Subdivision and Development Control Bylaw No. 7142, 2007
New Westminster, British Columbia
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CORPORATION OF THE CITY OF NEW WESTMINSTER
SUBDIVISION AND DEVELOPMENT CONTROL BYLAW NO. 7142, 2007
(Adopted March 12, 2007)
This is a consolidation of the bylaws listed below. The amendment bylaws have
been combined with the original bylaw for convenience only. This consolidation
is not a legal document. Certified copies of the original bylaws should be
consulted for all interpretations and applications of the bylaws on this subject.
AMENDMENT BYLAW
ADOPTION DATE
EFFECTIVE DATE
7286, 2008
November 24, 2008
November 24, 2008
7563, 2012
November 13, 2012
January 1, 2013
7582, 2013
March 4, 2013
March 4, 2013
7908, 2017
March 27, 2017
May 1, 2017
8128, 2019
July 8, 2019
July 8, 2019
8369, 2023
June 26, 2023
June 26, 2023
8412, 2023
September 11, 2023
September 11, 2023
8515, 2025
March 24, 2025
March 24, 2025
8564, 2025
January 12, 2026
January 12, 2026
The bylaw numbers highlighted in this consolidation refer to the bylaws that
amended the principal Bylaw No. 7142, 2007. The number of any amending
bylaw that has been repealed is not referred to in this consolidation.
Obtainable from the Legislative Services Department
CONSOLIDATED FOR CONVENIENCE ONLY
(January 19, 2026)
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CORPORATION OF THE CITY OF NEW WESTMINSTER
BYLAW NO. 7142, 2007
A bylaw to regulate the subdivision of lands
and to establish a standard of works and services
to be provided in respect of subdivisions and developments
TABLE OF CONTENTS
PART ONE
CITATION
1
PART TWO
INTERPRETATION
1
Definitions
1
Schedules
6
Severability
6
PART THREE
GENERAL REGULATIONS
& PROCEDURES
7
Prohibition
7
Compliance with Laws
7
Application for Subdivision
7
Preliminary Layout Approval
8
Final Approval
8
PART FOUR
WORKS AND SERVICES
General Requirements
9
Works and Services Agreement
10
Security Deposit
10
Damage to City Property
10
PART FIVE
HIGHWAYS
Prohibition
11
Parcels on Controlled Access Highways
11
Highway Standards and Specifications
11
Highway Works and Services
11
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PART SIX
WATER, SEWER AND DRAINAGE WORKS
AND SERVICES
12
PART SEVEN
CONNECTIONS
12
PART EIGHT
EXCESS OR EXTENDED SERVICES
13
PART NINE
RIGHTS OF WAY
13
General
13
Preparation and Registration
13
PART TEN
COMPLETION AND ACCEPTANCE OF WORKS
AND WARRANTY AND MAINTENANCE PERIOD
13
Completion of Works and Services
13
Acceptance of Works and Services
14
Warranty and Maintenance Period
14
Failure to Maintain or Repair
14
PART ELEVEN
ENFORCEMENT
15
Penalty
15
Completion
15
Inspection
15
PART TWELVE
FEES
15
Subdivision Application Fee
15
Works and Services Agreement
15
Administration Fee
16
Phased Strata Subdivision
16
Strata Conversion
16
Air Space Parcel Subdivision
16
PART THIRTEEN REPEAL
16
SCHEDULE "A"
Works and Services Agreement
SCHEDULE "B"
Design Criteria
SCHEDULE "C"
Supplementary specifications
and detail drawings
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SCHEDULE "D"
Drafting and Drawing
Submission Standards
SCHEDULE "E"
Typical Letter of Credit format
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THE CORPORATION OF THE CITY OF NEW WESTMINSTER
BYLAW NO. 7142, 2007
A bylaw to regulate the subdivision of lands
and to establish a standard of works and services to
be provided in respect of subdivisions and developments
PART ONE
CITATION
1.1
This Bylaw may be cited for all purposes as "Subdivision and
Development Control Bylaw No. 7142, 2007".
PART TWO
INTERPRETATION
2.1
Definitions
In this Bylaw:
Authorized for
Construction
means the stamped drawings are deemed
acceptable by the Director of Engineering to
proceed to construction;
Applicant
means a person applying for approval of a
subdivision or issuance of a building permit whether
as Owner or a duly authorized agent;
Approving Officer
means the person appointed by Council in
accordance with the Land Title Act;
Arterial Road
means a Highway whose primary function is to
carry through traffic from one area to another with
as little interference as possible from adjacent
land-uses;
Bank
means a chartered bank, credit union or trust
company having a branch office in the City of New
Westminster;
Certificate of
Completion
means notice in writing issued by the City and
signed by the Director of Engineering stating that
all or a specified portion of the Works and Services
have been completed;
City
means City of New Westminster;
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City Electrical
Engineer
means the person appointed from time to time
by Council as the General Manager of Electrical
Operations of the City and any person authorized
by the City Electrical Engineer to act on his or
her behalf;
Collector Road
means a Highway primarily for collecting and
distributing traffic between Local Roads and an
Arterial Road;
Community Drainage
System
means a system of stormwater drainage works
owned, operated and maintained by the City or by a
greater board or other lawful authority with
jurisdiction over such system;
Community Sewerage
System
means a system of sewage collection and
disposal works approved under the applicable
provincial legislation and owned, operated and
maintained by the City or by a greater board or
other lawful authority with jurisdiction over such
system;
Community Water
System
means a system of waterworks, including fire
hydrants approved under the applicable provincial
legislation which serves two or more parcels and
which is owned, operated and maintained by the
City or by a greater board or other lawful authority
with jurisdiction over such system;
Consulting Engineer or
Consultant
means the Professional Engineer currently
registered under the provisions of the Engineers
and Geoscientists Act of the Province of British
Columbia responsible for the design and/or
construction supervision of all Works and Services
on behalf of the Owner;
Contractor
means a person or firm having a contract with the
Owner or the City to construct Works and Services
or any other items required by this Bylaw;
Council
means the Council of the City of New Westminster;
Cul-de-sac
means a length of Local Road made for vehicular
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use, designed to be permanently closed at its end;
Develop, Development,
or Developed
means the Subdivision of land or the construction of
a building or structure on land which results in a
requirement for the installation of Works and
Services under this Bylaw;
Developer
means the proponent of a land development
proposal or the Owner as defined in a Servicing
Agreement. Requirements of the Developer stated
in this document, or associated documents, apply to
the Consulting Engineer or Contractor acting on the
Developer's behalf.
Director of
Engineering
means the person appointed by the City as the
Director of Engineering or the designated
representative.
Drainage system
means a system designed, constructed and
installed for the express purpose of containing or
conveying drainage to an outlet destination and
includes, without limitation, storm sewer mains,
ditches, swales, creeks, ravines, watercourses,
detention and infiltration systems;
Excess or Extended
Services
means those Works and Services which provide
access to or serve land other than the land being
Subdivided or developed;
Fees and Rates Bylaw
means the current City Engineering User Fees &
Rates Bylaw No. 7553, 2013 as amended by
Council from time to time;
Final Approval
means the approval of a Subdivision by the
Approving Officer when all relevant requirements of
this Bylaw, the Land Title Act, the Community
Charter, Local Government Act and any other
relevant bylaws and legislation have been fulfilled
and when all conditions of Preliminary Layout
Approval have been fulfilled;
Great Street
means any Great Street listed in Schedule D of the
Street and Traffic Bylaw No. 7664, 2015, as
amended from time to time;
Highway
means a street, road, Lane, bridge, viaduct,
Walkway and any other way open to public use, but
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does not include a private right of way on private
property or an access route within a Subdivision
under the Strata Property Act;
Lane
means a Highway that is intended to provide direct
access to a property and is not intended to provide
legal frontage;
Local Road
means a Highway which primarily provides internal
circulation within a neighborhood;
Major Road Network
(MRN)
means any Major Road Network street listed in
Schedule D of the Street and Traffic Bylaw No.
7664, 2015, as amended from time to time."
MFA
means Municipal Finance Authority of British
Columbia, an organization providing capital
financing, investment leasing and short-term
financial services to local governments;
MMCD General
Specifications
means the current edition of the Master
Municipal Construction Documents General
Specifications as issued by the Master Municipal
Construction Documents Association;
Notice of Acceptance
means notice in writing issued by the City
confirming that ownership of all or part of the Works
and Services required to be provided under this
Bylaw in respect of a Subdivision or other
development have been accepted by the City
Owner
means the Owner, as defined in the Land Title Act;
Parcel
means any lot, block or other area in which land is
held or into which land is Subdivided, but does not
include a Highway.
Preliminary Layout
Approval
means the written, conditional approval of a
Subdivision plan by the Approving Officer,
identifying the requirements that must be fulfilled
prior to Final Approval;
Professional Engineer
means a person who is registered or duly licensed
as such, under the provisions of the Engineers and
Geoscientists Act ;
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Provincial Highway
means a Highway which is under the jurisdictional
control of the Crown Province of British Columbia,
within the Ministry of Transportation and Transit or
its successor in function and is intended for serving
longer distance regional traffic;
Roadway
means the portion of a Highway that is constructed,
paved, improved, designed and ordinarily used for
vehicular traffic;
Sanitary Sewer system
means a system for the collection and disposal of
domestic sewage;
Servicing Officer
means the person appointed by Council in
accordance with the Local Government Act -
Planning and Land Use Management Regulation
Sidewalk
means that portion of a Highway improved for
pedestrian traffic;
Specifications
means the Master Municipal Construction
Documents (MMCD, Platinum Edition) Volume II -
Specifications, and the City of New Westminster
'Standard Construction Documents -
Supplementary Specifications', latest revision,
including all amendments and appendices.
Standard Drawings
means the Master Municipal Construction Drawings
(MMCD, Platinum Edition ), Volume II -
Specifications - Standard Detail Drawings, and the
City of New Westminster "Supplementary Standard
Drawings", latest revision, including all
amendments.
Subdivide/ Subdivided
/ Subdivision
means
a) Subdivision as defined in the Land Title Act,
and
b) Subdivision under the Strata Property Act;
Walkway
means a Highway or public right-of-way with or
without improvements for the use of pedestrian
traffic only;
Water distribution
system
means a system of waterworks to provide
potable water for human consumption and fire
protection;
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Watercourse
means any natural drainage course or source of
water, whether natural or man-made, having
defined banks and a bed 0.6 meter or more below
the surrounding lands whether usually containing
water or not, and includes any lake, river, creek,
spring, ravine, swamp, gorge or source of ground
water;
Works and Services
means all public services, facilities and utilities
which are required to be designed, constructed and
installed as a condition of Subdivision or other
development approval for which a building permit is
required and without limitation includes: Highways,
highway lighting, underground wiring and civil
ductworks, concrete curbs, gutters and Sidewalks,
decorative Sidewalks, boulevards, boulevard
crossings, street trees, water distribution
system, fire hydrant system, sanitary sewage
collection system, drainage collection and disposal
system, traffic control signs and devices, Roadway
markings, landscaping and the supply and
distribution of electrical power, telephone, gas and
cablevision;
Zone
means a zoning district established under the City's
Zoning Bylaw.
2.2
Schedules
Schedules "A" through "E", inclusive, as annexed hereto, are incorporated
into and form part of this Bylaw.
2.3
Severability
If any portion of this Bylaw is for any reason held invalid by a Court of
Competent jurisdiction, the invalid portion shall be severed without
affecting the remainder of this Bylaw.
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PART THREE
GENERAL REGULATIONS & PROCEDURES
Prohibition
3.1
No land within the City shall be Subdivided or developed except in
conformity with this Bylaw.
Compliance with Laws
3.2
Every applicant for subdivision approval or issuance of a building permit in
respect of a development shall:
(a) comply with all applicable requirements of this Bylaw and all
other City bylaws, federal and provincial statutes, regulations,
rules and policies; and
(b) obtain all necessary consents and approvals of all government
ministries, agencies and authorities having jurisdiction;
and compliance with this Bylaw shall not relieve the applicant from
compliance with all other applicable enactments.
Application for Subdivision
3.3
Every application for subdivision shall be made in writing to the Approving
Officer on the form prescribed from time to time by the City for such
purpose, and shall include the following information and documentation:
(a)
a sketch or survey plan of the parcel to be Subdivided showing
clearly and accurately the proposed method of subdivision and the
location and dimensions of all structures located on the parcel;
(b)
a statement or other indication as to the intended use of the
Subdivided lands;
(c)
a topographic survey including spot elevations; and break point
elevations, and existing structures on the subject property and on
adjoining properties at common property lines; and
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3.4
In cases where the City deems necessary the applicant shall provide a
professional engineer's report on:
(i)
the effect on soil stability of disturbing natural grades or
natural growth, or changing the moisture content of the soil
by developing, using or occupying the land;
(ii)
groundwater levels and conditions for as much of the year as
is considered necessary; and
(iii)
the depth and extent of flooding and the likely frequency of
its occurring.
3.5
All drawings, sketches and plans submitted in respect of an application for
approval of subdivision or other development shall comply with the
Drafting and Drawing Submission Standards set forth in Schedule "D".
3.6
The acceptance for review by the Approving Officer of a subdivision
application shall not be construed as either preliminary layout approval or
final approval for Land Title Act purposes.
Preliminary Layout Approval
3.7
Preliminary layout approval shall be effective for a period of ninety (90)
days, following which time the subdivision application must be re-
submitted for preliminary layout approval and all applicable application
fees paid.
3.8
Upon request by an applicant, the Approving Officer may grant an
extension of time for preliminary layout approval where, in the Approving
Officer's opinion, there has been unavoidable delay or other special
circumstances exist which would justify such extension of time.
3.9
Preliminary layout approval of a proposed subdivision shall not be
construed as final approval of such subdivision for Land Title Act purposes
and such preliminary layout approval is revocable by the Approving Officer
at any time.
Final Approval
3.10 Final approval of a subdivision shall only be effective upon the signing of
the subdivision plan by the Approving Officer, thereby indicating that all
requirements of this Bylaw, the Land Title Act, Community Charter, Local
Government Act and all other matters and things required by the
Approving Officer in respect of the subdivision, including all conditions of
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preliminary layout approval, have been fulfilled to the Approving Officer's
satisfaction.
PART FOUR
WORKS AND SERVICES
4.0
General Requirements
(a)
Every applicant pursuing a subdivision or other development approval for
which a building permit is required shall provide works and services for
such development on the land being developed and, where required, on
the highway adjacent to the land being developed, in accordance with the
requirements of this Bylaw including, without limitation, Schedule "B" -
Design Criteria and Schedule "C" - Supplementary Specifications and
Detail Drawings and the MMCD General Specifications.
(b)
Within the bounds of a proposed subdivision or other development, all
works and services shall be provided, designed, constructed and installed
by the owner at the owner's cost, to the satisfaction of the Director of
Engineering.
(c)
Unless otherwise agreed to by the Director of Engineering, all works and
services required to be provided by the owner under this Bylaw on an
existing highway or public right of way or other property owned by the City,
shall be constructed by the City at the expense of the owner of the land
being Subdivided or developed.
4.1
Every owner of lands to be developed shall, at the Owner's sole cost:
(a)
provide works and services for that development in accordance
with the provisions of this Bylaw applicable to the proposed
development; and
(b)
design, construct and install such works and services to the
applicable minimum standards and specifications prescribed in this
Bylaw.
4.2
All works and services required to be provided, designed, constructed and
installed under this Bylaw shall be provided, designed, constructed and
installed at the owner's expense to the satisfaction of the Director of
Engineering and to the standards and requirements of this Bylaw before
the Approving Officer, and Servicing Officer gives final approval of the
subdivision or a building permit is issued for the development.
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Works and Services Agreement
4.3
Despite Section 4.2, at the request of the owner, the Approving Officer
may grant final approval of a subdivision or the City may issue a building
permit prior to completion of the required works and services if the owner
first:
(a) enters into a works and services agreement with the City in substantially
the form of agreement contained in Schedule "A" of this Bylaw; and
(b) deposits with the City security in the form and amount prescribed in
Section 4.4 and 4.5 of this Bylaw.
Security Deposit
4.4
Every owner entering into a works and services agreement with the City
under Section 4.3 of this Bylaw shall deposit with the City security in the
amount of 120% of the total cost of the required works and services, as
estimated by the Director of Engineering or by the applicant's professional
engineer, if such estimate is acceptable to the Director of Engineering.
4.5
The Security deposit required to be provided under Section 4.3 shall be in
the form of cash, a certified cheque payable to the City, or another form
that is an alternative to standard forms of security, restricted to a Letter of
Assurance from provincial and federal public bodies that is considered and
approved on a case-by-case basis by the City's Director of Finance and
Director of Engineering, or a clean, irrevocable letter of credit acceptable
to the City and substantially in the form prescribed in Schedule "E" of this
Bylaw.
Damage to City Property
4.6
If, in the course of construction or installation of the works and services
required under this Bylaw, City property is damaged or destroyed as a
result of such works, the owner shall restore such property to the current
City standards to the satisfaction of the Director of Engineering, at the
owner's expense.
4.7
The City recognizes that site conditions may necessitate minor variations
to servicing requirements and the requirements, standards and
specifications for works and services established in this Bylaw, and the
Director of Engineering is authorized to approve such minor variations.
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PART FIVE
HIGHWAYS
Prohibition
5.1
No parcel shall be created by subdivision unless it abuts a dedicated
highway improved to the standards prescribed in this Bylaw.
Parcels on Controlled Access Highways
5.2
No parcel shall be created by subdivision adjacent to a controlled access
highway unless the parcel also abuts a Lane or a local or collector road.
Highway Standards and Specifications
5.3
Every highway created by subdivision or designed, constructed or
installed in respect of any development, including a widened strip of an
existing highway and a Walkway, shall be designed, cleared, drained,
surfaced and constructed in accordance with the standards and
specifications prescribed in this Bylaw and in the MMCD General
Specifications.
Highway Works and Services
5.4
Where a parcel is to be Subdivided, or other development for which a
building permit is required, as defined in this Bylaw, the owner shall, on
the land being Subdivided or developed and on the highway adjacent to
the land being Subdivided or developed, provide, locate and pay for the
design, construction and installation of the following:
(a) highway lighting in accordance with Schedule "B" of this Bylaw;
(b) underground civil ductwork and underground wiring for both
electrical
and
fiber
optics
communication.
Underground
electrical ductwork to be in accordance with the Canadian
Electrical Code and City of New Westminster Electrical Utility
Bylaw No. 6502, 1998.
(c) concrete curbs, gutters and Sidewalks in accordance with the
standards prescribed in Schedules "B" and "C" of this Bylaw;
(d) decorative Sidewalks in accordance with the standards
prescribed in Schedule "C" of this Bylaw and;
(e) where the parcel to be Subdivided or developed is located in
any zone other than:
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(i)
AG-1 Limited Agricultural District, or
(ii)
AG-2 Family Agricultural District;
street trees in accordance with the standards prescribed in this
Bylaw.
(f) amenities that include benches, bollards, bicycle parking
facilities, directional signage, street lamps, street signs, transit
shelters or waste disposal and recycling containers.
(g) transportation infrastructure that supports walking, bicycling,
public transit or other alternative forms of transportation,
including traffic calming measures.
(h) Sustainable design features that provide for energy and water
conservation, reduction of greenhouse gas emissions and
climate resilience.
PART SIX
WATER,
SEWER
AND
DRAINAGE
WORKS
AND
SERVICES
6.1
Where a parcel is to be Subdivided or developed as defined in this Bylaw,
the owner shall provide each parcel created by the subdivision or being
developed, with the following works and services, in accordance with the
minimum standards prescribed in this Bylaw in schedules "B" and "C":
(a) a
water
distribution
system
including
standard
service
connections providing for connection to the community water
system;
(b) a
sanitary
sewage
system
including
standard
service
connections providing for connection to the Community
Sewerage System; and
(c) a drainage system including standard service connections
providing for connection to the Community Drainage System.
PART SEVEN
CONNECTIONS
7.1
Every connection to a community water system, Community Sewerage
System, Community Drainage System or City electrical system located
within a highway or other City right-of-way shall, unless otherwise agreed
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to by the Director of Engineering, be carried out by the City at the expense
of the owner.
PART EIGHT
EXCESS OR EXTENDED SERVICES
8.1
Where the City requires an owner of land being Subdivided or developed
as defined in this Bylaw to pay the cost of providing excess or extended
services, the City shall include in any charge to be imposed on a
subsequent owner connecting to or using the excess or extended
services, interest on the costs of providing the excess or extended
services calculated at the current MFA rate.
PART NINE
RIGHTS OF WAY
General
9.1
Every owner of land to be Subdivided or developed shall provide and
grant to the City, such statutory rights of way over the land as are
required by the City for the proper operation and maintenance of the
works and services required to be provided under this Bylaw.
9.2
Without limiting Section 9.1, no statutory right of way required to be
granted by an owner under this Bylaw shall have a width of less than three
(3) metres.
Preparation and Registration
9.3
Statutory right of way plans shall be prepared and registered by and at the
expense of the owner, and shall be tendered at the Land Title Office prior
to the plan of subdivision or the commencement of construction under a
building permit.
PART TEN
COMPLETION AND ACCEPTANCE OF WORKS
AND WARRANTY AND MAINTENANCE PERIOD
Completion of Works and Services
10.1 No works and services required under this Bylaw and covered by a works
and services agreement shall be considered complete until a certificate of
completion has been issued by the Director of Engineering. Separate
certificates of completion may, in the sole discretion of the Director of
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Engineering, be issued for highway, water, sewerage, drainage and
underground civil ductworks.
Acceptance of Works and Services
10.2 The City shall not issue a Notice of Acceptance for all or any part of works
and services constructed and installed by the owner until:
(a)
the owner has deposited with the Director of Engineering "as
constructed" drawings of the works and services prepared and
sealed by a professional engineer, in accordance with the
requirements of this Bylaw.
(b)
a certificate of completion for all works and services has been
issued;
(c)
the proposed subdivision has been approved by the Approving
Officer and filed at the New Westminster Land Title Office or the
building permit for the proposed development has been issued, as
the case may be;
(d)
the owner has caused to be registered in the Land title Office and
has deposited with the Director of Engineering a plan or plans of all
rights of way required under this Bylaw; and
(e)
twenty four (24) months have elapsed since the Certificate of
Completion was issued, or where partial Certificates of Completion
have been issued, twenty four (24) months have elapsed since the
initial Certificate of Completion issuance in each case.
Warranty and Maintenance Period
10.3 The owner shall be solely responsible for the costs of any maintenance
and repairs to works and services constructed and installed on the
owner's lands until such time as the works and services are accepted by
the City by issuance of a Notice of Acceptance.
Failure to Maintain or Repair
10.4 If the owner fails to maintain or repair the works and services during the
warranty and maintenance period, the City may at the expense of the
owner undertake such maintenance or repairs, and Section 11.2 of this
Bylaw applies.
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PART ELEVEN ENFORCEMENT
Penalty
11.1 Every person who contravenes or violates any provision of this Bylaw, or
who suffers or permits any act or thing to be done in contravention or in
violation of any provision of this Bylaw, or who neglects to do or refrains
from doing anything required to be done by any provision of this Bylaw,
commits an offence and, upon conviction, shall be liable to a fine not
exceeding $10,000.00 and, where the offence is a continuing one, each
day the offence continues shall be a separate offence.
Completion
11.2 Should any person fail to do anything required to be done by them
pursuant to this Bylaw, the Council may direct that such thing be done at
the expense of the person in default, and the expense thereof together
with interest at the current MFA rate of interest, with costs, may be
recovered in like manner as municipal taxes.
Inspection
11.3 The Director of Engineering may enter at all reasonable times upon any
property to ascertain whether the regulations and directions set out in this
Bylaw are being observed. A person employed from time to time by the
City as a Building Inspector, Supervisor of Inspections or Deputy Director,
Engineering Services is hereby designated to act for the Director of
Engineering for the purposes of this Section.
PART TWELVE FEES
12.1 Subdivision Application Fee
Every applicant for subdivision approval, other than approval of an air
parcel subdivision or a subdivision under the Strata Property Act, shall, at
the time of submitting the subdivision application, pay the non-refundable
application fees as specified in the Fees and Rates Bylaw.
12.2 Works and Services Agreement
Where an applicant desires to enter into and execute a works and
services agreement, they shall pay a non-refundable fee in the amount
specified in the Fees and Rates Bylaw to cover the costs of preparing and
administering the agreement.
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12.3 Administration Fee
Every applicant for approval of a subdivision or other development, other
than approval of an air parcel subdivision or a subdivision under the Strata
Property Act, shall pay an administration fee to the City in the amount of
four (4%) percent of the total cost of all works and services required under
this Bylaw to service the subdivision or development, as determined under
Section 4.4 of this Bylaw and such Administration Fee shall cover all
engineering project monitoring and administrative costs incurred by the
City.
12.4 Phased Strata Subdivision
Every applicant for approval of a phased strata subdivision under the
Strata Property Act shall pay the City a processing fee as specified in the
Fees and Rates Bylaw for the Phased Strata Plan Declaration and for
each strata phase deposited thereafter.
12.5 Strata Conversion
Every applicant for approval of a strata conversion of a previously
occupied building shall pay the City a processing fee as specified in the
Fees and Rates Bylaw.
12.6 Air Space Parcel Subdivision
Every applicant for approval of a subdivision creating an air space parcel
or parcels shall pay the City a processing fee as specified in the Fees and
Rates Bylaw, plus legal costs and certified professional code compliance
review costs.
12.7 Development Review - Utilities Modelling Fee
When a development is deemed to require utilities modeling, the applicant
shall pay a non-refundable fee in the amount specified in the Fees and
Rates Bylaw to cover the cost of conducting and administering utilities
modelling.
PART THIRTEEN REPEAL
13.1 Subdivision Control Bylaw No. 5798, 1988 and all amendments thereto
are hereby repealed.
Doc # 2828243
SCHEDULE "A"
to
CORPORATION OF THE CITY OF NEW WESTMINSTER
BYLAW NO. 7142, 2007
WORKS AND SERVICES AGREEMENT
Doc # 2828243
SCHEDULE "A"
to
CORPORATION OF THE CITY OF NEW WESTMINSTER
BYLAW NO. 7142, 2007
WORKS AND SERVICES AGREEMENT
THIS AGREEMENT made as of the day of , 20 .
BETWEEN:
(the "Developer")
AND:
CORPORATION OF THE CITY OF NEW WESTMINSTER
City Hall
511 Royal Avenue
New Westminster, British Columbia
V3L 1H9
(the "City")
WHEREAS:
A.
The Developer is the owner of the Lands herein defined;
B.
The Developer has made application to develop the Lands and has
requested that the City approve the Development prior to the construction and
installation of the Works required under the Bylaw;
C.
In accordance with Section 509 of the Local Government Act, the
City and the Developer have agreed to enter into this Agreement to provide for
the construction and installation of, and the provision of Security for, the Works
required under the Bylaw;
City of New Westminster
Works and Services Agreement
SCHEDULE "A"
January 12, 202
Doc # 2828243
Page 2
NOW THEREFORE in consideration of the premises contained
herein, the sum of TEN DOLLARS ($10.00) now paid by the City to the
Developer, the receipt and sufficiency of which the Developer hereby
acknowledges, and of other good and valuable consideration, the Developer and
the City covenant and agree, each with the other, as follows:
Interpretation
1.(a)
Unless otherwise defined in this Agreement, all terms used in this
Agreement shall have the meanings assigned to them in the Bylaw,
the Local Government Act or the Community Charter.
(b)
In this Agreement:
"Authorized for construction" means the stamped drawings are
deemed acceptable by the Director of Engineering to proceed to
construction;
"Bylaw" means City of New Westminster Subdivision and
Development Control Bylaw No. 7142, 2007;
"Certificate of Acceptance" means the City's final approval and
acceptance of ownership of the Works evidenced by a written
certificate issued by the Director of Engineering following the
Warranty Period;
"Certificate of Completion" means the completion of the Works by
the Developer to the satisfaction of the Director of Engineering
when so certified by the Director of Engineering in writing;
"Director of Engineering" means the person appointed by the City
as the Director of Engineering or the designated representative;
"Civic Services Inspector" means an individual certified as a civil
services inspector by the Council, of ASTTBC and the Public Works
Inspectors Society at a minimum Level I (CPWI 1)
"Developer" means that person, persons or company entering into
this agreement with the City,
"Development" means the subdivision of land or the construction of
a building or structure on land which results in the requirement for
the installation of the works and services under the Bylaw;
City of New Westminster
Works and Services Agreement
SCHEDULE "A"
January 12, 202
Doc # 2828243
Page 3
"Lands" means that certain parcel or parcels of real property
situated in New Westminster, British Columbia which are legally
described in Appendix "A" of this Agreement;
"Offsite Works" means that portion of the Works which are to be
located on an existing highway or other public right of way in the
City;
"Professional Engineer" means a professional engineer currently
registered with the Association of Professional Engineers and
Geoscientists of B.C. under the provisions of the Engineers and
Geoscientists Act;
"Security" means the security required to be deposited with the City
under Section 16 of this Agreement for the due and proper
performance of all of the Developer's obligations under this
Agreement;
"Warranty Period" means that 24 month time period specified in
Section 18 of this Agreement during which time the Developer
must, at the Developer's expense, maintain, repair, modify or
reconstruct the Works to the satisfaction of the Director of
Engineering ; and
"Works" means the works and services required to be constructed
and installed under Section 3 of this Agreement both on and off the
Lands and includes all things required to be done under this
Agreement or the Bylaw or otherwise in relation to the construction
and installation of the works and services.
Payments
2.
The Developer shall, prior to obtaining approval of the proposed
Development, pay to the City:
(a)
$ , being four (4%) percent of the estimated total cost
of all Works required to service the Development, in
payment of
all
engineering,
project
monitoring
and
administrative costs incurred by the City;
(b)
$ as a credit towards the cost to the City of making
connections to storm sewers, sanitary sewers, water mains
and other City utilities located within a highway or other City
right of way;
City of New Westminster
Works and Services Agreement
SCHEDULE "A"
January 12, 202
Doc # 2828243
Page 4
(c)
$ as a credit towards the cost to the City of
constructing and installing the Offsite Works;
(d)
$ as a credit towards the cost to the City of supplying
and installing street and traffic signs and providing
miscellaneous emergency street maintenance;
(e)
$ as the cost of preparing this Agreement;
(f)
all arrears of taxes outstanding against the Lands; and
(g)
all current taxes levied or about to be levied on the Lands on
the basis and in accordance with the assessment and
collectors roll entries.
Construction of the Works
3.
(1)
The Developer, at his own expense, shall:
(a)
provide, design, construct and install on the Lands and,
where permitted, off the Lands, all Works (including support
structure and root zone for street trees) shown on the
engineering drawings listed in Appendix "B" of this
Agreement, all of which are incorporated into and form a part
of this Agreement, to the specifications and standards
prescribed by the Bylaw, and to the satisfaction of the
Director of Engineering, as evidenced by the delivery of the
Certificate of Completion to the Developer;
(b)
not construct any buildings upon the Lands without the prior
written approval of the Director of Engineering;
(c)
complete the Works to the satisfaction of the Director of
Engineering within days of the date of this
Agreement, such satisfaction to be evidenced by the delivery
of the Certificate of Completion to the Developer; and
(d)
perform all additional work that, in the opinion of the Director
of Engineering, is necessarily incidental to the provision of
the Works required pursuant to this Agreement, including,
notwithstanding the generality of the foregoing, any work or
extra work that arises out of soil conditions or the existence
of utilities not shown or incorrectly shown on design or other
drawings, including those prepared or provided by the City;
and
City of New Westminster
Works and Services Agreement
SCHEDULE "A"
January 12, 202
Doc # 2828243
Page 5
(e)
permit the City to install, at the Developer's expense, street
and traffic signs as and where required by the City, at the
City's discretion.
(2)
If for reasons beyond the control of the Developer, the Developer is
not able to complete the Works substantially as provided for in this
Agreement, the Developer shall carry out alternative or additional
works of equivalent value at its cost to the satisfaction of the
Director of Engineering
(3)
The Developer shall ensure that the Developer's employees
responsible for supervising excavation on the Lands shall remain
alert during excavation for unusual soil conditions indicative of
contamination (discolouration or unusual odour). If soil is identified
as potentially contaminated, the Developer shall arrange for the
appropriate Professional Engineer to visit the Lands to survey the
situation and make recommendations. All site profile reportage
and, where applicable, subsequent remedial reports and activity
schedules shall be provided to the Director of Engineering as soon
as they are available to the Developer, to facilitate determination of
remediation responsibilities, and the execution of appropriate
remedial works.
Construction of the Offsite Works
(5)
(a)
Subject to Subsection 5 (c) the City shall, at the Developer's
expense, construct and install the Offsite Works shown on
the engineering drawings listed in Appendix "B" of this
Agreement.
(b)
Where the cost to the City under Subsection 5(a) of
constructing and installing the Offsite Works exceeds the
payments made to the City by the Developer under
Subsections 2(b) and (c), the Developer shall forthwith on
demand pay the deficiency to the City. Where the amounts
paid by the Developer to the City under Subsections 2(b)
and (c) exceed the cost of the City of constructing and
installing the Offsite Works, the City shall refund the excess
to the Developer.
(c)
Where permitted by the Director of Engineering, the
Developer may construct and install the Offsite Works shown
in the Engineering drawings in Appendix "B".
City of New Westminster
Works and Services Agreement
SCHEDULE "A"
January 12, 202
Doc # 2828243
Page 6
Site Personnel
4.
The Developer shall:
(a)
undertake
contract
administration
services
using
qualified
personnel during construction and the maintenance period
including:
(i)
survey control to permit construction layout by Contractors;
(ii)
interpretation of plans and specifications;
(iii)
periodic inspection to determine if the work substantially
complies in all material respects with the Contract Drawings
and with District bylaws and with the requirements of utility
companies and government agencies;
(iv)
full time inspections and attendance during actual installation
of all underground facilities including pipe surround materials
and during all required testing;
(v)
inspection of the site and the drainage, erosion and
sediment control works and receiving waters to ensure those
works are constructed and functioning according to the
approved plans, that they are being operated and
maintained in accordance with MMCD Supplementary
Specification 01561.1.3, and that no unacceptable materials
are discharged;
(vi)
review and interpretation of test and inspection reports;
(vii)
determination, and advising the Director of Engineering of
corrective action required as a result of (b), (c), and (d) of
Section 2. Payments;
(viii)
keeping a record of site visits and any corrective action
taken as a result of (vii)
(ix)
attending construction progress meetings; and
(x)
conducting final inspection to identify deficiencies;
(b)
submit summary reports during construction and the maintenance
period as required by the Director of Engineering including test and
inspection reports and his review and interpretation thereof;
(c)
submit
Inspection
and
Compliance
Certificates
and
other
certifications required by the Bylaw;
(d)
conduct inspections with the Director of Engineering;
(e)
submit record drawings in AutoCAD format, service record cards
and operation and maintenance manuals.
City of New Westminster
Works and Services Agreement
SCHEDULE "A"
January 12, 202
Doc # 2828243
Page 7
Utilities
5.
(1)
The Developer shall:
(a)
install for each of the parcels comprising the Lands at
least one connection to the water mains, sanitary sewers,
storm sewers, telecommunication installation, cablevision
installation, electrical installation, gas installation, fiber
optic network utility and any other utilities to be installed
as part of the Works on the Lands;
(b)
contact FortisBC, or other gas utility company, Telus or other
telecommunication companies, cable companies, and the
City's Electrical Operations Department, and Fibre Network
Utility to advise of the proposed Development and to
coordinate the supply and installation of any required gas,
telephone,
cablevision
and
electrical
installations,
respectively, on the Lands; and
(c)
supply and install water pressure regulators where they, in
the opinion of the Director of Engineering, are necessary.
(2)
The connection of any utility installed on the Lands by the
Developer to an existing utility infrastructure shall be made only by
the company, body or organization owning or controlling that
infrastructure unless that body or organization otherwise agrees.
Connections to City Services
6.
(1)
The Developer shall pay the full cost of connecting water mains,
sanitary sewers storm sewers, electrical installations and other
utilities installed on the Lands to existing City services located in a
highway or other City right of way.
(2)
Unless the City otherwise agrees, the City shall perform the
necessary work to connect the water mains, sanitary sewers, storm
sewers, electrical installations, and other utilities located on the
Lands to existing City services.
(3)
Where the cost to the City under Subsection 6(2) of connecting the
utilities on the Lands to existing City services exceeds the payment
made to the City by the Developer under Subsection 2(b), the
Developer shall forthwith on demand pay the deficiency to the City.
Where the amount paid by the Developer to the City under
Subsection 2(b) exceeds the cost to the City of connecting the
City of New Westminster
Works and Services Agreement
SCHEDULE "A"
January 12, 202
Doc # 2828243
Page 8
utilities to existing City services , the City shall refund the excess to
the Developer.
Street Treatment
7.
The Developer shall ensure that all roadwork, amenities and boulevard
treatment are provided and constructed in accordance with the
requirements and standards in the Bylaw.
Plans
8.
Within two months of the delivery of the Certificate of Completion to the
Developer, the Developer shall submit to the City "as constructed"
drawings of the Works, prepared and sealed by a Professional Engineer in
accordance with the requirements of this Agreement.
Compliance with Laws and Bylaws
9.
The Developer covenants and agrees with the City that:
(a)
the Developer will comply with all City bylaws and all
applicable federal and provincial laws, regulations and rules
throughout the term of this Agreement; and
(b)
despite Section 511 of the Local Government Act, the
Developer agrees that any and all changes in subdivision
requirements
or
standards
affecting
the
Developer's
Development or the requirements under this Agreement to
provide the Works that are established by adoption of a City
bylaw, shall have immediate effect and be applicable to the
Developer's Development regardless of when such bylaw is
adopted.
(c)
For the purposes of Part 3 [Occupational Health and Safety]
of the Workers' Compensation Act, the Developer or its
authorized Contractor, provided the Developer will be
completely responsible for all acts or omissions of the
authorized Contractor in connection with this Agreement as if
they were the acts or omissions of the Developer, will be and
will assume the responsibilities of the "prime Contractor" for
the workplace and will, as required in the Workers
Compensation Act (British Columbia) and regulations
thereunder:
(i)
co-ordinate workplace safety, including for its own
workers as well as those of subcontractors, utilities,
City of New Westminster
Works and Services Agreement
SCHEDULE "A"
January 12, 202
Doc # 2828243
Page 9
suppliers, inspectors and all other Contractors
performing work on the workplace; and
(ii)
do everything that is reasonably practicable to
establish and maintain a system or process that will
ensure compliance with Part 3 of the Workers'
Compensation Act and the regulations in respect of
the workplace.
(iii)
The Developer will provide the City, prior to
commencement of the Works, with the name and
telephone numbers (including a 24 hour emergency
contact
number)
for
the
Developer's
safety
representative for the workplace
Debris
10.
If any material or debris is left within any highway allowance during or after
the construction of the Works and prior to issuance of the Certificate of
Acceptance, the City may forthwith remove the material or debris at the
expense of the Developer, the cost of the removal to be the actual cost to
the City plus an administration fee equal to ten (10%) of that cost, and the
Developer shall pay such amount to the City forthwith on demand.
Survey
11.
The Developer shall protect all survey markers, pins, posts and similar
things during the construction, installation, maintenance and repair of the
Works and shall employ, at the Developers expense, a British Columbia
Lands Surveyor to replace any such markers, pins, posts or similar things
which may be moved, damaged or destroyed during the construction,
installation, maintenance or repair of the Works.
Testing
12.
The Developer shall pay for any testing required by the Director of
Engineering or the Professional Engineer, including Benkleman Beam
Testing of roads and video inspection of sewers, to confirm that the Works
have been constructed and installed in accordance with the specifications
and standards for the design and construction of the Works contained in
the Bylaw as amended, and to the satisfaction of the Director of
Engineering.
City of New Westminster
Works and Services Agreement
SCHEDULE "A"
January 12, 202
Doc # 2828243
Page 10
Building and Occupancy Permits
13.
The City may refuse to issue a building permit or occupancy permit or both
in respect of the Lands or any portion thereof until all Certificates of
Completion relating to the Works are delivered to the Developer.
Completion
14.
(1)
The City shall:
(a)
permit the Developer to install and construct the Works on
the terms and conditions contained in this Agreement and in
accordance with the Bylaw;
(b)
issue the Developer a Certificate of Completion of the
Works, signed by the Director of Engineering, when the
Works have been constructed and installed to the
satisfaction of the Director of Engineering and after the
Professional Engineer has delivered to the Director of
Engineering the certification required by Section 3(2); and
(c)
issue the Developer a Certificate of Acceptance of the
Works, signed by the Director of Engineering, on completion
by the Developer of all its obligations under this Agreement
and the Bylaw, including, without limitation, those obligations
during the Warranty Period, to the satisfaction of the Director
of Engineering.
(2)
The City may, in its discretion, issue separate Certificates of
Completion for highways, water, sewer, drainage and underground
civil ductwork.
Property
15. The Works, unless otherwise agreed between the parties hereto,
(a)
become the property of, and shall vest absolutely in, the City
when the City delivers the Certificate of Acceptance to the
Developer; and
(b)
remain at the full risk of the Developer until the Certificate of
Acceptance is delivered to the Developer.
City of New Westminster
Works and Services Agreement
SCHEDULE "A"
January 12, 202
Doc # 2828243
Page 11
Security
16.
(1)
As security for the due and proper performance of all obligations of
the Developer under this Agreement, the Developer shall deposit
Security with the City consisting of:
(a)
cash,
(b)
a certified cheque payable to the City,
(c)
an irrevocable clean Letter of Credit, outlined in Schedule E,
in substantially the form prescribed in the Bylaw to remain
valid and subsisting until the Certificate of Acceptance is
delivered to the Developer, or
(d)
another form that is alternative to security, restricted to a
Letter of Assurance from provincial or federal government
bodies considered approved on a case-by-case basis by the
City's Director of Finance and Director of Engineering.
in the amount of $ .
(2)
The amount of the Security may be reduced at any time with the
written approval of the Director of Engineering.
(3)
The Developer may, on receipt of the Certificate of Completion,
reduce the amount of the Security to 10% of its original amount or
the estimated value of outstanding work as determined by the
Director of Engineering, whichever is greater.
17.
(1)
If, in the sole discretion of the City, the City determines that the
Developer has defaulted on any of its obligations in this Agreement,
including without restricting the generality of the foregoing, the
obligation under Subsection 3(1)(c) to satisfactorily complete the
Works within the time period specified, the Security shall be
forfeited and the City may:
(a)
enter on the Lands at all reasonable times and perform the
obligations of the Developer under this Agreement at the
cost of the Developer; and
(b)
from time to time draw upon any or all of the Security:
City of New Westminster
Works and Services Agreement
SCHEDULE "A"
January 12, 202
Doc # 2828243
Page 12
A.
to compensate the City for the costs it incurs or
expects to incur in performing the obligations of the
Developer; and
B.
to satisfy any amount the Developer is required to pay
to the City.
(2)
The cost to the City of performing the obligations of the Developer
includes the actual costs of construction plus engineering,
supervision, testing, legal, survey, and other costs incurred by the
City in connection with performing the obligations together with an
administration fee equal to ten (10%) percent of the total of these
costs.
(3)
If the Security is insufficient to compensate the City for the costs of
performing the Developer's obligations or satisfying an amount
required to be paid to the City, the Developer shall pay the
insufficiency to the City forthwith on demand.
(4)
The City shall deliver the remaining balance of the Security, if any,
to the Developer on delivery of the Certificate of Acceptance.
(5)
Despite any other provision of this Agreement , the City may, in the
case of an emergency, enter on the Lands at any time and perform
the obligations of the Developer relating to any of the Works and all
such work shall be at the sole cost of the Developer. The City may,
at its option, recover the costs of performing such work by drawing
on the Security or by direct invoice to the Developer.
Warranty Period
18.
For a period of twenty-four (24) months following the issuance of the
Certificate of Completion, or where more than one Certificate of
Completion has been issued, for a period of twenty-four (24) months from
the date of the issuance of the last Certificate of Completion, the
Developer, at its own expense, shall maintain, repair, modify or
reconstruct the Works if in the opinion of the Director of Engineering the
Works are in any way defective so that the Works are fully operative and
have been constructed and function in accordance with the requirements
and intent of the Bylaw and this Agreement and to the satisfaction of the
Director of Engineering, or the Security shall be forfeited. The satisfaction
of the Director of Engineering shall be evidenced by the delivery of the
Certificate of Acceptance to the Developer.
Indemnity
19.
The Developer releases, indemnifies and saves the City harmless from:
City of New Westminster
Works and Services Agreement
SCHEDULE "A"
January 12, 202
Doc # 2828243
Page 13
(a)
any liability, cost, or expense of any kind arising from or in
any way connected with the construction, installation, repair,
or maintenance of all or any portion of the Works done or
provided under this Agreement;
(b)
without limiting subsection (a), any liability, costs or expense
of any kind which the City may incur by reason of damage
arising out of or in any way connected with the construction,
installation, repair, or maintenance of the Works to any real
or personal property owned in whole or in part by the City or
which the City by duty or custom is obliged, directly or
indirectly, in any way or to any degree, to construct, repair or
maintain; and
(c)
without limiting the foregoing, any liability, costs or expense
of any kind incurred by reason of liens for nonpayment of
labour or materials, workers' compensation assessments,
unemployment insurance, federal or provincial tax, check-off
or encroachments owing to mistakes in surveying or claims
for injurious affection;
unless caused or contributed to by the negligence of the City.
Insurance
20.
(1)
The Developer shall take out and maintain, with a company
licensed to carry on the business of insurance in the Province of
British Columbia, on terms that are acceptable to the City, and at
the Developer's expense:
(a)
until the Certificate of Acceptance is issued, comprehensive
general
liability
insurance
covering
without
limitation
premises and operations liability, non-owned automobile
liability and contractual liability;
(b)
without limiting subsection (a), at least until the Certificate of
Completion has been delivered to the Developer, insurance
covering Contractor's contingency liability with respect to the
operations of sub-contractors; and
(c)
without limiting subsection (a), during the Warranty Period,
insurance covering completed operations liability.
City of New Westminster
Works and Services Agreement
SCHEDULE "A"
January 12, 202
Doc # 2828243
Page 14
(2)
The limits of liability for personal injury and property damage
combined shall be not less than $5,000,000.00 for each
occurrence.
(3)
The City shall be added as an additional insured under, and a cross
liability
clause
shall
be
included
within,
the
policies
of
comprehensive general liability insurance.
(4)
All policies shall provide that they shall not expire, be cancelled or
be materially changed without at least 30 days prior written notice
to the City.
(5)
If any of the policies are cancelled or materially changed, the City
may require the Developer to cease the construction and
installation of the Works.
(6)
The Developer shall, prior to commencing the construction and
installation of the Works and subsequently upon the request of the
City, file with the City Certificates of each insurance policy required
by this Agreement, or such other proof, satisfactory to the City, that
all required policies are in force.
(7)
If the Developer does not obtain and maintain the required
insurance or when required does not deliver the Certificates of the
policy or policies to the City, the City shall have the right, but not
the obligation, to obtain and maintain the required insurance. The
Developer hereby appoints the City its lawful attorney to do all
things necessary for this purpose. All amounts expended by the
City for insurance premiums under the provisions of this section
shall be charged to the Developer and are payable by the
Developer to the City forthwith on demand.
Further Agreements
21.
(1)
The Developer shall provide and grant to the City all rights of way
required by the Director of Engineering in terms acceptable to the
Director of Engineering.
(2)
The Developer shall execute and deliver or use its best efforts to
cause to be executed and delivered, all such further transfers,
agreements, documents, instruments, easements, statutory rights
of way, acts, deeds, and assurances and do and perform or cause
or procure to be done, performed, executed and delivered all such
acts and things as may in the opinion of the City be reasonably
City of New Westminster
Works and Services Agreement
SCHEDULE "A"
January 12, 202
Doc # 2828243
Page 15
necessary to give full effect to the intent or meaning of this
Agreement.
Delay
22.
If in the opinion of the Director of Engineering a delay in performance of
the Works is caused by reason of labour disputes, fire, Act of Nature,
unusual delay by common carriers or any other act which is effectively
beyond the Developer's control, the Director of Engineering will extend the
time for completion of the Works by the Developer for whatever time the
Director of Engineering deems to be reasonable in the circumstances.
Interpretation
23.
(1)
All references to each party herein are deemed to be references to
the heirs, executors, administrators, successors, assigns, servants,
agents and officials of the respective parties hereto whenever the
context so allows.
(2)
This Agreement shall ensure to the benefit of and be binding on the
parties hereto.
(3)
Whenever the singular or masculine is used in this Agreement, the
same shall be deemed to include the plural, the feminine, or the
body politic or corporate as the context so requires.
(4)
Waiver of any default by either party shall not be deemed to be a
waiver of any subsequent default by that party.
(5)
The rights, powers and remedies of the City provided in this
Agreement are cumulative and not exclusive of any right, power or
remedy that may be available to City at law or in equity.
(6)
Time is of the essence of this Agreement.
(7)
Section headings are included for convenience only and do not
form part of this Agreement and shall not be used in the
construction or interpretation of this Agreement.
Entire Agreement
24.
The whole Agreement between parties hereto is set forth in this
Agreement and no representations, warranties, or conditions, express or
implied, have been made other than expressed herein.
City of New Westminster
Works and Services Agreement
SCHEDULE "A"
January 12, 202
Doc # 2828243
Page 16
Notice
25.
(1)
Whenever it is required or desired that either party deliver or serve
a notice on the other, delivery or service shall be deemed to be
satisfactory and deemed to have occurred when:
(a)
served personally, on the date of service; or
(b)
mailed by prepaid registered mail to the address listed for
that party on the first page of this Agreement or other
address of which that party has in writing notified the other,
on the earlier of the date received or on the fifth business
day following date of mailing at any Canada post office, but
in the event of interruption of mail service, notice shall be
deemed to be delivered only when actually received by the
party to whom it is addressed.
(2)
The Developer's general superintendent or person in control or
apparently in control of the Developer's activities on the Lands shall
be deemed an agent of the Developer for the purpose of the
service of notices.
City's Right Reserved
26.
Nothing contained in or implied by this Agreement shall in any way
prejudice or affect the rights and powers of the City in the exercise of its
function under any public and private statutes, bylaws, orders and
regulations.
Severance
27.
Should any clause or portion of this Agreement be declared or held invalid
for any reason, the invalid portion shall be severed and the severance
shall not affect the validity of the remainder.
Excess and Extended Services
28.
Except as and to the extent specified in Section 29 of this Agreement, the
Developer hereby waives, relinquishes and abandons any right which the
Developer now has or may at any time hereafter have under Section 507
of the Local Government Act for any contribution from the City or any
other person connecting to or using the Works towards the Developer's
cost of installing the Works.
City of New Westminster
Works and Services Agreement
SCHEDULE "A"
January 12, 202
Doc # 2828243
Page 17
29.
The Developer shall be entitled to contribution under Section 507 of the
Local Government Act for the following excess and extended services to
be provided by the Developer:
(a)
(NIL).
IN WITNESS WHEREOF the parties hereto have executed this
Agreement as of the date first written above.
THE COMMON SEAL OF DEVELOPER
)
was hereunto affixed this
)
__________ day of _________
)
20_____ in the presence of:
)
)
______________________________
)
AUTHORIZED SIGNATORY
)
)
______________________________
)
AUTHORIZED SIGNATORY
)
THE CORPORATE SEAL OF THE
)
CORPORATION OF THE CITY OF
)
NEW WESTMINSTER was hereunto
)
affixed this ______ day of
)
____________ 20 _____ in the
)
presence of:
)
______________________________
)
MAYOR
)
)
______________________________
)
CLERK
)
Doc # 2828243
APPENDIX "A"
The "Lands" as defined and referred to in this Agreement are legally
described as:
Doc # 2828243
APPENDIX "B"
This agreement includes the attached engineering drawings listed below
and signed by the Director of Engineering "Authorized for Construction" on
Drawings Prepared by
Doc # 2828447
Page 1
SCHEDULE "B"
CITY OF NEW WESTMINSTER
DESIGN CRITERIA
City of New Westminster
TABLE OF CONTENTS
Section i
Design Criteria
Page 1
Revised: January 12, 2026
Doc # 2828447
AMENDMENT REGISTER
Amendment
No.
Date
Amended
Section
Amended
Page
Description of Amendment
Bylaw 7908
March 6, 2017
Section 6
6-1 to 6-10
Street Lighting and Traffic Signals
Bylaw 8128
July 8, 2019
Sections 1, 3,
4, 5 and Table
8.2
Full sections
and p. 8-6
Completely replace sections
Replace Table 8.2
Bylaw 8369
June 26, 2023
Section 1.1
1-1
Delete the definitions in Section 1.1
Bylaw 8369
June 26, 2023
Section 7 and
8
7-1 to 8-3
Delete most of Section 8 and insert revised (from
S8) new sections in Section 7
Bylaw 8412
Sept. 11, 2023
Section 8 and
9
8-1 to 8-3
Delete Section 8 in its entirety and renumber
Section 9 to Section 8
Bylaw 8515
Mar 25, 2025
Sections 2, 3,
4, 5, 6, 7 and 8
Bylaw 8564
Jan 12, 2026
Sections 1, 2,
3, 4, 5, 6, 7, 8
City of New Westminster
TABLE OF CONTENTS
Section i
Design Criteria
Page 2
Revised: January 12, 2026
Doc # 2828447
TABLE OF CONTENTS
1.
DESIGN CRITERIA - GENERAL REQUIREMENTS ............................................................................ 1-1
1.1
Deleted ........................................................................................................................................................ 1-1
1.2
General ........................................................................................................................................................ 1-1
1.3
Approval of Services ................................................................................................................................... 1-3
1.4
Subdivision and Development Servicing Procedures .................................................................................. 1-5
1.5
Drafting Requirements ................................................................................................................................ 1-5
1.6
Rights of Way and Easements ..................................................................................................................... 1-6
1.7
Certification by the Consulting Engineer .................................................................................................... 1-6
1.8
Design Populations by Land Use ................................................................................................................ 1-7
1.9
Revisions to the Design Criteria .................................................................................................................. 1-7
2.
FIELD SURVEY REQUIREMENTS .......................................................................................................... 2-1
3.
STORM DRAINAGE SYSTEM ................................................................................................................... 3-1
3.1
General ........................................................................................................................................................ 3-1
3.1.1
Stormwater Design Manuals, Guidelines and Plans .......................................................................... 3-2
3.1.2
Citywide Integrated Stormwater Management Plan .......................................................................... 3-2
3.1.3
Stormwater Management Plan ........................................................................................................... 3-2
3.1.4
Erosion and Sediment Control Plan ................................................................................................... 3-3
3.2
Design Objectives and Requirements .......................................................................................................... 3-3
3.2.1
Servicing Objectives .......................................................................................................................... 3-3
3.2.2
Climate Change Impact Consideration .............................................................................................. 3-4
3.2.3
Combined Sewer System ................................................................................................................... 3-4
3.2.4
Design Requirements & Procedures .................................................................................................. 3-5
3.2.5
Site and Lot Grading Requirements ................................................................................................... 3-5
3.2.6
Minimum Building Elevation (MBE) ................................................................................................ 3-6
3.3
Runoff Analysis........................................................................................................................................... 3-7
3.3.1
Catchment Area ................................................................................................................................. 3-7
3.3.2
Rainfall Data ...................................................................................................................................... 3-7
3.3.3
Rational Method ................................................................................................................................ 3-8
3.3.4
Runoff Hydrograph Method ............................................................................................................ 3-11
3.4
Storm Sewers and Appurtenances ............................................................................................................. 3-13
3.4.1
Flow Velocity .................................................................................................................................. 3-13
3.4.2
Minimum Sewer Diameter and Grade ............................................................................................. 3-14
3.4.3
Storm Sewer Location ..................................................................................................................... 3-14
3.4.4
Sewer Depth..................................................................................................................................... 3-15
3.4.5
Pipe Joints ........................................................................................................................................ 3-15
3.4.6
Curvilinear Sewers ........................................................................................................................... 3-16
3.4.7
Manholes ......................................................................................................................................... 3-16
3.4.8
Groundwater Recharge .................................................................................................................... 3-17
3.4.9
Perforated Pipes ............................................................................................................................... 3-17
3.4.10
Catch Basins ................................................................................................................................ 3-17
3.4.11
Service Connections .................................................................................................................... 3-18
3.4.12
Surcharged Sewers ...................................................................................................................... 3-19
3.4.13
Culverts ....................................................................................................................................... 3-19
3.4.14
Flood Boxes ................................................................................................................................ 3-20
3.4.15
Ditches and Swales ..................................................................................................................... 3-20
3.4.16
Inlet and Outlet Structures .......................................................................................................... 3-21
City of New Westminster
TABLE OF CONTENTS
Section i
Design Criteria
Page 3
Revised: January 12, 2026
Doc # 2828447
3.4.17
Flow Control Structures .............................................................................................................. 3-22
3.4.18
Ditch Enclosure ........................................................................................................................... 3-22
3.4.19
Major Flow Routes...................................................................................................................... 3-23
3.5
Stormwater Runoff Rate Controls ............................................................................................................. 3-24
3.5.1
Off-Site Detention Storage Facilities ............................................................................................... 3-24
3.5.2
Outlet Controls ................................................................................................................................. 3-25
3.6
Stormwater Quality and Volume Controls ................................................................................................ 3-25
3.6.1
Roof Drainage .................................................................................................................................. 3-27
3.6.2
Oil and Grit Separators .................................................................................................................... 3-27
3.6.3
Coalescing Plate Oil Separator ........................................................................................................ 3-27
4.
SANITARY SEWER SYSTEM .................................................................................................................... 4-1
4.1
General ........................................................................................................................................................ 4-1
4.2
Sewage Flow Generation ............................................................................................................................. 4-1
4.2.1
Residential ......................................................................................................................................... 4-1
4.2.2
Non-residential .................................................................................................................................. 4-2
4.2.3
Design Flow ....................................................................................................................................... 4-3
4.2.4
Peaking Factor ................................................................................................................................... 4-3
4.2.5
Infiltration .......................................................................................................................................... 4-3
4.3
Sewer System Capacity Review .................................................................................................................. 4-4
4.3.1
System Capacity ................................................................................................................................ 4-4
4.3.2
Hydraulic Analysis ............................................................................................................................ 4-4
4.4
Sanitary Sewers and Appurtenances ........................................................................................................... 4-4
4.4.1
Flow Velocity .................................................................................................................................... 4-4
4.4.2
Minimum Sewer Diameter and Grade ............................................................................................... 4-5
4.4.3
Sanitary Sewer Location .................................................................................................................... 4-5
4.4.4
Sewer Depth....................................................................................................................................... 4-6
4.4.5
Curvilinear Sewers ............................................................................................................................. 4-7
4.5
Manholes ..................................................................................................................................................... 4-7
4.6
Service Connections .................................................................................................................................... 4-8
4.7
Pumping Stations ......................................................................................................................................... 4-9
4.7.1
General ............................................................................................................................................... 4-9
4.7.2
Pump Station Design ......................................................................................................................... 4-9
4.7.3
Wet Well Configuration ................................................................................................................... 4-10
4.7.4
Pump Station Piping ........................................................................................................................ 4-10
4.7.5
Valves, Valve Chambers and Bypass Chambers ............................................................................. 4-10
4.7.6
Appurtenance ................................................................................................................................... 4-11
4.7.7
Control and Level Regulation .......................................................................................................... 4-11
4.7.8
Station Access .................................................................................................................................. 4-11
4.7.9
Emergency Storage and Emergency Power ..................................................................................... 4-12
4.7.10
Electrical Controls....................................................................................................................... 4-12
4.7.11
Ventilation................................................................................................................................... 4-12
4.7.12
Pump Station Testing .................................................................................................................. 4-13
4.8
Force Mains ............................................................................................................................................... 4-13
4.9
Restrictive Covenant and Sanitary Right of Way ...................................................................................... 4-13
5.
WATER DISTRIBUTION SYSTEM ........................................................................................................... 5-1
5.1
General ........................................................................................................................................................ 5-1
5.2
Demands ...................................................................................................................................................... 5-1
5.2.1
Consumption Demand ....................................................................................................................... 5-1
5.2.2
Fire Flow ............................................................................................................................................ 5-2
City of New Westminster
TABLE OF CONTENTS
Section i
Design Criteria
Page 4
Revised: January 12, 2026
Doc # 2828447
5.2.3
Design Demand ................................................................................................................................. 5-2
5.3
Hydraulics ................................................................................................................................................... 5-3
5.3.1
Level of Service ................................................................................................................................. 5-3
5.3.2
Source Nodes Analysis ...................................................................................................................... 5-3
5.3.3
Design Calculation ............................................................................................................................. 5-3
5.3.4
Velocity and Head Loss ..................................................................................................................... 5-4
5.4
Piping .......................................................................................................................................................... 5-4
5.4.1
Minimum Diameter, Material and Pressure Rating ........................................................................... 5-4
5.4.2
Water Main Location ......................................................................................................................... 5-4
5.4.3
Crossings ........................................................................................................................................... 5-5
5.5
Appurtenances ............................................................................................................................................. 5-5
5.5.1
Thrust/Joint Restraints ....................................................................................................................... 5-6
5.5.2
Line Valves ........................................................................................................................................ 5-6
5.5.3
Hydrants ............................................................................................................................................. 5-6
5.5.4
Air Valves .......................................................................................................................................... 5-8
5.5.5
Flushouts / Blow-offs......................................................................................................................... 5-8
5.5.6
Service Connections .......................................................................................................................... 5-8
5.5.7
Water Meters ..................................................................................................................................... 5-9
5.5.8
Street Ends ......................................................................................................................................... 5-9
5.5.9
Cul-de-sacs ........................................................................................................................................ 5-9
5.6
Pressure Reducing Valve Station .............................................................................................................. 5-10
5.6.1
Preliminary Design Parameters ........................................................................................................ 5-10
5.6.2
Design Features ............................................................................................................................... 5-10
5.7
Corrosion Protection ................................................................................................................................. 5-11
5.8
Connection to Existing Water Mains ........................................................................................................ 5-11
5.9
Water Main Seismic Design ...................................................................................................................... 5-11
5.9.1
Affected Areas ................................................................................................................................. 5-11
5.9.2
Pipeline Design ................................................................................................................................ 5-11
6.
STREET LIGHTING AND TRAFFIC SIGNALS ...................................................................................... 6-1
6.1
General ........................................................................................................................................................ 6-1
6.2
Visual and Environmental Issues ................................................................................................................ 6-1
6.3
Codes, Rules and Permits ............................................................................................................................ 6-1
6.4
Illuminance Levels ...................................................................................................................................... 6-2
6.5
Light Pole Spacing ...................................................................................................................................... 6-3
6.6
Luminaires, Light Source and Smart City ................................................................................................. 6-4
6.7
Decorative Street Lighting .......................................................................................................................... 6-4
6.9
Power Supply and Distribution ................................................................................................................... 6-6
6.10
Traffic Signals ........................................................................................................................................ 6-7
6.11
Conduit ................................................................................................................................................... 6-8
6.12
Interconnect Conduit .............................................................................................................................. 6-8
6.13
Power Supply.......................................................................................................................................... 6-8
6.14
Uninterruptible Power Supplies (UPS's) ................................................................................................ 6-9
6.15
Junction Boxes........................................................................................................................................ 6-9
6.16
Conductors .............................................................................................................................................. 6-9
6.17
Service Equipment .................................................................................................................................. 6-9
6.18
Concrete Bases ..................................................................................................................................... 6-10
7.
TRANSPORTATION .................................................................................................................................... 7-1
7.1
General ........................................................................................................................................................ 7-1
7.2
Geotechnical Report .................................................................................................................................... 7-1
City of New Westminster
TABLE OF CONTENTS
Section i
Design Criteria
Page 5
Revised: January 12, 2026
Doc # 2828447
7.3
Road Classifications and Cross Sections ..................................................................................................... 7-1
7.3.1
Vehicle Travel Lane Widths .............................................................................................................. 7-2
7.3.2
Right-of-Way Dedication Widths ...................................................................................................... 7-2
7.4
Road Types .................................................................................................................................................. 7-3
7.4.1
Half Roads (Interim Roads) ............................................................................................................... 7-3
7.4.2
Cul-de-sacs ........................................................................................................................................ 7-4
7.4.3
Turnarounds ....................................................................................................................................... 7-4
7.4.4
Lanes .................................................................................................................................................. 7-4
7.5
Driveways / Lane letdowns ......................................................................................................................... 7-4
7.5.1
Location and Width ........................................................................................................................... 7-4
7.5.2
Driveway / Sidewalk Interface ........................................................................................................... 7-5
7.6
Intersections ................................................................................................................................................ 7-6
7.6.1
Curbs .................................................................................................................................................. 7-6
7.6.2
Curb Returns ...................................................................................................................................... 7-6
7.6.3
Corner Cuts ........................................................................................................................................ 7-6
7.6.4
Turn Channelization .......................................................................................................................... 7-7
7.6.5
Curb Extensions ................................................................................................................................. 7-7
7.6.6
Roundabouts ...................................................................................................................................... 7-7
7.6.7
Traffic Circles .................................................................................................................................... 7-7
7.6.8
Curb Ramps / Wheel Chair Ramps .................................................................................................... 7-8
7.7
Sidewalks .................................................................................................................................................... 7-8
7.7.1
Sidewalk Widths ................................................................................................................................ 7-8
7.7.2
Sidewalk Design ................................................................................................................................ 7-9
7.7.3
Finishing and Universal Access ......................................................................................................... 7-9
7.7.4
Continuous Sidewalks and Lane crossings ........................................................................................ 7-9
7.8
Crosswalks .................................................................................................................................................. 7-9
7.9
Boulevards ................................................................................................................................................. 7-10
7.9.1
Landscaped Boulevards ................................................................................................................... 7-10
7.9.2
Hardscaped Boulevards ................................................................................................................... 7-11
7.10
Cycling Facilities .................................................................................................................................. 7-11
7.10.1
Facility Material & Width ........................................................................................................... 7-11
7.10.2
Buffers ........................................................................................................................................ 7-11
7.11
Transit Facilities ................................................................................................................................... 7-12
7.12
Railway Grade Crossings ..................................................................................................................... 7-12
7.13
Community Mailbox............................................................................................................................. 7-14
7.14
Traffic Control Devices ........................................................................................................................ 7-14
7.14.1
Traffic Signals ............................................................................................................................. 7-15
7.14.2
Traffic Signs and Pavement Markings ........................................................................................ 7-15
7.15
Traffic Calming .................................................................................................................................... 7-15
7.15.1
Speed Humps .............................................................................................................................. 7-15
7.16
Geometric Design Requirements .......................................................................................................... 7-15
7.16.1
Design Speeds ............................................................................................................................. 7-15
7.16.2
Design Gradients ......................................................................................................................... 7-16
7.16.3
Cross Slopes and Super elevation ............................................................................................... 7-16
7.16.4
Drainage ...................................................................................................................................... 7-16
7.16.5
Vertical Curves ........................................................................................................................... 7-17
7.16.6
Horizontal Curves ....................................................................................................................... 7-17
7.17
Structural Design Requirements ........................................................................................................... 7-17
7.17.1
Handrails, bollards and baffle gates ............................................................................................ 7-17
7.17.2
Retaining Walls ........................................................................................................................... 7-17
7.17.3
Curb/gutter .................................................................................................................................. 7-18
City of New Westminster
TABLE OF CONTENTS
Section i
Design Criteria
Page 6
Revised: January 12, 2026
Doc # 2828447
7.17.4
Medians ....................................................................................................................................... 7-18
7.17.5
Electrical and Telecommunications Utility Relocations ............................................................. 7-18
7.17.6
Road Embankment Grading ........................................................................................................ 7-18
7.18
Pavement Structures ............................................................................................................................. 7-18
7.18.1
General Pavement Design ........................................................................................................... 7-18
7.18.2
Existing Pavement....................................................................................................................... 7-19
7.18.3
Asphalt-Concrete Pavement ........................................................................................................ 7-19
8.
STREET TREES & LANDSCAPING ......................................................................................................... 8-1
8.1
General ........................................................................................................................................................ 8-1
8.1.1
Approval ............................................................................................................................................ 8-1
8.2
Design Criteria ............................................................................................................................................ 8-1
8.2.1
Landscaping Medians and Boulevards .............................................................................................. 8-1
8.2.2
Minimum Standards ........................................................................................................................... 8-1
8.2.3
Selection of Trees Species ................................................................................................................. 8-2
8.2.4
Grating Requirements ........................................................................................................................ 8-2
8.2.5
Tree Root Restraints .......................................................................................................................... 8-2
8.2.6
Growing Medium ............................................................................................................................... 8-2
8.2.7
Irrigation ............................................................................................................................................ 8-4
8.2.8
Drawings ............................................................................................................................................ 8-5
City of New Westminster
GENERAL REQUIREMENTS
Section 1
Design Criteria
Page 1-1
Revised: January 12, 2026
Doc # 2828447
1.
DESIGN CRITERIA - GENERAL REQUIREMENTS
1.1
Deleted
1.2
General
Use of Design Criteria Mandatory
All works and services to be provided and constructed under this Bylaw shall be designed by a
professional engineer in accordance with the Design Criteria and Specifications and Standard
Detail Drawings set out in this Bylaw. Where conditions arise which are not covered by the
Design Criteria, Specifications or Standard Detail Drawings, it shall be the responsibility of the
Consulting Engineer to consult with the Director of Engineering for direction prior to completing
the design.
Minimum Standards and Consulting Engineer's Responsibilities
The Design Criteria specified in this Bylaw shall be considered minimum standards and shall not
relieve the Consulting Engineer from his or her professional responsibilities to ensure the
adequacy of the design in accordance with good engineering practice, as determined in
consultation with the City.
Where sub-consultants are employed by the Consulting Engineer in the design process, the City
will expect the Consulting Engineer to represent the sub-consultant's work for administrative and
procedural purposes.
The Consulting Engineer is encouraged to seek innovative and superior solutions where
appropriate. A Consulting Engineer who wishes to adopt criteria not specifically included in or
variant from those within this design specification shall justify the proposed change in a
letter/report prepared, signed and sealed by a professional engineer. Submissions must
demonstrate that the proposed change is equivalent to or better than these guidelines. The
letter/report shall be submitted to the Director of Engineering for review and approval, prior to
acceptance of the proposed change.
In spite of using these standards and specifications, the Developers and their Consulting
Engineers remain fully responsible for the design and construction of City infrastructure utilities
according to good engineering standards adequate to address the specific needs and site
conditions of their project.
The Consulting Engineer must be satisfied that the design criteria contained herein are applicable
to the project at hand, and must apply more stringent criteria where appropriate. The Consulting
Engineer is fully responsible for designing to standards which exceed these standards when
specific site conditions dictate that more stringent performance measures are required.
City of New Westminster
GENERAL REQUIREMENTS
Section 1
Design Criteria
Page 1-2
Revised: January 12, 2026
Doc # 2828447
This document is to be used in conjunction with the City of New Westminster approved edition
of the Master Municipal Construction Documents (MMCD) and the City of New Westminster
Supplementary Specifications and Detail Drawings.
The City of New Westminster Supplementary Specifications and Detail Drawings for City
services include:
Item 1
Supplementary Specifications - Additions, amendments and deletions to the
Specifications in the MMCD
Item 2
List of Approved Materials and Products
Item 3
Supplementary Detail Drawings
Existing Works and Services
Existing (as-constructed) services information may be available from the City. This information
is made available on the understanding that the City accepts no responsibility for their accuracy
or completeness. Verification of this information must be made by the Consulting Engineer
responsible for the design. Variations must be referred to Director of Engineering before
completion of design drawings
City of New Westminster
GENERAL REQUIREMENTS
Section 1
Design Criteria
Page 1-3
Revised: January 12, 2026
Doc # 2828447
1.3
Approval of Services
Approval of the proposed design and construction of services, as applicable, must be given by
several authorities in addition to the City. These authorities are:
Governing Authorities
Areas of Jurisdiction
Ministry of Environment
- pollution, sanitary sewer systems
- fisheries and wildlife
Greater Vancouver Sewerage and Drainage
District (G.V.S. & D.D.)
- GVS&DD sanitary sewer systems
- Brunette River Drainage Channel
Greater Vancouver Water District (G.V.W.D.)
- G.V.W.D. water mains
Canadian Transportation Authority
- crossing of existing railway at
grade associated with roadway
widening
- construction of new road crossing
existing Railway track at grade
- replacing existing Railway
trestles
Canadian National Railway,
Canadian Pacific Railway,
Burlington Northern Santa Fe,
Southern Railway
- as per Canadian Transportation
Agency
- all underground services crossing
existing Railway rights-of-way
- installation of overhead
transmission lines crossing
existing Railway rights-of-way
Fortis
- as per Fortis regulations and the
Pipeline Act
- all work in the vicinity of
intermediate pressure (IP) and
transmission pressure (TP) gas
mains and rights-of-way
BC Hydro
- as per BC Hydro regulations
- all work in the vicinity of any
underground plant as well as any
transmission lines and rights-of-
way
City of New Westminster
GENERAL REQUIREMENTS
Section 1
Design Criteria
Page 1-4
Revised: January 12, 2026
Doc # 2828447
City of New Westminster Electrical Utility
a) all work in the vicinity of any
underground plant as well as any
transmission lines and rights-of-
way
Telus, Shaw, Rogers, AT&T, Bell Canada, and
other telecommunications providers
- all telephone underground and
overhead services
Ministry of Transportation and Transit, or its
successor in function
- all
construction
(underground
and/or surface work) on Ministry
of Transportation and Transit, or
its successor in function rights-of-
way
- subdivision, road improvements
within radius of 0.5 km of the
intersection of a controlled access
Highway with any other Highway
(see Controlled Access Highway
Act)
Vancouver Port Authority
Fraser Basin Council (FBC)
- works on or about river and
foreshore
- dredging proposals
- stormwater discharge points
Inspector of Dykes
- reconstruction of dykes, fill and
excavations adjacent to dykes
- any structure on or across dykes
Vancouver Port Authority
- dredging proposals in Fraser
River
- crossing of dykes - temporary or
permanent works
For City projects, the Consulting Engineer will make all applications to the Authorities
concerned on behalf of the City, unless otherwise advised. In case of subdivisions, applications
will be made by the Developer, with any costs incurred from the application being assessed to
the Developer. The final agreement for such application will be drawn between the Authority
concerned and the City, provided the proposed services, upon satisfactory completion, revert to
and form part of the City services system.
City of New Westminster
GENERAL REQUIREMENTS
Section 1
Design Criteria
Page 1-5
Revised: January 12, 2026
Doc # 2828447
No construction may proceed without the approval of the Authority having jurisdiction.
In all cases, the Authority having jurisdiction has specific requirements of its own, such as
- specific application forms
- utility clearance from the proposed services
- protection of services, carrier pipes, depth of cover
- methods of construction (Ministry of Transportation and Transit, or its successor
in function and railway companies may not permit open trenching on major
Highways and freeways.)
These requirements will be obtained directly from the Authority involved.
1.4
Subdivision and Development Servicing Procedures
Unless otherwise specified, the Developer shall design and install complete City services for the
land being subdivided or developed, including provision of services to facilitate further
development.
The City services shall include but not limited to:
1. Roads, lanes and walkways
2. Concrete sidewalks, extruded curbs, combined curb and gutter or alternative street edge
3. Sanitary Sewer systems
4. Storm Sewers systems
5. Water mains
6. Ornamental Street Lights
7. Trees and Landscaping
8. Underground Hydro power
9. Underground Telephone
10. Underground Cablevision
11. Natural Gas
12. Lot Grading
1.5
Drafting Requirements
Engineering drawings, details sketches and digital files prepared for submission to the City must
conform to the City of New Westminster drawing and digital information standards, outlined in
Schedule D.
City of New Westminster
GENERAL REQUIREMENTS
Section 1
Design Criteria
Page 1-6
Revised: January 12, 2026
Doc # 2828447
1.6
Rights of Way and Easements
Where specifically approved by the Director of Engineering to locate a City service within a
utility right-of-way, the minimum widths of rights-of-way shall be:
a)
for single service
R.O.W. width
=
3 metres minimum width
b) for two or more services
R.O.W. width
=
6 metres minimum width
c)
When the service is within a City road allowance but the distance from the
property line to the centre of the main is less than one half of the width
necessary for a single service, the difference shall be provided as right-of-way
on the adjacent property.
In all cases the width of rights-of-way shall be sufficient to permit an open excavation with side
slopes in accordance with the Workers' Compensation Board (WCB) regulations, without
impacting on or endangering adjacent structures.
Sanitary trunk and interceptor sewers shall have rights-of-way wide enough for future widening
and/or twinning. The width of the right-of-way shall be the required separation between pipe
centrelines plus 2 times the depth to the crown of the deeper sewer.
The Consulting Engineer shall provide cross sections on the design drawings, indicating the
minimum safe distances to adjacent building footings based on a safe angle of repose from the
limits of the excavation.
1.7
Certification by the Consulting Engineer
Consulting Engineers offering their services, directly to the City or through Developers, accept
the responsibility for their designs by completing and attaching the following statement to their
design notes and design drawings:
City of New Westminster
GENERAL REQUIREMENTS
Section 1
Design Criteria
Page 1-7
Revised: January 12, 2026
Doc # 2828447
"I .................................... Professional Engineer, in good standing in and for the Province of
British Columbia, hereby certify that the works as herein set out on the attached drawings
have been designed to good engineering standards and in accordance with the latest edition of
the City of New Westminster Design Criteria, the Master Municipal Construction Documents
(MMCD), and the City of New Westminster Supplementary Specifications and Supplementary
Standard Drawings, adopted by the City of New Westminster.
...............................
(Signature)
1.8
Design Populations by Land Use
The following equivalent population should be utilized for water and sanitary sewer design
purpose:
Land Use (each unit)
ppdu
ppha
Single Family Detached
3.0
Secondary Suite/Laneway Home
2.5
Row Houses, Townhouses, Multi-plexes (i.e. Duplex to Six-
Plex) Duplexes, Triplexes
2.6
Apartments
1.8
Commercial
-
90
Industrial
-
45
Institutional
-
50
NOTE:
ppdu - population per dwelling unit
ppha - population per hectare
Where development is expected to exceed the density of the above table, the actual development
parameters shall govern.
1.9
Revisions to the Design Criteria
The criteria and design parameters contained in this document are subject to constant review and
re-evaluation and the Director of Engineering reserves the right to initiate revisions or additions
to these criteria as and when he deems it is necessary to make such revisions.
City of New Westminster
FIELD SURVEY REQUIREMENTS
Section 2
Design Criteria
Page 2-1
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2.
FIELD SURVEY REQUIREMENTS
All field survey information should follow the requirements outlined in the City of New
Westminster Drafting and Drawing Submission Standards, outlined in Schedule D.
City of New Westminster
STORM DRAINAGE SYSTEM
Section 3
Design Criteria
Page 3-1
Revised: January 12, 2026
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3.
STORM DRAINAGE SYSTEM
3.1
General
All storm drainage works including rainwater collection, management and conveyance facilities
shall be designed with considerations for public safety, regulatory requirements, economic
benefits and protection of the natural environment. Rainwater is a valuable resource that supports
the protection, enhancement, maintenance of:
-
Aquatic and terrestrial habitat;
-
Surface water supply and groundwater resources;
-
Recreational opportunities; and
-
Community aesthetics and urban life.
Storm drainage designs shall be prepared by the Consulting Engineer with qualified expertise in
storm water management systems. Design criteria only specify the minimum requirements and
the Consulting Engineer shall confirm with the City on the design requirements. Storm drainage
designs shall conform to local government bylaws, regulations, guidelines, policies and federal
and provincial statutes.
Provision of a Design Brief for design related work may be requested, at the discretion of the
Director of Engineering.
The Consulting Engineer will need to confirm the following:
a) Drainage catchment boundary
b) Planned land uses within the drainage catchment
c) Location of major pumped and gravity facilities
d) Location of the future gravity conveyance systems
e) New Westminster Citywide Integrated Stormwater Management Plan (ISMP)
The presence of an existing municipal storm drainage system does not mean, nor imply that the
existing system has adequate capacity to accommodate the proposed design flows either adjacent
to the site or further downstream, nor does it indicate that the existing system pattern is
acceptable to the City. Undersized or inadequate existing storm drainage facilities must be
upgraded at the Developer's expense to accommodate the appropriate flows as specified herein.
Alternative stormwater management proposals may be considered.
A Stormwater Management Plan (SWMP) and Erosion and Sediment Control Plan (ESCP) are
required for all proposed developments within the City.
City of New Westminster
STORM DRAINAGE SYSTEM
Section 3
Design Criteria
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3.1.1
Stormwater Design Manuals, Guidelines and Plans
The Engineering Design Criteria applies to the analysis, design and construction of storm
drainage systems located in City rights-of-way, easements, lots and parks, and which will be
eventually owned and operated by the City. In addition to the Engineering Design Criteria, the
storm drainage design shall conform to the Citywide ISMP which provides design guidance and
required water quality and infiltration targets for on-site storm drainage systems.
3.1.2
Citywide Integrated Stormwater Management Plan
The Citywide Integrated Stormwater Management Plan (ISMP) provides information related to:
-
Approved goals and strategies for developments to minimize the effects of flooding,
erosion on water quality and ecological health; and
-
Remedial and new capital works to be incorporated with developments.
The ISMP is to be used in conjunction with the Official Community Plan (OCP) and relevant
Neighbourhood Community Plans (NCP's) for mitigating the impacts of developments on the
City storm drainage system.
3.1.3
Stormwater Management Plan
A Stormwater Management Plan (SWMP) details the proposed storm drainage servicing for the
development and the impact on the downstream system. Unless otherwise directed by the City, a
SWMP must be submitted for City's approval. The submission shall include technical drawings
and a report including:
-
Development characteristics;
-
Existing and proposed tributary catchment area and boundaries along with existing and
ultimate land uses;
-
The development area within the drainage catchment including all features such as roads,
ditches, watercourses with their environmental classification, existing and proposed
drainage control structures, storm sewers, culverts, stormwater management facilities,
and site grading;
-
Method and parameters used for hydrological/hydraulic analysis;
-
Tabulated pre and post development hydrologic and hydraulic calculations;
-
Major and minor systems flow routing;
-
Downstream conveyance capacity limitations;
-
Minor and major hydraulic grade lines of all proposed works;
-
Design calculations, details and supporting information for all stormwater management
facilities to meet Citywide ISMP Volume 1 (Vision, Principles & Actions) and Volume II
(BMP Tool Kit);
City of New Westminster
STORM DRAINAGE SYSTEM
Section 3
Design Criteria
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-
Proposed service connection locations, Minimum Building Elevations (MBE), and pre
and post-development flows entering and leaving the subject site;
-
Groundwater management for the protection of municipal and private infrastructure and
property;
-
External drainage issues and recommended options to address impacts;
-
Potential floodplain issues and recommended options to address impacts; and
-
Easements required.
The SWMP shall demonstrate how the development and the proposed storm drainage system
will be consistent with the Official Community Plan (OCP), Neighbourhood Community Plan
(NCP) and the Citywide ISMP. A SWMP design report shall also be prepared if Runoff
Hydrograph Method is used for the analysis (see Section 3.3.4).
3.1.4
Erosion and Sediment Control Plan
Erosion and Sediment Control Plan (ESCP) shall be submitted to the City for approval. The plan
shall include measures such as siltation basins, channels, sediment basins, cut-off ditches and
swales, siltation fencing, soil covers, truck washes, etc. to manage erosion and sedimentation
from the construction activities in compliance with City's Erosion and Sediment Control Bylaw
7754, 2016 and Sewerage and Drainage Regulation Bylaw 7746, 2015, as amended.
3.2
Design Objectives and Requirements
3.2.1
Servicing Objectives
Design Frequencies
The design frequency for storm drainage systems will be in accordance to the followings, unless
otherwise directed by the Director of Engineering:
City of New Westminster
STORM DRAINAGE SYSTEM
Section 3
Design Criteria
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Revised: January 12, 2026
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Minor System
Storm sewers, driveway
culverts and local road ditches
1:10 Year (Mainland)
1:25 Year (Queensborough)
Major System
Watercourses, channels,
culvert crossings, overland
flood paths, major trunk storm
sewers1 and outfalls
1:100 Year
Flood Control Facilities
Within the Fraser River
Floodplain and major
watercourse crossings under
Provincial Highways
1:200 Year
3.2.2
Climate Change Impact Consideration
The design of the storm drainage infrastructure shall incorporate climate change impacts based
on the following principles:
"Do nothing" Approach: for temporary infrastructure or assessment of existing
infrastructure near the end of useful life (less than five to ten years of service life). The
existing climate rainfall data and ocean boundary condition data shall be used to verify
capacity.
"Middle of the road" Approach: for new infrastructure (i.e. storm sewers, culverts,
floodboxes and flow control facilities). Use a moderate climate change forecast for Year
2050 as discussed in Section 3.3.2.
"Worse-case" Approach: for high-risk infrastructure (i.e. with catastrophic or high
consequences of failure such as dikes and drainage pump stations). Use a moderate
climate change forecast for Year 2100 as discussed in Section 3.3.2.
3.2.3
Combined Sewer System
A significant area of the City is currently serviced by combined sewer systems. The City is
committed to separate all combined sewer systems under the Regional Liquid Waste
Management Plan.
Separate sanitary and storm sewer systems shall be designed and installed for new subdivisions
and rezoning applications along the entire site frontage. The development may be required to
separate the combined sewer system immediate downstream from the site as determined by the
Director of Engineering.
1 at the discretion of the Director of Engineering
City of New Westminster
STORM DRAINAGE SYSTEM
Section 3
Design Criteria
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Flows in the combined sewers shall be calculated to account for both stormwater flows and
sanitary flows as per the City's Sanitary and Stormwater design criteria.
3.2.4
Design Requirements & Procedures
The design shall show in plan and profile the proposed storm sewer mains, service connections,
existing underground services, overland flow details and ditch drainage patterns as applicable.
The following considerations shall be incorporated into the design:
a) A topographic field survey of the site with sufficient details to determine drainage
patterns will be required including elevations of surrounding properties, existing drainage
systems and the crown of the roadway. Proposed ground elevations for the final
development should also be given.
b) Provision must be made for house drains from each lot, either to storm sewer, open
ditches in the road or lane, underground storm sewers elsewhere or natural watercourses.
Onsite storm drainage works shall be consolidated into a single service connection into
the City drainage system.
c) Catch basin type shall be chosen according to Supplementary Specifications and Detail
Drawings. Lead size shall be not less than that shown on Detail Drawings. Type of catch
basin and lead size shall be marked on construction drawings.
d) When establishing inverts in a manhole at the junction of two or more pipes, the crowns
of pipes shall be coincident. In built up areas where there is not sufficient cover available
at the ultimate upstream terminal, the design pipe profile may be invert to invert with the
hydraulic grade line shown.
3.2.5
Site and Lot Grading Requirements
Site grading around the building(s) shall be graded away from the foundation in accordance with
BC Building Code and drain into a municipal drainage system, natural drainage path or roadway.
Surface runoff across the parcel to adjacent lots is to be avoided. If cross-lot drainage is
unavoidable, a swale shall be provided to divert runoff away from the lower lots. Lots lower than
the adjacent roadways shall have road runoff directed away from buildings and driveways and
into an appropriate municipal drainage system.
a) Lot grades and swales shall have a minimum slope of 1% and a maximum slope of 6%.
b) Where grade changes in excess of the above are required, the maximum slope should be
3:1. Where these occur between dwellings, the slope is to be located on the lower lot.
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STORM DRAINAGE SYSTEM
Section 3
Design Criteria
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c) Grade changes in excess of 1 m are to be accomplished by the use of a retaining wall.
d) The maximum depth of rear yard swales shall be 0.3 m.
e) The maximum depth of side yard swales shall be 0.2 m. The grade adjacent to the house
shall follow the grade of the swale to maintain constant depth.
f) At least one side yard of all dwelling units shall have a minimum (2% slope) level area of
0.6 m.
g) The crossfall at the back of all units shall not exceed 2%.
h) For all lots with detached and semi-detached dwellings having conventional rear yard
setbacks and reverse frontage on arterial roads, the rear area shall be graded at 2% for at
least 7.5 m of the total rear yard depth.
i) The maximum flow allowed into a swale between two houses is that from 4 rear yards.
j) The maximum flow allowed into a rear yard swale shall be that from 6 rear yards and in
no case will the swale lengths be greater than 3 lot widths for single and semi-detach
houses. For townhouse units, 8 rear yards and a maximum swale length of 4 lot widths
will be permitted.
k) The ponding depth over rear yard catch basins shall not exceed 0.3 m.
l) Grade differences between housing units shall be minimized, especially where new
developments abut existing developments. The vertical distance between the ground
level at the rear wall of houses which back on to each other shall not be greater than that
achieved by striking a 3% grade between the units.
3.2.6
Minimum Building Elevation (MBE)
The MBE is defined as the elevation of the lowest floor slab in a building or the underside of the
floor joists where the lowest floor is constructed over the crawl space. Crawl space is the space
between a floor and the underlying ground having a maximum height of 1.2 m to the underside
of the joists and not used for storage of goods or equipment damageable by floodwater.
The MBE shall be established at least 0.6 m above the storm service connection invert at the
property line or 0.3 m above the 1:100 year hydraulic grade line whichever is greater.
For sites located within the Fraser River Floodplain, the MBE shall be established above the
designated Flood Construction Level (FCL). The FCL is 0.6 m above the Fraser River Flood
Design Level established by the Province of British Columbia.
For sites adjacent to major watercourses other than the Fraser River, the FCL is 0.3 m above the
1:200 year return period hydraulic grade line of the subject watercourse. In addition, the MBE
shall be 1.5 m above the natural boundary of any watercourse, lake, marsh or pond.
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Section 3
Design Criteria
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The rationale used to establish the MBE for a site shall be presented in the SWMP or a separate
report.
3.3
Runoff Analysis
Storm drainage systems shall be designed to accommodate post-development flows using the
Rational Method or the Runoff Hydrograph Method. For developments where the total tributary
area is 10 hectares or less, the Rational Method will be used to compute the peak runoffs. For
systems where the total tributary areas is greater than 10 hectares or where stormwater
management systems require more than basic flow conveyance, the Runoff Hydrograph Method
will be used to compute the peak flows and to design the runoff control facilities. All
calculations pertinent to the design of the drainage system shall be signed and sealed by the
Consulting Engineer and submitted to the Director of Engineering for approval.
In areas serviced solely by combined sewers, pre and post development flows for both storm and
sanitary contributions shall be determined. Where post-development flows exceed pre-
development flows, onsite storage or equivalent best management practices will be required to
limit peak discharge rates to pre-development levels. Existing conditions will be considered
'pre-development' for non-greenfield sites unless historical site design documentation is
submitted.
3.3.1
Catchment Area
The extent of the tributary areas of the storm drainage system under design shall be in
accordance with the natural contours of the land, subject to any overall drainage plans
established by the City. The Consulting Engineer is responsible to confirm the extent of the
drainage area with the City prior to detailed design.
Although minor changes in the catchment boundaries may be necessary for development, the
post-development tributary area should not deviate from the total natural drainage area, unless
otherwise approved by the Director of Engineering. The Consulting Engineer is responsible for
obtaining true and accurate surface elevations and drainage system information under the
existing and proposed future development conditions. The analysis must include all lands
tributary to the drainage system, whether considered on-site or off-site to the Developer's
parcels.
3.3.2
Rainfall Data
Rainfall Intensity Frequency (IDF) curves for 5 minutes to 24-hour durations are based on the
2018 report: "Study of the Impacts of Climate Change on Precipitation and Stormwater
Management" prepared by GHD for the Greater Vancouver Sewage and Drainage District. The
City of New Westminster
STORM DRAINAGE SYSTEM
Section 3
Design Criteria
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recorded rainfall data in the regional rain stations up to 2016 were used to derive the updated
IDF data.
Climate Change Adaptation
The City of New Westminster is located within Zone 4 of the Homogeneous Rainfall Zones
developed for the entire Metro Vancouver area in the GHD study. The existing climate
condition IDF curves are based on the dimensionless IDF curves for Zone 4 using index rain
values selected for New Westminster for durations from 5 minutes to 24 hours. The moderate
change future climate scenarios for time horizons of 2050 and 2100 were developed by scaling
up the existing climate condition IDF curves with Delta Changes for Zone 4. Current 2016,
future 2050 and future 2100 IDF curves for the City are provided on Figures 3.1, 3.2 and 3.3.
Rainfall intensity taken from these curves can be used with the Rational Method to calculate
design flows under the required time horizon specified in Section 3.2.2.
Design storms shall be used for the Runoff Hydrograph Method computation. Tables 3.4 to 3.8
provide design storm hyetographs under current climatic condition (2016) for different return
frequencies. To adjust for climate change impacts specified in Section 3.2.2, IDF curve values
for future 2050 and 2100 conditions shall be used with the appropriate return period and duration
to pro-rate the current (2016) design hyetographs.
3.3.3
Rational Method
The Rational Method calculates the peak flow using the formula:
Q = RAIN
Where R = Runoff Coefficient
A = Drainage Area (ha)
I = Rainfall Intensity at the Time of Concentration (mm/hr)
N = 0.00278
Q = Flow (m3/s)
a)
Runoff Coefficients
The following runoff coefficients based on the highest and best land use in the City's Official
Community Plan (OCP) shall be used to compute the design flow:
City of New Westminster
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Design Criteria
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Table 3.1 Runoff Coefficients
Type of Area
Percent
Impervious
Runoff Coefficient
10-Year Storm
25/100-Year Storm
Wood Lands
5
0.10
0.30
Cultivated Lands
30
0.30
0.40
Park and Green Open Space
10
0.15
0.25
Low Density Residential (Single
family, or Duplex, including
secondary
suites,
up
to
a
maximum of 3 dwelling units)
45
0.50
0.55
Medium
Density
Residential
(Townhouse, Multiplex, e.g. up
to 6-plex, Single Family with
Laneway home)
65
0.60
0.65
High
Density
Residential
(Apartment) / Institutional
80
0.75
0.80
Commercial / Industrial
90
0.80
0.85
Roofs / Pavement
100
0.95
0.95
The values in Table 3.1 are for general applications. The Consulting Engineer should verify the
coefficient applicable for the area involved. The Director of Engineering shall have the final
authority on the coefficient to be utilized.
b)
Rainfall Intensity
The rainfall intensity used in the Rational Method should be determined using the appropriate
rainfall Intensity-Duration-Frequency (IDF) curve with the duration equal to the Time of
Concentration (Tc) calculated as indicated in the later section.
c)
Time of Concentration (Tc)
Tc is the time required for water to flow from the most remote part of the catchment area under
consideration to the design node. Tc can be calculated using the following formula:
Tc = Ti + Tt
Where Tc = time of concentration (minutes)
Ti = inlet or overland flow time (minutes)
Tt = travel time in sewers, ditches, channels or watercourses (minutes)
Inlet or Overland Flow Time (Ti)
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Two methods can be used to estimate Ti as follows:
i) This method is typically used for direct runoff from small urban development
areas (< 2000 m²) with runoff coefficients greater than 0.4 under the
assumption that BMP's are not applied. These values assume direct runoff.
Land Use Type
Ti (Min)
Single Family Lot
10
Multi-Family Lot
8
Commercial/Industrial/
Institutional
5
ii)
This method is used for relatively flat and larger areas and is calculated
using the following formula (referred to as the Airport Method):
Ti =
3.26(1.1 - C) L 0.5
S 0.33
Where Ti = Inlet time (minutes), minimum time = 15 minutes
C = Runoff coefficient
L = Travel distance (m), maximum length = 300m
S = Slope of travel path (%)
Travel Time (Tt)
The travel time in sewers, ditches, channels or watercourses can be estimated
using the following formula:
Tt =
Ct Ln
12 s 0.5
Where, Ct = Concentration coefficient
= 0.5 for natural watercourses or ditches, storm sewer flow
L = Length of watercourse or conduit flow (m), along the drainage path
from the furthest point in the basin to the outlet.
n = Roughness coefficient
= 0.050 Natural channels
= 0.030 Excavated ditches
= 0.013 Concrete pipe
= 0.011 PVC Pipe
= 0.024 Corrugated Steel Pipe (CSP or CMP)
s = Basin slope (m/m)
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d)
Manning's Formula
The hydraulic analysis of sewers and open channels shall be carried out assuming steady state
flow conditions and using the Manning equation, with the pipe flowing full:
Q =
AR2/3S1/2
n
Where, Q = Pipe Design flow (m³/s)
A = Pipe cross section area (m²)
R = Hydraulic radius (m) = diameter/4 for pipes
S = Slope of energy grade line (m/m)
n = Manning coefficient of roughness
= 0.013 Concrete Pipe
= 0.011 PVC Pipe
= 0.024 Corrugated Steel Pipe (CSP or CMP)
= 0.030 to 0.10 for open channels.
e)
Presentation of Rational Method Design Calculations
The Consulting Engineer will be required to tabulate the Rational Method design calculations on
the "Storm Sewer Design - Rational Method" table for submission along with the appropriate
plans and other relevant information. Table 3.2 attached shows an example of the "Storm Sewer
Design - Rational Method" table. Governing climate conditions for design calculations of the
storm sewers shall be clearly noted in the design calculation sheet.
3.3.4
Runoff Hydrograph Method
Hydrologic modelling programs using Runoff Hydrograph Method shall be used for the design
of storm drainage systems serving areas greater than 10 hectares and for all erosion and detention
retention/detention facilities.
a)
Selection of Modeling Program
Prior to commencing any computer modelling, the Consulting Engineer shall obtain approval
from the Director of Engineering on the selection of the proposed computer program. City uses
SWMM based runoff simulation modelling programs.
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b)
Modelling Parameters
For design purposes, land use data shall be based on the best available post-development
condition as per the Official Community Plan (OCP) and other pertinent land use information.
Percent of imperviousness can be selected based on values suggested in Table 3.1 unless more
accurate information from air photos or actual site designs are specifically available.
Either the Horton or Green-Ampt methods may be used to estimate the infiltration characteristics
based on the best available soil conditions information. The parameters must be reflective of the
type of soils, ground cover and typical Antecedent Moisture Condition (AMC) prevalent during
the winter season.
c)
Modelling Procedures
Efforts shall be made to calibrate/validate the results using the observed rainfall/flow data.
Sensitivity to input parameter values shall be tested to ensure that the model predictions are
adequate for establishing a proper system design. Conservative parameters shall be selected if
calibration data is not available.
Design flows should be calculated at key intervals of the drainage system for all design storms
(see Tables 3-4 to 3-8) with various design return periods, storm durations and climate change
adjustments as prescribed in this document. This will identify the critical event to be used in
designing the system. Note that the storm duration that generates the critical peak flow may be
different from the duration that generates the critical storage volume. Systems with a number of
interconnected ponds or with restricted outlet flow capacity may require analysis for sequential
storm events or modelling with a continuous rainfall record.
d)
Presentation of Modeling Results
A design report that documents the design rationale used to develop the hydrologic model and
modelling results shall be submitted to the City along with a SWMP drawing. The design report
shall include the followings:
- Design criteria used for the hydrologic/hydraulic analysis;
- Name and version of computer model;
- Design storms;
- Schematic diagram of model;
- Drainage map showing the catchment and sub-catchment boundaries and areas, slopes,
land uses, soil conditions, etc.;
- Specific simulation assumptions and parameters;
- Description of the proposed stormwater features;
- Flow hydrographs under both pre- and post-development conditions at key locations;
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- Flow exceedance curves for the pre-development, post-development without detention
and post-development with detention, if a detention facility is proposed and continuous
modelling is performed;
- Rationale and calculations for sizing onsite BMPs;
- Operation and maintenance plans and performance monitoring plans for the proposed on-
site stormwater management features.
The SWMP drawing attached to the report shall include the following:
- Catchment areas and boundaries and the proposed storm drainage system including storm
sewer locations, sizes and slopes, and functional layout of the proposed detention facility,
on-site BMPs and other hydraulic control structures. Minimum Building Elevations
(MBEs) shall also be presented in the SWMP drawing.
- A table summarizing design information and modelling results on the "Storm Sewer
Design - Runoff Hydrograph Method" table.
In addition, the following design details shall also be shown in the SWMP drawing or in the
detailed design drawings for the storm drainage system:
- Profiles showing pipe inverts and obverts, ground profiles, predicted Hydraulic Grade
Lines (HGL's) under conditions governing the design and lowest MBEs throughout the
storm drainage system.
- Design details of the proposed detention facility, BMPs (e.g. rock pit, rain garden, bio-
swale, etc.) and hydraulic control structures (e.g. catch basins, manholes, detention pond
outlet structures, flow control/diversion structures, oil and grit separators, spillways, etc.).
- Stage-discharge, stage-area and stage-volume curves of the detention facilities.
- Tabulated peak inflows and outflows, design water levels, detention pond areas and
storage volumes.
3.4
Storm Sewers and Appurtenances
3.4.1
Flow Velocity
Maximum and minimum design velocities for pipes flowing full or half full:
- Minimum 0.6 m/s;
- Maximum 6.0 m/s.
Where design velocities are supercritical or in excess of 3.0 m/s, special provisions shall be made
to protect against sewer displacement.
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Where discharge velocities greater than 1.0 m/s enters a channel or sensitive receiving
environment, evaluation of the downstream channel is required. Provisions for energy
dissipation may be required to prevent scouring and control erosion.
For all outfalls, a rigorous hydraulic analysis is to be completed to ensure that the exit velocities
will not produce scour and damage.
3.4.2
Minimum Sewer Diameter and Grade
The minimum diameter of storm sewers shall be 250 mm. The minimum grade shall be 0.25%
for pipes less than 525 mm diameter and 0.10% for pipes equal or greater than 525mm diameter.
In areas where the minimum grades cannot be achieved, the Consulting Engineer shall confirm
with the Director of Engineering that the minimum velocity requirement is met.
For new extensions, no reduction in pipe size will be made for pipes downstream irrespective of
grade provided on the pipe unless specifically approved by the Director of Engineering.
Sewers are to be designed with constant grade. Pipes with grades at 15% or greater shall have an
anchoring system and scour protection as approved by the Director of Engineering.
Due to the specific topography in Queensborough, minimum grade and velocity may not always
be achievable. Site specific designs will be reviewed by the City on a case by case basis. A
methodology must be identified to verify that the storm drainage system is designed and
constructed with a positive gradient.
3.4.3
Storm Sewer Location
Storm sewers and service connections shall be located within public road right-of-ways. Side or
rear yard statutory right-of-ways or easements should be avoided if possible. The location of the
storm sewer will be in accordance with the Supplementary Detail Drawings - "Typical Roadway
Cross Section". If the location shown is impractical, the offset may be varied with the approval
of the Director of Engineering but in all cases it shall be located under the road pavement and
clear of curbs and gutters.
At least 3.0 m horizontal clearance from water mains shall be maintained. Provincial regulatory
separation requirements will govern where sewers are adjacent to or crossing existing or
proposed water mains.
Sewers must extend across the full width of each lot to the boundary of the development plan;
thus allowing future extension and connection beyond the development where such extension is
possible.
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Where not technically feasible to locate within a road right-of-way, a storm sewer may be
located within an open lane or a statutory right-of-way (SROW) if authorized by the Director of
Engineering and that:
a) The open lane meets the minimum requirements of 6.0 m width;
b) The open lane is capable of supporting maintenance vehicles and equipment access under
all weather conditions;
c) Within a statutory rights-of-way, the Owner must provide unimpeded maintenance
vehicles and equipment access under all weather conditions;
d) Within a statutory rights-of-way, the sewer shall be centred within the registered SROW
with a minimum width of 3.0 m, unless the sewer depth exceeds 3.0 m or is combined
with a sanitary sewer, in which case a greater SROW width shall be provided;
e) There are no service connections or manholes within the SROW; and
f) The sewer alignment in the lane or SROW is straight.
All-weather vehicular access must be provided to all manholes, inlet structures, inspection
chambers and flow control structures.
The elevations of all existing underground utilities crossing the proposed storm sewer shall be
confirmed in the field and shown on the profile and plan drawings.
Where feasible, all new storm sewers shall interconnect at the high points to provide alternate
routing of stormwater in case of blockage and for added subsurface storage capacity.
3.4.4
Sewer Depth
Storm sewers shall be installed at a depth to:
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Provide gravity service to all properties tributary to the sewer;
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Prevent freezing;
-
Clear other underground utilities; and
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Prevent damage from surface loading.
The Consulting Engineer shall verify that the pipe material and bedding are suitable for the live
and dead loads imposed on the pipe. In no case shall the cover be less than 0.9 m and greater
than 6.0 m without the approval of the Director of Engineering.
3.4.5
Pipe Joints
All storm sewers shall have water tight (gasket) joints unless otherwise approved by the Director
of Engineering.
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3.4.6
Curvilinear Sewers
Pipes are not to be laid on a curve unless approved by the Director of Engineering.
3.4.7
Manholes
Manholes are required:
-
every change of grade or direction;
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where sewers intersect;
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when pipe sizes change;
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at pipe intervals of 100 m;
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at the end of each sewer line;
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downstream of curved sewers (if a curvilinear sewer is approved by the City); and
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wherever future extensions are anticipated.
Generally, frames and covers should be located outside the vehicular and bicycle wheel path on
the roadway.
Where ditches discharge into a storm sewer system, the initial manhole shall be of a sump type.
All other manholes shall be channelled and benched. A detail drawing shall be provided for
manholes of special design.
The inside diameter of manholes shall conform to the City approved edition of the MMCD and
the City Supplementary Specifications and Detail Drawings.
Manholes are required at service connection tie-ins to mains where the service connection size is
greater than ½ the diameter of the sewer main or the service connection is 200mm diameter or
greater.
Drop manholes will only be used when a new incoming sewer cannot be steepened or where site
conditions do not permit excavation to the base of an existing manhole. Outside drop shall be
provided where the difference between the inlet and outlet inverts exceeds 600mm. The
minimum manhole diameter for inside drop shall be:
- 1200mm diameter manholes for mains 300mm or smaller;
- 1500mm diameter manholes with an inside drop for mains larger then 300mm.
Temporary cleanouts are required where an extension of the sewer, in the future, will provide a
manhole at an appropriate spacing.
Manholes shall be designed to incorporate a minimum pipe invert elevation difference of at least
30 mm in addition to the normal grade of the lateral sewer. For alignment deflections in excess
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of 45 degrees, a 60 mm drop shall be provided. The crown elevations of sewers entering a
manhole shall not be lower than the crown elevation of the sewer leaving the manhole.
3.4.8
Groundwater Recharge
For groundwater recharge systems in suitable soil conditions as identified by a qualified
geotechnical engineer, additional site specific designed exfiltration systems shall be provided.
Conversely, seepage collars or clay plugs shall be provided where groundwater may adversely
affect deep sewers.
3.4.9
Perforated Pipes
Perforated storm sewers may be used, subject to the approval of the Director of Engineering, to
exfiltrate runoff back to the ground or to lower the groundwater table in areas where elevated
groundwater levels are problematic for existing buildings and infrastructure. However, it shall
not be used as a means to reduce constraints for new development.
Perforated storm sewers used for groundwater recharge shall be flat, generally 1% or less.
Perforated drains located adjacent to road shall be extended well below the road base. The
trench for subsurface drains shall be filled with clear round drain rock in an envelope of
approved filter material. The minimum size of the perforated pipe is 100 mm.
3.4.10
Catch Basins
Catch basins shall be:
-
spaced to drain a maximum area of 500 m² on road grades up to 3% and 350 m² on
steeper grades including sidewalks;
-
provided at regular intervals along a roadway, upstream of a curb return radius at
intersections and at low points;
-
located to intercept the water flowing in the gutter in advance of a wheelchair ramp, curb
letdown or pedestrian crossing;
-
avoided at low points within curb returns and where they interfere with crosswalks;
Catch basins at low points and on steep grades shall include a side inlet for roads with a barrier
curb. Double catch basins shall be used at low points and on steep grades for roads with roll-
over curb. The Consulting Engineer must ensure that there is sufficient inlet capacity for design
runoff to enter the underground pipe system.
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Generally, 600 mm diameter reinforced concrete catch basins shall be used for roadway drainage
except when installation is restricted by depth. Special offset catch basins shall only be used
where approved by the Director of Engineering.
Grates shall have a "fish" symbol.
Lawn basins shall be provided on boulevards and private properties where necessary to prevent
ponding or flooding of sidewalks, boulevards, driveways, buildings and yards.
Catch basin leads will have a minimum diameter of:
-
200 mm for single basins
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250 mm for double basins. Double catch basins shall not be connected directly together
but rather one basin will be wyed into the lead of the other.
The maximum length of the lead is 30 m. The minimum grade for the lead is 2%.
3.4.11
Service Connections
Each lot will have:
a) A gravity connection to the frontage storm sewer; or
b) A gravity connection to the storm sewer in an open lane, walkway or service corridor
with an access road.
A gravity service connection shall be made to the storm sewer where the habitable portion of a
dwelling is above the major system hydraulic grade line (1:100 year return storm). A pumped
service connection will be allowed when the habitable area of a dwelling is below the major
system hydraulic grade line of the storm sewer. A backflow prevention device shall be installed
at the gravity service connection line under such circumstance.
In situations where the frontage storm sewer does not have sufficient depth to accommodate a
gravity service connection and an existing combined sewer in an open lane can accommodate the
design runoff, a service connection to the combined sewer may be considered if there is an
established City plan to separate combined sewer in the open lane in the future, subject to the
approval of the Director of Engineering.
Every lot (existing or newly created) capable of being serviced, whether it is vacant or not, shall
be provided with a separated service connection. The service connection shall be installed in
accordance with the standard drawings.
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The minimum diameter of all service connections shall be 150 mm and have a slope not less than
2.0% from the property line to the main. Refer to the Supplementary Specifications and Detail
Drawings for the location of storm sewer connections. No service connection shall be installed
on sewers greater than 4.5 m depth unless otherwise approved by the Director of Engineering.
Service connections will be located at the lowest corner of the property with the depth no less
than 0.9 m. Where basements are proposed, the depths of the storm sewers and services shall be
increased where feasible. The service connection invert shall be at least 0.6 m below the
Minimum Building Elevation (MBE).
Connections to new mains shall be made with a standard wye fitting. Connections to existing
mains may use wye saddle or insertable tee. The service connection centreline must not be below
the centreline of the sewer main.
Inspection chambers are required on residential connections unless the service is less than 2.5 m
long and connects to a manhole. Service connections exceeding 30 m in length shall be designed
as storm sewers. Manholes are required on service connections larger than 250 mm diameter.
3.4.12
Surcharged Sewers
Every effort should be made to avoid surcharge of existing or proposed sewers unless surcharge
is unavoidable due to conflicts with existing utilities, structures or other implications.
Surcharged sewers will have the 1:10 year and 1:25 year return storm hydraulic grade lines
shown on the design drawings. In cases where the catch basins and storm sewers are designed to
convey the 1:100 year return storm runoff, the 1:100 year hydraulic grade line shall also be
shown. The 1:100 year hydraulic grade line shall be at least 0.3 below the lowest Minimum
Building Elevation (MBE) of all of the serviced properties.
3.4.13
Culverts
The minimum culvert diameter will be:
a) 450mm for driveway crossing (Mainland)
b) 600mm or equivalent for driveway crossing (Queensborough)
c) 600mm for road crossings
Culverts crossing roads will be designed to accommodate the major flow with either an inlet or
outlet control.
On collector and local roads, road overtopping is only allowed when the backwater profile does
not negatively encumber properties. Where road overtopping is anticipated, appropriate scour
protection shall be provided. All roads will be graded to provide the low point (sag) at the
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watercourse culvert crossing to provide a fail-safe major system outlet with limited ponding on
the road right-of-way.
Inlet and outlet structures are required for all major culverts. Design considerations are to
include inlet control and outlet control conditions, energy dissipation and erosion control. The
Consulting Engineer shall determine whether the culvert will operate under inlet or outlet control
at design conditions. Aquatic habitat protection requirements must be considered for culverts in
natural channels.
Driveway culverts shall be installed or approved for installation by the City. All new driveway
culverts shall be sized to ensure that there is no adverse impact on the adjacent properties under
the major system runoff conditions.
Culvert design calculations and assumptions shall be submitted for City and other regulatory
agency approvals.
3.4.14
Flood Boxes
New flood boxes through an existing dike may be required to facilitate drainage. New flood
boxes shall have a minimum diameter of 600 mm or as directed by the Director of Engineering.
Flood boxes will incorporate a flap gate on the river side of the dike, and be reverse graded to
ensure proper seating of the flap gate during high tide conditions.
Pressure treated timber support piles shall be installed on either side of the flood box and
connected above and below the flood box with pressure treated 2x4 wood slats on the river side
of the dike to anchor the flood box in place. At least 1/3 of the total height of the timber support
piles will be buried below grade.
Flood boxes shall be backfilled with structural clay, containing no organics, compacted to 95%
Standard Proctor Density (SPD). A non-woven geotextile may also be required beneath the
flood box, as designed by the Consulting Engineer.
3.4.15
Ditches and Swales
Ditches are only permitted where approved by the Director of Engineering and shall be designed
to convey minor system flows. Ditches shall be trapezoidal in shape having maximum side
slopes of 1.5 H:1V and a minimum bottom width of 0.5 m, depending on the soil characteristics.
The minimum ditch profile slope is 0.5%, except in lowland areas. The maximum velocity in an
unlined ditch will be 1.0 m/s. Higher velocities may be permitted where soil conditions are
suitable or where erosion protection has been provided. On steep slopes, grade control structures
may be used to reduce velocities.
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The ditch right-of-way shall be sufficiently wide to provide a 3.6 m graded access road suitable
for maintenance vehicles, in addition to the width required for the ditch, where the ditch is not
adjacent to a municipal roadway.
Swales shall be used in road allowances where there is no curb and gutter to direct flow towards
catch basins or the storm sewer system. Swales will be used in conjunction with proper lot
grading to convey runoff and minor flows, as well as direct major flows within City right-of-
way.
Ditches and swales are to be incorporated into road designs.
3.4.16
Inlet and Outlet Structures
The Standard Detail Drawings shall be used as a guide for designing inlet and outlet structures
for storm sewers and culverts. Structures that vary from the standard drawings shall include
specific structural design with details shown on the drawings.
Design of inlet and outlet structures is to include consideration of energy dissipation and erosion
control. Outlets for culverts and storm sewers having discharge velocities greater than 1.0 m/s
require evaluation of the downstream channel. Rip-rap or an approved energy dissipating
structure may be required to control erosion.
A trash screen/safety grillage is required at the entrance to every permanent storm sewer or
culvert over 450 mm diameter or greater than 30 m in length (except large culverts over 1200
mm diameter). Grating with vertical bars, spaced no more than 150 mm apart, shall be installed
and fixed in the form of a gate with adequate means for locking in a closed position. Provision
for opening or removal of the gate for cleaning or replacing the bars is required. Gratings shall
be designed to break away under extreme hydraulic loads in the case of blockage.
Outfalls located in parks, ravines or on river banks should be aesthetically pleasing and safe.
The appearance of these structures is important and cosmetic treatment or concealment shall be
part of the design.
Guard-rails or fences made of corrosion resistant material shall be installed along concrete
headwalls and wing walls to provide protection against persons inadvertently falling over the
wall.
A storm sewer inlet from a ditch shall have a minimum diameter of 450 mm.
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3.4.17
Flow Control Structures
For the design of flow control of storage facilities, riparian diversions and trunk sewer
diversions, the orifice and weir equations may be used.
Orifice Equation:
Q = CA(2gh)0.5
Where, Q = Desired Release flow (m³/s)
A = Area of Orifice (m²)
g = Acceleration due to Gravity (m/s²)
h = Net Head on the Orifice Plate (m)
C = Coefficient of Discharge (0.62 for sharp or square edged orifices)
The minimum orifice size shall be 100 mm in diameter. Where smaller orifices are required,
special provisions are required to prevent blockage. These special provisions shall be clearly
marked on the design drawings.
Weir Equation:
Q = CLH1.5
Where, Q = Desired Release flow (m³/s)
C = Coefficient of Discharge (0.62 for sharp or square edged orifice)
L = Effective Length of Weir Crest (m)
H = Total Head on Crest (m)
Flow control manholes shall be a minimum of 1200 mm diameter to provide for access and
maintenance. The design of a flow control structure will include provision for safe conveyance
of overflows.
3.4.18
Ditch Enclosure
Roadside ditch enclosures will be replaced with an approved storm sewer system:
a) To provide access to adjacent municipal or private property;
b) To meet safety needs; or
c) To meet community objectives if the ditch is classified as Class C or D under the City's
Watercourse Classification System.
Open ditches along local streets in Queensborough are required to be enclosed with an
engineered storm drainage system unless otherwise specified by the Director of Engineering.
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For Class B and higher classification watercourses, input from qualified environmental
professionals and authorization from regulatory agencies will be required.
The design of the storm sewer system must provide compensation for lost storage volume
resulting from the enclosure and ensure that there is no negative impact to upstream private or
municipal property or infrastructure. Water surface profiles and hydraulic grade lines within the
ditch in the vicinity of the proposed enclosure shall be shown on the design drawings.
3.4.19
Major Flow Routes
Unless the storm sewer system is oversized to accommodate the major flow (i.e. 1:100 year
return frequency storm), overland major flow routing is required. The major flow routing will
normally be provided along roadways, culvert crossings and watercourses. In some cases the
major flow may be carried alongside the road in swales or across side and rear of lots. These
designated flow paths shall be protected by restrictive covenants or statutory rights-of-way and
clearly identified in the Stormwater Management Plans.
The quantity of flow to be conveyed by the surface flow path is the total overland flow minus the
capacity of the piped system. The major flow routing shall be designed to ensure public safety
and to minimize property damage under the major flow conditions.
Urban roadways with curbs and gutters can be designed as wide shallow channels to convey
overland major flow. The maximum depths of flow shall not exceed 140 mm above the gutter
line.
The design of intersections shall ensure that the surface flow can continue along the designated
path crossing over lateral streets. Similar considerations are required if a change of direction is
required at an intersection.
Flooding will not permitted on private properties except in flow channels in municipal rights-of-
way.
Flow capacity of the overland flow routes can be calculated using the Manning formula
presented in Section 3.3.3. Typical values of the Manning's roughness coefficient "n" are:
-
0.018 for paved roadway
-
0.030 for grassed boulevards and swales;
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0.040 to 0.100 for irregular or treed channels.
All habitable areas of buildings, including basements, shall be above the 1:100 year HGL, except
where specific flood proofing measures to eliminate backwater effects from the downstream City
system have been incorporated.
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In special circumstances, or to accommodate low building elevations, the minor storm drainage
system may be enlarged or supplemented to accommodate major flows, subject to the approval
by the Director of Engineering.
3.5
Stormwater Runoff Rate Controls
Stormwater runoff controls are required to meet the objectives of the Citywide ISMP. Proper
operations and maintenance of the on-site and off-site systems are required to ensure the long-
term effectiveness of these controls.
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For on-site facilities (typically located within multi-family residential and non-residential
sites), registered covenants for proper maintenance by the Owner is required to the
satisfaction of the Director of Engineering.
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For off-site facilities (public lands, road right-of-ways and parks), operation and
maintenance is the responsibility of the City.
Detention storage facilities to control discharge rates include:
-
On-line control where the flow path is within the storage facility; and
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Off-line control where the storage facility is separate from the normal flow path and is
filled by overflow during severe event.
Refer to the New Westminster Citywide ISMP Volume II, Best Management Practice Toolkit for
specific onsite stormwater management facility options and design guidelines. Off-site runoff
control facility options and design guidelines are provided in the section below.
Large storage facilities shall include provisions for discharges rates greater than design release
rates. Rapid drawdown of the water level may be necessary for emergency purposes or to restore
the available storage to accommodate subsequent storm events.
3.5.1
Off-Site Detention Storage Facilities
a) Underground Storage
Underground storage can be provided with subsurface tanks or oversized pipes with outlet
controls. Storage facilities may be on-line or off-line. Cross sections, inlet and outlet locations
and maintenance access shall be designed to minimize maintenance requirements.
Structural design is required to accommodate anticipated traffic loads and groundwater pressure.
Runoff controls are required to meet the objectives indicated in previous sections.
b) Dry Detention Ponds
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Dry ponds are intended to provide storage only during severe storm events. They may be on-line
or off-line and are generally located off-site. Dry Ponds shall accommodate active recreational
uses. Overflow elevations shall be designed below adjacent MBE's.
Design details, other than discharge rates, should be in accordance with current technologies as
outlined in Land Development Guidelines for Protection of Aquatic Habitat (Canada/BC), and
related documents.
c) Wet Detention Ponds
Wet ponds are intended to provide on-line detention storage and maintain a permanent minimum
water level year round. They are generally located off-site.
A wet pond shall have a minimum tributary catchment area of 20 ha to limit number of ponds
and also to ensure sufficient base flows to sustain wet storage without the pond becoming
stagnant.
Overflow elevations shall be designed below adjacent MBE's.
Design details other than discharge rates should be in accordance with current technologies as
outlined in Land Development Guidelines for Protection of Aquatic Habitat (Canada/BC), and
related documents.
3.5.2
Outlet Controls
Outlet controls for storage facilities may be designed using the standard orifice and weir
equations provided in Section 3.4.17.
Provisions to accommodate higher discharges will involve oversizing the fixed openings and
sewers connected to the outlet control structure. Adjustable mechanisms such as slide gates or
removable orifice plates can be used to regulate design release rates. The extent of the
oversizing will depend on the capacity of the downstream drainage system.
The access to the outlet control structures shall be provided with access hatches with lock.
3.6
Stormwater Quality and Volume Controls
Stormwater quality and volume control will typically be provided onsite at or near the source.
Refer to the New Westminster Citywide ISMP Volume II, Best Management Practice Toolkit for
specific onsite stormwater management facility options and design guidelines. A number of
additional stormwater quality control measures are also listed herein.
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Section 3
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Stormwater Quality Source Control Criteria
a) Single Family, Duplex and Triplex Residential Area: Treat 28 mm rainfall in 24 hours.
Ground level paved surfaces (including driveways, patios and walkways) shall:
-
Drain to vegetation area with deep (450 mm) absorbent soils;
-
Use pervious paving; or
-
Collect and drain runoff through a sump prior to discharge to the City storm sewer
system.
b) All other lands uses and streets: Treat 50 mm rainfall in 24 hours from impervious
areas with appropriate Best Management Practices (BMP's) in consultation with the City.
Rate of discharge will not be greater than required to provide suitable hydraulic retention
time as to maximize the effectiveness of the specific BMP.
Stormwater Volume Reduction Criteria
c) Capture the first 25 mm to 50 mm rainfall in 24 hours onsite. Volume reduction targets
vary depending on land use type and receiving water as per the Citywide ISMP.
Stormwater Detention and Rate Control Criteria
d) Use detention and/or other best management practices to reduce post-development rates
to the pre-development release rates, depending on the area within the City:
- For the New West Mainland, reduction of the 10-year post-development peak flow, to
the 2-year pre-development peak flow.
- For Queensborough, reduction of the 25-year post-development peak flow, to the 25-
year pre-development peak flow.
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3.6.1
Roof Drainage
Roof runoff for all new dwellings is encouraged to be harvested and reused such as discharging
to on-site absorbent landscape areas via downspout splash pads. Disconnected roof drainage will
be subject to an approval process and only in neighbourhoods with foundation drains at
buildings.
In cases where roof drainage is directed to the ground surface, water quality and volume
reduction targets will apply to the roof drainage. The use of deep absorbent soils and/or properly
sized rain gardens for infiltration of the small and large storm events shall be considered with
provision for safe conveyance of extreme storm overflow from private property to the public
major drainage flow path.
Where discharge of roof leaders to splash pads is not feasible, roof drainage may be discharged
into the City drainage system at the discretion of the Director of Engineering if the proposed or
existing storm sewer can be shown to accommodate the anticipated flows. The roof leaders shall
be connected directly to the storm service connection at the property line. Roof leaders shall not
be connected to foundation drains.
3.6.2
Oil and Grit Separators
Oil and grit separators are used to remove coarse sediments and capture oil from surface runoff.
They shall be provided by the Owner to service parking lots, multi-family residential,
commercial, institutional and industrial sites as well as other hard surfaces.
The Consulting Engineer is responsible to select an appropriate type of separator to suit each
application. The location for installations shall be accessible for cleaning and inspection.
Design details shall be provided by the product supplier or the Consulting Engineer for approval
by the Director of Engineering.
3.6.3
Coalescing Plate Oil Separator
Where requested by the Director of Engineering, at sites likely to generate high concentrations of
oil for sustained periods (generally > 20 mg/L) such as gasoline service stations, vehicle
maintenance yards and industrial areas, a coalescing plate oil separator shall be installed. These
units are oil and grit separators with the addition of coalescing plate packs to significantly
enhance oil capture capabilities.
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Table 3-2
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City of New Westminster
SANITARY
Section 4
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4.
SANITARY SEWER SYSTEM
4.1
General
Sanitary sewer design shall be prepared by the Consulting Engineer with qualified expertise in
sanitary sewer systems. Design criteria only specify the minimum requirements and the
Consulting Engineer shall confirm with the City on the design requirements. Sanitary designs
shall conform to local government bylaws, regulations, guidelines, policies, regional Liquid
Waste Management Plan and federal and provincial statutes.
Provision of a Design Brief for design related work may be requested, at the discretion of the
Director of Engineering.
The Consulting Engineer will need to confirm the following:
- Sewer service catchment boundary
- Planned land uses within the sewer service catchment
- Location of major pumped and gravity facilities
- Location of the future gravity conveyance systems
The presence of an existing municipal sanitary or combined sewer system does not mean, nor
imply that the existing system has adequate capacity to accommodate the proposed design flows
either adjacent to the site or further downstream, nor does it indicate that the existing system
pattern is acceptable to the City. Undersized or inadequate existing sanitary or combined sewer
facilities must be upgraded at the Developer's expense to accommodate the appropriate flows as
specified herein.
For all new developments, the discharge of storm water into the sanitary system or the combined
sewer system is prohibited unless authorized by the Director of Engineering. A separated new
storm system shall be provided for the development project.
4.2
Sewage Flow Generation
4.2.1 Residential
Residential flow shall be based on 300 L/capita/day x population.
The population is the ultimate saturation population from land use designations in accordance
with the Official Community Plan (OCP) and related neighbourhood community plans for the
subject catchment area. Refer to General Requirements Section: Design Population by Land Use.
All design population assumptions must be approved by the Director of Engineering.
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SANITARY
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4.2.2 Non-residential
Average Dry Weather Flows (ADWF) for non-residential areas shall be based on specific data
related to the development or zoning.
Table 4.1 Sewage Flows
Land Use
Average Dry Weather Flow
General Commercial
34,000 litres/ha/day
Office Towers
85,000 litres/ha/day
Industrial
Actual or expected land use with a minimum of
34,000 litres/ha/day
Institutional
- Hospitals
900 litres / bed/day
- Nursing Homes
681 litres/bed/day
- Schools
90 litres/student
- Other
According to Health Act Guidelines with a minimum
of 23,200 L/ha/day
Where sanitary flow from the development is expected to exceed calculated minimum flow from
the above table, the actual development parameters shall govern.
Separated Sewer Areas
For development within existing areas, the design basis shall be based on the greater of:
a) flows from the present development combined with
anticipated flows for extension of the sewer to both
developed and undeveloped lands; and
b) flows from future development of the catchment area to full
OCP density and land-use.
Combined Sewer Areas
For combined sewerage area where the proposed development will be discharging into the
combined sewer system, the difference between the post-development and pre-development
sewage flows must be estimated and the stormwater discharge be reduced by the same amount.
Effectively, the increased sanitary flow from the development is offset by reducing the
stormwater discharge which ultimately results in the same flow rate as the pre-development
conditions entering the sewer system.
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Until full separation of combined sewers is completed, the current combined sewer flows
upstream and downstream of the subject development is to be used in the sanitary flow
calculation, and any designated sanitary sewer systems may operate at a full flow condition (i.e.
d/D =0.85) until full sewer separation within the catchment has occurred and all onsite/offsite
drainage sources removed.
4.2.3 Design Flow
Sanitary sewers shall be designed to convey the calculated peak sewage flows, including an
allowance for inflow and infiltration. The steady-state design flow rate shall be calculated as
follows:
Qdesign = Peak Dry Weather Flow + Infiltration and Inflow
Where:
Peak Dry Weather Flow =
QADWF x Peaking Factor + QPUMPED
QADWF
=
Average Dry Weather Flow from all sources upstream
that is conveyed by gravity
QPUMPED
=
Peak Wet Weather Pumping Rate from all upstream
pump stations.
The total design sewage flow shall be based on the greater of:
a) ultimate population densities and land use designations as outlined in the Official
Community Plan for the entire catchment area, or
b) planned developments for the entire catchment area.
4.2.4 Peaking Factor
The Peaking Factor will be calculated using the Harmon Equation for the design residential
population or equivalent population:
Peaking Factor =
1000
4
14
1
Population
+
+
4.2.5 Infiltration
- Mainland area inflow and infiltration allowance is 15,000 litres/ha/day
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- Queensborough area inflow and infiltration allowance is 30,000 litres/ha/day.
4.3
Sewer System Capacity Review
4.3.1 System Capacity
The Consulting Engineer shall discuss downstream system capacity requirements with the
Director of Engineering. If required, the calculation of sufficient capacity of the existing system
downstream of the proposed catchment area will be based on modelling results provided by the
City at Developer's cost or as otherwise directed by the Director of Engineering.
4.3.2 Hydraulic Analysis
The hydraulic analysis of gravity sewer pipes shall be conducted using the Manning equation
under steady-state full flow condition:
Flow Rate
Where:
Q = full pipe flow in cubic meters per second
A = cross sectional area of pipe in square metres
R = hydraulic radius in meters, D/4 (for circular pipes)
D = inside diameter of pipe in metres
S = slope of energy grade line in metres/metre of length
n = Manning coefficient of roughness; 0.013 for all pipes
Force Mains analysis shall be conducted using the Hazen Williams formula:
Where:
Q = Rate of flow in L/s
D = Internal pipe diameter in mm
S = Slope of hydraulic grade line in m/m
C = Friction coefficient = 120 for all pipes
4.4
Sanitary Sewers and Appurtenances
4.4.1 Flow Velocity
Design velocities for gravity sewers are:
n
S
R
A
Q
2
1
3
2
⋅
⋅
=
278780
54
.0
63
.2
S
D
C
Q
⋅
⋅
=
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- Minimum 0.6 m/s;
- Maximum 6.0 m/s.
Where design velocities are supercritical or in excess of 3.0 m/s, special provisions shall be made
to protect against sewer displacement.
4.4.2 Minimum Sewer Diameter and Grade
The minimum diameter of sanitary sewers is:
- Gravity sewers:
200mm
- Sewage force mains: 100mm
Sanitary sewers will be designed as open channels with the depth of flow, under maximum
design flow condition, not to exceed:
- Up to 450mm diameter:
50% of the internal diameter (e.g. d/D=0.5)
- 525 mm diameter or larger 70% of the internal diameter (e.g. d/D=0.7)
For new extensions, no reduction in pipe size will be made for pipes downstream irrespective of
grade provided on the pipe unless specifically approved by the Director of Engineering.
Sewers are to be designed with constant grade. Pipes with grades at 15% or greater shall have an
anchoring system and scour protection as approved by the Director of Engineering.
The upstream terminal section of sewers may require steeper grade to ensure a self-cleansing
velocity under partial flow conditions. The following design minimum grades are acceptable:
- 1.0% if sewer section servicing 6 houses or less,
- 0.6% if sewer section is servicing 7 to 12 houses,
- 0.5% if sewer section is servicing 13 or more houses.
4.4.3 Sanitary Sewer Location
Sanitary sewers and service connections shall be located within public road rights-of-way. Side
or rear yard statutory rights-of-way or easements should be avoided if possible. The location of
the sanitary sewer will be in accordance with the Supplementary Detail Drawings - "Typical
Roadway Cross Section". If the location shown is impractical, the offset may be varied with the
approval of the Director of Engineering but in all cases it shall be located under the road
pavement and clear of curbs and gutters.
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SANITARY
Section 4
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At least 3.0 m horizontal clearance from water mains shall be maintained. Provincial regulatory
separation requirements will govern where sewers are adjacent to or crossing existing or
proposed water mains.
Sewers must extend across the full width of each lot to the boundary of the development plan;
thus allowing future extension and connection beyond the development where such extension is
possible.
Where not technically feasible to locate within a road right-of-way, a sanitary sewer may be
located within an open lane or a statutory right-of-way (SROW) if authorized by the Director of
Engineering and that:
a) The open lane meets the minimum requirements of 6.0 m width;
b) The open lane is capable of supporting maintenance vehicles and equipment access under
all weather conditions;
c) Within a statutory rights-of-way, the Owner must provide unimpeded maintenance
vehicles and equipment access under all weather conditions;
d) Within a statutory rights-of-way, the sewer shall be centred within the registered SROW
with a minimum width of 3.0 m, unless the sewer depth exceeds 3.0 m or is combined
with a storm sewer, in which case a greater SROW width shall be provided;
e) There are no service connections or manholes within the SROW; and
f) The sewer alignment in the lane or SROW is straight.
All-weather vehicular access must be provided to all manholes, inlet structures, inspection
chambers and flow control structures.
The elevations of all existing underground utilities crossing the proposed sanitary sewer shall be
confirmed in the field and shown on the profile and plan drawings.
Where a new sewer will service existing buildings and existing vacant properties, the crown of
the sewer will be at least 1.0m below the basement elevations of the lots to be serviced.
4.4.4 Sewer Depth
Sanitary sewer depth shall be installed at a depth to:
- Provide gravity service to all properties tributary to the sewer;
- Prevent freezing;
- Accommodate ultimate saturation population from all tributary lands;
- Clear other underground utilities;
- Prevent damage from surface loading;
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- Be between 2.0m and 4.5m, from finished ground surface to pipe invert unless otherwise
approved by the Director of Engineering.
The Consulting Engineer shall verify that the pipe material and bedding are suitable for the live
and dead load imposed on the pipe. In no case shall the cover be less than 0.9m and greater than
6.0 m without the approval of the Director of Engineering.
4.4.5 Curvilinear Sewers
Pipes are not to be laid on a curve unless authorized by the Director of Engineering.
4.5
Manholes
Manholes are required:
-
every change of grade or direction;
-
where sewers intersect;
-
when pipe sizes change;
-
at maximum pipe intervals of 100 m;
-
at the end of each sewer line;
-
downstream of curved sewers (if a curvilinear sewer is approved by the City); and
-
wherever future extensions are anticipated.
Generally, frames and covers should be located outside the vehicular and bicycle wheel path on
the roadway.
The inside diameter of manholes shall conform to the City approved edition of the MMCD and
the City Supplementary Specifications and Detail Drawings.
A sump manhole is to be provided immediately upstream of any line feeding to a pump station,
siphon or forcemain system.
Manholes are required at service connection tie-ins to mains where the service connection size is
greater than ½ the diameter of the sewer main or the service connection is 200mm diameter or
greater.
Drop manholes will only be used when a new incoming sewer cannot be steepened or where site
conditions do not permit excavation to the base of an existing manhole. Outside drop shall be
provided where the difference between the inlet and outlet inverts exceeds 600mm. The
minimum manhole diameter for inside drop shall be:
- 1200mm diameter manholes for mains 300mm or smaller;
- 1500mm diameter manholes with an inside drop for mains larger then 300mm.
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Temporary cleanouts are required where an extension of the sewer, in the future, will provide a
manhole at an appropriate spacing.
Manholes shall be designed to incorporate a minimum pipe invert elevation difference of at least
30 mm in addition to the normal grade of the lateral sewer. For alignment deflections in excess
of 45 degrees a 60 mm drop shall be provided. The crown elevations of sewers entering a
manhole shall not be lower than the crown elevation of the sewer leaving the manhole.
4.6
Service Connections
Each lot will have:
a) A gravity connection to the frontage sanitary sewer; or
b) A gravity connection to the sanitary sewer in an open lane, walkway or service corridor
with an access road.
Every lot (existing or newly created) capable of being serviced, whether it is vacant or not, shall
be provided with a separated service connection. Only one service connection will be provided
for each parcel. The service connection shall be installed in accordance with the standard
drawings.
The size of service connection shall be designed to accommodate the peak flow rate on the
property being served. The minimum diameters shall be 100 mm for single family dwellings and
150mm for all other land uses. The slope shall not less than 2.0% from the property line to the
main. Refer to the Supplementary Specifications and Detail Drawings for the location of
sanitary sewer connections. No service connection shall be installed on sewers greater than 4.5
m depth unless otherwise approved by the Director of Engineering.
Connections to new mains shall be made with a standard wye fitting. Connections to existing
mains may use wye saddle or insertable tee. The service connection centreline must not be below
the centreline of the sewer main.
Inspection chambers are required on residential connections. Service connections exceeding 30
m in length shall be designed as sanitary sewers. Manholes are required on service connections
larger than 150 mm diameter.
Building elevation and plumbing will be established to allow service connection to function by
gravity. Pumped connections may be permitted subject to the approval of the Director of
Engineer prior to sewer design with appropriate restrictive covenants provided.
Existing service connections over 40 years old will be replaced in conjunction with the new
sewer main installation.
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SANITARY
Section 4
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4.7
Pumping Stations
4.7.1 General
Specific requirements and instructions including the defined tributary catchment for pumping
stations and forcemains shall be obtained from the Director of Engineering prior to undertaking
design. The Consulting Engineer will submit a preliminary design report that addresses the
requirements for approval by the Director of Engineering prior to proceeding with detailed
design.
The City of New Westminster Engineering Design Criteria ("Design Criteria") is to be used as a
guide to the design process. They provide a general outline of design criteria system
requirements and plant and products to maintain uniformity in the City and a guide to designers
as to what is likely to be approved. MMCD specifications are to be met at a minimum with this
document to overrule and supplement the standard. Good engineering design practice shall be
used in the design of sanitary sewage pump stations and sewage forcemains.
Upgrades or modifications to existing wastewater pump stations shall meet these standards to the
extent practical. These criteria govern submersible sanitary pump stations. Larger capacity
stations or stations with special design criteria may require additional assessment and design
criteria.
4.7.2 Pump Station Design
Sewage pump stations will be designed by a Consulting Engineer with specific expertise in pump
station design, construction and operations. The design shall satisfy the hydraulic conditions of
the planned station in accordance with the City's Design Criteria, Bylaws and Hydraulic Institute
Standards.
Sewage pump stations shall be designed to accommodate the projected peak hour flow rate for
existing and future developments.
The Consulting Engineer shall provide system head curve calculations using recommended pipe
friction coefficients (C-factor) for both new and aged pipe materials, and for pumping discharge
flows at High Water Level (HWL) and Low Water Level (LWL) static conditions. The
Consulting Engineer shall confirm that the pump will be suitable for each flow operating
condition and shall identify the pumping unit efficiencies for the various operating conditions.
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For Total Dynamic Head (TDH) calculations, the Consulting Engineer shall use C=120 (for PVC
Pipe) and then recalculate the system curve using a C= 145 to ensure adequate motor horsepower
and pump characteristics.
Pump/system curves will be shown for individual and combined simultaneous pump operation.
The design calculations shall be submitted in the preliminary design report along with all design
assumptions, limitations and restrictions.
The Consulting Engineer shall include in the calculations the Net Positive Suction Head
Available (NPSHA) as well as the Net Positive Suction Head Required (NPSHR) to assure
cavitation will not occur.
4.7.3 Wet Well Configuration
Pump stations will be a packaged engineered Fibre Reinforced Plastic (FRP) wet well containing
duplex (at a minimum) submersible Flygt pumps for a Duty/Standby operation to a safety factor
of N+1.
Wet wells will be considered a hazardous environment, as classified in the latest edition of
NFPA 820 and designed accordingly.
4.7.4 Pump Station Piping
The Consulting Engineer will be responsible for designing and/or reviewing the forcemain that
the pump station will be discharging to.
The below velocities shall be used as limiting criteria for the design of all pipework.
Pump Discharge Pipes
Minimum Velocity = 1.0 m/s
Maximum Velocity = 3.5 m/s
Common Discharge Header
Maximum Velocity = 3.0 m/s
Forcemain pipe
Minimum Velocity = 1.0 m/s
Maximum Velocity = 3.0 m
4.7.5 Valves, Valve Chambers and Bypass Chambers
The pump station will be equipped with an external valve vault/chamber. Isolation valves to be
provided on each discharge pipe to permit removal and maintenance of pumps and check valves
without affecting the operation of remaining pumps. Isolation valves will be full port (100%
opening) plug valves. Check valves will be of the sinking ball type, HDL Model 5087 or
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SANITARY
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approved equivalent. All check valves to be installed on the horizontal and in accordance with
the manufacturer's recommendations to suppress water hammer. Clear access is to be provided
into the chamber for maintenance. An FRP pre-engineered valve vault with wet well is preferred.
Influent sewers to the wet well will have an isolation valve immediately upstream of pump
station. The valve will have a nelson box to house the actuator.
A bypass chamber is required on the discharge pipe downstream of the valve chamber to allow
for emergency bypass pumping from the wet well. An isolation valve will be installed
immediately downstream of the bypass chamber. The bypass chamber will be equipped with a
100 mm diameter pipe complete with blind flange.
4.7.6 Appurtenance
- Water Service - the pump station shall be serviced by a 50mm water supply. The water
service connection will be housed in a separate vault/box adjacent the wet well and not in
the electrical kiosk.
- A pressure gauge shall be provided in the valve chamber at a location that is easily
accessible and readable. All gauges shall include an oil isolation diaphragm for isolation
of the gauge from the wastewater.
- A pump station may be subject to the provision of a magnetic flow meter although this is
not a standard item. Such provision will be project dependant at the direction of the City.
4.7.7 Control and Level Regulation
The control and level regulation of the pump station shall be designed to ensure robust, optimum
and alternating pump cycle times in accordance with the pump manufacturer's recommendations.
The pumping active volume will be appropriate to avert any septic conditions in both the wet
well and forcemain. Sewage levels will be controlled continuously by an ultrasonic level
transmitter with back-up float switches (Flygt ENM-10) for an emergency high and low level
alarm. These systems within the wet well shall be located to minimize the turbulent influences of
flow into the wet well and on the control of the sewage levels.
4.7.8 Station Access
Both the wet well and valve vault shall be equipped with an aluminum access hatch. The wet
well access hatch shall be positioned so that a truck mounted crane can lift each piece of
equipment out of the pump station vertically.
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4.7.9 Emergency Storage and Emergency Power
Emergency storage capacity will be provided to accommodate a minimum of one (1) hour of
peak hour design flow. The wet well, collection system and/or auxiliary containment can all
function as the emergency storage provided that the one (1) hour requirement is met without any
spill occurring. Additional storage time may be required by the City based on the project
specifics.
Standby electric power generator shall be provided. The Consulting Engineer must review full
requirements of the electrical power system and controls with the Director of Engineering. For
small stations of less than 5 horse power combined power (excluding standby unit) and serving
less than 50 lots, standby power may not be required at the sole discretion of the Director of
Engineering, provided that adequate emergency storage is available and a Crouse-Hinds
receptacle with reverse contacts and manual transfer switch suitable for connecting emergency
electric standby power generator is included.
4.7.10 Electrical Controls
There will be a Programmable Logic Controller (PLC) and telemetering system, compatible with
the City SCADA System. The controller will be the Allen-Bradley Model 5/03 PLC or approved
later model of PLC based on the City's standard.
Pump stations shall be designed to run on 3-phase service (600V or 208V) and equipped with a
VFD (variable frequency drive) unless otherwise directed by the City.
The Pump Station Control Kiosk shall be located adjacent to the pump station wet well, no
further than 3 m away. The control side of the kiosk is to face the pump station wet well. The
enclosure will be NEMA 4X classification. All switches, breakers and wires will be clearly
marked or labeled. Standard control panel layout for 2 or more pumps will be provided with the
following section of panels at a minimum:
- City Electrical/BC Hydro metering and main breakers
- Automatic transfer switch
- Circuit breakers and starters for unit heaters, portable pump, main
- Wastewater pumps, fans, etc., station power transformer
- Pump controls including cycle counters and running time clocks
- Solid-state reduced voltage starters for constant speed main wastewater pumps
4.7.11 Ventilation
Pump stations shall be provided with a separate ventilating system sized to provide a minimum
of 10 air changes per hour and to meet or exceed Worker Compensation Board (WCB)
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requirements for ventilation of a confined space. Ventilation shall be accomplished by the
introduction of fresh air into the pump station under positive pressure.
Odour control may be required at the request of the City and specific to the project criteria.
Where required, a suitable odour control system shall be provided and be approved by the
Director of Engineering.
4.7.12 Pump Station Testing
Pump Stations will be tested using water where sewage is not available. The pump stations will
be tested through the operating range of the pump station to simulate and verify emergency
operation, pumps, controls, alarms, backup power and manual operation. Testing and
Commissioning of the station shall be conducted under the supervision of the Consulting
Engineer, Manufacturer's representative and City representative.
4.8
Force Mains
The following criteria apply to force main design:
-
The Consulting Engineer shall provide maximum time the sewerage will be stagnant inside
the force main in order for the City to assess potential for septic conditions.
-
An automatic air relief and/or vacuum valve will be placed at high points in the force main.
Odour control devices shall be installed on air vents unless otherwise approved by the
Director of Engineering.
-
Isolation valves will be provided at least every 1,000 m. Valves shall be full port type to
allow for pigging. A resilient seated gate valve is required on a force main prior to tie-in to a
trunk force main.
-
Provisions shall be made to allow for force main cleaning. This will include pig launching
and receiving points and selection of appropriate bends and pipe sizes to allow for pigging of
the forcemain.
Mechanical thrust restraint shall be provided for all valves, tees, bends, and caps. The required
length of restrained pipe will be shown on the design drawings. The Consulting Engineer shall
design mechanical thrust restraint systems with due regard for pipeline pressure transients and
expected test pressures. Thrust block restraints are not permitted.
4.9
Restrictive Covenant and Sanitary Right of Way
The land title for each legal lot served by a private pump station unit on the subject lot shall
include a restrictive covenant, filed by the Owner, requiring the Owner to undertake in perpetuity
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operation, maintenance and renewal of the pump unit and service connection to the City
forcemain or manhole, including the section of the service connection within the road right-of-
way.
City of New Westminster
WATER DISTRIBUTION SYSTEM
Section 5
Design Criteria
Page 5-1
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5.
WATER DISTRIBUTION SYSTEM
5.1
General
Water works design shall be prepared by the Consulting Engineer with qualified expertise in
water distribution systems. Design criteria only specify the minimum requirements and the
Consulting Engineer shall confirm with the City on the design requirements. Water system shall
conform to City master waterworks plans, local government bylaws, regulations, guidelines,
policies, regional Drinking Water Management Plan and federal and provincial statutes.
Provision of a Design Brief for design related work may be requested, at the discretion of the
Director of Engineering.
The location of pressure zone boundaries, pressure reducing valve stations and pumping stations
will be pre-determined by the Director of Engineering.
Water system designs shall be approved by Fraser Health Authority.
5.2
Demands
The water distribution system shall be designed to meet peak domestic consumption and fire
protection demands at a desirable pressure.
Consumption demand will be based on all land uses (i.e. residential, industrial, commercial and
institutional) during the high demand summer season including irrigation or lawn sprinkling.
5.2.1 Consumption Demand
Design demand will be based on ultimate saturation population and land use designations in
accordance with the City's Official Community Plan (OCP) and related neighbourhood
community plans for the subject service area. Refer to General Requirements: Table for Design
Population by Land Use including provision for secondary suites, coach houses and laneway
houses.
Demand (L/capita/day)
Land Use
Maximum Day
Peak Hour
Residential
800
1,600
Commercial
72
72
Institutional
60
48
For Commercial and Institutional Use, see Design Population by Land Use Table in Section 1:
General Requirement
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For Industrial Use, the water demand will be based on the greater of the existing consumption or
proposed development consumption. The minimum is 10,000 Litre/hectare/day.
Note that the above rates do not include outdoor irrigation.
5.2.2 Fire Flow
Fire flow requirements shall be determined using the latest edition of the "Water Supply for
Public Fire Protection - A Guide to Recommend Practice", published by the Fire Underwriters
Survey (FUS).
If fire flow values cannot be determined through the FUS approach (e.g., insufficient details
regarding the development), then the fire flow requirements, outlined in the following table, shall
apply as the minimum acceptable values.
Land Use
Required Fire Flow (L/s)
Single and Two Family Residential
100 L/s
Four-plex Family Residential
Six-plex Family Residential and Townhouses
120 L/s
Multi-family Residential (e.g., 4-8 storeys)
150 L/s
High Rise Residential (e.g., 8+ storeys)
200 L/s
Industrial
225 L/s
Design fire flows shall be available to the furthest distance within the site from the service
location and/or at the point of highest elevation.
If the maximum available fire flow is less than the required flow for the fire protection of the
site, the Developer is responsible to either upgrade the water system sufficiently to provide the
required fire flow or take whatever other measures necessary within the development to reduce
fire protection requirements to match the level of protection available from the City's
distribution system.
All commercial and multi-family developments are to be reviewed by the City's Fire
Department.
5.2.3 Design Demand
The water distribution system shall be capable of providing the greater of:
City of New Westminster
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a) Maximum Day Demand (MDD) plus the fire flow in L/s; or
b) Peak Hour Demand (PHD) in L/s.
5.3
Hydraulics
5.3.1 Level of Service
The water distribution system shall be designed to convey the design flow at a residual output
head in excess of the minimum permissible pressure as follow:
Maximum Allowable Pressure
1035 kPa
Minimum Pressure at Peak Hour Demand
280 kPa
Minimum Pressure anywhere in the system during design
fire flow and Maximum Day Demand
140 kPa
All systems shall be looped in the distribution system. Dead ends will only be permitted upon
approval of the Director of Engineering.
5.3.2 Source Nodes Analysis
The input head into the network analysis will be the head at the near pressure reducing valve
station or reservoir. The Consulting Engineer shall conduct a flow test to confirm the existing
system pressure. The analysis including pipe and node data, domestic flows and fire flows shall
be submitted to the City for approval.
For local distribution systems, sources may be assumed to be the nearest water mains that are
300 mm diameter or larger continually tied to the supply source. Available heads and flows will
be confirmed by hydrant flow tests and approved by the Director of Engineering.
5.3.3 Design Calculation
The analysis of the proposed distribution system shall be carried out using the Hazen-Williams
formula:
Force Mains analysis shall be conducted using the Hazen Williams formula:
Where:
Q = Rate of
flow in L/s
278780
54
.0
63
.2
S
D
C
Q
⋅
⋅
=
City of New Westminster
WATER DISTRIBUTION SYSTEM
Section 5
Design Criteria
Page 5-4
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Doc # 2828447
D = Internal pipe diameter in mm
S = Slope of hydraulic grade line in m/m
C = 125 for all water mains 250mm diameter and larger
C = 100 for all water mains 200mm diameter and smaller
5.3.4 Velocity and Head Loss
In all water distribution system analysis, the Consulting Engineer shall consider the impacts of
surge pressures. For mains 400mm and larger, the Consulting Engineer shall keep velocities
below 3.0 m/s.
5.4
Piping
5.4.1 Minimum Diameter, Material and Pressure Rating
The minimum size of water mains shall be 150 mm diameter in single family residential areas
and 200 mm in multi-family, commercial or industrial areas.
All water mains shall be ductile iron meeting MMCD specifications. All pipe and appurtenances
shall be a minimum of 235 psi pressure class rated.
5.4.2 Water Main Location
Water mains shall be located within public road right-of-way in accordance with the
Supplementary Detail Drawings - "Typical Roadway Cross Section". If the location shown is
impractical, the offset may be varied with the approval of the Director of Engineering but in all
cases it shall be located under the road pavement and clear of curbs and gutters. Water mains
will be kept parallel to the property line as much as possible and the offset distance from the
property line shall be shown on the design drawings.
The minimum grade on a water main shall be 0.1%. The minimum cover of any water main,
including service connections, will be designed to prevent freezing and not less than 1.0 meter.
When the slope of a water main equals or exceeds 10%, provisions shall be made to anchor the
pipe. Curvilinear pipe installation will not be permitted.
A 3.0 meter horizontal separation from sewer mains shall be maintained. For utility crossings,
the water main is to be located a minimum of 0.5 m above storm sewers and sanitary sewers. If
the water main is less than 0.5 m above the sewer, the water main must be installed so that the
crossing is made midway between the joints on a full length of water main pipe. If this is not
attainable the water main joints are to be wrapped with heat shrink plastic or packed with
compound and wrapped with tape. If the water main is beneath the sewer, there shall be a
City of New Westminster
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minimum of 300 mm vertical separation. The crossing shall be made midway on the full length
of the water main pipe and the water main joints shrink wrapped over length extending 3m either
side of sewer (as per specification below).
Standards:
ANSI/AWWA C214 (factory applied)
ANSI/AWWA C209 (field applied)
ANSI/AWWA C217-90 (petrolatum tape)
all materials to have zero Health Hazard.
For crossing of gas mains or similar installations, the water main normally will be laid above
such installations, with a minimum of 300 mm vertical clearance between the water main and the
other installation unless otherwise approved. Consult with FortisBC and other utilities to
establish their minimum clearances.
Where the water main is parallel to utilities other than storm and sanitary, the water main shall
have a minimum clear separation of 1.0 metre from the other utility.
Water mains 200mm and larger will be designed to minimize high points.
The elevations of all existing underground utilities crossing the proposed water mains shall be
confirmed in the field and shown on the plan and profile design.
The design of invert grades of water mains shall ensure proper clearance between top of valves
and valve box covers.
The water main must extend across the full width of each lot to the boundary of the development
plan; thus allowing future extension and connection beyond the development where such
extension is possible.
5.4.3 Crossings
Wherever the water main crosses a railway, a Provincial Highway, an Arterial Road as
determined by the Director of Engineering or a major watercourse, the pipe shall be installed in
an encasement carrier pipe to the approval of the relevant authority. The size of the casing pipe
shall be a minimum of 25% larger than the outside diameter of the water main pipe bell. Service
connections crossing Provincial highways and railroads should be avoided.
5.5
Appurtenances
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5.5.1 Thrust/Joint Restraints
Thrust restraint shall be provided for all valves, tees, bends, and caps. The mechanical joint
restraint systems shall be designed with due regard for pipeline pressure transients and expected
test pressures. The required length of restrained pipe must be shown on the design drawings.
5.5.2 Line Valves
The maximum length of water main between isolation line valves is:
a) 200 m in residential districts and 150 m in all other districts for mains 350mm diameter
or less;
b) 800 m for mains larger than 350 mm or as approved by the Director of Engineering.
Line valves shall be located such that no more than one fire hydrant and/or 20 service
connections will be affected during isolation of a section of the water main. The following
number of valves shall be provided at network intersections either in a cluster or at projected
property lines to avoid conflicts with curbs and sidewalks:
i)
3 valves at Cross "X" intersection
ii)
2 valves at Tee "T" intersection
New valves will be installed with water main replacement works.
All valves on water mains 300mm and smaller shall be resilient seated gate valves at the same
diameter of the pipe. Line valves for 350mm and 400mm diameter water mains may be smaller
by one size. Line valves for 450mm diameter water mains and larger may be smaller by two
sizes. Geared operators with risers and extensions and a valve by-pass for equalizing pressure
shall be provided on main line gate valves 350mm and larger.
Butterfly valves shall not be used unless approved by the Director of Engineering.
5.5.3 Hydrants
Hydrants shall be spaced at maximum 200 m apart, including both sides of the road.
A fire hydrant shall be located not more than 150 m from a single family residential building,
100 m from the principal entrance of all other buildings, and 45 m from Siamese or Fire
Department Connection (FDC). Sufficient number of hydrants shall be provided ensure the
required fire flow can be delivered.
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New hydrants shall be installed with water main replacement works.
Hydrants shall be completely accessible and in such a manner that the possibility of damage
from vehicles or injury to pedestrians are minimized. Where possible, hydrants will be located at
the end of curb returns at road intersections, in mid-block locations and at the boundaries
between properties. A gate valve shall be provided at the main on all hydrant connections.
Hydrants shall be offset a minimum of 1.0 m from the adjacent property line, at least 3.0 m away
from lamp standard, utility pole or driveway and 1.0 m from service connection pipes and
ditches. Hydrant shall be located within the furnishing or landscape boulevard zone where
parking prohibitions are generally located and will not conflict with pedestrian movement zone.
In general, if the flow from the hydrant does not exceed 60 L/s, the hydraulic head required at the
water main upstream of the hydrant is 14m. If the flow exceeds 60 L/s, the hydraulic head must
be greater to account for the head losses through the hydrant. The minimum hydraulic head
immediately upstream of the water main required for a single hydrant delivering fire flows is as
follows:
Flow (L/s)
Minimum Hydraulic Head at Water
Main/Nearest Node Required (m)
45
14.0
60
14.0
90
15.8
120
22.6
150
31.4
For flow rates not detailed above, and for situations where multiple hydrants are required to
deliver the fire flow, the minimum hydraulic head can be calculated as the greater of 14m and
7m plus the head loss through the hydrant. However, regardless of the fire flow delivered, the
minimum hydraulic head at the water main or the nearest node must be 14m.
Head loss through the hydrant(s) should be calculated as:
HL = 1,083 x Q2
Where:
HL is head loss (m)
Q is fire flow (m3/s)
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5.5.4 Air Valves
Combination air valves will be installed at the summits of all mains of 200mm diameter and
larger except as follows:
i.
Where the difference in elevation between the summit and valley is less than 600mm
ii.
Where it can be shown that air pockets will be carried by typical flows
iii.
Where active service connections are suitably located to dissipate entrapped air.
Typical air valve sizes, subject to design analysis, are as follows:
i.
25mm for water mains 250mm to 350mm diameter
ii.
50mm for water mains 350mm to 600mm diameter
iii.
Special design for water mains larger than 600mm diameter.
Air valves shall be vented to an appropriate above-grade location to eliminate any potential for
cross connection in a flooded or contaminated chamber.
5.5.5 Flushouts / Blow-offs
Blow-offs shall be provided at the end of all dead-end mains. For 200mm and larger mains,
blow-offs require special design. On all mains greater than 350mm diameter, install blowdowns
at the lowest point in the pipeline profile between the line valves.
Flushing ports are to be of adequate size to permit a minimum flushing velocity of 0.8 m/s in the
mains.
5.5.6 Service Connections
The Owner shall comply with connection requirements contained in the Waterworks Regulation
Bylaw, as amended from time to time. Service connections shall be installed in accordance with
the City approved edition of the MMCD and Supplementary Specifications and Detail Drawings.
Location
Water service connections shall be kept clear of sewer connections and driveways and installed
at 90 degrees to the property line. Service connection shall be no more than 30 m in length.
Where service location will conflict with fire hydrants or other obstructions, the locations may be
specifically offset. Service connections will not be connected to 400 mm or larger mains unless
specifically permitted by the Director of Engineering.
For water main replacements, all existing service connections shall be replaced up to the
property line. For single family residential lots, service connection shall be one continuous pipe.
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Service connections shall have a minimum cover of 0.75 m and a maximum of 1.5 m.
Size
Service connections shall be provided to each lot and sized to meet water demands. The
minimum size is 19mm diameter for each single family parcel. Properties designed for a fire
sprinkler system will have a minimum service connection of 50mm diameter.
Service connections 75mm or larger shall be specifically designed for the particular
requirements. All connections 100mm and larger shall be joint restrained with a tee and a gate
valve assembly at main to property line.
Service connections to parks, where required, shall be in accordance with Parks Department
requirements.
5.5.7 Water Meters
All service connections shall have provisions for metering. Water meters are required for all
connections as set out in the Waterworks Regulation Bylaw No.7631. The location, size and the
remote reading device of the flow meter will be as specified by the Director of Engineering.
Where the on-site water system is looped between two connections to City water mains, a gate
valve will be required at each connection and on the property side of a double check valve
assembly.
Each service connection of 100 mm diameter or larger requires premise isolation. All residential
service connections shall have provisions for metering and backflow prevention. Single Family
residential lots shall be provided with water meter setter including backflow preventers and
service box at the property line.
5.5.8 Street Ends
At the end of a street which may be extended in the future, the water main shall extend at least
1.5 metres beyond the end of the paving.
Water mains shall be terminated with a gate valve, followed by a 6 metre length of pipe, thrust
restraint and blow-off assembly. Refer to Section 5.5.5 for blow-off sizing.
5.5.9 Cul-de-sacs
Water mains shall be looped unless otherwise approved by the Director or Engineering. If so
approved, water mains at a cul-de-sac shall be terminated by 150 mm cap end complete with
blow-off assembly.
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5.6
Pressure Reducing Valve Station
Pressure Reducing Valve station design parameters will be reviewed and approved by the
Director of Engineering before proceeding with detailed design.
5.6.1 Preliminary Design Parameters
- Design Flows:
i.
Peak hour
ii.
Maximum day plus fire
- Continuous, emergency or fire flow operation
- Location
- Chamber Details:
i.
Structure and access
ii.
Controls and monitoring
iii.
HVAC
5.6.2 Design Features
- Minimum chamber size: 3m x 2m x 2m (inside dimensions)
- Structure and piping in accordance with Chambers, Reservoir Valve Chambers and Pump
Stations sections
- External bypass with closed valve
- Parallel pressure reducing valves sized for peak hour and maximum day plus fire flow
- Isolating valves
- Air release valves
- Basket strainers upstream of each control valve
- Upstream and downstream pressure gauges
- Flowmeter
- Interior and exterior of pipework coated to AWWA standards, or use stainless steel
- Forced air ventilation plus heat and light, subject to local authority review
- External kiosk, if electrical and electronic equipment is included.
- PLC-controlled with connection to SCADA system, if applicable, including:
i.
Discharge and suction pressure transmitters
ii.
Flow transmitter
iii.
Uninterruptible power supply (UPS)
iv.
Operator interface panel
Consulting Engineer is to provide three copies of a comprehensive Operating and Maintenance
Manual.
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5.7
Corrosion Protection
Where there is a potential for encountering corrosive soils, a geotechnical analysis on the water
main alignment shall be conducted to determine the corrosiveness of the native soils.
Corrosive soil analysis shall be carried out based on the 10-point method given under Appendix
A of AWWA C105. Cathodic protection or equivalent protection will be required along the
pipeline and appurtenances if the cumulative total based on the above soil test evaluation equal
or exceed ten points.
Polyethylene encasement alone is not considered as an acceptable method of corrosion
protection.
5.8
Connection to Existing Water Mains
All tie-in's to existing water mains will be performed by or under the supervision of the City at
the Developer's cost.
5.9
Water Main Seismic Design
All water mains shall be designed to reduce the risk of leakage or loss of service resulting from
permanent ground deformations. Most earthquake damage to buried water mains result from pipe
deformation caused by surrounding soil movements. These ground displacements may be caused
by either temporary seismic wave propagation or permanent ground displacements from
moderate or high soil liquefaction or slope instability.
5.9.1 Affected Areas
Areas of potential water system seismic vulnerability are generally located within the Fraser
River floodplain and the Glenbrook Ravine.
5.9.2 Pipeline Design
In all areas subject to seismic vulnerability, the following design requirements shall apply:
i.
The axial strain, joint slip-out resistance and joint deflection requirements as defined in
ISO 16134 Earthquake- and Subsidence - Resistant Design of Ductile Iron Pipelines
Standard
- Axial Strain -Class S-2
- Deflection Angle -Class M-3
- Slip-out Resistance -Class A
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ii.
All pipe fittings, valves, hydrants and related components shall demonstrate the same
restraining performance capacities as the pipeline design.
iii.
Water mains shall be restrained ductile iron. PVC mains are not be permitted.
iv.
All ductile iron pipe joints shall be integrally restrained with seismic provision.
v.
To minimize the interaction between soil and the water main, all ductile iron pipes shall
be installed in Polyethylene Encasement as per AWWA C105 Standard.
vi.
The Consulting Engineer shall calculate the expected differential movement between pipe
and the connecting structure and provide a design that will accommodate the anticipated
movement.
vii.
Provide an offset or loop in the service connection to accommodate movement up to 0.5
m of the pipeline through the soil.
City of New Westminster LIGHTING AND TRAFFIC SIGNALS
Section 6
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6.
STREET LIGHTING AND TRAFFIC SIGNALS
6.1
General
This document is intended to provide lighting and electrical criteria guidelines to aid in the
design of street lighting in the City of New Westminster. The Consultant shall be fully
knowledgeable with the Illuminating Engineering Society of North America (IESNA) standards
and the most current edition of the Transportation Association of Canada (TAC) Guide for the
Design of Roadway Lighting. The City intends to apply sections of these documents to outdoor
lighting within the City as determined by the Director of Engineering.
In this document, the New Westminster Electrical Utility is referred to as the Supply Authority.
6.2
Visual and Environmental Issues
Obtrusive light, light trespass, light pollution and environmental zones are key project design
issues that will be considered by the City. Engineering Consultants and Architects will utilize
luminaires and design techniques that will mitigate these issues. The City prefers fixtures that
have full cut-off optics, but if a full cut-off optical system is not available in the selected fixture,
then the Director of Engineering may consider the use of a partial cut-off optical system.
6.3
Codes, Rules and Permits
For all projects, the Consultant shall:
a) Comply with the rules of the latest edition of the Canadian Electrical Code and any bulletins
published by the Electrical Safety Branch, of the Province of BC.
b) Comply with the laws, rules and recommendations of agencies, including the Canadian
Standards Association (CSA), the Supply Authority, Workers Compensation Board and
regulatory City and governmental authorities.
c) Construct the lighting and traffic signal system in accordance with the City approved edition
of the Master Municipal Construction Documents (MMCD) and the City's Supplementary
Specifications and Detail Drawings for lighting and traffic signals.
d) Coordinate all works with the Supply Authority to ensure minimum clearances from their
overhead and underground systems are achieved and exact service locations are confirmed.
e) Have all submitted plans sealed by a Professional Engineer registered with the Association of
Professional Engineers and Geoscientists of British Columbia.
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6.4
Illuminance Levels
Roadways, parking facilities, pedestrian walkways and bikeways shall be illuminated for safety
and to produce accurate and comfortable nighttime visibility.
The City has standardized the illuminance method for its lighting designs. The recommended
minimum average maintained horizontal illuminance levels, uniformity ratios and veiling
luminance ratios used by the City are listed in the ANSI/IES RP-8-00 - National Standard
Practice for Roadway Lighting. Luminance and small target visibility (STV) methods shall be
used where a specific circumstance warrants their use. Use of these alternate methods must meet
the approval of the Director of Engineering.
Tables in RP-8-00 to be referenced for roadway lighting are:
Table 2:
Illuminance Method - Recommended Values.
Table 9:
Recommended Illuminance for the Intersection of Continuously
Lighted Urban Streets.
Tables in RP-8-00 to be referenced for pedestrian walkway and bikeway lighting are:
Table 5:
Recommended Values for High Pedestrian Conflict Areas.
Table 6:
Recommended Values for Medium Pedestrian Conflict Areas.
Table 7:
Recommended Values for Low Pedestrian Conflict Areas.
Table 8:
Recommended Values for the Pedestrian Portion of Pedestrian
Vehicular Underpasses and Exclusive Pedestrian Underpasses.
Prior to starting a project, the Consultant shall verify the Road Classification (i.e. arterial,
collector, local, etc.) and the Pedestrian Conflict Area Classification with the City.
The road classifications, illuminance levels, ratios, road and pedestrian conflict areas proposed
for each roadway and pedestrian walkway/bikeway shall be listed in a table format on the design
drawings.
The Consultant shall calculate all illuminance levels and ratios as noted under Section 6.8
Lighting Calculations. For calculations where the roadway surface is asphalt, R3 road surface
classification shall be used and for calculations where the surface is concrete, R1 road surface
classification shall be used. Refer to RP-8-00 - Table 1: Road Surface Classifications.
Parking facilities shall be illuminated in accordance with the IESNA RP-20-98 - National
Standard Practice for Lighting of Parking Facilities.
Tables in RP-20-98 to be referenced are:
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Table 1:
Recommended Maintained Illuminance Values for Parking
Lots.
Table 2:
Recommended Maintained Illuminance Values for Parking
Garages.
6.5
Light Pole Spacing
All poles shall be davit style and powder coated black in a color that is Black (RAL 9005),
unless decorative poles are requested by the Director of Engineering. Davit pole heights shall be
7.5m and 9.0m. Taller poles, 11.0m or 13.5m high, can be use on arterial roadways only with the
City's approval.
Poles along the roadway shall be located at the outer edges behind curb and gutter or edge of
pavement, or in special circumstances, in the median of the street. Where median lighting is
being considered, the lighting levels on any sidewalks shall be met or additional supplemental
sidewalk lighting maybe required. The exact offset of the pole (behind curb, edge of pavement or
sidewalk) is typically defined on City's Standard Detail Drawings.
Poles at intersections shall be located to accommodate intersections, property corners and
pedestrian walkways. Spacing shall be governed by roadway width, road configuration and
intersecting property lines. Generally, where possible, poles shall be located close to property
lines and shall avoid being placed in front of residential windows. Poles shall be located at a
minimum of 1.5m from the start/end of curb returns and at a minimum of 1.5m from the widest
part of the driveway, including the flare.
Pole spacing patterns include staggered, opposite, one side and median mount arrangements,
depending on the roadway classification and road geometrics. The pole arrangements shall
generally be as follows:
1) Roads 8.5m and narrower - One sided spacing
2) Roads over 8.5m wide - Staggered or opposite spacing
3) One sided spacing may be allowed when power line clearances cannot be met
4) Poles can be located in medians if a clearance of 0.5m from the pole to curb face can be
maintained and posted speed is 60 km/h or less. A minimum of 2 consecutive poles
should be required before considering poles in median islands
5) Maintain clearances of 3.0 m from overhead primary power lines to luminaires
Where trees are proposed lights may have to be installed on davit arms which extend out over the
roadway beyond the ultimate tree canopy. Additional pedestrian scale lighting may be required
for the sidewalk. The proposed locations, spacing, pole height, arm length and frequency of the
trees may also need to be adjusted in conjunction with the lighting pole spacing. The minimum
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separation between poles and trees shall be 6.0m. The placement of poles shall have priority
over the placement of trees.
6.6
Luminaires, Light Source and Smart City
Luminaires
The Consultant shall select the most effective IESNA luminaire distribution type (i.e.; Type 2,
Type 3 etc.) and also meet the Roadway Lighting energy performance standard CAN/CSA-C653,
Performance Standard for Roadway Lighting Luminaires, to suit the roadway geometrics. Cobra
head luminaires shall be used for all roadway lighting applications with the exception of those
defined by the Director of Engineering as Decorative Street Lighting areas (refer to Section 6.7).
Cobra head roadway luminaires shall be Ministry of Transportation and Transit, or its successor
in function's recognized product.
The preferred operating voltage for the street lighting system is 120/240V, single phase, 3 wire.
Alternate voltages must meet the approval of the Director of Engineering and the Supply
Authority.
Luminaires shall provide a Kelvin rating of 3000K at 35W or 4000K at 80W and have selectable
drivers.
Light Source
The light source for luminaires used on roadways, parking facilities, pedestrian walkways,
bikeways, pedestrian crossings, pedestrian actuated traffic signals and decorative street lights
shall be Light Emitting Diode (LED). High pressure sodium (HPS) may be required under
certain circumstances as approved by the Director of Engineering.
Smart City
Design of street lighting and controls shall consider future technological advances (e.g.
Intelligent City fibre network, electrical vehicle charging stations, autonomous vehicle systems,
etc.) and include opportunities to implement smart/intelligent city applications, as deemed
appropriate.
For development projects requiring pedestrian walkway/bikeway lighting, the cost for the supply
and installation of the lighting system shall be borne by the Developer. The Consultant shall
ensure the compliance of these design criteria and consult the Director of Engineering for
specific fixture type, colour and model number information.
6.7
Decorative Street Lighting
The City has designated areas in which Decorative Street Lighting and other electrical features
such as pole and tree receptacles and irrigation systems are utilized to enhance the streetscape.
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The City shall provide the Developer with generic details of the decorative lighting, the
requirements for any other electrical features and a list of approved suppliers.
Decorative poles may be suitable for roadways not exceeding 11 m width. Where decorative
poles are required, the poles and anchor bolts shall meet all applicable codes and standards.
The following details are required as part of the decorative lighting design:
1) Shop drawings of the street light poles proposed complete with pole design criteria
2) Signature and seal by the Professional Engineer, registered in the Province of B.C.
3) Detailed information and specifications of the luminaires proposed
4) Detailed information on pole accessories (decorative bases, banner arms, receptacles,
etc.)
5) Drawings detailing assembled pole and luminaire units; and
6) Full size design drawings detailing the complete site installation.
6.8
Lighting Calculations
Lighting design requires a computer lighting design software or Visual Roadway and lighting
supplier photometric files from lighting suppliers in the IESNA format. Typically luminaire
photometric files are based on a lamp which can vary from actual lamp used in the test, provided
it similar. This referred to as "relative" photometry. LED photometric files must be "absolute"
which means the photometric file must be for the exact luminaire being tested.
The designer shall select luminaires with optical systems which efficiently light the interned
area and properly illuminate the roadway and sidewalks as well as provide maximum spill light
control beyond the sidewalk in order to reduce spill light and glare impacts on local residents.
This shall be done by analyzing luminaire optical systems using the BUG method defined in
Illuminating Engineering Society TM-15 Classification System for Outdoor Luminaires and
Addendum A: Backlight, Uplight, and Glare (BUG) Ratings. The maximum nominal BUG rating
of luminaires shall be B2-U1-G2 however lower BUG rating should be used where possible.
The designer shall apply Light Loss Factor to the lighting design. For LED's the Light Loss
Factor (LLF) is a combination of several factors representing deterioration of the lamp and
luminaire over their life-spans which is applied to a lighting design. Several individual factors
combine to form the overall LLF. The LLF then is incorporated into the design calculations.
LLF = LLD x LDD x LATF
Where:
Lamp Lumen Depreciation (LLD) = 0.85.
Luminaire Dirt Depreciation (LDD) = 0.90
Luminaire Ambient Temperature Factor (LATF) = 1.04 (+10° C).
For LED's the range of LLF shall be 0.8.
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Electrical design requirements include:
1) Allow for possibility of future expansion. Stub out conduit(s) at the last streetlight
pole and / or into a temporary junction box at end of the development.
2) 1-75mm RPVC traffic signal interconnection conduit in conjunction with
roadway lighting for all Arterial and Collector Roads. The conduit shall be
common trenched with the street lighting system conduits.
3) All empty conduits shall have a 6 mm nylon pull string installed and capped ends.
4) Where required, include loads for pole receptacles (100 W/receptacle for LED's),
tree lights, traffic signal controllers, electrical vehicle chargers (EVC) and other
devices connected to the service panel.
6.9
Power Supply and Distribution
The designer shall confirm voltage and locations of suitable power sources for the proposed
lighting system. The designer shall confirm if a new service is required or an existing lighting
system in the area is suitable for extension. Lighting systems are typically serviced from a
120/240 Volt single phase 3 wire system. Use of other voltages must meet City approval.
Services are to be "Underground Dip" type or will tie into a service box. The designer shall
select a suitable service location based on availability and what meets the City standards and the
electrical utility
The power supply shall feed into a service base containing panel boards, breakers, lighting
contactor(s) and switch. The lighting is controlled by a single photocell located on a luminaire.
The service base shall be located:
1) Off the roadway where not likely to be impacted by motor vehicles;
2) Where it will not be a hazard or obstruction to pedestrians;
3) Where it can be accessed for easy servicing;
4) To accommodate extension to future lights and other possible loads (i.e. EVC.)
Power distribution requirements include:
1) Wiring to be installed in minimum 35mm Rigid PVC conduit.
2) Wiring to be stranded copper with RW90 insulation.
3) Wiring to be colour coded per Canadian Electrical Code (CEC).
4) Conduit burial depth as per Canadian electrical codes.
Conduit alignments shall be designed to avoid tree roots.
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6.10
Traffic Signals
Traffic signal details are standardized throughout British Columbia to avoid potential confusion
to the travelling public, both local and visiting. They are defined in the BC Motor Vehicle Act.
Items standardized include:
- Vertical mounted signal heads
- Left side secondary heads
- Order of signal indication.
The Standard Construction documents shall be used in conjunction with the B.C. Motor Vehicle
Act Regulations - Division (23) Traffic Control Devices and the B.C. Motor Vehicle Act
R.S.B.C. 1996, Chapter 318.
Refer to Part B - Traffic Signals of the most current edition of the Manual of Uniform Traffic
Control Devices for Canada (MUTCD) for information on traffic signal specifications, concepts
and terminology.
1) General locations of signal heads are as follows:
a. Primary: Mounted over the roadway which a vehicle is to enter
b. Secondary: Mounted to the left of the roadway which a vehicle is to enter
c. Auxiliary: Mounted to the right of the primary head, or other location to
enhance visibility
d. Pedestrian: Mounted on the far side of the intersection in line with the painted
crosswalk.
2) Traffic signal designs are highly specialized and shall therefore be prepared by a
qualified Consultant recognized by the City. Prior to starting a traffic signal design the
Consultant shall contact the City to confirm specific requirements of the signal, timing
and coordination plans, operational requirements and specific issues or concerns.
3) In instances where the project capital costs are borne by the City, traffic signal controllers
and specialty signal equipment shall be supplied by the City. The Consultant shall
consult the City to determine exactly what equipment shall be supplied. In the case of
private development projects requiring traffic signals, the cost for the design and the
supply and installation of traffic controllers and specialty signal equipment shall be borne
by the Developer. Traffic signal controllers and specialty signal equipment shall be
supplied by the City at the Developer's cost. Traffic Engineering and timing/coordination
plans shall be provided by the Developer and prepared by a qualified Consultant,
recognized by the City.
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4) If traffic signal control devices, pre-ducting of future traffic signal control devices or
traffic signal communications conduit/cable are required for a proposed development, at
the discretion of the Director of Engineering, these may be designed by City staff and
their construction may be included with other City work related to the project. The City
requires the Developer to retain an electrical consulting firm to prepare the design
drawings and the Consultant shall have sound knowledge of traffic signal design. All
design and construction costs shall be the responsibility of the Developer.
5) All drawings submitted to the City for review and approval shall be sealed by a
Professional Engineer registered with the Association of Professional Engineers and
Geoscientists of British Columbia.
6) All traffic signal pole standards and luminaries shall be confirmed with the Director of
Engineering. Decorative traffic signal poles shall be used in designated areas, as directed
by the Director of Engineering.
7) The City requires that every effort be made to incorporate the traffic signal controller
cabinet/base into the architecture and/or the landscaping of the new development without
losing sight of the need to have the cabinet located so that clear visibility can be
maintained between the signalized intersection and the cabinet.
6.11
Conduit
Conduits shall generally be parallel or perpendicular to the roadway, and routed to run in a direct
line between adjacent poles or junction boxes. The exception would be where existing trees
conflict with the conduit run.
Street lighting conduits shall be minimum 30mm diameter RPVC. Signal conduits shall be
minimum 50mm RPVC and minimum 25mm RPVC for loop stub-outs. Service conduits shall
be minimum 50mm RPVC.
6.12
Interconnect Conduit
The Consultant shall confirm the requirements for and coordinate the design of a traffic signal
interconnect system if required with the Director of Engineering. Traffic signals in close
proximity to rail crossings require interconnection with the rail crossing controls to ensure
maximum driver safety.
6.13
Power Supply
The designer shall confirm voltage and locations of suitable power sources for the proposed
signal system. Signals systems are typically serviced from a 120/240 Volt single phase 3 wire
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system. Alternately, 120/208 volt 3 phase 4 wire systems may be used if necessary and if
approved by the Director of Engineering.
6.14
Uninterruptible Power Supplies (UPS's)
UPS's shall be considered where potential power outage is a concern or the intersection is
located in a high collision or high risk area. UPS's shall be installed on the back of the traffic
controller cabinet. The use of UPS shall be confirmed with the Director of Engineering.
6.15
Junction Boxes
Approved plastic junction boxes shall be used as follows:
1) Where the maximum number of 90° bends in a conduit run is exceeded.
2) Where branch conduit runs are required.
3) In conduit runs over 100m.
4) At service panels.
Approved junctions boxes shall be used for traffic signal installations only in the quadrant where
the traffic controller is to be installed.
6.16
Conductors
For the purpose of standardization and to accommodate future expansion, street lighting feeder
conductors shall be No. 6 RW90 copper red, black, and white. The bonding conductor is to be
No. 8 RW90 and green in colour. The use of alternate conductor sizes will require the approval
of the Director of Engineering.
For traffic signal installations, multi-conductor cable shall be used. The cable shall run
continuous from the traffic controller to each pole with no splices.
6.17
Service Equipment
a) Electrical service shall be determined in consultation with the Supply Authority.
b) Street lighting systems are to be controlled with a lighting contactor and photocell in which
case the photocell would be located on the luminaire nearest to the service panel. Under
certain circumstances individual photocell located on each luminaire may be allowed. The
use of lighting contactors shall meet the approval of the Director of Engineering.
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c) Service panels for street lighting systems shall have a minimum of 60A - 2P breaker and
shall be mounted in a service base as shown on the MMCD Standard Drawings. Traffic
signal and street lighting systems shall be fed from the same service panel. The combination
street lighting and traffic signal service panel shall have a minimum of 100A -2P main
breaker, 2 x 60A -1P sub-breaker for street lighting and 1 x 40A -1P sub-breaker for traffic
controller power. The service panel shall be mounted in a service base or on the side of a
streetlight pole or post located near the traffic controller; no signal equipment shall be
mounted on the same pole as the service panel. Refer to MMCD Standard Drawings.
d) All services shall be 120/240V single phase, 3 wire system.
6.18
Concrete Bases
When selecting pole base locations, search out proposed or existing utility locations and identify
sensitive tree root zones to avoid conflicts. The pole base shall be positioned outside the drip line
of trees proposed for retention. The Consultant shall coordinate the design with the Landscape
Architect where applicable. The placement of poles shall have priority over the placement of
trees.
1) The Consultant shall select a concrete base to suit the required pole from those shown in
the MMCD Standard Drawings. Where a custom base is required to accommodate
unusual soils conditions or to avoid underground utilities, the custom base design shall be
sealed by a Professional Engineer and meet the approval of the Director of Engineering.
2) Avoid running more than two conduits into a streetlight pole base. Where required, a
junction box shall be used. An exception to this requirement may be granted where the
pole base functions as the service base. Additional conduit may be required to facilitate
future technology.
3) Ground rods/plates shall be incorporated into each concrete base utilizing a 25mm RPVC
conduit sleeve.
4) Spread footing shape bases may be required at poor soil area determined by the
Consultant.
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7.
TRANSPORTATION
7.1
General
Design of transportation infrastructure shall be prepared by a Consulting Engineer with qualified
expertise in Transportation systems. Transportation infrastructure shall be designed in
accordance with the policies and concepts of the City of New Westminster Master
Transportation Plan, Official Community Plan, Trail and Greenway Master Plan, and appropriate
community plans and neighborhood transportation plans, regional plans or other applicable
plans. Except as required by this Bylaw, the design shall conform to:
a) Geometric Design Guide for Canadian Roads published by the Transportation Association
of Canada (TAC), latest edition,
b) City of New Westminster Bylaws, and
c) Provincial legislation including the Motor Vehicle Act.
7.2
Geotechnical Report
A geotechnical report, completed by a Professional Geotechnical Engineer registered in BC,
shall be submitted to the City for review. The geotechnical report shall outline the existing road
conditions and recommended road structure for associated road design. The report must assess
the roads designs relative to the provision of adequate drainage stability, and provide
recommendations, as warranted for required measures to ensure safety in areas having unstable
soil strata. If the underlying material is peat, a special stabilization method should be
investigated, i.e., pre-load or peat removal. For this reason, the City stipulates the basic
minimum required asphalt-concrete, gravel and road base thicknesses (as shown on road cross-
section Supplementary Detail Drawings).
The Consulting Engineer shall verify road structure design based on the geotechnical report, to
the satisfaction of the Director of Engineering. The Director of Engineering reserves the right to
change the asphalt-concrete and road base thicknesses, if deemed necessary, as the result of
unstable sub-grade.
7.3
Road Classifications and Cross Sections
Prior to commencing detailed design, the Consulting Engineer shall consult the relevant
transportation plans for area specific requirements and obtain approval for the proposed road
cross section with the Director of Engineering.
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7.3.1 Vehicle Travel Lane Widths
Vehicle travel lanes shall be designed according to Table 7.1:
Table 7.1 - Minimum Vehicle Travel Lanes
Classification
Vehicle Travel Minimum Lane
Width (metres)*
Arterial Road (includes TransLink's Major Road Network)
3.3
Collector Road
3.3
Local Road
3.0
Lane
6.0 (total lane width)
Parking lane
2.4**
Note:
(*) May be wider along transit routes or designated emergency vehicle routes.
(**) Parking lane can be reduced to absolute minimum (2.2m), with approval from the Director of Engineering.
7.3.2 Right-of-Way Dedication Widths
Additional width in accordance to Sections 7.7 and 7.9 to accommodate desired boulevard
features or Sidewalks may be required on a cases-by-case basis, depending on site-specific
characteristics. For roads designated as active transportation routes (refer to Active
Transportation Network Plan and Street & Traffic Bylaw No. 7664), the dedicated rights-of-way
identified in Table 7.2, shall be widened to accommodate bicycles and other wheeled devices in
accordance with Section 7.10.
Using the design standard widths in Section 7.3.1 and the Sidewalk (Section 7.7), bike
infrastructure (Section 7.10), and boulevard widths (Section 7.9), the minimum road right-of-
way dedications summarized in Table 7.2 are required:
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Table 7.2 - Road Classification & dedication widths
Road Classification
Type
Minimum
Right-of-Way
Width (metres)
Arterial Road (includes TransLink's Major Road
Network)
4-lane with bike lanes
26.6
4-lane
without
bike
lanes
21.8
2-lane with bike lanes
20.0
2-lane
without
bike
lanes
15.2
Collector Road
4-lane
22.0
2-lane with bike lanes
20.0
2-lane with parking
20.0
Local Road
2-lane with bike lanes
19.0
2-lane with parking
19.0
Narrow
10.0
Lane
Standard
6.0
If the proposed works involve extending an existing road, at the Director of Engineering's
discretion the existing road width and characteristics may take precedence over these cross
sections for the remainder of the block.
Where right of way restrictions exists, the Consulting Engineer shall prioritize the components as follows:
1. Sidewalk,
2. Bike lane,
3. Vehicle travel lane,
4. Boulevard, and
5. Parking.
7.4
Road Types
7.4.1 Half Roads (Interim Roads)
Where a road is to be constructed on an existing, unopened/unconstructed road allowance, the
Consulting Engineer must complete the design for the full width road and indicate on the design
drawings the portion that is to be completed by others as a future, separate project.
The half road shall include, at minimum, Sidewalk, boulevard, curb and gutter, utilities, and
underground wiring, on one side of the road, as required in the standard cross sections, along
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with a minimum 6.0 metres pavement and provisions for appropriate road structure, drainage and
grade differences on the opposite side to be completed by others.
Where a road is proposed to be dedicated along the perimeter of a parcel and may in future
require access to land on the opposite side, the Director of Engineering shall determine if it is to
be constructed as a half road or as a full width road.
7.4.2 Cul-de-sacs
Cul-de-sacs shall end in bulbs with the minimum diameters as defined by Supplementary Detail
Drawing SDR-20. The maximum road length for a cul-de-sac is 90 metres. If required, a
hammerhead design may be provided at the discretion of the Director of Engineering.
7.4.3 Turnarounds
Turnaround provisions shall be required at the termination of Lanes including temporary
conditions. Temporary turnarounds shall be designed for interim roads of all classifications
longer than 90m. Temporary turnarounds shall be constructed as a paved cul-de-sac bulb with all
necessary rights-of-way and cash-in-lieu for removal. Alternatively, a hammer head (3-point)
turnaround is also acceptable.
7.4.4 Lanes
Lanes shall be a minimum of 6 metres. Refer to Supplementary Detail Drawing SDR-8.
7.5
Driveways / Lane letdowns
Driveways are to be designed in accordance with City Bylaws and the Supplementary
Specifications and Detail Drawings. One driveway is permitted per lot unless approved by the
Director of Engineering.
Access to driveways may be restricted to certain movements for safety and/or traffic
management. Restrictions are at the discretion of the Director of Engineering.
All driveways shall be concrete (preferred) or asphalt at the discretion of the Director of
Engineering.
7.5.1 Location and Width
Driveway locations must be in accordance with the Street & Traffic Bylaw. Vehicular access to
an Arterial Road, Collector Road, Great Street, Major Road Network, or the Cycle Network is
not permitted except as outlined in the Street & Traffic Bylaw No. 7664, 2015, as amended from
time to time
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The minimum and maximum width of driveway / lane letdowns are based on the land use the
driveway serves and are as outlined in Table 7.3. Minimum clearance from objects adjacent to
driveways is as shown in Table 7.4.
Table 7.3 - Minimum Driveway Widths
Land Use
Operation
Min. width (m)
Max. width (m)
Low-density
residential
(SF,
duplex,
triplex,
quadplex)
Two-way
3
5.5
High-density residential
Two-way
N/A
7.3
One-way
3.0
4.5
Commercial, Institutional
Two-way
6
9.0
One-way
3
4.5
Industrial
Two-way
6
11.0
One-way
3
5.0
The minimum distance from side property line (S) and edge of driveway is at discretion of the
Director of Engineering.
Table 7.4 - Minimum clearance from Driveways
Adjacent Objects
Distance*
Hydrants
1.5 m
Powers / Telecom poles / Anchors - Guy
Wires
1.5 m
Kiosks
2.0 m
Street light poles
1.5 m
Boulevard / Trees
At the discretion of the City's Arborist
Retaining Walls/Fencings/Railings
2.0 m
Street corners / Intersections
6.0 m
Signage
1.5 m
Note:
(*) From edge of driveway letdown at its widest point.
7.5.2 Driveway / Sidewalk Interface
Sidewalks across driveways shall have a cross slope of no more than 2% unless approved by the
Director of Engineering. Sidewalks across driveways should be of consistent grade (consistent
with grade of adjacent street) to the extent possible. Design options for reducing cross slope
include increasing grade of the driveway between the Sidewalk and curb and/or between the
Sidewalk and property line, rather than across the Sidewalk. Adjusting the elevation of the
Sidewalk across the driveway shall be minimized. Where necessary, the design of driveway
flares should be adjusted to achieve accessible Sidewalk grades (unless street grades exceed
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accessible grades, in which case consultation with the Director of Engineering may be
necessary).
7.6
Intersections
The geometric design of all intersections shall follow guidelines in the latest version of the
Transportation Association of Canada (TAC) Geometric Design Guide for Canadian Roads.
7.6.1 Curbs
Except where otherwise approved by the Director of Engineering, standard Master Municipal
Construction Document (MMCD) curb type C4 shall be used.
7.6.2 Curb Returns
The following table lists typically recommended curb return radii. The Consultant shall confirm
the required curb return radii based on the appropriate design vehicle, as approved by the
Director of Engineering, and every effort must be made to minimize the curb radius to maximize
traffic calming and pedestrian safety and accessibility benefits. The requirement of any curb
returns larger than the desired radii shown must be confirmed with a swept path analysis using
the approved design vehicle. Compound curves may be required on arterial/MRN streets for
specific situations and design vehicles, in which case concrete truck aprons should be
considered. Curb returns on bus routes, regardless of road classification, should be designed to
accommodate the appropriate design vehicle and in accordance with TransLink Bus
Infrastructure Design Guidelines.
Table 7.5 - Recommended curb return radii
Intersection with
Local Road
Collector Road
Arterial Road
/MRN
Local Road
5.0 m
5.5 m
5.5 m
Collector Road
-
5.5 m
5.5 m or as required
to accommodate
design vehicle
Arterial Road / MRN
-
-
As required to
accommodate design
vehicle
Industrial land use (all
types)
As required to
accommodate design
vehicle
As required to
accommodate design
vehicle
As required to
accommodate design
vehicle
7.6.3 Corner Cuts
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Corner cuts (property dedication) may be required to ensure adequate sightlines, accommodate
traffic control equipment, and provide accessible queueing space for pedestrians.
Table 7.6 - Corner cut dimensions
Intersection Type
Corner Cut Dimensions
Arterial Road /MRN/Collector Road
5 m x 5 m
All other Roadway intersections*
3 m x 3 m
Note:
(*)Requirement may be waived at the discretion of the Director of Engineering.
7.6.4 Turn Channelization
The need for turn channelization shall be determined through the Comprehensive Transportation
Review and generally used in limited circumstances. Design shall be in accordance with the
latest edition of the Transportation Association of Canada Geometric Design Guide. Left-turn
lanes shall have an opposing lane layout to improve driver sightlines and minimize through lane
deflection.
7.6.5 Curb Extensions
Curb extensions are preferred and shall be considered for speed reduction, reduced pedestrian
crossing distance, reduced parking violations, and improved pedestrian visibility. Where
possible, curb extensions shall be designed to define the on-street parking clearances. Provisions
for safe passage of bicycles shall be incorporated and turning movements are to be assessed and
verified using turning templates for the appropriate class of vehicle as approved by the Director
of Engineering. Refer to Supplementary Detail Drawing SDR-21.
7.6.6 Roundabouts
Roundabouts may be considered for intersection control through the Comprehensive
Transportation Review process. Design must be consistent with the latest edition of the
Transportation Association of Canada Geometric Design Guide for Canadian Roads, and must
address universal accessibility for vulnerable road users.
7.6.7 Traffic Circles
Traffic circles may be installed at intersections as a traffic calming device, and considered on
Local Roads with residential uses. The traffic circle shall be designed to allow the design vehicle
(typically the largest vehicle to regularly use it such as a solid waste vehicle) to maneuver
through the intersection while accounting for on-street parking. Landscaping or other objects in
the traffic circle shall be such that adequate sightlines can be provided and maintained.
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Unless approved by the Director of Engineering, traffic circles shall be avoided along bus routes,
emergency response routes, and bicycle routes with steep grades.
7.6.8 Curb Ramps / Wheel Chair Ramps
Curb ramps shall be provided at all intersections and at designated crosswalks and may be
considered for loading zones as specified on Supplementary Detail Drawings.
Curb ramps shall be free of obstacles that limit or prohibit movement. Ramps shall ensure a
smooth transition to and from the road surface (final lift of asphalt) with no 'lip' at the gutter.
Ramps shall provide a maximum grade of 8%, with a preferred grade of between 5% and 7%.
Where possible, ramps must incorporate a level 'bypass' behind the ramp(s) for people including
wheelchair users who are not crossing the street.
Curb ramps shall provide directional score lines to assist people with visual impairments. They
shall guide pedestrians safely into the crosswalk, line up in the desired direction of travel to the
complementing curb ramp across the street, and be parallel with the crosswalk. They shall be
provided as separate or split ramps serving each direction of travel, as specified on curb ramp
Supplementary Detail Drawings.
7.7
Sidewalks
Concrete Sidewalks shall be contained within dedicated road allowances. Sidewalks are required
on both sides of all streets.
7.7.1 Sidewalk Widths
Table 7.7 - Sidewalk Widths
Land Use
Minimum Width (m)*
Residential (Single-detached, Duplex, Triplex, Quadruplex,
Infill Townhouse)
1.8
Residential - Apartment (mid-rise)
2.0
Residential - High-rise
2.0
Commercial , and Mixed-Use (Residential, Commercial) -
High-Density
2.5
Institutional - Schools, Community Centers,
2.5
Industrial
1.8
Note:
(*) or at the discretion of the Director of Engineering.
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7.7.2 Sidewalk Design
No obstructions or appurtenances, including hydrants, utility poles, sign posts, kiosks, or
portions thereof, shall be placed within existing or proposed Sidewalks. Vista switches and
junction boxes are preferred not to be located within Sidewalks. Where parkade entrances meet
Sidewalks with no setback, a 3m by 3m (or as directed by developer's Consulting Engineer)
view corridor shall be provided to ensure adequate stopping sight distance and avoid conflicts
between drivers and pedestrians.
Longitudinal grades on Sidewalks shall remain constant (relative to adjacent street) and not
exceed 10% where possible. Cross slopes shall not exceed 2% or be less than 1% except with
approval of the Director of Engineering.
Finished Sidewalk elevation at the back of the Sidewalk shall be shown on the construction plan
at locations corresponding to the gutter high and low point. Intermediate finished grade
elevation shall also be shown at 10 m intervals corresponding to Roadway cross-sections.
7.7.3
Finishing and Universal Access
Sidewalks shall be broom-finished. To maximize universal accessibility, decorative features such
as paver bands shall not be used in the clear Sidewalk zone unless approved by the Director of
Engineering.
Sidewalks should generally be parallel to the adjacent property line and the adjacent street, and
must not meander unnecessarily except where necessary to avoid immovable obstacles.
Longitudinal variations must be navigable by persons with visual impairments. Street narrowing
(e.g., curb extension) over short distances may be required to preserve consistent Sidewalk width
around some obstacles.
7.7.4 Continuous Sidewalks and Lane crossings
Sidewalks along Collector Roads and Arterial Roads, the MRN and Great streets shall be
continuous across Local Road and Lane intersections. This implies that broom-finished concrete
shall be continued across the intersection at a consistent elevation through a raised crossing or at
the discretion of the director of engineering. If there is a bike lane along the major street, it
should also be continuous across the intersection at a consistent elevation.
7.8
Crosswalks
The installation of marked crosswalks shall generally be in accordance with the latest
Transportation Association Canada Pedestrian Crossing Control Guide. Enhanced measures
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outlined in the Guide, such as curb extensions and extended parking clearances, may be required
at the discretion of the Director of Engineering.
Marked crosswalks, including those with enhanced measures such as flashing beacons, are
generally only used at Collector Roads and Arterial Roads /MRN street intersections, but may be
used at some Local Road intersections (e.g., near schools) as required or approved by the
Director of Engineering. Midblock crossings must be marked regardless of road classification.
Marked crosswalks shall be at least 3.0 m wide and up to 5.0 m wide where crossings exceed or
are forecasted to exceed 200 pedestrians in the peak hour.
Marked crosswalks shall consist of either twin parallel line crosswalk markings, or where it is
desirable for greater conspicuity at the discretion of the Director of Engineering, zebra crossing
markings.
Raised crosswalks may be required where a traffic calming benefit is desirable and/or warranted,
but should not generally be used on Arterial Roads /MRN, Collector Roads, transit routes and/or
primary emergency response routes. Their use must be considered in consultation with the
Director of Engineering.
Where crosswalks are combined with cross-ride ("elephant's feet") markings, the cross ride
markings shall be placed outside of the crosswalk markings. Refer to Supplementary Detail
Drawing SDR-18B.
7.9
Boulevards
Boulevards, including street trees, are to be provided on all streets. Boulevards will be either
hardscaped or landscaped, at the request of the Director of Engineering. All front boulevards
shall be a minimum width of 1.5m from face of curb to front of Sidewalk, or 2.0m if street trees
are required.
7.9.1 Landscaped Boulevards
Landscaped boulevards will be required in residential areas, or where deemed necessary by the
Director of Engineering. The boulevards shall be prepared for boulevard Trees complete with a
1.0m deep New Westminster Planting Blend or approved equal growing medium for the full with
of the boulevard, including irrigation. If adequate soil volume is not achievable, provisions shall
be made for soil cell technology or any other approved method. Landscaped boulevards shall be
levelled, drained and seeded with grass, or sodded, depending on weather conditions, at the
discretion of the Director of Engineering. The Director of Engineering may require the seeding
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or sodding and other landscaping of the boulevards to be delayed until building construction in
the development, or on the lots created by Subdivision, is 90% complete or such earlier time as
determined by the Director of Engineering.
The provision of irrigation for the purpose of maintaining boulevard trees shall exclude
boulevards in Queensborough.
7.9.2 Hardscaped Boulevards
Hardscaped boulevards will be required in commercial and mixed-use areas, or where deemed
necessary by the Director of Engineering. The concrete granular structure of hardscaped
boulevards shall be equivalent to Sidewalk requirements and include drainage and irrigation.
7.10
Cycling Facilities
The design of cycling facilities will be confirmed in consultation with the Director of
Engineering and conform to the City's Active Transportation Network Plan and the latest
editions of the BC Active Transportation Design Guide and TAC Geometric Design Guide.
Intersection designs will require location-specific consideration but should follow principles of
these and similar design guidance.
7.10.1 Facility Material & Width
Unless otherwise approved by the Director of Engineering, bicycle facilities must be paved in
asphalt. Bicycle facilities must be designed according to the following table.
Table 7.8 - Bicycle facilities width
Configuration
Preferred width
(m)
Minimum width
(m)
Uni-directional bike lane
2.5*
1.8
Bi-directional bike lane
3.6*
2.5
Bi-directional multi-use pathway (shared with foot
traffic)
4.0**
3.0
Painted bike lane (with buffer)
1.8*
1.5
Notes:
*
May be wider in areas with high cyclists volume (7500 bikes/day)
**
May be wider for high volume facilities with a variety of different user types. Mode separations should be considered if there are more
than 1,500 combined users on a facility.
The width of the bicycle facility can be less than the minimum preferred width only over short
distances due to constraints, with approval from the Director of Engineering.
7.10.2 Buffers
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Where bicycle facilities are to be physically separated from other modes of travel, buffers must
be incorporated according to the following table.
Table 7.9 - Bicycle facilities buffers
Design element
Minimum
Preferred
width (m)
Minimum
width (m)
Buffer separating bike lane from parked motor vehicles
1.0
0.8
Buffer separating bike lane from moving motor vehicle
traffic
0.6
0.3
Buffer separating bike lane from Sidewalk
0.5
0.2
A buffer separating a bicycle lane from parked motor vehicles may be hardscaped or landscaped
but should provide passable locations where people may easily move between parked motor
vehicles and the Sidewalk. Adjacent to a designated loading zone, rollover curb may be used to
improve accessibility. A buffer separating a bicycle lane from moving motor vehicle traffic must
include a barrier curb on the road side.
A buffer separating a bicycle lane from the Sidewalk must be detectable and accessible by
people with disabilities. To achieve this, the buffer may be landscaped, grade separated with a
detectable and accessible curb (e.g., sloped curb), or at the same grade with a cane-detectable
longitudinal tactile surface indicator.
7.11
Transit Facilities
The Consulting Engineer shall confirm the requirements for transit service and transit facilities
for all roads designated as existing or future bus routes. The TAC Geometric Design Guide and
TransLink's - Transit Infrastructure Design Guidelines shall be referenced.
7.12
Railway Grade Crossings
As soon as planning is initiated or proposals are known by municipalities, notification and
consultation should be initiated for:
a)
Development or redevelopment proposals within 300 metres of rail operations, or for
proposals for rail-serviced industrial parks; and
b)
Infrastructure works, which may affect a rail facility, such as roads, utilities, etc.
Municipalities, land Developers, property Owners, and railways all need to place a higher
priority on information sharing and establishing better working relationships both informally and
formally through consultation protocols and procedures.
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Applicants are encouraged to provide clear direction and reference the City strategic Plans (e.g.
through District Plans, Official Plans, Official Community Plans, Zoning By-laws, etc.) to ensure
that land development respects and protects rail infrastructure and will not lead to future
conflicts. This may include:
- Undertaking a comprehensive evaluation of land uses in proximity to railway operations,
with a view to minimizing potential conflicts due to proximity, including those related to
safety, vibration, and noise. For example, residential development may not be appropriate
in low-density areas where lot sizes hinder the possibility of incorporating standard
mitigation measures. Additionally, schools or commercial uses located across a railway
corridor from residential uses are likely to result in trespassing issues if there are no
public crossings in the immediate vicinity.
- Undertaking a comprehensive review of site access and railway crossings with a view to
ensuring adequate site access setbacks from at-grade crossings (to prevent vehicular
blockage of crossings), protecting at-grade road/ rail crossing sightlines, implementing
crossing improvements, and discouraging new at-grade road crossings;
- Planning and protecting for future infrastructure improvements (e.g. grade separations
and rail corridor widening); and
- Respecting safe transportation principles. For example, the assessment of new, at-grade
rail crossings should consider safe community planning principles and whether other
alternatives are possible, not just simply whether a crossing is technically feasible.
Whenever roadworks cross an existing railway or railway right-of-way appropriate permits and
approvals must be obtained.
If these roadworks involve improvements to Arterial Roads, the MRN, Collector Roads, or
Roadways with designated bicycle routes. Surface treatment will be at the discretion of the rail
company at railway crossings.
Consultation with all stakeholders, including the railways, at the planning process is important to
building, understanding and informing nearby neighbors. In addition, initiating a conversation
with railways can confirm the feasibility of a project and the practicality of proceeding. Key
issues or concerns that may need to be addressed will be identified.
Early contact between the applicant and the railway (preferably in the project's early design
phase), is highly recommended, especially for sites in close proximity to railway corridors. This
consultation is important in order to determine:
a)
The location of the site in relation to the rail corridor;
City of New Westminster
TRANSPORTATION
Section 7
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b)
The nature of the proposed development;
c)
The frequency, types, and speeds of trains travelling within the corridor;
d)
The potential for expansion of train traffic within the corridor;
e)
Any issues the railway may have with the new development or with specific uses
proposed for the new development;
f)
The capacity for the site to accommodate standard mitigation measures;
g)
Any suggestions for alternate mitigation measures that may be appropriate for the site;
and
h)
The specifications to be applied to the project.
Applicants should be aware of and implement, where feasible, Transport Canada's safety
recommendations with respect to sightlines for at-grade crossings. The recommendations include
a minimum 30-metre distance between the railway right-of-way and any vehicular
ingress/egress. In addition, trees, utility poles, mitigation measures, etc. are not to block
sightlines or views of the crossing warning signs or systems.
At a minimum, all new residential developments in proximity to railway corridors must include a
1.83 meter high chain link fence along the entire mutual property line, to be constructed by the
Owner entirely on private property. Other materials may also be considered, in consultation with
the relevant railway and the municipality. Noise barriers and crash walls are generally acceptable
substitutes for standard fencing, although additional standard fencing may be required in any
location with direct exposure to the rail corridor in order to ensure there is a continuous barrier to
trespassing.
7.13
Community Mailbox
The applicant shall set the location of community mail boxes within the development and shall
obtain agreement in writing from Canada Post regarding the location(s). The location of the
community mail boxes shall not restrict access to any surface or underground infrastructure, and
is subject to the City's acceptance. The Consultant shall provide the required SROW at the
community box locations to enable Canada Post to install and maintain the box.
7.14
Traffic Control Devices
Traffic control will be determined through the Comprehensive Transportation Review process.
City of New Westminster
TRANSPORTATION
Section 7
Design Criteria
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7.14.1 Traffic Signals
Where traffic signals are recommended, design shall be in accordance with Section 6 and be
consistent with the Signalized Intersection Policy with a strong focus on designing for vulnerable
road users. Controlled pedestrian crossings will be in accordance with the TAC Pedestrian
Crossing Control Guide and consistent with the Signalized Intersection Policy. Bicycle traffic
signal displays are required to be consistent with the TAC Manual of Uniform Traffic Control
Devices for Canada. Detection of cyclists - preferably touchless (e.g., radar, camera, induction
loop) - must be integrated with all pedestrian signals.
7.14.2 Traffic Signs and Pavement Markings
If traffic signs are required for a proposed development, these will be designed by the Consultant
and be in accordance with the most current edition of the Transportation Association of Canada
(TAC) Manual of Uniform Traffic Control Devices for Canada and the most current edition of
the BC Manual of Standard Traffic Signs and Pavement Markings and approved by the Director
of Engineering. Fabrication of the signs shall be completed by City forces at the developers cost,
installation shall be completed by the developers contractor. If pavement marking are required
for proposed developments these will be designed by the Consulting Engineer.
7.15
Traffic Calming
Appropriate traffic calming measures shall be considered and may be required by the Director of
Engineering. Traffic calming design shall conform to the latest edition of the Transportation
Association of Canada (TAC) / Canadian Institute of Transportation Engineers (CITE) "Guide to
Neighborhood Traffic Calming".
Alternative street designs may be considered as an option in lieu of traffic calming as approved
by the Director of Engineering.
7.15.1 Speed Humps
Speed humps shall be provided at the request of the Director of Engineering as per
Supplementary Detail Drawings included in this bylaw.
7.16
Geometric Design Requirements
7.16.1 Design Speeds
The following minimum design speeds must be provided for both vertical and horizontal
alignment, unless otherwise approved by the Director of Engineering:
City of New Westminster
TRANSPORTATION
Section 7
Design Criteria
Page 7-16
Revised: January 12, 2026
Doc # 2828447
Table 7.10 - Road Classification & Design Speed
Road Classification
Design Speed
Arterial Road/MRN
50 km/h
Collector Road
50 km/h
Local Road
30 km/h
Lanes
20 km/h
7.16.2 Design Gradients
A smooth grade line with gradual changes, consistent with the class of road and the character of
the terrain, is preferable to an alignment with numerous breaks and short lengths of grade. The
"roller-coaster" or "hidden dip" type of profile shall be avoided.
At intersections of roads of unequal classification, the grade of the road centerline of higher
designation will be maintained and the grade of the other road centerline will be altered to
conform to the crown of the more major road.
At intersections of roads of equal classification, the grade of the road centerline of each road will
be constructed level for the width of the intersection.
At any locations with grade transitions, the grade line shall ensure that the design vehicle
underside or the front/ rear bumpers do not contact the pavement, with reference to the latest
edition of the Transportation Association of Canada Geometric Design Guide for Canadian
Roads or other appropriate design guidelines.
7.16.3 Cross Slopes and Super elevation
Cross slopes for all Roadways shall not be less than 2% or not more than 4% in the direction
indicated on the appropriate Road Cross Sections. The crown shall be in the center of the
pavement. A standard "V-Shaped" cross section should be used for lane design. The need for
any super elevation on any new roads shall be confirmed by the Consulting Engineer and
approved by the Director of Engineering.
7.16.4 Drainage
On Roadways with curbs, drainage is the essential consideration. Longitudinal gradients must be
set to eliminate excessive accumulation of water on the pavements.
Unless otherwise specified the following minimum gutter line gradients shall be used:
i)
Road - 0.36%
City of New Westminster
TRANSPORTATION
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j)
Cul-de-Sac - 0.50%.
To provide drainage for flat roads that require false grading, the maximum gradient should not
exceed 0.56% for roads and 1% for cul-de-sacs.
Unless otherwise directed by the Director of Engineering, these gradients shall be used for all
normal conditions of rainfall and outlet spacing. In special cases, a hydraulic analysis should be
made to determine whether water will flow at an undesirable depth in the gutter.
7.16.5 Vertical Curves
Vertical curves shall be designed in accordance with the latest edition of the TAC Geometric
Design Guide for Canadian Roads, governed by the design speed of the road or laneway.
7.16.6 Horizontal Curves
Horizontal curves shall also be designed in accordance with the latest version of the TAC
Geometric Design Guide for Canadian Roads, governed by the design speed of the road or
laneway.
7.17
Structural Design Requirements
7.17.1 Handrails, bollards and baffle gates
Handrails, bollards and baffle gates shall also be designed in accordance with the latest edition of
the Master Municipal Construction Documents (MMCD).
7.17.2 Retaining Walls
Retaining structures may be required within street or lane rights-of-way or on private property to
support roads, utilities, buildings, or to create a useable building envelope. The requirements for
retaining structures shall be determined on the bases of a Site Grading Plan submitted for each
development.
Design drawings for retaining structures must be prepared and certified by the Consulting
Engineer. Building permits are required for structures in excess of 1.2 meters in height and
located on private property. Certification of inspection by the Consulting Engineer may be
required by the Director of Engineering, as a condition of approval.
City of New Westminster
TRANSPORTATION
Section 7
Design Criteria
Page 7-18
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Handrails shall be installed on all retaining walls. Poly-coated wire mesh may be required to be
attached to handrails where adjoining hazards are deemed significant by the Director of
Engineering.
Exposed concrete surfaces of an aesthetically pleasing appearance shall be specified for retaining
walls.
7.17.3 Curb/gutter
All roads shall be complete with concrete curbs and gutters in accordance with the City's
approved edition of the Master Municipal Construction Documents (MMCD) and Supplementary
Specifications and Detail Drawings.
Traffic circle and lane curb and gutter requirements shall be approved by the Director of
Engineering.
7.17.4 Medians
Medians shall be sized in accordance with the Road Cross Sections and landscaped as outlined in
Section 9.
7.17.5 Electrical and Telecommunications Utility Relocations
It will be the responsibility of the Consulting Engineer to liaise with the City's Electrical Utility
and other Telecom utilities at the preliminary design stage, to resolve the new locations and off-
sets of the utilities and to meet the requirements of all parties.
7.17.6 Road Embankment Grading
Road embankment shall be shaped to a slope of 1 vertical to 3 horizontal with sand fill and shall
be finished with a seeded topsoil meeting the existing ground level or suitable alternative in
accordance with Section 9.
If the embankment slope is not achievable and it is adversely affecting drainage and driveways,
retaining walls complete with top hand rail shall be used. The use of retaining walls should be
avoided except in extreme cases.
7.18
Pavement Structures
7.18.1 General Pavement Design
The basic road pavement structural design shall be adequate for an expected road life of 20 years
under the expected traffic conditions for the class of road. This shall be determined by the
City of New Westminster
TRANSPORTATION
Section 7
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results of soils tests and analysis of the results of deflection testing performed on the surface of
the road base gravel by a registered Professional Engineer. The minimum total flexible
pavement structure thickness for any road shall be in accordance with standard drawings or
greater if determined by the testing.
The Director of Engineering may require the submission of a geotechnical report to confirm the
structural adequacy of any existing or proposed street.
7.18.2 Existing Pavement
Overlay of existing pavement shall be based on analysis of the results of Benkleman Beam tests,
or other approved method, carried out on the existing road which is to be upgraded.
The Benkleman Beam testing shall be carried out in accordance with current standards,
published by the Transportation Association of Canada (TAC).
The maximum Benkleman Beam deflection corrected for seasonal variation shall not be greater
than:
k)
Industrial and Arterial Road /MRN - 1.00 mm
l)
Collector Road and Commercial streets - 1.25 mm
m)
All other road classifications - 1.50 mm
The overlay thickness shall be determined by both the Benkleman Beam testing and by the shape
of the cross-section of the existing pavement, so that an adequate crossfall on the existing
pavement is obtained. The structure and/or grade of the existing pavement may indicate
complete removal and reconstruction, which shall be carried out at the discretion of the Director
of Engineering.
All joints between existing and new asphalt surfaces shall be lap joints. The location and
specifications of all joints shall be shown on the Consultant's drawings.
7.18.3 Asphalt-Concrete Pavement
The following minimum pavement, gravel and sand thickness presented below shall be
maintained.
City of New Westminster
TRANSPORTATION
Section 7
Design Criteria
Page 7-20
Revised: January 12, 2026
Doc # 2828447
Table 7.11 - Pavement and Gravel Thickness
Pavement and Gravel Thickness
Road
Classification
75 mm
Granular
Subbase
(mm)
19 mm
Crushed
Granular Base
(mm)
Asphalt-Concrete
Lower Course
(mm)
Upper Course
(mm)
Major
Road
Network
500 (Crushed)
150
100 mm super
pave (19mm)
50 mm super
pave (12.5 mm)
Major Arterial
500 (Crushed)
150
100 mm super
pave (19mm)
50 mm super
pave (12.5 mm)
Arterial Road
400 (Crushed)
150
75 mm super
pave (19mm)
50 mm super
pave (12.5 mm)
Collector Road
300 (Select)
125
60 mm Lower
Course 1
40 mm Upper
Course 1
Lanes, Local Road
&
Multi-use
pathways
300 (Select)
100
45 mm Lower
Course 2
40 mm Upper
Course 2
Driveways
100 (Crushed)
100
40 mm Lower
Course 2
35 mm Upper
Course 2
City of New Westminster STREET TREES & LANDSCAPING
Section 8
Design Criteria
Page 8-1
Revised: January 12, 2026
Doc # 2828447
8.
STREET TREES & LANDSCAPING
8.1
General
Trees and landscaping are to be planted on all city road right of ways and within new
subdivisions. The location of all civil works shall be shown in relation to the street trees and
landscape areas.
8.1.1 Approval
The species and size of trees to be planted as street trees and plant material shall be reviewed and
approved by the City Parks Department.
8.2
Design Criteria
8.2.1 Landscaping Medians and Boulevards
The area between the back of curb or sidewalk and the property line (boulevard area) and the
non-travelled central portions of divided arterial roads (medians) normally shall be finished to a
lawn or grassed surface using sod unless otherwise approved by the Parks and Engineering
Departments. The non-travelled central portions of divided arterial roads (medians) shall be
finished to a hard surfaced standard (brushed concrete or brick) or landscaped finish (grassed
surface with trees, shrubs or combination of these) or alternative as approved by the Parks and
Engineering Departments.
At the developer's cost, trees will be selected by the City's Parks Department from a City
Approved nursery based on available soil volume and location. The developer shall retain a City
pre-approved contractor to pick-up and plant the trees in accordance with City Specifications.
8.2.2 Minimum Standards
Trees planted along all streets typically shall be:
- Such to maximize canopy cover while preventing aerial and underground conflicts
with structures and public utilities;
- Of a size, type and method of planting to be specified by the City Parks
Department;
- Spaced at approximately 6.0 m - 10.0 m intervals; and
- Planted in a single row, centered in boulevard along both sides of the street or a
second parallel row of trees of equal spacing. Trees may be planted on private
property in a right-of-way at the City's discretion.
City of New Westminster STREET TREES & LANDSCAPING
Section 8
Design Criteria
Page 8-2
Revised: January 12, 2026
Doc # 2828447
Unless required or pre-approved by the City, trees will not be planted within:
a) 6 m from Street Lighting;
b) 2 m from Catch Basins;
c) 8 m from Street Intersections (measured from the curb return);
d) 3 m from Hydrants;
e) 2 m from Manholes
f)
2 m from Driveways;
g) 3 m from Electrical Junction Boxes;
h) 2 m from Kiosks.
8.2.3 Selection of Trees Species
At the developer's cost, trees will be selected by the City's Parks Department from a City
Approved nursery based on available soil volume and location. The developer shall retain a City
pre-approved contractor to pick-up and plant the trees in accordance with City Specifications.
8.2.4 Grating Requirements
For planting in hard surfaced areas such as concrete or paving stone, unless otherwise specified,
tree grates are required.
8.2.5 Tree Root Restraints
A root restraint mechanism approved by the Parks Department shall be provided where tree roots
may interfere with service corridors for underground utilities or sidewalks if they are within 1
meter of the tree. The restraint mechanism will be designed such that the major root structure
will be restrained from extending into other utility corridors, but still allow for the normal growth
of the tree.
8.2.6 Growing Medium
In grassed boulevards the growing medium shall be installed to the satisfaction of the City Parks
Department. Where native material is suitable the growing medium will be 25% native material
and 75% amended soil or as otherwise specified by the City Parks Department. The amended
soil is to be approved by the City Parks Department. Under hard surfaced areas such as under
sidewalks, a structural soil mixture shall be installed.
City of New Westminster STREET TREES & LANDSCAPING
Section 8
Design Criteria
Page 8-3
Revised: January 12, 2026
Doc # 2828447
Boulevards prepared for tree planting must provide a minimum of 900mm depth of approved
growing medium based on the following performance specifications:
Performance Specification for Boulevard Soil
Texture
Size
Percent of Dry Weight
Mineral Fraction (%)
Coarse Gravel
19mm - 40mm
0-1%
All Gravel
2mm - 40mm
0-5%
Sand
0.05mm - 2mm
50-70%
Silt
0.002mm - 0.05mm
10-20%
Clay
<0.002mm
10-20%
Clay, Silt, Biochar Combined
If imported soil can't meet
the sandy-loam
composition, it may be
amended with up to 10%
Biochar
10-25% or a10-20%
combination of silt, clay
and Biochar
Property
Organic Content
5-10% by dry weight
Drainage
Percolation shall be such that no standing water is visible
60 minutes after at least 10 minutes of moderate to heavy
rain or irrigation, or as otherwise specified
Acidity (pH)
6.0 - 7.0
Salinity (EC dS/m)
<3.0 dS/m
Phosphorus
20-250ppm
Potassium
50-1000ppm
Magnesium
100-300ppm
Sodium
0 ppm
Nitrogen
0.2 - 0.6% by weight
Carbon Nitrogen Ratio
<40:1
City of New Westminster STREET TREES & LANDSCAPING
Section 8
Design Criteria
Page 8-4
Revised: January 12, 2026
Doc # 2828447
Performance Specification Specific to Structural Soil
Properties
Growing Medium
Texture
Percent of Dry Weight
Mineral Fraction (%)
Sand
45 -80
Silt and Clay Combined
25 - 35
Silt
10 - 25
Clay
0 - 10
ACIDITY (pH)
6.0 - 7.0
SALINITY (mmhos/cm)
< 3.0
ORGANIC CONTENT: Percent of Dry Weight (%)
10 - 20
Growing Medium, Specific to structural soil exclusively, shall be in accordance with the
following:
a) Organic material in the growing medium must be well decomposed to prevent oxygen
consumption.
b) Percolation shall be such that no standing water is visible 60 minutes after at least 10
minutes of moderate to heavy rain or irrigation, or as otherwise specified
Aggregate:
c) Clean, pH neutral stone of high angularity is required
d) Stone dimension aspect ratio shall approach 1:1:1 (Length: width: depth) with a
maximum of 2:1:1
e) Must consist of 100% fractured aggregate, crushed and screened from an approved
supplier.
f) Single-sized stone, 60-80mm clear sieve designation
g) Free of any foreign elements or material.
h) Shall be sound, hard, durable, and free from soft, thin, elongated or laminated particles,
organic material, calcium lumps or material, or other substance that would act in a
deleterious manner for its intended use."
8.2.7 Irrigation
Where required by the City Parks Department for the maintenance of trees located in boulevards
or medians in the road right-of-way, an underground sprinkler system shall be provided by the
Developer. The System must be capable of providing the necessary irrigation as required and
shall be automatically activated through a timed control system. Water source to the irrigation
system shall be provided from the property's water service connection. Under special
City of New Westminster STREET TREES & LANDSCAPING
Section 8
Design Criteria
Page 8-5
Revised: January 12, 2026
Doc # 2828447
circumstances, irrigation may be required for other landscaping; please refer to the New
Westminster Irrigation Specifications and Details.
Provision of an irrigation system will be required if 3 or more trees are being proposed for a
development frontage. For frontages requiring 2 or less trees, the developer shall provide a
financial contribution towards a City Parks Department initiated watering bag program for the
establishment period.
The provision of irrigation for the purpose of maintaining boulevard trees shall exclude
boulevards in Queensborough.
8.2.8 Drawings
The following are required on all drawings:
a) Typical Cross-section with drainage detail;
b) Tree Planting and Staking Detail;
c) Tree Grate Detail;
d) Proposed Tree and Shrub Species Table
Species to be reviewed by the City;
e) Plan showing curb gutter and sidewalk, driveway locations including street lights and
proposal trees with the chainages;
f) Irrigation and timer details; and
g) All civil works, including all existing and proposed utilities above and below ground.
CITY OF NEW WESTMINSTER
SCHEDULE "C"
SUPPLEMENTARY
SPECIFICATIONS
AND DETAIL DRAWINGS
City of New Westminster
Supplementary Specifications
And Detail Drawings
January 12, 2026
Doc # 2680618
Page ii
AMENDMENT REGISTER
Amendment
No.
Date
Amended
Section
Amended
Page
Description of Amendment
8369
June 26, 2023
Section 3
Delete and replace Section 3 with new
Supplementary Detail Drawings
8412
Sept. 11, 2023
All
All
In all headers where May 29, 2006 appears, delete
and replace with March 12, 2007
8515
Mar 24, 2025
Section 2 and
Section 3
Revise table in Section 2 and replace four
Supplementary Detail Drawings in Section 3
8564
Jan 12, 2026
Section 3
Replacing four Supplemental Drawings and adding
two new ones
City of New Westminster
Supplementary Specifications
And Detail Drawings
January 12, 2026
Doc # 2680618
Page i
TABLE OF CONTENTS
1.
Supplementary Specifications - Additions, amendments and deletions to
Specifications in the MMCD
2.
List of Approved Materials and Products
3.
Supplementary Detail Drawings
(a) Roads
Drawing No.
Title
SDR-1
Road Sections - Arterial Roads (4-Lane)
SDR-2
Road Sections - Arterial Roads (2-Lane)
SDR-3
Road Sections - Collector Roads (4-Lane)
SDR-4
Road Sections - Collector Roads (2-Lane)
SDR-5
Road Sections - Local Roads
SDR-6
Road Sections - Local (Narrow) Roads
SDR-7
Half Road Cross Section
SDR-8
Lane Cross Section
SDR-9
Boulevards - Boulevard Irrigation Line with Vault
SDR-10
Root Watering System
SDR-11
Tree Bubbler
SDR-11A
Tree Grate Detail
SDR-11B
Tree Grate Frame
SDR-12
Boulevard Cross Section for Grass and Concrete
SDR-13
Single Curb Ramp
SDR-14
Curb Ramp - Option 1
SDR-15
Curb Ramp - Option 2
SDR-16
Driveway Letdown
SDR-17A
Concrete Bus Pad Detail
SDR-17B
Bus Shelter Pad Details
SDR-18
Speed Hump
City of New Westminster
Supplementary Specifications
And Detail Drawings
January 12, 2026
Doc # 2680618
Page ii
SDR-19
Turnaround
SDR-20
Turnaround Cul-de-Sac Bulb
SDR-21
Raised Sidewalk
SDR-22
Curb Extension
(b) Sewers
Drawing No.
Title
SDS-1
Lot Grading Plan Requirements
SDS-2
Swale
SDS-3A
Typical Lot Service Connections (Separated Sewer)
SDS-3B
Typical Lot Service Connections (Combined Sewer)
SDS-4
Standard Side Inlet Catch Basin
SDS-5
Sandbag Type Culvert Headwall
SDS-6
Manhole Framing & Cover
SDS-7
Catch Basing Grate & Cover
SDS-8
Typical Forcemain Connection - Wet Tap Coring
SDS-9
Manhole for Sanitary Forcemain
SDS-10
Typical Sanitary Forcemain Connection P.L. Chamber
SDS-11
Cleanout Manhole for Sanitary Forcemain
SDS-12A
Private Pump System Configuration (Layout)
SDS-12B
Private Pump System Configuration (Detail)
(c) Water
Drawing No.
Title
SDW-1
Gate Valve Cover Installation
SDW-2
Water Meter for 19MM & 25MM Service Connection
SDW-3
Fire Domestic Split
City of New Westminster
Supplementary Specifications
And Detail Drawings
January 12, 2026
Doc # 2680618
Page 2-1
This document contains additions, amendments, and deletions to the Master Municipal
Construction Documents. Section 1 addresses Supplementary Specifications, Section 2 outlines
a List of Approved Materials and Products outlining clarification as to acceptable types and
manufacturers for materials, and Section 3 contains Supplementary Detail Drawings.
1. SUPPLEMENTARY SPECIFICATIONS
General
1.0
The List of Approved Materials and Products shall take
precedence over the Master Municipal Construction Documents
and shall be read in conjunction with the Supplementary
Specifications and Supplementary Detail Drawings.
Section 02666 - Waterworks
Delete the following
2.2.2
2.2.3
2.2.4.4
2.2.4.5
2.2.4.11
2.3.2.3
Add the following
3.2.3
Connection to
Existing Mains
The Consulting Engineer is responsible for bacteriological
testing and review of the chlorination, flushing and pressure
testing.
Section 02732 - Sewage Forcemains
Delete the following
2.2.2
2.2.4
2.2.5.4
2.2.5.5
2.2.5.11
2.2.6
2.2.7
Add the following
3.15
Pressure
Testing
Minimum test pressure is 700 kPa.
Section 2721 - Storm Sewers
Add the following
3.18
Video
Mains must be lamp tested prior to video inspection with a
City of New Westminster
Supplementary Specifications
And Detail Drawings
January 12, 2026
Doc # 2680618
Page 2-2
Inspection
minimum of 75% of the pipe diameter exposed.
Video inspection must be completed prior to acceptance of the
works.
Section 2723 - Pipe Culverts
Delete the following
2.1
Section 2731 - Sanitary Sewers
Add the following
3.12
Leakage
Testing -
General
Required tests:
1) exfiltration and/or infiltration (as directed by the
Consultant); and
2) light; and
3) ball (as directed by the city)(final)
3.18
Video
Inspection
Video inspection must be completed prior to the completion of
the maintenance period.
Section 16550 - Electrical
Add the following
1.5
Contractor
Qualifications
and Personnel
.3 All electrical work shall be undertaken by a registered
electrical contractor with a valid City of New Westminster
business license. Contractor shall be responsible for
obtaining all electrical permits, arrange for all electrical
utility disconnects and connections, and notify the City of
New Westminster Electrical Operations Department of the
proposed scheduling.
.4 All traffic signal installation work shall be undertaken under
the direct supervision of a qualified signal superintendent
who must be on-site at all times when work is taking place,
and have an alternate when superintendent is not on site.
.5 As a minimum the signal superintendent shall have IMSA
Level 1 Signals Certification and/or have completed at least 3
similar signal projects.
1.11
Work Schedule
.1 The Contractor shall submit for approval to the City
Representative prior to commencement of construction a
schedule of work setting out the order in which he/she
intends to undertake the work. The City Representative may
specify the order of work or alter the schedule of work as
submitted by the Contractor at any time during the term of
the contract.
.2 The Contractor shall arrange a pre-construction meeting with
City of New Westminster
Supplementary Specifications
And Detail Drawings
January 12, 2026
Doc # 2680618
Page 2-3
the City Representative prior to construction.
.3 The Contractor shall not receive the "Notice to Proceed" until
the Schedule of Work is submitted to the City Representative.
2.0 Products
Add the following
2.1
General
.6 The City will supply and install the traffic controller and
cabinet.
.7 The City will supply the Contractor, free of all charges, the
following:
a) Street name signs;
b) Padlocks.
This equipment will be made available to the Contractor at
the City Works Yard. The Contractor shall make all
arrangements and pay all costs necessary for the collection of
the materials and its delivery to the job site.
The Contractor shall assume responsibility for all materials
from the time they are picked up and shall provide suitable
storage and protection for these materials until they are
installed.
At the time the materials are picked up, the Contractor shall
complete a Materials Release Form, and shall check the
quantities and verify the correctness of the materials
supplied. Any discrepancies or shortages shall be reported
immediately to the City Representative.
The Contractor shall give the City Representative a minimum
of 7 days notice (in writing) prior to the time the equipment
is required.
3.0 Execution
Delete the following
3.15
Traffic
Controller
.1 through .8
Add the following
3.15
Traffic
Controller
.1 The City of New Westminster shall install the traffic
controller cabinet on the concrete base.
.2 Contractor to ensure that all conductors and loop cables have
a length that can be extended 2m above the cabinet base. All
conductors to be coiled in main vault prior to City of New
Westminster installing cabinet.
.3 Prior to installation of the cabinet by the City of New
Westminster, the Contractor shall flash all signal and
pedestrian displays. Contractor to also verify continuity of
each push button circuit (with pedestrian button depressed).
City of New Westminster
Supplementary Specifications
And Detail Drawings
January 12, 2026
Doc # 2680618
Page 2-4
Add the following
3.19
Grounding
.5 All poles shall be grounded by way of a 20mm x 3.0m long
galvanized ground rod.
City of New Westminster
Supplementary Specifications
And Detail Drawings
January 12, 2026
Doc # 2680618
Page 2-1
2.
LIST OF APPROVED MATERIALS AND PRODUCTS
Products
Manufacturers
and/or Distributors
Specification
Exceptions
Section 02666 - Waterworks
Section 02732 - Sewer Forcemains
Mainline Pipe and
Fittings
No restrictions
Only ductile iron pipe and
cast iron/ductile iron
fittings are permitted
Gate Valves
No restrictions
Only AWWA C500
wedge valves are
permitted
Hydrants
Terminal City
TC1 painted red or
approved equal
Section 02721 - Storm Sewers
Section 02723 - Pipe Culverts
Non-reinforced
Concrete Pipe
No restrictions
- 150mm to 375mm
ONLY
- Minimum Class 3
Reinforced
Concrete Pipe
No restrictions
- 450mm and larger pipe
ONLY
- Minimum Class III
PVC Pipe and
fittings
No restrictions
Up to 300mm ONLY
Section 02731 - Sanitary Sewers
Non-reinforced
Concrete Pipe
No restrictions
200mm and 250mm
ONLY
Reinforced
Concrete Pipe
No restrictions
- 300mm and larger pipe
ONLY
- minimum Class II
PVC Pipe and
fittings
No restrictions
Up to 300mm ONLY
Drawing S9 -
Inspection
Chamber
No restrictions
Contractor to remove
factory installed plug and
place in the upstream end
of a plain end pipe stub
installed on the upstream
side of the inspection
chamber.
City of New Westminster
Supplementary Specifications
And Detail Drawings
January 12, 2026
Doc # 2680618
Page 2-2
Section 02725 - Manholes and
Catchbasins
Manholes
No restrictions
Only precast manholes are
permitted with galvanized
steps
Section - Standard Detail Drawings
Drawing C-12 - Removable Restriction
Post
Bollards
Reliance Foundry
Bollard Post, Model R-
8907
Section 16550 - Electrical
Products
Manufacturers
and/or Distributors
Specification
Exceptions
Cobra Head
Luminaires
No restrictions
M.o.T.
(Flat Glass)
High Pressure Sodium
or Pulse Start Metal
Halide as Noted on
Contract Drawings
HID Lamps
No restrictions
M.o.T.
Concrete Junction
Boxes
No restrictions
M.o.T.
Labelled "ELEC."
Plastic Junction
Boxes
West Coast Eng.
Model No. WCE 1324
Plastic Lid
Poles, Service
Bases and Anchor
Bolts
No restrictions
M.o.T./MMCD
Signal and
Pedestrian Heads
No restrictions
M.o.T.
Aluminum
LED Displays
No restrictions
M.o.T.
LED Pedestrian
Displays
No restrictions
Overhead
Adjustable
Brackets
No restrictions
"Astro" Bracket
Spring Cushion
Hangers
No restrictions
M.o.T.
Side Mount
Brackets
No restrictions
M.o.T.
City of New Westminster
Supplementary Specifications
And Detail Drawings
January 12, 2026
Doc # 2680618
Page 2-3
Pedestrian
Pushbuttons
No restrictions
Bull Dog c/w LED &
Globe Sign Unit
Black on Yellow
Service Panels
No restrictions
City of New
Westminster/MMCD
No Contactor and
Bypass Switch
Audible Signals
No restrictions
DS2000
Signal Cables
No restrictions
CLMTO
Safety Cable
No restrictions
No. 3 Loop-end
Illuminated
Pedestrian X-
Walk Signs
No restrictions
M.o.T.
Down Light to be
150W M.H. Pulse
Start Ballast and Lamp
City of New Westminster
Supplementary Specifications
And Detail Drawings
January 12, 2026
Doc # 2680618
Page 3-1
3.
SUPPLEMENTARY DETAIL DRAWINGS
CL
NOTES:
1.
CURB AND GUTTER TO BE MMCD CURB TYPE C4
2.
SIDEWALK WIDTH VARIES DEPENDING ON LAND USE DESIGNATION (MINIMUM 1.8M WIDE). REFER TO
DESIGN CRITERIA.
3.
REFER TO DESIGN CRITERIA FOR ROAD STRUCTURE MINIMUM REQUIREMENTS
4.
BOULEVARD WIDTH MAY VARY AT DISCRETION OF DIRECTOR OF ENGINEERING
26.6
OVERALL R.O.W.
18.0
PAVEMENT
0.5(4)
2.0(4)
CURB TO S/W
4.3(4)
BLVD
6.6
(2 LANES X 3.3)
2%
2%
2%
4 LANE WITH BIKE LANES
4.3(4)
BLVD
21.8
OVERALL R.O.W.
2%
4 LANE WITHOUT BIKE LANES
⅊
⅊
6.6
(2 LANES X 3.3)
1.8
BIKE LANE
1.8
BIKE LANE
1.8
S/W
0.5(4)
2.0(4)
CURB TO S/W
2%
1.8
S/W
6.6
(2 LANES X 3.3)
6.6
(2 LANES X 3.3)
13.2
PAVEMENT
4.3(4)
BLVD
CL
2%
0.5(4)
2.0(4)
CURB TO S/W
2%
1.8
S/W
0.5(4)
2%
2.0(4)
CURB TO S/W
1.8
S/W
4.3(4)
BLVD
⅊
⅊
0.6
BUFFER
0.6
BUFFER
SUBBASE COURSE
BASE COURSE
LOWER COURSE
ASPHALT
UPPER COURSE
ASPHALT
400mm 75mm CRUSHED
GRANULAR SUBBASE
150mm 19mm CRUSHED
GRANULAR BASE
75mm SUPERPAVE
(19mm)
50mm SUPERPAVE
(12.5mm)
SDR-1
ROAD SECTIONS -
ARTERIAL ROADS
(4-LANE)
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
CL
NOTES:
1.
CURB AND GUTTER TO BE MMCD CURB TYPE C4
2.
SIDEWALK WIDTH VARIES DEPENDING ON LAND USE DESIGNATION (MINIMUM 1.8M WIDE). REFER TO
DESIGN CRITERIA.
3.
REFER TO DESIGN CRITERIA FOR ROAD STRUCTURE MINIMUM REQUIREMENTS
4.
BOULEVARD WIDTH MAY VARY AT DISCRETION OF DIRECTOR OF ENGINEERING
3.3
2%
2 LANE WITH BIKE LANES
4.3(4)
BLVD
3.3
2%
11.4
PAVEMENT
20.0
OVERALL R.O.W.
0.5(4)
2.0(4)
CURB TO S/W
2%
1.8
S/W
0.5(4)
2.0(4)
CURB TO S/W
1.8
S/W
2%
1.8
BIKE
LANE
0.6
BUFFER
1.8
BIKE
LANE
0.6
BUFFER
4.3(4)
BLVD
⅊
⅊
CL
3.3
2%
2 LANE WITHOUT BIKE LANES
4.3(4)
BLVD
3.3
2%
6.6
PAVEMENT
15.2
OVERALL R.O.W.
0.5(4)
2.0(4)
CURB TO S/W
2%
1.8
S/W
0.5(4)
2.0(4)
CURB TO S/W
1.8
S/W
2%
4.3(4)
BLVD
⅊
⅊
SUBBASE COURSE
BASE COURSE
LOWER COURSE
ASPHALT
UPPER COURSE
ASPHALT
400mm 75mm CRUSHED
GRANULAR SUBBASE
150mm 19mm CRUSHED
GRANULAR BASE
75mm SUPERPAVE
(19mm)
50mm SUPERPAVE
(12.5mm)
SDR-2
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
ROAD SECTIONS -
ARTERIAL ROADS
(2-LANE)
NOTE:
1.
CURB AND GUTTER TO BE MMCD CURB TYPE C4
2.
SIDEWALK WIDTH VARIES DEPENDING ON LAND USE DESIGNATION (MINIMUM 1.8m-WIDE).
REFER TO DESIGN CRITERIA.
3.
REFER TO DESIGN CRITERIA FOR ROAD STRUCTURE MINIMUM REQUIREMENTS.
4.
HALF ROAD SHALL REFLECT THE ULTIMATE ROAD CROSS SECTION.
5.
HALF ROAD SHALL INCLUDE UTILITIES AND UNDERGROUND WIRING AS REQUIRED.
OF FUTURE
PAVMENT
S/L
FIRE
HYDRANT
TRANSFORMER
STORM
SANITARY
MAX. 3:1
A
SRW
0.5(4)
D
B
C
0.15
2.0
3.0 MIN.
1.8
S/W
W/M
GAS
H/T/C
WORKING
EASEMENT
AS REQUIRED
1.5
1.2
2.0
2.5%
ROAD CLASS
A
B
C
D
ROAD ALLOWANCE PAVEMENT BOULEVARD SHOULDER
LOCAL
COLLECTOR (CITY) 4-LANE
10.3
6.0
6.6
6.6
6.4
6.4
3.8
3.8
3.8
3.8
3.8
0.5
0.5
(1)
(2)
0.5
0.5
0.5
COLLECTOR (CITY) 2-LANE
COLLECTOR (NEIGHBOURHOOD)
WITH BIKE LANES
COLLECTOR (NEIGHBOURHOOD)
WITH PARKING LANES
⅊
⅊
10.9
10.9
10.7
10.7
SDR-7
HALF ROAD
CROSS SECTION
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
0.5m
0.5m
5.0m
PAVEMENT
6.0m
R.O.W.
1.25m
2.25m
1.0m HYD & BC TEL
NOTES:
1.
THE STRUCTURAL ROAD ELEMENTS SHOWN ARE THE MINIMUM REQUIREMENTS. BENKELMAN BEAM
TEST RESULTS OR AN EQUIVALENT TECHNIQUE SHALL BE USED TO DESIGN THE ROAD STRUCTURE.
2.
ALL THE INTERSECTION RADII SHALL BE 7.5m, UNLESS OTHERWISE SPECIFIED.
3.
WHEN INFILLING EXISTING DITCHES OR CONSTRUCTION SERVICES IN FILL SECTIONS, FILL MATERIAL
TO BE 100mm PIT RUN GRAVEL COMPACTED TO 95% MODIFIED PROCTOR.
4.
BOULEVARD X-FALL TO BE 1:40 EXCEPT IN AREAS OF LARGE CUTS OR FILLS, WHERE SPECIAL
BOULEVARD DESIGN SHALL BE REQUIRED.
SEE DETAIL
BELOW
ROLLOVER
CURB & GUTTER
(TYP.)
1:3
MAX
1:3
MAX
STORM SEWER
SANITARY SEWER
3.0%
SDR-8
LANE CROSS
SECTION
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
Schedule 1 to Bylaw 8515, 2025
Schedule C, Section 3 to SUBDIVISION AND DEVELOPMENT CONTROL
BYLAW NO. 7142, 2007
Schedule 2 to Bylaw 8515, 2025
Schedule C, Section 3 to SUBDIVISION AND DEVELOPMENT CONTROL
BYLAW NO. 7142, 2007
Schedule 3 to Bylaw 8515, 2025
Schedule C, Section 3 to SUBDIVISION AND DEVELOPMENT CONTROL
BYLAW NO. 7142, 2007
1270
1270
Ø406
DETAIL
PLAN
19mm
SDR-11A
TREE GRATE
DETAIL
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
1226
1226
1226
NAILING
HOLES
REBAR OR
NELSON STUDS
25mm x 25mm
ANGLE IRON
CONCRETE
SLAB
127mm
SDR-11B
TREE GRATE
FRAME
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
Schedule 4 to Bylaw 8515, 2025
Schedule C, Section 3 to SUBDIVISION AND DEVELOPMENT CONTROL
BYLAW NO. 7142, 2007
RAMP SHALL BE
UNIFORM THICKNESS OF
100mm FROM TOP OF LIP
TO TOP OF SIDEWALK
TRANSITION FROM
CURB TO RAMP
SHALL BE FLUSH
BARRIER
CURB & GUTTER
NOTE: MAX. RISE 10mm
FROM GUTTER LINE TO
BACK OF CURB
100mm DEPTH APPROVED
19mm MINUS CRUSHED
GRANULAR BASE
SODDED BOULEVARD
7.1% ± 1.2%
1.8 TYP. (±)
SECTION A-A CURB RAMP
NOTE:
RECOMMENDED RAMP SLOPE: 7.1% ± 1.2%.
MAX. SLOPE 8.3% (1:12) WHERE TOPOGRAPHY PERMITS. ADJUST LENGTH OF RAMP AS
REQUIRED WHEN SITE CONDITIONS DO NOT PERMIT TYPICAL LAYOUT. CONTACT CITY
ENGINEER FOR APPROVAL OF DESIGN.
SCORE LINES MUST LINE UP IN
DIRECTION OF TRAVEL AND BE
PARALLEL WITH THE CROSSING
OR MARKED CROSSWALK. SCORE
LINES TO BE 150mm APART TO
FILL RAMP. USE 9.5mm TROWEL.
2.0
TYP.
1.8
CONCRETE
SIDEWALK
1.2
LANDING/
BYPASS
ZONE
RAMP TO BE LOCATED IN
LINE WITH OPPOSITE RAMP
ACROSS STREET
1.8
1.0
1.0
ZERO FACE CURB IN RAMP
BROOM FINISH
9.5
25
RAMP OUTLINE IN CONCRETE OR
GRASS
1.2
LANDING/BYPASS ZONE, AS
SITE CONDITIONS PERMIT
100mm THICK
P.C. CONCRETE
SIDEWALK
MIN.
COMPACT TO MIN. 95%
MODIFIED PROCTOR DENSITY
AS PER SECTION 31 23 01 OF
THE SUPPLEMENTARY MMCD
SDR-13
SINGLE CURB
RAMP
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
SCORE LINES MUST LINE UP IN
DIRECTION OF TRAVEL AND BE
PARALLEL WITH THE CROSSING OR
MARKED CROSSWALK. MINIMUM 6
SCORE LINES 150mm APART TO
FILL RAMP. USE 9.5mm TROWEL
MINIMUM RAMP
LENGTH BASED ON
FLAT CONDITIONS
CONCRETE TO PEDESTRIAN
CONTROL BUTTON, IF A
CONTROLLED CROSSING
CROSSWALK
CROSSWALK
EC
BC
TYP.
POLE
BASE
LOC.
TYP.
POLE
BASE
LOC.
SIDEWALK WIDTH
PREFERRED MIN.
(1.8m TYP.)
2.2m±
1.70m±
1.70m±
2.2m±
1.8m
1.2m LANDING/BYPASS
1m
1m
1m MIN.
1m
1m
9.5
25
CROSSWALK
CROSSWALK
NOTES:
1.
STANDARD RAMP LENGTH: 2.0m TYP.(±) AT CENTRE OF RAMP.
2.
RECOMMENDED RAMP SLOPE: 7.1% ± 1.2%.
3.
MAX. SLOPE 8.3% (1:12) WHERE TOPOGRAPHY PERMITS.
4.
ADJUST LENGTH OF RAMP AS REQUIRED.
5.
WHEN SITE CONDITIONS DO NOT PERMIT TYPICAL LAYOUT, CONTACT CITY ENGINEER FOR
APPROVAL OF DESIGN.
6.
ALL DIMENSIONS IN MILLIMETERS UNLESS STATED OTHERWISE.
A
A
RAMP SHALL BE
UNIFORM THICKNESS OF
100mm FROM TOP OF LIP
TO TOP OF SIDEWALK
TRANSITION FROM
CURB TO RAMP
SHALL BE FLUSH
BARRIER
CURB & GUTTER
NOTE: MAX. RISE 10mm
FROM GUTTER LINE TO
BACK OF CURB
100mm DEPTH APPROVED
19mm MINUS CRUSHED
GRANULAR BASE
SODDED BOULEVARD
7.1% ± 1.2%
2.0 TYP. (±0.5)
SECTION A-A CURB RAMP
1.2
LANDING/BYPASS ZONE, AS
SITE CONDITIONS PERMIT
100mm THICK
P.C. CONCRETE
SIDEWALK
MIN.
COMPACT TO MIN. 95%
MODIFIED PROCTOR DENSITY
AS PER SECTION 31 23 01 OF
THE SUPPLEMENTARY MMCD
BROOM FINISH
SDR-14
CURB RAMP -
OPTION 1
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
NOTES:
STANDARD RAMP LENGTH: 2.0m AT CENTRE OF RAMP.
RECOMMENDED RAMP SLOPE: 7.1% ± 1.2%. MAX.
SLOPE 8.3% (1:12) WHERE TOPOGRAPHY PERMITS.
ADJUST LENGTH OF RAMP AS REQUIRED WHEN SITE
CONDITIONS DO NOT PERMIT TYPICAL LAYOUT.
CONTACT CITY ENGINEER FOR APPROVAL OF DESIGN.
TYP. POLE BASE
LOCATION
BC
EC
SCORE LINES MUST LINE UP IN DIRECTION
OF TRAVEL AND BE PARALLEL WITH THE
CROSSING OR MARKED CROSSWALK.
SCORE LINES TO BE 150mm APART. USE
9.5mm TROWEL. TROWEL EDGE TO BE AS
FLUSH AS POSSIBLE WITH BROOM FINISH.
TOP OF DROP
BOTTOM
OF DROP
CONCRETE AREA
FOR PEDESTRIAN
CONTROL BUTTON,
IF REQUIRED
2.0
TYP.
CROSSWALK
CROSSWALK
0.15m
(TYP.)
1.2 1.0
CROSSWALK
CROSSWALK
1.8
MIN.
2.0
MIN.
2.6
MAX.
SINGLE RAMP
9.5
25
RAMP SHALL BE
UNIFORM THICKNESS OF
100mm FROM TOP OF LIP
TO TOP OF SIDEWALK
TRANSITION FROM
CURB TO RAMP
SHALL BE FLUSH
BARRIER
CURB & GUTTER
NOTE: MAX. RISE 10mm
FROM GUTTER LINE TO
BACK OF CURB
100mm DEPTH APPROVED
19mm MINUS CRUSHED
GRANULAR BASE
SODDED BOULEVARD
7.1% ± 1.2%
2.0 MIN
RAMP
SECTION A-A CURB RAMP
1.2
MIN.
LANDING/BYPASS ZONE, AS
SITE CONDITIONS PERMIT
100mm THICK
P.C. CONCRETE
SIDEWALK
COMPACT TO MIN. 95%
MODIFIED PROCTOR DENSITY
AS PER SECTION 31 23 01 OF
THE SUPPLEMENTARY MMCD
BROOM FINISH
SDR-15
CURB RAMP -
OPTION 2
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
I
I
i
1
I
I ..
::i
ij
CONTRACTION
JOINT
CUT CONTRACTION JOINT AT
CENTRELINE OF DRIVEWAY
WHERE 'W' EXCEEDS 5.0m -----
AND INSTALL EXPANSION JOINT
WHERE 'W' EXCEEDS 8.0m
w
ZONE
OPERATION MIN. (m) STD. (m)
SINGLE FAMILY
N/A
3.0
5.5
RESIDENTIAL
MULTI FAMILY
TWO WAY
N/A
7.3
RESIDENTIAL
ONE WAY
3.0
4.5
LANE
N/A
N/A
6.0
COMMERCIAL
TWO WAY
6.0
9.0
ONE WAY
3.0
4.5
TWO WAY
6.0
11.0
INDUSTRIAL
ONE WAY
3.0
5.0
NOTES:
s
MIN. DISTANCE FROM
SIDE PROPERTY LINE (m)
SEE NOTE 3
EXPANSION JOINT AT
BACK OF SIDEWALK IF
ABUTTING DRIVEWAY
IS CONCRETE
9-MIN. ANGLE
BTWN. THE
FRONTAGE
TOOLED LINES
@ 150 SPACING
CONTRACTION
JOINT
D
PROP. LINE AND
THE EDGE OF
DRIVEWAY
(DEG.)
90
6.0 LOCAUCOLLECTOR
7.2 ARTERIAL
90
9.7
45
90
9.7
90
11.4
45
90
13.4
30
1.
FOR UTILITY STRIP LESS THAN 2.0m, SIDEWALK SLOPE MUST REMAIN AT 2%
2.
FLARE IS NOT PERMITTED FOR SINGLE FAMILY RESIDENTIAL UNLESS
DIRECTED BY CITY OF NEW WESTMINSTER
3.
AT THE DISCRETION OF THE DIRECTOR OF ENGINEERING
Title:
NEW WESTMINSTER
- No.
Revision
Approved
j1--------------<
DRIVEWAY
LETDOWN
Scale: N.T.S
Date:
Mar, 2023
Suppl. Drawing No.
SDR-16
SEE NOTE 3
SEE NOTE 3
SEE NOTE 3
SEE NOTE 3
SEE NOTE 3
SEE NOTE 3
SEE NOTE 3
BUS SHELTER LOCATION
SIDEWALK BEHIND SHELTER
BUS SHELTER LOCATION
SIDEWALK IN LINE WITH SHELTER
3.0
4.0
SHELTER PAD
PROPERTY LINE
1.6
1.8 S/W
3.0 MIN
12.0m (1)
MIN 3.0
BUS STOP DISTANCE =
26m TO EC OF CURB RETURN
12.0m(1)
3.0 MIN
UTILITY STRIP/
GRASS BOULEVARD
PROPERTY LINE
3.0
4.0
SHELTER PAD
BUS STOP DISTANCE =
26m TO EC OF CURB RETURN
1.8 S/W
(TYP.)
BUS
SHELTER
PAD (4)
BUS
SHELTER
PAD (4)
1.6
MIN
1.6
GARBAGE
BINS
NOTE:
1.
18m CONCRETE PAD FOR ARTICULATED BUS
2.
STANDARD SHELTER TO BE CONSTRUCTED IN FRONT OF SIDEWALK (5.0 MIN BOULEVARD) IF
NOT ENOUGH WIDTH, CITY MUST REVIEW AND APPROVE DESIGN BEHIND SIDEWALK
3.
CONCRETE BUS PAD REQUIRED AT HIGH BUS VOLUME LOCATIONS. ANY ALTERNATE MUST BE
APPROVED BY THE CITY.
4.
REFER TO SDR-17B FOR SHELTER PAD DETAIL
LANDING
PAD
CURB
BUS STOP
POST
CURB
BUS STOP
POST
GARBAGE
BINS
UTILITY STRIP/
GRASS BOULEVARD
CONCRETE BUS PAD (3)
CONCRETE BUS PAD (3)
SDR-17A
CONCRETE BUS
PAD DETAIL
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
DIRECTION OF VEHICULAR TRAVEL
INFILL
INFILL
INFILL/SIDEWALK
0.25
EXPANSION
JOINT
25mm DIA. ELECTRICAL
CONDUIT STUB UP 300mm
BUS SHELTER
EXPANSION
JOINT
0.25
3.0
BUS STOP POST
0.5
4.0
0.25
0.25
1.1
1.6
2% CROSS FALL
(TO CURB SIDE)
100mm THICK (MIN)
CONCRETE BASED PAD WITH
100mm BASE GRAVEL
SDR-17B
BUS SHELTER
PAD DETAILS
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
SOLID WHITE
THERMOPLASTIC
PAVEMENT
MARKINGS (TYP.)
LIMIT OF
35mm MILLING
LIMIT OF
35mm MILLING
TACK COAT
(TYP.)
1.5m
1.5m
1.0m
1.0m
0.75m
2.0m
2.0m
0.6m
0.6m
1.0m
1.0m
EDGE OF PAVEMENT
SPEED HUMP
35mm MIN. MILL DEPTH
AND PAVE (TYP.)
1.0m
1.0m
4.0m
80mm
SECTION A-A
1000mm
1000mm
0.3m
0.3m
80mm
0.35mm
35mm MIN. MILL DEPTH
AND PAVE (TYP.)
EDGE OF PAVEMENT
CURB FOR ILLUSTRATIVE
PURPOSE ONLY
SECTION B-B
SINUSOIDAL SPEED HUMP DEVELOPMENT
NOTE:
1.
SINGLE ARROW PER DIRECTION ONLY FOR SPEED HUMPS IN LANES.
2.
SPEED HUMP TABLE TO BE SURVEYED, TO ENSURE DEVELOPMENT.
0.000
0
0.125 0.250 0.375 0.500 0.000 0.750 0.875 1.000 1.125 1.250 1.375 1.500 1.625 1.750 1.875 2.000
1
3
7
12
18
25
32
40
48
55
62
68
73
77
79
80
DISTANCE(m)
FINISHED
HEIGHT(mm)
SDR-18
SPEED HUMP
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
5.5m X 5.5m
810 STYLE
CONCRETE BARRIER
NO POST GUARD RAIL
B
A
E
D
F
C
R
0.5m
E/P
E/P
CL
LP
LP
NOTES:
1.
DESIGN VEHICLE AS DIRECTED BY THE CITY ENGINEER.
DESIGN
VEHICLE
PASSENGER
LANE ALLOWANCE PAVEMENT
DEPTH
WIDTH LENGTH
RADIUS ROW WIDTH
A
6.0
5.1
7.0
3.5
10.0
3.0
4.5
B
C
D
E
R
F
SDR-19
TURNAROUND
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
CLASSIFICATION
A
B
C
R1
R2
R3
URBAN CUL-DE-SAC
OR "P"-LOOP
7.5
4.5
16.5m R/W
3.0
7.0
14.5
7.0
URBAN LIMITED LOCAL
8.0
5.0
18.0m R/W
3.0
7.0
14.5
7.0
URBAN THROUGH
LOCAL
8.5
5.75
20.0m R/W
3.0
7.0
14.5
7.0
RURAL
6.8
6.6
20.0m R/W
4.5
9.0
14.5
9.0
RURAL
7.4
6.3
20.0m R/W
4.5
9.0
14.5
9.0
B
B
A
R3
R1
C
R2
SDR-20
TURNAROUND
CUL-DE-SAC
BULB
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
1.
MBE - MINIMUM BUILDING ELEVATION IS DEFINED IN THE BUILDING BYLAW.
2.
ALL ROOF LEADERS ARE TO DISCHARGE ONTO SPLASH PADS.
3.
ROUGH LOT GRADING IS TO BE COMPLETED BY THE DEVELOPER AND THE FINISHED GRADING IS
TO BE DONE BY THE HOUSE BUILDER.
4.
SODDED SWALES LOCATED IN EASEMENTS AND/OR RIGHTS-OF-WAYS ARE TO BE CONSTRUCTED
BY THE DEVELOPER.
5.
DRIVEWAYS ARE TO BE LOCATED A MINIMUM 1.0 METER FROM STREET LIGHTS, FIRE HYDRANTS,
POWER/TELEPHONE KIOSKS AND UTILITY BOXES.
6.
ALL SWALES ARE TO BE GRADED AT A MINIMUM 1.0%.
7.
SHOULD A DRIVEWAY BE LOCATED OVER A SANITARY I.C. OR WATER CURB STOP, THE BUILDER
SHALL BE RESPONSIBLE FOR INSTALLING A CONCRETE PULL BOX AND CAST IRON COVER TO
PROTECT THE SERVICES.
8.
THE DEVELOPER'S ENGINEER IS TO CERTIFY THE ROUGH LOT GRADING PRIOR TO ISSUANCE OF
BUILDING PERMITS.
LOT GRADING NOTES:
48.4
48.7
49.0
49.0
48.0
48.0
47.2
47.5
47.5
47.0
48.5
48.5
48
48
EXIST. GROUND CONTOUR
LAWN BASIN
SWALE BY
DEVELOPER
(SEE NOTE)
PROPOSED FINISHED
GROUND ELEV. TO
MEET EXIST. GROUND
DIRECTION OF EXISTING
SURFACE DRAINAGE
(MIN. 1%)
46.6
25
PROPOSED FINISHED
GROUND ELEVATION
SWALE BY
BUILDER
MBE-MINIMUM
BUILDING ELEVATION
AND FCL-FLOOD
CONSTRUCTION LEVEL
(AS APPROPRIATE)
BUILDING
ENVELOPE
LOT NUMBER
FILL AREA EXCEEDING
0.5m (TO BE SHADED)
PROPOSED FINISHED
GROUND ELEV.
48.1
EXIST. GROUND
ELEVATION
PROP. ROAD
ELEV.
100 YEAR FLOW
ON SURFACE
EXIST. ROAD ELEV.
100 YEAR FLOW
BELOW SURFACE
39.49
39.49
16.98
16.98
3.0m
EASEMENT
SDS-1
LOT GRADING PLAN
REQUIREMENTS
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
1.
EASEMENT WIDTH AS REQUIRED TO SUPPORT PROPOSED SWALE
NOTE:
1000
200
200
1000 MAX.
1000
3 (MIN)
1
FILL TO
SUPPORT SWALE
SOD AND 100mm
TOPSOIL (TYP)
TYPE 'A'
TYPE 'B'
1.
SWALE TYPICALLY CENTRED ON 3.0m R.O.W.
2.
SOD TO BE PLACED ON 100mm TOPSOIL.
3.
ALL DIMENSIONS SHOWN ARE IN MILLIMETRES UNLESS OTHERWISE STATED.
NOTE:
SDS-2
SWALE
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
1.
19mm MIN SIZING FOR WATER SERVICE CONNECTION
2.
100mm MIN SIZING FOR SANITARY SEWER SERVICE CONNECTION
3.
150mm MIN SIZING FOR STORM SEWER SERVICE CONNECTION
NOTES:
C/L LOT
WATER MAIN
SANITARY
SEWER MAIN
STORM
SEWER MAIN
CORPORATION
STOP
WATER METER BOX
AND METER SETTER
CURB STOP
SANITARY SEWER
INSPECTION CHAMBER
1m
2.0m
1.5m
WATER CONNECTION
(LOCATION NOT TO
CONFLICT WITH
DRIVEWAY)
50mm x 100mm
STAKE PAINTED
GREEN 2m LONG
P/L
P/L
50mm x 100mm
STAKE PAINTED
RED 2m LONG
P/L
C\L OF LOT
300 MIN.
500 MIN.
WATER CONNECTION
STORM SEWER
CONNECTION
SANITARY SEWER
CONNECTION
500
MIN.
1000
MIN.
SECTION
STORM SEWER
INSPECTION CHAMBER
SDS-3A
TYPICAL LOT SERVICE
CONNECTIONS
(SEPARATED SEWER)
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
1.
19mm MIN SIZING FOR WATER SERVICE CONNECTION
2.
100mm MIN SIZING FOR SANITARY/COMBINED SEWER SERVICE CONNECTION
3.
150mm MIN SIZING FOR STORM SEWER SERVICE CONNECTION
NOTES:
C/L LOT
WATER MAIN
COMBINED
SEWER MAIN
CORPORATION
STOP
WATER METER BOX
AND METER SETTER
CURB STOP
SANITARY/COMBINED SEWER
INSPECTION CHAMBER
1m
1.5m
WATER CONNECTION
(LOCATION NOT TO
CONFLICT WITH
DRIVEWAY)
P/L
P/L
50mm x 100mm
STAKE PAINTED
RED 2m LONG
P/L
C\L OF LOT
300 MIN.
WATER CONNECTION
COMBINED SEWER
CONNECTION
1000
MIN.
SECTION
50mm x 100mm
STAKE PAINTED
GREEN 2m LONG
500
MIN.
STORM SEWER
INSPECTION CHAMBER
SDS-3B
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
TYPICAL LOT SERVICE
CONNECTIONS
(COMBINED SEWER)
1.
PRECAST UNITS C/W BASE APPROVED BY CONTRACT ADMINISTRATOR ARE ACCEPTABLE.
NOTES:
BOULEVARD
SECTION
BOTTOM SLAB CAST IN PLACE
20MPa (3000 PSI) CONCRETE OR
APPROVED PRECAST SLAB
MIN 100mm DEPTH OF GRANULAR
PIPE BEDDING COMPACTED TO
95% MODIFIED PROCTOR DENSITY
IMPORTED GRANULAR
BACKFILL COMPACTED TO 95%
MODIFIED PROCTOR DENSITY
200 DIA PVC DR 35 OR AS
SHOWN OTHERWISE ON
CONTRACT DRAWINGS
635
200
200
915
87
380
910
150
GROUT (TYP.)
MIN 2% GRADE
GROUT (TYP.)
80 DIA DRAINAGE HOLE
WITH NO.4 GALV. SCREEN.
DRAIN ROCK SURROUND
DOBNEY GRATE OR
APPROVED EQUAL
DOBNEY ADJUSTABLE HOOD AND
FRAME SET OR APPROVED EQUAL
MASS CONCRETE
BACKING
ROAD SURFACE
PRECAST
CONCRETE LID
GUTTERLINE
BACK OF CURB
200 DIA PVC DR 35 OR AS
SHOWN OTHERWISE ON
CONTRACT DRAWINGS
915 DIA PRECAST
CONCRETE CATCH BASIN
DOBNEY ADJUSTABLE HOOD AND
FRAME SET OR APPROVED EQUAL
DOBNEY GRATE OR
APPROVED EQUAL
PLAN
SDS-4
STANDARD SIDE INLET
CATCH BASIN
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
1
3
MIN. 600mm DIA CULVERT
BOTTOM OF DITCH
150 MIN.
400
150
15M REBAR TIES
STANDARD SAND BAG FILLED
WITH 6:1 SAND/CEMENT MIX
1
2
(OR FLATTER)
1
2
TYPICAL CULVERT HEADWALL
AT INLETS & OUTLETS WITH
HORIZONTAL DIRECTION OF
FLOW IN LINE WITH CULVERT
MINIMUM 150mm KEY OF
SANDBAGS INTO FLOOR
SIDES OF DITCH
SECTION
SDS-5
SANDBAG TYPE
CULVERT HEADWALL
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
21
13
38
19
10
6
19
3
29
35
13
3
DETAIL OF RIM
MATERIAL : CAST IRON
SECTION THRU FRAME
614
508 DIA.
22
61
26
32R
102R
159
22 RIM OPTIONAL
98.5
813 SQUARE
OR ROUND
22
22
170
565 DIA.
32
20 DIA.
HOLES
6 RADIAL RIBS
495 DIA.
9.5 RIBS
63
10
28
SECTION THRU COVER
1.
USE DUCTILE IRON FRAME AND COVER ON ARTERIAL ROADS.
2.
SYMBOL OF FISH TO BE RAISED ON TOP OF COVER BY 8mm
NOTES:
NEW
WESTMINSTER
22
813
ROUND FRAME & COVER
LEADS TO FISH HABITAT
DO NOT POLLUTE
NEW
WESTMINSTER
19Ø
22
'SANITARY', 'STORM', 'COMBINED' OR 'WATER'
(ALTERNATE NOTATIONS AS REQUIRED)
SDS-6
MANHOLE
FRAMING & COVER
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
336R.
275R.
214R.
397R.
458R.
519R.
580R.
641R.
L
35
533
603
35
GRATE ELEVATION
LEADS TO FISH HABITAT
LEADS TO FISH HABITAT
DO NOT POLLUTE
DO NOT POLLUTE
51
SECTION A-A
SECTION B-B
LEFT HAND GRATE
RIGHT HAND GRATE
1.
SYMBOL OF FISH TO BE INDENTED ON TOP OF GRATE BY 3mm.
NOTES:
13
44
178
22
76
7.60m
102
127
25.4
35
646R
19
570R
73
152R.
TYP.
6R.
TYP.
3
32
29
32
29
25.4 22
16
16
16
29
9.5
16
15
307
76
A
381
169
169
13
610
635
762
22
13
A
4 RESTING
PADS
B
B
375
292
38
38
SDS-7
CATCH BASIN
GRATE & COVER
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
CONTRACTOR TO INSTALL
AND TEST TO THIS POINT
DETAIL AT INTERCEPTOR OR TRUNK
WET TAP CONNECTION DETAIL - SECTION
MECHANICAL COUPLING
ROBAR MODEL 1506 EPOXY
COATED OR APPROVED EQUAL
c/w S.S. FASTENERS. WRAP 2
LAYERS OF DENSO TAPE PRIOR
TO BACKFILLING.
MECHANICAL JOINT RESTRAINER
ROBAR MODEL 4452 c/w ROBAR
MODEL 4499 RESTRAINT LUGS OR
APPROVED EQUAL. WRAP WITH
2 LAYERS OF DENSO TAPE (TYP.)
MECHANICAL JOINT
RESTRAINER ROBAR
MODEL 4452. WRAP
WITH 2 LAYERS OF
DENSO TAPE (TYP.)
WET TAP CORE HOLE FOR
SANITARY FORCE MAIN
(SEE DETAIL BELOW)
600x600x10mm STAINLESS STEEL PLATE
ROLLED TO SUIT O.D. OF SEWER PLUS 6mm
THICK NEOPRENE GASKET
SECURE FLANGE WITH
8 - 12mm DIA. HILTI
ADHESIVE ANCHORS
OR APPROVED EQUAL.
EMBEDMENT 50mm
ARRANGED IN A
CIRCULAR PATTERN
FxF GATE VALVE
c/w 150mm DIA.
PVC RISER PIPE
AND NELSON TYPE
VALVE BOX
CENTERLINE OF PIPE
SDS-8
TYPICAL FORCEMAIN
CONNECTION - WET
TAP CORING
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
300
O.C.
PLAN VIEW
SECTION A-A
A
A
B
B
60°
30°
100
500
ASSEMBLY DETAIL
NOTES:
1.
WHEN PLACING PIPE SUPPORT, CONSIDER MAINTENANCE ACCESS AND ADJUST LOCATIONS
ACCORDINGLY.
2.
ALL JOINTS TO BE SEALED TO MAKE MANHOLE WATER-TIGHT.
3.
DESIGN ENGINEER TO ENSURE COMPONENTS FIT INSIDE THE MANHOLE DEPTH.
150 CRUSHED STONE
150 CRUSHED STONE
SECTION B-B
SS PIPE SUPPORT
ANCHORS (TYP.
SEE NOTE #1)
13mm SS BALL
VALVE w/ NIPPLE
SUITABLE FOR
ATTACHING
DIAPHRAGM
PRESSURE
GAUGE
25mm SS BALL
VALVE w/ CAP
150 DIA. QUICK
COUPLER (CAM-
LOCK TYP.) c/w
DUST CAP (TYP.)
25mm DIA
S.S. PIPE
1200mm DIA.
CONCRETE
BARREL (A-E
CONCRETE
TYP.) SEE
NOTE #2
SEE
ASSEMBLY
DETAIL
900 DIA. THREE PIECE
MANHOLE FRAME AND COVER
ASPHALT OR GROUND
SS 150 BALL VALVE
WITH HANDLE (TYP.)
SS PIPE CLAMPS
C/W 2-12mm
THREAD ROD
EMBEDDED INTO
BARREL W/ EPOXY
(SEE NOTE 1)
150 DIA
S.S.
PIPE
RUNGS AS
PER CITY
STANDARD
PRE-FABRICATED,
FLANGED S.S.
REDUCER TO SUIT
PRE-FABRICATED TEE,
SAME SIZE AND MATERIAL
AS PIPE, TO MAX 300
BENCHING
(SEE SECTION B-B)
100
BENCHING TO SPRING-LINE
OF PIPE (BOTH SIDES)
SEE ASSEMBLY
DETAIL
SS PIPE
CLAMPS C/W
2-12mm
THREAD ROD
EMBEDDED
INTO BARREL
W/ EPOXY
PIPE SUPPORT
SDS-9
MANHOLE FOR
SANITARY
FORCEMAIN
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
N.T.S.
PL
125
MIN.
125
MIN.
1000
MIN.
300
MIN.
PROPERTY LINE CHAMBER DETAIL
FOR 100mm AND LARGER
NOTES:
1.
SS GRADE 304 OR 316.
2.
ONLY REQUIRED FOR CONNECTING FLANGE TO PVC PIPE.
3.
VALVE REQUIRED, ON SERVICE CONNECTION, AT MAIN LINE TEE/WYE.
STD. 1200mm DIA.
MANHOLE w/ 813mm DIA.
FRAME AND COVER
(3-PC. LID) SEE NOTE #2
W/ LADDER RUNGS
C.I. FLANGED
COUPLING ADAPTOR
C.I. BALL CHECK VALVE
FLANGED
FLANGE ADAPTER (2)
COUPLING
HDPE DR 13.5,C900 OR
C909 PVC SERVICE PIPE
FLANGE
GALV. SUPPORT
(TYP.) OR SS
ADAPTOR COUPLING
GROUT AND SEAL (TYP.)
FULL BORE SS BALL
VALVE - FLANGED
S.S. THRUST RINGS
(ONE EACH SIDE OF
CHAMBER TYP.)
SEE DETAIL BELOW
S.S. THRUST RINGS
(ONE EACH SIDE OF
CHAMBER TYP.)
SEE DETAIL BELOW
OWNERSHIP/INFORMATION
TAG SEE DETAIL ON SDS-13B
MIN. 1200
PRIVATE PROPERTY
ROAD R.O.W. (3)
250
SCHED 80 GALV. OR SS PIPE
SCHED 80 PVC, GALV
STEEL OR HDPE DR 13.5
SDS-10
TYPICAL SANITARY
FORCEMAIN
CONNECTION P.L.
CHAMBER
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
1800±
FLOW
RESILIENT SEATED GATE VALVE (TYP.)
FLANGE
(TYP.)
MAINLINE (MIN. 50mm DIA.)
SCHED. 40 S.S. WYE
S.S. BALL VALVE
SCHED. 40 S.S.
WYE AND 45° BEND
ACCESS
SCHD. 40 SS WYE
S.S. PIPE SUPPORTS (TYP.)
S.S. ANCHORS (TYP.)
MAINLINE (MIN. 50mm DIA.)
SS BALL VALVE (TYP.)
STD. 1500mm DIA. MANHOLE WITH
813mm DIA. FRAME AND COVER (3-P
LID). CENTERED OVER MAINLINE RI
STANDARD VALVE BOX
SS CAM-LOCK ADAPTOR C/W
DUST CAP. PRE-DRILL DUST
CAP WITH 13mm HOLE.
SS BALL VALVE WITH HANDLE
(TYP.) NORMALLY CLOSED
MANUAL AIR VALVE (25mm SS
BALL VALVE C/W HOSE) (TYP
LINK SEAL WITH CORED HOLE TO
ENSURE WATER TIGHT SEAL (TYP.)
RESILIENT SEATED SEWER
RATED GATE VALVE (TYP.)
SS BALL VALVE WITH HANDLE (TYP.)
STAINLESS STEEL OR
GALV. SUPPORT (TYP.)
HDPE TRANSITION FLANGE INSIDE
CHAMBER, 50mm CLEARANCE
FROM WALL (TYP.)
SCHED. 40 SS LENGTH AS REQ'D (250 MIN.)
PRESSURE GAUGE CONNECTION
(13mm THREADED SS BALL VALVE) (TYP.)
SS PIPE CLAMP C/W 2-12mm
THREADED RODS EMBEDDED
INTO BARREL WITH EPOXY (TYP.)
ONLY WHEN PERMITTED BY THE CITY,
CORE THROUGH LID, INSTALL VALVE
BOX TO ACCESS SECONDARY RISER
PIPE MR8 FOR 100mm, MR10 FOR 150mm
300
MIN.
1.0m
MAX
150 MIN. (TYP.)
600
300
FLOW
500
TYP.
FLOW
SCHED. 40 SS WYE
AND 45° BEND
CLEANOUT TYPES
FLOW
JUNCTION
INTERMEDIATE
TERMINAL
MAINLINE
SERVICE
NOTES:
1.
CLEANOUT RISER, VALVE AND CAM-LOCK TO BE SAME SIZE AS DOWNSTREAM PIPE, WITH MIN. 100Ø
RISER VALVE AND CAM-LOCK.
2.
CLEANOUT RISER, FITTING AND VALVE DETAILS COMMON FOR ALL CLEANOUT TYPES.
3.
BALL VALVES TO BE FULL PORTED.
4.
ALL FITTINGS TO BE FLANGED.
5.
1500mm DIA. MANHOLE REQUIRED FOR 100mm AND 75mm FORCEMAINS AS SHOWN. ADJUST AS
REQUIRED FOR DIFFERENT SIZES.
6.
SEE MMCD STANDARD MANHOLE DRAWING FOR RUNGS AND OTHER DETAILS. SEAL RISER JOINTS TO
ENSURE WATERTIGHT.
7.
DESIGN ENG ENSURE ALL COMPONENTS FIT INSIDE MH AND IN COMPLIANCE WITH WCB
REQUIREMENTS.
8.
SS TO BE GRADE 304 OR 316
GATE VALVE
BALL VALVE
SDS-11
CLEANOUT MANHOLE FOR
SANITARY FORCEMAIN
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
TYPICAL SANITARY FORCEMAIN & PRIVATE
PUMP SYSTEM CONFIGURATION FOR ALL
SERVICE SIZES
FLOW
VENT
N.T.S.
NOTES:
1.
CONTROL PANEL MAY BE LOCATED INSIDE BUILDING OR ON POST ADJACENT TO PUMP CHAMBER
IF APPROVED BY CITY.
2.
VENT MAY BE CONNECTED TO BUILDING VENT SYSTEM OR LOCATED ADJACENT TO PUMP
CHAMBER IF APPROVED BY CITY.
3.
ALL PIPE SIZES REFER TO INSIDE DIAMETER (I.D.).
4.
THRUST RING SLIPPED OVER PIPE AND HELD IN PLACE BY COUPLING OR FLANGE.
5.
PROPERTY OWNER IS RESPONSIBLE FOR MAINTENANCE OF ALL SEWER CONNECTION
COMPONENTS INCLUDING PIPE BETWEEN PROPERTY LINE AND THE CITY SEWER.
6.
CHAMBER ACCESS IS TO BE UNOBSTRUCTED.
7.
CITY STAFF OR AGENTS ARE ALLOWED UNRESTRICTED ACCESS TO CHAMBER.
8.
SS TO BE GRADE 304 OR 316
WEATHERPROOF CONTROL PANEL WITH REMOTE
AUDIBLE ALARM
JUNCTION BOX c/w EYS
SEAL
ALARM LIGHT
75/100mm GALV. STEEL OR SCH 40 PVC VENT PAINT
GREEN
POWER AND CONTROL
WIRING
CHAMBER LID MARKED "PRIVATE"
SEE DETAIL ON SDS-13B
HDPE PIPE DR13.5 OR C900
PVC
CITY LOW PRESSURE SEWER (MIN.
50mm ID)
FLANGED TEE
CITY'S RESPONSIBILITY
PRIVATE OWNER'S RESPONSIBILITY
GATE VALVE AT TEE
SERVICE CONNECTION (PUMPED)
250 THICK CONC. PAD EXTEND 300mm
BEYOND
BLDG SEWER MAX 150Ø WITH WATERTIGHT
GROMET
MIN. 450 COVER ON VENT, WITH PIPE SLOPING BACK TO
PUMP CHAMBER
PUMP CHAMBER
PROPERTY LINE
SDS-12A
PRIVATE PUMP SYSTEM
CONFIGURATION
(LAYOUT)
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
N.T.S.
OWNERSHIP/INFORMATION
TAG DETAIL
N.T.S.
THRUST RING DETAIL
P.L. CHAMBER DETAIL UP TO 75mm SANITARY
FORCEMAIN SERVICE CONNECTION
N.T.S.
NOTES:
1.
CONTROL PANEL MAY BE LOCATED INSIDE BUILDING OR ON POST ADJACENT TO PUMP CHAMBER IF
APPROVED BY CITY.
2.
VENT MAY BE CONNECTED TO BUILDING VENT SYSTEM OR LOCATED ADJACENT TO PUMP CHAMBER
IF APPROVED BY CITY.
3.
ALL PIPE SIZES REFER TO INSIDE DIAMETER (I.D.).
4.
THRUST RING SLIPPED OVER PIPE AND HELD IN PLACE BY COUPLING OR FLANGE.
5.
PROPERTY OWNER IS RESPONSIBLE FOR MAINTENANCE OF ALL SEWER CONNECTION
COMPONENTS INCLUDING PIPE BETWEEN PROPERTY LINE AND THE CITY SEWER.
6.
CHAMBER ACCESS IS TO BE UNOBSTRUCTED.
7.
CITY STAFF OR AGENTS ARE ALLOWED UNRESTRICTED ACCESS TO CHAMBER.
8.
SS TO BE GRADE 304 OR 316
CONCRETE BOX (740 x 340 INSIDE) C/W GALV.
STEEL CHECKER PLATE LID AND BOLT DOWN
ASSEMBLY
S.S. THRUST RING SEE NOTE 4 AND
DETAIL BELOW
FLOW
SERVICE PIPE HDPE, C900 OR C909 PVC
BRASS OR S.S. UNION
S.S. BALL VALVE THREADED
S.S. THRUST RING SEE
NOTE 4 AND DETAIL BELOW
ADAPTER COUPLING (TYP.)
SCHD 80 PVC, GALV STL OR HDPE
DR13.5 TO PUMP CHAMBER
GROUT AND SEAL (TYP.)
STAINLESS STEEL OR GALV. SUPPORT (TYP.)
OWNERSHIP/INFORMATION TAG SEE DETAIL BELOW
FLANGE ADAPTER COUPLING OR FLANGE
SCHED. 80 GALV. OR SS. PIPE
CHAMBER LID MARKED PRIVATE
740
250
ROAD R.O.W.
PRIVATE PROPERTY
FLANGE
125 MIN.
125 MIN.
P
L
6mm THICK STAINLESS STEEL
PIPE O.D. + 5mm
50mm
WHITE TEXT ON RED BAR
BLACK TEXT
ATTACHMENT HOLES
WHITE PLASTIC CARD
BLACK TEXT
YELLOW TEXT ON RED BAR
BLACK TEXT
SDS-12B
PRIVATE PUMP SYSTEM
CONFIGURATION
(DETAIL)
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
CAST IRON TELESCOPIC VALVE BOX
SET AT LOWEST POSITION
CAST IRON VALVE
BOX WITH FLANGE
400mm x 400mm
CONCRETE BLOCK
150mm PLASTIC PIPE
CUT TO LENGTH
TAMPED BACKFILL MATERIAL
IN ACCORDANCE WITH
BACKFILL SPECIFICATIONS
150
TYPICAL GATE
VALVE
COVER TO SUIT
GROUND LEVEL
100mm
200mm
CIRCULAR
OPENING
℄
SDW-1
GATE VALVE COVER
INSTALLATION
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
550 MAX
500 MIN
1000 MAX
700 MIN
CORPORATION
STOP
DO NOT GROUT
OPENING (TYP)
UNION
COUPLING
STRAIGHT SPOOL PIECE TO
BE INSTALLED UNTIL METER
INSTALLATION BY CITY
GROUND LEVEL
BROOKS #37 CAST IRON COVER c/w
HOLE FOR REMOTE READER MARKED
'WATER' WITH HOLE AND PLUG
HEIGHT AND NUMBER
OF RISERS TO SUIT
SERVICE CHAMBER
TO BE BROOKS #37
PRECAST PRODUCTS.
SERVICE
CONNECTION PIPE
COMPACTED GRANULAR
BASE OR ALTERNATIVE AS
REQUIRED (STYROFOAM IN
QUEENSBOROUGH)
FLOW
NOTES:
1.
METER TO BE SUPPLIED AND INSTALLED BY CITY.
2.
METER SETTERS TO BE EQUIPPED WITH LOCKABLE INLET VALVE, SINGLE CHECK OUTLET VALVE,
AND SOLDER CLAMP AND PACK JOINT CONNECTION BOTH ENDS.
3.
REFER TO MMCD STANDARD DRAWINGS FOR DETAIL OF SERVICE CONNECTION TO WATERMAIN.
75mm
SDW-2
WATER METER FOR 19MM
& 25MM SERVICE
CONNECTION
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
CHECK VALVES/R.P.B AND
WATER METER. ON SITE, AS
PER BUILDING CODE WITH NO
PRIVATE CONNECTIONS ON
CITY SIDE
PROPERTY LINE (P/L)
TEMPORARY BLIND FLANGE
FOR TESTING AND
CHLORINATING
GATE VALVE
DOMESTIC LINE
GATE VALVE
FIRE LINE
THRUST BLOCK TO
BE SIZED AS PER
DESIGN CRITERIA
THRUST BLOCK TO
BE SIZED AS PER
DESIGN CRITERIA
GATE VALVE
STAINLESS
TIE-RODS (TYP.)
CITY WATER MAIN
THRUST BLOCK TO
BE SIZED AS PER
DESIGN CRITERIA
1000
(MIN)
GATE VALVE
1.
WATER METER (DOMESTIC FLOW ONLY) TO BE LOCATED
ON PRIVATE PROPERTY. CONTACT 604-526-4691
NOTES:
ROBAR COUPLING
SDW-3
FIRE DOMESTIC SPLIT
Revision
No.
Approved
Scale: N.T.S
Date:
Suppl. Drawing No.
Title:
Mar, 2023
SCHEDULE "D"
SCHEDULE "E"
INFORMATION SHEET
RE: IRREVOCABLE STANDBY LETTER OF CREDIT
-REQUIRED MINIMUM CONTENT
CORPORATION OF THE CITY OF NEW WESTMINSTER
BYLAW NO. 7142, 2007
SCHEDULE '
INFORMATION SHEET
RE: IRREVOCABLE STANDBY LETTER OF CREDIT
- REQUIRED MINIMUM CONTENT
Corporation of the City of New Westminster
511 Royal Avenue
New Westminster. BC V3L 1H9
IRREVOCABLE CLEAN LETTER OF CREDIT NO.
We hereby authorize you to draw on
for account of
up to an aggregate amount of Canadian $
) available by drafts at sight of 100% of value.
This Letter of Credit is required in connection with
Drawings are to be made in writing to
Partial drawings may be made.
3.
The Bank will not inquire as to whether or not the Corporation has a right
to make demand of the Letter of Credit.
It is a condition of this Letter of Credit that it shall be deemed to be
automatically extended without amendment for one year from the present
or any future expiration date hereof unless thirty days prior to any such
date we shall notify you in writing by registered mail that we elect not to
consider this Letter of Credit renewed for any such additional period
DRAFTS MUST 3E DRAWN AND NEGOTIATED NOT LATER THAN
The drafts drawn under this credit are to be endorsed hereon and shall state on their face that
they are drawn under Letter of Credit No.
Banker's Signature