Subdivision and Development Servicing, Bylaw No. 981, 2013
Chetwynd, British Columbia
· adopted 2013-01-01
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March 2013
SUBDIVISION AND DEVELOPMENT
SERVICING BYLAW NO. 981, 2013
DISTRICT OF CHETWYND
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
TABLE OF CONTENTS
PART 1
REPEAL ........................................................................................................................ 1
PART 2
CITATION .................................................................................................................... 1
PART 3
ADMINISTRATION ...................................................................................................... 1
PART 4
INTERPRETATION ....................................................................................................... 2
PART 5
CONNECTION TO COMMUNITY SYSTEMS ................................................................... 4
PART 6
SERVICING REQUIREMENTS FOR SUBDIVISIONS AND DEVELOPMENT .................... 5
PART 7
FEES AND SECURITY ................................................................................................... 6
PART 8
GENERAL PROVISIONS .............................................................................................10
PART 9
ENFORCEMENT ..........................................................................................................13
PART 10 EFFECTIVE DATE .......................................................................................................14
SCHEDULES
SCHEDULE A
WORKS AND SERVICES REQUIREMENTS
SCHEDULE B
WATER DISTRIBUTION
SCHEDULE C
SANITARY SEWER
SCHEDULE D
STORMWATER
SCHEDULE E
ROADS
SCHEDULE F
STREET LIGHTING
SCHEDULE G
LANDSCAPING
SCHEDULE H
SITE GRADING
SCHEDULE I
QUALITY CONTROL
SCHEDULE J
STANDARDS FOR SUBMISSION BY DEVELOPER
SCHEDULE K
SUPPLEMENTARY DETAIL DRAWINGS
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
DISTRICT OF CHETWYND
SUBDIVISION AND DEVELOPMENT SERVICING BYLAW NO. 981, 2013
A bylaw to regulate and require the provision of services in respect of subdivision and development within
the District of Chetwynd.
WHEREAS pursuant to the Local Government Act, a local government may, by bylaw, regulate and require
the provision of works and services in respect of the subdivision of land and development.
NOW THEREFORE the Council of the District of Chetwynd, in open meeting assembled, HEREBY ENACTS as
follows:
PART 1
REPEAL
1.1
Subdivision Servicing Bylaw No. 448, 1989 and all amendments thereto, are hereby repealed.
PART 2
CITATION
2.1
This Bylaw may be cited for all purposes as "Subdivision and Development Servicing Bylaw No. 981,
2013".
PART 3
ADMINISTRATION
Application
3.1
This bylaw applies to all land within the boundaries of the District of Chetwynd.
3.2
Schedules A-L, attached hereto, form part of this bylaw.
Minimum Parcel Highway Frontage
3.3
Council hereby delegates to the Approving Officer the power to exempt a parcel from the statutory
or bylaw minimum frontage provided for in Section 944 of the Local Government Act.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
Standards of Measure
3.4
Any equivalent imperial units of measure shown, in parentheses, after metric units in any schedule
to this bylaw are for information purposes only and do not form part of this bylaw.
Severance
3.5
If any section, subsection, sentence, clause or phrase of this bylaw is for any reason held to be
invalid by the decision of any court of competent jurisdiction, the invalid portion shall be severed
and the decision that it is invalid shall not affect the validity of the remainder of this bylaw.
Master Municipal Construction Document (MMCD)
3.6
All Works and Services shall be completed in accordance with the current Master Municipal
Construction Document (MMCD), Volume II, along with this bylaw.
Where there are conflicts between this bylaw and the MMCD, this bylaw shall take precedence.
Approved Products
3.7
Accepted materials are those listed in the District of Chetwynd Approved Products List. Use of
materials not listed will require permission from the Approving Officer.
PART 4
INTERPRETATION
4.1
Definitions
Approving Officer means the person appointed by Council as such under the Land Title Act.
Certificate of Provisional Completion of All Works means a certificate issued by the Owner's
Professional Engineer stating that:
a) Works and Services are ready to be used for their intended purpose;
b) The total cost of addressing incomplete, defective and deficient works and services, as estimated by
the Professional Engineer and verified by the District, is not more than 5% of the total cost of the
Works And Services; and
c) Fire protection has been approved to the satisfaction of the Fire Chief.
A description of the Works and Services that remain to be completed must be included as part of this
certificate.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
Certificate of Provisional Completion of Deep Utilities means a certificate issued by the Owner's
Professional Engineer stating that deep utilities Works and Services including water, sanitary sewer, and
storm sewer mains, are ready to be used for their intended purpose.
Chief Administrative Officer means the District of Chetwynd's Chief Administrative Officer.
Community Drainage System means a system of works designed and constructed to control the
collection, conveyance and disposal of stormwater.
Community Sewer System means a sanitary sewage collection system which is owned, operated and
maintained by the District.
Community Water System means a water supply system which is owned, operated and maintained by
the District.
Council means the Municipal Council of the District of Chetwynd.
Development means any construction to which the Building Bylaw applies.
District means the District of Chetwynd.
Highway includes a street, road, lane, walkway, pathway, trail, bridge, viaduct and any other way of any
width open to the use of the public, and a statutory right-of-way granted to the District for the provision
of public access or the provision of utility services.
Letter of Final Acceptance means a letter issued by the District in respect of Works and Services
required by this bylaw verifying that all requirements of this bylaw have been met by the owner.
Owner has the same meaning as in the Land Title Act and includes a person authorized by an Owner to
make a Subdivision application in respect of the Owner's land.
Parcel has the same meaning as in the Land Title Act and includes a bare land strata lot.
Performance Security means cash or an automatically renewable irrevocable and unconditional letter
of credit acceptable to the Approving Officer, given to the District when the Owner would like to obtain
Subdivision approval or a building permit prior to the installation of on-site and off-site Works and
Services.
Professional Engineer means a person who is registered or duly licensed as a professional engineer in
British Columbia under the provisions of the Engineers and Geoscientists Act.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
Subdivision means:
a) The division of land into two or more Parcels whether by plan, apt descriptive words, or otherwise;
b) The consolidation of Parcels into one Parcel by plan;
c) Reconfiguration of Parcel boundaries without creation of additional lots; or
d) The creation of a highway or portion of a highway by plan.
Warranty Security means cash or an automatically renewable irrevocable and unconditional letter of
credit acceptable to the Approving Officer, given to the District following the Provisional Completion of All
Works.
Works and Services means services, facilities or utilities which are required or regulated by bylaw and
may include, but are not limited to, highways, curbs, gutters, sidewalks, boulevards, boulevard crossings,
transit bays, street lighting, underground wiring, overhead wiring, water distribution systems, fire hydrant
systems, sewage collection systems, sewage disposal systems, drainage collection systems, drainage
disposal systems, and natural gas, power, telephone, and cable services.
Works and Services Agreement means a written agreement in a form prescribed by the District that
describes the terms and conditions agreed upon between the District and the Owner relative to the
provision of Works and Services associated with a Subdivision or Development.
PART 5
CONNECTION TO COMMUNITY SYSTEMS
Community Water System
5.1
All water distribution systems and fire hydrant systems in those areas identified in Schedule A shall
be connected, in accordance with the standards established under this bylaw, to the District's
Community Water System.
5.2
If an Owner proposes to connect to the District's Community Water System, existing water sources
must be abandoned in such a way as to prevent cross-connection as per the applicable District
bylaws.
Community Sewer System
5.3
All sanitary sewage collection systems in those areas identified in Schedule A shall be connected, in
accordance with the standards established under this bylaw, to the District's Community Sewer
System.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
Community Drainage System
5.4
All drainage collection systems in those areas identified in Schedule A shall be connected, in
accordance with the standards established under this bylaw, to the District's Community Drainage
System.
PART 6
SERVICING REQUIREMENTS FOR SUBDIVISIONS AND DEVELOPMENTS
Servicing Requirements
6.1
Prior to Subdivision approval or the issuance of a building permit, the Owner of a Parcel being
subdivided or developed must provide:
a)
Works and Services on Highways within the Subdivision and on Highways immediately
adjacent to the Subdivision up to the centre line of the Highway, as prescribed in Schedule A
of this bylaw; and
b)
excess or extended services as described in Section 939 of the Local Government Act.
6.2
Under the Local Government Act, the Council delegates to the Approving Officer the authority to:
a)
determine what requirements for Works and Services are directly attributable to a Parcel
being subdivided or developed in any particular case;
b)
determine what excess or extended services are required in connection with a Subdivision or
Development;
c)
determine whether the cost of such excess or extended services is excessive such that the
Owner must pay the costs;
d)
identify the benefiting properties in relation to excess or extended services; and
e)
determine what proportion of the costs associated with the excess or extended services is
associated with each benefiting property.
6.3
All Works and Services shall be provided to the standards prescribed in this bylaw.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
6.4
Notwithstanding Section 6.1, the Owner may obtain Subdivision approval or the building permit
prior to the provision of Works and Services if the Owner provides security in accordance with Part
7 and enters into a Works and Services Agreement with the District of Chetwynd to construct and
install the required works and services by a specified date or forfeit to the District the amounts
provided as security. Approval from the Ministry of Transportation and Infrastructure is required to
post security for Ministry of Transportation and Infrastructure Highways.
6.5
For the purpose of charges payable for latecomer connections or use under Section 939 of the
Local Government Act, interest shall be calculated annually at a rate established by the District.
Exemptions
6.6
The requirements set forth in this bylaw shall not apply to a Subdivision or strata Development as
outlined in Section 938 of the Local Government Act and under the Strata Property Act.
6.7
The requirements under Section 6.1 shall not apply if:
a)
The Subdivision creates only parkland or natural areas, a Parcel for the installation of
utilities and related structures and equipment; and
b)
A covenant restricting the use of the Parcel to one of those uses has been registered on title
under Section 219 of the Land Title Act in favour of the District.
PART 7
FEES AND SECURITY
Application Fees
7.1
a)
An Owner applying for subdivision approval or a building permit shall submit with the
application the following fees:
.1
Application for Subdivisions under the Land Title Act
A fee of five hundred ($500) dollars for the first parcel proposed to be created by
subdivision and fifty ($50) dollars for each additional parcel is payable to the District.
.2
Application for Subdivisions under the Condominium Act
A fee of five hundred ($500) dollars for the first parcel proposed to be created by
subdivision and fifty ($50) dollars for each additional bareland strata lot is payable to
the District.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
.3
Application for Building Permit
A fee of one hundred ($100) dollars is payable where the provisions of this bylaw
are applicable prior to the issuance of a building permit.
Inspection Fees
7.1
a)
An Owner, prior to making application for final approval of a Subdivision or a building permit
shall submit with the application the following fees:
.1
Charges for inspection of Works and Services in the amount equal to five percent
(5%) of the Owner's Engineer 's cost estimate for constructing Works and Services
required by the new Subdivision or development, or actual District cost, whichever
is greater. The Goods and Services Tax (GST) of five percent (5%) shall be
additional to the inspection charges. The Owner`s Engineer`s estimate shall include
the GST (5%).
Performance Security
7.2
Final approval of a Subdivision or issuance of a building permit shall not be granted prior to the
provision of Works and Services required by this bylaw unless the Owner provides to the District
Performance Security in an amount equal to one hundred and twenty five percent (125%) of the
Professional Engineer's estimate of the cost of the Works and Services, including contingencies,
required for the proposed Subdivision or Development, as approved by the Approving Officer, to
meet the requirements of this bylaw.
7.3
The District may, at the Owner's expense, confirm the cost estimate of the Works and Services by
consulting with a Professional Engineer chosen by the District. The Approving Officer may choose
which estimate to use.
7.4
If the required Works and Services have not been completely installed in accordance with the
approved design drawings within the time specified in the Works and Services Agreement, the
District may draw on the Performance Security in order to complete the required works and
services. If the cost of installation exceeds the amount of the Performance Security, the balance
shall be a debt due from the Owner to the District, recoverable in any court of competent
jurisdiction or by any other means available to the District.
7.5
The Owner shall be solely responsible for the actual cost of the Works and Services regardless of
the adequacy of the Performance Security deposited with the District.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
7.6
Nothing in this bylaw obliges the District to complete Works and Services on the default of an
Owner.
Provisional Completion of Deep Utilities
7.7
Provisional Completion of Deep Utilities shall occur upon receipt and approval by the District of the
following from the Owner:
.2
A statutory declaration confirming that all Works and Services completed to date have been
paid for in full; and
.3
A Certificate of Provisional Completion of Deep Utilities, issued by the Owner's Professional
Engineer, together with the supporting documentation upon which it is based, including
relevant:
Quality assurance test results; and
Inspection reports.
7.8
The District shall return 70% of the deep utility portion of the Performance Security upon
Provisional Completion of Deep Utilities in accordance with this bylaw and the applicable Works and
Services Agreement. If the Owner has provided a letter of credit or certified cheque as security,
the letter of credit or certified cheque shall not be returned unless the Owner provides a
replacement letter of credit or certified cheque for the amount of the remaining Performance
Security. The District may hold the amount retained or replacement letter of credit or certified
cheque to secure the Owner's obligations under this Section.
Provisional Completion of All Works
7.9
Provisional Completion of All Works shall occur upon receipt and approval by the District of the
following from the Owner:
a)
A statutory declaration confirming that all Works and Services completed to date have been
paid for in full;
b)
A Certificate of Provisional Completion of All Works, issued by the Owner's Professional
Engineer, together with the supporting documentation upon which it is based, including
relevant:
Quality assurance test results; and
Inspection reports;
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
c)
Record drawings of all works and services, prepared by the Owner's Professional Engineer;
d)
A list of defects and deficiencies in the work, as identified during an inspection of the Works
and Services with the District, together with a cost estimate sealed by the Owner's
Professional Engineer of the cost required to rectify these defects and deficiencies. If record
drawings are not provided at this point, they shall be considered as a deficiency to be
rectified; and
e)
Receipt of a schedule of quantities and prices of completed work to date, prepared by the
Owner's Professional Engineer; and
f)
Warranty Security, as prescribed in Section 7.11.
7.10 The District shall return any remaining Performance Security upon Provisional Completion of All
Works in accordance with this bylaw and the applicable Works and Services Agreement, less ten
percent (10%) of the original Performance Security posted plus two times the value of deficiencies.
If the Owner has provided a letter of credit or certified cheque as security, the letter of credit or
certified cheque shall not be returned unless the Owner provides a replacement letter of credit or
certified cheque in the amount of ten percent (10%) of the original Performance Security plus two
times the value of deficiencies. The District will hold the amount retained or replacement letter of
credit or certified cheque to secure the Owner's obligations under this Section.
Warranty Security
7.11 The Owner shall provide to the District Warranty Security in an amount equal to ten percent (10%)
of the actual cost of the Works and Services required by this bylaw plus two times the estimated
value of defects and deficiencies remaining to be rectified.
7.12 The District may, at the Owner's expense, confirm the cost of the Works and Services by
consulting with a Professional Engineer.
7.13 The warranty period shall be a one year period commencing on the date of Provisional Completion
of All Works.
7.14 At least two weeks prior to the end of the warranty period, the Owner and the District shall jointly
inspect the works to identify any new defects in the work that have become apparent during the
warranty period.
7.15 The Owner shall warranty the works and repair or replace any defective works and correct any
deficiencies during the warranty period. Should the Owner fail to warranty, repair or replace the
works, the District may effect repairs or replacement using the Warranty Security provided for in
this bylaw, after having provided the Owner at least ten days' notice except in the case of defects
in the works creating a safety or health hazard in which case the District need provide no greater
notice than is prudent in the circumstances.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
7.16 The Owner shall be responsible for the actual cost of repairing or replacing any defective works
and correcting any deficiencies in the works and services regardless of the adequacy of the
Warranty Security deposited with the District. If the cost of repairing or replacing any defective
works and correcting any deficiencies exceeds the amount of the Warranty Security, the balance
shall be a debt due from the Owner to the District, recoverable in any court of competent
jurisdiction or by any other means available to the District.
Final Acceptance
7.17 Final Acceptance shall occur when all conditions of the bylaw have been met.
7.18 All Works and Services required to be constructed or provided pursuant to the provisions of this
bylaw shall remain the sole responsibility of the Owner until a Letter of Final Acceptance has been
issued by the District.
7.19 The District shall issue a Letter of Final Acceptance only upon:
a)
Completion of the warranty period; and
b)
Correction of all defects and deficiencies in the required Works and Services.
7.20 The District shall return any unused portions of the Warranty Security to the Owner upon Final
Acceptance.
Insurance
7.21 The Owner shall carry adequate insurance, as identified by the District through the Works and
Services Agreement.
PART 8
GENERAL PROVISIONS
Professional Engineer
8.1
The Owner, at its expense, shall retain a qualified Professional Engineer to design, inspect, test
and certify all Works and Services.
Cost of Services
8.2
All Works and Services required by this bylaw shall be designed, reviewed, constructed and
inspected at the expense of the Owner.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
Engineering Drawings
8.3
Where Works and Services are to be constructed, engineering drawings and other required reports
and documentation certified by a Professional Engineer shall be submitted to the District for
approval. The engineering drawings shall contain at least the information set out in the Schedules
and be accompanied by the following:
a)
A letter from the Owner confirming the relationship between the Owner and the Owner's
Professional Engineer; and
b)
A letter from the Owner's Professional Engineer confirming their engagement with the
owner and that they will be providing professional services to the owner to ensure that the
Works and Services are designed and constructed in accordance with the approved plans
and this bylaw.
8.4
No construction, alterations, or extensions shall commence until the Owner has been advised in
writing that the engineering drawings have been approved by the District and applicable agencies.
8.5
Where a water supply system is required by this bylaw, the District shall not approve the detailed
design until the Owner's Professional Engineer has submitted design drawings to the regional
health authority and provided to the District a copy of the approved construction permit.
Project Supervision and Certification
8.6
The Owner of lands being subdivided shall engage a Professional Engineer or a certified inspector to
carry out all necessary field reviews and inspections during the construction of Works and Services
required as a condition of Subdivision approval or issuance of a building permit.
8.7
Within thirty (30) days of the Works and Services being operational, the Owner's Professional
Engineer shall submit a report to the District in a format acceptable to the District and prior to the
commencement of the warranty period. The report shall briefly describe the work and any material
changes during construction and certify that the Works and Services have been constructed in
compliance with this bylaw and the approved plans, drawings and supporting documents. The report
shall contain copies of all inspection reports and test results upon which the certification is based.
Record Drawings, Operations and Maintenance Manuals and Safety Procedures
8.8
A minimum of one set of sealed hard copy record drawings prepared by the Owner's Professional
Engineer and one digital copy of the record drawings in an AutoCAD format specified by the
District, one set of operations and maintenance manuals, and one set of safety procedures
documentation shall be provided to the District at the commencement of the warranty period. The
record drawings shall include the information shown on the detailed design drawings in accordance
with Section 8.3.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
Rights-of-Way and Easements
8.9
Prior to or concurrently with final approval of a Subdivision plan or building permit, all required
rights-of-way and easements shall be registered against or appurtenant to the title of the land
being subdivided or their registration shall be the subject of an undertaking by the Owner's solicitor
to the District or its solicitor.
8.10 No Parcel may be served by Works and Services that are not located on that Parcel or within a
Highway unless the Works and Services are located within a registered easement or statutory
right-of-way that:
a)
Authorizes the construction, operation, maintenance, replacement and repair of the Works
and Services;
b)
Has a width as required according to the schedules in this bylaw, unless otherwise
specified by the Approving Officer;
c)
Prohibits the placement within the easement or right-of-way area of all structures or
improvements that would interfere with or impair the operation or maintenance of the
Works and Services;
d)
Creates rights in respect of a specific easement area shown on a reference or explanatory
plan;
e)
In the case of an easement, that is registered concurrently with a covenant under Section
219 of the Land Title Act in favour of the District prohibiting the uses of the Parcel that are
dependent on the Works and Services unless the easement is in place, or has been
replaced by a statutory right-of-way in favour of the District; and
f)
In the case of a statutory right-of-way, is in favour of the person or entity responsible for
operating and maintaining the Works and Services.
Third Party Review
8.11 Where the review of any document, report or analysis related to servicing that the Owner has
submitted to the District is required, at the sole discretion of the Approving Officer, the District may
engage a third party Professional Engineer chosen by the District to review the document, report
or analysis. The Owner may be responsible for the full costs of any required third party review.
Subdivision approval may not be granted until these costs are paid by the Owner.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
PART 9
ENFORCEMENT
Authorization to Enter
9.1
The Approving Officer, District bylaw enforcement officers, the Chief Administrative Officer and other
officers and employees of the District designated by those officers to administer or enforce this bylaw
are authorized to enter, at all reasonable times, upon any property in order to inspect and determine
whether the regulations, prohibitions and requirements of this bylaw are being met.
Violation
9.2
Every person who violates any of the provisions of this bylaw shall be deemed to be guilty upon
summary conviction of an offence under this bylaw.
9.3
No person shall:
a)
fail to comply with a District of Chetwynd directive, direction or notice given under this
bylaw; or
b)
prevent or obstruct or attempt to prevent or obstruct the entry of an officer authorized by
Section 9.1.
Offence
9.4
Each day's continuance of an offence under Sections 9.2 and 9.3 constitutes a new and distinct
offence.
Penalties
9.5
Any person who violates any of the provisions of this bylaw shall, on summary conviction, be liable to
a penalty not exceeding $10,000 plus the cost of prosecution.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
PART 10
EFFECTIVE DATE
10.1 This bylaw shall come into full force and effect upon its adoption.
Read a First time this
18th
day of March, 2013.
Read a Second time this
2nd
day of April,
2013.
Read a Third time this
2nd
day of April,
2013.
Rescinded Third Reading this
15th
day of April,
2013
Read a Third time as amended this
15th
day of April,
2013
Reconsidered and Adopted by Council this
29th
day of April,
2013.
_________________________________
_______________________________________
MAYOR
DIRECTOR OF CORPORATE ADMINISTRATION
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
SCHEDULE A
WORKS AND SERVICES REQUIREMENTS
SCHEDULE B
WATER DISTRIBUTION
SCHEDULE C
SANITARY SEWER
SCHEDULE D
STORMWATER
SCHEDULES
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
SCHEDULE A
WORKS AND SERVICES REQUIREMENTS
Schedule A - Works and Services Requirements
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
SCHEDULE A - WORKS AND SERVICES REQUIREMENTS
1.0
Works and Services Requirements ................................................................................. 2
1.1
Establishment of Service Levels .......................................................................................... 2
1.2
Accessibility ...................................................................................................................... 3
List of Tables
Table A1 - Level of Service
Schedule A - Works and Services Requirements
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
1.0 WORKS AND SERVICES REQUIREMENTS
1.1
Establishment of Service Levels
The minimum level of Works and Services to be constructed by an Owner prior to approval of Subdivision
or Development is set out in Table A1. While Table A1 sets out the minimum level of Works and
Services required, the Approving Officer retains the right to require a higher level of Works and Services
or standard due to the conditions affecting a specific Subdivision or Development. If a Parcel's zoning is
not included in Table A1 the Approving Officer will determine the required level of service for the
Subdivision or Development.
Table A1 - Level of Service
Service
Level of Service
Urban Subdivision
Industrial Subdivision
Parcels zoned Residential or
Commercial
Parcels zoned Industrial
Roads
Urban Roads
Rural Roads
Sewer
Community Sewer System
Community Sewer System
Water
Community Water System
Community Water System
Drainage
Community Drainage System
Ditch
Wiring
Underground
Overhead
Lighting
Thru Subdivision
Thru Subdivision
Landscaping
Public
N/A
For the purposes of Table A1:
Urban Subdivision means a Subdivision or Development where the Parcels are zoned Residential or
Commercial as indicated in the District's Zoning Bylaw.
Industrial Subdivision means a Subdivision or Development where the Parcels are zoned Industrial
as indicated in the District's Zoning Bylaw.
Urban Roads means roads that meet the requirements for urban roads as set out in Schedule E -
Roads.
Rural Roads means roads that meet the requirements for rural roads as set out in Schedule E -
Roads.
Schedule A - Works and Services Requirements
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
Ditch means a drainage collection and disposal system of open ditches and culverts.
Underground means a system of underground electrical and communications wiring.
Overhead means a system of overhead electrical and communications wiring.
Thru Subdivision means street lighting that is provided throughout the Subdivision (rather than
only at intersections).
Public means landscaping required on public lands as set out in Schedule G - Landscaping.
1.2
Accessibility
The Owner's Professional Engineer shall consider the accessibility of people with disabilities when
designing all roads, sidewalks, pathways, curb let downs and driveway crossings.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
SCHEDULE B
WATER DISTRIBUTION
Schedule B - Water Distribution
1 of 19
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District of Chetwynd
Subdivision and Development Servicing Bylaw
SCHEDULE B - WATER DISTRIBUTION
1.0
WATER DISTRIBUTION .................................................................................................. 2
1.1
Water Distribution ............................................................................................................. 2
1.2
Per Capita Demand ............................................................................................................ 2
1.3
Non-Residential Demand .................................................................................................... 2
1.4
Fire Flows ......................................................................................................................... 5
1.5
Design Flows ..................................................................................................................... 5
1.6
Water Pressure .................................................................................................................. 5
1.7
Hydraulic Design ............................................................................................................... 6
1.8
Minimum Pipe Diameter ..................................................................................................... 6
1.9
Dead Ends ........................................................................................................................ 6
1.10
Minimum Depth of Cover .................................................................................................... 7
1.11
Grade ............................................................................................................................... 7
1.12
Corrosion Protection .......................................................................................................... 7
1.13
Valves .............................................................................................................................. 8
1.14
Hydrants ........................................................................................................................... 8
1.15
Air Valves ......................................................................................................................... 9
1.16
Thrust Restraint ................................................................................................................ 9
1.17
Chambers ......................................................................................................................... 9
1.18
Service Connections ......................................................................................................... 10
1.19
Utility Separation ............................................................................................................. 10
1.20
Alignment ....................................................................................................................... 11
1.21
Rights-Of-Way (R.O.W.) ................................................................................................... 11
1.22
Connection to Existing Watermains ................................................................................... 11
1.23
Reservoirs ....................................................................................................................... 12
1.24
Pump Stations ................................................................................................................. 15
1.25
Pressure Reducing Valve (PRV) Stations ............................................................................ 18
1.26
Testing and Disinfection ................................................................................................... 19
List of Tables
Table B1: Population/Hectares per Land Use
Table B2: Average Annual Daily Water Demands
Table B3: Minimum Fire Flow Requirements
Table B4: Water Pressure
Table B5: Minimum Pipe Diameter
Table B6: Air Valve Sizing
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1.0
WATER DISTRIBUTION
1.1
Water Distribution
Water distribution systems shall be designed in accordance with the requirements of this
bylaw, and shall be constructed in accordance with the appropriate American Water
Works Association (AWWA) standards. Drawings completed by a Professional Engineer
showing all works to be constructed shall be submitted to the Approving Officer for
approval prior to construction. No construction will be allowed prior to obtaining
approval from the Approving Officer.
The Owner shall submit an approved Water Works Construction Permit from the
Northern Health Authority (Public Health Authority) to the Approving Officer prior to
construction.
1.2
Per Capita Demand
To determine the required water demand for residential areas, use the following per
capita demands and population densities:
(ADD) Average Annual Daily Demand (A): 600 litres per capita per day (L/c/d)
(MDD) Maximum Day Demand (D):
1,200 litres per capita per day (L/c/d)
(PHD) Peak Hour Demand (H):
1,800 litres per capita per day (L/c/d)
Population densities:
Single Family = 3 persons/unit
Multi Family = 2 persons/unit
1.3
Non-Residential Demand
Commercial, industrial and institutional demands should be determined using specific
data related to the specific zoning designation of the property. In the absence of such
data, use the residential per capita demands as listed in Section 1.2 - Per Capita Demand
and the equivalent population values listed in Table B1 with the following factors:
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Average Daily Demand (A):
Values listed in Table B1
Max Daily Demand (D):
D = 2.0 x A
Peak Hour Demand (H):
H = 1.5 x D
Table B1: Population/Hectares per Land Use
Land Use
Equivalent Population/Hectare (gross)
Commercial:
90 people/ha
Institutional:
50 people/ha
Industrial:
90 people/ha
For identified commercial and institutional facilities, (A), the average annual daily water
demands shall be as per Table B2.
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Table B2: Average Annual Daily Water Demands
Facility
Unit
Typical Average Annual
Daily Water Demand
L/(person or unit)/d
Assembly hall
Seat
8
Automobile dealer/renter
Hectare
30,000
Automobile service station
Set of pumps
2,000
Car wash
Vehicle served
5,000
Bed and breakfast
Patron
150
Bowling alley
Lane
800
Camp: Children's, central toilet & bath
Person
180
Day, no meals
Person
50
Campground
Site
600
Curling club
Lane
8,500
Golf course
Hectare
1,500
Greenhouse
Hectare
27,000
Hospital
Bed
1,000
Hotel
Patron
300
Ice arena
Rink
85,000
Motel
Patron
500
Office
Employee
50
Picnic park, with flush toilets
Visitor
30
Restaurant: Conventional
Seat
150
24 hour
Seat
200
Tavern
Seat
80
School:
Day, with cafeteria or
lunchroom
Student
60
Day, with cafeteria &
showers
Student
70
Boarding
Student
400
Self-service laundry
Machine
2,000
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1.4
Fire Flows
Fire flows shall be determined in accordance with the requirements of the current edition
of "Water Supply for Public Fire Protection - A Guide to Recommended Practice",
published by Fire Underwriters Survey.
Fire flows are subject to minimum requirements as summarized in Table B3.
Table B3: Minimum Fire Flow Requirements
Developments (without sprinklers)
Minimum Fire Flow
Single Family Residential
60 L/s
Apartments, Townhouses, Duplex, Mobile Home Park
90 L/s
Commercial
150 L/s
Institutional
150 L/s
Industrial
225 L/s
1.5
Design Flows
Total design flows (Qdesign) are to be the greater of the following:
Qdesign = D+F
Maximum Day Demand for the population or equivalent
population plus the Fire Flow, or
Qdesign = H
Peak Hour Demand for the population or equivalent population
1.6
Water Pressure
Table B4: Water Pressure
Maximum allowable pressure
850 kPa (123.3 psi)
Minimum pressure at Peak Hour Demand (H)
300 kPa (43.5 psi)
Minimum pressure in system during design
Maximum Day and Fire Flow Demand (D+F)
150 kPa (21.8 psi)
Determination of pressure limits should include consideration of property elevations
relative to street level.
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1.7
Hydraulic Design
For hydraulic design, the following parameters are established:
Use a proven network analysis computer model based on the Hazen-Williams
formula:
Q =
CD2.63S0.54
Where: Q = Rate of flow in L/s
278780
D = Internal pipe diameter in mm
S = Slope of hydraulic grade line in m/m
C = Roughness coefficient = 130 for all pipes
The maximum allowable design velocity under fire flow conditions should be 4.0 m/s.
At Peak Hour Demand the maximum flow velocity should be 2.0 m/s.
1.8
Minimum Pipe Diameter
Table B5: Minimum Pipe Diameter
Distribution mains:
Residential
Commercial, Industrial
150 mm
200 mm
Fire hydrant connections:
150 mm
Residential service connections:
19 mm
Commercial service connections:
50 mm
Service with fire sprinklers:
50 mm*
*May be reduced if Professional Engineer through modeling confirms acceptability of a smaller service.
1.9
Dead Ends
Watermains shall be looped wherever possible. Where dead ends are unavoidable, and
where permitted by the Approving Officer, blow-offs or blow-downs shall be provided.
Blow-off and blow-down sizes are:
50 mm diameter for 150 mm diameter watermains
100 mm diameter for 200 mm diameter and larger watermains
Where proven practical, a hydrant may serve a secondary role as a blow-off.
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1.10
Minimum Depth of Cover
Depth of cover shall be determined as the distance from finished ground surface to top
of pipe. Watermains and services must be of sufficient depth to:
Prevent freezing
Clear other underground utilities
Provide mechanical protection from external loads
Clear other underground utilities
The minimum depth of cover is 3.0 metres.
The Owner shall provide special consideration for frost and mechanical protection in
cases where minimum depths cannot be attained, for example at bridge crossings and in
chambers.
The District may accept watermains with less than 3.0 meters cover providing that the
Owner's Professional Engineer has designed insulation adequate to prevent watermain
freezing.
1.11
Grade
Grades shall be straight lines between defined deflection points. Elevations shall be
recorded.
Where possible, the minimum grade of watermains shall be 0.1%. Grading shall be
designed to minimize the number of high points.
When the slope equals or exceeds 10%, the Owner shall provide anchorage, joint
restraints, trench dams and trench drainage. The Approving Officer may require a
geotechnical engineering report where appropriate.
1.12
Corrosion Protection
Each metal fitting shall be provided with corrosion protection as shown in the
Supplementary Detail Drawings. Metal fittings shall be epoxy coated and attached with a
7.7 kg magnesium anode. Anodes shall be embedded into trench wall, at pipe depth,
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with a minimum of 50 mm of native soil completely surrounding the anode. Anodes shall
be attached to fittings by fusing methods.
If epoxy coating is chipped, use touch up epoxy paint to repair the damage. Denso tape
shall not be used on bolts, fittings, or hydrant barrel unless gaps are smoothed out with
mastic to prevent any air or water from sitting in gaps.
1.13
Valves
In general, valves should be located as follows:
In intersections either in a cluster at the pipe intersection or at projected property
lines to avoid conflicts with curbs and sidewalks:
3 valves at "X" intersection
2 valves at "T" intersection
Not more than 200 m apart
Not more than 1 hydrant isolated
Not more than 20 service connections isolated
Gate valves are required on all mains up to 300 mm diameter. Mechanically assisted
groundhog butterfly valves may be installed in mains 350 mm and larger. On mains 600
mm and larger, valves may be one size smaller than the mains (with suitable reducers).
1.14
Hydrants
Fire hydrants shall be located, in general, at street intersections and as follows:
Not more than 180 m apart in single family residential zones and not or more than
90 m apart in higher density residential, industrial, commercial, and institutional
zones
In accordance with "Water Supply for Public Fire Protection - A Guide to
Recommended Practice" published by Fire Underwriters Survey
1.5 m back from property line
Minimum 1.0 m clear of any other utility structure
At property lines in mid-block locations
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Hydrant specifications shall be in accordance to the approved product list.
1.15
Air Valves
Combination air valves shall be installed at the summits of all mains 200 mm diameter
and larger, except as follows:
Where the difference in elevation between the summit and valley is less than 600
mm
Where it can be shown that air pockets will be carried by typical flows
Where active service connections are suitably located to dissipate entrapped air
Typical air valve sizes, subject to design analysis, are summarized in Table B6.
Table B6: Air Valve Sizing
Watermain Size
Valve Size
200 mm to 300 mm
25 mm
350 mm to 600 mm
50 mm
Larger than 600 mm
Special design
Air valves shall be vented to an appropriate above-grade location to eliminate any
potential for cross connection in a flooded or contaminated chamber.
1.16
Thrust Restraint
Concrete thrust blocking and/or adequate joint restraining devices shall be provided at
bends, tees, wyes, reducers, plugs, caps, valves, hydrants and blow-offs.
The restraint system shall take into account potential future excavations in the vicinity of
the watermain. Design calculations shall be based on fitting type, water and test
pressure and soil conditions.
1.17
Chambers
Chambers or manholes containing valves, blow-offs, meters, or other appurtenances
shall allow adequate room for maintenance, including headroom and side room. Access
openings shall be suitable for removing valves and equipment. The chamber shall be
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provided with a drain to storm sewer or ditch, complete with backflow prevention, to
prevent flooding of the chamber. Rock pits may be considered, subject to suitable soil
and groundwater conditions. A pumping system may be required for drainage.
Adequate venting shall be provided. The Approving Officer may require provision of
forced ventilation, lighting, heating and dehumidification. Access and ventilation details
shall comply with WCB requirements.
Insulation to prevent freezing shall be provided where necessary.
1.18
Service Connections
Service connections size shall be calculated on the basis of the designated land use
including sprinkler systems and/or on-site hydrants, where applicable. The minimum
sizes are listed in Table B5.
Each property shall have an independent service located at the centre of each lot;
duplexes shall have two services.
Each service shall have a shut-off located within 300mm of the property line within the
District right-of way.
Each property shall be serviced through a pressure reducing valve.
1.19
Utility Separation
Requirements for separation of sanitary/storm sewers from water mains are as follows,
unless otherwise indicated by the local public health authority:
Horizontal Separation: At least 3 m horizontal separation shall be maintained
between a water main and a sanitary/storm sewer.
In special circumstances, specifically in rock or where the soils are determined to be
impermeable, lesser separation than 3 m may be permitted provided that:
Approval has been granted by the Provincial Health Authority; or
Any potential conflicts are constructed in accordance to Provincial/Local Health
Authority Guidelines.
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Vertical Separation: Where a sanitary/storm sewer crosses a water main, the sewer
shall be below the water main with a minimum clearance of 0.45 m. Where clearance
is less than 0.45 m or the watermain crosses below the sanitary/storm sewer,
protective measures approved by the local public health authority must be applied.
Large diameter services must be separated 3 m horizontally from sewer services in
separate trenches. Small diameter services may be installed in a common trench.
1.20
Alignment
Except as noted in Section 1.21 - Right-Of-Way (R.O.W.), watermains shall have straight
alignments with uniform offsets between intersections.
Mains shall be located such that each property served has at least one side facing the
watermain.
Joint deflections and bending of mains are not permitted. Any required vertical or
horizontal alignment changes shall be made using appropriate bends or at fitting joints.
1.21
Rights-Of-Way (R.O.W.)
Right-of-way locations should be selected to avoid environmentally sensitive areas such
as watercourses, wetlands and wildlife migration corridors, and forested areas.
In all cases, the R.O.W. width shall be sufficient to permit an open excavation with side
slopes in accordance with the WorkSafe BC regulations, without impacting on, or
endangering, adjacent structures. The minimum R.O.W. width is 6.0 m.
Where required, water feeder mains should have the R.O.W. wide enough for future
twinning. The width of the R.O.W. should be the required separation between pipe
centerlines plus three (3) times the depth to the crown of the deeper watermain.
Where a utility is located within a R.O.W., and valves, valve chambers, manholes, or
other appurtenances which require maintenance are located within the R.O.W., road
access shall be provided from a public road. The maintenance access must be
sufficiently wide and structurally adequate to support the maintenance vehicles for which
the access is intended. Maximum allowable grade of the maintenance access is 12%.
1.22
Connection to Existing Watermains
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Connection to an existing watermain shall be undertaken by the Owner at the Owner's
expense under the supervision of District staff. The Owner shall provide no less than 48
hours notice to District staff of the intent to connect to an existing watermain.
At no time shall anybody or anyone other than District staff operate existing valves.
1.23
Reservoirs
Preliminary Design Requirement: Reservoir design shall include a preliminary design
report which is to be accepted by the Approving Officer before detailed design begins.
Preliminary design shall cover the following issues:
Selection of materials (concrete or steel)
Design standards
Volume
Shape
Number of cells
Geotechnical report on foundation conditions
Aesthetics Water Quality and reservoir piping
Capacity: Reservoirs shall be designed to suit the particular circumstances. Reservoir
capacity shall be calculated by the following formula:
Total Storage Volume = A + B + C
Where: A = Fire Storage (from Fire Underwriters Survey guide)
B = Equalization Storage (25% of Maximum Day Demand)
C = Emergency Storage (25% of A + B)
Subject to the results of a detailed engineering analysis, and approval of the Approving
Officer, the requirement for emergency storage (C) may be reduced or eliminated based
on consideration of the following:
Dependability of water source
Reliability of supply system
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Presence of more than one supply source
Whether the reservoir is part of a large system
Presence of other reservoir(s) in system
Availability of standby power
Structural Design Codes: Structures shall be designed in accordance with the latest
edition of the BC Building Code and as applicable the following specialty codes:
American Concrete Institute (ACI) 350/350R: Code Requirements for Environmental
Engineering Concrete Structures, and Commentary
Portland Cement Association (PCA): Circular Concrete Tanks Without Prestressing
ACI 350/350R: Seismic Design of Liquid Containing Concrete Structures, and
Commentary
American Waterworks Association (AWWA) D110: AWWA Standard for Wire and
Standard-Wound Circular Prestressed-Concrete Water Tanks
AWWA D115: AWWA Standard for Circular Prestressed Concrete Water Tanks with
Circumferential Tendons
AWWA D100: AWWA Standard for Welded Steel Tanks for Water Storage
AWWA D103: AWWA Standard for Factory-Coated Bolted Steel Tanks for Water
Storage
Design Features:
Seismic Loading: Design for the following:
Watertight structure and fully operational mechanical equipment, following a
475-year return period earthquake
Repairable damage and no uncontrolled release of water following a 2500-year
return period earthquake
Two cells, each containing one-half of total required volume and capable of being
drained and filled independently. A single cell reservoir may be considered under the
following circumstances:
Total volume less than 4500 m³
Alternative storage available (another reservoir in system)
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Alternative supply source available
Alternative storage or supply source scheduled to be available within five years
Overflow drain sized to handle the maximum design inflow
Separate inlet and outlet pipes, located and oriented to provide circulation within the
reservoir
Independent drain outlet at the bottom, with consideration given to discharge route,
capacity and any environmental concerns
Roof access hatch sized and located for safe and convenient access for personnel,
parts, temporary ventilation facilities and cleaning equipment into each cell
Hatches to include watertight aluminum, complete with hinges and related hardware,
drains, locks and intrusion alarms
Ventilation pipes or openings sized to handle appropriate intake and exhaust air
volumes for filling and draining the reservoir. Include security considerations, bird
and insect screens, and snow clearance
Reservoir floor to slope to drain sump in concrete structures and in steel structures
where possible. Drain as low as possible in steel reservoirs
Drain sump in concrete reservoirs to be minimum 1,000mm x 1,000mm x 400mm;
invert of drain pipe to be flush with sump floor; grating to be installed over sump
Stairways or stainless steel or aluminum interior wall ladder from roof access to floor.
All ladders and stairs must meet WCB regulations, including attachment points for fall
arrest equipment
Fall prevention railings
All pipework within the reservoir to be PVC, stainless steel, fiberglass, steel or ductile
iron coated to AWWA standards
All metal parts within the reservoir including bolts, nuts, screws, anchors, ladders,
etc. to be stainless steel
Pressure transducer or ultrasonic level controls for each cell
Sample lines for at least one sample per 1,000 m³ volume within each cell
Washdown connection in each cell, complete with backflow preventer and 65mm
diameter pipe
Convenient vehicle maintenance access conforming to minimum road grades as
indicated in Schedule E - Roads
Schedule B - Water Distribution
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Fencing, lighting, locks, ladder guards, alarms and other security facilities to
minimize vandalism and prevent water contamination
Site finishing to suit location and surrounding land uses
Valve Chamber: Reservoir piping is to incorporate a valve chamber with the following
design features:
Chamber to include all valves associated with the reservoir operation
Design in accordance with seismic codes noted in Schedule B Section 1.23 -
Reservoirs
Entrance at grade large enough to permit the safe removal of largest equipment
Space for safe and convenient operating and maintenance access to all valves,
piping, equipment and instruction
Interior and exterior of all steel piping to be coated to AWWA standards, or,
alternatively, use stainless steel. Steel pipe in contact with potable water to
use products that are NSF 61 certified
Floor drains and drainage system
Located above 200-year flood level or 1.0 m above highest recorded flood elevation
Additional features, which may be required subject to system operations details, include
the following:
Sampling ports for inlet, outlet and reservoir water
Flow measurement and recording
Heat, light and ventilation
PLC-controlled inlet valve and level monitoring and control system
Connection to SCADA system
Uninterruptible power supply (UPS) for control system
Chlorine residual analyzer for reservoir inlet and outlet if required by Northern Health
Authority or Approving Officer
Provision for re-chlorination facilities
1.24
Pump Stations
Schedule B - Water Distribution
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Preliminary Design: Pump station design shall include a preliminary design report
which is to be accepted by the Approving Officer before detailed design proceeds. The
preliminary design shall follow a 'systems-based' approach which addresses the
performance of the pump station and the supply and distribution network together.
Preliminary designs shall include the following issues:
Location
Capacity
Hydraulics (Pressure, NPSH, pump RPM, efficiencies)
Water hammer analysis and mitigative measures
Number and type of pumps
Preliminary piping layout
Type and appearance of structure
Foundation conditions
Maintenance requirements and access
Energy requirements
Sustainable energy supply:
Energy efficiency
Standby power
HVAC
Aesthetics
Noise
Controls and monitoring, including process and instrumentation drawing and control
narrative
Life cycle costs
Operations
Capacity: Pumping capacity shall be designed to suit the particular circumstances. In
general, capacity should meet maximum day demand with the largest pump out of
service and balancing storage on-line. If balancing storage is not on-line, pumping
capacity should meet peak hour demand with the largest pump out of service. Stand-by
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power should be provided to allow the greater of maximum day demand plus fire flow or
peak hour demand (D+F, or H) during a power outage.
Design Features:
Structure, piping and mechanical systems shall be designed in accordance with the
BC Building Code
Located above 200-year flood level or 1.0m above highest recorded flood elevation
Reinforced concrete, blockwork or brick construction designed to incorporate
aesthetic considerations and adequate insulation
Access doorways sized for safe and convenient removal and replacement of the
largest piece of equipment. Lifting hooks or rails with hoisting equipment should be
included as required
Adequate HVAC and lighting
Standby power, unless fire storage and balancing and/or emergency storage is
available without pumping
Electrical motors to be suitable for use with a Variable Frequency Drive (VFD)
Air relief discharge and pilot lines to be piped to floor drains
Housekeeping pads for Motor Control Centre (MCC)
Hydraulically operated or motorized pump control valves with isolation valves, unless
pumps have variable speed drives which control transient pressures
Totalizers
Spring return "silent" check valves
High pressure and surge relief valves or VFDs with isolation valves, if warranted by
system characteristics and transient analysis
Suction and discharge pressure gauges, with isolation valves, for each pump
Discharge pressure transducer for connection to SCADA
Mechanical pump seals
Water quality sampling ports
Interior and exterior of all steel piping to be coated to AWWA standards, or,
alternatively, use stainless steel. Steel pipe in contact with potable water to use
products that are NSF 61 certified
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Pump system to be PLC-controlled and connected to SCADA system. PLC to conform
to current District standard
120 V power outlet for small tools
Hour meters and ammeters for each pump
Power factor correction, if required by power company
Noise attenuation to suit the location and local authority standards
Equipment to be CSA approved and have minimum one-year guarantee on parts and
labour. All equipment must be tested prior to acceptance
Four copies of a comprehensive Operating and Maintenance Manual. Manual shall be
hard-backed bound documents with the name of the facility embossed on the cover.
Manuals shall contain a table of contents with each section identified by a plasticized,
labeled divider
1.25
Pressure Reducing Valve (PRV) Stations
Prior to commencing detailed design of a PRV, the Professional Engineer shall submit a
preliminary design report that addresses the design considerations of this bylaw.
Approval of the preliminary design report shall be obtained prior to the Professional
Engineer commencing detailed design.
Design Features:
Above ground building - minimum size: 3 m x 4 m x 2 m (inside dimensions)
Minimum 30 amp, 120 VAC service
Forced air ventilation, heat, and light
External kiosk and antenna
Sump drain to drainage system
Structure and piping in accordance with Chambers (Schedule B Section 1.17),
Reservoirs (Schedule B Section 1.23), and Pump Stations (Schedule B Section 1.24)
External bypass with closed valve
Parallel pressure reducing valves sized for peak hour and maximum day plus fire
flows
Isolating valves
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Air release valves
Off-street parking
Upstream and downstream pressure gauges
Water quality sampling ports
Landscaping plan
Interior and exterior of all steel piping to be coated to AWWA standards, or
alternatively use stainless steel. Steel pipe in contact with potable water to use
products that are NSF 61 certified. Forced air ventilation plus heat and light, shall be
provided subject to local authority review
Four copies of a comprehensive Operating and Maintenance Manual shall be provided
to the District. Manual shall be hardbacked bound documents with the name of the
facility embossed on the cover. Manuals shall contain a table of contents with each
section identified by a plasticized, labeled divider
PLC Controlled and connected to SCADA system
1.26
Testing and Disinfection
Testing and disinfection shall be done as per MMCD requirements and in accordance with
applicable AWWA standards.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
SCHEDULE B
WATER DISTRIBUTION
SCHEDULE C
SANITARY SEWER
Schedule C - Sanitary Sewer
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SCHEDULE C - SANITARY SEWER
1.0
Sanitary Sewer ............................................................................................................... 2
1.1
Sanitary Sewer .................................................................................................................. 2
1.2
Per Capita Flow ................................................................................................................. 2
1.3
Non-Residential Flows ........................................................................................................ 2
1.4
Peaking Factor .................................................................................................................. 4
1.5
Infiltration/Inflow .............................................................................................................. 4
1.6
Design Flow ...................................................................................................................... 4
1.7
Pipe Flow Formulas ............................................................................................................ 4
1.8
Flow Velocities .................................................................................................................. 5
1.9
Minimum Grades ............................................................................................................... 5
1.10
Minimum Pipe Diameter ..................................................................................................... 5
1.11
Alignment ......................................................................................................................... 6
1.12
Curved Sewers .................................................................................................................. 6
1.13
Manholes .......................................................................................................................... 6
1.14
Depth and Cover ............................................................................................................... 8
1.15
Right-Of-Way (R.O.W.) ...................................................................................................... 8
1.16
Utility Separation ............................................................................................................... 9
1.17
Service Connections ........................................................................................................... 9
1.18
Sewer Lift Stations ........................................................................................................... 11
1.19
Corrosion and Odour Criteria ............................................................................................ 16
1.20
Testing ........................................................................................................................... 16
List of Tables:
Table C1: Land Use Densities per Population
Table C2: Commercial and Industrial ADWF
Table C3: Pump Control Panel
Schedule C - Sanitary Sewer
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1.0
SANITARY SEWER
1.1
Sanitary Sewer
Sanitary sewer systems shall be designed in accordance with the requirements of this
bylaw.
All standards not specifically described in this Schedule shall be in accordance with good
practice and the appropriate standards or as directed by the Approving Officer. Detailed
design drawings showing all works to be constructed shall be submitted for approval
prior to construction.
1.2
Per Capita Flow
Sanitary sewer system design shall be based on an average daily dry weather flow
(ADWF) of 300 litres per day per capita (L/d/c). Population densities shall be as follows:
Single Family = 3 persons/unit
Multi Family = 2 persons/unit
1.3
Non-Residential Flows
Average dry weather flows (ADWF) for non-residential areas shall be based on specific
data related to the development or zoning. In the absence of such data, use the above
residential per capita flow and the equivalent population factors as summarized in Table
C1.
Table C1: Land Use Densities per Population
Land Use
Equivalent Population/Hectare (gross)
Commercial
120 people/ha
Institutional
200 people/ha
Industrial
200 people/ha
Special consideration shall be given to the design of the sanitary sewers for heavy users
of water or generators of sanitary sewage.
For identified commercial and institutional facilities, the ADWF shall be as per Table C2.
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Table C2: Commercial and Industrial ADWF
FACILITY
UNIT
TYPICAL ADWF
L/(person or
unit)/d
Assembly hall
Seat
8
Automobile dealer/renter
Hectare
30,000
Automobile service station
Set of pumps
2,000
Car wash
Vehicle served
5,000
Bed and breakfast
Patron
150
Bowling alley
Lane
800
Camp: Children's, central toilet and bath
Person
180
Day, no meals
Person
50
Campground
Site
600
Curling club
Lane
8,500
Hospital
Bed
1,000
Hotel
Patron
300
Motel
Patron
500
Office
Employee
50
Picnic park, with flush toilets
Visitor
30
Restaurant: Conventional
Seat
150
24 hour
Seat
200
Tavern
Seat
80
School:
Day, with cafeteria or lunchroom
Student
60
Day, with cafeteria and showers
Student
70
Boarding
Student
400
Self-service laundry
Machine
2000
Shopping centre
m²
0.10
Swimming pool, with toilet and shower
Patron
50
Theatre
Seat
15
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1.4
Peaking Factor
The peaking factor is the ratio of Peak Dry Weather Flow (PDWF) to the Average Dry
Weather Flow (ADWF). The peaking factor shall be calculated using the design
residential population and non-residential equivalent population, with the following
formula:
PF = __3.2___
Where:
PF = peaking factor
(P) 0.105
P = residential population plus non-residential
equivalent population in thousands
1.5
Infiltration/Inflow
Design flows shall include an Infiltration and Inflow (I/I) allowance at 0.17 L/s/ha
1.6
Design Flow
Design flow, Q (= Peak Wet Weather Flow (PWWF)) = population and equivalent x per
capita flow x peaking factor + infiltration/inflow allowance.
Q = PWWF = (P) x (ADWF) x (PF) + I/I
1.7
Pipe Flow Formulas
Gravity Sewers
Use Manning's formula:
Q = AR0.667 S0.5
n
Where:
Q = Design flow in m³/s
A = Cross sectional area in m²
R = Hydraulic radius (area/wetted perimeter) in m
S = Slope of hydraulic grade line in m/m
n = Roughness coefficient
→concrete = 0.013
→PVC = 0.011
Sewage Force Mains
Use Hazen-Williams formula:
Q = CD2.63S0.54
Where:
Q = Rate of flow in L/s
278780
D = Internal pipe dia. in mm
S = Slope of hydraulic grade line in m/m
C = Friction coefficient
→PVC or HDPE = 130
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1.8
Flow Velocities
Gravity Mains: The minimum full pipe velocity shall be 0.6 m/s. There is no
maximum velocity. However, consideration shall be given to scour problems and the
dynamic loading on manholes where flow exceeds 3.0 m/s. Anchoring shall be
incorporated where the grade(s) of the sewer are 15% or greater.
Force Mains: At the lowest pump delivery rate anticipated to occur at least once per
day, a minimum cleansing velocity of 1.0 m/s shall be maintained. Maximum velocity
should not exceed 3.5 m/s.
1.9
Minimum Grades
Gravity Mains: The grade of any sewer is governed by the minimum required full
pipe velocity of 0.6 m/s.
Forcemains: Forcemains shall be graded at a minimum of 0.5%. Grading shall be
designed to minimize high points. Provide air release valves at high points
1.10
Minimum Pipe Diameter
Gravity Mains:
For residential lands - 200 mm
For commercial and industrial - 250 mm
Terminal pipe section, upstream of the last intersection of mains, and where no
further extension is planned, shall be:
For residential lands - 150 mm at a minimum 1.0% grade
For commercial and industrial - 200 mm at a minimum 0.60% grade
Forcemains:
100 mm
Service Connection:
Single family residential - 100 mm
Duplex residential - One 100 mm service per side
Multi-family/commercial/institutional - Minimum 150 mm
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1.11
Alignment
Except as noted in Schedule C Section 1.12 - Curved Sewers, horizontal and vertical
alignments shall be straight lines between manholes.
1.12
Curved Sewers
Where permitted by the Approving Officer, horizontal curves may be formed using pipe
joint deflections as follows:
Minimum radius = 60 m
Constant radius throughout curve
Minimum design velocity = 0.9 m/s
Curvature limited to half of maximum curvature specified by pipe manufacturer
Deflection to be at pipe joints only, no bending of the sewermain will be allowed
Radius and curvature not less than 60 m
Curve locations to be recorded at ¼ points and midpoint
Constant offset from property line or road centerline
1.13
Manholes
Locations:
Manholes are required at:
Every change in grade
Every change in direction, except as permitted for curved sewers
Every change in pipe size
Downstream end of curved sewers
Every pipe intersection except for 100 mm and 150 mm service connections and
junctions with trunk sewers 900 mm and larger
120 m maximum spacing for all pipe sizes
Every future pipe intersection
Every terminal end (upstream end of every sewer main)
Temporary clean-outs may be provided at terminal section of a main provided
that:
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o
Future extension of the main is proposed or anticipated
o
The length of sewer to the downstream manhole does not exceed 45.0 m
o
The depth of the pipe does not exceed 2.0 m at the terminal point
o
Clean-outs are not to be considered a permanent structure
Sanitary manhole rim elevations outside of paved roadways shall be designed to
be:
o
Above the adjacent storm manhole rim elevation and
o
Above the surrounding ground so that infiltration from ponding will not occur
Hydraulic Details:
Crown elevations of inlet sewers shall not be lower than the crown elevation of
the outlet sewer
Minimum drop in invert elevations across manholes:
o
Straight run: 5 mm drop
o
Deflections up to 45°: 20 mm drop
o
Deflections 45° to 90°: 30 mm drop
The maximum deflection angle in a junction shall be 90°
Drop manhole and ramp structures shall be avoided where possible by
steepening inlet sewers. Where necessary, provide drop structures as follows:
Invert Difference
Structure
Up to 0.45 m
Inside Ramp
0.45 m to 0.90 m
Inside Drop
Greater than 0.90 m
Inside Drop
Force main discharges shall be directed into the receiving manhole outlet pipe.
Manhole benching shall be extended a minimum 200 mm above the force main
crown. If a manhole drop cannot be avoided, an inside drop structure is
required.
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1.14
Depth and Cover
Depth shall be defined as the distance from the finished ground surface to the top of
pipe. Sewers shall be of sufficient depth to:
Permit gravity sewer service to the basements of properties adjacent to the roadway
or sewer right-of-way
Prevent freezing
Meet the minimum depth requirements of 2.4 m
Clear other underground utilities
Prevent damage from surface loading
Allow for future extension of the sanitary sewer system to service upstream tributary
lands at ultimate development, as approved by the Approving Officer
Minimum cover on sewer connections at property lines shall be 2.4 m. Insulation of
sewer mains and services may be required at the discretion of the Approving Officer.
Maximum cover depth: 4.5 m, except under special circumstances and with permission of
Approving Officer.
1.15
Right-Of-Way (R.O.W.)
Right-of-way locations shall be selected to avoid environmentally sensitive areas such as
watercourses, wetlands and wildlife migration corridors and forested areas. Rear yard
sewers are discouraged and will only be allowed with appropriate easements, access and
the permission of the Approving Officer.
Where location of a municipal utility in a statutory right-of-way is permitted by the
Approving Officer, the minimum right-of-way width is 6.0 m.
In all cases, the width of rights-of-way shall be sufficient to permit an open excavation
with side slopes in accordance with the WorkSafe BC regulations, without impacting on,
or endangering, adjacent structures.
Where a utility is located within a right-of-way, and valves, valve chambers, manholes, or
other appurtenances which require maintenance are located within the right-of-way,
access from a public road shall be provided. The maintenance access shall be sufficiently
wide and structurally adequate to support the maintenance vehicles for which the access
is intended. Maximum allowable grade of the maintenance access is 12%.
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1.16
Utility Separation
Requirements for separation of sanitary sewers from water mains are as follows, unless
otherwise indicated by the local public health authority.
Horizontal Separation: At least 3 m horizontal separation shall be maintained
between a water main and a sanitary sewer.
In special circumstances, specifically in rock or where the soils are determined to be
impermeable, lesser separation than 3 m may be permitted provided that:
Approval has been granted by the Provincial Health Authority, or
Any potential conflicts are constructed in accordance to Provincial/Local Health
Authority Guidelines.
Vertical Separation: Where a sanitary sewer crosses a water main, the sewer shall be
below the water main with a minimum clearance of 0.45 m. Where clearance is less
than 0.45 m or the sewer main crosses above the water, protective measures
approved by the local public health authority must be applied.
Sewers in Common Trench:
Sanitary and storm sewers may be installed in a common trench, provided that the
design has taken into account:
Interference with service connections
Stability of the benched portion of the trench
Conflicts with manholes and appurtenances
The horizontal clearance between sewer pipes shall be no less than 1.0 m and the
horizontal clearance between manholes shall be no less than 0.3 m.
1.17
Service Connections
Unless otherwise permitted by the Approving Officer, connections are to serve all
plumbing by gravity. Building elevations should be established accordingly. Pumped
connections may be permitted if requested prior to sewer design and if appropriate
covenants are provided.
Service connections shall be provided to each lot fronting the main. Service connections
shall be installed perpendicular to the main, and in no case shall a service connection be
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placed so that it extends in front of any property other than the one being serviced
unless approved by the Approving Officer.
Each property is permitted only one service connection. In special circumstances, where
servicing of all buildings on existing industrial or commercial properties is not feasible,
two services may be allowed if permitted by the Approving Officer. Every legal lot and
each unit of a residential duplex shall be provided with a separate service connection.
Connections to new mains shall be made using standard wye fittings. Connections to
existing mains shall use wye saddles or, where permitted by the Approving Officer,
inserta-tees may be used. All services shall enter the main at a point just below the
springline.
The minimum grade from the main to the property line shall be 2.0% for 100 mm
services or 1% on 150 mm services.
Service connections may be permitted into manholes provided that:
The connection is not in an adverse direction to the flow in the sewer main
The connection enters the manhole so the service crown is no lower than the sewer
main crown
Manholes are required on service connections larger than 150 mm diameter.
For residential developments connections shall be located at the centre of each lot and as
noted on the Supplementary Detail Drawings.
The maximum length of any service connection is 30 m. Services exceeding 30 m in
length will be considered mains.
Schedule C - Sanitary Sewer
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1.18
Sewer Lift Stations
The use of lift stations shall be avoided where possible. Any proposed use of lift stations
shall receive prior approval from the Approving Officer. Prior to commencing detailed
design of a lift station, the Professional Engineer shall submit a pre-design report that
addresses the design considerations of this bylaw. Approval of the pre-design report
shall be obtained prior to the Professional Engineer commencing detailed design.
Preliminary Design Requirements:
System Layout:
Select location(s) to minimize long-term total number of lift
stations
Location:
Within right-of-way adjacent to road
Capacity:
Dependent upon the development and catchment area.
Designs must consider short, intermediate and long-term
future flows
Configuration:
Submersible duplex pump system unless otherwise approved
in advance
Other basic criteria include:
Construction dewatering requirements
Access for construction and maintenance
Aesthetics, noise, odour control and landscaping
Waterhammer and/or column separation prevention measures
Security against vandalism and theft
Flood elevations and station uplift design
Proximity of receiving sewers, water mains, and power supply
Minimizing energy requirements
Type of controls:
o
PLC compatible with the District's Control System
o
Ultrasonic and backup float controls
o
SCADA connection or capability
Standby power
Schedule C - Sanitary Sewer
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Sub-surface investigations must be undertaken prior to site approval
Convenience of operation and maintenance including service vehicle access
Safety for operators and public
Capital costs and operation and maintenance costs
Vehicle loads adjacent to and/or on station structure
Davit and lifting arms for pumps and fall arrests. Station to be complete with an
Uninterruptible Power Supply (UPS) to serve alarms and controls
Design Features:
Lift stations shall be designed with a minimum of two pumps, capable of handling
the maximum flow condition with any one pump off line.
Where the design flow exceeds the capacity of a single, commonly available pump,
use three or more pumps with capacities such that there is always one pump
available for standby.
Pump requirements:
Capable of passing solids up to 75 mm in size.
Explosion proof
Suitable for use with a variable speed drive
Easily removed for maintenance
Able to operate alternately and independently of each other
Able to meet maximum flow condition with one pump in failure mode
Sized so that each motor does not cycle more than six times in one hour under
worst case operating conditions or less as recommended by the pump
manufacturer
Motor over temperature and leak detection system
Ball type check valves or swing check with outside lever and weight required on each
pump discharge.
Gate valves required outside pump station on influent line and a plug valve for each
pump discharge line. The valves must be outside the station and be complete with
square operating nut, riser, rock guard and Nelson-type box.
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Provision(s) must be made for standby pumping from an external source. An
adaptor flange ("Kamlock") complete with a quick coupling and lockable cap will be
required. Minimum wet well size: 1.8 m diameter.
Wet well bottom to be benched to direct solids to pump suction. Wet wells to be
designed in accordance with the latest edition of the Hydraulic Institute Standards.
Pump station lids to be waterproof and provided with locks;
Covers may be either aluminum or fiberglass
Minimum 900 mm x 900 mm in size
Fasteners to be 316 stainless steel
Lids to be 200 mm to 300 mm above ground level
The hatch shall be located out of the roadway away from vehicular access
The hatch shall be protected from vehicular traffic with bollards
Station access shall be by aluminum ladder and include the following provisions:
Ladder to be located to avoid interference with removal and installation of pumps
Ladder to be provided with extension and lock at least 600 mm above station lid
Fiberglass grating platform to be provided above high water level for wet well
access
Access, ladder and platform to meet Worksafe BC standards
Access shall be located 0.6 m above 200-year flood level or 1.0 m above highest
recorded flood elevation. The following design provisions shall be incorporated:
Metal stations shall not be allowed.
Steel and fiberglass surfaces to receive minimum two coats of two-component
white epoxy enamel. Concrete stations to be designed to prevent sulphide
attack.
Auxiliary equipment and control panels to be housed in weatherproof kiosk
adjacent to station. Kiosk to be located not less than 2.0 m and no more than
4.0 m from station lid.
Kiosk to contain separate compartment for lift station ventilation fan.
Wet well ventilation shall be designed to address odour control, and confined
space entry to Worksafe BC Standard and NFPA Standard 820.
Schedule C - Sanitary Sewer
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Wiring in station and fan compartment to be explosion-proof, Class 1, Division 2.
Electrical design and installation subject to approval by Provincial Safety
Inspector.
Power and control cables to be continuous from within the lift station to within
the kiosk.
Levels to be controlled by ultrasonic level transmitter, plus emergency high and
low level floats.
Unless otherwise permitted by the Approving Officer, controls to be PLC based
and connected to SCADA system. Confirm the District's SCADA requirements
prior to detailed design.
Station to be complete with an Uninterruptible Power Supply (UPS) to serve
alarms and controls.
Control panel to include hour meter and ammeter for each pump.
110V outlet for hand tools.
Station to include magnetic flow meter with local display and connections to
SCADA.
Pump control panel to incorporate operator interface with indicator lamps, as
indicated in Table C3.
Schedule C - Sanitary Sewer
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Table C3: Pump Control Panel
Condition
Colour
Reset
Pump on, each pump
Green
Manual
Pump fail, each pump
Red
Manual
Pump motor overload, each pump
Red
Manual
Motor winding high temperature, each pump
Red
Manual
Moisture sensor, each pump
Red
Manual
Power failure
Red
Manual
High wet well level
Red
Manual
Condition
Colour
Reset
High intermediate wet well level
Red
Manual
Low wet well level
Red
Manual
All indicator lamps must be "push to test" type. Pump control panel to
incorporate operator interface (Panelmate or equivalent), and the panel must be
complete with a lamp text button.
Control kiosk to be designed to contain control and SCADA equipment on front
panel and power equipment on rear panel. Concrete base to be minimum 75mm
above finished grade.
Lift stations to include automatic generator sets for standby power in case of
power failure. Generator set enclosures to be weatherproof and to include noise
control. For small lift stations, emergency storage may be considered in place of
standby power. Emergency storage is to be based on 8 hours of average day
flows plus infiltration.
Noise levels for facilities must not exceed 65 dB at property line or 20m away
whichever is closer.
A 50 mm water connection with standpipe and cross-connection protection must
be provided on-site for cleaning purposes.
Area around station and related equipment or building is to be graded and
fenced. Size of area to be determined by maintenance requirements and
minimum 1.2 m clearance to structures with doors opened. Layout of structures
and gates is to provide for clearances for pump removal by hoist truck.
Design in accordance with appropriate seismic standards.
Schedule C - Sanitary Sewer
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Equipment to be CSA approved and have minimum one-year guarantee on parts
and labour. All equipment must be tested prior to acceptance.
Provide four copies of a comprehensive Operating and Maintenance Manual, in
hardback bound format with name of facility embossed on cover. Manuals shall
contain a table of contents with each section identified by a plasticized, labeled
divider.
1.19
Corrosion and Odour Criteria
Dissolved sulphide maximum limit at any point in the system is to be 0.5 mg/l
Odour Criteria:
At 10 m from any gravity main, force main, manhole and lift station or other
sewer facility (summer conditions, winds between 2-10 km/h), 1.0 odour units
Where sewer facilities are close to houses, parks or walkways, 0.0 odour units
Analysis for odour and sulphides may be required
1.20
Testing
Testing of installed pipes shall depend on the height of existing ground water and shall
consist of low pressure air testing and video inspection as outlined in the MMCD.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
SCHEDULE D
STORMWATER
Schedule D - Stormwater
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SCHEDULE D - STORMWATER
1.0
Stormwater Management ............................................................................................... 2
1.1
General ........................................................................................................................... 2
1.2
Stormwater Management ................................................................................................. 2
1.3
Integrated Stormwater Management Plan .......................................................................... 3
1.4
Minor and Major Systems ................................................................................................. 4
1.5
Runoff Analysis ................................................................................................................ 4
1.6
Design Frequencies .......................................................................................................... 6
1.7
Rational Method .............................................................................................................. 7
1.8
Computer Modelling Method ........................................................................................... 10
1.9
Minor System Design ..................................................................................................... 12
1.10
Major System Design ..................................................................................................... 20
1.11
Runoff Controls ............................................................................................................. 22
1.12
Environmental Protection ................................................................................................ 26
List of Tables:
Table D1: Drainage and Stormwater Return Frequencies
Table D2: Runoff Coefficients
Table D3: Inlet Times
Table D4: Common Impervious Fractions
Table D5: Critical Storm Events
Table D6: Permissible Depths for Submerged Objects
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1.0
STORMWATER MANAGEMENT
1.1
General
These standards are not intended to be a substitute for sound engineering knowledge
and experience. Drainage designs shall be prepared under the direction of a Professional
Engineer with the appropriate experience and knowledge.
These standards are intended to cover only minimum requirements. Drainage designs
shall conform to all pertinent District bylaws, regulations, guidelines and policies as well
as federal and provincial statutes and guidelines.
1.2
Stormwater Management
Stormwater management involves the planning and design necessary to avoid and/or
mitigate the negative hydrological impacts of land development or land use changes on
adjacent and downstream lands and watercourses. Adverse hydrological impacts include
such issues as increased runoff (peak stormwater flows and volume), erosion,
sedimentation, flooding, property damage and injury or loss of life, reduced surface
infiltration, reduced minimum groundwater levels and stream flows, water quality
deterioration and degradation of aquatic and wildlife habitats. Mitigation measures
include but are not limited to the following:
Appropriate sizing and routing of pipes and channels
Major flow path routing
Detention storage
Removal of sediment and other pollutants
Landscaping
Source control
Erosion protection
Groundwater infiltration
Subsurface disposal
Lot grading
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1.3
Integrated Stormwater Management Plan
An Integrated Stormwater Management Plan (ISMP) is required for any Subdivision or
Development larger than 0.4 ha (1 acre) and must be submitted for the full extents of
the Subdivision or Development and not by phase. The ISMP shall include the following:
Catchment plan for the subject site which includes all upstream lands that drain into
or through the site
Description of the existing and proposed land uses
Details indicating how the ISMP integrates with the District's drainage planning
Major contours at 1.0 m and minor contours at 0.2 m elevation intervals (existing
and proposed)
Alignment and limits of existing watercourses and wetlands located in existing and
proposed, or within 30 m of, the subject site, complete with environmental
classifications and/or fish presence information
Layout of existing and proposed drainage systems
Proposed point and method of stormwater discharge from the site (e.g., pipe
connection to the District's Community Drainage System, open discharge to ditch or
natural watercourse)
Existing and proposed major surface flow paths
Proposed site grading plan in accordance with Schedule H - Site Grading
Proposed source quality treatment systems, where required
Locations and sizes of proposed conveyance and other management facilities for
both minor and major systems
Proposed building elevations and their relationship to the 1:100 year major flow path
hydraulic grade line
Construction erosion and sediment control plan
Pre and post-development flows, with the impact mitigation measures
Downstream capacity for the system to which the subject site is proposed to
discharge
Pre-development flows for all areas draining to or through the subject site
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Subdivision or Developments less than 0.4 ha (1 acre) are required to submit a lot
grading plan to ensure proper routing of surface flow. Building locations and elevations
shall be checked relative to major surface flow paths.
1.4
Minor and Major Systems
Each drainage system consists of the components that relate to either major or minor
stormwater systems.
The minor system comprises of the following:
Minor conveyance system comprising the gutters, inlets, storm sewers, driveway
culverts, low flow channels and watercourses
Storage Facilities
Water Quality Treatment Systems
The major system comprises of the following:
Surface flow paths, roadways, storage facility overflows, and watercourses
Culverts, bridges, and other crossing structures
1.5
Runoff Analysis
Storm drainage systems shall be designed to accommodate the post-development flows
using the Rational Method or an approved hydrologic/hydraulic computer model. The
final hydraulic report shall be signed and sealed by a Professional Engineer.
For Subdivision or Developments where the total tributary area is 25 hectares or less, the
Rational Method may be used to compute the peak runoffs. An approved
hydrologic/hydraulic computer model shall be used for analyzing larger catchments and
for the design of all storage facilities.
Regardless of the analytical method being used, the tributary area used for the design of
the storm drainage system shall be consistent with the actual contours of the land.
It is the Professional Engineer's responsibility to confirm the extent of the drainage area
with the Approving Officer prior to final design.
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Schedule D - Stormwater
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1.6
Design Frequencies
In general, the design of stormwater management system components is required to
accommodate a number of variable stormwater runoff rates and volumes generated by
storms of certain recurrence intervals. Table D1 summarizes the return frequencies to
be used for the design of the drainage and stormwater management system
components.
Table D1: Drainage and Stormwater Return Frequencies
Drainage System
Component
Hydraulic Variables
Hydrologic Design Basis
Minor conveyance system
comprising the storm sewers,
driveway culverts, low flow
channels and watercourses.
Peak flow rate, flow depth,
duration of storm events
and base flow rates.
1:5 year design storm with winter
condition antecedent moisture condition.
Storage facility
Runoff volume, depth,
freeboard, peak inflow rate,
control discharge rate, time
to empty, base flow rates.
Storage capacity to reduce the post-
development flow rates to below their
respective pre-development levels of the
1:10 year event. This may be increased
to 1:100 year if inadequate downstream
major flow paths exist.
Major system comprising the
surface flow paths,
roadways, storage facility
overflows and watercourses
Peak flow rate, flow depth,
duration, storage outflow
and overflow rates, runoff
volumes, and velocity.
1:100 year design storm with winter
condition antecedent moisture condition.
Sufficient freeboard above the maximum
hydraulic grade line must be provided to
protect buildings.
Culverts, bridges, and other
crossing structures
Peak flow rates, depth and
freeboard, backwater
effect, fish passage.
1:100 year design storm and/or with safe
overflow to protect District infrastructure
and private property. 1:200 year for
natural streams with catchments
exceeding 10 sq. km or for structures
crossing arterial or collector roads.
Water Quality Treatment
Systems
Peak flow, base flow
Oil and grit separators required for
treatment of flows up to the 5 year post-
development peak rate for parking lots
and industrial properties.
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1.7
Rational Method
The Rational Method calculates the peak flow using the formula:
Q = RAIN
Where:
R = Runoff Coefficient
A = Drainage area in ha.
I = Rainfall intensity in mm/hr.
N = 0.00278
Q = Flow in m³/s
1.7.1 Runoff Coefficients
Zone designations selected for design purposes shall be based on the highest and best
use of the properties in the design catchment area based on the most current version of
the District's Zoning Bylaw. Future land designations, as defined in the District's Official
Community Plan (OCP), shall be used if such land use designations will result in a higher
runoff coefficient.
Table D2: Runoff Coefficients
Type of Area
Coefficient
1:5 year
1:100 year
Woodlot
0.10
0.20
Agricultural (cultivated)
0.10
0.15
Rural Residential
0.35
0.40
Single Family Residential
0.50
0.55
Low Density Multi-Family
Residential
0.60
0.65
Apartment
0.70
0.75
Commercial
0.80
0.85
Industrial
0.80
0.85
Institutional
0.75
0.80
Roofs or Pavement
0.95
1.00
Parks/Cemeteries
0.15
0.20
Natural Grass
0.10
0.15
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1.7.2 Time of Concentration
The time of concentration is the time required for runoff to flow from the most remote
part of the catchment area under consideration to the design node. For both urban and
rural areas, the time of concentration consists of 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):
Inlet times for various land use conditions are given to ensure uniformity in
runoff computations
Table D3: Inlet Times
Lot Type
Inlet time (minutes)
5 year
100 year
Single Family
15
10
Multi Family
10
5
Commercial/Industrial/Institutional
10
5
The inlet time in rural areas shall be calculated using the Airport Method:
Ti =
3.26(1.1 - C) L0.5
S0.33
Where:
Ti = inlet (minutes), minimum time = 15 minutes
C = runoff coefficient
L = travel distance (m), maximum length = 300 m
S = slope of travel path (%)
Travel Time (Tt)
The travel time in sewers, ditches, channels or watercourses shall be estimated
using the following formula:
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Tt =
Ct Ln
12 s 0.5
Ct
=
Concentration coefficient depending on the type of flow
=
0.5 for natural watercourses or ditches
=
1.4 for overland flow
=
0.5 for storm sewer flow
L
=
Length of watercourse, conduit or overland flow in metres,
along the drainage path from the furthest point in the basin to
the outlet.
n
=
Channel friction factor
=
0.050 for natural channels
=
0.030 for excavated ditches
=
0.016 for overland flow on smooth paving
=
0.400 for overland flow on natural areas
=
0.013 for concrete pipe
=
0.011 for PVC pipe
s
=
Basin slope in meter/meter
The above equation provides an approximate travel time which shall be corrected
with the actual time of flow calculated from the hydraulic properties of the
selected pipe/channel. A composite value for Tt shall be calculated in cases
where the type of flow along the longest path varies or the slope changes.
1.7.3 Rainfall Intensity
The Intensity-Duration-Frequency (IDF) curve established for Chetwynd is based on
rainfall records collected from the weather station at the Chetwynd Airport. See the
Supplementary Detail Drawing S17 for the IDF Curve.
Intensities corresponding to the 0.5, 1, 2, 6, 12, & 24 hour storms shall be calculated to
determine the design peak flow rate.
1.7.4 Mean Annual Rainfall (MAR)
Statistically, the Mean Annual Rainfall (MAR) is defined to be the 24 hour rainfall volume
with a return period of 2.33 years. For practical purposes, the 2 year 24 hour rainfall
volume is used as the MAR and is calculated to be 34.2 mm.
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1.7.5 Presentation of Rational Calculations
The Professional Engineer shall be required to tabulate the Rational Method calculations
for submission along with the appropriate plans and other relevant information.
1.8
Computer Modelling Method
1.8.1 Selection of Modelling Program
For basins larger than 25 hectares, hydrologic programs shall be used for runoff
analyses. Hydrologic/hydraulic programs shall also be used for the design of all
stormwater detention facilities. Software programs must be run with an EPA SWMM
engine.
1.8.2 Catchment Data
Data preparation for planning areas or proposed Subdivisions or Developments shall be
based on the best available information as per the District's Official Community Plan
(OCP), Zoning Bylaw, adjacent Subdivision or Development proposals and other pertinent
land use information.
The Professional Engineer shall determine both pre-development and post-development
flows with appropriate parameters chosen to be reflective of the type of soils, ground
cover and typical antecedent moisture condition (AMC) prevalent during the winter
season.
Where information is not specifically available through applicable documents, future
impervious fractions for common land uses, as shown in Table D4 shall be used for
analysis. These are intended as a guide only. In existing developed areas or where
more detailed information is available, the Professional Engineer shall verify that the
values shown are representative of the true conditions.
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Table D4: Common Impervious Fractions
Common Land Use
Total Impervious Fraction
Woodlot
0.05
Agricultural
0.10
Sub-Urban Residential
0.35
Single Family Residential
0.45
Low Density Multi-Family Residential
0.65
Apartment
0.75
Commercial
0.90
Industrial
0.90
Institutional
0.80
1.8.3 Storm Events
In order to determine the critical storm event for designing drainage works, analysis shall
be conducted using design storms with the appropriate return period and the durations
included in Table D5. Developing design flows for both existing and proposed conditions
are required.
Table D5: Critical Storm Events
Infrastructure
Component
Storm Return
Period
Storm Durations to Model
Minor conveyance
system
1:5 year
0.5, 1, 2, 6, 12, & 24 hour storms to
determine design peak flow rate
Major conveyance
system
1:100 year
0.5, 1, 2, 6, 12, & 24 hour storms to
determine design peak flow rate
Detention Storage
Facilities
1:10 year
1:100 year
(if necessary)
0.5, 1, 2, 6, 12, & 24 hour storms to
determine maximum storage volume
and peak overflow rate.
The storm duration which generates the highest peak runoff rate is not necessarily the
event which results in the largest storage volume requirement for peak flow attenuation.
The Professional Engineer shall review all design storm events and select the critical
design values for each component of the drainage system.
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1.8.4 Presentation of Modeling Results
To document the design rationale used to develop the hydrologic model and to
standardize the presentation of model results, the design reports shall include an
appropriate section which shall indicate the following:
Type and version of computer model used
Summary of all parameters and specific simulation assumptions used
Design storms with clear documentation and plotted
A summary of peak flows for each system component
Inflow and outflow hydrographs for storage facilities
A plan showing sub-catchment areas, watershed boundary (including upstream
catchments) and the drainage system
A plan identifying the specific land uses modeled for each development condition
analyzed
For detention ponds, stage-area and storage-discharge curves and the layout
(including sizing) of pond control devices
The functional layout and sizing of any flow control/diversion structure and the
tabular/graphical plots of inflow and outflow hydrographs
Tables summarizing the above described performance related parameters
1.9
Minor System Design
1.9.1 Level of Service
The minor drainage system consists of pipes and appurtenances sized to convey peak
runoff by gravity (non-surcharged) flow conditions for storms having the return period
specified in Schedule D - Table D1.
1.9.2 Pipe and Channel Capacity
Apply the Manning Formula under free flow (non-surcharged) condition. The Manning
Formula is:
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Q =
A R 0.667 S 0.5
n
Where:
Q = flow capacity (m/s)
A = cross sectional area (m²)
R = hydraulic radius (m)
S = slope of hydraulic grade line (m/m)
n = roughness coefficient
Pipes shall be designed to carry the required quantity when flowing ¾ full.
1.9.3 Flow Velocities
Minimum design velocity for pipes flowing full: 0.6 m/s.
Where steep grades result in pipe velocities exceeding 6 m/s, consider measures to
prevent pipe erosion and movement. Anchoring shall be incorporated where the grade(s)
of the sewer are 15% or greater.
Provide riprap bank protection and, if necessary, energy dissipation facilities in
accordance to Section 1.16.4 - Channel Erosion Protection.
1.9.4 Minimum Pipe Diameter
Storm Sewers
250 mm
Culverts:
Crossing Roads
600 mm
Crossing Driveways
450 mm
Catchbasin Leads
200 mm for single catchbasin
250 mm for double catchbasin
Downstream pipe sizes are not to be reduced unless the proposed downstream pipe is
600mm diameter or larger and increased grade provides adequate capacity. Detailed
hydraulic analysis is required. The maximum reduction is two pipe sizes.
1.9.5 Alignment
Horizontal and vertical alignments as straight lines between manholes are preferred.
Horizontal and vertical curves may be formed using pipe joint deflections as follows:
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Minimum radius = 60 m
Constant radius throughout curve
Minimum design velocity = 0.9 m/s
Curve locations to be recorded at ¼ points and midpoint
Radius and curvature not less than 60 m
Deflection to be at pipe joints only, no bending of the watermain will be allowed
Curvature limited to half of maximum curvature specified by pipe manufacturer
Constant offset from property line or road centerline
1.9.6 Manholes
Either precast or cast in place manholes are acceptable. Manholes are required at:
Every change in grade
Every change in direction, except as permitted for curved sewers
Every change in pipe size
Upstream and downstream end of curved sewers
Every pipe intersection
120 m maximum spacing for all main sizes
Every future pipe intersection
Upstream end of every sewer main
Hydraulic Details:
Crown elevations of inlet sewers shall not be lower than crown elevation of outlet
sewer
Minimum drop in invert elevations across manholes:
o
Straight run: 5 mm drop
o
Deflections up to 45 degrees: 20 mm drop
o
Deflections 45 to 90 degrees: 30 mm drop
Drop manhole and ramp structures shall generally be avoided by steepening inlet
sewers. Where necessary, provide drop structures as follows:
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Invert Difference
Structure
Up to 0.45m
Inside Ramp
0.45m to 0.90m
Outside Drop: 1 m outside
Greater than 0.90m
Outside Drop: 1 m outside
Hydraulic losses shall be calculated for manholes with significant changes in
alignment (>45º). For high velocity flows (>3m/s) or large pipes (>600 mm Ø),
detailed analysis is required. For low velocities and smaller pipes, use the
following formula:
HL = k
V2
Where:
HL = head loss (m)
2g
V = outlet flow velocity (m/s)
g = gravitational acceleration (9.81m/s2)
k = head loss coefficient (1.0 for channeled 90°
bends and tees, to 1.5 without channelized
benching)
1.9.7 Depth and Cover
Depth shall be defined as the distance from the finished ground surface to the top of the
pipe.
Unless otherwise permitted by the Approving Officer, sewers shall be of sufficient depth
to:
Meet the minimum depth of cover requirements of 2.5 m
Clear other underground utilities
Prevent damage from surface loading
Allow for future extension of the minor system to service upstream tributary lands at
ultimate development
1.9.8 Right-of-Way (R.O.W.)
Right-of-way locations shall be selected to avoid environmentally sensitive areas such as
watercourses, wetlands and wildlife migration corridors and forested areas. Rear yard
sewers are discouraged.
Where location of a municipal utility is in a statutory right-of-way the minimum right-of-
way width is 6.0 m. In all cases, the width of rights-of-way shall be sufficient to permit
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an open excavation with side slopes in accordance with the Worksafe BC regulations,
without impacting on or endangering adjacent structures. Where required, trunk and
interceptor sewers should have rights-of-way wide enough for future widening and/or
twinning.
Where a utility is located within a right-of-way, and valves, valve chambers, manholes, or
other appurtenances which require maintenance are located within the right-of-way,
provide road access from a public road. The maintenance access must be sufficiently
wide and structurally adequate to support the maintenance vehicles for which the access
is intended. Maximum allowable grade of the maintenance access is 12%.
1.9.9 Utility Separation
Requirements for separation of storm sewers from water mains are as follows, unless
otherwise indicated by the local public health authority.
Horizontal Separation: At least 3 m horizontal separation shall be maintained
between a water main and a storm sewer.
In special circumstances, specifically in rock or where the soils are determined to be
impermeable, lesser separation than 3 m may be permitted provided that:
Approval has been granted by the Provincial Health Authority, or
Any potential conflicts are constructed in accordance to Provincial/Local Health
Authority Guidelines.
Vertical Separation: Where a storm sewer crosses a water main, the sewer shall be
below the water main with a minimum clearance of 0.45 m. Where clearance is less
than 0.45 m or the sewer main crosses above the water, protective measures
approved by the local public health authority must be applied.
Sewers in Common Trench: Storm and sanitary sewers may be installed in a common
trench, provided that the design has taken into account:
Interference with service connections
Stability of the benched portion of the trench
Conflicts with manholes and appurtenances
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The horizontal clearance between sewer pipes shall be no less than 1.0 m and the
horizontal clearance between manholes shall be no less than 0.3 m.
1.9.10 Service Connections, Roof Drainage and Building Perimeter Foundation
Drainage
Direct storm connections from building roof drains or foundation drains are not
permitted. Roof drainage for all buildings shall be discharged to the ground and
dispersed via splash pads at the downspouts, provided that the site is graded away from
the building, or to an approved sub-surface soak-away system. Building perimeter
foundation drains shall drain by gravity to the surface if grades permit or into a sump
pump that discharges water onto the surface.
Roof leaders and foundations drains shall not discharge at the top of bank of a natural
watercourse or other open channel.
Under no circumstances shall a roof leader or building perimeter foundation drain be
connected to a sanitary sewer.
On site surface runoff collection systems, through the use of catchbasins or other inlet
devices, are permitted to connect to the storm system.
1.9.11 Catchbasin Spacing
Catchbasins are required at regular intervals along roadways, at intersections and at low
points.
Catchbasin spacing is to provide sufficient inlet capacity to collect the entire minor flow
or major flow, if required, into the pipe system.
The capacity of a single catchbasin (in sump conditions) can be calculated using the
orifice formula:
gh
kCA
Q
2
Where:
Q = inlet capacity (m3/s)
k = clogging factor (0.6)
C = orifice coefficient
A = open area (m²)
g = gravitational acceleration (9.81m/s2)
h = depth of ponding (m)
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Space catchbasins to drain maximum paved areas of:
500 m² on roads with grades up to 4%
400 m² on roads with grades greater than 4%
Other spacing requirements include:
Prevent overflows to driveways, boulevards, sidewalks and private property
Avoid interference with crosswalks
Catchbasin leads to discharge into manholes wherever possible. Connections to
mains require a wye fitting for new construction or approved saddle for connection to
existing mains.
Maximum lead length: 30 m
Minimum grade of catchbasin leads: 2.0%.
Lawn basins are required on boulevards and private properties where necessary to
prevent ponding or flooding of sidewalks, boulevards, driveways, buildings and yards.
Double catchbasins shall be provided at all vertical points of intersections on road sag
curves.
1.9.12 Pipe Joints
Use watertight joints except where storm sewers are part of a subsurface disposal
system.
1.9.13 Tie In Procedures
Connection to the District's existing storm infrastructure must be undertaken by the
Owner at the Owner's expense.
1.9.14 Culverts
Driveway culverts that form part of the minor system shall have capacity for the runoff
from the 1:5 year storm. The Professional Engineer shall determine whether the culvert
will operate under the inlet or outlet control at design conditions.
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The minimum depth of cover for a culvert shall be 0.3 m, subject to the correct pipe
loading criteria.
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1.10
Major System Design
1.10.1 Surface Flow Routing
All surface flows shall have specially designed routes that are preserved and protected by
easements or right-of-ways and are accessible for maintenance. Design criteria include:
In accordance to Schedule D Section 1.6 - Design Frequencies
One lane, or a 3.5 m width at the crown of each arterial road, is to be free from
flooding
Where a road is used as a major flow path, the road grades are to be designed to
accommodate and control the flow at intersections and driveways
Overflow routes are required at all sags and low points in roads and other surface
flow routes
Major flood routes are required at down-slope cul-de-sacs
Maximum flow depths on roadways are subject to the design velocities as per Table
D6.
Table D6: Permissible Depths for Submerged Objects
Water Velocity (m/s)
Permissible Depth (m)
0.5
0.80
1.0
0.32
2.0
0.21
3.0
0.09
1.10.2 Surface Flow Capacity
Flow capacity of road surfaces and swales shall be calculated using the Manning formula,
which is presented in Schedule D Section 1.9.2 - Pipe and Channel Capacity. Typical
values of the Manning Roughness Coefficient "n" are:
0.018 for paved roadways
0.030 for grassed boulevards and swales
0.040 to 0.10 for irregular or treed channels
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1.10.3 Site Grading
The establishment of a site grading plan is one of the principal means for establishing a
critical component of the major drainage system. A detailed site grading plan is required
to be developed in accordance with Schedule H - Site Grading. All lots are to be graded
to include provision of protection against surface flooding and property damage for the
1:100 year return frequency design storm. Through control of surface elevations,
designs should be such that maximum flow or ponding surface elevations are 300 mm
below the lowest anticipated finished ground elevations at buildings.
1.10.4 Piped System
The minor drainage system may be enlarged or supplemented to accommodate major
flows. Design considerations include:
Provision of adequate inlets to accommodate major flows
The requirement for surface overflow routes at potential surface ponding locations
Design in accordance with minor drainage system guidelines
Adequate capacity of the existing downstream storm sewer
Culverts located in watercourses or culverts crossing roads shall be designed for the
1:100 year event
1.10.5 Inlet and Outlet Structures
Provide inlet and outlet structures for all road culverts. Pipes larger than 1,200 mm in
diameter, and non-circular culverts require specially designed inlet and outlet structures.
Outlets may require rip rap protection and/or energy dissipating structures for erosion
control. The Professional Engineer shall apply Best Management Practices to reduce
erosion at all inlet/outlet structures.
Ditch inlets to storm sewers shall include sedimentation basins, safety grillage and
hinged trash racks and for all pipes that are 450 mm and larger.
1.10.6 Ditches
Ditches shall only be provided if in accordance with the applicable road classification and
design standards.
Ditches adjacent to roads shall conform to the following criteria:
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Maximum depth
1.0 m
Minimum bottom width
0.5 m
Maximum side slope
2.0(H):1(V) Confirmed by Owner's
Geotechnical Professional Engineer
Minimum grade
0.5%
Maximum velocity (Unlined ditch)
Determined such that ditch materials do not
become erodible
The minimum right-of-way width for a ditch through private property shall be 5 m or the
width of the ditch plus 3 m, whichever is greater. The ditch shall be offset in the right-
of-way to permit a 3 m wide access for maintenance vehicles. Additional right-of-way
may be required to facilitate ditch construction and access. The top of the ditch shall be
a minimum 0.5 m from any property line.
1.11
Runoff Controls
1.11.1 Stormwater Storage Facilities
Stormwater detention shall be provided in accordance with the criteria herein:
Capacity Requirements:
The storage capacity requirement shall be determined by evaluating the performance
under a number of storm events as listed in Table D1. Sufficient live storage
capacity shall be provided as follows:
The storage facility shall be sized to such that post-development flows are equal
to pre-development flows.
Storm events exceeding the 1:10 year level are generally considered an overflow
condition and part of the major system. The facility shall be designed to permit
the controlled overflow release of flows up to the peak 1:100 year level to an
approved major flow path. If a sufficient major flow path does not exist, or if
the proposed release rate will increase the risk of downstream impacts to an
unacceptable level, then storage may be required to ensure that the post-
development 1:100 year flows do not exceed the 1:100 year pre-development
levels or other erosion control measures may be required
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The performance of the storage facility shall be evaluated under the selection of
storm events listed in Table D5. The facility shall be sized and designed for the
criteria which results in the largest storage volume. Storage facilities shall be
designed and evaluated using an approved modelling program as discussed in
Schedule D Section 1.7 - Rational Method. This criteria is applicable to all service
areas 0.4 hectares or greater.
Small Lot Criteria:
For service areas smaller than 0.4 hectares, the requirement for a detailed analysis
of the storage facility is not required.
1:100 year flows and volumes are to be determined by the Professional Engineer as
required to suit downstream conditions
Control Structures:
The release rate from detention facilities shall be regulated using a control structure.
The outlet control for storage facilities shall be designed using standard orifice or
weir equations.
Storage facility shall include provisions for discharge rates greater than the design
release rate. Designs must also provide means for rapid drawdown, such as an
emergency drain.
Design of inlet/outlet structures shall consider flow energy dissipation and erosion
control. Safety railings are required over all inlet/outlet openings larger than 450
mm in diameter. Locks for access hatches are required to prevent unauthorized
entrance to the structure.
Emergency Overflow:
Whether the facility is sized to control the 1:100 year event or not, an emergency
overflow with the capacity for the peak 1:100 year flow rate shall be provided for all
storage facilities. The overflow surface shall be finished with erosion resistant
material such as concrete, asphalt, paving stone, or an approved equivalent. The
design of the spillway and/or overflow shall consider the possibility of blockages in
the outlet structure. The overflow shall provide safe discharge to an accepted major
flow path. If the stormwater storage facility is an underground storage facility,
overflow piping shall be installed and shall have the capacity to safely convey the 100
year event.
Operation and Maintenance Requirements:
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A minimum 4 m wide all-weather vehicle access shall be constructed from a public
road right-of-way to the control structure and other works requiring maintenance.
The maximum grade on the access shall be 12%. A maintenance access of the same
type shall also be provided to a sediment sump or forebay at the inlet end of an open
pond.
For facilities servicing multiple lots, and where the District agrees to assume
responsibility for operation and maintenance of the facility, six copies of the
operation and maintenance manual shall be provided when the facility is completed
and prior to the District assuming ownership. The manual shall include:
Record drawings of the constructed facility
Brief description of the facility operation including design flows, design depths,
and schematic diagrams of the inlet and outlet structures, connections, controls,
valves, bypasses, overflows, etc
List of manufacturer's operation, service and repair instructions and parts lists
(where applicable)
Stage-storage-discharge relationship of all controls
General maintenance requirements and emergency procedures
Public Safety and Signage:
All above ground storage facilities shall be designed to maximize public safety.
Interior side slopes shall be 4:1 within the limits of the live storage volume. Side
slopes above the live storage zone may be a maximum of 3:1. The design of storage
facilities shall include adequate provisions for installation of standard signage to warn
of anticipated water level fluctuations, with demarcation of the expected maximum
water levels for design conditions.
Performance Monitoring:
Prior to final approval of all stormwater detention facilities, the Owner shall prepare
and submit to the District a written monitoring program to be conducted by the
Owner for a period of 12 months following construction. Monitoring results are to be
submitted to the District on a monthly basis for review. Adjustments to the control
device shall be required as necessary prior to the expiry of the 1-year warranty
period.
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1.11.2 Erosion and Sediment Control for Construction
An erosion and sediment control plan shall be provided by the Owner's Engineer prior to
construction. The purpose of this plan is to prevent the release of silt, raw concrete,
concrete leachate and other deleterious substances into any ditch, storm sewer,
watercourse or ravine. Construction materials, excavation wastes, overburden soils, or
other deleterious substances shall be disposed of or placed in such a manner as to
prevent their entry into any watercourse, ravine, Community Drainage System, or
restrictive covenant area.
All siltation control devices shall be situated to allow for ready access for cleaning and
maintenance. Siltation control structures shall be maintained throughout the course of
construction and to the end of the maintenance period (final acceptance). Changes in
the design of the structure shall be required if the proposed structure is found to perform
inadequately.
At minimum, the control plan shall provide the following:
Section I: Narrative:
Project description: A brief description of the nature and purpose of the land-
disturbing activity and the amount of grading involved
Existing site conditions: A description of the existing topography, vegetation, and
drainage
Adjacent areas: A description of neighbouring areas, such as streams, lakes,
residential areas, and roads that might be affected by the land disturbance
Soils: A brief description of the soils on the site including erodibility and particle
size distribution (texture)
Critical areas: A description of areas within the developed site that have potential
for serious erosion or sediment problems
Erosion and sediment control measures: A description of the methods that will be
used to control erosion and sediment on the site including, temporary erosion
control and temporary sediment control measures
Permanent stabilization: A brief description of how the site will be stabilized after
construction is completed
Maintenance: A schedule of regular inspections and repairs of erosion and
sediment control structures, and the person responsible for maintenance
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Section II: Details:
Detailed drawings: Enlarged dimensioned drawings of key facilities such as
sediment basin risers, energy dissipaters, waterway cross-sections, and sediment
barriers
Seeding and mulching specifications: Seeding dates, seeding, fertilizing, and
mulching rates, and application procedures
Maintenance program: Inspection schedules, spare materials needed, stockpile
locations, and instructions for sediment removal and disposal and for repair of
damaged structures
Section III: Calculations:
Calculations and assumptions: Data for design storm used to size pipes and
channels and sediment basins and traps (e.g., 5-year, 6-hour storm = 75 mm;
intensity peak = 60 mm/hr), design particle size for sediment trap efficiencies,
basin discharge rates, size and strength characteristics for filter fabric, wire
mesh, fence posts, etc. and other calculations necessary to support drainage,
erosion, and sediment control systems
Attachments: The erosion control plan shall be accompanied by a grading plan
1.12
Environmental Protection
1.12.1 Water Quality Protection
Oil and grit separators must be installed for all storm connections from industrial parcels
and in all parking lots. The separators shall be sized to treat peak runoff flows from a 5-
year rain event.
1.12.2 Slope Stabilization
The implementation of stormwater management measures, combined with controls on
land development adjacent to watercourses, is intended to minimize the impact on the
receiving watercourses.
Setbacks:
Disturbance too close to a slope bank can destabilize the bank material and
contribute to bank failures. In addition to the environmental restrictions to working
within the streamside protection area of a natural watercourse, no disruption to the
native ground is permitted within a setback zone established by a 4:1 slope
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measured from the bottom of the slope. Detailed site investigations by a qualified
Geotechnical Professional Engineer are required prior to the approval of any
Subdivision or Development of disturbance within this setback zone.
Retention of Bank Vegetation:
Existing vegetation along stream channel banks and within the established riparian
setback shall be retained, and the disposal of debris within this setback is prohibited.
The working limits for the protection of the riparian setback must be clearly identified
and flagged or fenced for the duration of construction.
Storm Outfalls:
The number of storm outfalls into natural watercourses shall be minimized. All storm
drains from private properties must connect to a Community Drainage System.
Individual drains to natural watercourses are not permitted.
1.12.3 Channel Erosion Protection
Bank protection shall be constructed along existing and new open watercourses to
provide adequate erosion protection in the form of bank armouring, soil stabilization,
flow deflection and other methods applicable for the specific site conditions
It is noted that any proposed works within the streamside protection area of an existing
watercourse falls under the jurisdiction of the Provincial or Federal governments, and as
such, shall be subject to their approval.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
SCHEDULE B
WATER DISTRIBUTION
SCHEDULE C
SANITARY SEWER
SCHEDULE D
STORMWATER
SCHEDULE E
ROADS
Schedule E - Roads
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SCHEDULE E - ROADS
1.0
ROADS ............................................................................................................................ 2
1.1
General ............................................................................................................................. 2
1.2
Road Classification ............................................................................................................. 2
1.3
Road Cross-Section Details ................................................................................................. 3
1.4
Road Design Criteria .......................................................................................................... 4
1.5
Vertical Alignment ............................................................................................................. 4
1.6
Horizontal Alignment .......................................................................................................... 5
1.7
Cul-de-Sacs ....................................................................................................................... 6
1.8
Intersections ..................................................................................................................... 6
1.9
Sidewalks, Walkways, Multi-Use Pathways, Bicycle Facilities and Wheelchair Ramps ................ 7
1.10
Curb Returns ..................................................................................................................... 7
1.11
Curb and Gutter ................................................................................................................ 8
1.12
Driveways/Crossovers ........................................................................................................ 8
1.13
Regulatory and Information Signs ....................................................................................... 9
1.14
Appurtenances .................................................................................................................. 9
1.15
Pavement Structure ......................................................................................................... 10
List of Tables
Table E1: Roadway Cross Section Details
Table E2: Road Design Criteria
Table E3: K Values
Table E4: Curb Returns
Table E5: Corner Clearance
Table E6: Driveway Widths
Table E7: Vertical Clearances
Table E8: Equivalent Single Axel Loads
Table E9: Minimum Pavement Structures
Schedule E - Roads
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1.0
ROADS
1.1
General
The Approving Officer will consider the sufficiency and suitability of the proposed road
system, the arrangement, width, grade and location of all roads in relation to existing
and planned roads, to topographic features, to public convenience and safety, and to the
proposed uses of the land to be served by such roads.
The arrangement of roads in a Subdivision or Development shall either:
provide for the continuation or appropriate projection of existing roads in
surrounding areas; or
where topographic or other conditions make continuation or projection of existing
roads impractical, provide an adequate and suitable roadway system having regard
to the uses of the land to be served.
The dimensions, locations and standard of all roads in a proposed Subdivision or
Development shall conform substantially to the Official Community Plan.
The design parameters of all roads within the District shall be in accordance with the
Transportation Association of Canada's (TAC) most current edition of "Geometric Guide
for Canadian Roads."
Local residential roads shall be aligned so that their use by through traffic will be
discouraged.
1.2
Road Classification
The existing roadway classifications within the District are described as follows:
Arterial Roadway - An arterial road has the primary function of carrying through
traffic from one area to another with as little interference as possible from adjacent
land uses. An arterial road may provide direct access to properties as a secondary
function when alternate access is not available; however, this secondary function is
discouraged
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Collector Roadway - A collector road has the primary function of distributing
traffic between arterial, other collector and local roads within an area. A collector
road may also provide direct access to properties
Local Roadway - A local road has the primary function of providing direct access to
properties. Local roads normally connect to other local roads or to collector roads
Some roadway classifications have been further divided into urban and rural
classifications within this bylaw. Other road network components include:
Walkways and Pathways - Walkways and pathways are paths which follow routes
independent from motor vehicle roadways, sidewalks and bike lanes.
1.3
Road Cross-Section Details
The standard roadway cross-sections shall be as shown in the Supplementary Detail
Drawings and detailed in Table E1.
The standard road cross-sections detailed in Table E1 and the Supplementary Detail
Drawings shall apply to all roadways within the District. Where ambient conditions,
(standards in existing and substantially "built-up" areas, steep topography, etc.) are not
amenable to accommodate the required roadway standards a variance to these
standards may be considered by the Approving Officer.
Table E1: Roadway Cross-section Details
Facility
Classification
Right-
of-Way
(metres)
Road
Width
(metres)
Lane
Width
(metres)
Parking
Shoulder
Curb
Type
Sidewalks
(metres)
Bicycle
Facilities
WALKWAYS AND PATHWAYS
Asphalt Walkway
5.0
2.4
N/A
N/A
N/A
N/A
N/A
N/A
LOCAL ROADWAYS
Urban
20.0
10.0
2 - 5
Allowed
N/A
Barrier
1.5 one side
Shared
Asphalt
Cul-de-Sac
(Urban)
20.0
Radius
14.5
Radius
N/A
Allowed
N/A
Barrier
1.5 one side
Shared
Asphalt
COLLECTOR ROADWAYS
Urban
20.0
11.0
2 - 5.5
Allowed
N/A
Barrier
Curb
1.5 one side
Shared
Asphalt
Industrial
25.0
11.0
2 - 5.5
N/A
1.3 Gravel
N/A
N/A
N/A
ARTERIAL ROADWAYS
Arterial
25.0
12.2
3.6
N/A
2.5 Paved
N/A
N/A
N/A
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Where roadway cuts or fill sections extend beyond the right-of-way widths noted in
Table E1, the right-of way shall be widened accordingly.
All rock cuts, escarpments or retaining structures greater than 1m high shall be equipped
with protective railings or fencing.
1.4
Road Design Criteria
All road classifications and designations for vertical and horizontal alignment elements
shall be designed utilizing the designated design speeds contained in Table E2, and in
compliance with the most current edition of the Transportation Association of Canada -
Geometric Design Guide for Canadian Roads. Road design criteria to be referenced from
this document include superelevation, centreline radius, maximum grade, vertical
curvature and sight distance.
Table E2: Road Design Criteria
Facility
Classification
Design Speed
(km/h)
Maximum Grade
Desirable (%)
Absolute (%)
Asphalt Walkway
N/A
10
15
Local Roadway
50
6
12
Collector Roadway
70
6
8
Arterial Roadway
70
5
8
1.5
Vertical Alignment
The following shall be considered when establishing the vertical alignment of a roadway:
The vertical alignment of roads must be set so the grades of the driveway to
adjacent properties will conform to the Supplementary Detail Drawings.
The draining grade around the outside curb of a cul-de-sac shall not be less than
0.5% and not greater than 5.0%. Longitudinal gradients of cul-de-sac bulbs shall
not exceed 5.0%
When a cul-de-sac is at the bottom of a hill, the longitudinal gradient of the first 50
m of roadway uphill from the cul-de-sac bulb shall not exceed 5.0%. The maximum
longitudinal gradient for the rest of the hill shall not exceed 8.0%
When a cul-de-sac is at the top of a hill, the longitudinal gradient for the roadway
downhill from the cul-de-sac shall not exceed 12.0%
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All changes in gradient over 1.0% on arterial and collector roads and over 2.0% on
all other road classifications shall be connected by vertical curves
Standard cross slopes (normal crown) shall be 2% on all road classifications. Design
road elevations shall give due consideration to flood proofing requirements of
adjacent properties. Full road crossfall (reverse crown) may be considered in special
circumstances, as a means of more closely matching property grade on either side of
the roadway
The length of a transition from a normal cross-sectioned road to a section of road
where there is super-elevation or crossfall must, in no case, be less than 70 m for a
50 km/h designed road. In selecting the length of the transition, care and
consideration shall be given to draining all of the pavement. Typically, if no
horizontal spiral curve is used, 60% of the super-elevation is introduced prior to the
beginning of the curve, and the balance is developed in the curve
Gutter elevations on curb returns and cul-de-sacs shall be shown on the drawings at
the beginning, one-quarter points and end of curb returns and at 7.5 m intervals
around cul-de-sacs
1.6
Horizontal Alignment
The following shall be considered when establishing the horizontal alignment of a
roadway:
The horizontal centreline alignment of the road shall be in accordance to the
Supplementary Detail Drawings.
Typical locations of works and utilities in Roads are shown on the Supplementary
Detail Drawings.
Centreline chainage stations shall be fully referenced and dimensioned from property
lines.
Horizontal curves shall be fully described showing internal angle, radius, tangent
length and arc.
If reversed curves are required in a roadway alignment they shall be separated by
means of tangents of sufficient length
Where angular deflections occur in a roadway alignment, the angle shall be replaced
by a curve of suitable radius
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1.7
Cul-de-Sacs
Cul-de-sac bulbs shall be used to terminate "no exit" roads. The following shall apply:
A maximum cul-de-sac length of 250 m is allowed, unless a secondary emergency
vehicle access is provided at least halfway to the end of the cul-de-sac, in which case
the length specification is not prescribed.
Cul-de-sac roads, designed to be permanent, shall be provided at the closed end
with an area designed to permit safe and adequate space for the turning of motor
vehicles. The end treatment shall be a cul-de-sac bulb.
1.8
Intersections
90º intersections are preferred by the District. The Owner's Professional Engineer shall
make all reasonable effort to design to 90º intersections where possible.
Intersections that cannot conform to a 90º angle may be designed and located within the
range of angles between 70º and 110º at the discretion of the Approving Officer.
The minimum spacing between intersections shall be designed as per TAC standards.
Local Street Intersecting Arterials - Intersecting local streets shall have a minimum width
of 11 m for a distance of 20 m from the end of the curb return of the major street.
Thereafter the road shall taper at 30:1 to the design width of the local street.
In the design of all street intersections, including those with lanes and walkways, the
Professional Engineer shall give consideration to providing adequate decision sight and
stopping distances for conflicting traffic streams involving pedestrians, bicycles and/or
vehicles.
Line of sight at stop signs shall consider all landscaping and utility installations.
Vertical Curvature at Intersections - Providing the minor intersecting street is subjected
to a "Stop" condition, the following K values, indicated in Table E3 may be used for the
minor street.
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Table E3: K Values
Classification
Crest
Sag
Minimum
Preferred
Minimum
Preferred
Collector
4
6
4
6
Local
2
4
2
4
1.9
Sidewalks, Walkways, Multi-Use Pathways, Bicycle Facilities and Wheelchair
Ramps
Concrete sidewalks shall be provided on roads in or adjacent to Subdivisions or
Developments in accordance with Table E1 and the Supplementary Detail Drawings.
The maximum grade for sidewalks shall not exceed the maximum road grades.
Asphalt walkways shall be provided for access through Subdivisions or Developments to
schools, playgrounds, shopping centres, transit, and other community facilities.
Fencing shall be provided for walkways located between lots.
The maximum grade for walkways shall not exceed 15%. Where walkways would
otherwise exceed 15%, concrete stairs shall be installed. Prior to the authorization of
concrete stairs, alternate walk routes shall be submitted for District review and approval.
Only where other acceptable walk routes are not available will the installation of stairs be
considered.
Walkways shall be designed as per the Supplementary Detail Drawings.
Wheelchair ramps shall be provided at all intersection curb returns as an integral part of
the sidewalk or to link walkways and crosswalks. Design at the midpoint of the curb
return.
Bicycle facilities shall be designed in accordance with the Transportation Association of
Canada Geometric Design Guide.
1.10
Curb Returns
The minimum radius of curb return at intersections shall meet the requirements listed in
Table E4. Curb returns located on roads within industrial and commercial areas may
require a larger radius to facilitate truck and/or bus traffic.
Schedule E - Roads
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Table E4: Curb Returns
Roadway Classification
Curb Return Radii
Arterial
11 m
Collector
11 m
Local
9 m
When a new road with curbs intersects an existing road without curbs, full curb returns
shall be constructed.
1.11
Curb and Gutter
Curb and gutters shall be provided as specified in Table E1 and the Supplementary
Detail Drawings.
Minimum gutter grade shall be 0.5% for all street classifications.
1.12
Driveways/Crossovers
Each property shall only have one driveway access per road frontage, unless there is a
demonstrated need and approval is obtained from the Approving Officer. Where a lot
abuts a lane or road of different classification, the driveway shall be located to access the
lane or road of the lower classification.
Driveway letdowns shall be provided for each lot. At the discretion of the Approving
Officer, access to large parking areas shall be by curb returns rather than a driveway
letdown. The Approving Officer may require deceleration and acceleration lanes for
access off major roads for safety reasons and to minimize disruption to traffic flows.
Driveway access grades shall be designed to permit the appropriate vehicular access for
the zone, without "bottoming-out" or "hanging-up". From edge of pavement to property
line, the driveway grade shall match the boulevard slope to encourage drainage towards
the road. For the first 10 m on private property, the maximum allowable driveway grade
is 15% if accessing a local or collector road. This maximum grade is limited to 10% if
accessing an arterial road.
Driveways shall be located a minimum of 1 m from hydrants, poles, street lights, street
signs, and property lines.
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Residential driveway access onto an arterial road is not permitted unless alternate access
is impractical. Wherever physically possible, alternate local road access shall be dedicated
to preclude residential driveways accessing directly onto major roads.
Driveway accesses serving corner lots shall be in accordance to Table E5.
Table E5: Corner Clearance*
Road Classification
Signalized Intersection
(m)
Unsignalized
Intersection (m)
Arterial
70
35
Collector
55
25
Local
10
10
*Clearance is measured from the intersection of the property lines at the corner.
All driveway accesses shall be in accordance to Table E6 and the Supplementary Detail
Drawings.
Table E6: Driveway Widths
Zone
Driveway widths
Single family residential
4m - 6m
Multi-family residential
4m - 9m
Commercial/Industrial*
6m - 18m
* see stormwater schedule for minimum culvert sizing
1.13
Regulatory and Information Signs
Road name signs and traffic signs for new or improved roads shall be provided by the
Owner to match the District's standard signage and naming convention.
1.14
Appurtenances
All proposed traffic islands, retaining walls, guard-rails, and permanent barricades shall
be designed in keeping with good engineering practices.
Traffic control devices shall be designed and installed in accordance with applicable and
current District requirements.
For all utility poles and anchors which require re-locating prior to road construction, the
utility shall confirm the feasibility of their re-location prior to design completion.
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The top of escarpments, rock cuts and retaining walls constructed on or adjacent to
proposed roadways shall be equipped with railings.
Clearance at Bridges: All roadways to have minimum vertical clearance in accordance to
Table E7.
Horizontal clearance in metres from edge of travel lane:
Table E7: Vertical Clearances
Classification
Density
Overpass Lane Edge
to Rail or Parapet
Underpass Lane Edge to
Abutment or Wall
Sidewalk*
No Walk
Sidewalk*
No Walk
Collector
low
2.25
1.0
2.5
1.50
med & high
2.50
1.0
2.5
1.75
Local
low
2.25
1.0
2.5
1.25
med & high
2.25
1.0
2.5
1.25
*Sidewalk - minimum 1.5m wide and minimum 150mm above roadway grade.
Minimum vertical clearance from finished road grade to bottom of underpass is 4.90 m.
1.15
Pavement Structure
General Requirements:
Pavement structures shall be designed by a qualified Professional Engineer in
accordance with a commonly accepted design method (AASHTO, Asphalt Institute,
etc.). The pavement shall be designed to provide a 20-year design life.
The parameters used for design shall be based on site specific information which
shall include, but is not limited to the following:
Existing pavement surface conditions
Subsoil conditions
Groundwater & drainage conditions
Climate
Traffic Volumes
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Field and Laboratory Investigations:
A subsurface exploration program must be completed to a depth of at least 3.0 m
below existing and proposed finished roadway surface grades. At least one
exploratory borehole and/or test pit shall be made at intervals of no more than 150
m along the proposed horizontal alignment. Insitu testing shall be completed,
representative soil samples collected, and laboratory testing carried out as necessary
to determine the engineering properties and characteristics of the subgrade
materials. The minimum laboratory testing requirements include natural moisture
content determinations and grain-size analyses and/or Atterberg limit determinations
as appropriate to characterize the site subsoils for design purposes.
Groundwater levels that may influence the roadway performance shall be determined
at the time of the investigation and seasonal fluctuations should be estimated.
Design Parameters:
On the basis of the gathered information, a soaked California Bearing Ratio (CBR)
value shall be determined or estimated for use in design of the pavement structure.
A Resilient Modulus may be approximated from the CBR value using the relationship:
MR (Mpa) = 10.3*CBR
The plasticity of the subgrade soils determined in the laboratory shall be reported
(swelling/shrinking potential).
The frost susceptibility of the soils shall be considered in the design.
Minimum Pavement Design:
In the absence of traffic volume data, the roads shall be classified, as indicated in
Table E8, with the associated Equivalent Single Axle Loads (ESAL) for the purposes
of pavement structure design:
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Table E8: Equivalent Single Axle Loads
Road Classification
Design Traffic (ESAL)
Arterial
1.0 x 106
Collector
2.8 x 105
Industrial
1.0 x 106
Local
2.0 x 105
In the event that the CBR value soaked CBR value is less than 3, the subgrade shall
be enhanced to provide a CBR value of 3 to be used for the pavement structure
design calculations.
Irrespective of calculated requirements, the following are minimum values for
pavement structure component thicknesses for all roadways where:
the subgrade CBR value is greater than or equal to 6; and
the subgrade soils are not frost susceptible within 1500 mm of the finished
paved surface or groundwater is at least 1.5 m below the proposed subgrade
surface.
Table E9: Minimum Pavement Structures
Road Classification
Subbase 1
75 mm
(minus)
(mm)
Base 2
19 mm
(minus)
(mm)
Hot Mix Asphalt
Surface Course 3
(mm)
Arterial
400
150
100 (2 lifts)
Collector
400
150
100 (2 lifts)
Industrial
400
150
100 (2 lifts)
Local
300
150
75
Lanes
300
75
75
Asphalt Walkways
150
75
50
(1) MMCD Crushed Granular Sub-base
(2) MMCD Granular Base
(3) MMCD Upper Course #1
The granular subbase shall be placed and compacted to 98% Standard Proctor
Maximum Dry Density. The granular base shall be placed and compacted to 100%
Standard Proctor Maximum Dry Density. Non woven geotextile and geogrid shall be
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placed on the prepared subgrade. Subgrade drainage shall be provided using
perforated drain piping wrapped in a geotextile sock.
Pavement structure designs shall be submitted to the Approving Officer in an
acceptable report format.
Construction Recommendations:
Recommendations related to roadway construction shall be provided by the Owners
Professional Engineer. The recommendations should address:
Subgrade preparation and enhancement
Long-term drainage
Road structure materials requirements
Construction methods and procedures
Reporting:
The Professional Engineer shall provide a report that includes all pertinent
information related to the design and construction of the roadway.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
SCHEDULE B
WATER DISTRIBUTION
SCHEDULE C
SANITARY SEWER
SCHEDULE D
STORMWATER
SCHEDULE F
STREET LIGHTING
Schedule F - Street Lighting
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SCHEDULE F - STREET LIGHTING
1.0
STREET LIGHTING .......................................................................................................... 2
1.1
General ............................................................................................................................. 2
1.2
Luminance Levels .............................................................................................................. 2
1.3
Light Pole Spacing ............................................................................................................. 2
1.4
Luminaires, Poles, Wattages and Light Source ...................................................................... 3
1.5
Lighting Calculations .......................................................................................................... 5
1.6
Traffic Signals ................................................................................................................... 5
1.7
Conduit ............................................................................................................................. 6
1.8
Junction Boxes .................................................................................................................. 6
1.9
Conductors ....................................................................................................................... 7
1.10
Service Equipment ............................................................................................................. 7
1.11
Concrete Bases .................................................................................................................. 8
List of Tables
Table F1: Minimum Levels of Illumination
Table F2: Roadway Lighting Uniformity
Table F3: Streetlight Pole Locations
Schedule F - Street Lighting
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1.0
STREET LIGHTING
1.1
General
Design of street lighting systems shall be prepared by a qualified Professional Engineer,
fully knowledgeable with the current Transportation Association of Canada (TAC) "Guide
for the Design of Roadway Lighting".
Obtrusive light, light trespass, light pollution and environmental zones are key project
design issues that will be considered by the District. The Professional Engineer will utilize
luminaires and design techniques that will mitigate these issues. All light fixtures shall
have full cutoff optics.
1.2
Luminance Levels
Roadways and sidewalks will be illuminated to produce accurate and comfortable
nighttime visibility and safety. Pedestrian walkways and bikeways may require
illumination if requested by the Approving Officer. The recommended minimum average
maintained horizontal luminance levels; uniformity ratios and veiling luminance ratios
used by the District are listed in the current TAC "Guide for the Design of Roadway
Lighting". Illuminance method can be used for pedestrian walkways and bikeways and
where a specific circumstance warrants its use such as curved roadways.
Prior to starting a project, the Professional Engineer will verify the road classification (i.e.;
arterial, collector, local etc) and the pedestrian activity classification with the Approving
Officer. Definitions of these terms may be found in the current TAC "Guide for the Design
of Roadway Lighting".
The road classifications, luminance levels, ratios, road and pedestrian activity areas
proposed will be listed in a table format on the design drawings. The Professional
Engineer will calculate all luminance levels and ratios as noted under Section 1.5 -
Lighting Calculations. For calculations where the roadway surface is asphalt, R3, Road
Surface Classification will be used.
1.3
Light Pole Spacing
Spacing and location of poles will be governed by road width, road configuration,
intersecting property lines, luminaire photometrics, mounting heights and recommended
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lumination levels. Maintain clearances to overhead and underground utilities in
accordance with MMCD specifications and standards. The Canadian Electrical Code,
Work Safe BC and the BC Electrical Safety Act will also govern pole spacing and height.
Poles will be generally arranged in a one sided, staggered or opposite spacing based on
the road classifications listed in Table F1 in this Section. In circumstances where
overhead lines are in conflict with street light poles, one sided spacing may be considered
if the required illumination levels and ratios can be achieved. Alternative pole spacing to
those listed in Table F1 must be acceptable to the Approving Officer. Where possible,
poles will be located close to property lines and will avoid being placed in front of
residential windows.
Street light poles will be offset as shown on the District's Supplementary Detail Drawings.
Alternative offsets require the acceptance of the Approving Officer. On existing roadways
where the standard offsets cannot be maintained due to underground utility conflicts, the
Professional Engineer will make recommendations for alternate locations to the Approving
Officer and obtain acceptance prior to proceeding.
Where possible, luminaires will be installed on all signal poles to maximize intersection
illumination. The pole spacing at intersections will therefore be governed by the signal
pole locations. Additional street light poles may be required to meet the required lighting
levels.
Table F1: Streetlight Pole Locations
Road Type
Pole Location / Spacing
Arterial
Opposite or Staggered
Collector
Spaced on One Side of Roads
Local
Spaced on One Side of Roads
Walkways & Pathways
Entrance & Exit Points
1.4
Luminaires, Poles, Wattages and Light Source
Luminaire type, pole type and wattages are as listed in Table F2. When expanding an
existing street lighting system, the wattage and mounting height should match those
previously installed if the road classification and pedestrian conflict area are identical;
unless otherwise accepted by the Approving Officer. New luminaires shall have full cut-
off optics.
Schedule F - Street Lighting
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Luminaire wattage, distribution type and voltage will be noted on the engineering
drawings. The preferred operating voltage for the street lighting system is 120/240V.
Alternative voltages will require acceptance by the Approving Officer.
All luminaires will be flat glass, IESNA full cutoff type. Alternative cutoff classifications
must be acceptable to the Approving Officer. The Professional Engineer will select the
most effective IESNA luminaire distribution type (i.e. Type 2, Type 3 etc.) to suit the
roadway geometrics. Cobra head luminaires will be used for all roadway lighting
applications. Cobra head roadway luminaires will be B.C. Ministry of Transportation
recognized products. Exact luminaire used in lighting calculations shall be shown on
design drawings.
The light source for luminaires will generally be high pressure sodium (HPS). Light
sources may differ in designated decorative street lighting areas, however any deviation
from HPS must be accepted by the Approving Officer.
For development projects requiring pedestrian walkway/bikeway lighting, the cost for the
supply and installation of luminaires, mounting arms and lamps will be borne by the
Owner. The Professional Engineer will consult with the Approving Officer for specific
fixture type, colour and model number information.
Table F2: Luminaire Lighting and Wattage (For HPS Lamps)
Road Classification
Pole Height & Type
11.0 m Davit Pole
- Cobra Head
Luminaire
9.0 m Davit Pole -
Cobra Head
Luminaire
7.5 m Davit Pole -
Cobra Head
Luminaire
6.0 m
Pedestrian Pole
and Luminaire
Arterial Roads
250W/200W
250W/200W/150W
*
Collector Road
150W
*
Local Roads
100W
Walkways & Pathways
100W/70W
(*) Denotes for use to avoid conflicts with overhead lines. In all cases the use of shorter davit poles must be accepted
by the Approving Officer.
Schedule F - Street Lighting
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For rural standard roads, coordinate with the local hydroelectric company to arrange for
streetlighting on utility poles.
1.5
Lighting Calculations
Lighting calculations will be carried out as follows:
Lighting calculations are based on the luminance methods described in the current
TAC "Guide for the Design of Roadway Lighting". Lighting calculations will be
completed using suitable computer lighting design software designed to carry out the
required calculations by inputting the luminaire manufacturers IESNA formatted
photometrics. The IESNA photometric files for the District accepted luminaires are
available in electronic format through the specific luminaire manufacturer(s) web
sites or local supplier..
Computer lighting calculations for walkways and bikeways (where required) will be
undertaken as described in the current TAC "Guide for the Design of Roadway
Lighting".
Lighting calculations will be based on maintained levels using initial rated lamp
lumens and the total light loss factor (TLLF) of 0.72. Refer to Table F3 for the
factors included in the TLLF. The TLLF will be considered as the total maintenance
factor.
The Approving Officer reserves the right to obtain a printed copy of the computer
lighting calculations from the Professional Engineer.
Table F3: Total Light Loss Factor
Lamp Lumen
Depreciation
(LLD) (1)
Lamp Dirt
Depreciation
(LDD)(1)
Lamp Component
Depreciation
(LCD)(2)
Equipment
Factor
(EF)(3)
Total
Light Loss
Factor
(TLLF)(4)
0.82
0.94
0.98
0.95
0.72
Notes:
(1) Based on a 5 year maintenance schedule
(2) Degradation of the reflector and refractor
(3) Effect of ambient temperature on the lamp including the ballast and lamp factors
(4) TLLF = LLD x LLD x LCD x EF
1.6
Traffic Signals
Schedule F - Street Lighting
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Traffic signal designs are highly specialized and, if traffic signals are required for a
Subdivision or Development, will therefore be prepared by a Professional Engineer
qualified in this area of expertise. Traffic signals will be designed in general accordance
with Sections 402.6 of the Ministry of Transportation Electrical and Traffic Engineering
Manual. Contrary to this manual the District uses NEMA phase designations as opposed
to the Ministry movement designations. Traffic signal designs will also conform to the
British Columbia Motor Vehicle Act and the Manual of Uniform Traffic Control Devices for
Canada. Traffic engineering and timing/coordination plans will be provided by the Owner
and prepared by a qualified traffic Consulting Engineer with PTOE certification.
1.7
Conduit
Conduit design for street lighting and traffic signals will conform to the following criteria:
Conduits will 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 or proposed trees conflict with the conduit run.
There will be a maximum four (4) 90° bends in a conduit run. Where this cannot be
avoided junction boxes will be used as noted under Section 1.9 - Junction Boxes.
Street lighting conduits will be minimum 30mm diameter rigid polyvinyl chloride
(RPVC). Signal conduits will be minimum 50mm RPVC and minimum 25mm RPVC for
loop stub-outs.
Where conduits cross an existing road, they will be installed by a suitable trenchless
technology to avoid cutting pavement and interrupting traffic. Prior to specifying
trenchless technology, confirm that the site specific soil conditions are suitable. Open
cutting of existing roadways is only permitted at the discretion of the Approving
Officer.
1.8
Junction Boxes
The design of junction boxes for street lighting, traffic signals and fibre optic ducting will
conform to the following criteria:
Large round plastic junction boxes (2 sections deep) with galvanized steel lids will
generally be used: where the maximum number of 90° bends in a conduit run is
exceeded, where branch conduit runs are required, in conduit runs over 100 metres
in length, and at service panels.
Concrete junction boxes with galvanized steel lids can be used for installations in
sidewalks or hard landscape areas.
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Large concrete junction boxes with galvanized steel lids will be used for traffic signal
installations only in the quadrant where the traffic controller is to be installed.
1.9
Conductors
The design of conductors for street lighting and traffic signals will conform to the
following criteria:
For the purpose of standardization and to accommodate future expansion, street
lighting feeder conductors will be No. 6 RW90. The use of alternate conductor sizes
will require the acceptance of the Approving Officer.
For traffic signal installations, multi-conductor cable will be used. The cable will run
continuously from the traffic controller to each pole with no splices.
All conductors shall be stranded copper.
1.10
Service Equipment
Street lighting and traffic signal service equipment will be designed with the following
items being taken into consideration:
The Professional Engineer will confirm service locations with the local hydroelectric
utility company.
Street lighting systems are controlled with a lighting contactor and photocell. The
photocell will be located on the luminaire nearest the service panel.
Service panels for street lighting systems will have a 40 Amp - 2 Pole breaker,
contactor and photocell bypass switch and will be mounted in a service base as
shown on the MMCD Standard Detail Drawings. Smaller size service panels must be
accepted by the District and must be detailed on the drawings in the form of a
"Wiring Diagram" or "One Line" Diagram.
Where possible, traffic signal and street lighting systems will be fed from the same
service panel. The combination street lighting and traffic signal service panel will
have a 100 Amp -2 Pole main breaker, sub-breakers, contactor and photocell by-pass
switch. The service panel will be mounted in a service base or on the side of a street
light pole or post located near the traffic controller. No other signal equipment will be
mounted on the same pole as the service panel. Refer to the MMCD Standard Detail
Drawings.
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All services will be 120/240V single phase, 3 wire. Alternative service voltage must be
accepted by the Approving Officer.
1.11
Concrete Bases
The design of concrete bases for street lighting and traffic signal pole installations will
take the following items into consideration:
When selecting pole base locations, search out proposed or existing utility locations
and identify sensitive tree root zones to avoid conflicts. The pole base will be
positioned outside the drip line of trees proposed for retention. The Professional
Engineer will coordinate the design with a Landscape Architect where applicable.
The Professional Engineer will select a concrete base to suit the required pole from
those shown in the MMCD Standard Detail Drawings. Where a customized base is
required to accommodate unusual soil conditions, or to avoid underground utilities
and sensitive tree root zones, the customized base design will be prepared by a
qualified Professional Engineer, licensed to practice structural engineering in the
province of British Columbia. The design must also be acceptable to the Approving
Officer.
Avoid running more than two conduits into a street light pole base. Where this
situation cannot be avoided, a junction box will be used.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
SCHEDULE B
WATER DISTRIBUTION
SCHEDULE C
SANITARY SEWER
SCHEDULE D
STORMWATER
SCHEDULE G
LANDSCAPING
Schedule G - Landscaping
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SCHEDULE G - LANDSCAPING
1.0
LANDSCAPING ................................................................................................................ 2
1.1
Objectives ......................................................................................................................... 2
1.2
Related Standards ............................................................................................................. 2
1.3
Application of Standard ...................................................................................................... 2
1.4
Landscape Consultant ........................................................................................................ 2
1.5
Landscape Plan ................................................................................................................. 2
1.6
Landscape Requirements .................................................................................................... 3
1.7
Stormwater Management Facilities ...................................................................................... 4
1.8
Erosion Control .................................................................................................................. 4
1.9
Fire Management ............................................................................................................... 5
Schedule G - Landscaping
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1.0
LANDSCAPING
1.1
Objectives
These design standards are intended to enhance the safety, aesthetics and sustainability
of public lands and to ensure efficiency and effectiveness of maintenance and operations
of these lands.
1.2
Related Standards
This standard shall be referenced to and integrated with, at minimum, the following:
BC Landscape Standard, Current Edition
National Guide to Sustainable Municipal Infrastructure (Canada)
Irrigation Association - Turf and Landscape Irrigation Best Management Practices
1.3
Application of Standard
These standards apply to the following areas:
Boulevards
Public walkways and access routes
Stormwater management facilities
Parks
1.4
Landscape Consultant
The Owner shall retain a Landscape Consultant to be directly supervised by a Landscape
Architect or a Registered Irrigation Designer. All landscape drawings and specifications
shall be sealed by a professional Landscape Architect.
1.5
Landscape Plan
The Landscape Designer shall consider, at minimum, the following criteria:
Schedule G - Landscaping
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The functional relationship of the landscape design to existing and proposed land
uses, utilities, flood patterns, drainage facilities, roads, driveways and pedestrian
facilities
Accessibility as it relates to pedestrians, cyclists and people with limited physical or
visual abilities
Horticultural use of plant material, including plant suitability, survival rate, growth
habit, size, disease resistance and water demand
Appearance of the proposed plant material and site landscape, including
appropriateness, aesthetics, visual screening and sight lines
Protection of existing trees
Protection of the natural environment and restoration or enhancement of natural
habitat
Site drainage, water levels, ponding and overland flow
Minimization of the opportunity for crime and undesirable behaviour
Weed control
Erosion control
Fire hazard reduction
The estimated costs and efficiency of maintenance practices that will be required for
the public land
Restoration of disturbed areas
1.6
Landscape Requirements
In boulevards within public road right of ways, the area from the back of curb or back of
sidewalk to the front property line shall be graded as per the site grading plan. Minimum
landscaping by the Owner shall consist of 100 mm of topsoil to property line.
One tree per lot shall be installed in residential and commercial areas. Trees shall be
installed as per the Supplementary Detail Drawing G13 and meet the list of approved
species. The landscape plan shall identify the proposed location for each tree to avoid
conflict with any utilities, appurtenances, or driveways.
For public access routes, walkways and parks, minimum landscaping by the Owner shall
consist of 100 mm of topsoil and seed.
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1.7
Stormwater Management Facilities
Landscape requirements for wet ponds shall consist of the following:
Between the normal water level and the top of bank the side slopes shall be
naturalized with low maintenance riparian plantings in 100 mm minimum depth
growing medium
Above the top of bank the ground surface shall be turf on 50 mm depth smooth
growing medium, with a maximum slope of 4 (horizontal) to 1 (vertical), except as
required for vehicle access and pedestrian surfaces
Shrubs and trees shall be selected, planted and maintained to provide screening,
habitat, shade and aesthetics as required
For dry ponds:
The bottom of dry ponds and infiltration basins shall be turf on 50 mm depth smooth
growing medium
Side slopes with a 4 (horizontal) to 1 (vertical) or shallower slope shall have a turf
surface on 50 mm minimum depth smooth growing medium. Side slopes steeper
than 4 (horizontal) to 1 (vertical) slope shall be naturalized with low maintenance
riparian plantings in 100 mm minimum depth growing medium.
Above the design high water level the ground surface shall be turf on 50 mm depth
smooth growing medium, with a maximum slope of 4 (horizontal) to 1 (vertical),
except as required for vehicle access and pedestrian surfaces
Shrubs and trees shall be selected, planted and maintained to provide screening,
habitat, shade and aesthetics as required
1.8
Erosion Control
Land proposed as public land where there is evidence of active or historic erosion that
may have maintenance or liability implications for the District will not be accepted by the
District as public land.
The Owner shall be responsible for undertaking erosion control and restoration works on
proposed public land as necessary for the long-term prevention and control of erosion.
The Owner shall develop an erosion and sediment control plan for construction in
accordance to Schedule D - Stormwater.
Schedule G - Landscaping
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1.9
Fire Management
At the discretion of the Approving Officer, the Owner may be required to prepare and
submit a Fuel Management Plan covering some or all of the proposed Public Land.
The Fuel Management Plan shall be prepared by a Registered Professional Forester (RPF)
and shall follow industry standards such as the FireSmart Guidelines endorsed by the BC
Ministry of Forests. The Fuel Management Plan shall include but not be limited to the
following aspects:
Map(s) showing existing and proposed vegetation, structures, trails, access points,
and firebreaks on public land and vegetated land adjacent to the site, including an
assessment of the fuel hazard in these areas.
Priority zones, as per the FireSmart Guidelines, around all existing or planned
structures. Fuel modification prescriptions for these priority zones shall be developed
based upon proximity to structures and target stand conditions.
Establishment of strategic firebreaks adjacent to structures and hazardous fuel types,
which may also serve as recreational trails. Breaks shall be a minimum of 1.5 m
wide with a 100 mm minimum gravel base.
Deciduous trees shall be retained where possible.
Access points shall be provided from the roadway between lots to provide access to
Public Land containing natural vegetation as required for land maintenance and fire
hazard management.
Access points shall enable access for emergency and maintenance vehicles.
Hydrants shall be located in the road dedication adjacent to the access point.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
SCHEDULE B
WATER DISTRIBUTION
SCHEDULE C
SANITARY SEWER
SCHEDULE D
STORMWATER
SCHEDULE H
SITE GRADING
Schedule H - Site Grading
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SCHEDULE H - SITE GRADING
1.0
SITE GRADING ................................................................................................................ 2
1.1
General ............................................................................................................................. 2
1.2
Site Grading Plans ............................................................................................................. 2
1.3
Geotechnical Evaluation ..................................................................................................... 3
1.4
Design Criteria - Lot Grading .............................................................................................. 4
1.5
Design Criteria - Swales ..................................................................................................... 4
1.6
Siltation Abatement and Erosion Control .............................................................................. 5
1.7
Site Preparation ................................................................................................................. 5
1.8
Compaction ....................................................................................................................... 6
1.9
Detailed Site Surveys ......................................................................................................... 6
Schedule H - Site Grading
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1.0
SITE GRADING
1.1
General
The Owner shall execute site grading work in accordance with the regulations, standards
and specifications set out in this Schedule. Site grading shall ensure proper drainage of
individual properties and establish an effective surface drainage system for the whole
Subdivision or Development area as part of the major drainage system. Supplemental to the
requirements for drainage systems outlined in Schedule D of this bylaw, the Owner shall
design site grading and drainage works to:
Accommodate drainage from adjacent areas (including off-site areas) through the site
Accommodate drainage generated on-site
Avoid drainage from one lot to another
Mitigate groundwater problems
Mitigate soil erosion potential
Produce buildable lots that provide:
access from fronting roadways
drainage from each lot and into drainage infrastructure
structural competence of undisturbed and embanked soils to support building loads
1.2
Site Grading Plans
Prior to commencement of construction, site grading plans prepared by the Owner's
Professional Engineer shall be submitted to the Approving Officer for approval. These site
grading plans are to include the following information:
Clearing and grubbing boundaries
Fill and excavation areas (by shading) including structural fill areas and any required
retaining walls
Locations of required siltation abatement and control measures
Predevelopment topography - Showing existing contours within the subdivision and
extending into the adjacent lands, at a maximum 0.5 m interval as well as arrows
showing natural flow paths.
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Post development topography - Showing proposed contours within the subdivision and
extending into adjacent lands, at a maximum 0.5 m interval as well as arrows showing
natural flow paths
Representation of the major conveyance system - The nature and detail of the major
conveyance system is to be shown, including all major drainage flow directions, ponding
areas and the extent and maximum depth of ponding anticipated for a 1 in 100 year
return frequency rainfall event. The overall major drainage flow route is to be clearly
defined and designated with prominent arrows. Include the direction of surface flows on
all surfaces and elevations of overflow points from local depressions, details of channel
cross sections etc.
Surface slopes of roadways and other surfaces with arrows indicating the direction of
flow.
Proposed or existing elevations along the boundaries of the subdivision and design
elevations at all lot corners and changes of surface slope along property boundaries.
Lot drainage pattern - The direction of surface drainage for each lot is to be identified,
to indicate whether split drainage or through drainage is contemplated. Proposed
surface drainage for abutting future development lands is to be shown to the extent
that it will impact on the subject lands.
Lot grading details - Typical detail diagrams of the various types of lot grading
arrangements, which will normally conform to the figures provided in the
Supplementary Detail Drawings G11 & G12, are to be used, identifying for each lot
which typical detail applies.
Swale details including locations, easement requirements, slopes, cross sections and
construction details for the swales.
Easements and restrictive covenants - Requirements and locations for all easements
and restrictive covenants related to drainage provisions and development restrictions
associated with the drainage of the property.
1.3
Geotechnical Evaluation
The Owner shall engage the services of a qualified Geotechnical Professional Engineer to
investigate surface soil and sub-surface conditions with respect to site grading within the
proposed subdivisions. The Geotechnical Professional Engineer shall prepare a report
outlining his findings and shall provide clear, definitive recommendations on the geometry
and placement of fill sections, compaction requirements for structural and non-structural
fills, cut and fill slope geometry handling of topsoil and any other geotechnical issues
Schedule H - Site Grading
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affecting site grading construction within the proposed subdivision or development. A copy
of the geotechnical evaluation shall be submitted to the Approving Officer at the time the
engineering drawings are submitted for approval.
1.4
Design Criteria - Lot Grading
Refer to Supplementary Detail Drawings G11 & G12 for typical lot grading details. Wherever
possible, lots shall be graded from rear to front, towards roadways. Split drainage will be
permitted only where site topography prohibits drainage to roadways. In this situation,
portions of lots may be graded to a drainage swale that is then graded to convey drainage
to a public right of way. See Section 1.5 for detailed swale design criteria. Other lot
drainage configuration may be considered by the Approving Officer.
Property line elevations shall be established such that lots have maximum overall slopes of
15% and minimum overall slopes of 2%.
Areas around buildings (or proposed building sites) shall be graded away from the
(proposed) foundations to prevent flooding. Finished building elevations must be established
such that the ground will slope away from the building at a minimum of 10% for a distance
of 2.0 m (or to the property line), on all sides, with the slope directing drainage away from
the building. The lot grading must then provide for minimum slopes in the order of 1.5% to
2.0% from all points within the property to the property boundaries, from which the
drainage may escape.
Finished ground elevations adjacent to (proposed) foundations shall be located a minimum
of 300 mm above the maximum flow or ponding surface elevations for the 1:100 year major
storm event.
The Owner must ensure that builders are informed of any potential problems or restrictions
respecting building design and lot grading. The site grading plan and covenants will be used
as the principle means by which this information is communicated.
1.5
Design Criteria - Swales
A swale is a shallow sloped linear depression for conveyance of surface runoff. Drainage
swales shall be located in an easement and protected by registration of a covenant on the
lot title.
For grassed swales serving lots on one side only:
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Location: Rear of upstream lot in a 3.0 m easement
Cross Section: V-shape, 150 mm minimum depth and 4H:1V maximum side slope
Longitudinal slope: 1.5% minimum
For grassed swales serving lots on both sides:
Location: Common rear property line as centre of a 6.0 m easement.
Cross-section: Trapezoidal with 1.0 m bottom, 150 mm minimum depth and 4H:1V
maximum slope.
Longitudinal slope: 1.5% minimum
Concrete swales or alternate configurations may be considered where minimum slope
requirements for grassed swales cannot be achieved or when swales are located within
existing developments or at locations where infill development is proposed.
Additional swale design criteria include:
Swales shall have capacity to contain the 1:100 year storm major flow within the
easement
Where swales intersect walkways, provide a catchbasin upstream of walkways to
intercept the 1:5 year storm flow.
The number of lots draining to swale shall be dependent on the swale capacities and
the catchbasin's 1:5 year storm flow inlet capacity.
Avoid bends greater that 45 degrees in swale alignments where possible.
Swales that convey flows from more than two lots must not be routed along the side
yard of a single family or duplex residential lot.
Future swale extensions shall be identified and evaluated to ensure that anticipated
constraints and capacities are addressed.
Calculations for the swale's minor and major flow capacities shall be submitted with the
Professional Engineer's drawings.
1.6
Siltation Abatement and Erosion Control
Siltation abatement and erosion control works shall be designed and implemented during
construction in accordance with the requirements specified in Schedule D - Stormwater.
1.7
Site Preparation
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All areas of the site where excavations or embankments are to be constructed shall be
cleared of trees, structures and debris; grubbed; and stripped of organic topsoil.
Marketable timber shall be salvaged; waste wood, roots, structures and debris shall be
disposed of at an approved location off-site.
1.8
Compaction
Unless specified otherwise by the Geotechnical Professional Engineer all non structural
embankments shall be compacted to a minimum 95% Standard Proctor maximum dry
density. Compaction requirements for structural embankments are to be specified by the
Owner's Geotechnical Professional Engineer.
1.9
Detailed Site Surveys
Detailed site surveys are required throughout the site and of relevant areas beyond the site
to ensure grading meets requirements. The Owner must rough grade all lots to within 300
mm of the proposed grading plan elevations along the perimeter of lots. Swales required
for major system conveyance shall be constructed and preferably shall be sodded, or at the
least, shall be topsoiled and seeded by the Owner.
An as-built plan showing lot and swale elevations surveyed after rough grading must be
submitted as a prerequisite to the issuance of the Certificate of Provisional Completion of All
Works.
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
SCHEDULE B
WATER DISTRIBUTION
SCHEDULE C
SANITARY SEWER
SCHEDULE D
STORMWATER
SCHEDULE I
QUALITY CONTROL
Schedule I - Quality Control
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SCHEDULE I - QUALITY CONTROL
1.0
QUALITY CONTROL AND ASSURANCE ............................................................................ 2
1.1
Engineering Requirements .................................................................................................. 2
1.2
Construction Requirements ................................................................................................. 3
1.3
Quality Control and Assurance Plans .................................................................................... 3
Schedule I - Quality Control
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1.0
QUALITY CONTROL AND ASSURANCE
This Schedule sets out the District's minimum standards for quality in design, quality in
construction and quality in record-keeping for the Works and Services to be designed and
constructed in accordance with this bylaw.
1.1
Engineering Requirements
The Owner shall demonstrate to the satisfaction of the Approving Officer that the
Owner has retained or shall retain the services of a Professional Engineer to
undertake the design, inspection, testing and record-keeping for the Works and
Services.
The Owner shall complete and provide the Approving Officer with the following
information in an Owner/Professional Engineering confirmation letter to demonstrate
that the Professional Engineer is qualified to undertake the Works and Services and
more particularly, has successfully undertaken projects similar in scope, nature and
value to the Works and Services:
The name and address of the Professional Engineer and a summary of the
projects that the Professional Engineer has undertaken that are similar in scope,
nature and value to the Works and Services.
The names of the individuals assigned to various aspects of the project by the
Professional Engineer together with a summary of the projects that the individual
Professional Engineers have undertaken that are similar in scope, nature and
value to the Works and Services.
The names and the curriculum vitae for the person(s) that the Professional
Engineer proposes/has retained to undertake the inspections and testing on its
behalf during the construction of the Works and Services together with a
summary of the projects that the person(s) has completed that are similar in
scope, nature and value to the Works and Services.
The names and addresses of all sub-consultants that the Professional Engineer
has/proposes to retain and a summary of the projects that the sub-consultants
have completed that are similar in scope, nature and value to the Works and
Services.
The Owner shall ensure the Professional Engineer designs all Works and Services
in accordance with this bylaw.
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The Owner shall also confirm that the Professional Engineer will provide the
Design, Construction and Record-keeping Quality Control and Assurance Plans
described herein. A copy of the agreement shall be filed with the Approving
Officer.
1.2
Construction Requirements
The Owner shall demonstrate to the satisfaction of the Approving Officer that the
Owner has or shall retain the services of one or more qualified contractors to
undertake the construction of the Works and Services. The Owner shall provide the
District with the name and address of its contractor(s) together with a summary of
the projects that the contractor(s) has undertaken that are similar in scope, nature
and value to the Works and Services prior to awarding the contract(s) to the
contractor.
In the case where the contractor has not performed similar Works and Services in
the District, the Approving Officer may require that the Owner provide a list of
projects and references from other municipalities that demonstrates that the
contractor(s) is qualified to undertake the Works and Services.
The Owner shall ensure that its contractor(s) constructs the Works and Services in
accordance with the design, drawings, plans and specifications approved for
construction by the Approving Officer.
1.3
Quality Control and Assurance Plans
Requirements regarding the Design Quality Control and Assurance Plan is as follows:
The Owner shall submit or cause the Professional Engineer to submit a Design
Quality Control and Assurance Plan to the District for approval coincident with
submission of the first design drawings.
The Owner's proposed Design Quality Control and Assurance Plan shall detail the
procedures that will be used to ensure and verify that the design for the Works and
Services, including all plans, drawings and specifications, shall be completed in
accordance with the minimum design standards set out in this bylaw.
In the case of design items related to pump stations, structures, structural fills,
geotechnical or hydro-geotechnical items or any item not described in other
Schedules, the Design Quality Control and Assurance Plan shall show such specialist
and/or sub-consultants with suitable experience in these works.
Schedule I - Quality Control
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Construction Quality Control and Assurance Plan is as follows:
The Owner shall submit or cause the Professional Engineer to submit a Construction
Quality Control and Assurance Plan to the Approving Officer coincident with
submission of the first design drawings to the District.
The Owner's proposed Construction Quality Control and Assurance Plan must detail
the procedures that will be used to ensure and verify that the Works and Services
shall be constructed in accordance with the Professional Engineer's design, plans,
drawings and specifications. The Construction Quality Control and Assurance Plan
must include:
A proposed construction schedule showing milestone dates and the dates of
Provisional Completion of the Works and Services.
The nature and frequency (periodic or full-time resident) of the proposed site
inspections during construction to ensure that all Works and Services constructed
satisfy the intent of the design and conform to the drawings, plans and
specifications.
The nature and frequency of the proposed field and laboratory testing
requirements for the Works and Services including what materials and equipment
are to be tested, what types of tests will be performed and when these tests are
to take place.
Such information as the Approving Officer may stipulate from time to time.
Record-keeping Quality Control and Assurance Plan is as follows:
The Owner shall submit or cause its Professional Engineer to submit a Record-
keeping Quality Control and Assurance Plan to the Approving Officer coincident with
submission of the first Design Drawings.
The Owner's proposed Record-keeping Quality Control and Assurance Plan shall
detail the procedures that will be used to ensure and verify that proper records will
be kept and maintained throughout the design, construction and warranty phases of
the Works and Services. The Record-keeping Quality and Assurance Control Plan
shall ensure that the following records are kept as a minimum:
Quality manual and standards.
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Details of any field design or construction changes to the drawings, plans and
specifications to which changes are approved in writing by the District.
Deficiency identification forms (Items of the work that are either not supplied or
constructed in accordance with the design (drawings, plans and specifications) or
that require remedial or corrective action).
Deficiency disposition/verification Forms (List of the foregoing items of the work
that have been corrected).
Inspection and test records.
Field measurement records of completed Works and Services that have been
used by the Professional Engineer to accurately prepare reproducible record
drawings that are filed with the District.
Notwithstanding the generality of the foregoing, the Owner shall ensure that its
Professional Engineer provides the District with the following at the times and in the
manner set out below:
Certification prior to paving that it has inspected those items of the Works and
Services that are below areas to be paved such as roads, walkways, driveways
and parking lots, have been inspected and that same comply with the design
(drawings, plans and specifications). Such certification shall be accompanied by
all test and inspection reports and by video tapes and reports on pipe lines.
Certification prior to acceptance by the District that surface works including
paving, drainage, curbs and gutters, sidewalks, street lights, etc. have been
constructed in accordance with the design (drawings, plans and specifications).
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
SCHEDULE B
WATER DISTRIBUTION
SCHEDULE C
SANITARY SEWER
SCHEDULE D
STORMWATER
SCHEDULE J
STANDARDS FOR SUBMISSION BY DEVELOPER
Schedule J - Standards for Submission by Developer
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March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
SCHEDULE J - STANDARDS FOR SUBMISSION BY DEVELOPER
1.0
GENERAL ......................................................................................................................... 3
1.1
Introduction ...................................................................................................................... 3
1.2
General Requirements ........................................................................................................ 3
1.3
Abbreviations .................................................................................................................... 3
2.0
DRAFTING STANDARDS .................................................................................................. 4
2.1
Sheet Layout ..................................................................................................................... 4
2.2
Dimensions and Units ........................................................................................................ 4
2.3
Lettering ........................................................................................................................... 4
2.4
Scales ............................................................................................................................... 5
3.0
DRAWING STANDARDS - DIGITAL ................................................................................. 5
3.1
CAD Creation Guidelines ..................................................................................................... 5
3.2
Layer Naming Convention................................................................................................... 6
3.3
SPECIAL LAYERS ............................................................................................................... 7
3.4
STANDARD LAYERS ........................................................................................................... 8
3.5
STANDARD OBJECT PROPERTIES ..................................................................................... 15
3.6
SYMBOLS ........................................................................................................................ 16
4.0
REQUIRED DRAWINGS ................................................................................................. 16
4.1
Cover Sheet (Title Page) .................................................................................................. 16
4.2
Key Plan(s) ..................................................................................................................... 16
4.3
Building Envelope Plan (if applicable) ................................................................................ 17
4.4
Composite Plan(s) (as required) ........................................................................................ 17
4.5
Plan / Profile Drawings ..................................................................................................... 18
4.6
Grading Plan(s) ............................................................................................................... 20
4.7
Landscape Plan(s) ........................................................................................................... 22
4.8
Integrated Stormwater Management Plan (ISMP) ............................................................... 22
4.9
Erosion and Sediment Control Plan(s) ................................................................................ 23
4.10
Street Lighting Plan(s) ..................................................................................................... 23
4.11
Street Sign, Paint Marking, and Traffic Control Device Plans ................................................ 24
4.12
Traffic Management Plan(s) .............................................................................................. 24
4.13
Road Cross Section Plan(s) ............................................................................................... 24
4.14
Construction Details ......................................................................................................... 24
4.15
Electrical, Gas, and Communication Utilities ....................................................................... 24
5.0
DRAWING SUBMISSIONS ............................................................................................. 24
5.1
Design Submissions ......................................................................................................... 24
5.2
Record Drawings ............................................................................................................. 25
5.3
Electronic Drawings ......................................................................................................... 25
5.4
Digital Hard Copies .......................................................................................................... 25
Schedule J - Standards for Submission by Developer
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March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
List of Tables
Table J1: Layer Naming Conventions
Table J2: Special Layers
Table J3: Details
Table J4: Grading
Table J5: Landscaping
Table J6: Legal/Cadastral
Table J7: Planning
Table J8: Roads
Table J9: Sanitary Sewer
Table J10: Storm Sewer
Table J11: Stormwater Management
Table J12: Structures and Surface Features
Table J13: Survey
Table J14: Topography
Table J15: Shallow Utilities
Table J16: Water
Table J17: Titleblock
Table J18: Point Group Types
Schedule J - Standards for Submission by Developer
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March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
1.0
GENERAL
1.1
Introduction
This Schedule outlines the minimum standards and requirements for design and record
drawing submissions for Works and Services.
Where a District or MMCD detail drawing exists, it shall be sufficient to refer to the
appropriate drawing by reference number and date of issue. Where a detail drawing
does not exist, or is unsuitable for a particular case, detail drawings shall be prepared to
accurately portray the various elements of the installation.
Where no standard is defined in this Schedule for the preparation of a drawing to portray
a particular service, structure, or other item, instructions and requirements may be
obtained by discussion with District staff.
1.2
General Requirements
Drawings shall clearly show existing and proposed locations of all utilities using offsets
from property lines or boundaries of rights-of-way.
All drawings shall be signed and sealed by a Professional Engineer registered in the
Province of British Columbia.
Elevations shall be relative to geodetic datum. Horizontal coordinates shall be referenced
to UTM coordinate system NAD83. Vertical datum is CGVD 1928 - BC.
1.3
Abbreviations
UTM
Universal Transverse Mercator
NAD83
1983 North American Datum
BOC
Back of Curb
EC
End of Curve
BC
Beginning of Curve
PI
Point of Intersection
Schedule J - Standards for Submission by Developer
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March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
2.0
DRAFTING STANDARDS
2.1
Sheet Layout
Drawing sheet layout(s) shall conform to and include the following:
Sheet size to be ANSI D 22 x 34 in (558.8 x 863.6 mm).
A north arrow shall be placed close to the top right side of each plan view on the
sheet.
A title block that describes the contents of the drawing (eg. Key plan, road, etc.) and
clearly indicates the location of the works by road name(s) and/or legal description.
Drawing scale, date, revision history block, and a detailed legend shall also be
included on each sheet layout.
2.2
Dimensions and Units
The following conventions must be used:
Dimensions and units must be shown in metric. No imperial units are permitted.
All distances, elevations, and coordinates shall be given in metres to accuracy of 3
decimal places.
Grades shall be given as a percentage to accuracy of 2 decimal places.
Areas shall be in square meters rounded to the nearest square meter.
All pipe sizes shall be given in millimeters as per ASTM specifications using:
1 inch = 25 mm
Existing imperial dimensions, except for pipe sizes, are to be soft converted using the
factors:
1 inch = 25.4 millimetres
1 foot = 0.3048 metres.
2.3
Lettering
Lettering is to be an open style of Vertical Gothic (eg. Leroy or AutoCAD - 'romans').
All lettering to maintain a 1:10 ratio between plotted text height and plotted pen
thickness.
The minimum plotted text height shall be 1.5 mm.
Schedule J - Standards for Submission by Developer
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March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
The maximum plotted text height shall be 5.0 mm.
The standard lettering height is 2.0 mm.
2.4
Scales
The following scales shall be normally used:
Location and Key Plans
-
1:1000; 1:2500; 1:5000; 1:10000
Composite Plans
-
1:500; 1:1000; 1:2500
Plan/Profile Drawings
-
Horizontal 1:500 or 1:250 Vertical 1:50 or 1:25
Cross Sections
-
Horizontal 1:100 Vertical 1:50
Details
-
1:100; 1:20; 1:10
3.0
DRAWING STANDARDS - DIGITAL
3.1
CAD Creation Guidelines
3.1.1 Software Guidelines
All drawings must be in standard AutoCAD Version 2004 or later with no extensions.
All drawing objects must be standard AutoCAD entities. In order for this to occur, set
the AutoCAD system variable PROXYGRAPHICS to 1.
The use of third party software for AutoCAD will be at the discretion of the
contractor/consultant. As these packages typically generate proprietary layers,
linetypes and blocks, the contractors/consultant must ensure these items conform to
the specifications as outlined in this document.
All linetypes, fonts, font styles, dimensioning styles, symbols, blocks and layers not
deemed as project critical must be purged. Please note that these items may be
needed for future project work.
Drawings are to be submitted in .DWG and .PDF format. Alternatives to .PDF format
may be considered such as Autodesk's Drawing Web Format (.DWF)
All AutoCAD drawing entities must be on modelspace for the final drawings with title
block only in paperspace.
3.1.2 Layers and Symbology
A base drawing containing all the standard blocks and layering will be provided by the as
part of these specifications.
Schedule J - Standards for Submission by Developer
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March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
3.1.3 Colour and Pen Assignments
A .ctb file with colour and layer specifications will be provided by the District.
3.1.4 Fonts and Text Sizes
Only standard text fonts supplied with AutoCAD will be used.
3.1.5 Base Drawings
The layer "BMBASE" must be used as the staging layer for inserting and referencing
external drawings. The XREF drawings will be inserted as symbols (blocks) at the
coordinates (0,0) with a scale factor of 1.
3.1.6 File Storage and Transfer
All files transferred back to the District must be in the standard AutoCAD DWG format.
Any AutoCAD blocks and XREF's must also be included.
3.2
Layer Naming Convention
The following is the standard for layering name conventions to be used on all drawings
being submitted:
3.2.1 Naming Convention:
X-<TYPE>-DESC
X = Prefix
TYPE = Types (see Table K1)
DESC = Description of the layer or layer name (see Section 3.4)
Example: E-SAN-MH = Existing Sanitary Manhole
3.2.2 Prefixes:
The following are to be used as the prefix 'X' in the naming convention:
E - Existing
D - Detail
P - Proposed
F - Future
T - Titleblock
Schedule J - Standards for Submission by Developer
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March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
3.2.3 Types:
The following Table K1 shows the 'TYPE' to be used in the naming convention.
Table J1: Layer Naming Conventions
LAYER CATEGORY
CATEGORY DESCRIPTION
ELEC
Electrical Diagrams (Not Shallow Utilities)
GRADE
Grading
LAND
Landscaping
LGL
Legal/Cadastral
MECH
Mechanical Diagrams
PLAN
Planning
ROAD
Roads
SAN
Sanitary
STM
Storm
SWM
Stormwater Management
STRUC
Structures and Surface Features
SURV
Survey
TOPO
Topography
UTIL
Shallow Utilities
WAT
Water
NOTE: When 'T' or 'D' is the prefix, go directly to 'DESC' (i.e. T-border)
3.2.4 Suffixes:
Suffixes may be used to describe in more detail the layer or to further separate objects
of a similar type. For example, instead of placing all sanitary sewer mains on a layer
called 'E-SAN-MAIN', you could place them on layers 'E-SAN-MAIN-150-DR35' and 'E-
SAN-MAIN-200-DR35'.
3.3
SPECIAL LAYERS
The following list of layers are pre-set layers contained in the District's Standard Drawing
Template file (CHETWYND BASE.dwt). Table K2 describes a few special layers that do
not follow the layer convention set out in Section 3.2
Schedule J - Standards for Submission by Developer
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March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
Table J2: Special Layers
LAYER NAME
PEN #
LINE TYPE
TYPE OF DATA
_MVIEW
7
Continuous
Viewports
_IMAGE
7
Continuous
Images (i.e. Aerial, etc.)
_TEMP
7
Continuous
Temporary Lines, Notes, Etc
_XREF
7
Continuous
General Cross References
_XREF-DES
7
Continuous
Design Dwg Cross Reference
_XREF-LAN
7
Continuous
Landscape Dwg Cross Reference
_XREF-LGL
7
Continuous
Legal Dwg Cross Reference
_XREF-UTL
7
Continuous
Utility Dwg Cross Reference
3.4
STANDARD LAYERS
The following layers are defined in the District's Standard Drawing Template file
(CHETWYND BASE.dwt). Each of these layers will use the prefixes defined in Section
3.2.
Table J3: Details
LAYER NAME
PEN #
LINE TYPE
TYPE OF DATA
LINE-LGT
26
Continuous
Linework Lgt Penweight
LINE-MED
24
Continuous
Linework Med Penweight
LINE-HVY
20
Continuous
Linework Hvy Penweight
PAT
27
Continuous
Hatch Patterns
TEXT-LGT
26
Continuous
Text Lgt Penweight
TEXT-MED
24
Continuous
Text Med Penweight
TEXT-HVY
20
Continuous
Text Hvy Penweight
Table J4: Grading
LAYER NAME
E
P
F
LINE TYPE
TYPE OF DATA
GRADE-ARROW
65
64
252
Continuous
Grading Arrows
GRADE-ELEV
63
62
252
Continuous
Spot Elevations
GRADE-PAT
253
252
254
Continuous
Hatch Patterns
GRADE-TEXT
65
64
252
Continuous
Grading Text
Schedule J - Standards for Submission by Developer
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March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
Table J5: Landscaping
LAYER NAME
E
P
F
LINE TYPE
TYPE OF DATA
LAND-BOLLARD
73
72
252
Continuous
Bollards
LAND-BORDER
73
72
252
Continuous
Borders
LAND-CONC
73
72
252
Continuous
Concrete Features
LAND-FIXTURES
73
72
252
Continuous
Fixtures/Furniture
LAND-HEDGE
73
72
252
Continuous
Hedges
LAND-PATH
73
72
252
Continuous
Pathways
LAND-PLANTER
73
72
252
Continuous
Planters
LAND-RETWALL
73
72
252
Continuous
Retaining Walls
LAND-SHRUB
71
70
252
Continuous
Shrubs
LAND-TREE
71
70
252
Continuous
Trees
LAND-TREELINE
73
72
252
Continuous
Edge Of Treeline
LAND-TEXT
75
74
252
Continuous
Landscaping Text
Table J6: Legal/Cadastral
LAYER NAME
E
P
F
LINE TYPE
TYPE OF DATA
LGL-ADRS-TEXT
145
144
252
Continuous
Address Text
LGL-BLOCK-TEXT
145
144
252
Continuous
Block Text
LGL-BLOCK
141
140
252
Continuous
Block Linework
LGL-DIM-TEXT
145
144
252
Continuous
Dimension Text
LGL-EASE
141
140
252
Hidden
Easement Linework
LGL-EASE-TEXT
145
144
252
Continuous
Easement Text
LGL-LOT
141
140
252
Continuous
Lot Linework
LGL-LOT-TEXT
145
144
252
Continuous
Lot Text
LGL-PLAN-TEXT
145
144
252
Continuous
Plan Of Subd. Text
LGL-SEC-TEXT
145
144
252
Continuous
Section/Range/Tp.
LGL-STRNAME
141
140
252
Continuous
Street Names
LGL-RW-ROADS
141
140
252
Continuous
Road Right Of Way
LGL-RW-ROADS-TEXT
145
144
252
Continuous
Road Row Text
LGL-RW-UTIL
141
140
252
Dashed
Utility Right Of Way
LGL-RW-UTIL-TEXT
145
144
252
Continuous
Utility Row Text
Schedule J - Standards for Submission by Developer 10 of 26
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
Table J7: Planning
LAYER NAME
E
P
F
LINE TYPE
TYPE OF DATA
PLAN-AREA
41
40
254
Continuous
Areas Of Measurement
PLAN-BDY
48
10
254
Dashdot
Boundaries
PLAN-PAT
49
47
254
Continuous
Hatch Patterns
PLAN-LU
43
42
254
Continuous
Land Use
PLAN-MET
43
42
254
Continuous
Planimetrics
PLAN-SAN
11
10
254
Continuous
Sanitary
PLAN-STM
91
90
254
Continuous
Storm
PLAN-WAT
151
150
254
Continuous
Water
PLAN-TEXT
45
44
254
Continuous
Text
PLAN-ZON
43
42
254
Continuous
Zoning
Schedule J - Standards for Submission by Developer 11 of 26
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
Table J8: Roads
LAYER NAME
E
P
F
LINE TYPE
TYPE OF DATA
ROAD-CL
25
24
252
Center
Road Centreline
ROAD-CURB-ASP
23
22
252
Continuous
Asphalt Curb
ROAD-CURB-BACK
21
20
252
Continuous
Back Of Curb
ROAD-CURB-CONC
23
22
252
Continuous
Concrete Curb
ROAD-CURB-FACE
21
20
252
Continuous
Face Of Curb
ROAD-CURB-LIP
23
22
252
Continuous
Lip Of Curb
ROAD-CURB-TEXT
25
24
252
Continuous
Curb Text
ROAD-DRIVE-ASP
23
22
252
Continuous
Asphalt Driveway
ROAD-DRIVE-CONC
23
22
252
Continuous
Concrete Driveway
ROAD-DRIVE-GRAVEL
23
22
252
Continuous
Gravel Driveway
ROAD-DRIVE-PSTONE
23
22
252
Continuous
Paving Stone Driveway
ROAD-DRIVE-TEXT
25
24
252
Continuous
Driveway Text
ROAD-EOG
23
22
252
Continuous
Edge Of Gravel
ROAD-EOP
23
22
252
Continuous
Edge Of Pavement
ROAD-MARK
25
24
252
Continuous
Pavement Markings
ROAD-SHLD
23
22
252
Dashed
Edge Of Shoulder
ROAD-SIGN
23
22
252
Continuous
Road Sign
ROAD-TEXT
25
24
252
Continuous
Text
ROAD-WALK
23
22
252
Continuous
Misc. Sidewalk
ROAD-WALK-ASP
23
22
252
Continuous
Asphalt Sidewalk
ROAD-WALK-CONC
23
22
252
Continuous
Concrete Sidewalk
ROAD-WALK-TEXT
25
24
252
Continuous
Sidewalk Text
Schedule J - Standards for Submission by Developer 12 of 26
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
Table J9: Sanitary Sewer
LAYER NAME
E
P
F
LINE TYPE
TYPE OF DATA
SAN-MAIN
11
10
252
San
Gravity Lines
SAN-CASING
13
12
252
Continuous
Casing Pipe
SAN-FM
11
10
252
Fm
Forcemains
SAN-LS
13
12
252
Continuous
Lift Stations
SAN-MH
13
12
252
Continuous
Manholes
SAN-SEPTIC
13
12
252
Continuous
Septic Lines/Fields/Tanks
SAN-SERV
11
10
252
Continuous
Service Hookups
SAN-SERV-IC
13
12
252
Continuous
Cleanout/Insp. Chamber
SAN-STRUC
13
12
252
Continuous
Structures
SAN-TEXT
15
14
252
Continuous
Text
Table J10: Storm Sewer
LAYER NAME
E
P
F
LINE TYPE
TYPE OF DATA
STM-MAIN
91
90
252
Stm
Gravity Lines
STM-CASING
93
92
252
Continuous
Casing Pipe
STM-CB
93
92
252
Continuous
Catch Basins
STM-CBLEAD
95
94
252
Continuous
Catch Basin Lead
STM-CBMH
93
92
252
Continuous
Catch Basin / Manholes
STM-CULVERT
93
92
252
Continuous
Culverts
STM-DITCH
93
92
252
Arrow
Ditch
STM-DITCH-TEXT
95
94
252
Continuous
Ditch Text
STM-MH
93
92
252
Continuous
Manholes
STM-SERV
91
90
252
Continuous
Service Hookups
STM-STRUC
93
92
252
Continuous
Structures
STM-SWALE
93
92
252
Swale
Swales
STM-SWALE-TEXT
95
94
252
Continuous
Swale Text
STM-TEXT
95
94
252
Continuous
Text
Schedule J - Standards for Submission by Developer 13 of 26
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
Table J11: Stormwater Management
LAYER NAME
E
P
F
LINE TYPE
TYPE OF DATA
SWM-BDY
253
251
254
Continuous
Swm Boundary
SWM-PAT
253
251
254
Continuous
Swm Hatch/Pattern
SWM-POND
95
94
252
Continuous
Swm Ponding
SWM-POND-TEXT
95
94
252
Continuous
Swm Pond Text
SWM-TEXT
95
94
254
Continuous
Swm Text
Table J12: Structures and Surface Features
LAYER NAME
E
P
F
LINE TYPE
TYPE OF DATA
STRUC-BLDG
223
222
252
Continuous
Buildings
STRUC-BLDG-TEXT
225
224
252
Continuous
Building Text
STRUC-BRIDGE
223
222
252
Continuous
Bridges
STRUC-FNC
223
222
252
Fence
Generic Fenceline
STRUC-FNC-CLINK
223
222
252
Fence
Chainlink Fenceline
STRUC-FNC-POST
223
222
252
Fence
Post & Cable Fenceline
STRUC-FNC-TEXT
223
222
252
Continuous
Fence Text
STRUC-FNC-WOOD
223
222
252
Fence
Wood Fenceline
STRUC-RETWALL
223
222
252
Continuous
Retaining Walls
STRUC-TEXT
225
224
252
Continuous
Structures Text
Table J13: Survey
LAYER NAME
E
P
LINE TYPE
TYPE OF DATA
SURV-CONTROL
45
44
Continuous
Control/ASCM's
SURV-FIP
45
44
Continuous
Found Iron Pins
SURV-GEOTECH
45
44
Continuous
Mon. Well, Test Pit, BH, PZ
SURV-TRAV
45
44
Phantom
Traverse Lines
Schedule J - Standards for Submission by Developer 14 of 26
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
Table J14: Topography
LAYER NAME
E
P
F
LINE TYPE
TYPE OF DATA
TOPO-CONT-MAJ
67
64
252
Continuous
Major Contours
TOPO-CONT-MIN
69
66
252
Continuous
Minor Contours
TOPO-CONT-TEXT
65
66
252
Continuous
Contour Text
TOPO-SPOTELEV
63
62
252
Continuous
Spot Elevation
TOPO-TOE
63
62
252
Continuous
Toe Of Slope
TOPO-TOP
63
62
252
Continuous
Top Of Slope
TOPO-TEXT
65
64
252
Continuous
Slope Text
TOPO-TREELINE
63
62
252
Continuous
Treeline
TOPO-WATER-CL
63
62
252
Continuous
Single Line Wat Feature
TOPO-WATER-EDGE
63
62
252
Continuous
Double Line Wat Feature
Table J15: Shallow Utilities
LAYER NAME
E
P
F
LINE TYPE
TYPE OF DATA
UTIL-CABLE
191
190
252
Cable
Tv Cable
UTIL-CABLE-TEXT
195
194
252
Continuous
Tv Cable Text
UTIL-ELEC
191
190
252
Hydro Elec
Line, Box, Mh, Trans.
UTIL-ELEC-LIGHT
193
192
252
Continuous
Light Std
UTIL-ELEC-PP
193
192
252
Continuous
Power Pole
UTIL-ELEC-SERV
191
190
252
Elec
Electricity Service
UTIL-ELEC-TEXT
195
194
252
Continuous
Electricity Text
UTIL-GAS
191
190
252
Gas
Gas
UTIL-GAS-SERV
191
190
252
Gas
Gas Service
UTIL-GAS-TEXT
195
194
252
Continuous
Gas Text
UTIL-TEL
191
190
252
Tel
Telephone Line
UTIL-TEL-MH
193
192
252
Continuous
Telephone Manhole
UTIL-TEL-SERV
191
190
252
Tel
Telephone Service
UTIL-TEL-TEXT
195
194
252
Continuous
Telephone Text
UTIL-CON1
191
190
252
Con1
1 Use Conduit
UTIL-CON2
191
190
252
Con2
2 Joint Use Conduit
UTIL-CON3
191
190
252
Con3
3 Joint Use Conduit
UTIL-CON-TEXT
195
194
252
Continuous
Conduit Text
Schedule J - Standards for Submission by Developer 15 of 26
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District of Chetwynd
Subdivision and Development Servicing Bylaw
Table J16: Water
LAYER NAME
E
P
F
LINE TYPE
TYPE OF DATA
WAT-MAIN
151
150
252
Wat
Watermains
WAT-CASING
155
154
252
Continuous
Casing Pipe
WAT-CHAMB
153
152
252
Continuous
Chambers
WAT-SERV-CS
153
152
252
Continuous
Curb Stops
WAT-FTG
153
152
252
Continuous
Fittings
WAT-HYD
153
152
252
Continuous
Hydrants
WAT-IRRIG
151
150
252
Wat
Irrigation
WAT-SERV
151
150
252
Wat
Water Service
WAT-STRUC
153
152
252
Continuous
Lift Sta, Reservoirs
WAT-TEXT
155
154
252
Continuous
Water Text
WAT-VALVE
153
152
252
Continuous
Valves
Table J17: Titleblock
LAYER NAME
PEN #
LINE TYPE
TYPE OF DATA
T-BDR
180
Continuous
Border Linework
T-BLK-TEXT-LGT
184
Continuous
Titleblock Info Text
T-BLK-TEXT-MED
182
Continuous
Titleblock Info Text
T-BLK-TEXT-HVY
180
Continuous
Titleblock Info Text
T-GRID-MAJ
185
Continuous
Major Grid Line
T-GRID-MIN
187
Continuous
Minor Grid Line
T-GRID-TEXT
180
Continuous
Grid Text
T-LEGEND
184
Continuous
Legend
T-NORTH
184
Continuous
North Arrow
T-STAMP-DISCLAIMER
184
Continuous
Disclaimer Stamp
T-STAMP-FORISSUE
184
Continuous
For Issue Stamp
T-STAMP-PERMIT
184
Continuous
Permit To Practice Stamp
T-STAMP-PLOT
184
Continuous
Plot/Date Stamp
3.5
STANDARD OBJECT PROPERTIES
All objects colour and linetype properties should be set to "bylayer". This ensures the
greatest amount of control over the entire drawing and enables changes to be made
quickly and easily.
Schedule J - Standards for Submission by Developer 16 of 26
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
3.5.1 Point Groups
Naming Convention: <TYPE>-<SOURCE>-<DATE>
Type = See Table J18
Source = Data source, surveyor, etc...
Date = Current date in the format yyyy-mm-dd
Table J18: Point Group Types
Name
Description
SURV
Field Surveys
UTIL
Record Utility Information (not for surface use)
CTRL
Survey Control Points
INTP
Interpolated Points
3.6
SYMBOLS
Submitted drawings shall include symbols provided in the District's Standard Drawing
Template file. Symbols must be inserted using the specified insertion point, which is to
be centre point of the symbol unless otherwise indicated. Where possible, symbols are to
be inserted at the end or mid points of line segments.
4.0
REQUIRED DRAWINGS
4.1
Cover Sheet (Title Page)
The cover sheet shall show the following information:
Name of Development or Subdivision
Name and address of Owner and Professional Engineer.
Site location plan of Development or Subdivision.
Legal description of subject properties.
File numbers of approving authorities. (i.e. District and/or Ministry).
Complete drawing index of all sheets belonging to the set.
Other pertinent information
4.2
Key Plan(s)
Schedule J - Standards for Submission by Developer 17 of 26
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
Key Plans shall show the following information:
Lot numbers, plan numbers, and road names of the subject Development or
Subdivision and adjoining properties.
Cross reference of the drawings by outlining the area contained in each drawing and
referencing that drawing by drawing number.
General construction notes.
Other pertinent information.
4.3
Building Envelope Plan (if applicable)
Building Envelope Plan shall show the following information:
Overall plan of current phase
Lot numbers
Roads, curbs, gutters and sidewalks
Rights of way and easements
Offset lines from all property boundaries indicating required building setbacks
10 metre by 10 metre square on each parcel indicating the required minimum
building envelope
Notes that indicate the required setbacks from all property boundaries pursuant to
the Zoning Bylaw
Other pertinent information
4.4
Composite Plan(s) (as required)
Composite Plans shall show the following information:
All existing and proposed utilities, roads, walkways, and sidewalks.
All rights of way and easements including widths.
Control monuments with identification number.
All legal information, including bearings, dimensions, lot numbers, block numbers,
legal plan numbers, and street names. All lots must be numbered.
Show legal lot line dimensions.
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March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
All roadway dimensions including width of right of way, BOC to BOC and BOC to
edge of right of way.
Area of each parcel.
Other pertinent information.
4.5
Plan / Profile Drawings
Plan/Profile drawings shall show the following information:
4.5.1 General
The following criteria shall apply to all drawings:
Both plan and profile stationing must be tied to a property line or road boundary.
The profile shall be shown at true centerline length and projected below the plan in
as close a horizontal relationship as possible.
The top half of a plan/profile sheet shall show the plan view and shall show the legal
layout with legal descriptions of all properties, the location of all sidewalks, catch
basins, underground utilities such as sewer, water, telephone, television power,
manholes, valves, hydrants, and all survey monuments, etc.
Drawings shall also show existing dwellings, fences, trees, hedges, unusual ground
features, existing roads and driveways including the type such as asphalt, concrete
or gravel.
Plan/profile drawings for various services may be combined on one plan providing
the plans are clear and readable. Plan/profile drawings may combine the following
services:
Roads & Storm Drains
Sanitary Sewers & Water
Roads, Storm Drains, Sanitary Sewers and Water may be included on one
drawing depending on the complexity of the design and at the discretion of the
Approving Officer.
4.5.2 Road Plan/Profile Drawings (may be combined with Storm Drains)
Road plan views shall show the following information:
Schedule J - Standards for Submission by Developer 19 of 26
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
Drawings shall show width of road, width of shoulders, and the offset of curb from
property line.
Chainages of the B.C. and E.C. of horizontal curves shall be shown together with the
delta angle, centerline radius, tangent length, and centerline arc length. Curb radii
are not required if the centerline radius and road width are shown, except on curb
returns at intersections and at the end of cul-de-sacs.
Road profile views shall show the following information:
The design gutter and/or centerline grade (%).
Vertical curve chainage and elevations of B.C., E.C. and P.I.:
the external value, e;
the length of vertical curve;
the chainage and elevation of the low spot of sag curves; and
K value of vertical curvature (crest on sag).
Existing ground elevation along the centerline of the proposed roadway and/or the
edge of existing asphalt.
4.5.3 Water Plan/Profile Drawings (may be combined with Sanitary Sewer)
Water plan views shall show the following information:
Offset of pipelines from property lines.
Length and size of pipe.
Offset of connections from property lines.
The locations of hydrants, valves, services, end-of-main, or other appurtenances
referenced to the nearest property line.
Information on any curves or pipe deflections.
Easements (existing and/or required).
Water profile views shall show the following information:
Surface profiles (existing and design, if applicable) over proposed main.
Length, size, grade, type, and material of pipe.
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March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
Profiles of invert and crown of pipes.
Location, type and invert elevation of all crossing utilities.
4.5.4 Storm Drains and Sanitary Sewer Plan/Profile Drawings
Storm and Sanitary plan views shall show the following information:
The structural details of all manholes and chambers, etc. not covered by standard
drawings.
Offset of pipelines from property lines.
The size of pipe.
Offset of connections from property lines.
The locations of manholes, clean-outs and services relating to property lines.
Information on any curves or pipe deflections.
Easements (existing and/or required).
Future curb and gutter lines (if applicable).
Manhole identification numbers.
Inverts of service connections at property line (if applicable).
For storm drainage, features such as ditches, culverts, streams, channels, etc.
Storm and sanitary profile views shall show the following information:
Surface profiles (existing and design, if applicable) over proposed main.
Length, size, grade, type, and material of pipe.
Profiles of invert and crown of pipes.
Location, type and invert elevation of all crossing utilities.
Invert elevations of manholes.
Alignment station of manholes.
Manhole identification number.
Rim elevations of proposed or adjusted manholes.
4.6
Grading Plan(s)
Schedule J - Standards for Submission by Developer 21 of 26
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
In addition to any other requirements presented, grading plans shall show the following
information:
4.6.1 General
Clearing and grubbing boundaries
Fill and excavation areas (by shading) including structural fill areas
Locations of required siltation abatement and control measures
Pre-development contour lines at a maximum 0.5 m interval. The topographic
information shall extend a minimum 30.0 m outside the development site
Proposed contours, slopes, grades, and spot elevations including surface slopes of
roadways and other surfaces with arrows indicating the direction of flow.
Proposed or existing elevations along the boundaries of the subdivision and design
elevations at all lot corners and changes of surface slope along property boundaries.
The minor (5 year return) storm sewer system with the flows calculated per section
and the accumulated flows from all upstream sections. Provision must be made for
upstream development potential where applicable;
The major (100-year return) system. The nature and detail of the major conveyance
system is to be shown, including all major drainage flow directions, ponding areas and
the extent and maximum depth of ponding anticipated for a 1 in 100 year return
frequency rainfall event along with the maximum hydraulic grade line. The overall major
drainage flow route is to be clearly defined and designated with prominent arrows.
Include the direction of surface flows on all surfaces and elevations of overflow points
from local depressions and details of channel cross sections.
Swale details including locations, right of way requirements, slopes, cross sections and
construction details for the swales.
Right of ways and restrictive covenants - Requirements and locations for all right of
ways and restrictive covenants related to drainage provisions and development
restrictions associated with the drainage of the property.
4.6.2 Lot Grading
All existing corner lot elevations
All proposed corner lot elevations
Lot drainage pattern - The direction of surface drainage for each lot is to be identified,
to indicate whether split drainage or through drainage is contemplated. Proposed
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March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
surface drainage for abutting future development lands is to be shown to the extent
that it will impact on the subject lands.
Lot grading details - Typical detail diagrams of the various types of lot grading
arrangements, which will normally conform to the figures provided in the
Supplementary Detail Drawings, are to be used, identifying for each lot which typical
detail applies.
The proposed building envelope with the minimum finished ground elevation noted for
each lot.
4.7
Landscape Plan(s)
Landscape plans shall show the following information:
Extent of proposed landscape works and services
Existing and proposed property information, including lot lines, easements, right of
ways, legal descriptions, addresses and dimensions
Existing and proposed contours, slopes, grades and spot elevations for landscaped
areas (if not already shown on grading plan)
Existing and proposed buildings, structures, roads, curbs, sidewalks, walls, fences,
signs, site features and other appurtenances
Existing vegetation proposed to be removed, relocated or retained
Areas of proposed preservation, naturalization, restoration, lawn and landscaping,
including soil types, depths and amendments
Proposed plant species name (botanical and common), size and planting condition
Existing and proposed irrigation systems (if required)
Construction details and specifications or other pertinent information as required.
4.8
Integrated Stormwater Management Plan (ISMP)
In addition to any other requirements presented, Integrated Stormwater Management
Plans shall generally show the following information:
Site and surrounding area (400 m minimum outside development) showing roads
and major features. A small location plan of the watershed is also to be included.
Schedule J - Standards for Submission by Developer 23 of 26
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
Major contours at 1.0 m and minor contours at 0.2 m elevation intervals (existing
and proposed)
Existing and proposed major surface flow paths.
Detention pond details, if applicable.
Area, in hectares, of development and the total area of drainage basin.
Directional arrows of flow within the site and on surrounding areas.
Sub-catchment boundaries, coefficients and areas.
Pipe system including size, grade, and minor and major flows (a table may be
utilized).
The subject development is to be highlighted.
Other pertinent information (see Schedule D)
4.9
Erosion and Sediment Control Plan(s)
In addition to any other requirements presented in this bylaw, Erosion and Sediment
Control Plans shall generally show the following information:
Existing contours of the site at an interval sufficient to determine drainage patterns.
Final contours if the existing contours are to be significantly changed.
Final drainage patterns/boundaries.
Existing vegetation such as significant trees, shrubs, grass, and unique vegetation.
Limits of clearing and grading.
Erosion and sediment control measures (temporary and permanent) including
locations, names and details, in accordance with "Land Development Guidelines for
the Protection of Aquatic Habitat".
Storm Drainage systems including drain inlets, outlets, pipes, and other permanent
drainage facilities (swales, waterways, etc.).
4.10
Street Lighting Plan(s)
A plan view of the street lighting shall be provided. General notes on the plan shall
reference municipal standards, specifications and appropriate design criteria.
Schedule J - Standards for Submission by Developer 24 of 26
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
4.11
Street Sign, Paint Marking, and Traffic Control Device Plans
A drawing identifying signs, markings, and required control devices shall be provided.
Detailed drawings may be required for traffic control devices. These plans can be added
to road plan drawings if the plan is clear and readable.
4.12
Traffic Management Plan(s)
Detail routes for construction traffic and traffic controls for traffic on existing roads
affected by construction may be required if requested by the Approving Officer.
4.13
Road Cross Section Plan(s)
Shall be scaled at 1:100 horizontal and 1:50 vertical and shall note the existing ground
elevation, the proposed elevations of the road centreline, the curb and gutter (or road
edge) and property lines. Cross-sections are required at critical locations as required by
the Approving Officer.
4.14
Construction Details
Show all proposals for construction which are not covered or specifically detailed in the
District's standards. Where there is a District or MMCD standard, it is expected to refer
to the detail drawing number.
4.15
Electrical, Gas, and Communication Utilities
The Owner's Professional Engineer shall obtain and submit engineering drawings from
each utility drawing showing detailed design and construction requirements for any
necessary Works and Services. The Professional Engineer shall assemble all drawings
and superimpose them onto an overall subdivision compilation drawing(s) to ensure that
there are no conflicts between any of the municipal services and the shallow utilities both
underground and above ground.
5.0
DRAWING SUBMISSIONS
5.1
Design Submissions
Half-size (11x17) drawings will be considered for design submissions with prior approval
from Approving Officer.
3 paper copies of all design drawings are required for design submissions.
Schedule J - Standards for Submission by Developer 25 of 26
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
5.2
Record Drawings
Record Drawings shall be submitted prior to issuance of a Certificate of Provisional
Completion of All Works. Record Drawings must be delivered in both paper and
electronic format(s) to the District. Record Drawings shall include all drawings in
approved design submission or as requested by Approving Officer.
The Owner shall submit to the District a complete set of electronic drawings of the
subdivision or development in DWG format compatible with the current version of
AutoCAD, as currently used by the District of Chetwynd, in addition to a digital hard copy
in Adobe PDF format in accordance with this Schedule.
5.3
Electronic Drawings
5.3.1 General Requirements
The Owner shall submit to the District a complete set of electronic drawings of the
Subdivision or Development in AutoCAD .dwg format.
The electronic drawing shall be prepared in accordance with Section 3. All external files
associated with the electronic drawing (e.g. special fonts, line types, and/or images) shall
be supplied with the electronic drawing submission. No drawing shall be submitted that
contains any external references (xrefs). All externally referenced drawings shall be
bound prior to submittal.
5.4
Digital Hard Copies
A digital hard copy is any digital file that is reproducible without the ability to modify the
drawings contents or appearance.
5.4.1 General Requirements
Adobe's Portable Document Format (*.pdf) is the preferred file type. However
alternatives may be considered such as Autodesk's Drawing Web Format (*.dwf)
Drawing sets submitted as a digital hard copy shall be electronically sealed by the
Professional Engineer.
Schedule J - Standards for Submission by Developer 26 of 26
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
5.4.2 Device/Document Settings for Plotting Adobe Portable Document Format
Ensure all text is legible and the shading and hatching ordered so as not to block or hide
other line work and/or text.
The following settings shall be used when plotting the drawings to Adobe PDF:
paper size to be ANSI D 22" x 34"
layout to be "landscape"
graphic print quality to be no less than "600 dpi"
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw No. 981, 2013
SCHEDULE B
WATER DISTRIBUTION
SCHEDULE C
SANITARY SEWER
SCHEDULE D
STORMWATER
SCHEDULE K
SUPPLEMENTARY DETAIL DRAWINGS
Schedule K - Supplementary Detailed Drawings
March 2013
District of Chetwynd
Subdivision and Development Servicing Bylaw
SCHEDULE K - SUPPLEMENTARY DETAIL DRAWINGS
Naming of Supplementary Detail Drawings follows MMCD Standard Detail Drawings naming convention.
Supplementary drawings that replace an existing MMCD Standard Detail Drawing are denoted with an "S"
in front of the MMCD Standard Detail Drawing number.
Drawing
Number
Drawing Title
A
Roads
A1
Arterial Road - Typical Section
A2
Collector - Typical Section
A3
Local Road - Typical Section
A4
Local Road (Cul-De-Sac) - Typical Section
A5
Industrial Collector Road - Typical Section
A6
Asphalt Walkway - Typical Section
A7
Approved Driveway Configuration Examples for Duplex Lots
G
General
SG4
Typical Utility Trench Section and Pipe Bedding Detail
SG8
Pipe Anchor Blocks
G9
Water and Sewer Crossings
G10
Corrosion Protection in Native Soil at Steel or Iron Fittings
G11
Landscaping and Approved Tree Species
G12
Lot Grading Typical Detail - Split Drainage
S
Storm and Sanitary
S16
Large Diameter Water and Sewer Services
S17
Rainfall Intensity-Duration-Frequency Curve
W
Water
SW4
Typical Hydrant Assembly
SW6/SW7 Standard Air Valve Assembly
SW8
Buried Standpipe Detail
W12
Pressure Main Thrust Blocks
x
x
x
x
x
x
x