
introduced into the test manhole at least four hours in advance of the official test period to allow the manhole
material to become saturated. The manhole shall then be refilled to the original water level at the start of the
official test period. After a period of four hours, the water elevation shall be measured from the same point on
the manhole rim and the loss of water during the test period calculated; enough water shall be measured into
the manhole to restore the water to the level existing at the beginning of the test, and the amount added taken
as the total leakage.
The allowable leakage at the manhole during the four hour test period shall be 0.55 gallons per each foot of
manhole depth .(for a 4' diameter manhole), as measured. from the lowest point in the manhole to the original
water level. Should an initial test show excess leakage in the manhole, the manhole shall be waterproofed by
grouting and /or other approved waterproofing methods satisfactory to the Engineer and the test repeated until
an acceptable total leakage is obtained. For a V diameter manhole, allowable leakage shall be 0.85 gallons per
each foot of manhole depth.
TIME (h in Seconds
Main
Line
4' Laterals
Man Line
6' laterab
House Conn(ec)tion length
House Connection length
Dia.
Dia.
(in)
0
100
200
300
400
(in)
0
100
200
300
400
0
0
20
40
50
70
0
0
40
80
100
100
50
40
50
70
90
80
50
40
70
110
110
110
100
70
90
700
100
90
100
70
110
120
110
110
8'
150
110
120
110
100
100
8'
150
110
120
120
120
110
200
140
120
710
110
100
200
140
130
120
120
120
300
140
130
120
110
110
300
140
130
120
120
120
400
140
130
120
120
110
400
140
130
130
120
120
SO
50
70
90
100
90
50
50
90
120
120
110
100
110
130
720
110
110
100
110
140
130
130
120
10'
200
170
150
140
130
120
10'
200
170
150
140
140
130
300
170
160
150
140
130
300
170
t80
150
140
140
400
170
180
150
150
140
400
170
180
150
150
140
50
BO
100
110
110
110
50
80
120
140
130
120
100
180
170
150
140
130
100
180
170
150
140
140
12'
200
200
180
170
160
150
1Y
200
200
180
170
780
150
300
200
190
180
170
180
300
200
190
180
170
160
400
200
190
180
180
170
400
200
190
780
180
170
50
120
140
160
140
130
50
120
160
180
150
140
100
250
220
190
170
180
100
250
210
190
170
160
1S'
200
260
,230
220
200
190
15'
200
280
230
210
200
190
300
280
240
230
220
210
300
280
240
220
210
200
400
280
240
230
220
220
400
280
240
230
220
210
50
180
200
790
170
150
50
180
220
190
170
180
100
310
260
230
210
190
100
310
280
220
200
190
18'
200
310
280
260
250
230
18'
200
310
280
280
240
220
300
310
290
280
260
250
300
310
290
270
280
240
400
310
290
280
270
280
400
310
290
280
270
280
50
240
260
230
200
t80
SO
240
280
220
200
180
100
360
310
280
250
230
100
380
300
260
240
220
21'
200
360
330
310
290
280
21'
200
380
330
300
280
260
300
380
340
320
310
300
300
380
330
320
300
290
400
380
340
330
320
310
400
380
340
330
310
300
50
1320
320
270
240
210
50
320
310
280
220
200
100
410
380
320
290
270
100
410
350
310
280
260
24'
200
410
380
360
340
320
24"
200
410
370
350 -320
310
300
410
390
370
380
350
300
410
380
380
350
330
400
410
390
380
370
380
400
410
390
370
360
350
50
400
370
310
280
250
50
400
350
290
260
230
100
480
410
370
340
310
100
460
390
350
320
290
27'
200
480
430
410
390
370
27'
200
480
420
390
370
350
300
460
440
420
410
390
300
460
430
410
390
380
400
480,
450
430
420
410
400
460
440
420
410
390
50
490
420
380
310
280
50
480
390
330
290
260
100
510
460
420
380
380
100
510
440
390
360
330
30'
200
510
480
480
440
420
30'
200
510
470
440
420
390
300
510
490
470
460
440
300
510
480
460
440
420
400
510
500
480
470
480
400
510
490
470
480
440
50
560
480
400
350
320
50
560
440
370
320
290
100
560
510
480
430
400
100
580
490
440
400
370
33"
200
560
530
510
490
460
33"
200
580
520
490
460
440
300
560
540
520
510
490
300
580
530
510
490
470
400
560
550
530
520
510
400
580
540
520
510
490
50
610
510
440
390
360
50
810
480
410
380
320
100
810
580
510
480
440
100
810
540
480
440
410
38'
200
810
580
560
530
510
38'
200
610
570
540
510
480
300
810
590
570
580
540
300
810
590
560
540
520
400
810
800
560
570
SBO
400
610
590
570
580
540
400
710
50
680
560
490
440
390
50
680
530
450
390
350
100
680
610
580
520
490
100
680
590
530
480
450
39'
200
BBO
630
610
580
560
M.
200
660
620
590
560
530
300
860
640
620
610
590
300
680
840
610
590
570
400
880
850
830
820
610
400
660
840
820
810
590
50
710
610
540
480
430
50
710
580
490
430
390
100
710
660
610
570
540
100
710
640
580
530
490
42'
200
710
880
860
630
610
42'
200
710
670
640
610
580
300
710
690
680
860
640
300
710
690
880
640
620
400
710
700
CITY OF ROHNERT
PARK
LOW
PRESSURE
AIR
TEST
TABLE
SCALE:
NONE
DATE:
JULY 2009
Approved:
STD. - 531
680
870
660
400
710
690
870
850
640
Polyvinyl chloride (PVC) pipe and fittings of 8 -inch - 18 -inch diameter for mains and 4 -inch and 6 -inch for
services conforming to ASTM D3034 may be installed under this standard with installation conforming to ASTM
recommended practice D2321; ASTM D3034 and D2321 are subject to City standards for trenching and backfill
and the modifications below:
Elastomeric gasket joints are required (ASTM F477).
Rubber Gasket (A -Lock or approved equal) at pipe / manhole connection is requierd.
2. A minimum SDR value of 26 is required.
The sewer main shall be proved with mandrel before streets are paved and one month prior to the end
of the warranty period.
The Contractor shall take the necessary precautions required to prevent excavated or other foreign material
from getting into the pipe during the laying operation. At all times, when laying operations are not in progress, at
the close of the day's work, or whenever the workmen are absent from the job, close and block the open end of
the last section of pipe placed to prevent entry of foreign material or creep of the gasketed joints.
Stubouts from manholes and for future connection by others shall be plugged or closed off with temporary plugs.
The Contractor shall take all precautions necessary to prevent the "uplift" or floating of the line prior to the
completion of the backfilling operation.
A standard pipe joint shall be located outside the edge of the structure or manhole on each pipe connection to a
structure or manhole. See City Standard STD. - 500.
PVC pipe is only allowed where sewer will carry flows from residential developments. Neither PVC pipe, nor any
other flexible pipe accepted by the city for particular applications, shall be utilized in horizontal and /or vertical
curve sections. These types of pipe are only allowed where entire length, between two manholes is straight.
Precast
hole
Note:
Epoxy coat all c
or exposed reba
Core drilled
hole
Anchor collar with 2"
water stop continuously
welded on both sides
APPROVED MODULAR SEALS
See Engineer's Approved List
New concrete structure
Steel wall sleeve
Silicone Caulk
Sikaflex or Equal
(� Passing Pipe
I:Z•7fI
Pressure plate
Elastomeric seal
element
Existing concrete
structure
Core drilled hole
Silicone Caulk
Sikaflex or Equal
(� Passing Pipe
:.
Pressure plate
Elastomeric seal
element
L
(
Mechanism
■I���I���11
Manhole Frame and Cover
see detail above
32"
Opening
Traffic —rated 24" square vented and hinged
" q g
MH Cover and 4 Frame located over sump,
pam rexus or approved equivalent
SSFM
4" ARV
uick #10 Tracer Wire, provide 2' loop w /in mh
6" Min Connect (g riser. route wire AROUND VAULT, not over
3 "Plug • '
• 4 "x4 "x3" 3" Dip
Dip Tee Elbow
2" Min 4" Ecc
T Plug Valve
4" Flange'. ' Mechanical Link Seal
with 316 SST hardware (typ.)
See City Std. -533
g 1 -� ... .11 ! 7' �' 1'••
SST Pipe Stanchion 12" Sump
Flanged Dip Tee with
blind flange tapped
w /4" nipple
Restrained
Flange
Adaptor (typ.)
SECTION 71— SEWERS
71 -1.02 Materials
Sewer pipe to be installed shall be ductile iron pipe, high densitYpolyethylene, or
polyvinyl chloride pipe, in conformance with the appropriate provisions of the City
Construction Specifications,8pe Section 71, Standard Specifications for Public
Works Construction, as noted on the Plans and as specified herein. Asbestos cement pipe
shall not be allowed.
71 -1.02A Polyvinyl Chloride (PVC) Pine
PVC solid wall sewer pipe and fittings for gravity sewer shall be made from all new,
rigid, un- plasticized polyvinyl chloride in accordance with ASTM Standard
Specifications D3034 and F679 and shall have a wall thickness of at least SDR 26.3 -5:
Joints shall consist of an integral thickened bell- and - rubber ring and shall provide for
expansion and contraction at each joint. The rubber ring shall be compatible with the pipe
manufacturer's recommended lubricant.
All pipe shall have a home mark to indicate full penetration of the spigot when the joint is
made.
All PVC pipe entering or leaving a concrete structure shall have an elastomeric watersto
standard manhole gasket, as supplied by the pipe , firmly clamped around
the pipe exterior and cast into the structure base per City Standard 500 or near the
structure wall center per City Standard 533.as a water- step
at least 0
if a seefien ef pipe fails te meet the tnarAfel test and is reinstalled and fails the seeend
.
time, rigid pipe aucaa.e
0
The aver-age inside diameter- fer- PVC Selid Wall Sewer- Pipe shall be the "Aver-age
Outside eter" (see AST-A4 D3034 and 9) times the "Mi ;.,.,,,,., W.,ll
Thiekness" (see ASTM D3034 and F679)-.
71 -1.02B Restrained Joint (PVC) Pipe and Fittings
Restrained joint PVC pipe and fittings shall conform to the requirements of ASTM
D2241. Joints shall be gasketed and conform to the requirements of ASTM D3139 and
ASTM F477. Use only full circle type restraint clamps. Restraint systems that use set
screws that impose point loads on the ape will not be permitted.
71 -1.02C Ductile Iron Pipe
Ductile iron pipe shall be cement lined, new pipe conforming to ANSI A 21.51 -197s or
most recent issue, if any as sponsored by the American Water Works Association for
thickness Class 50 Ductile Iron Pipe. The pipe shall be furnished with either bell and
spigot ends, "Tyton Joints," 3er or mechanical joints, except where specifically
specified on the Plans.
Ductile iron pipe used in force mains shall be polyethylene or epoxy lined. I
All ductile iron pipe buried underground shall be encased in polyethylene film in the tube
form. Polyethylene material and installation procedure for the encasement shall conform
to ANSI /AWWA C105/A21.5 -82 or most recent issue, if any. Installation Method "A" as
described in aforementioned specification shall apply.
Couplings for connection to the sewer main shall be of a type approved by the City
Engineer.
71 -1.02D Ductile Iron Restrained Joint Fittings
Restrained joint fittings shall be ductile iron in accordance with applicable requirements
of ANSI/AWWA C111 /A21.11 and ANSI/AWWA C153/A21.53 of latest revision and
shall be compatible with the type and pressure class of pipe used.
71 -1.02E Sewer Force Main and Gravity HDPE Pipe
The Contractor shall provide high density polyeLhylene pipe (HDPE) as specified. The
pipe shall be made to diameter and tolerances in accordance with ASTM F714. All pipe
shall be made from virgin grade material. The 1ipe shall be of the diameter and class
shown or specified and shall be furnished complete with all fabricated fittings, and other
appurtenances as necessga for a complete and functional system.
Markings: Pipe materials shall be legibly marked by the pipe manufacturer. The
following shall be printed on the pipe:
1. Name and trademark of manufacturer.
2. Nominal pipe size.
3. Standard Dimension Ratio.
4. The letters PE followed by the polyethylene rg ade per ASTM D1248
followed by the Hydrostatic Design Basis in hundreds of psi.
5. Manufacturing Standard Reference.
6. A production code from which the date and place of manufacture can be
determined.
The Contractor shall provide submittals to the Engineer for approval on all materials.
uality Control Submittals:
1. HDPE Pipe, Butt- Fusion Welded Joints:
a. The Contractor shall provide written verification that personnel using the
fusion joining equipment are trained in the skills necessary for the correct
joining of HDPE pipe and recommended methods for service connections
to the satisfaction of the pipe supplier. Certification of the training shall be
provided from the certified representative of the pipe manufacturer.
b. Fusion equipment shall be operated only by technicians who have been
certified by the pipe manufacturer or supplier and who have a minimum of
five 5) years of experience fusion welding_ pipelines. The technician's
experience shall be documented in the HDPE pipe submittal, including a
current (within the past three years) training certificate.
c. The Contractor shall perform trial fusion welds and submit samples to the
Engineer for review prior to installation of the pipe. Full penetration welds
shall provide a homogeneous material across the cross section of the weld.
The fusion machine and technicians employed for the trial welds shall be
the same utilized for the installation work.
d. Quality assurance procedures certified by the pipe manufacturer to be in
full accordance with the requirements of this Specification shall be
submitted by the Contractor.
4. Certification. The Contractor shall furnish a certified affidavit of compliance
for all HDPE pipe and fittings furnished confirming that the materials supplied
fully conform to the requirements specified herein.
5. Certifications of Calibration: Approved testing laboratory certificate or
manufacturer's calibration certificate.
6. Quality assurance procedures shall be performed by the pipe manufacturer
fully in accordance with the requirements of this specification. The
certification shall include certified laboratory data confirming; that said tests
have been performed. on a sample of the pi ep to be provided under this
contract, or pipe from that production run, and that satisfactory results were
obtained.
Shop Drawings:
1. The Contractor shall submit catalog cuts, specifications, dimensioned
drawings, installation details and sketches, and other pertinent information for
the HDPE pipe installation work. All materials provided shall be in full
accordance with the requirements of the reference specifications specified
above.
2. The Contractor shall verify with the pipe manufacturer all connection details.
3. The Contractor shall submit detail drawings and a written description of the
construction procedure to install pipe.
Pine shall be high molecular weight, high- density polyethylene pipe. The material shall
be listed by the Plastic Pipe Institute (PPI) with a designation of PE 3608 and have a
minimum cell classification of 345464C, D, or E as described in ASTM D3350. The pine
material shall meet the requirements for Type III, Class B or C, Category 5, Grade P34
material as described in ASTM D 1248. The pipe shall contain no recycled compound
except that generated in the manufacturer's own plant from resin of the same specification
from the same raw material pipe. Pipe and fittings shall be made in conformance with
ASTM F714 and ASTM D3261 as modified for the specified material. The pipe shall be
homogeneous throughout and free of visible cracks, holes, foreign inclusions or other
injurious defects. It shall be uniform in density and other physical properties. Agy pipe
not meeting, these criteria shall be rejected.
Only tools approved by the pipe manufacturer or the Engineer shall be used for assembly
of pipe fittings and service connections to ensure proper installation.
The heater date used for pipe joining shall be equipped with suitable means, such as
thermometers or pyrometers, to measure the temperature of plate surfaces and to ensure
uniform heating.
Butt fusion fittings shall be in accordance with ASTM D3261 and shall be manufactured
by injection molding, a combination of extrusion and machining, or fabricated from
HDPE pipe conforming to this specification. All fittings shall be pressure rated to provide
a working pressure rating no less than that of the pipe. Fabricated fittings shall be
manufactured using a McElroy Data logger to record fusion pressure and temperature. A
graphic representation of the temperature and pressure data for all fusion joints made
producing fittings shall be maintained as part of the quality control. The fitting shall be
homogeneous throughout and free of visible cracks, holes, foreign inclusions, voids, or
other injurious defects.
Each polyethylene fusion fitting shall meet all the material requirements established for
the pipe to which the fitting is to be jointed. Fittings fabricated from pipe shall be
manufactured from pipe stock with a wall thickness at least 25% greater than that of the
pipe to which the fitting is to be joined or shall be otherwise externally reinforced so that
the fitting carries a pressure rating equal to that of the pipe from which it is made. Each
fitting shall be designed and manufactured to operate at not less than the design rep ssure
of the pipe system for which it is intended.
Polyethylene pipe shall be joined by butt fusion welding as specified herein.
RESTRAINED JOINTS:
Mechanical restraint for HDPE may be provided by mechanical means separate from the
mechanical joint gasket sealing gland. The restrainer shall provide wide, supportive
contact around the full circumference of the pipe and be equal to the listed widths. Means
of restraint shall be machined serrations on the inside surface of the restrainer equal to or
greater than the listed serrations per inch and width. Loading of the restrainer shall be by
a ductile iron follower that provides even circumferential loading over the entire
restrainer. Design shall be such that restraint shall be increased with increases in line
pressure.
Serrated restrainer shall be ductile iron ASTM A536 -80 with a ductile iron follower;
bolts and nuts shall be corrosive resistant, high strength y steel.
The restrainer shall have a pressure rating of, or equal to that of the pipe on which it is
used or 150 PSI whichever is lesser. Restrainers shall be JCM Industries, Sur -Grip or
pre - approved equal.
Nominal Restraint Serrations
Size Width per inch
4" 6" 1 -1/2" 8
8" 10 & 12" 1 -3/4" 8
Pibe stiffeners shall be used in coniunction with restrainers. The pine stiffeners shall be
designed to support the interior wall of the HDPE. The stiffeners shall support the pipe's
end and control the "necking down" reaction to the pressure applied during normal
installation. The pipe stiffeners shall be formed of 304 or 316 stainless steel to the HDPE
manufacturers published average inside diameter of the specific size and DR of the
HDPE. Stiffeners shall be by JCM Industries or pre - approved equal.
Install in accordance with manufacturer's recommendations and as directed herein.
JOINING:
BUTT FUSION: Sections of polyeLhylene pipe should be joined into continuous lengths
on the iobsite above ground. The joining method shall be the butt fusion method and shall
be performed in strict accordance with the ape manufacturer's recommendations. The
butt fusion equipment used in the joining_ procedures should be capable of meeting all
conditions recommended by the pipe manufacturer, including, but not limited to,
temperature requirements of 400 degrees Fahrenheit, alignment, and an interfacial fusion
pressure of 75 PSI. The butt fusion joining will produce a joint weld strength equal to or
greater than the tensile strength of the pipe itself. All field welds shall be made with
fusion equipment equipped with a McElroy Data Logger. Temperature , fusion pressure
and a graphic representation of the fusion cycle shall be part of the quality control
records.
SIDEWALL FUSION: Sidewall fusions for connections to outlet piping shall be
performed in accordance with HDPE pipe and fitting manufacturer's specifications. The
heating irons used for sidewall fusion shall have an inside diameter equal to the outside
diameter of the HDPE pipe being fused. The size of the heating iron shall be '/ inch
larger than the size of the outlet branch being fused.
MECHANICAL: Bolted joining may be used where the butt fusion method cannot be
used. Flange joining will be accomplished by using a HDPE flange adapter with a ductile
iron back -up ring. Mechanical joint joining will be accomplished using either a molded
mechanical joint adapter or the combination of a Sur -Grip Restrainer and Pipe Stiffener
as manufactured by JCM Industries, Inc. Either mechanical joint joining method will
have a ductile iron mechanical joint gland.
OTHER: Socket fusion, hot gas fusion, threading, solvents, and epoxies may not be used
to join HDPE pipe.
QUALITY AND WORKMANSHIP: The pipe and/or fitting manufacturer's production
facility shall be open for inspection by the owner or his designated gents with a
reasonable advance notice. During inspection, the manufacturer shall demonstrate that it
has facilities capable of manufacturing and testing the pipe and/or fittings to the standards
required by this specification.
PIPE PACKAGING, HANDLING & STORAGE: The manufacturer shall package the
pipe in a manner designed to deliver the Ripe to the project neaft, intact and without
physical damage. The transportation carriers shall use appropriate methods and
intermittent checks to insure the pipe is properly supported, stacked and restrained during
transportation such that the pipe is not nicked, gouged, or physically damaged.
Pipe shall be stored on clean, level ground to prevent undue scratching or gouging. If the
pipe must be stacked for storage, such stacking shall be done in accordance with the pipe
manufacturer's recommendations. The pipe shall be handled in such a manner that it is
not pulled over sharp objects or cut by chokers or lifting equipment.
Sections of pipe having been discovered with cuts or gouges in excess of 10% of the pipe
wall thickness shall be cut out and removed. The undamaged portions of the pipe shall be
rejoined using the heat fusion joining method.
Fused segments of the pipe shall be handled so as to avoid damage to the pipe. Chains or
cable type chokers must be avoided when lifting fused sections of pipe. Nylon slings are
preferred. Spreader bars are recommended when lifting lone fused sections.
71 -1.03 Excavation and Backfill
Backfill shall be in accordance with City Standards 215 except trench backfill section
in roadways and paved areas shall be CDF..
Sheet piling and other sheeting shall be withdrawn in such a manner as to prevent caving
at the walls of excavations or damage to piping or other structures. Except as may be
hereinafter modified, no sheeting shall be left in the trench and no backfill shall be made
against the sheeting before it is removed. Any sheeting extending below the invert of the
pipe shall be left in place by cutting off in a manner satisfactory to the Engineer.
Trenching operations shall be conducted in such a manner not to disturb the existing curb
and gutter and the existing utilities. Flow shall be maintained in any sanitary sewers,
storm drains, water lines, or water courses encountered in trenching.
The Contractor shall remove all water which may accumulate in the excavation during
the progress of the work can be done in the dry. Trenches shall be kept free from water
while the pipe or other structures are installed and until backfilling has progressed to a
sufficient height to anchor the work against possible flotation or leakage. At all times, the
Contractor shall have sufficient pumping machinery available for immediate use. Water
shall be disposed of in such a manner as to cause no injury to public or private property,
or be a menace to public health.
Blasting will not be permitted.
All trench excavation materials from trenches shall be the property of the Contractor.
None of the excavation material shall be disposed of on the work site. Prior to disposal of
any material, the Contractor shall submit to the Engineer written authorization for such
disposal of material and entry permission signed by the owners of the disposal site, and
shall comply with any other requirements of disposal, such as City and County permits,
as may be required.
All raised pavement markets, street striping, chatter bars or any other traffic markings
disturbed diiFing this eentfaet wefk shall be replaced in kind by the Contractor to the
satisfaction of the Engineer.
allewanee will be made ther-efi3r-e.
All cutting, handling and disposal of asbestos cement pipe shall be done in compliance
with the Contractor's State Licensing Law and all other applicable laws and regulations.
Full eempensafien for- euRiag, handling and dispesal ef asbestes eement pipe shall be
allewanee will be made thefefer-e.
71 -1.03A Trench Bracing and Shorin
All bracing and shoring shall conform to Section 5 -1.02A and Section 7 -1.01E of the
Standard Specifications and the Division of Industrial Safety Construction Safety Orders
which are currently in use.
The Contractor shall take all necessary measures to protect the workmen and adjacent
areas and structures from the hazards of the trenching or excavation operations.
Settlement monitoriniz shall be reauired for maior excavations where shown on the plans
next to existing improvements or as directed by the City Engineer.
71 -1.04 Existine Manholes
Existing manholes and cleanouts located within the street right -of -way shall be adjusted
to conform to finished pavement grades in accordance with the details shown on 01y
Standard 500 and as described in section 71 -1.07A of these specifications.the Plafts.
Prior to the removal of an existing manhole frame, a platform shall be constructed in the
manhole above the top of the sewer to prevent any dirt or debris from falling into the
sewer. The platform shall remain in place until all work on the manhole has been
completed and the asphalt concrete has been placed around the manhole. Prior to the
removal of the platform from the manhole, all dirt and debris shall be removed.
Lowering of the manhole ring and cover shall be accomplished by the removal of existing
concrete grade rings below the manhole ring or by removing the upper section of
manhole barrel and substituting therefore a shorter section of barrel.
�eerE _
.e!r_e! MMUM
MIP -NM
WIN
in the event that the pef4ien of baffel seefien te remain is efaeked E)r- damage
Trimming of taper sections is not permitted.
All sections of removed and or replaceddie manhole barrels shall be sealed with a
preformed mastic seal, Ram -Nek orset in eem°„+ m°i* °r approved equal.
Exterior joints sfeetw
r, anhel° seefiens set in eement -M°4°° shall be taped using a 6 -inch wide 60 mil tape,
Infi- shield or approved equal. .
After placing the surface course of asphalt concrete, all manholes and cleanouts shall be
located and marked with white paint before the close of that working day.
Within two working days of paving, all manholes and cleanouts -ems shall be adjusted to
grade and inspected.
Existing grade adjustment rings in the adjustment of manhole frames shall become the
property of the Contractor_ and, if , may b
, they shall be dispesed of away frem- dhe. sit.e. of
work at the expense of the Centfaeten
71 -1.05 Pipe Lavine
Where groundwater occurs, pumping shall continue until back filling has progressed to a
sufficient height to prevent flotation of the pipe. Water shall be disposed of in such a
manner as to cause no property damage or not be a hazard to public health.
Where construction consists of constructing a new main or extension of an existing main,
the downstream end of the new main shall be securely closed with a tight fitting plug
until the construction is accepted by the Engineer.
If the new sewer main is connecting to an existing main at a location other than a
manhole, prior to requesting the staking, the Contractor shall pothole the existing sewer
main to verify invert grades and locations.
Sewer- pipe shall be iffstalled en the aligwnei4 and grade as shewn on the Plans and in
the Engineen Existing sewer- Wer-als shall be r-em&ved and r-eplaeed at the leeafiens
shewn en the Plans, er- as dir-eeted by the .
Sewer pipe shall be laid in straight lines and on uniform rates of grade between points
where changes in alignment or grade are shown on the Plans. The interior of the pipe
shall be free of foreign matter before lowering into the trench.
The pipe manufacturer's written instructions covering the installation of they pipe shall
be closely followed unless otherwise directed by the Engineer or as specified herein.
After each pipe section is laid, the pipe joints shall be checked by the Contractor with a
feeler gauge to determine if the rubber ring is properly seated for push on joint PVC or
D.I. pipe..- The trench shall not be backfilled until authorized by the Engineer. Pipe laying
shall proceed upgrade with the spigots pointing in direction of flow. The invert of the
pipe shall be set at required line and grade as determined from batter boards set not over
25 feet apart. Electro- optical grade setting devices may be used provided the Contractor
certifies that the device will be operated by a person proficient in its operation.
Any section of pipe found to be defective or which has had grade or joints disturbed shall
be re -laid by the Contractor at his expense.
Proper implements, tools, and facilities satisfactory to the Engineer shall be provided and
used by the Contractor for the safe and efficient execution of the work. All pipe, fittings,
and accessories shall be carefully lowered into the trench by means of derrick, ropes, or
other suitable equipment in such a manner as to prevent damage to pipe and fittings.
Under no circumstances shall pipe or accessories be dropped or dumped into the trench.
The pipe and accessories shall be inspected for visible defects prior to lowering into
trench. Any visibly defective or unsound pipe shall be replaced.
The line and grade of existing utilities shall not be altered. Any leakage caused in existing
utilities by reason of the Contractor'srtaetor's operations shall be immediately
repaired at the Contractor's expense.
Existing storm drains shall be supported or removed and replaced at the Contractor's
option. In any case, the Contractor shall be responsible for maintaining the existing line
and grade of the storm drains. If the Contractor elects to remove and replace, backfill
shall be in conformance with City StandardSW-. 215.
Existing water lines shall be supported in place with service maintained during
construction. The Contractor shall be responsible for any damage to the water lines
during construction and any damage resulting from improper backfilling.
Existing sewer lines shall be supported in place with service maintained during
construction. The Contractor may, at his option, remove and replace any sewer laterals
which are not in use during construction. The Contractor shall be responsible for
=airing damage to sewer lines during construction and any damage resulting from
improper backfilling.
Sewer lateral inverts shall be set at or above the midpoint of the sewer main. Sewer
laterals shall be placed at the locations shown on the Plans or as directed by the Engineer.
The Engineer shall have the authority to direct the Contractor as to the location of laterals
to be placed in the field.
maim.
Typically, each sewer lateral found to exist shall be replaced, unless specifically deleted
by the Engineer. In all cases, a minimum separation of five (5) feet shall be left between
parallel sewer laterals and water services.
71 -1.07 Sewer Structures
Manholes shall be standard precast concrete manholes as detailed on City Standard
500, and as shown on the Plans. Mains larger than 27'4-5—' in diameter require 60"W
diameter manholes. Concrete manhole bases may be precast or cast -in- place. Precast
concrete manhole bases must be approved by the City Engineer.
Manhole bases may be poured -in -place concrete on undisturbed earth. The bases shall be
poured a minimum full thickness as shown on City Standard 500 against the side of the
manhole excavation or to dimensions shown on the Plans if the dimension exceeds the
minimum required.-. The manhole excavation site shall be dewatered before pouring.
Pre -cast manhole bases, conforming to City Standard 500 in dimensions and the
requirements outlined below for materials may be used. Such pre -cast bases shall be
placed on a minimum 6 -inch thick cushion of drain rock, as specified in City Standard
500. The drain rock shall extend a minimum of 6 inches beyond the outside edges of the
base.
Concrete for manhole bases shall be Classelasa A portland cement concrete conforming
to the applicable requirements of Section 90 of the Standard Specifications. The portland
cement shall be Type V conforming to ASTM Designation. C 150 or low - alkali -Type II
cement meeting the requirements for Type V cement.
Where steel reinforcement is required in manhole base construction, such reinforcement
shall be furnished and placed as shown on City Standard 500the Plans and in accordance
with the applicable provisions of Section 52 of the Standard Specifications.
The base slab and initial riser section shall be connected
to create a watertight jointer City Standard 500.: Flow channels shall be constructed as
shown on the Plans. Changes in size or grade shall be made gradually and changes in
direction by smooth curves. All finished surfaces shall be smoothly troweled with a steel
trowel. All manhole barrels and taper section shall be precast concrete sections using
Type V portland cement complying with ASTM C 150 or low - alkali Type
II cement meeting the requirements for Type V cement.
The 48 -inch and 60 -inch diameter barrels and taper sections shall be constructed in
accordance with the applicable provisions of ASTM CDe ' 78 and shall be
inspected by the Engineer to determine that the interior surfaces are smooth and free of
pockets or depressions.
Manhole frames and covers shall be in accordance with City Standards 512.
Tops of manhole frames and covers shall be set accurately to finished grade in paved
streets and one foot above finished grade in unimproved areas. The frames shall be
evenly set per City Standard 500. . Where
manholes are set above finished grade, the earth shall be mounded up around the manhole
in a neat and acceptable manner to the satisfaction of the Engineer.
Where At lee tiens where sewer pipe is to be installed. into or out of existing manholes,
and the invert of the new connection penetrates the manhole barrel section, the barrel
section wall a shall be core drilled.
The Contractor shall install an elastomeric seal
and silicone caulk per City Standard 533. Where sewer pipe is to be installed into or out
of existing manholes, and the invert of the
new connection penetrates the manhole base the manhole base may be chipped and
thgehipped out epening. The Contractor shall install an elastomeric waterstop and 316
stainless steel band per City Standard 500. Form a smooth channel in the manhole base
using Dam -It by Euclid. For either method the Contractor shallelse backfill in-the area
around the pipe with a non - shrink grouteenerete to insure a watertight connection.
All joints in manholes shall be sealed by means of a preformed, self - bonding, self - sealing
plastic gasket, such as "Ram -Nek" manufactured by the K.T. Snyder Company, Houston,
TX, or approved equal. Joint seals shall be installed in full compliance with the
manufacturer's current recommendations.
71 -1.07A Chimney Sections
All manhole castings shall be adjusted to meet final paving elevation with the installation
of HDPE grade rings and shall be installed per City Standard 500 and as described herein.
After final installation a final deviation of more than 0.25 inch between the top of the
manhole lid and the surrounding paving at t any location shall be r cause for rejection.
Installation of HDPE Adjusting Rings shall be per manufacture's recommendations. In
l
71 -1.07A Chimney Sections
All manhole castings shall be adjusted to meet final paving elevation with the installation
of HDPE grade rings and shall be installed per City Standard 500 and as described herein.
After final installation a final deviation of more than 0.25 inch between the top of the
manhole lid and the surrounding paving at t any location shall be r cause for rejection.
Installation of HDPE Adjusting Rings shall be per manufacture's recommendations. In
order to achieve a flush finish between the top of the concrete cone section and the first
HDPE grade ring the alignment tab on grade ring bottom may need to be removed so that
the rag de ring will sit on the manhole cone section flush and not have point loading.
Clean and inspect the top surface of the concrete cone. The surface should be smooth and
free of bumps and pits that may prevent a good water tight seal. Smooth the top of the
concrete cone with a chisel or grind the surface as needed to remove protrusions. Clean
the concrete cone or top slab with a whisk broom. Ensure a flat seating, surface free of
rocks, gravel, blacktop, protruding; concrete or debris. Utilize compressed air to blow dust
and debris from the surface after rig •nding. Where the top of the concrete cone is rough,
use non - shrink hydraulic cement, according to manufacturer's recommendations, to fill in
depressions and smooth the concrete cone. Grinding and grouting shall be done when
required to:
1. Remove any protrusions over % inch.
2. Make the manhole ring stable without any rocking prior to foaming.
The HDPE adjusting ring system shall be measured in place dry prior to final assembly.
The annular space between the rings and cone basin, the rings, and the rings and cover
frame shall be sealed utilizing an approved construction foam in accordance with
manufacturer's instructions. With the sealant applied, place the first ring down onto the
cone or top slab with the male lip into the opening. The ring must be stable prior to
foaming. Point loading on the ring is cause for rejection of the finished work.
Prior to setting the cover frame in place, construction foam sealant shall be placed on the
top of the last ring. Be sure to apply the sealant in a location so that it contacts the cover
frame the full 360 degrees. With the sealant applied, set the cover in place verifying t`
it is centered on the top ring. Cover and frame shall be aligned per Rohnert Park City
Standard 512A. Install external joint seal over the entire chimney area, extending from
the cover to three inches below the top of the cone. Wrap with 60 mil 6 inch wide
corrosion prevention tape.
�K�1►[y:7X11Y�[ - I aW.11t R
No backfilling, except with concrete, will be permitted, except over excavated areas may
be filled with CLSM. Seal all saw cut grooves beyond the edge of concrete. Concrete
collars shall be constructed with quick set concrete, mixture to be approved by the
Engineer. Except as approved by the Engineer, Contractor shall keep traffic off of raised
facilities for 24 hours.
The surface of the finished concrete shall be finished 2 inches below flush with the
pavement. The top surface of the cast collar shall be screeded off at the correct elevation
to receive and support the full depth of the pavement surface course. Contractor shall let
the 8" concrete collar cure for 24 hours prior to traffic loading. Cover manhole with steel
plate during curing process. The concrete shall attain a modulus of rupture of 1,000
pounds per square inch prior to beginning paving operations.
7L09
Trench Resurfacing
Trench resurfacing shall be as shown on Standard 215, "Standard' -� Trench
Detail," of the Cjt eit�-of Rohnert Park Standard Plans except that aggregate
base:
shall be
replaced with asphalt concrete pavingpetffed
We east ,. anhele bases of ..,. iron to Gity Standafd 500 i a;,.,.,ensi fts and the
x . rements eudined below fer- mater-ials may be used. Sueh pre east bases shall
as specified in City
the outside edges ef the base.
appheable requirements Section 39A, "Asphalt Concrete Trench Paving," of the City
of Rohnert Park Construction 90 ef the Standefd Specifications.
shall be Type V eenfaFming te AST-N! Designation-. G 150 er- lew alkali Type 11 eeme
shall be ftHTAshed a-ad plaeed as shev,% en the Plans and in aeeeFdanee with the
The base slab and inifial fiser- seefien shall be eenneeted with integr-ally petifed eenefete
Changes in size er- gr-ade shall be made gradually and ehanges in dirvefien by SfRee
eufves. All finished suffaees shall be smeedily tfeweled with a steel tfewel. All ma-ahele
baffels and taper- seefien shall be pr-eeast eener-ete seetions using Type V peffland eefRe
Tops ef faanhele ft-ames and eever-s shall be set aeettretely to finished gfade in paved
stfeets and ene feet abeve finished gr-ade in tiffimpr-eved areas. The fiame shall be even
At leeations where sewer- is to be installed into or- eut of exisfing manholes the manhele
wall and base shall be ehipped te aeeept the ffew size efpipe and to fefm a flow ehanfiel
in the manhole base. The Cen#aetef shall dfy paek afetind the pipe between the pipe a
the ehipped etA eperAng. The Gentfaeter- shall also baekfill in the area ar-etmd the pipe
Sewer- laterals shall be replaeed at the leeatiens shewn en the Plans E)r- as dir-eeted by4he
field verified. Hewever-, not all sewer- laterals were able te be leeated difough
means. The Engineer- shall thefefer-e have the autherrity te dir-eet the GeR4aeter- as te th-e
separation of five (5) feet shall be left between parallel sewer- laterals and wat
71 -1.09 Testing of Sewers
Testing of all portions of the sewer including manholes will be required.
All sewer pipes shall be tested per the appropriate test as described in City Standard 530
and 530A guidelines or as described below. Manholes shall be tested per City Standard
530B The Contractor shall furnish to the City a 5% deflection mandrel and proving ring
for rg avity mains as shown on City Standard 518 at the City's request.
GRAVITY HDPE PIPELINES: Trunk sewers with no lateral connections between
manholes constructed of HDPE shall be tested in accordance with ASTM F1417. All
other HDPE sewers shall be tested per City Standard 530 and 530B.
HDPE Force Mains shall be tested as referenced in City Standard 530A.
Fef infiltratien
the leakage
25
eithef e4iltrefien er-
i-neh diameter-
test, maximum
24 heafs
shall net exeeed
30
gallens pef of pipe
per-
mile per- as
measufed ever- a
period of
Gentfaeter-
the defeetive
the
line to the
shall repair-, eveffiaul,
the Engineer-
er-
febuild
te the City.
peftien ef sewer-
Aftef
have been
safisfaefien ef
by the Gentraeter-,
at no addifienal
the line
eest
be
fepair-s
te
eempleted
the City.
shall retested as
speeffied abeve,
all at no eest
MIR
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............ .
Even dietigh the test for- leakage is widiin the pr-ese-r-i-bed limits, the Gentfaeter- shall
. r any obvious leaks.
.
. .
be the Centreeter-'s
expens-e�
shall at
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Full
for-
rill
sewer- tfeneh
f f f
blasting, "
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Rf and
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feet fer-
f shall be eensider-ed
as ineltided
in the eeiitfaet pfiee paid per- lineal
will be made ther-efer-e.
sewer-
pipe and tie addifienal
allewanee
Full
for-
eempensa4ien
sewer- tfeneh
f f f
blasting, "
f
Rf and
° ° u aaa .ry r•
feet fer-
f shall be eensider-ed
as ineltided
in the eeiitfaet pfiee paid per- lineal
will be made ther-efer-e.
sewer-
pipe and tie addifienal
allewanee
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