Subdivision and Development Servicing Bylaw No. 2022-042 - Consolidated to June 11, 2024
Summerland, British Columbia
· adopted 2024-06-11
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THE CORPORATION OF THE DISTRICT OF SUMMERLAND
SUBDIVISION AND DEVELOPMENT SERVICING
BYLAW NO. 2022-042
Consolidated to June 11, 2024
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 2 of 16
CONTENTS
TITLE .......................................................................................................................................................................... 3
SEVERABILITY ............................................................................................................................................................. 3
INTERPRETATION ....................................................................................................................................................... 3
Purpose ........................................................................................................................................................................................... 3
References ...................................................................................................................................................................................... 3
Definitions ....................................................................................................................................................................................... 4
Standards of Measure ..................................................................................................................................................................... 8
Schedules ........................................................................................................................................................................................ 8
Master Municipal Construction Document (MMCD) ....................................................................................................................... 8
SERVICING REQUIREMENTS FOR SUBDIVISIONS AND DEVELOPMENTS ....................................................................... 9
Servicing Requirements ................................................................................................................................................................... 9
Servicing Requirements on An Adjacent Highway ......................................................................................................................... 10
Servicing Requirements on a Building Site .................................................................................................................................... 10
Requirements must be Directly Attributable to the Development ................................................................................................. 10
Works and Services in Highway Rights of Way ............................................................................................................................. 10
Excess or Extended Services .......................................................................................................................................................... 10
Cash in Lieu ................................................................................................................................................................................... 11
EXEMPTIONS AND UNIQUE CIRCUMSTANCES .......................................................................................................... 11
Exemptions from Services at Subdivision ...................................................................................................................................... 11
Unique Circumstances for Subdivision .......................................................................................................................................... 11
Exemptions from Services at Building Permit ................................................................................................................................ 12
Unique Circumstances for Building Permit .................................................................................................................................... 13
Alternative Designs ....................................................................................................................................................................... 13
FEES AND SECURITY ................................................................................................................................................. 13
Fees and Payment of Charges ....................................................................................................................................................... 13
Development Approval Fees ......................................................................................................................................................... 13
Works and Services Security.......................................................................................................................................................... 13
Maintenance Security ................................................................................................................................................................... 13
GENERAL PROVISIONS ............................................................................................................................................. 14
Project Supervision and Certification ............................................................................................................................................ 14
Consulting Engineer ...................................................................................................................................................................... 14
Cost of Services ............................................................................................................................................................................. 14
Latecomer ..................................................................................................................................................................................... 14
Transfer of Ownership .................................................................................................................................................................. 15
Stop Work Order ........................................................................................................................................................................... 15
Record Drawings ........................................................................................................................................................................... 15
Forms ............................................................................................................................................................................................ 15
Enforcement ............................................................................................................................................................ 15
Authorization to Enter ................................................................................................................................................................... 15
Violation and Offence ................................................................................................................................................................... 16
Offences and Penalty .................................................................................................................................................................... 16
REPEAL AND ADOPTION ........................................................................................................................................... 16
Schedule A - Works and Services Requirements
Schedule B - Quality Control and Assurance
Schedule C - Design Standards
Schedule D - Supplementary Construction Specifications
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 3 of 16
The Corporation of the District of Summerland
Subdivision and Development Servicing Bylaw No. 2022-042
A bylaw to regulate and require the provision of works and services in connection with
the subdivision and development of land.
WHEREAS pursuant to the Local Government Act, the Council of the District of Summerland may, by
bylaw, regulate and require the provision of works and services for the subdivision or development of land;
NOW THEREFORE BE IT RESOLVED that the Municipal Council of the District of Summerland, in open
meeting assembled, hereby ENACTS AS FOLLOWS:
TITLE
1.1.
This bylaw may be cited as "Subdivision and Development Servicing Bylaw No. 2022-042".
SEVERABILITY
2.1
If a section, subsection, paragraph, subparagraph or phrase in this bylaw is for any reason declared
invalid by a court of competent jurisdiction, the decision will not affect the validity of the remaining
portions of this bylaw.
INTERPRETATION
Purpose
3.1.
The purpose of this bylaw is to establish standards for Works and Services which must be
constructed and installed to service any Subdivision or Development of lands within the District of
Summerland.
References
3.2.
Every reference to this bylaw in this or another bylaw of the District is a reference to this bylaw as
amended to the date of the reference.
3.3.
Every reference to the Master Municipal Construction Document (MMCD) is a reference to the most
recent version of the MMCD.
3.4.
Definitions of words and phrases used in this bylaw that are not included in the definitions in this
part have the meanings commonly assigned to them in the context in which they are used in this
bylaw, considering the specialized use of terms with the various trades and professions to which
the terminology applies.
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 4 of 16
Definitions
3.5.
Unless otherwise defined in this Bylaw, a word or expression in this Bylaw has the meaning
assigned to it in the Local Government Act, Interpretation Act, Community Charter, Transportation
Act or Land Title Act or any of successor legislation.
3.6.
In this bylaw, the following words are defined:
"Application for Building Permit" means the information, documents, agreements, covenants and
fees required under this bylaw for a development.
"Application for Subdivision" means the information, documents, agreements, covenants and fees
required under this bylaw for a subdivision.
"Approval, Final" means the Approving Officer's affixation of their signature to the subdivision plan
pursuant to the Land Title Act.
"Approving Officer" means the person appointed by the District as the Approving Officer under the
Land Title Act, and includes their lawful designate.
"Benefiting Lands" means lands, other than lands that are the subject of the Owner's Application
for Subdivision or Application for Development, that are capable of being connected to or serviced
by Excess or Extended Services and are identified as such in a Latecomer Agreement.
"Building Bylaw" means the District of Summerland Building Bylaw, as amended.
"Building Official" means the person appointed by the District as the Building Official under the
Building Bylaw, and includes their lawful designate.
"Building Permit" means permission or authorization, in writing, by the Building Official to perform
work regulated by the Building Bylaw and the British Columbia Building Code.
"Certificate of Acceptance" means a certificate issued by the District verifying that all conditions of
this bylaw have been met by the Owner.
"Certificate to Proceed with Construction" means a notice issued by the Approving Officer
authorizing the Owner to proceed with construction of the Works and Services.
"Certificate of Substantial Performance" means a certificate issued by the Consulting Engineer,
certifying that Substantial Performance of all of the Works and Services has been achieved.
"Certificate of Total Performance" means a certificate issued by the Consulting Engineer, certifying
that Total Performance of all of the Works and Services has been achieved.
"Certified Irrigation Designer" means an individual certified by the Irrigation Industry of British
Columbia.
"Chief Administrative Officer" means the Chief Administrative Officer of the District, or designate.
"Community Sewer System" means a sanitary sewer or a system of sewage disposal works which
is owned, operated and maintained by the District.
"Community Stormwater Management System" means a system of works owned, operated and
maintained by the Ministry of Transportation and Infrastructure or the District, designed and
constructed to control the collection, conveyance and disposal of surface and other water.
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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"Community Water System" means a system of waterworks which includes the water distribution
and treatment facilities which are owned, operated or maintained by the District.
"Construct" or "Construction" means build, erect, install, repair, alter, add, enlarge, move, locate,
re-locate, re-construct, upgrade, demolish, remove, excavate, or shore.
"Consulting Engineer" means a professional engineer, registered under the Engineers and
Geoscientists Act retained by the owner to work on their behalf.
"Contract Documents" means the contract documents between the Owner and its contractor in
connection with the Construction of Works and Services.
"Council" means the Municipal Council of the District of Summerland.
"Cul-de-sac" means a highway with only one point of intersection with another and which
terminates in a vehicular turning area.
"Design Drawings" means the drawings identifying the Works and Services requirements of this
bylaw, provided by the Owner and submitted to the District pursuant to an Application for
Subdivision.
"Develop" or "Development" means any construction to which the Building Bylaw applies.
"District" means the District of Summerland.
"Director" means the Director of Works and Infrastructure for the District or their designate.
"Excess or Extended Services" means those Works and Services in respect of:
(a)
a portion of a Highway system that will provide access to Benefiting Lands; and
(b)
a portion of a water, sewage or drainage system that will serve Benefiting Lands.
"Estimated Cost of Works and Services" means an estimate prepared by the Consulting Engineer
that itemizes the fair market value of the Work and Services and which includes the value of all
professional Fees for design, approvals, Construction period services and Record Drawings.
"Fees" means those fees payable to the District in connection with the Subdivision or Development
of land, as prescribed by the District's Development Application Procedures Bylaw and Fees and
Charges Bylaw.
"Final (Subdivision) Approval" means the execution by the Approving Officer of a plan of
Subdivision.
"Frontage" means that length of lot boundary which immediately adjoins a highway, other than a
lane or walkway.
"Hillside" means areas identified as Hillside on Map A2 set out in Schedule A.
"Highway" includes a street, road, lane, bridge, viaduct, and any other way open to public use,
other than a private right of way on private property.
"Highway Reservation Agreement" means an agreement between the Owner and the District, in
the form prescribed by the District, as referred to in the Local Government Act.
"Industrial" means areas identified as Industrial on Map A2 set out in Schedule A.
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"Lane" means a highway more than 3 metres but not greater than 8 metres in width, intended to
provide secondary access to parcels of land. A lane is not to be considered a partial street.
"Latecomer" means an Owner of Benefiting Lands who wishes to connect to or use Excess or
Extended Services prior to the expiration of a Latecomer Agreement to which the Benefiting Lands
are subject, provided that a Latecomer who makes an Application for Subdivision, or an
Application for Development, with respect to the Benefiting Lands, will also be considered an
"Owner" of a Parcel or proposed Parcel for the purpose of this bylaw.
"Latecomer Agreement" means an agreement between the Owner and the District, in the form
prescribed by the District, as referred to in the Local Government Act.
"Latecomer Charges" means those charges determined and imposed by the District and as defined
by the Latecomer Agreement.
"Lot" means any parcel, block or other area in which land is held or into which it is subdivided, but
does not include a Highway.
"Maintenance Bond" means:
(a) a deposit in the form of cash or a certified cheque provided for the Maintenance Period, or
(b) an unconditional irrevocable standby letter of credit in a form satisfactory to the District,
expiring no earlier than one year from the date of issuance and providing for a right of renewal
unless the bond or letter of credit is perpetual, issued to the District by a branch of a chartered
bank, credit union or trust company.
"Maintenance Period" means:
(c) the period of one year from the date on which all obligations of the Owner and its Consulting
Engineer(s) have been performed.
(d) with respect to Works and Services that appear to be incomplete, defective or deficient during
the Maintenance Period referred to in either (a) above, the period of one year from the date on
which such Works and Services are completed or corrected.
"MMCD" means the most recent version of the MMCD of the Master Municipal Construction
Documents.
"Medical Health Officer" means the official appointed under the Health Act who has jurisdiction
over the area in which the subdivision is located.
"OCP" means the District of Summerland Official Community Plan.
"Off-site Works and Services" means Works and Services that are directly attributable to the
Subdivision or Development and that will be owned and maintained by the District following
issuance of the Certificate of Total Performance.
"Owner" means the registered owner of an estate in fee simple of land, or an agent duly
authorized by the owner in writing in the prescribed form, and also where the context or
c(air)cuamtsetannacnet sfosrolifreequunidr er a registered life estate;
(b) a registered holder of an agreement for sale;
(c) a holder or occupier of land held in the manner mentioned in Sections 228 and 229 of the
Community Charter (Crown land held by others); or
(d) a lessee with authority to build on land.
"Owner/Consulting Engineering Confirmation" means a confirmation letter from the Owner and the
Consulting Engineering Firm, in the form prescribed by the District.
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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"Panhandle Lot" means any lot which gains highway frontage through the use of a narrow strip of
land which is an integral part of the said lot (hereinafter called the "access strip").
"Parcel" means any lot, block or other area in which land is held or into which it is subdivided, but
does not include a highway.
"Preliminary Layout Approval " means such drawings, plans, information and documents as the
Approving Officer requires, and in such form as is required by the District, to determine, on a
preliminary basis:
(a) whether the proposed Subdivision would be against the public interest or otherwise unsuitable
for Subdivision; and
(b) if not against the public interest or otherwise unsuitable for Subdivision, what the Owner must
include in the Application for Subdivision Approval.
"Preliminary Layout Approval Letter" means a letter from the Approving Officer to the Owner
advising of the Approving Officer's response to Preliminary Layout Approval information provided
by the Owner.
"Professional Engineer" means a person who is registered or duly licensed as such under the
provisions of the Engineers and Geoscientists Act of British Columbia.
"Public Access Route" means Public Land located between or beside lots that will provide a
connection between public roads or between public roads and open space or parks behind the lots
fronting the public road.
"Public Land" means land owned by the Owner, Crown or District and land that, after subdivision
approval or title transfer, will be owned by the Crown or the District. Public Land may include, but is
not limited to: boulevards, medians, traffic circles, stormwater management facilities, public access
routes, natural open spaces and parks.
"Record Drawings" means drawings prepared by and certified by the Consulting Engineer that
record the location, properties and details of all Works and Services.
"Road" means the portion of a highway to be used for vehicular traffic movement.
"Rural" means areas identified as Rural on Map A2 set out in Schedule A.
"Rural (Well)" means areas identified as Rural (Well) on Map A2 set out in Schedule A.
"Service Application" means an application made by the Owner to connect to the District's Works
and Services, in the form prescribed by the District.
"Servicing Agreement" means an agreement between the Owner and the District made pursuant to
Section 219 of the Land Title Act, in the form prescribed by the District of Summerland, as referred
to in the Local Government Act. The Servicing Agreement describes the terms and conditions
agreed upon between the District and the Owner relative to provision of Works and Services
associated with a Subdivision or Development.
"Statutory Declaration" means the Owner's sworn declaration that all amounts relating to the
Works and Services due and owing to third parties as of the date on which the Statutory
Declaration is given have been paid, including all amounts owing to contractors and sub-
contractors, and all assessments and levies under applicable legislation.
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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"Statutory Right-of-Way Agreement" means an agreement between the Owner and the District, in
the form prescribed by the District, as referred to in the Land Title Act.
"Subdivide" or "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; or
(c) the creation of a Highway or a portion of a Highway by plan.
(d) a boundary adjustment between two parcels.
"Substantial Performance" means the stage of performance of all of the Works and Services when
the Works and Services are ready to be used for their intended purpose, as determined by the
Director.
"Surveyor" means a person currently licensed to practice by, and is in good standing with, the
Association of British Columbia Land Surveyors.
"Total Performance" means when all Works and Services, including all incomplete, defective or
deficient Works and Services that were apparent when the Certificate of Substantial Performance
was issued have been completed or corrected, as certified by the Consulting Engineer and verified
by the District.
"Urban Local" means areas identified as Urban Local on Map A2 set out in Schedule A.
"Watercourse" means any natural or artificial stream, river, creek, ditch channel, canal, conduit,
culvert, drain, waterway, gully or ravine in which water flows in a definite direction or course, either
continuously or intermittently, and has a definite channel, bed and banks and includes an area
adjacent thereto subject to inundation by reason of overflow or flood water.
"Works and Services": includes site grading, Highways, sidewalks, boulevards, boulevard
crossings, transit bays, street lighting, wiring, water distribution systems, fire hydrants, sewage
collection and disposal systems, drainage collection and disposal systems, engineering, record
drawings and such other infrastructure or systems as may be provided within the District from time
to time.
"Zone" means a zone identified and defined in District of Summerland Zoning Bylaw.
Standards of Measure
3.7.
Any equivalent imperial units of measure shown, in parenthesis, after metric units in any schedule
to this bylaw are for information purposes only and do not form part of this bylaw.
Schedules
3.8.
The following schedules are attached to and form part of this bylaw:
-
Schedule A - Works and Services Requirements
-
Schedule B - Quality Control and Assurance
-
Schedule C - Design Standards
-
Schedule D - Supplementary Construction Specifications
Master Municipal Construction Document (MMCD)
3.9.
All Works and Services shall be completed in accordance with the most recent edition of MMCD,
the Master Municipal Construction Document, which shall form part of this bylaw, unless specifically
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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modified in Schedule D.
3.10. If the requirements in Schedule C - Design Standards conflict with the requirements set out in the
MMCD, the specifications and drawings found in Schedule C - Design Standards shall take
precedence over specifications and drawings found in the MMCD.
SERVICING REQUIREMENTS FOR SUBDIVISIONS AND DEVELOPMENTS
Servicing Requirements
4.1.
No Owner shall subdivide land in the District unless:
(a) the Works and Services required by this bylaw have been provided by the Owner to the
satisfaction of the Approving Officer; or
(b) the Owner has entered into a Servicing Agreement with the District to construct and install the
required Works and Services by a date specified in the agreement, and provided to the District
security as required in Part 6.
4.2.
No Owner shall construct a building or structure in the District for which a building permit is required
unless:
(a) the Works and Services required by this bylaw have been provided by the Owner to the
satisfaction of the Approving Officer; or
(b) the Owner has entered into a Servicing Agreement with the District to construct and install the
required Works and Services by a date specified in the agreement, and provided to the District
security as required in Part 6.
4.3.
Roads, sidewalks, bicycle lanes, boulevards, roadway lighting, wiring, traffic signals, retaining wall
systems and alterations, landscaping and any other components associated with the provision of
transportation systems shall be provided in accordance with the level of service set out in Schedule
A and the standards set out in Schedules B to D established under this bylaw.
4.4.
Water systems shall be provided in accordance with the level of service set out in Schedule A and
the standards set out in Schedules B to D established under this bylaw. Water systems shall be
connected to an existing Community Water System, unless located in an area that permits
connection to individual wells as set out in Schedule A.
4.5.
Despite section 4.4, even if located in an area that permits connection to individual wells, the parcel
or development shall be connected to an existing Community Water System if the Community
Water System extends along the frontage of the parcel, or if the Community Water System exists
within 100 metres of the parcel.
4.6.
Sewer systems shall be provided in accordance with the level of service set out in Schedule A and
the standards set out in Schedules B to D established under this bylaw. Sewer systems shall be
connected to an existing Community Sewer System, unless located in a Rural area that permits on
site sanitary sewage effluent by ground disposal set out in Schedule A and the standards set out in
Schedules B to D established under this bylaw.
4.7.
Despite section 4.6, even if located in an area that permits on site sanitary sewage effluent by
ground disposal, the parcel or development shall be connected to an existing Community Sanitary
System if the Community Sanitary System extends along the frontage of the parcel, or if the
Community Sanitary System exists within 100 metres of the parcel.
4.8.
Stormwater Management systems shall be provided in accordance with the level of service set out
in Schedule A and the standards set out in Schedules B to D established under this bylaw.
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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Stormwater management systems shall be connected to an existing Community Stormwater
Management System, unless located in an area that permits other forms of Stormwater
Management set out in Schedule A.
4.9.
The Works and Services required in Part 5 shall be provided on that portion of any highway or lane
immediately adjacent to the parcel that is the subject of the subdivision or building permit
application, as the case may be.
Servicing Requirements on An Adjacent Highway
4.10. Council hereby delegates to the Director the power under Section 506(8) of the Local Government
Act to require that, prior to Subdivision approval or issuance of a Building Permit the Owner shall
provide Works and Services directly attributable the subdivision or development, in accordance with
the level of service set out in Schedule A and the standards set out in Schedules B to D of this
bylaw, on that portion of every Highway immediately adjacent to the Parcel being subdivided or
Developed up to the centre line of the Highway.
Servicing Requirements on a Building Site
4.11. Council hereby delegates to the Director the power under Section 506(9) of the Local Government
Act to require that the Owner shall, as a condition of the issuance by the City of a Building Permit,
provide Works and Services directly attributable the subdivision or development, on the site subject
to the Building Permit in accordance with the level of service set out in Schedule A and the
standards set out in Schedules B to D of this bylaw.
Requirements must be Directly Attributable to the Development
Works and Services in Highway Rights of Way
4.12. The Works and Services required by this bylaw shall be provided in dedicated highways, unless the
Director has approved the location of the Works and Services in a statutory right of way granted to
the District, in which case the statutory right of way, including any required plan of right of way, must
be prepared at the cost of the Developer, in terms satisfactory to the Director, and deposited
concurrently with the deposit of the subdivision plan in the case of a subdivision application and
prior to the issuance of an occupancy permit in the case of a building permit application.
4.13. Any Works and Services required by this bylaw within an existing highway right-of-way shall be
provided, at a minimum, to the centre line of the highway along the entire frontage of the property,
except that all required utility upgrades for water, sanitary sewer, stormwater, natural gas, electrical,
street lighting or telecommunications shall be provided within the entire right-of-way regardless of its
location.
Excess or Extended Services
Explanatory Note:
For clarity, the Director shall exercise the powers delegated under Sections 4.9 and 4.10 in accordance with
Section 506 (10) of the Local Government Act, which states that the requirements:
- may be made only to the extent that they are directly attributable to the subdivision or development, and
- must not include specific services that are included in the calculations used to determine the amount of a
development cost charge, unless the owner agrees to provide the services.
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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4.14. Council delegates to the Approving Officer the authority to:
(a) Determine what Excess or Extended Services are required in connection with a Subdivision or
Development;
(b) Determine whether the cost of those Excess or Extended Services are excessive such that
the municipality cannot pay for those costs;
(c) Identify the benefiting properties in relation to Excess or Extended Services; and
(d) Determine what proportion of the costs associated with the Excess or Extended Services is
associated with each benefiting property.
Cash in Lieu
4.15. The Approving Officer may require the Owner to provide to the District, cash in lieu of the required
Works and Services. The amount of cash in lieu shall be approved by the Approving Officer but
shall not exceed 100% of the value of the design, construction, and installation of the required
Works and Services. The Consulting Engineer may be required to prepare and submit the
Estimated Cost of Works and Services to assist the Approving Officer in their evaluation.
EXEMPTIONS AND UNIQUE CIRCUMSTANCES
Exemptions from Services at Subdivision
5.1.
Despite the requirements in Part 4, the Works and Services requirements of this bylaw do not apply
to a Subdivision which creates only:
(a) a Highway dedication;
(b) park land;
(c) a Parcel for the installation of public utilities and related structures and equipment; or
(d) a consolidation of lots; or
(e) a lot line adjustment, in which the number of buildable lots is not increased, except that the
owner must meet section 5.3.
5.2.
Council hereby delegates to the Approving Officer the power to exempt a parcel from the statutory
or bylaw minimum frontage provided for in Section 512 of the Local Government Act.
Unique Circumstances for Subdivision
5.3.
Despite section 5.1, where an owner is making an application to adjust lot lines, and the lot line
adjustment does not create any additional parcels, the owner shall:
(a) extend the existing services to the adjusted parcel lot line;
(b) provide a drawing, prepared by a surveyor, indicating the locations of all existing and
extended services, including power, water, sewer, and onsite disposal, if applicable; and
(c) identify which parcel will connect to which service.
If a service is not located in a dedicated road right of way or within the parcel that it will service, the
location and access to that service shall be protected by an easement.
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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5.4.
Despite the requirements in Part 4, an owner of land zoned RU1, RU2, RU3, A1, A2, CR1, or RMH
will not be required to construct or install one or more of the following servicing Bylaw
requirements: drainage, street lighting, underground wiring, fire hydrants, water, curb, gutter, or
sidewalk on the abutting highway if0F1:
(a) the subdivision is not within 75 meters of an area as determined using the method shown on
Figure 5.1 where an equivalent level of works is constructed or installed or is required to be
constructed and installed; and
(b) the total highway frontage abutting the subdivision or development is less than 70 meters; and
(c) the subdivision creates not more than one new parcel and the new parcel and the remainder
have no further subdivision potential under the current zoning; and
(d) new streets or street extensions are not required to service the development; and
(e) the Director agrees that the existing standard of works and services are adequate to service
the subdivision.
Exemption for each servicing requirement will be determined independently of the others based on
the above criteria. An exemption from one servicing requirement in no way implies an exemption
from any or all of the other servicing requirements.
Figure 5.1 Illustration of 75m Measurements
Exemptions from Services at Building Permit
5.5.
Works and Services requirements of this bylaw do not apply to a building permit for internal
alterations of a building and/or structure where the principal use of the building and/or structure, or
1 Bylaw No. 2024-015
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 13 of 16
part thereof, is not changing.
5.6. Works and Services requirements of this bylaw do not apply to a building permit being issued
for construction of one or more detached buildings resulting in a total of 2 or less dwelling
units (single detached house, ½ duplex, suite, carriage house, etc.) on a single lot. In all
cases, a building permit being issued for the construction of a secondary suite is exempt from
the Works and Services requirements of this bylaw. Further, in all cases, a building permit
being issued for the construction of a duplex within the RU1 (Residential Urban Infill) zone is
not exempt from the Works and Services requirements of this bylaw1F2.
Unique Circumstances for Building Permit
5.7.
Despite the requirements in Part 4, if a building permit is being issued for construction of a building
on land zoned RU1, RU2, RU3, A1, A2, CR1 or RMH, the Owner shall2F3:
(a) Service the land with domestic water/well and sanitary sewer/septic as outlined by
this bylaw if the subject lands had not been serviced prior; and
(b) comply with the provisions of Schedule D subsection 1.10 - Removal and Disposal of
Accumulated Soils; and
(c) comply with the provisions of the Sanitary Sewer Regulation Bylaw of the District of
Summerland as amended from time to time; and
(d) No other provisions of the Subdivision and Development Servicing Bylaw shall apply.
Alternative Designs
5.8.
Despite the requirements in Part 4, the Director may approve alternative designs that meet the
performance objectives of the requirements set out in Schedules A to D if the Owner provides a
report prepared by their Consulting Engineer clearly demonstrating that the alternative design will
meet or exceed the performance objectives of the requirements set out in Schedules A to D.
FEES AND SECURITY
Fees and Payment of Charges
6.1.
Final approval of the Subdivision, issuance of the Certificate to Proceed with Construction, issuance
of a Preliminary Layout Approval Letter, or issuance of Building Permit, as the case may be, will not
be issued by the District until all applicable fees and charges have been paid.
Development Approval Fees
6.2.
The Owner shall pay all engineering and legal fees as well as outside consulting costs incurred by
the District relating to the subdivision and servicing of the land, including detailed review and
approval of the Design Drawings, monitoring the installation of the Works and Services, and the
costs of connecting the Works and Services to the District's existing infrastructure.
6.3.
Prior to issuance of the Certificate to Proceed with Construction, the Owner shall pay to the District
an amount equal to 1.5% of the estimated cost to construct the Works and Services as approved by
the District.
Works and Services Security
2 Bylaw No. 2024-015
3 3 Bylaw No. 2024-015
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 14 of 16
6.4.
Final approval of the Subdivision or issuance of a Building Permit shall not be granted prior to the
provision of Works and Services unless the Owner pays to the District a security in an amount equal
to 125% of the Consulting Engineer's Estimate of the Cost of the Works and Services required for
the proposed Subdivision or Development to meet the requirements of this bylaw.
6.5.
The Owner shall be responsible for the actual cost of the Works and Services regardless of the
adequacy of the security deposited with the District.
Maintenance Security
6.6.
The District shall:
(a) Return the security required pursuant to Section 6.4 of this bylaw, less ten percent (10%), plus
two hundred percent (200%) of the cost to repair deficiencies and defects as estimated by the
Owner's Consulting Engineer and as approved by the Director to cover deficiencies during the
one-year Maintenance Period;
(b) Establish the date of commencement of the one-year Maintenance Period, and
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 15 of 16
(c) Advise the Owner of the terms of the one-year Maintenance Period.
6.7.
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 Certificate of Acceptance has been
issued by the District. The Owner shall maintain the works and repair or replace any defective
works during the one-year Maintenance Period. Should the Owner fail to maintain, repair or replace
said works, the District may undertake such maintenance, repairs or replacement using the security
provided.
6.8.
The Maintenance Period shall not commence until:
(a) Substantial Performance of the Works and Services has been achieved, and;
(b) The Record Drawings have been submitted by the Owner and approved by the Approving
Officer.
6.9.
Should the Maintenance Period commence between the period November 1 and March 31, the
Director may require the Maintenance Period be extended so that it terminates on April 1 following
the one-year anniversary of the commencement date of the Maintenance Period.
GENERAL PROVISIONS
Project Supervision and Certification
7.2
All Consulting Engineers that are required as a condition of this Bylaw shall follow the requirements
of Schedule B and be on-site during the period of construction of all works falling within their
particular field of expertise. The Consulting Engineer responsible for the respective works shall,
upon satisfactory performance of said works, provide the District with their written certification that
they were, in fact, on-site during the period of construction of the works and that said works were
installed meeting the requirements of this bylaw.
Consulting Engineer
7.3
The Owner, at its expense, shall retain a Consulting Engineer to design, inspect, test and certify all
Works and Services, as set out in Schedule B.
Cost of Services
7.4
All Works and Services required by this bylaw shall be constructed at the expense of the Owner.
Latecomer
7.5
Where the Owner is required by the District to provide excess or extended services, the Owner is
entitled to receive latecomer charges in accordance with:
(a) The Local Government Act: and
(b) The latecomer policy of the District, where applicable: and
(c) The latecomer agreement in a form acceptable by the Approving Officer.
7.6
The Approving Officer shall require the Owner to provide appropriate documentation and associated
costs respecting potential latecomer eligible properties. The issuance of a Certificate to Proceed
with Construction shall be withheld until receipt of the said information.
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 16 of 16
7.7
The interest rate applicable to latecomer charges as per the Local Government Act shall be
calculated by the District at the time the latecomer agreement is signed, and shall equal the prime
lending rate of the chartered bank used by the District, less one percent.
Transfer of Ownership
7.8
Works and Services constructed and installed under this bylaw become the property of the District
or the agency having jurisdiction, subject to no encumbrances, on issuance of the Certificate of
Acceptance.
Stop Work Order
7.9
The Approving Officer, Director, or the Bylaw Enforcement Officer may order:
(a) a person who contravenes this bylaw to comply with the bylaw within a time limit specified in
the order;
(b) a person to stop construction on the work, or any part thereof, if such work is proceeding in
contravention of this bylaw.
Record Drawings
7.10
The Owner must submit Record Drawings following the completion of the Works and Services and
prior to issuance of a Certificate of Total Performance.
7.11
If the Owner wishes to receive Subdivision Approval prior to submission of required Record
Drawings, tests results, service cards, inspection reports, video reports, maintenance and
operations manuals, and professional certifications, such Approval may be granted at the sole
discretion of the Director of Works and Infrastructure, subject to a deficiency holdback in an amount
set by the Approving Officer pursuant to this bylaw.
Forms
7.12
The Director is hereby delegated the powers to execute and amend all forms related to this Bylaw,
including:
(a) Statutory Right of Way;
(b) Servicing Agreements;
(c) Maintenance Agreements;
(d) Section 219 Covenants;
(e) Drawing Standards Schedule; and
(f)
Latecomer Agreements.
ENFORCEMENT
Authorization to Enter
8.1
The Approving Officer, Director or their designates are authorized to enter, at all reasonable times,
upon any property or premises to inspect the same in connection with their duties under this Bylaw
and to ascertain whether the provisions of this Bylaw are being complied with.
Violation and Offence
8.2
It is an offence for any person to cause, suffer, or permit the subdivision of land in contravention of
this bylaw or otherwise to contravene or fail to comply with this bylaw.
8.3
It is an offence for any person to prevent or obstruct or attempt to prevent or obstruct the
authorized entry of the Approving Officer, Director or their designates, authorized under this bylaw.
Offences and Penalty
8.4
Any person who violates any of the provisions of this Bylaw, or who suffers or permits any act or
thing to be done in contravention or in violation of any of the provisions of this Bylaw, or who
neglects to do or refrains from doing anything required to be done by this Bylaw, is liable upon
summary conviction to a maximum fine of $50,000. A separate offence shall be deemed to be
committed on each day during, or on which, a violation occurs or continues.
PART 9.
REPEAL AND ADOPTION
9.1.
"District of Summerland Subdivision and Development Servicing Bylaw No. 99-004, 1999" and all
amendments thereto are hereby repealed upon adoption of this bylaw.
Read a first, second, and third time this 12th day of December, 2022
Adopted by the Municipal Council of the Corporation of the District of Summerland this 16th
day of December, 2022.
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 16 of16
District of Summerland - Subdivision and Development Servicing Bylaw No. . 2022-042
Page 1 of 2
District of Summerland
Schedule A
WORKS AND SERVICES REQUIREMENTS
1.0 ESTABLISHMENT OF SERVICE LEVELS
The minimum level of service to be constructed by an Owner prior to approval of Subdivision or
Development is set out in Table A1 and the locations are identified on Maps A2, A4, A5 and
A6. While Table A1 sets out the minimum level of service required, the Approving Officer
retains the right to require a higher level of service or standard due to the conditions affecting a
specific Subdivision.
For the purposes of the Level of Service Table A1 below:
Table A1 - KEY SHEET
ABBREVIATION
REQUIREMENT
WTR
Community water system. In subdivisions which are to be provided
with a community water system, each Parcel within the proposed
subdivision, or a Parcel being Developed, must be supplied by a
water distribution system, including service connections, and with
adequate fire flow and protection, which is designed in accordance
with the standards prescribed in Schedule C of this Bylaw.
WELL
Where a community water system is not available a proven water
supply located on each parcel is permitted.
SWR
Community sanitary sewer system as per Schedule C of this
Bylaw.
SWRSEP
Sanitary sewage effluent by ground disposal approved by the
Medical Health Officer, or a community sanitary sewer as per
Schedule C of this Bylaw.
DITCH
Drainage collection and disposal system by open ditches and
culverts.
STM
Closed drainage collection and disposal system as per Schedule C
of this Bylaw (i.e. a system other than open ditches).
SL
Street lighting throughout the subdivision as per Schedule C of this
Bylaw.
SLI
Street lighting at street intersections only as per Schedule C of this
Bylaw.
OH
Overhead electrical and communication wiring as per Schedule C
of this Bylaw.
UG
Underground electrical and communication wiring as per Schedule
C of this Bylaw.
PHW
Precast concrete headwall for driveway culverts
District of Summerland - Subdivision and Development Servicing Bylaw No. . 2022-042
Page 2 of 2
District of Summerland
Schedule A
WORKS AND SERVICES REQUIREMENTS
Table A1: Level of Service
Service Area
Utilities
Roadways / Pedestrian
Network
Water
Sanitary*
Storm
Lighting
Wiring
Urban Local
WTR
SWR
STM
SL
UG
As per Roadway Cross
Sections (Schedule C),
Maps A2, A4, A5
Downtown Summerland
WTR
SWR
STM
SL
UG
Industrial
WTR
SWR
STM
SL
OH
Hillside
WTR
SWR
STM
SLI
UG
Rural
WTR
SWRSEP
DITCH/PHW
SLI
OH
Rural (Well)
WELL
SWRSEP
DITCH/PHW
SLI
OH
Prairie Valley Road - Victoria Road to Cartwright
Avenue
WTR
SWR
STM
SL
UG
Lakeshore Drive - Solly Road to Shaughnessy
Avenue
WTR
SWR
STM
SL
UG
District of Summerland
QUALITY CONTROL AND ASSURANCE
Schedule B
District of Summerland - Subdivision, Development and Servicing Bylaw No. 2022-042
Page 1 of 4
1.
Quality Control and Assurance ...................................................................................... 1
Engineering Requirements .................................................................................... 1
Construction Requirements ................................................................................... 2
Quality Control and Assurance Plans .................................................................... 2
1. 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.
Minimum design standards are set out in Schedule C.
Engineering Requirements
(a)
The Owner shall demonstrate to the satisfaction of the Approving Officer that the
Owner has retained or shall retain the services of a Consulting Engineer to
undertake the design, inspection, testing and record-keeping for the Works and
Services.
(b)
Upon request of the Approving Officer, the Owner shall complete and provide the
Approving Officer with the following information in the Owner/Consulting Engineering
confirmation letter to demonstrate that the Consulting 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 Consulting Engineer and a summary of the
projects that the Consulting 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
Consulting Engineer together with a summary of the projects that the individual
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 Consulting
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 Owner shall provide the names and addresses of all sub-consultants that the
Consulting 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.
District of Summerland
QUALITY CONTROL AND ASSURANCE
Schedule B
District of Summerland - Subdivision, Development and Servicing Bylaw No. 2022-042
Page 2 of 4
-
The Owner shall ensure the Consulting Engineer designs all Works and Services
in accordance with this bylaw.
-
The Owner shall also confirm that the Consulting Engineer shall be responsible
for the provision of the Design, Construction and Record-keeping Quality Control
and Assurance Plans described herein.
Construction Requirements
(a)
The Owner shall demonstrate that 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. Upon request of the
Approving Officer, 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 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 of Summerland, the Approving Officer may require that the Owner
provide a list of projects and references from other local governments that
demonstrates that the Contractor(s), site superintendent and inspector is qualified to
undertake the Works and Services.
(b)
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 Director or designate.
Quality Control and Assurance Plans
(a)
Quality Control and Assurance Plan
-
The Owner shall submit or cause the Consulting Engineer to submit a Quality
Control and Assurance Plan to the District for approval coincident with
submission of the first design drawing to the District.
-
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 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 Schedules
1 - 6, the Design Quality Control and Assurance Plan shall show such specialist
and/or sub-consultants with suitable experience in these works.
District of Summerland
QUALITY CONTROL AND ASSURANCE
Schedule B
District of Summerland - Subdivision, Development and Servicing Bylaw No. 2022-042
Page 3 of 4
-
The Owner's proposed 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 Consulting Engineer's design, plans,
drawings, and specifications. The Quality Control and Assurance Plan must
include:
A proposed Construction Schedule showing milestone dates and the dates of
Substantial and Total Performance 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 with 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.
(b)
Record-keeping Quality Control and Assurance Plan
-
The Owner shall submit or cause its Consulting Engineer to submit a
Recordkeeping Quality Control and Assurance Plan to the District 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:
o Quality Manual and Standards.
o Details of any field design or Construction changes to the drawings, plans
and specifications to which changes are approved in writing by the District.
o Deficiency Identification Forms (Items of the Works that are either not
supplied or constructed in accordance with the design (drawings, plans and
specifications) or that require remedial or corrective action).
o Deficiency Disposition/Verification Forms (List of the foregoing Items of the
Works that have been corrected).
o Inspection and Test Records.
o Field measurement records of completed Works and Services that have been
used by the Consulting Engineer to accurately prepare reproducible as-built
drawings that are filed with the District.
-
Notwithstanding the generality of the foregoing, the Owner shall ensure that its
Consulting Engineer provides the District with the following at the times and in
the manner set out below:
District of Summerland
QUALITY CONTROL AND ASSURANCE
Schedule B
District of Summerland - Subdivision, Development and Servicing Bylaw No. 2022-042
Page 4 of 4
o 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, 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 inspections and reports on pipelines.
o Certification prior to acceptance by the District that surface works including
paving, drainage, curbs and gutters, sidewalks, streetlights, etc. have been
constructed in accordance with the design (drawings, plans and
specifications).
(c)
Record Drawings
-
Prior to issuance of a Certificate of Total Performance by the District of
Summerland Director of Works and Infrastructure the Applicant must submit with
the District of Summerland one complete set of digital Utility Service Records for
water and sewer services on District of Summerland forms (provided by the
District), one set of original as-constructed drawings, two as-constructed
electronic copies of the drawings in a PDF format and one in a .dwg format
compatible with the District's requirements.
-
All drawings required by this bylaw for works must be prepared, certified and
sealed by the Owner's Engineer.
(d)
Record Drawing Deficiency Holdback
-
Pursuant to Section 7-10 and 7-11 of the Bylaw, the Owner shall provide security
in the amount of $1,000 per sheet (based on approved drawings) for provision of
approved Record Drawings, service cards, inspection reports and videos, and all
testing results and certifications.
District of Summerland
DESIGN STANDARDS
Table of Contents
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
i
1.
General Design Considerations ..................................................................................... 1
1.1.
Approved Products ................................................................................................ 1
1.2.
Specifications and Drawings .................................................................................. 1
1.3.
Sustainability and Asset Management ................................................................... 1
1.4.
Independent Utilities .............................................................................................. 1
1.5.
Utility Rights-Of-Way ............................................................................................. 2
1.6.
Utility Separation ................................................................................................... 3
1.7.
Trenchless Technologies ....................................................................................... 4
1.8.
Seismic Design Standards ..................................................................................... 4
2.
Water Distribution ........................................................................................................... 6
2.1.
General ................................................................................................................. 6
2.2.
Metering ................................................................................................................ 6
2.3.
Per Capita Demand ............................................................................................... 7
2.4.
Non-Residential Demand ...................................................................................... 7
2.5.
Fire Flows ............................................................................................................. 8
2.6.
Design Flows ......................................................................................................... 8
2.7.
Water Pressure ..................................................................................................... 8
2.8.
Hydraulic Design ................................................................................................... 9
2.9.
Minimum Pipe Diameter ...................................................................................... 10
2.10. Dead Ends .......................................................................................................... 10
2.11. Minimum Depth of Cover ..................................................................................... 10
2.12. Grade .................................................................................................................. 11
2.13. Corrosion Protection ............................................................................................ 11
2.14. Valves ................................................................................................................. 11
2.15. Hydrants .............................................................................................................. 12
2.16. Blow Offs and Blow Downs .................................................................................. 13
2.17. Test Points .......................................................................................................... 13
2.18. Air Valves ............................................................................................................ 13
2.19. Thrust Restraint ................................................................................................... 14
2.20. Chambers ........................................................................................................... 14
2.21. Service Connections ............................................................................................ 14
2.22. Alignments and Corridors .................................................................................... 15
2.23. Reservoirs ........................................................................................................... 15
2.24. Pump Stations ..................................................................................................... 18
2.25. Pressure Reducing Valve (PRV) Stations ............................................................ 21
2.26. Hillside Standards ............................................................................................... 22
2.27. Drilled Groundwater Wells ................................................................................... 22
3.
Sanitary Sewers ............................................................................................................ 24
3.1.
General ............................................................................................................... 24
3.2.
Onsite Sewage Disposal ..................................................................................... 24
3.3.
Per Capita Flow ................................................................................................... 25
3.4.
Non-Residential Flows ......................................................................................... 25
3.5.
Peaking Factor .................................................................................................... 25
3.6.
Infiltration ............................................................................................................. 26
3.7.
Design Flow ........................................................................................................ 26
3.8.
Pipe Flow Formulas ............................................................................................. 26
3.9.
Flow Velocities .................................................................................................... 27
3.10. Alignment ............................................................................................................ 27
3.11. Minimum Pipe Diameter ...................................................................................... 27
3.12. Minimum Grades ................................................................................................. 28
District of Summerland
DESIGN STANDARDS
Table of Contents
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
ii
3.13. Curved Sewers .................................................................................................... 28
3.14. Depth .................................................................................................................. 28
3.15. Manholes ............................................................................................................ 29
3.16. Odour Criteria and Corrosion ............................................................................... 30
3.17. Service Connections ............................................................................................ 30
3.18. Locations and Corridors ...................................................................................... 31
3.19. Lift Stations ......................................................................................................... 32
3.20. Low Pressure Sewers.......................................................................................... 36
4.
Stormwater Management .............................................................................................. 37
4.1.
General ............................................................................................................... 37
4.2.
Design Overview ................................................................................................. 38
4.3.
Runoff Analysis ................................................................................................... 40
4.4.
Site Design .......................................................................................................... 45
4.5.
Minor System ...................................................................................................... 46
4.6.
Major System ...................................................................................................... 57
4.7.
Detention Facilities .............................................................................................. 61
4.8.
Sediment and Erosion Control ............................................................................. 64
4.9.
Stormwater Quality .............................................................................................. 67
4.10. Pumping Systems ............................................................................................... 71
4.11. Hillside Standards ............................................................................................... 71
5.
Roads ............................................................................................................................ 72
5.1.
General ............................................................................................................... 72
5.2.
Road Classifications ............................................................................................ 74
5.3.
Cross-Section Elements ...................................................................................... 75
5.4.
Alignments .......................................................................................................... 78
5.5.
Intersections ........................................................................................................ 80
5.6.
Roundabouts ....................................................................................................... 81
5.7.
Railway Grade Crossings .................................................................................... 82
5.8.
Traffic Control Devices ........................................................................................ 82
5.9.
Culs-De-Sac ........................................................................................................ 82
5.10. Traffic Barriers ..................................................................................................... 82
5.11. Sidewalk and Pedestrian Crossings ..................................................................... 82
5.12. Cycling Facilities .................................................................................................. 83
5.13. Transit Facilities .................................................................................................. 85
5.14. Driveways ........................................................................................................... 86
5.15. Clearances .......................................................................................................... 86
5.16. Underground Utility Locations .............................................................................. 87
5.17. Pavement Structures ........................................................................................... 88
5.18. Bridges ................................................................................................................ 91
5.19. Hillside Standards ............................................................................................... 91
5.20. Traffic Calming .................................................................................................... 93
5.21. Street Parking ..................................................................................................... 94
5.22. Retaining Wall Systems and Alterations .............................................................. 95
6.
Roadway Lighting ......................................................................................................... 98
6.1.
General ............................................................................................................... 98
6.2.
Codes, Rules, Standards and Permits ................................................................. 98
6.3.
Light Sources and Luminaires ............................................................................. 99
6.4.
Street Lighting ..................................................................................................... 99
6.5.
Sidewalk Lighting .............................................................................................. 100
6.6.
Intersection Lighting .......................................................................................... 101
District of Summerland
DESIGN STANDARDS
Table of Contents
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
iii
6.7.
Crosswalk Lighting ............................................................................................ 101
6.8.
Walkways .......................................................................................................... 102
6.9.
Roundabout Lighting ......................................................................................... 102
6.10. Tunnel Lighting .................................................................................................. 102
6.11. Poles ................................................................................................................. 102
6.12. Pole Foundations .............................................................................................. 103
6.13. Luminaires......................................................................................................... 103
6.14. Power Supply and Distribution ........................................................................... 104
6.15. Design ............................................................................................................... 105
7.
Traffic Signals ............................................................................................................. 107
7.1.
General ............................................................................................................. 107
7.2.
Standardization ................................................................................................. 107
7.3.
Codes, Rules, Standards and Permits ............................................................... 108
7.4.
Signal Heads ..................................................................................................... 108
7.5.
Pole Placement ................................................................................................. 111
7.6.
Left Turn Phasing .............................................................................................. 111
7.7.
Advanced Warning Flashers .............................................................................. 112
7.8.
Signal Pre-emption ............................................................................................ 112
7.9.
Audible Pedestrian Signals ................................................................................ 113
7.10. Control Types .................................................................................................... 113
7.11. Detection Methods ............................................................................................ 113
7.12. Signal Timing Plans ........................................................................................... 114
7.13. Signal Coordination ........................................................................................... 114
7.14. Pedestrian Controlled Signals............................................................................ 114
7.15. Poles and Foundations ...................................................................................... 115
7.16. Controller Cabinets ............................................................................................ 115
7.17. Controllers ......................................................................................................... 115
7.18. Power Supply and Distribution ........................................................................... 115
7.19. Uninterruptible Power Supplies (UPSs) ............................................................. 116
7.20. Signs ................................................................................................................. 116
7.21. Drawing Requirements ...................................................................................... 116
8.
Landscaping ................................................................................................................ 118
8.1.
Objectives ......................................................................................................... 118
8.2.
Related Standards ............................................................................................. 118
8.3.
Application of Standard ..................................................................................... 118
8.4.
Landscape Consultant ....................................................................................... 119
8.5.
Landscape Plan ................................................................................................. 119
8.6.
Boulevards ........................................................................................................ 119
8.7.
Medians ............................................................................................................ 119
8.8.
Roundabouts, Traffic Circles and Cul-de-sac Islands ......................................... 120
8.9.
Stormwater Management Facilities .................................................................... 120
8.10. Erosion Control ................................................................................................. 121
8.11. Irrigation ............................................................................................................ 121
9.
Electrical, Communications Wiring and Gas Distribution ........................................ 122
9.1.
General ............................................................................................................. 122
9.2.
Electrical ........................................................................................................... 122
9.3.
Communications and Gas ................................................................................. 123
9.4.
Utility Locations ................................................................................................. 123
10. Standard Drawings ..................................................................................................... 124
District of Summerland
DESIGN STANDARDS
1. General Design Considerations
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 1 of 124
1.
General Design Considerations ..................................................................................... 1
1.1.
Approved Products ................................................................................................ 1
1.2.
Specifications and Drawings .................................................................................. 1
1.3.
Sustainability and Asset Management ................................................................... 1
1.4.
Independent Utilities .............................................................................................. 1
1.5.
Utility Rights-Of-Way ............................................................................................. 2
1.6.
Utility Separation ................................................................................................... 3
1.7.
Trenchless Technologies ....................................................................................... 4
1.8.
Seismic Design Standards ..................................................................................... 4
1. General Design Considerations
1.1.
Approved Products
(a)
Acceptable materials are those listed in the District of Summerland's Approved Products List.
Materials not listed will require permission of the Director.
1.2.
Specifications and Drawings
(a)
The specifications and drawings found in Schedule C shall take precedence over specifications
and drawings found in the MMCD.
1.3.
Sustainability and Asset Management
(a)
Development of appropriate design guidelines for municipal infrastructure involves consideration
of the principles of sustainability and asset management. These principles include the following:
-
Improve and enhance quality of life;
-
Minimize negative impacts on health, safety, and the environment;
-
Investigate the impacts of potential actions to manage and mitigate risk;
-
Consistently make informed long-term infrastructure decisions; and
-
Minimize overall lifecycle investment.
(b)
Some of the above principles involve conflicting priorities, for example undue concentration on
financial economies may have adverse impacts on environmental protection and life-cycle
costs of infrastructure.
(c)
A balanced approach to design of municipal infrastructure requires careful consideration of all
the above principles.
1.4.
Independent Utilities
(a)
Independent utilities are those not normally supplied by municipal or regional authorities and are
not included in these guidelines. Independent utilities include:
-
Electrical power. Power distribution is a municipal utility in Summerland;
-
Communications (telephone, cable television, internet); and
-
Natural gas.
District of Summerland
DESIGN STANDARDS
1. General Design Considerations
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 2 of 124
(b)
Design of municipal infrastructure must include consideration of the above utilities. Design of
these utilities is normally carried out by the utility owner and coordinated for conflicts by the
municipal designer and/or the Director.
(c)
In new urban developments, all wiring is generally to be underground. This excludes electrical
transmission lines, which are normally located in separate rights-of-way.
1.5.
Utility Rights-Of-Way
(a)
Right-of-way locations shall be selected to avoid environmentally sensitive areas such as
watercourses, wetlands, wildlife migration corridors and forested areas.
(b)
Rear yard sewers are discouraged and will only be allowed with the permission of the Director.
(c)
Where location of a municipal utility in a statutory right-of-way is permitted by the Director, the
minimum right-of-way widths shall be as follows:
Table 1.1: Right-of-Way Widths
Service Type
Right-of-Way Width
Single service
twice the depth from surface to the crown of the pipe
[4.5 m minimum width]
Two services within the same trench
twice the depth from surface to the crown of the deeper
pipe PLUS trench width [5.5 m minimum width]
Two or more services adjacent to
one
another
but
in
separate
trenches
cumulative widths for single services PLUS any difference
to provide the required separation [6 m minimum width]
When the service is within a Road allowance, and the distance from the property line to the centre
of the service is less than one half of the width indicated above for a single service, the difference
shall be provided as right-of-way on the adjacent property.
The rights-of-way noted are desirable, but in some cases may not be practical and alternative
combined ROW corridors may be required.
(d)
In all cases, the width of rights-of-way shall be sufficient to permit an open excavation with side
slopes in accordance with the WorkSafeBC regulations, without impacting on or endangering
adjacent structures.
(e)
Where required, sanitary trunk and interceptor sewers shall have rights-of-way wide enough for
future widening and/or twinning. The width of the right-of-way shall be the required separation
between pipe centerlines plus 2 times the depth to the crown of the deeper sewer.
(f)
The Consulting Engineer shall provide cross sections indicating the minimum safe distances to
adjacent building footings based on a safe angle of repose from the limits of the excavation.
(g)
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 shall be sufficiently wide and structurally
District of Summerland
DESIGN STANDARDS
1. General Design Considerations
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 3 of 124
adequate to support the maintenance vehicles for which the access is intended, as determined
by the Director. Maximum allowable grade of the maintenance access is 12%.
1.6.
Utility Separation
(a)
Requirements for separation of sanitary or storm sewer from water mains are as follows, unless
otherwise indicated by the local public health authority.
(b)
No gas main, electric or telephone duct or other utility line shall be installed in the same trench
with water mains.
1.6.1. Horizontal Separation
(a)
At least 3.0 m horizontal separation, measured from closest edge of pipe to closest edge of
pipe, shall be maintained between a water main and either a sanitary sewer or a storm sewer.
(b)
In special circumstances, specifically in rock or where the soils are determined to be
impermeable, and subject to Interior Health Authority Approval, lesser separation than 3.0 m
may be permitted provided that:
(c)
The sewer main and water main are installed in separate trenches and the water main invert is
at least 0.5 m above the crown of the sanitary sewer or storm sewer and the joints are wrapped
with heat shrink plastic or packed with compound and wrapped with petrolatum tape in
accordance with the latest version of AWWA C217, and AWWA C214 or AWWA C209; or,
(d)
The pipes are installed in the same trench with the water main located at one side on a bench of
undisturbed soil at least 0.5 m above the crown of the sanitary sewer or the storm sewer and
the joints of the water main are wrapped with heat shrink plastic or packed with compound and
wrapped with petrolatum tape in accordance with the latest version of AWWA C217, and AWWA
C214 or AWWA C209.
1.6.2. Vertical Separation
(a)
Where a sanitary sewer or storm sewer crosses a water main, the sewer should be below the
water main with a minimum clearance of 0.5 m and all joints of the water main, over a length
extending 3 m each side of the sewer main, are to be wrapped with heat shrink plastic or
packed with compound and wrapped with petrolatum tape in accordance with the latest version
of AWWA C217, and AWWA C214 or AWWA C209.
(b)
Where it is not possible to obtain the vertical separation indicated above, and subject to Director
approval, the following details may be used:
-
The water pipe joints should be wrapped as indicated above, and
-
The sewer should be constructed of pressure pipe such as high-density polyethylene
(HDPE) with fused joints and pressure tested to assure it is watertight.
-
Clearance between manholes should be no less than 0.3 m.
District of Summerland
DESIGN STANDARDS
1. General Design Considerations
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 4 of 124
1.6.3. Sewers in Common Trench
(a)
Storm and sanitary sewers may be installed in a common trench, provided that the design has
considered:
-
Interference with service connections;
-
Stability of the benched portion of the trench; and
-
Conflict with manholes and appurtenances.
(b)
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.
1.7.
Trenchless Technologies
(a)
Installation or rehabilitation of pipelines using trenchless methods may be indicated by the
designer or required by the Director. The MMCD Specifications Section 33.05.23 Trenchless
Sewer Pipe Bursting; and MMCD Specifications Section 33.05.24 Cured in Place Pipe Liners
are two examples of trenchless applications.
(b)
Circumstances favouring trenchless installation include:
-
Installation or rehabilitation in heavily built-up areas;
-
Stream crossings;
-
Railway crossings; and
-
Highway crossings.
(c)
Available technologies include the following:
-
Slip-lining;
-
Cured-in-place pipe (CIPP);
-
Pipe bursting;
-
Horizontal directional drilling (HDD);
-
Microtunnelling; and
-
Pipe jacking.
1.8.
Seismic Design Standards
(a)
Underground utilities have proven to be prone to high damage rates in a seismic event
whenever there are significant permanent ground deformations or excessively high levels of
ground shaking and resulting permanent ground accelerations and velocities. Seismic design
standards are necessary to be considered in seismically active zones with a potential for soil
liquefaction. This is even more important when considering a shared fire flow and potable water
distribution system, which, during a severe seismic event, is required to remain functional if it is
to be relied upon to provide fire suppression throughout the community.
(b)
Design of pressurized distribution systems (water distribution pipes and sanitary forcemains)
including small chambers shall be performed in general compliance with ALA Design Guidelines
for Seismic Resistant Water Pipeline Installations.
District of Summerland
DESIGN STANDARDS
1. General Design Considerations
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 5 of 124
(c)
The Pipe Function Class should be established in consultation with the utility operator and be
used in evaluating design needs to accommodate seismic events. In addition, use of redundant
pipe and frequent isolation valves are recommended on critical infrastructure to increase post-
earthquake reliability and help ensure critical pipes, if damaged, can be disconnected from the
system without loss of service to other areas.
(d)
This section does not cover seismic design considerations of larger size chambers (typically
more than 10 m2 in footprint), pump station structures, storage tanks, reservoirs and similar
large components of the water and sanitary systems. These structures, along with seismically
resistant pipe connections, shall be individually assessed by civil, geotechnical, and structural
engineers using the latest edition of BC Building Code and application of the Seismic Guidelines
for Government to meet post-disaster requirements and other specialty seismic standards
applicable to buried and above ground structures
District of Summerland
DESIGN STANDARDS
2 - Water Distribution
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 6 of 124
2.
Water Distribution ........................................................................................................... 6
2.1.
General ................................................................................................................. 6
2.2.
Metering ................................................................................................................ 6
2.3.
Per Capita Demand ............................................................................................... 7
2.4.
Non-Residential Demand ...................................................................................... 7
2.5.
Fire Flows ............................................................................................................. 8
2.6.
Design Flows ......................................................................................................... 8
2.7.
Water Pressure ..................................................................................................... 8
2.8.
Hydraulic Design ................................................................................................... 9
2.9.
Minimum Pipe Diameter ...................................................................................... 10
2.10. Dead Ends .......................................................................................................... 10
2.11. Minimum Depth of Cover ..................................................................................... 10
2.12. Grade .................................................................................................................. 11
2.13. Corrosion Protection ............................................................................................ 11
2.14. Valves ................................................................................................................. 11
2.15. Hydrants .............................................................................................................. 12
2.16. Blow Offs and Blow Downs .................................................................................. 13
2.17. Test Points .......................................................................................................... 13
2.18. Air Valves ............................................................................................................ 13
2.19. Thrust Restraint ................................................................................................... 14
2.20. Chambers ........................................................................................................... 14
2.21. Service Connections ............................................................................................ 14
2.22. Alignments and Corridors .................................................................................... 15
2.23. Reservoirs ........................................................................................................... 15
2.24. Pump Stations ..................................................................................................... 18
2.25. Pressure Reducing Valve (PRV) Stations ............................................................ 21
2.26. Hillside Standards ............................................................................................... 22
2.27. Drilled Groundwater Wells ................................................................................... 22
2. Water Distribution
2.1.
General
(a)
These guidelines are not intended to be substitute for sound engineering knowledge and
experience. Water distribution system designs should be prepared under the direction of a
design professional who has the appropriate experience and is registered with Engineers and
Geoscientists of British Columbia.
2.2.
Metering
(a)
Metering tends to reduce per capita water demands. With the exception of public fire hydrants,
blow-offs and blow-downs, provisions should be made for metering of all water connections.
Metering shall conform to the District of Summerland's Water Utilities Bylaw where locations
and system configurations should be chosen such that the meters capture all regular water use.
For private fire protection systems including hydrants and/or fire sprinklers, detector check
valves should be employed so that illegal connections can be captured and non-revenue water
can be eliminated.
District of Summerland
DESIGN STANDARDS
2 - Water Distribution
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 7 of 124
(b)
For all single family residential homes without fire sprinklers the water meter size shall be 19mm
except in the case where there is a demonstrated need for a larger meter. All other meters
should be sized in accordance with AWWA M22. It should be noted that this methodology is
based on the fixture value method and not the fixture unit method employed in the BC Building
Code for piping within buildings.
(c)
The maximum operating range for a water meter shall be less than 80% of the maximum
instantaneous flow capacity as outlined by the meter manufacturer, with a maximum pressure
loss of 48 kPa (7 psi) at the design flow rate. The size selection should not compromise the
operating range or the long term life of the meter and must ensure that pressures supplied to
the property are appropriate for the intended use.
(d)
For developments that are proposed to be phased, the meter chamber and piping must be sized
for the meter required for the ultimate buildout of the development. However, the initial meter
installed must be sized to accurately capture the range of flows for the first phase.
(e)
It is expected that in most cases the water meter size will be at least 1-2 sizes smaller than the
water service connection, providing they meet the size selection criteria. The Consultant must
ensure the meter selection and installation requirements are appropriate for the designed
application.
2.3.
Per Capita Demand
(a)
Estimating water demands should be done based on estimating appropriate flow rates for each
land use type. Existing demands should be validated against existing flow meter records.
Careful consideration should be given to seasonal population variations in particular for
communities with a high percentage of population that is only present seasonally. Furthermore
unaccounted for or non-revenue water demands should also be carefully considered and
determined if these numbers will remain constant, decrease or increase as population
increases.
(b)
In the absence of reliable water consumption records and/or specific municipal requirements,
use the following per capita demands for future residential requirements:
Where new development is metered:
-
Average annual daily demand (A):
900 litres per capita per day (L/c/d)
-
Maximum day demand (D):
1,800 litres per capita per day
-
Peak hour demand (H):
4,000 litres per capita per day
Maximum day and peak hour demands increase significantly in dry climate areas due to irrigation.
Criteria should be adjusted accordingly, based on local water consumption records.
2.4.
Non-Residential Demand
(a)
Commercial, industrial and institutional demands should be determined using specific data
related to the development or zoning. In the absence of such data, or municipal regulations, use
the following for maximum day demands for single story buildings (D):
District of Summerland
DESIGN STANDARDS
2 - Water Distribution
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 8 of 124
-
Commercial or institutional:
22,500 litres per hectare per day
-
Industrial:
10,000 - 100,000 litres per hectare
per day.
Note that the above rates do not include outdoor irrigation and assume that all connections are
metered. Agricultural demands should be determined using specific data, in the absence of
specific data, use the following maximum day demands:
-
Agriculture:
6 G.P.M.
2.5.
Fire Flows
(a)
Fire flows should 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 also subject to the following minimum requirements (Table 2.5):
Table 2.5: Minimum Fire Flow Requirements
Developments
(without sprinklers)
Minimum Fire Flow /
Duration
Single Family Residential
60 L/s for 2.0 hours
Apartments, Townhouses
90 L/s for 2.0 hours
Commercial
150 L/s for 2.5 hours
Institutional
150 L/s for 3.0 hours
Industrial
225 L/s for 3.0 hours
(b)
Actual required fire flows should be determined for all new developments using FUS
calculations. Fire flow calculations for building development with sprinklered fire protection shall
be designed in conformance the BC Fire Code and with NFPA standards, in particular NFPA 13,
Automatic Sprinkler Systems Handbook.
2.6.
Design Flows
(a)
Unless otherwise indicated by the District of Summerland, system design flows should be based
on the ultimate population and fully developed non-residential land as anticipated in the Official
Community Plan (OCP).
(b)
Total design flows (Qdesign) are to be greater of the following:
-
Qdesign - D+F Maximum Day Demand plus the Fire Flow, or
-
Qdesign - H
Peak Hour Demand
(c)
For larger system analysis it is recommended that diurnal curves be applied to each use type to
avoid the overly conservative method of assuming all peaks occur at the same time.
2.7.
Water Pressure
Maximum allowable pressure
850 kPa*(125 psi)
Minimum pressure at Peak Hour Demand (H)
250 kPa (36 psi)
Minimum pressure in system during design
District of Summerland
DESIGN STANDARDS
2 - Water Distribution
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 9 of 124
fire flow and Maximum Day Demand (MDD+FF)
140 kPa (20 psi)
*Subject to approval of the Director, the maximum allowable pressure may be increased to
1035 kPa (150 psi) for systems with multiple pressure zones.
(a)
Where the maximum pressure exceeds 515 kPa (75 psi), service connections must be
individually protected by pressure reducing valves located in the buildings being served.
(b)
Determination of pressure limits should include consideration of property elevations relative to
street level.
2.8.
Hydraulic Design
(a)
Use a proven network analysis computer model based on the Hazen-Williams formula:
𝑄𝑄 =
𝐶𝐶𝐶𝐶2.63𝑆𝑆0.54
278780
Where:
Q = Rate of flow in L/s
D = Internal pipe diameter in mm
S = Slope of hydraulic grade line in m/m
C = Roughness coefficient
130 for all new pipes
(b)
Roughness coefficients for existing pipes should be based on friction factor testing. As a
reference the following coefficients have been published by AWWA M32 for various pipe
materials (Table 2.8).
Table 2.8 Roughness Coefficient for Various Pipe Materials
Pipe Material
C Factor
PVC and PE
140-150
Cement Lined Ductile Iron, Cement Lined
Steel, Asbestos Cement
135-140
Unlined Cast Iron
80-120
It should be noted that the values listed in the above table are for pipe losses only and do not
include losses associated with fittings, tees and valves.
Other formulas and methods may be used subject to Director approval.
(c)
The maximum allowable design velocity under peak hour flow conditions should be 2.0 m/s.
Velocities under fire flow conditions should be below 4.0 m/s to avoid excessive surge
pressures.
(d)
When watermains cross railroads, major regional roads including Provincial Highways, or
watercourses, a steel carrier pipe must be provided and must be designed to all applicable
static, dynamic and seismic loadings and all other requirements of the authority having
jurisdiction. The size of the casing pipe must be at least the greater of 25% or two diameters
larger than the outside diameter of the watermain pipe bell or pipe, respectively. Service
connection crossings across highways and railroads are not recommended.
District of Summerland
DESIGN STANDARDS
2 - Water Distribution
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 10 of 124
(e)
The maximum length of any permanent, non-interconnected watermain shall not exceed 200m
in length. All mains exceeding 200m in length, unless it is a temporary situation, must be
looped.
(f)
Where there is an existing hydraulic network model in place, the District of Summerland will
provide information for design calculations for the fee noted in the Water Utilities Bylaw.
(g)
Depending on the complexity and extent of the proposed water distribution system, the District
of Summerland may require a hydraulic analysis showing minimum design flows and pressures.
(h)
Where the water system network is deficient, installation of supplementary mains may be
required and may necessitate the provision of rights of way in favour of the District of
Summerland or the agency having jurisdiction.
2.9.
Minimum Pipe Diameter
(a)
Distribution mains:
200 mm*
Fire hydrant connections:
150 mm
**Service connections:
19 mm
With fire sprinklers
37 mm (single family residential)
With fire sprinklers
50 mm (other than single family residential)
* For looped distribution mains with lengths less than 500 m in residential subdivisions, the diameter
can be reduced to 150 mm, providing that fire flow requirements can be met.
**Sprinklers may be permitted in areas located outside of the District's 10 minute fire response area
at the discretion of the Director.
Subject to approval of the District of Summerland, distribution main minimum diameter may be
reduced to 150 mm provided that the main terminates in a short residential cul-de-sac, has a
length less than 80 m and serves no fire hydrants or fire sprinkler systems.
2.10. Dead Ends
(a)
Water mains must be looped wherever possible. Where dead ends are unavoidable, and
approved by the Director, an air valve and blow-offs or blow-downs should be provided. Blow-off
and blow-down sizes are:
-
50 mm dia. for 100 and 150 mm dia. water mains
-
100 mm dia. for 200 mm dia. and larger water mains
Where practical, the Director may require a hydrant instead of a blow-off.
2.11. Minimum Depth of Cover
(a)
Water mains and services must be of sufficient depth to:
-
Prevent freezing. Soil type and groundwater levels should be considered. Minimum depth
within the District of Summerland is 1.5 m.
-
Clear other underground utilities.
District of Summerland
DESIGN STANDARDS
2 - Water Distribution
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 11 of 124
-
Provide mechanical protection from external loads.
-
Minimum cover: 1.5 m except where otherwise indicated by Director.
(b)
Special consideration is required for frost and mechanical protection in cases where minimum
depths cannot be attained, e.g. at bridge crossings and in chambers.
2.12. Grade
(a)
Grades should be straight lines between defined deflection points. Elevations should be
recorded.
(b)
Where possible, the minimum grade of water mains should be 0.1%. Grading should be
designed to minimize the number of high points.
(c)
When the slope equals or exceeds 20%, provide anchorage, joint restraints, trench dams and
trench drainage. Provide geotechnical engineering report where appropriate.
2.13. Corrosion Protection
(a)
Where there is a potential for encountering corrosive soils, a geotechnical corrosion analysis on
the alignment of any proposed metallic watermain or metallic appurtenances should be
conducted to determine the corrosiveness of the native soils. If the soils are determined to be
corrosive, measures such as cathodic protection and other measures may be considered. One
example is MMCD Specification Section 26 42 13, Cathodic Protection.
2.14. Valves
(a)
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:
o Min. 3 valves at "X" intersection
o Min.2 valves at "T" intersection
-
Not more than 200 m apart (except on feeder mains where spacing can be increased to 800
m)
-
Not more than 1 hydrant isolated
-
Not more than 20 service connections isolated
(b)
In order to permit the use of pigging cleaning methods the valve sizing and type selection
should be as follows:
-
The valves shall be the same diameter as the watermain up to 300 mm diameter
-
The main line valves on mains 350 mm and 400 mm diameter may be smaller by one (1)
size with the use of proper reducers
-
The main line valves on mains 450 mm diameter and larger may be smaller by two (2) sizes
with the use of proper reducers
-
Geared operators, with risers and extension rods and a valved by-pass for equalizing
pressures shall be provided on main line gate valves 350 mm diameter and larger
District of Summerland
DESIGN STANDARDS
2 - Water Distribution
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 12 of 124
-
Unless use of butterfly valves is approved in advance, with appropriate bypass piping all
valves shall be gate valves
2.15. Hydrants
(a)
Fire hydrants should be located in general at street intersections and as follows:
-
Not more than 180 m apart and not more than 90 m from a building.
-
in accordance with "Water Supply for Public Fire Protection - A Guide to Recommended
Practice", published by Fire Underwriters Survey.
-
2.0 m back from curb or 0.5 m back of sidewalk.
-
Minimum 3.0 m clear of any other utility structure.
-
At property lines in mid-block locations.
(b)
Fire hydrant spacing and location must be submitted to the Fire Department for review and
comment.
(c)
The Director may with the Fire Chief or designate:
1. adjust hydrant locations as deemed necessary;
2. adjust the spacing distances slightly if it is deemed necessary to avoid obstructions;
3. adjust the spacing distances slightly if the adjustment does not negatively impact fire fighting
capabilities or effectiveness;
4. require additional hydrants if the additional hydrants are deemed necessary to improve fire
fighting capabilities or effectiveness to the proposed subdivision or development.
(d)
In general, if the flow from the hydrant does not exceed 60 L/s the hydraulic head required at
the water main upstream of the hydrant is 14 m. If the required flow from a single hydrant
exceeds 60 L/s, the hydraulic head required at the watermain upstream of the fire hydrant must
be greater to account for the head losses through the hydrant. The minimum hydraulic head
immediately upstream of the watermain required for a single hydrant delivering fire flows is as
follows (Table 2.15)
Table 2.15 Minimum Hydraulic Head Requirements
Flows (l/s)
Minimum Hydraulic Head at Water
Main/Nearest Node Required (m)
45
14.0
60
14.0
90
15.8
120
22.6
150
31.4
(e)
For flow rates not detailed above, and for situations where multiple hydrants are required to
deliver the fire flow, the minimum hydraulic head can be calculated as the greater of 14 m and 7
m plus the head loss through the hydrant. However, regardless of the fire flow delivered, the
minimum hydraulic head at the watermain or the nearest node must be 14 m.
(f)
Head loss through the hydrant(s) should be calculated as:
District of Summerland
DESIGN STANDARDS
2 - Water Distribution
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 13 of 124
HL = 1,083 xQ2
Where:
HL - head loss (m)
Q - fire flow (m3/s)
(g)
The minimum hydraulic head for all nodes of the system should be at least 14 m during fire flow
events.
2.16. Blow Offs and Blow Downs
(a)
Blow offs shall be provided at the ends of all dead end mains. For 200mm and larger mains,
blow offs require special design.
(b)
On all mains greater than 350 mm diameter, install blowdowns at the lowest point in the pipeline
profile between the line valves.
(c)
Blow offs are required at the end of all water mains and must be constructed and installed in
accordance with the Standard Drawings. Where deemed necessary by the Director, a fire
hydrant will be required instead of a blow off on mains 150 mm diameter or larger.
2.17. Test Points
(a) Test points shall be installed on all water mains in order to provide for the ability to collect water
samples in accordance with AWWA C651. Test points shall be Kupferle Eclipse #88 SS sample
station with five (5) feet minimum deep bury option and minimum 29 inch high pedestal.
2.18. Air Valves
(a)
Combination air valves must be installed at all dead ends and at the summits of all mains of 150
mm diameter and larger, except as follows:
-
Where the difference in elevation between the summit and valley is less than 600mm
-
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.
(b)
In addition, valves should be sized and located where necessary to protect the watermain from
transient conditions/water hammer.
(c)
Typical air valve sizes, subject to design analysis, are as follows (Table 2.18):
Table 2.18 Typical Air Valve Sizes
Watermain Size
Valve Size
150 mm to 300 mm
25 mm
350 mm to 600 mm
50 mm
Larger than 600 mm
Special Design
(d)
Air valves must be vented to an appropriate secured above-grade location to eliminate any
potential for cross connection in a flooded or contaminated chamber. The designer should
District of Summerland
DESIGN STANDARDS
2 - Water Distribution
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 14 of 124
consider specifying direct bury style air valves where possible to avoid using a valve chamber
and having a confined space.
(e)
Double acting air and vacuum relief valves must be installed at all summits in the mains. Air
valves must be designed to protect the pipe from transient conditions. In no case shall the size
be less than 25 mm. Air valves must be constructed and installed in accordance with the
Standard Drawings.
2.19. Thrust Restraint
(a)
Concrete thrust blocking and/or adequate joint restraining devices must be provided at bends,
tees, wyes, reducers, plugs, caps, valves, hydrants and blow-offs. All hardware must be
stainless steel.
(b)
The restraint system must take into account potential future excavations in the vicinity of the
water main. Design calculations must be based on fitting type, water pressure and soil
conditions.
2.20. Chambers
(a)
Chambers or manholes containing valves, blow-offs, meters, or other appurtenances should be
avoided. If approved by the Director, chambers and manholes shall provide adequate room for
maintenance, including headroom and side room. Access openings must be suitable for
removing valves and equipment. The chamber is to be provided with a drain to a 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.
(b)
Adequate venting should be provided. The District of Summerland may require provision of
forced ventilation, lighting, heating and dehumidification. Access and ventilation details must
comply with WorkSafeBC requirements.
(c)
Insulation to prevent freezing should be provided where necessary.
2.21. Service Connections
(a)
Service connection size should be calculated on the basis of the designated land use including
sprinkler systems and/or on-site hydrants, where applicable. The minimum size is outlined in 2.9
- Minimum Pipe Diameter.
(b)
Each service should have a shut-off located within 300 mm of the property line on the public
side. Each connection of 100 mm dia. or larger requires a check valve at the property side of the
shut-off.
(c)
The curb stop at the end of each service pipe must be located 2.0 meters from the property
corner pin. Where such location will conflict with other services in the alternate alignments may
be submitted for approval.
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(d)
All Service connections tapped directly into mains must be made using double strap service
saddles or full wraparound saddles. Multiple corporation stops must be staggered. All materials
must be non-corrosive.
(e)
All new service connections should have provisions for metering.
(f)
Curb stop operating rods shall be stainless steel.
(g)
Separate water services installed in accordance with the Standard Drawings must be provided
to each parcel and installed on the same side of the parcel as the sanitary sewer service. Water
services to District of Summerland Parks must be constructed and installed in accordance with
Standard Drawings.
2.22. Alignments and Corridors
(a)
On straight roads, watermains should have straight alignments with uniform offsets between
intersections. For curved roads and alignments, design joint deflections should be limited to half
the maximum deflection specified by the pipe manufacturer.
(b)
Mains should be located such that each property served has at least one side facing the
watermain.
(c)
Where a watermain crosses private land, right-of-way requirements are as indicated in Section
1.0, General Design Considerations.
(d)
Clearance from sewers is as indicated in Section 1.0, General Design Considerations.
2.23. Reservoirs
2.23.1. Preliminary Design
(a)
Reservoir design should include a commissioning plan and a preliminary design report which is
to be approved by the District of Summerland before detailed design begins. Preliminary
designs should cover the following issues:
(i.)
Use of concrete material
(ii.)
Ease of operations and an Operational Schematic
(iii.)
Connection to telemetry
(iv.)
Design standards
(v.)
Volume
(vi.)
Shape
(vii.)
Number of cells
(viii.)
Geotechnical report on foundations conditions
(ix.)
Appearance
(x.)
Water Quality and reservoir mixing
(xi.)
Confined space avoidance and/or isolation methods to be utilized for entering
confined spaces that are in compliance with Part 9 of the OHS Regulation
(xii.)
Post disaster building provisions to comply with the latest BCBC
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2 - Water Distribution
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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2.23.2. Capacity
(a)
Reservoirs should be designed to suit the particular circumstances. Reservoir capacity should
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)
(b)
Subject to the results of a detailed engineering analysis, and approval of the District of
Summerland, the requirement for emergency storage (C) may be reduced or eliminated based
on consideration of the following:
(i.)
Dependability of water source.
(ii.)
Reliability of the supply system.
(iii.)
Presence of more than one supply source.
(iv.)
Whether the reservoir is part of a large system.
(v.)
Presence of other reservoir(s) in system.
(vi.)
Availability of standby power.
(vii.)
The need for adequate circulation of reservoir water to maintain quality.
2.23.3. Structural Design Codes
(a)
Design in accordance with the latest edition of the BC Building Code and one of the following
specialty codes:
(i.)
ACI 350/350R: Code Requirements for Environmental Engineering Concrete
Structures, and Commentary.
(ii.)
PCA: Circular Concrete Tanks Without Prestressing
(iii.)
ACI 350.3/350.3R: Seismic Design of Liquid Containing Concrete Structures, and
Commentary
(iv.)
AWWA D110: Wire and Strand-Wound Circular Prestressed-Concrete Water Tanks
(v.)
AWWA D115-06 Tendon-Prestressed Concrete Water Tanks
2.23.4. Design Features
(a)
Seismic Loading: Design for the following:
(i.)
Watertight structure and fully operational mechanical equipment, following a 475-
year return period earthquake.
(ii.)
Repairable damage and no uncontrolled release of water following a 2475-year
return period earthquake.
(b)
Two cells, each containing one-half of total required volume and capable of being drained and
filled independently.
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2 - Water Distribution
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(c)
Overflow drain sized to handle the maximum design inflow. Overflow drain to be equipped with
a manhole with provisions for dechlorinating water prior to release to the environment.
(d)
Separate inlet and outlet pipes located and oriented to provide circulation within the reservoir.
(e)
Independent drain outlet at bottom, with consideration given to discharge route, capacity and
environmental concerns.
(f)
Roof access hatch sized (min. 1m x 1m) and located for safe and convenient access for
personnel, parts, temporary ventilation facilities and cleaning equipment into each cell.
(g)
Hatches: watertight aluminum, complete with hinges and related hardware, drains, locks and
intrusion alarms.
(h)
Broomed non-slip surface on top of reservoir with appropriate grate to ensure water drains off.
(i)
Ventilation pipes or openings sized to handle appropriate intake and exhaust air volumes for
filling and draining the reservoir. Include security considerations designed to prevent the
intrusion of birds, vermin and dust.
(j)
Reservoir floor to slope to drain sump in concrete structures.
(k)
Drain sump in concrete reservoirs to be minimum 1000 mm x 1000 mm x 400 mm; invert of
drain pipe to be flush with sump floor; grating to be installed over sump.
(l)
Zoned sub-drains under floor to collect, drain and allow monitoring of any leakage.
(m) Stairways or stainless steel interior wall ladder from roof access to floor. All ladders and stairs to
meet WorkSafeBC regulations, including attachment points for fall arrest equipment.
(n)
Fall prevention railings.
(o)
DBI Sala davit base for confined space and entry rescue.
(p)
All pipework within the reservoir to be PVC, stainless steel, fibreglass or steel or ductile iron
coated to AWWA standards.
(q)
All metal parts within the reservoir including bolts, nuts, screws, anchors, ladders, etc. to be
stainless steel.
(r)
Pressure transducer or ultrasonic level controls for each cell.
(s)
Sample lines for at least one sample per 1000 m3 volume within each cell.
(t)
Washdown connection in each cell, complete with backflow preventer and 65 mm diameter
pipe.
(u)
Convenient maintenance access.
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(v)
Fencing, lighting, locks, alarms and other security facilities to minimize vandalism and prevent
water contamination.
(w) Site finishing and grading to suit location and surrounding land uses.
2.23.5. Valve Kiosk or Building
(a)
Reservoir piping is to incorporate a Valve Kiosk or Building with the following design features:
(i.)
A above ground kiosk or small building must be constructed to house all valving
associated with reservoir operations
(ii.)
Provide structure details including access provisions
(iii.)
Design in accordance with seismic codes noted above.
(iv.)
Entrance to be large enough to permit safe removal of largest equipment.
(v.)
Lifting beams and hoists where necessary to enable removal of equipment
(vi.)
Space for safe and convenient operating and maintenance access to all valves,
piping, equipment and instrumentation.
(vii.)
Interior and exterior of all steel piping to be epoxy coated to AWWA standards, or
use stainless steel. Steel pipe in contact with potable water to use products that are
NSF 61 certified.
(viii.)
Floor drains and drainage system.
(ix.)
Located above 200-year flood level or 1.0 m above highest recorded flood elevation.
(x.)
HVAC, lighting & receptacles
(xi.)
Surge protection
(xii.)
Instrumentation & Controls
(b)
Additional features, which may be required subject to system operations details, include the
following:
(i.)
Sampling ports for inlet, outlet and reservoir water.
(ii.)
Flow measurement and recording.
(iii.)
Heat, light and ventilation to local and WorkSafeBC standards.
(iv.)
PLC-controlled inlet valve and level monitoring and control system.
(v.)
Connection to SCADA system
(vi.)
Uninterruptible power supply (UPS) for control system (minimum 60 minutes)
(vii.)
Chlorine residual analyzer for reservoir inlet and outlet.
(viii.)
Provision for re-chlorination facilities.
(ix.)
The designer is to provide three copies of a comprehensive Operations and
Maintenance Manual and a commissioning plan.
2.24. Pump Stations
2.24.1. Preliminary Design
(a)
Pump station design must include a commissioning plan and a preliminary design report which
is to be approved by the District of Summerland before detailed design proceeds. Preliminary
designs should include the following issues:
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2 - Water Distribution
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(i.)
Location
(ii.)
Capacity
(iii.)
Hydraulics (pressure, NPSH, pump RPM, efficiencies)
(iv.)
Water hammer analysis and mitigative measures
(v.)
Number and type of pumps
(vi.)
Preliminary piping layout
(vii.)
Type and appearance of structure
(viii.)
Foundation conditions
(ix.)
Maintenance requirements and access
(x.)
Energy requirements
(xi.)
Standby power
(xii.)
HVAC including AC
(xiii.)
Controls and monitoring
(xiv.)
Aesthetics and site grading
(xv.)
Life cycle costs
(xvi.)
Operations
(xvii.) Confined space avoidance and/or isolation methods to be utilized for entering
confined spaces that are in compliance with Part 9 of the OHS Regulation
(xviii.) Post disaster building provisions to comply with the latest BCBC
2.24.2. Capacity
(a)
Pumping capacity should 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 power should be provided, where sufficient
reservoir storage does not exist, to allow the greater of maximum day demand plus fire flow or
peak hour demand (D+F, or H) during a power outage.
2.24.3. Design Features
(a)
Structure, piping and mechanical systems designed in accordance with seismic codes for post-
disaster structures
(b)
Located above 200-year flood level or 1.0 m above highest recorded flood elevation.
(c)
Reinforced concrete, blockwork or brick construction designed to incorporate aesthetic
considerations.
(d)
Access doorways sized for safe and convenient removal and replacement of the largest piece of
equipment. Lifting hooks or rails with pulley blocks as required.
(e)
Adequate HVAC and lighting.
(f)
Standby power, unless fire storage and balancing and/or emergency storage is available without
pumping.
(g)
Electric motors to be 600 volt, 3 phase, premium efficiency, with thermal protection. Lower
voltage (208V, 3 phase) may be considered, depending upon service voltage available from
power company.
District of Summerland
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2 - Water Distribution
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(h)
Electrical motors to be equipped with Variable Frequency Drive (VFD).
(i)
Minimum 60 minute uninterrupted power supply (UPS) for control systems.
(j)
Motors 100 hp and above to have analog vibration recording and protection.
(k)
Air relief discharge and pilot lines to be piped to floor drains.
(l)
Housekeeping pads for MCCs.
(m) Hydraulically operated or motorized pump control valves with isolation valves, unless pumps
have variable speed drives which control transient pressures.
(n)
Flow meters and totalizers.
(o)
Spring return "Silent" check valves.
(p)
High pressure and surge relief valves with isolation valves, if warranted by system
characteristics and transient analysis.
(q)
Suction and discharge pressure gauges, with isolation valves, for each pump.
(r)
Discharge pressure transducer for connection to SCADA
(s)
Mechanical pump seals.
(t)
Water quality sampling ports.
(u)
Interior and exterior of pipework epoxy coated to AWWA standards, or use stainless steel. Steel
pipe in contact with potable water to use products that are NSF 61 certified.
(v)
Pump system to be PLC-controlled and connected to SCADA system, if applicable.
(w) Surge protection
(x)
Hour meters and ammeters for each pump.
(y)
Power factor correction, if required by power company.
(z)
120 V power outlet for small tools
(aa) Noise attenuation to suit the location and District of Summerland standards.
(bb) Equipment to be CSA approved and have minimum one-year guarantee on parts and labour. All
equipment must be tested prior to acceptance.
(cc) Arc flash study and labels per current electrical code.
(dd) Off road vehicle parking.
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DESIGN STANDARDS
2 - Water Distribution
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(ee) Site finishing and grading to suit location and surrounding land uses.
(ff)
Designer to provide a commissioning plan and schedule.
(gg) Designer is to provide three copies of a comprehensive Operating and Maintenance Manual.
The manual must contain an operation and control narrative.
2.25. Pressure Reducing Valve (PRV) Stations
(a)
PRV station design must include a preliminary design report that addresses the design criteria
of this bylaw is to be approved by the District of Summerland before detailed design proceeds.
2.25.1. Preliminary Design Parameters
(a)
Design Flows:
-
peak hour,
-
maximum day plus fire.
-
Continuous, emergency or fire flow operation.
-
Location.
(b)
Above Ground Kiosk details:
-
structure and access,
-
controls and monitoring,
-
HVAC, and
-
Lighting.
2.25.2. Design Features
(a)
PRV to be above ground and as minimum contain at least two compartments including:
1) Process Compartment, and
2) Electrical Compartment including 2 hinge style doors on each long side of the structure,
hinged roof, and floor drain.
(b)
Minimum kiosk size: 4.1 m length x 1.6 m wide x 2.3 m high (inside dimensions).
(c)
Minimum 30 amp, 120 VAC electrical service
(d)
Surge protection
(e)
Forced air ventilation, heat, lighting and receptacles
(f)
Parallel pressure reducing valves, one sized for peak hour and maximum day plus fire flows
during irrigation seasonal flows and one sized for non-irrigation season flows.
(g)
Isolating valves.
District of Summerland
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2 - Water Distribution
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(h)
Include port on upstream side of inlet isolation valve for pilot water supply
(i)
Include duplex strainer system for pilot water supply
(j)
All pilot lines to include ball valves for isolation of individual components
(k)
Drain ports on bottom of pipe with ball valves on inside of main line isolation valves for
flushing/draining 1" minimum.
(l)
Air release valves.
(m) Off street parking.
(n)
Basket strainers upstream of each control valve.
(o)
Upstream and downstream pressure gauges and transducers.
(p)
Flowmeter.
(q)
Interior and exterior of pipework epoxy coated to AWWA standards for piping over 150mm
diameter and use stainless steel for smaller than 150mm. Steel pipe in contact with potable
water to use products that are NSF 61 certified.
(r)
PLC-controlled with connection to SCADA system, if applicable, including:
-
Discharge and suction pressure transmitters
-
Flow transmitter
-
Uninterruptible power supply (UPS) for 60 minute minimum
-
Operator interface panel
(s)
Designer is to provide three copies of a comprehensive Operating and Maintenance Manual.
2.26. Hillside Standards
(a)
As per the requirements outlined in Section 5.19 - Hillside Standards, the following water
considerations shall be included in designated hillside areas:
(i.)
water system pressure zone boundaries shall be designed to ensure fire fighting
pressures in the high side of the lots and top floor sprinkler systems for building
development.
2.27. Drilled Groundwater Wells
(a)
If a subdivision is to be serviced with a drilled well water source (per Levels of Service Table
A.1), each parcel must be serviced with a potable water supply. Where the water source is not
located on the parcel it will service, the location and access to the water source, including any
wells, water mains, and all other appurtenances, shall be protected by an easement.
District of Summerland
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2 - Water Distribution
Schedule C
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(b)
Unless exempted by this bylaw, a water sample must be taken from the water source and tested
by a laboratory accredited by the Canadian Association for Environmental Analytical
Laboratories to determine conformity to potable water standards. Potable water must be verified
in writing by a Qualified Water Quality Specialist and the results must be submitted to the
District.
(c)
If the water is determined to be not potable, but can be treated in such a manner that it
becomes potable as determined by a Qualified Water Quality Specialist, a Section 219
Covenant must be registered on the title of the subject property as a priority above financial
charges stating that an occupancy permit for a dwelling will not be issued until a treatment
system meeting the specifications of a Qualified Water Quality Specialist has been installed to
ensure a potable water supply.
(d)
All hydrogeological reports, pumping tests, and well yield tests must be dated not more than five
(5) years prior to the date of subdivision application.
(e)
Proof of water shall consist of the following:
(i.)
A site plan must be provided indicating the location of a constructed well which must
be tested by a well yield test conducted by a Qualified Well Driller, Qualified Well
Pump Installer or a person working under the direct supervision of a Qualified Well
Driller, a Qualified Well Pump Installer, or Qualified Professional.
(ii.)
The well yield test must be submitted to the District. A well that demonstrates a yield
of at least 14 Litres per Minute (3.0 Imperial Gallons per Minute) satisfies the proof of
water quantity requirements of this bylaw.
(iii.)
The Director may allow for a pumping test to be carried out when a well yield test
reports less than 14 Litres per Minute (3.0 Imperial Gallons per Minute) or when a
well is less than 15 m deep. A pumping test must be conducted by a Qualified Well
Driller or a Qualified Well Pump Installer or a person working under the direct
supervision of a Qualified Well Driller, a Qualified Well Pump Installer or a Qualified
Professional. A hydrogeological report must be prepared by the Qualified
Professional and submitted to the District.
(iv.)
Pumping tests of all drilled wells shall be conducted during the dry months of the
year, defined as the period between August 1 and March 1, or at another time of
year as confirmed in writing by the Qualified Professional in order to determine the
year-round capacity of the well.
(v.)
When a pumping test is required, the report must demonstrate that the drilled well
can provide at least 6,550 litres of water per day (1.0 Imperial Gallon per Minute) per
parcel. The report must demonstrate that the use of the well will not negatively
impact the use of neighbouring wells.
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DESIGN STANDARDS
3 - Sanitary Sewer
Schedule C
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3.
Sanitary Sewers ............................................................................................................ 24
3.1.
General ............................................................................................................... 24
3.2.
Onsite Sewage Disposal ..................................................................................... 24
3.3.
Per Capita Flow ................................................................................................... 25
3.4.
Non-Residential Flows ......................................................................................... 25
3.5.
Peaking Factor .................................................................................................... 25
3.6.
Infiltration ............................................................................................................. 26
3.7.
Design Flow ........................................................................................................ 26
3.8.
Pipe Flow Formulas ............................................................................................. 26
3.9.
Flow Velocities .................................................................................................... 27
3.10. Alignment ............................................................................................................ 27
3.11. Minimum Pipe Diameter ...................................................................................... 27
3.12. Minimum Grades ................................................................................................. 28
3.13. Curved Sewers .................................................................................................... 28
3.14. Depth .................................................................................................................. 28
3.15. Manholes ............................................................................................................ 29
3.16. Odour Criteria and Corrosion ............................................................................... 30
3.17. Service Connections ............................................................................................ 30
3.18. Locations and Corridors ...................................................................................... 31
3.19. Lift Stations ......................................................................................................... 32
3.20. Low Pressure Sewers.......................................................................................... 36
3. Sanitary Sewers
3.1.
General
(a)
These guidelines are not intended to be a substitute for sound engineering knowledge and
experience. Sanitary sewer system designs should be prepared under the direction of a design
professional who has the appropriate experience and is registered with Engineers and
Geoscientists of British Columbia.
(b)
Sanitary sewers are intended to convey wastewater only. This includes standard domestic
plumbing fixtures, floor drains, approved industrial and commercial wastes and unavoidable
infiltration. Sanitary sewer systems are intended to exclude stormwater, roof drains, footing
drains and groundwater.
(c)
These guidelines apply to District sewage collections systems only. For large land parcels
(>1Ha), on-site sewage disposal may be permitted, subject to approval by the Director and
regional and/or provincial health authorities.
3.2.
Onsite Sewage Disposal
(a)
If a subdivision is to be serviced with an onsite sewage disposal system, as approved by the
Director, the onsite sewage disposal system must be capable of being provided for each
proposed lot in accordance with Interior Health Authority (IHA), Okanagan Basin Water Board
(OBWB) and District of Summerland standards.
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3 - Sanitary Sewer
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(b)
For proposed lots greater than 1 ha and smaller than 2 ha in size, written confirmation from IHA
and OBWB must be submitted to the District stating that their requirements with regard to onsite
sewage disposal have been satisfied.
(c)
Notwithstanding the above, a parcel must not be serviced by onsite sewage disposal if a
community sanitary sewage system is available to service the property or the parcel is smaller
than 1 Ha in size.
(d)
Shared onsite sewage sewage disposal systems are not permitted.
3.3.
Per Capita Flow
(a)
In absence of sanitary sewer flow records, sanitary sewer system design for new fully water
metered systems should be based on an average daily dry weather flow (ADWF) of 240 litres
per day per capita (L/d/c).
(b)
For unmetered systems the ADWF of 350 L/d/c should be used.
(c)
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).
(d)
For residential areas, the land use densities in Table 3.1 shall apply.
Table 3.1: Land Use Densities
People/Gross Ha.
People/Unit
Residential Low
Up to 66
2.35
Residential medium
Up to 140
2.35
Residential High
140 and up
2.35
3.4.
Non-Residential Flows
(a)
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 or local regulations, use the
following flow values which are based on fully water metered systems (Table 3.2):
Table 3.2: Flow Values for Non-Residential Areas
Land Use
Equivalent Population/Hectare (gross)
Commercial:
25,000 litres/ha/day
Institutional:
25,000 litres/ha/day
Industrial:
25,000 litres/ha/day
3.5.
Peaking Factor
(a)
The peaking factor is the ratio of peak dry weather flow (PDWF) to the average dry weather flow
(ADWF). Where possible, the peaking factor should be based on locally recorded flow data from
similar developments. It is recommended that if possible residential equivalents not be used but
that each customer type calculates peak flows independently. When using hydraulic modelling
software, it is recommended that diurnal patterns be used that reflect varying time of day flows
District of Summerland
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from each customer class. In the absence of such data, the peaking factor is to be calculated
using the design residential population and non-residential equivalent population, with the
formula indicated below:
PF = 3.2
Where: PF = peaking factor
(P)0.105
P = residential population plus non-residential equivalent
population.
3.6.
Infiltration
(a)
Design flows shall include an infiltration allowance to allow for groundwater infiltration and
system inflows as follows. For urban, suburban or commercial areas, the allowance should be
based on the gross tributary area and the following:
-
New system with pipes above groundwater table:
0.06 L/s/ha
-
Old system (25 years or older) and/or pipes below groundwater table:
0.12 L/s/ha
(b)
The above values are based on systems where roof leaders and foundation drains are not
connected to the sanitary sewer.
(c)
For older systems it is recommended that the above value be confirmed with flow monitoring
since in some systems this value can be substantially higher.
(d)
For low density areas with large lots (>90 m frontage), or spaces between developed areas, the
infiltration allowance should be based on the total sewer system pipe sizes and lengths,
including sewer mains, service connections and building sewers, and the following:
-
New system with pipes above groundwater table:
0.45 L/mm dia./100m length/hour
-
Old system (25 years or older) and/or pipes below
groundwater table:
1.0 L/mm dia./100 m length/hour
3.7.
Design Flow
(a)
Design flow Q (=PWWF) = population and equivalent x per capita flow x peaking factor +
infiltration/inflow allowance.
3.8.
Pipe Flow Formulas
3.8.1. Gravity Sewers
Use Manning's formula:
Q = AR°·667S0.5
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
District of Summerland
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3 - Sanitary Sewer
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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3.8.2. 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 = 130
→ Ductile, Concrete Cylinder, Steel = 120
3.9.
Flow Velocities
(a)
Minimum design velocities:
-
Gravity sewers:
0.60 m/s
-
Force mains:
0.75 m/s
(b)
Where steep grades result in velocities exceeding 6.0 m/s, consider measures to prevent pipe
erosion and movement.
3.10. Alignment
(a)
Except as noted in 3.13 - Curved Sewers, horizontal and vertical alignments shall be straight
lines between manholes for gravity sewers, and between defined deflection points for force
mains.
(b)
Force main line and grade requirements are as indicated for water mains. Air release valves are
required at high points.
3.11. Minimum Pipe Diameter
3.11.1. Gravity Mains
(a)
Minimum pipe diameters shall be:
-
For residential lands - 200 mm; and
-
For commercial and industrial - 250 mm.
(b)
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; and
-
For commercial and industrial - 200 mm at a minimum 0.60% grade.
3.11.2. Forcemains
(a)
Minimum pipe diameter for forcemains shall be:
District of Summerland
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3 - Sanitary Sewer
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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-
100 mm
3.12. Minimum Grades
3.12.1. Gravity Mains
(a)
The grade of any sewer is governed by the minimum required velocity of 0.6 m/sec. If the
calculated design flow is not expected to produce a velocity of at least 0.6 m/sec., then the
minimum grade shall be calculated based on the pipe flowing 35% full at a theoretical velocity of
0.6 m/sec. However, the last section of a main that will not be extended in the future shall have
a minimum grade of 1.0% where 150 mm diameter pipe is approved by the Director.
3.12.2. Forcemains
(a)
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. The designer should consider specifying direct
bury style air valves where possible to avoid using a valve chamber and having a confined
space.
(b)
The material selected for force mains must meet the District of Summerland standards and must
adapt to local conditions, such as character of industrial wastes, soil characteristics,
exceptionally heavy external loadings, abrasion and similar problems.
(c)
All force mains must be designed to prevent damage from transient conditions.
3.13. Curved Sewers
(a)
Curved sewers may be permitted under special conditions where straight sewers and/or
additional manholes are impractical. Where curved sewers are permitted by the Director,
horizontal curves may be formed using pipe joint deflections as follows:
-
Minimum radius = 60 m;
-
Constant radius throughout curve;
-
Joint deflection not to exceed 75% of maximum recommended by pipe manufacturer;
-
Minimum design velocity = 0.9 m/s;
-
Curve locations to be recorded at ¼ points and midpoint; and
-
Constant offset from property line or Road centerline.
(b)
Where permitted by the Director, sewers larger than 600 mm diameter may include deflections
formed by mitred bends, with minimum 1.25 m straight sections and maximum 45° mitres.
3.14. Depth
(a)
Depth shall be defined as the distance from the finished ground surface to the top of pipe.
(b)
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;
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-
Prevent freezing;
-
Meet the minimum depth requirements of 1.0 m in untraveled surfaces, otherwise 1.5 m
cover;
-
Clear other underground utilities;
-
Prevent damage from surface loading; and
-
Allow for future extension of the sanitary sewer system to service upstream tributary lands at
ultimate Development, as defined by the Director.
(c)
Minimum cover without concrete encasement: 1.0 m
(d)
Maximum cover depth: 4.5 m, except under special circumstances and with permission of the
Director.
3.15. Manholes
3.15.1. Locations
(a)
Manholes are required at:
(i.)
Every change in grade, except as permitted for curved sewers;
(ii.)
Every change in direction, except as permitted for curved sewers;
(iii.)
Every change in pipe size;
(iv.)
Downstream end of curved sewers;
(v.)
Every pipe intersection except for 100 mm and 150 mm service connections and
junctions with trunk sewers 900 mm and larger;
(vi.)
150 m maximum spacing;
(vii.)
Every future pipe intersection;
(viii.)
Upstream end of every sewer main;
(ix.)
Temporary clean-outs may be provided at terminal section of a main provided that:
-
Future extension of the main is proposed or anticipated.
-
The length of sewer to the downstream manhole does not exceed 45.0 m.
-
The depth of the pipe does not exceed 2.0 m at the terminal point
-
Clean-outs are not to be considered a permanent structure.
(x.)
Sanitary manhole rim elevations outside of paved Roadways shall be designed to
be:
-
Above the adjacent storm manhole rim elevation
-
Above the surrounding ground so that infiltration from ponding will not occur
-
Above the 100 year return runoff event.
3.15.2. Hydraulic Details
(a)
Crown elevations of inlet sewers shall not be lower than crown elevation of outlet sewer.
(b)
Minimum drop in invert elevations across manholes:
-
Straight run:
5 mm drop;
-
Deflections up to 45 degrees:
30 mm drop; and
-
Deflections 45 to 90 degrees:
60 mm drop
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(c)
Drop manhole and ramp structures shall be avoided where possible by steepening inlet sewers.
Where necessary, provide drop structures as follows:
Table 3.3 Drop Structures
Invert Difference
Structure
Up to 0.25 m
Inside Ramp
0.25 to 0.90 m
Outside Ramp
Greater than 0.90 m
Outside Drop*
(d)
Inside drop may be used if specifically permitted by the Director.
(e)
The maximum deflection angle in a junction shall be 90°.
(f)
Force main discharges shall be directed into the receiving manhole outflow 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 pipe is required.
3.16. Odour Criteria and Corrosion
(a)
Dissolved sulphide maximum limit at any point in the system is to be 0.3 mg/l.
(b)
Odour Criteria:
(i.)
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; and
(ii.)
Where sewer facilities are close to houses, parks, or walkways, 0.0 odour units.
(c)
Odor control kept in outside building or kept inside a separate area in explosive rated area.
(d)
Analysis for odour and sulphides may be required.
3.17. Service Connections
(a)
Every legal Lot shall be provided with a separate service connection.
(b)
Unless otherwise permitted by the Director, connections are to serve all plumbing by gravity.
Building elevations shall be established accordingly. Pumped connections may be permitted, if
requested prior to sewer design, and if appropriate covenants are provided.
3.17.1. Size
(a)
Pipe size is to accommodate peak design flow. Minimum pipe diameter to be:
-
Residential - 100 mm; and
-
Multi-family/commercial/institutional - 150 mm
3.17.2. Location and Depth
(a)
Connections to large lots are to be located at the lower portion of each lot.
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(b)
For urban developments, locate connections in accordance with standard drawings.
(c)
Depth requirements are as indicated for sewer mains.
(d)
Service connections must be installed at the downstream corner of the parcel at an offset of 3.0
m from the property pin.
(e)
The minimum depth of a service at the property line must be 1.2 m within a highway right of way
and 1.0 m within a statutory right of way.
3.17.3. Grade
(a)
Minimum grade from property line to sewer main.
-
100 mm diameter pipe:
2.00%
-
150 mm diameter pipe:
1.00%
-
Larger sizes:
Grade based on minimum velocity of 0.75 m/s
3.17.4. Details
(a)
Use standard wye fittings for connections to new mains. For connections to existing mains, use
wye saddles or, if approved, insertable tees. The service connection centreline must not be
below the sewer main centreline.
(b)
Service connection may be permitted into manholes if:
-
The connection is not oriented against the flow in the main
-
Manhole hydraulic requirements are met
(c)
Control manholes are required on all industrial connections and on commercial connections
where required by the Director.
(d)
Manholes are required on service connections larger than 150 mm diameter.
(e)
Connections exceeding 30 m in length will be treated as mains.
3.18. Locations and Corridors
(a)
Sewers should be located within roadways as shown on the applicable MMCD Standard
Drawings. Servicing from roadways is required unless a depth greater than 4.5 m would be
required to provide gravity service. Rear yard sewers and pumped connections are to be
avoided, and advance approval is required.
(b)
Where a sewer crosses private land, right-of-way requirements are as indicated in Section 1.0,
General Design Considerations.
(c)
Clearance from water mains is as indicated in Section 1.0, General Design Considerations.
District of Summerland
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3 - Sanitary Sewer
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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3.19. Lift Stations
(a)
The use of lift stations shall be avoided where possible. Any proposed use of lift stations shall
receive prior approval from the Director. Prior to commencing detailed design of a lift station, the
Consulting Engineer shall submit a preliminary design report that addresses the design
consideration of this bylaw. Approval of the preliminary design report shall be obtained prior to
the Consulting Engineer commencing detailed design.
3.19.1. Preliminary Design Requirements
(a)
Lift station preliminary designs shall include:
System Layout:
Select location(s) to minimize long-term total number of
pump 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:
Materials:
Above ground structure. Submersible duplex pump system
unless otherwise approved in advance.
As per District of Summerland Approved Products List
(b)
Other basic criteria include:
(i.)
Construction dewatering requirements;
(ii.)
Soils. Subsurface investigations must be undertaken prior to site approval;
(iii.)
Access for construction and maintenance;
(iv.)
Building structure to be concrete block. Aesthetics, noise, odour control and
landscaping;
(v.)
Waterhammer and/or column separation prevention measures;
(vi.)
Security against vandalism and theft;
(vii.)
Flood elevations and station uplift design;
(viii.)
Proximity of receiving sewers, water mains, and power supply;
(ix.)
Minimizing energy requirements;
(x.)
Type of controls:
-
PLC or relays
-
Ultrasonic or float controls
-
SCADA connection or capability
-
Cellular phone service
-
One hour battery back up for control voltage
(xi.)
Standby power and 8 hours of emergency storage;
(xii.)
Sub-surface investigations must be undertaken prior to site approval;
(xiii.)
Convenience of operation and maintenance;
(xiv.)
Safety for operators and public;
(xv.)
Capital costs and operation and maintenance costs;
(xvi.)
Vehicle loads adjacent to and/or on station structure; and
(xvii.) Davit and lifting arms for pumps and fall arrests.
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3 - Sanitary Sewer
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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3.19.2. Design Features
(a)
Lift stations shall be designed with a minimum of two pumps, capable of handling the maximum
flow condition with any one pump offline. 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.
(b)
In general, a lift station will include the following main components: 1) Wet well structure
including submersible pumps, 2) above ground Valve Kiosk and 3) a Controls Kiosk.
Requirements for each of these components and related equipment are described in this
Section.
(c)
Pump requirements:
(i.)
Capable of passing solids up to 75 mm in size.
(ii.)
Maximum motor speed: 1750 RPM.
(iii.)
Explosion proof--motor to be rated for CEC Zone 1, Class 1;
(iv.)
600 V 3-phase electrical power including VFD;
(v.)
Easily removed for maintenance;
(vi.)
Able to operate alternately and independently of each other;
(vii.)
Able to meet maximum flow condition with one pump in failure mode; and
(viii.)
Sized so that each motor does not cycle more than six times in one hour under
normal operating conditions.
(d)
Swing check with outside lever and weight required on each pump discharge
(e)
Plug valves required outside pump station on influent line and each pump discharge line. Inlet
valve to be direct buried and be operable from the ground surface. The pump discharge valves
are to be located within the Valve Kiosk noted in Section 3.18.2.8. Minimum wet well size: 2.4
m diameter.
(f)
Wet well bottom to be benched to direct solids to pump suction.
(g)
Lift station hatches to be waterproof and provided with locks. Covers may be either stainless
steel, 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 access hatch shall have:
-
An aluminum ¼" tread plate;
-
A perimeter drain;
-
A perimeter sealing gasket;
-
A slam lock with an aluminum removable sealing plug and opening tool;
-
A flush lift handle;
-
A gas spring assist cylinder;
-
A 90 degree hold open arm;
-
A flush fitting padlock tang; and
-
Hatch safety grate
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Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 34 of 124
The hatch shall be reinforced for 1,465 kg/m² (300 lbs/ft2) or withstand a loading of H-20 where
subject to vehicular traffic. All fasteners to be made of 316 stainless steel.
(h)
Wet well to be equipped an above ground Valve Kiosk. The Valve Kiosk structure can be
directly integrated into the wet well lid structure or be a standalone structure. The intent of the
structure is to provide access to valving and instrumentation without having to enter a confined
space. The check valve and isolation valve for each pump along with the station's flow meter,
pressure transmitter (if applicable) and an air release valve are to be located within the kiosk.
The Valve Kiosk must have 50 mm of insulation, 1000W intrinsically safe unit heater, door seals
and a floor drain back to the wet well with p-trap and air relief ports piped to floor drain.
(i)
A removable multipurpose lifting arm shall be incorporated into the design of the pump station to
facilitate the removal and installation of the pumps.
(j)
Access shall be located 0.6m above 200-year flood level or 1.0 m above highest recorded flood
elevation.
(k)
Steel and fiberglass surfaces to receive minimum two coats of two-component white epoxy
enamel. Concrete stations to be designed to prevent sulphide attack.
(l)
Auxiliary equipment and control panels to be housed in weatherproof Controls Kiosk adjacent to
station. Kiosk to be located not less than 2.0 m and not more than 4.0 m from the station lid.
(m) Controls Kiosk to contain a separate compartment for pump station ventilation fan.
(n)
Explosion-proof intake fan, activated by a manual switch, and of sufficient capacity to exchange
the total volume of air inside the station with fresh air within 3 minutes. Fan to be in kiosk. Intake
duct to terminate near maximum water level. Exhaust vent to be provided in top of pump station.
(o)
Wiring in station and fan compartment to be explosion-proof, Class 1, Division 1. Electrical
design and installation subject to approval by Provincial Safety Inspector.
(p)
Explosion proof switched receptacle and plugs not in wet well. Receptacles to be mounted near
wet well for easy access by operator, and to accommodate power cables for pump controls.
(q)
Levels to be controlled by ultrasonic level transmitter, plus emergency high- and low-level floats.
(r)
Control panel to include hour meter and ammeter for each pump.
(s)
120 V outlet for hand tools.
(t)
The lift station shall include a PLC based control system, instrumentation, SCADA telemetry in
accordance with District standards, including:
(i.)
Feedback signals from and control signals to each motor starter;
(ii.)
Lead pump selection, including the option to alternate;
(iii.)
VFDs or electronic soft starters, with ramping, to minimize starting and stopping surg
es
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3 - Sanitary Sewer
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(iv.)
Continuous level monitoring for pump control;
(v.)
Emergency high and lowlevel switches for back up control, independent of the PLC c
ontrol system;
(vi.)
Magnetic flow meter, with flood monitoring in flow meter chamber;
(vii.)
Flood monitoring in valve chamber;
(viii.)
Kiosk temperature monitoring;
(ix.)
Power supply status from the automatic transfer switch;
(x.)
Running and fault feedback signals from the standby generator;
(xi.)
HMI for local monitoring; and
(xii.)
UPS power supply.
(u)
Control kiosk to be designed to contain control and SCADA equipment and dialer on front panel
and power equipment on rear panel. Concrete base to be minimum 75 mm above finished
grade.
(v)
Pump stations to include automatic generator sets for standby power in case of power failure.
Provision for SCADA system to be included. Generator set enclosures to be weatherproof and
to include noise control. For small pump 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.
(w) Noise levels for facilities must not exceed 65 dB at property line or 20 m away whichever is
closer.
(x)
A 50 mm diameter water connection with standpipe and cross-connection protection must be
provided on-site for cleaning purposes.
(y)
Provide for standby pumping from an external source. An adaptor flange ("Camlock") complete
with a quick coupling and lockable cap shall be required.
(z)
Area around station and related equipment or building is to be graded, asphalted, and fenced.
Size of area to be determined by maintenance requirements with a minimum 1.2m clearance to
structures with doors opened. Layout of structures and gates is to provide for clearances for
pump removal by hoist truck. Location and access to be approved by Director.
(aa) Odour control per Section 3.16.
(bb) Design in accordance with appropriate seismic standards.
(cc) Equipment to be CSA approved and have minimum one-year guarantee on parts and labour. All
equipment must be tested prior to acceptance.
(dd) Designer to provide a commissioning plan include operator training (amount to be determined
by the scale of the facility) and schedule.
(ee) Provide three 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
District of Summerland
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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with each section identified by a plasticized, labeled divider. The manual must contain an
operation and control narrative.
3.20. Low Pressure Sewers
(a)
In areas beyond the reach of the community gravity sewer system and not large enough to
provide economic justification for a community pump station, or where soil conditions or
topography are not suitable for gravity sewers, the Director may consider approval of a low-
pressure sewer system, which involves private pump units discharging into a public low
pressure sewage force main. The Consulting Engineer must review the design concept and
proposed guidelines with the Director and obtain approval before proceeding with design.
District of Summerland
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4 - Stormwater Management
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 37 of 124
4.
Stormwater Management .............................................................................................. 37
4.1.
General ............................................................................................................... 37
4.2.
Design Overview ................................................................................................. 38
4.3.
Runoff Analysis ................................................................................................... 40
4.4.
Site Design .......................................................................................................... 45
4.5.
Minor System ...................................................................................................... 46
4.6.
Major System ...................................................................................................... 57
4.7.
Detention Facilities .............................................................................................. 61
4.8.
Sediment and Erosion Control ............................................................................. 64
4.9.
Stormwater Quality .............................................................................................. 67
4.10. Pumping Systems ............................................................................................... 71
4.11. Hillside Standards ............................................................................................... 71
4. Stormwater Management
4.1.
General
4.1.1. Overview
(a)
The purpose of this stormwater management section is to standardize the procedures for
designing common drainage facilities in the District of Summerland. All drainage works will be
designed with considerations for public safety, regulatory requirements, and the natural
environment. The Owner will consult with the Director to determine what existing information
may be of assistance to them.
(b)
The presence of an existing municipal drainage system does not mean, or imply, that the
system has adequate capacity to receive the proposed design flows, nor does it indicate that the
existing system pattern is acceptable to the District of Summerland. Existing facilities that are
undersized or inadequate to accept additional drainage must be upgraded at the Owner's
expense to accommodate the appropriate flows. Alternative drainage proposals may be
considered.
(c)
Stormwater management designs must conform to local government bylaws, regulations, and
policies plus federal and provincial statutes and guidelines. These include, but are not limited to,
the following:
-
The District of Summerland Stormwater Management Design Guidelines
-
Existing Master Drainage Plans, Watershed Plans, or Integrated Stormwater Management
Plans
-
Local Government Act
-
Fisheries Act
-
Water Sustainability Act
-
Canadian Navigable Waters Act
-
Canada Wildlife Act
-
Migratory Birds Convention Act
-
Dike Maintenance Act
-
Land Development Guidelines for the Protection of Aquatic Habitat (Canada/B.C.)
-
National Guide to Sustainable Municipal Infrastructure (Canada)
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-
Best Practices for Protection of Groundwater Resources in British Columbia (BC)
-
Standards and Best Practices for Instream Works (Canada/BC)
-
Riparian Areas Protection Regulation (BC)
-
Canadian Dam Association Dam Safety Guidelines
-
Applicable Professional Practice Guidelines provided by Engineers and Geoscientist British
Columbia
-
MMCD Green Design Guideline Manual
(d)
Where there is a discrepancy between this Schedule and any of the above-referenced
documents, the more stringent requirements or guideline shall govern. Also note that the design
standards in this Schedule are to be considered a minimum expectation.
4.1.2. Storm Drainage System Triggers
(a)
If a storm drainage system is required pursuant to this Bylaw, the Owner of the parcel being
subdivided or developed must provide the proposed subdivision or the parcel being developed
with a storm drainage system constructed and installed in accordance with the provisions of this
Bylaw.
(b)
In addition to the requirements of Schedule C, a storm drainage system is required where the
subdivision or development is located in an area where drainage studies prepared for the
District and adopted by the Council indicate that drainage work should be constructed.
4.1.3. Georeferenced Data
(a) It is the Consulting Engineer's responsibility to ensure that they obtain true and accurate
elevations for the development of the site and to confirm the accuracy of any mapping or
information that may be provided by the District.
4.2.
Design Overview
4.2.1. General Requirements
(a)
The Consulting Engineer must design the storm drainage system so that all downstream
drainage facilities are capable of handling the determined, controlled post development flows.
(b)
All stormwater runoff that is discharged to a receiving water, whether directly or indirectly, must
be treated using approved methods and to an approved standard.
(c)
A Stormwater Management Plan must be prepared and approved for all phases of the proposed
development to ensure required drainage routes and facilities are adequately identified,
protected, and sized for ultimate development conditions. The level of detail required is
contingent on the size and type of development proposed.
4.2.2. Dual Drainage System
Each storm drainage system must consist of a minor and a major drainage system as defined below:
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4 - Stormwater Management
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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4.2.2.1.
Minor Drainage System
The minor drainage system is comprised of storm sewers, swales, channels, culverts, and flow
control facilities designed to prevent flooding and property damage, and to minimize public
inconvenience caused by frequent storm events. Runoff from the minor storm is referred to as the
Minor Flow.
4.2.2.2.
Major Drainage System
The major drainage system comprises surface flood paths, drainage outlets (i.e. designated storm
sewers that convey the major flow), ditches, roadways, watercourses and flow control facilities
designed to accommodate the runoff from rare and intense storms. It shall be designed to protect the
public and prevent significant property damage due to flooding caused by these rare and significant
storm events. Runoff from these storm events is referred to as the Major Flow.
4.2.3. Service Levels
(a)
The service level for each of the drainage systems is defined by the capacity required to convey
or control runoff from design storm events with return periods specified in Table 4.1.
Table 4.1 System Service Level Return Periods
Drainage System
Design Return
Period
Minor
10 years
Major
100 years
Culverts & Bridges on Streams
200 years
4.2.4. Control Criteria
(a)
Stormwater discharge generated by the subdivision or development shall be controlled to
reduce downstream impacts and to mimic the pre-development conditions as much as possible.
The following level of runoff control shall be provided:
Table 4.2 Control Criteria
Control Objective
Criteria
Water Quality Control
Treat 70% of the 2-year/24-hour post-development runoff
volume or 90% of the average annual post-development
runoff volume, depending on whether the design is based
on single-event analysis or continuous simulation.
Runoff Rate Reduction
Store runoff from the critical minor-system design rainfall
event and release it at a rate that approximates the natural
pre-development Minor Flow.
Peak Flow Conveyance
Ensure that the Major Drainage system is able to safely
convey post-development runoff from extreme storm
events (up to and including the Major Flow) with little or no
damage to public and private property. If this is not
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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feasible, then Control Criteria for discharge to the Major
System shall be as specified by the Director.
(b)
Offsite discharge rates not based on the above criteria may be allowed at the discretion of the
Director based on downstream system capacity and/or ability to convey flows without causing
erosion, negative impacts to the Receiving Water, flooding, damage to flood protection works, or
degraded water quality.
4.3.
Runoff Analysis
4.3.1. General
(a)
This section describes the rationale, methodology, and parameters for determining the design
runoff rates and volumes corresponding to the proposed Development or Subdivision. This
includes runoff generated within catchments both tributary to and within the Development or
Subdivision. Where analysis of downstream conveyance systems by the Owner is required,
runoff rates and volumes from catchments tributary to these works shall also be determined.
4.3.2. Upstream Catchments
(a)
The Design shall be sized to safely convey runoff from upstream catchments tributary to the
Development or Subdivision. Design runoff values from upstream catchments shall be
determined in consultation with the Director to reflect anticipated future land uses within these
drainage catchments.
4.3.3. Pre-Development Runoff
(a)
In general, and for the purposes of this Schedule, "pre-development" refers to natural land cover
prior to any disturbances or alterations by humans - including roads, clearings, agriculture, and
buildings. The pre-development flow shall be calculated using:
QT = A x URRT
Where:QT = pre-development runoff rate for a specified return period "T", m3/s
A = drainage area, hectares
URRT = Unit Runoff Rate for the return period "T", Lps/ha, as found in the District's
Stormwater Management Design Guidelines
(b)
Alternatively, pre-development runoff may be determined using the Hydrograph Method. In this
case, the model must reasonably reflect field hydrology conditions based on flow measurements
and/or reliable anecdotal evidence. Modeling results are subject to approval by the Director.
District of Summerland
DESIGN STANDARDS
4 - Stormwater Management
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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4.3.4. Climate Change
(a)
To account for a changing climate, the rainfall IDF values presented in District's Stormwater
Management Design Guidelines have been adjusted to reflect projected rainfall intensities to the
year 2100. This accommodation is adequate for single-event design storms. However, should
continuous modelling be required, appropriate continuous climate values projected to 2100 must
be used. These continuous data sets shall be obtained from the District.
4.3.5. Acceptable Methods
Storm drainage design shall be carried out using one or both of the following methods.
4.3.5.1.
Rational Method
The Rational Method is applicable for preliminary design and for detailed design of minor drainage
systems in urban areas, and for the purposes of computing peak flow rates where no retention or
detention features are included. Use of the Rational Method shall be limited to hydrologically simple
and uniform catchments with a combined area less than 10 hectares. Its application shall also be
limited to sizing conveyance systems only. It shall not be used to establish pre-development
hydrology.
4.3.5.2.
Hydrograph Method
Computer models that generate hydrographs shall be used for hydrologic and hydraulic analysis for
all instances where the combined drainage catchment area is larger than 10 hectares, where
drainage catchments are hydrologically complex, and/or where stormwater management systems
require more than basic conveyance (systems include green infrastructure, detention or retention
storage, infiltration systems, and/or pump stations for example). This method is also acceptable for
developing pre-development runoff rates provided that the model adequately reflects anecdotal or
recorded flows using historical rainfall events.
4.3.5.3.
Continuous Simulation
A continuous simulation model shall be used to design infrastructure where system capacity is
based on runoff volumes that must be stored and/or released over extended time periods. Climate
data time series may have a duration as short as several days (multi-day storms) or as long as
several years or decades - the duration required shall be determined by the Director. The
maximum time interval for the rainfall time series shall be 1 hour. Digital files of hourly rainfall and
temperature data can be obtained from the District.
4.3.6. Rational Method
4.3.6.1.
Formula
The Rational Formula is expressed as:
Equation 4-1
Q = CIA/360
Where:QT = peak runoff for a specified return period "T", m3/s
C = runoff coefficient
A = drainage area, hectares
IT = rainfall intensity for the return period "T" and storm duration equal to the Time-of-
Concentration (TC), mm/hr
District of Summerland
DESIGN STANDARDS
4 - Stormwater Management
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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4.3.7. Runoff Coefficients
(a)
Runoff Coefficient (C) values shall be established based on the proposed land uses, proposed
developments, soils, catchment slopes, and hydrogeological information. Calculations and
rationale for the C values selected shall accompany development submissions.
(b)
"Default" C values, as shown on Table 4.3 may also be used.
Table 4.3 Rational Method Design Runoff Coefficients
Land Use
Minor
Storm
Major Storm
Commercial
0.85
0.90
Industrial
0.75
0.80
Institutional
1
1
Residential - Single-Family areas
0.40
0.50
Residential - Multi-units, detached
0.50
0.60
Residential - Multi-units, attached
0.60
0.70
Apartments
0.75
0.80
Parks / Cemeteries
0.20
0.25
Streets - Asphaltic
0.85
0.95
Streets - Concrete
0.85
0.95
Drives and Walks
0.80
0.90
Roofs
0.80
0.90
Green Space (Lawn)
0.15
0.20
Landscaped (Trees / Shrubs)
0.10
0.15
Orchards / Vineyards (Mature)
0.12
0.18
Natural Areas 2
Slope < 2%
0.04
0.09
3% < Slope < 6%
0.09
0.14
Slope > 6%
0.13
0.18
1 Calculate weighted average value based on site land use composition as per Equation 4-2.
2 Adjust to reflect amount, type, and density of vegetation - subject to approval by Director.
Note: The above table assumes conventional site drainage of directing all surface drainage
overland into streets and catch basins. The runoff coefficients account for "wet"
antecedent conditions.
(c)
In a case of applying the Rational Method to a mixed land use in a drainage area, a weighted
average C value shall be used and can be calculated from the following equation:
Equation 4-2
Cavg = ∑ Ai Ci
A
Where:
Cavg = the average runoff coefficient for the catchment
Ai = the area of land within the catchment correlated to runoff coefficient Ci, and
A = the total catchment area
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DESIGN STANDARDS
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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4.3.8. Time-of-Concentration
(a)
The value of the design rainfall intensity (IT) for the Rational Method is selected from the
appropriate Intensity Duration Frequency (IDF) curve, with a duration chosen to coincide with
the Time-of-Concentration (TC). TC is the time required for run-off to become established and
reach the catchment outlet from the furthest point within the contributing drainage catchment.
TC is the sum of two components, the "inlet time" and the "travel time".
4.3.9. Inlet Time
(a)
The inlet time is the time it takes for overland flow to enter the conveyance system. It varies with
size of the catchment area and surface imperviousness. In developed urban areas where paved
surfaces drain directly to catch basins, the inlet times provided in Table 4.4 shall be used. The
minimum inlet times reflect roof leaders and parking lot drainage (hard surface) being
discharged directly into a piped storm system. The maximum inlet times reflect roof leaders and
parking lot drainage being discharged onto ground (grass, gravel, swales) and accounting for
travel distances and other variables. It is the Consulting Engineer's responsibility to verify that
the selected values are appropriate and provide recommendations to the Director for approval
where variations are appropriate.
Table 4.4 Inlet Times for TC Calculations
Lot Type
Minimum Inlet time
10-Year
100-Year
Single Family Residential
15
10
Multi Family Residential
10
5
Commercial/Industrial/Institutional
10
5
(b)
For inlet times in rural areas, the overland flow time must be calculated using one of the
following methodologies.
4.3.9.1.
Travel Time
(a)
The travel time is the length of time required for flow to travel within the conveyance system
from the point of inflow to the location being analyzed - typically the catchment or system
outfall. When the channel or pipe characteristics and geometry are known, the preferred method
of estimating channel flow time is to divide the travel length by the average travel velocity
obtained by using the Manning equation. This may require one or two iterations since the flow
rate used to calculate the velocity must first be estimated, then calculated using the results
based on the initial assumption. Default roughness coefficients for different types of open
channel linings and pipe materials are found in Table 4.7 and Sections 4.5.2 and 4.5.8.3.
4.3.9.2.
Developed Areas - Use FAA Airport Equation
(a)
Common time of concentration calculations include the FAA, Kirpich, and Kerby equations. The
FAA (U.S. Federal Aviation Administration) equation is the most commonly used of the three
because it uses the widely recognized Rational Coefficient to describe watershed ground cover.
District of Summerland
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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Equation 4-3
Tc = 3.26 (1.1 - C) L0.5 / (S)1/3
Where:
Tc = Time of concentration (minutes)
C = Rational method runoff coefficient
L = Longest watercourse length in the watershed (m)
S = Average slope of the watercourse (m/m)
4.3.9.3.
Rural / Undeveloped Areas - Use BC Water Management Method
(b)
This method was developed by the BC Ministry of Environment, Water Management Division,
Hydrology Section. It is limited to drainage areas up to 1000 ha and is dependent on the
catchment's characteristics. Equation 4-4 and corresponding coefficients in Table 4.5 reflects
curves fitted to the graphical method presented in the BC Supplement to TAC Geometric Design
Guide.
Equation 4-4
TC = aA + bA0.5 + c
Where:
Tc = Time of concentration (hours)
A = Catchment area (ha)
Table 4.5 Water Management Method Coefficients
Catchment Slope
Coefficients
a
b
c
Flat (slope ≈ 0%)
-0.0416
4.5609
0.4984
Rolling (slope ≈ 1%)
0.0488
3.0973
0.3041
Moderate (slope ≈ 2.5% slope)
-0.0113
2.2271
0.0642
Steep (slope > 10%)
0.0233
0.9075
0.0832
(c)
Note that for agricultural and rural basins, the curves labeled Flat or Rolling should be used. For
forested watersheds, the curves labeled Rolling, Moderate, or Steep should be used.
4.3.10. Rainfall Intensity
(a)
Rainfall intensities shall be determined from the IDF data presented in the most recent version
of the District's Stormwater Management Design Guidelines. Values obtained from the
Guidelines shall be included in the Consulting Engineer's Design Brief accompanying the SWM
Plan.
4.3.11. Hydrograph Method
4.3.11.1.
General
(a)
Analysis using the Hydrograph Method requires computer software capable of modelling the
hydrologic characteristics of the watershed and generating runoff hydrographs from rainfall
hyetographs. The hydrographs are typically routed through a network of open channels,
conduits, storage facilities, and other stormwater management infrastructure or components.
District of Summerland
DESIGN STANDARDS
4 - Stormwater Management
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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Hydrographs my be generated from single-event storms as well as from continuous time series
covering multiple rainfall events or even years-worth of historical rainfall and climate data. The
Hydrograph Method shall be used to analyze non-homogeneous drainage catchments, complex
combinations of infrastructure and runoff controls, and/or the effects of timing due to flow routing
through the system. Analyses and reporting shall be completed as per the District's Stormwater
Management Design Guidelines.
4.4.
Site Design
4.4.1. Site and Lot Grading
(a)
A comprehensive lot grading plan shall be prepared by the Consulting Engineer. The plan shall
retain as many natural surface drainage features as possible while meeting the grading
requirements of all the proposed lots within the Development area. The grading plan shall also
mitigate or at least minimize impacts on existing adjacent Development areas.
(b)
Grading shall comply with the B.C. Building Code and be prepared as per the District's
Stormwater Management Design Guidelines.
4.4.2. Driveway Rough-in
(a)
Driveways for lots fronting a road serviced by a rural road section (ditches and culverts) shall be
roughed-in at the direction of the Director. This shall include a driveway culvert, sized and
installed as per Section 4.5.8 of this Schedule.
4.4.3. Minimum Building Elevation (MBE)
(a)
The MBE applies to the elevation of the lowest floor slab in a building or the underside of the
floor joists where the lowest floor is constructed over a crawl space. Crawl space is defined as
the space between a floor and the underlying ground having a maximum height of 1.2 m to the
underside of the joists and is not used for the storage of goods or equipment damageable by
flood waters.
(b)
The MBE shall be at least 0.60 m above the storm sewer service connection invert and 0.30 m
above the Major Drainage System hydraulic grade line (HGL), whichever requires the greater
MBE. Establishment of the MBE shall also consider the influence of the groundwater table at its
annual peak.
(c)
For sites near a watercourse for which a floodplain elevation has been established, the MBE
shall be a minimum of 0.30 m above the instantaneous 200-year return period flood elevation or
0.60 m above the maximum daily 200-year return period flood elevation. Where a flood
elevation has not been established, setbacks should be as per current Provincial guidelines.
Where more than one setback is applicable, the greater distance shall be applied.
District of Summerland
DESIGN STANDARDS
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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4.5.
Minor System
4.5.1. Service Level
(a)
The Minor System is considered as a "convenience" system. It is intended to capture and
convey runoff from frequent rainfall and typical snowmelt events. For roads with an urban cross
section, the minor system may include curbs, gutters, catch-basin inlets, catch-basins, catch-
basin leads, manholes, storm sewers, flow-control structures, detention storage, infiltration
systems, stormwater quality treatment, and outfalls. For roads with rural cross sections, the
Minor System may include ditches, culverts, and vegetated swales. The Minor System may also
include green infrastructure and Low Impact Development (LID) Best Management Practices
(BMPs).
4.5.2. Storm Mains
4.5.2.1.
Sizing
(a)
Storm sewers shall be designed as open channels sized to provide the required capacity in free
flow (not surcharged) conditions using Manning's formula. The following Manning's roughness
coefficients shall be used:
-
0.011 for smooth-walled PVC or HDPE pipes
-
0.013 for smooth-walled concrete pipes
-
0.024 for corrugated metal pipes
(b)
The minimum storm sewer diameter shall be:
-
250 mm for mains within all residential/single family zones
-
300mm for mains within all industrial/commercial/multi-family zones
(c)
Downstream pipe sizes shall not to be reduced unless the downstream pipe is 600 mm
diameter or larger and increased grade provides adequate hydraulic capacity without
exceeding velocity limits. Detailed hydraulic analysis and the Director approval is required. The
maximum reduction is two pipe sizes.
(d)
Storm sewers may be sized according to the required capacity taking 50% of the capacity of
any upstream infiltration facilities into consideration. The infiltration capacity must be calculated
and justified by a Qualified Professional experienced in this field. In no case shall main
diameters be less than the specified minimums.
4.5.2.2.
Surcharged Storm Sewers
(a)
Surcharged sewers to convey the design flows are permitted only as exceptions and with
completion of a report by the Consulting Engineer and approval of the Director. In all such
cases, it must be clearly demonstrated that the projected highest hydraulic grade line has no
impact on downstream properties.
District of Summerland
DESIGN STANDARDS
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Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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4.5.2.3.
Grades and Velocities
(a)
Minimum grades of storm mains, flowing full or half-full, are required to obtain the minimum
velocity of 0.6 m/s. Where velocity exceeds 4.5 m/s, or when super-critical flow occurs on
steeper slopes, flow throttling or energy dissipation measures to prevent scour or to
accommodate the transition back to subcritical flow may be required. Where the slope of the
storm sewer main exceeds 10%, but is less than 20%, anchorage shall be considered by the
Consulting Engineer.
(b)
Where slope is 20% or greater, anchorage must be incorporated into the design. Anchorage
must be constructed in accordance with Standard Drawings. At the discretion of the Director,
the Consulting Engineer shall also determine if special provisions are required to protect against
displacement of sewers by erosion or shock. These provisions shall be incorporated into the
design and adequately detailed in the design drawings and specifications.
4.5.2.4.
Discharge to Natural Watercourses
(a)
Runoff from developments near Okanagan Lake may be discharged directly to the lake provided
that the required minor and major systems exist, stormwater quality is addressed, and approval
from the appropriate provincial authority is obtained. Developments within the remaining areas
of the District are required to attenuate offsite discharge to the appropriate pre-development
runoff rate via on-site controls.
(b)
Where drainage discharge enters a natural watercourse, maximum discharge velocities shall be
less than 1.0 m/s. All proposals for works affecting natural watercourses must be forwarded by
the Owner to the appropriate provincial and/or federal authorities for review and approval.
Should siltation or erosion controls be required by the above agencies, details of the proposed
works must be included in the engineering drawings and must be installed as part of the works.
4.5.2.5.
Public ROWs
(a)
Storm sewers shall be located as shown on the Standard Drawings within a Subdivision road
right-of-way (ROW) or open lane. Where this is technically impractical, and it is proposed to
place storm sewers within private property, the Consulting Engineer shall provide rationale and
analysis for approval by the Director. All works to be owned by the District shall be located
within a Statutory Right of Way (SROW).
4.5.2.6.
Statutory ROW Through Private Land
(a)
When a stormwater management works are located within a statutory right-of-way (SROW)
across private land, and appurtenances which require maintenance are located within the right-
of-way, the Property Owner must ensure that maintenance access is available. For large
structures or structures requiring an enhanced maintenance level such as oil/sediment
chambers, control structures, and pond inlet/outlet chambers, an access route adequate to
support the maintenance vehicles shall be provided. The surface of the route may be gravel,
concrete pavers, or asphalt depending on the location and the context of the site at the
discretion of the Director.
District of Summerland
DESIGN STANDARDS
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(b)
SROW requirements are further defined in the section on Utility Rights-Of-Way under the
General Design Considerations section of this bylaw.
4.5.2.7.
Depth and Cover
(a)
Storm sewers should be of sufficient depth to:
-
Permit gravity service to all tributary areas, including both sides of the roadway if feasible,
-
Prevent freezing,
-
Clear other underground utilities, and
-
Prevent damage from surface loading.
(b)
Storm sewers shall be designed with cover ranging from a minimum of 1.2 m to a maximum of
4.5 m above the crown of the pipe, subject to approval by the Director.
4.5.2.8.
Alignment
(c)
Except as indicated for Curved Sewers, horizontal and vertical alignments shall be straight lines
between manholes unless approved by the Director.
4.5.2.9.
Curved Storm Sewers
(a)
Where permitted by the Director, horizontal and vertical curves may be formed using pipe joint
deflections as follows:
-
Minimum radius shall be 300 times the outside diameter of the pipe barrel (300 x D) or 1.5
times the manufacturer's recommended minimum radius of curvature - whichever is greater.
-
Constant radius throughout curve.
-
Joint deflection not to exceed 50% of maximum recommended by pipe manufacturer.
-
Minimum design velocity = 0.9 m/s.
-
Minimum grade = 1.0% (0.01 m/m).
(b)
The curve midpoint and two quarter-points shall be located by survey and shown on the as-
constructed drawings with corresponding invert elevations and offsets.
(c)
Subject to local Director approval, sewers larger than 600 mm diameter may include deflections
formed by mitred bends to a maximum mitre of 45 degrees.
4.5.2.10.
Ditch Inlets
(a)
The minimum pipe diameter for ditch inlets to the storm sewer system shall be 400 mm. All ditch
inlets shall be connected to a manhole. All ditch inlets to storm sewers shall be equipped with a
headwall, and for large pipes (>600 mm diameter), debris screens. If directed by the Director
the ditch inlet shall include a sedimentation basin or trap.
4.5.2.11.
Temporary Cleanouts
(a)
Temporary clean-outs may be provided at terminal sections of a main provided that:
-
Future extension of the main is proposed or anticipated,
District of Summerland
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-
The length of storm drain to the downstream manhole does not exceed 45.0 m, and
-
The depth of the pipe does not exceed 2.0 m at the terminal point.
4.5.2.12.
Pipe Joints
(a)
Watertight joints are preferred, but open joints may be used subject to approval by the Director
to support groundwater recharge. However, since open joints can increase the risk of erosion
within pipe bedding, their use shall be limited to grades less than 5%. Where the use of open
joints is approved, gravel rather than sand bedding shall be used.
4.5.2.13.
Continuous Directional-Drilled Pipe
(a)
Continuous piping that is installed using directional-drilling techniques shall be installed as per
Schedule D, SS 33 11 02 - Horizontal Directional Drilling.
4.5.3. Manholes
4.5.3.1.
Where Required
(a)
Manholes are required at the following locations:
-
Every change of pipe size.
-
Every change in grade, except as indicated for curved sewers.
-
Every change in direction, except as indicated for curved sewers.
-
Upstream end of every sewer line.
-
Downstream end of curved sewers.
-
Every pipe and service connection intersection as per Standard Drawings.
-
Every catch basin connection.
-
Outfalls to the major system (i.e. creeks, channels, lake) in order to isolate the upstream main
to facilitate cleaning. The manhole shall be located as close as possible to the point of
discharge.
4.5.3.2.
Spacing
(a)
The maximum distance between manholes shall be:
-
150 m for pipes with diameters less than 900 mm, or
-
250 m for pipes with diameters 900 mm and larger.
4.5.3.3.
Hydraulic Considerations
(a)
The crown of the downstream pipe must not be higher than the crown elevation(s) of the
upstream pipe(s).
(b)
Minimum drop in invert elevations across manholes:
-
Straight runs: 5 mm drop
-
Deflection up to 45 degrees: 20 mm drop
-
Deflection 45 to 90 degrees: 50 mm drop
District of Summerland
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4.5.3.4.
Hydraulic Losses
(a)
Hydraulic losses shall be calculated for manholes with significant change of grade or alignment.
For high velocity flows, particularly for pipes with diameters 600 mm or larger, detailed analysis
using the Froude number, or utilizing appropriate computer models is required. The Manning's
equation should not be relied on for pipe slopes above 10%. For low to moderate velocities and
smaller pipes, use following equation:
Equation 4-5
Where:
HL = head loss (m)
HL = k V2 / 2g
V = flow velocity entering junction (m/s)
g = gravitational acceleration (9.81 m/s2)
k = head loss coefficient (1.0 for channelled 90 degree bends and tees to 1.5 without
channelized benching)
(b)
Where benching is used, the minimum drops listed in Table 4.6 are applicable for velocities
below 1 m/s. Where flows exceed 1 m/s, HL should be specifically computed - the greater of the
two values shall be used as the drop across the junction.
4.5.3.5.
Drop Manholes
(c)
Drop manholes and outside ramp structures should be avoided where possible by steepening
inlet sewers. Where necessary, drop manholes or outside ramps shall be installed as follows:
Table 4.6
Invert Difference
Structure
Up to 0.25 m
Inside Ramp
0.25 to 0.90 m
Outside Ramp
Greater than 0.90 m
Outside Drop*
* Inside ramps may be permitted, but only where the proposed alignment conflicts with existing utilities or
where an inside ramp is required to match upstream and downstream pipe slopes. Inside ramps must not
exceed 450 mm and must be approved by the Director.
4.5.3.6.
Lid Markings
(a)
All manhole lids shall be clearly labelled "Storm Sewer".
4.5.4. Catch Basins
4.5.4.1.
General
(a)
Catch basins are required at regular intervals along roadways, at intersections, and at low
points.
District of Summerland
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(b)
Side-inlet catch basins are required for all curbed roads. Lawn basins are required on
boulevards and private properties where necessary to prevent ponding or flooding of sidewalks,
boulevards, driveways, buildings, and yards.
(c)
Catch basin grates shall be installed as specified in the District's Standard Drawings. Alternate
grates may be allowed providing that corresponding rating curves are submitted to and
approved by the Director.
(d)
All catch basins shall discharge to a storm sewer system or approved infiltration system. Direct
discharge from catch basins to natural streams or receiving waters shall not be allowed.
4.5.4.2.
Spacing
(a)
Catch basin spacing shall provide sufficient inlet capacity to collect the entire minor flow, or
major flow if required, into the pipe system. To ensure that the capture or inlet capacity matches
the storm main capacity, the spacing of catch basins on streets shall, at the minimum, meet the
following criteria:
(i.)
Road grades less than or equal to 3%: maximum spacing of 150 m or 675 m2 of
paved area, whichever is more stringent.
(ii.)
Road grades greater than 3%: maximum spacing of 100 m or 450 m2 of total area.
(iii.)
Space catch basins to ensure no overflows to driveways, boulevards, sidewalks, or
private property.
(iv.)
Space catch basins at intersections so as not to interfere with crosswalks.
(b)
The Consulting Engineer shall provide confirmation that the above-listed maximums have not
been exceeded by the design.
4.5.4.3.
At Low Point
(a) Double, side-inlet catch basins are required at all low points on a road, including cul-de-sacs.
The double CBs are required on both sides of the road if it is crowned, and only on the lower
side of the road if it is cross-falled or super-elevated.
4.5.4.4.
Sediment Trap
(a) All catch basins shall be equipped with a sump to capture and hold sediment as specified in
Summerland Standard Drawings.
4.5.4.5.
CB Lead Minimum Diameters
(a)
All catch basin leads shall be sized to convey the design inlet capacity, subject to the following
minimum diameters:
-
from single, top-inlet catch basin - 200 mm
-
from double top-inlet or side-inlet catch basins - 250 mm
4.5.4.6.
Minimum Slope
(a)
The minimum slope of the lead shall be 2.0% unless otherwise specified by the Director.
District of Summerland
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4.5.4.7.
Connections
(a)
All catch basin leads shall discharge into a manhole.
4.5.4.8.
Cover
(a)
Catch basin leads shall have a minimum cover of 0.9 m. If this is not feasible, the design shall
include traffic load and frost protection. Design calculations must be provided.
4.5.5. Service Connections
4.5.5.1.
General
(a)
Every legal lot and each unit of a residential duplex shall be provided with a separate service
connection where disposal to ground of discharge from foundation perimeter drains and/or roof
drains is not recommended by a Qualified Professional. Connections shall drain away from
building foundations by gravity, but pumped connections may be permitted if requested prior to
design, approved by the Director, and appropriate covenants are provided.
4.5.5.2.
Foundation Drains
(a)
Foundation perimeter drains for buildings are required as per the British Columbia Building
Code. Where the hydrogeological study justifies their use, dry wells or ground infiltration
systems may be used as the storm water disposal method for connection of perimeter drains.
These systems shall be designed and supervised by a Qualified Professional.
(b)
Foundation perimeter drains are not permitted to be directed to any infiltration device or soak
away pit that impacts an engineered retaining wall or reinforced earth structure.
(c)
Where infiltration systems are not recommended in the hydrogeological study, foundation
perimeter drains may be connected by gravity via a storm service to the storm main provided
that:
(i.)
the elevation of the basement/crawlspace floor is at least 600 mm above the
elevation of the storm main obvert, or
(ii.)
600 mm above the anticipated or known high ground water table, or
(iii.)
600 mm above the 100 year hydraulic grade line within the main at that point,
whichever is higher.
4.5.5.3.
Roof Leaders
(a)
Roof drainage leaders may be connected to the storm service connection only where
geotechnical requirements dictate the need, otherwise, roof leaders shall be directed to a splash
pad for dispersal to the ground. The evaluation of this requirement shall be included in the
scope of the Hydrogeological Study.
(b)
Roof leaders shall not be directed onto driveways which drain directly onto District right-of-way,
including roads, or to areas draining directly onto neighboring properties.
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4.5.5.4.
Size
(a)
Service connections shall be sized to accommodate peak design flow, subject to the following
minimum pipe diameters:
-
from Single Family or Low Density Multi-Family lots - 100 mm
-
from Medium or High Density Multi-Family lots - 150 mm
-
from Commercial, Industrial, or Institutional lots - 150 mm
4.5.5.5.
Location and Depth
(a)
As a general rule service connections shall be located at the lowest corner of the property and
installed at an offset of 4.0 m from the property pin.
(b)
Minimum depth will depend on the frost depth, but should be at least 0.9 m where subsurface
building floor space is not required. Where basements are proposed, the depths of the storm
sewers and services shall be increased to suit.
4.5.5.6.
Grade
(a)
Service connections shall have the following minimum grades:
-
100 mm diameter pipe:
2%
-
150 mm diameter pipe:
1.00%
-
Larger sizes:
Grade based on minimum velocity of 0.75 m/s.
4.5.5.7.
Connections to Mains
(a)
For connections to new mains, use standard wye fittings.
(b)
For connections to existing mains, use wye saddles or, if approved, insertable tees.
(c)
Service connections may be permitted into manholes if
(d)
the connection is not oriented against the flow in the main and
(e)
manhole hydraulic requirements are met.
(f)
Storm services to properties shall not be permitted from storm drains located in rights-of-way
unless a clean-out is provided and the nature of the development will permit access to the right-
of way for inspection, maintenance, and repair.
(g)
Include an inspection chamber unless service is less than 2.5 m long and connects to a
manhole.
(h)
Service connections shall be designed as mains if they exceed 30 m in length.
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4 - Stormwater Management
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4.5.5.8.
Maintenance Access
(a)
Manholes are required for services relative to the size of the main as shown in Summerland
Standard Drawings.
4.5.6. Sub-Surface Disposal / Infiltration Facilities
4.5.6.1.
General
(a)
Infiltration facilities are intended to reduce offsite-discharge volumes and rates, and to promote
groundwater recharge. They are suitable for high permeability soils with low groundwater
elevation, but must be supported by a hydrogeological study for confirmation and design
guidance. Requirements to incorporate recharge systems in the design shall be reviewed and
approved by the Director on a site specific basis.
(b)
Design details should be in accordance with current technologies as outlined in Infiltration
Systems guidelines in Land Development Guidelines for the Protection of Aquatic Habitat
(Canada/B.C.), and related documents such as the MMCD Green Design Guideline Manual.
(c)
The Consulting Engineer shall submit all sizing assumptions and calculations for review and
approval by the Director.
(d)
Under no circumstances shall these systems or controls be used in the following conditions:
(i.)
Areas within 30 m of a slope that is steeper than 3.0 (horizontal) to 1.0 (vertical) and
higher than 6.0 m, or a slope that has been assessed to be unstable or potentially
unstable by a Qualified Professional.
(ii.)
Areas where the post-development wet season groundwater table is less than 0.6 m
below the base of proposed infiltration system or infiltrating surface.
(iii.)
Areas where existing dwellings do not have foundation drains.
(iv.)
Bedrock or other impermeable layer is located within 1.2 meters of the bottom of the
infiltration system.
(v.)
The infiltrating surface is located on top of fill material.
(vi.)
The adjacent or underlying soils have a fully saturated percolation rate of less than
10 mm/hr.
(vii.)
Site is sensitive to potential groundwater contamination.
4.5.6.2.
Infiltration Rate Correction Factor
(a)
A correction factor, or factor of safety, is commonly applied to measured infiltration rates for
design purposes. These correction factors are intended to mitigate the following:
-
Long-term silting or "blinding" of the facility.
-
Potential variability in the subsurface conditions.
-
Type and size of infiltration facility.
-
Whether it is public or private.
(b)
The correction factor is applied as follows:
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DESIGN STANDARDS
4 - Stormwater Management
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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Equation 4-6
KDesign = KField / SF
Where:
KDesign = the design infiltration rate (mm/hr)
KField = the infiltration rate as determined by field tests (mm/hr)
SF = the Safety Factor
(c)
The Safety Factor shall be recommended by the geotechnical Engineer, but shall not be less
than 2.0.
4.5.6.3.
Drywells
(a)
Drywells are suitable for areas with low groundwater tables as part of an on-site storm water
management plan for the minor system. The minimum number of dry wells must be determined
by considering the flow generated from the site in relation to the intake capacity of the soil in the
dry well structure. Sufficient temporary storage (within the drywell, surrounding drain rock, and
potentially on the surface) shall be constructed to contain generated flows until such time as
they infiltrate into the subsurface. Design shall be in accordance with Standard Drawings.
4.5.6.4.
Perforated Pipes
(a)
Perforated pipes within infiltration trenches are suitable for only undisturbed ground where water
can move horizontally out of the trench and where drainage water is free from silts. The system
must be designed to function under surcharged conditions, and are therefore more suitable to
locations with flatter slopes. Where necessary, this type of infiltration system shall include
internal overflows within each manhole. Design shall be in subject to approval by the Director.
4.5.6.5.
Infiltration Basins / Manufactured Systems
(a)
Surface infiltration basins shall be designed in accordance with the guidelines referenced in this
Schedule. Pre-manufactured modular infiltration chambers shall be designed as per
manufacturer's recommendations. Shop drawings for such systems shall be provided, and shall
reflect site conditions, including invert elevations and layout dimensions. Details regarding
inspection and maintenance access shall also be provided.
(b)
The design shall include provision for system failure and overflow under Major Storm conditions.
(c)
The design shall include an operations and maintenance manual, along with an estimate of
annual O&M costs.
4.5.6.6.
Pre-Treatment
(a)
Particularly in multi-family, commercial, institutional, and industrial developments, all infiltration
systems shall include pre-treatment measures to remove sediments, suspended solids, and oils
and greases prior to entering the infiltration zone. This is especially a concern in areas with new
development until landscape vegetation has matured. Pre-treatment design shall be in
accordance with requirements of the Director.
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DESIGN STANDARDS
4 - Stormwater Management
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4.5.7. Outfalls
(a)
Outfalls of a storm sewer system into watercourses shall be designed recognizing aesthetics
and erosion control. All new all storm water outfalls to natural watercourses or water bodies
must be approved by the appropriate provincial and federal authorities. In cases where the
receiving water is classified as a navigable water way, approval may also be required from the
Canadian Coast Guard.
(b)
Outfalls into lakes shall be submerged, extended from shore, and shall be constructed to have
minimum bury according to the following:
-
soft bottom, 0.6 metres to allow for seasonal sand erosion and deposition
-
rock bottom, criteria to be confirmed by Canadian Coast Guard
-
exposed pipes must be a minimum of 2.4 metres deep during lake "low water"
(c)
Where a storm sewer discharges into a natural watercourse or open channel, provide riprap
bank protection and, if necessary, energy dissipation facilities. Avoid discharge perpendicular to
stream flow.
4.5.8. Culverts
4.5.8.1.
General
(a)
Culvert design shall be in accordance with the procedures outlined in the most current edition of
a generally accepted design manual including, but not limited to:
-
American Concrete Pipe Association - Concrete Pipe Design Manual
-
Corrugated Steel Pipe Institute - Handbook of Steel Drainage and Highway Construction
Products
-
BC Supplement to TAC Geometric Design Guide.
(b)
Where the referenced design guideline contradicts the requirements of this Schedule, the more
conservative requirement shall govern.
4.5.8.2.
Minimum Diameters
(a)
crossing residential driveways - 400 mm
(b)
crossing commercial, industrial, or institutional driveways - 450 mm
(c)
crossing public roads - 600 mm
(d)
on a stream, regardless of road or driveway classification - 600 mm
4.5.8.3.
Hydraulic Design
(a)
The following Manning's roughness coefficients shall be used for circular culverts:
-
0.011 for smooth-walled PVC or HDPE
-
0.013 for smooth-walled concrete
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-
0.023 for corrugated HDPE
-
0.024 for corrugated metal
(b)
Use manufacturer's recommended roughness coefficients for non-circular culverts.
(c)
Driveway culverts that form part of the Minor system shall be designed to convey runoff from the
Minor Storm with a maximum headwater to diameter ratio (Hw/D) of 0.5 - measured from the
culvert invert at the inlet.
(d)
Culverts crossing roads shall be sized to convey the design flow with a maximum headwater to
diameter ratio (Hw/D) of 1.0 - measured from the culvert invert at the inlet.
(e)
The design shall consider both inlet and outlet control - and shall be based on the condition
requiring the larger diameter.
(f)
Culverts shall be constructed with inlet and outlet structures for all land uses except the "Rural"
land use as shown in Schedule A: Map A-2. Culverts within the Rural areas shall be
constructed with inlet and outlet structures at the discretion of the Director.
(g)
When culverts or storm pipes are greater than 600 mm, the outfall pipe or structure shall be
protected against entry by a free swinging, lockable, weighted grating which will allow passage
of materials on discharge.
(h)
Inlet and outlet structures shall be constructed in accordance with Standard Drawings.
(i)
Energy dissipation and erosion control at culvert outfalls shall be considered in the design.
4.5.8.4.
Depth and Cover
(a)
The minimum depth of cover over culverts is 0.3 metres, subject to the manufacturer's loading
criteria.
(b)
Culvert invert elevations shall be no lower than the corresponding design elevation of the ditch
bottom. Where there is insufficient depth to maintain minimum cover, two or more culvert barrels
may be installed to convey the design flow.
4.6.
Major System
4.6.1. General
(a)
Storm runoff generated by less frequent, higher intensity rainstorms may exceed the capacity of
the Minor System. Runoff from these events will pond in depressions and follow whatever
overflow route is available. This network of ponding and overland flows is called the "Major
System". It may be comprised of some, or all of the components found in the Minor System, but
sized to convey or otherwise accommodate the Major Flow. The Major System may also include
road surfaces, overland drainage routes, and surface ponding. If the Major System is properly
planned, it can minimize or even eliminate the potential inconvenience and property damage
caused by large rainfall events or when inlets to the minor system become blocked by debris.
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(b)
Even though storm sewers can function as part of the Major System, this is not encouraged.
Using pipes to convey Major Flows may be implemented in special circumstances, but only with
the approval of the Director.
4.6.2. Surface Flow Routing
(a)
Roadways with curbs and gutters may be designed as wide channels to convey major surface
flow. In this case, the Consulting Engineer will consider the impact of surface routing on the
major flow hydraulic grade line (HGL) of adjacent lateral roads. Existing lateral roads designed
with the major HGL below surface may preclude using surface flow routing on the road being
designed. Use of barrier curbs for major surface flows on roads is preferred, but rollover curbs
may be used with approval of the Director.
(b)
The design of the intersections will ensure that the surface flow can continue along the
designated path crossing over lateral roads. Similar considerations are required if a change of
surface flow direction is required at an intersection.
(c)
Calculations to verify that the surface flow is maintained within the road right-of-way and that the
water elevation at maximum ponding/flow is at least 0.30 metres below the lowest Minimum
Building Elevation (MBE) of adjacent buildings shall be provided with the design.
(d)
The following criteria for routing major design flows on road surfaces with an urban cross
section shall be met:
-
For all classes of roads, the flow/ponding depth shall not exceed 0.150 m above gutter line
nor overtop the curb, whichever governs.
-
Flow velocities greater than 2.5 m/s must be approved by the Director.
-
On local roads, the flow may spread to the crown.
-
On collector roads, the flow spread must leave one lane or a road surface equivalent free of
water to ensure access for emergency vehicles (fire, ambulance).
-
Flooding is not permitted on private property except in flow channels within dedicated rights-
of-way.
4.6.3. Ditches
4.6.3.1.
General
(a)
Roads with rural cross-sections shall be constructed with ditches that ensure adequate road
subgrade drainage (in compliance with standard road design). Ditch design shall conform to the
criteria specified below. Variations may be implemented with appropriate justification by the
Consulting Engineer and approval of the Director.
-
Minimum slope: 0.5% (0.005 m/m)
-
Minimum depth: 0.3 m below road sub-grade
-
Minimum freeboard: 0.3 m
-
Maximum flow depth: 0.6 m
-
Minimum bottom width: 1 m
-
Maximum side slopes: 2:1 (H:V)
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4.6.3.2.
Surface Flow Capacity
(a)
Table 4.7 provides acceptable Manning's "n" values for road surfaces, ditches, and swales,
which shall be used with the Manning Formula for design and assessment of these structures.
Table 4.7: Open Channel Roughness Coefficients
Condition
Manning's "n"
Concrete curb and gutter
0.013
Asphalt roadway
0.015
Grassed boulevards and swales
0.040
Ditches - gravel / small cobbles
0.027
Ditches - vegetated
0.035
Ditches - Rip-Rap (Class 10 kg / D50 200mm)
0.070
Ditches - Rip-Rap (Class 25 kg / D50 300mm)
0.072
Ditches - Rip-Rap (Class 50 kg / D50 350mm)
0.075
Ditches - Rip-Rap (Class 100 kg / D50 450mm)
0.077
(b)
Roughness coefficients for conditions not listed in Table 4.7 shall be determined by the
Consulting Engineer and submitted for approval by the Director.
4.6.4. Swales
(a)
Swales shall be lined with turf on a minimum of 100mm of topsoil or lined with an erosion
protection system approved by the Director. All such swales serving two or more parcels of
property shall be sized to accommodate the Major Design flow, and shall meet the following
criteria:
-
Minimum slope:
1.0% (0.01 m/m)
-
Minimum freeboard:
0.15 m
-
Maximum flow depth:
0.3 m
-
Maximum side slopes:
4:1 (H:V)
(b)
All swales to be owned and operated by the District shall be located within a Statutory Right of
Way (SROW).
4.6.5. Culverts
4.6.5.1.
General
(a)
In addition to the design requirements presented in Section 4.6, Major System culverts shall
also be designed according to the following:
-
Trash racks and/or debris barriers may be required upstream of culvert installations, as
directed by the Director.
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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4.6.5.2.
On Streams
(a)
In addition to the design requirements presented in Section 4.6, culverts on streams shall also
be designed according to the following:
-
All culverts shall be designed to convey the instantaneous 200-year return period flow or
greater.
-
Inlet and outlet structures are required for all culverts on streams, unless otherwise directed
by the Director.
-
Culverts on fish-bearing streams shall meet conditions as specified by municipal, provincial,
and federal authorities. Such culverts will be required to allow safe fish passage, and habitat
restoration works will generally be required. The Consulting Engineer shall confirm and
implement these requirements with the appropriate agencies.
4.6.6. Piped Systems
(a)
In special circumstances, or to accommodate lower building elevations, Minor System storm
sewers may be enlarged or supplemented to accommodate major flows. System details shall be
indicated in the Storm Water Management Plan and approved by the Director. Design shall
include:
-
Provision of adequate inlets to accommodate major flows - including flows carrying
suspended sediment and debris
-
Surface overflow routes at potential surface ponding locations
-
Compliance with minor drainage system guidelines.
4.6.7. Overflow Flow Routes
(a)
Sags or low points in roads and cul-de-sacs must be designed with a safe overflow route to an
approved receiving water or to adequately sized drainage infrastructure. These overflow routes
may be ditches or swales and shall be designed as per Sections 4.6.3 and 4.6.4 respectively.
The overflow route shall also be located within a right-of-way in favour of the District, with a
minimum width of 4.5 m.
(b)
Where a ditch crosses private property, the ditch shall be offset in the right-of-way to permit a
3.0 metre wide access for maintenance vehicles. Additional right-of-way may be required to
facilitate the ditch construction and access. The top of the ditch adjacent to the property line
shall be a minimum 0.5 metres away from that property line, and the design HGL shall be at
least 0.6 m below the MBE of adjacent buildings. Ditches shall be designed to maximize
infiltration where infiltration is appropriate as per Section 4.6.4.
4.6.8. Discharge to Natural Watercourses
(a)
Storm discharge rates and volumes to natural watercourses shall be controlled to prevent
damage to the natural channel and harm to the ecological system. Designs must conform to all
applicable federal, provincial, and municipal laws and regulations. The Owner shall submit the
designs to, and obtain comments and approvals from, the appropriate provincial and/or federal
agencies.
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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4.6.9. Subsurface Disposal / Infiltration Systems
(a) If a geotechnical study indicates that soil conditions are suitable to support infiltration-based
disposal of Major System flows, then such system shall be designed in accordance with this
Schedule.
4.7.
Detention Facilities
4.7.1. General
(a)
It is usual to provide detention storage facilities in conjunction with flow control. Such facilities
temporarily store the volume of runoff corresponding to the condition where the inflow rate
exceeds the controlled discharge rate.
(b)
The number of storage facilities shall be minimized, and where feasible, shall be owned and
operated by the District. All storage not under private ownership shall be dedicated to the
District (including berms, structures, access, etc.).
(c)
Storage facilities may be surface or underground and may be "online" or "offline".
(d)
Design details, other than discharge rates, should be in accordance with current technologies as
outlined in Land Development Guidelines for Protection of Aquatic Habitat (Canada/B.C.), and
related documents. Design for specific types of detention storage shall also reflect the following
requirements.
4.7.1.1.
Parking Lot Storage
(a)
Requires detailed lot grading design to ensure proper drainage, pedestrian safety and
convenience, and major flow paths.
(b)
Maximum ponding depth: 300 mm outside vehicle stalls, 150 mm within vehicle stalls, however,
also with consideration to frequency of ponding and impact to users of the parking lot.
4.7.1.2.
Underground Storage
(a)
Facilities include tanks and oversized pipes, with outlet controls.
(b)
Cross sections and inlet and outlet locations shall be designed to minimize maintenance
requirements.
(c)
Structural design to accommodate traffic loads and groundwater pressure.
(d)
Maintenance access provisions required.
4.7.1.3.
Dry Detention Ponds
(a)
An off-line pond is preferred, but an on-line facility may be considered at the discretion of the
Director.
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(b)
Fencing and graded slopes required as per referenced design guidelines.
(c)
May accommodate active recreational uses.
(d)
Overflow elevations to be coordinated with MBEs.
(e)
Provide warning signage indicating facility is a stormwater detention structure subject to flooding
or rapid water level changes. Signs to be posted at all public access points or road frontages.
4.7.1.4.
Wet Detention Ponds
(a)
Intention is to provide on-line detention storage and maintain a permanent minimum water
levels.
(b)
Catchment area must be large enough to provide sufficient base flow to ensure wet storage and
is sustained without becoming stagnant (based on local hydrologic characteristics).
(c)
Fencing and graded slopes required as per referenced design guidelines.
(d)
Can provide a public amenity within a passive park.
(e)
Overflow elevations to be coordinated with MBEs.
(f)
Provide warning signage indicating facility is a stormwater detention structure subject to flooding
or rapid water level changes. Signs to be posted at all public access points or road frontages.
4.7.2. Flow Controls
(a)
Control structures shall be used to provide consistent flow control as specified in Section 4.2.
These structures shall be designed to include multi-stage controls. For example, two or more
orifices located vertically on a control structure can be designed to provide increasing discharge
rates as the water level rises. Safe overflow must be provided for conditions that exceed the
maximum design flows.
(b)
Flow controls may be designed using the standard orifice and weir equations:
Equation 4-7
Orifice Equation:
Q = CA(2gh)0.5
Where:
Q = release rate (m3/s)
C = orifice coefficient (0.62 for sharp or square edge)
A = area of orifice (m2)
g = gravitational acceleration (9.81 m/s2)
h = net head on orifice (m)
Equation 4-8
Weir Equation:
Q = CLH1.5
District of Summerland
DESIGN STANDARDS
4 - Stormwater Management
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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Where:
Q = release rate (m3/s)
C = weir coefficient (to be determined by the Consulting Engineer, subject to approval)
L = effective length of weir crest (m)
H = net head on weir crest (m)
(c)
Release rates which do not reflect the criteria specified in Section 4.2 may be allowed or
required by the Director, depending on downstream conveyance system capacity, stream
protection, flood protection, and/or water quality issues.
4.7.3. Sizing
(a)
The design volume for detention facilities shall be determined using the Hydrograph Method and
shall be the largest peak storage volume required to control flows as per the criteria specified in
Table 4.2. A 10% volumetric safety factor shall be applied to the calculated maximum volume.
Rooftop or parking lot storage may be included in storage sizing calculations with the approval
of the Director. All sizing assumptions and results shall be provided as part of the design
submission.
4.7.4. Inlet / Outlet Considerations
(a)
Design of inlet and outlet structures shall include consideration of energy dissipation and
erosion control. Safety grates are required over all inlet and outlet openings larger than 500 mm
diameter. Locks for access hatches are required.
4.7.5. Geotechnical Considerations
(a)
Wherever possible, the stormwater storage facility shall be excavated in natural, stable ground.
Should topography dictate that a berm be constructed along one or more sides of a surface
facility (dry or wet pond), the berm shall be designed by a Qualified Professional.
4.7.6. Ownership
(a)
For storage not under private ownership, all accesses to inlets/outlets, any structures and
maintenance access routes to the facility shall be dedicated to the District. Land that is adjacent
to a storage facility which is subject to flooding as per the design standard established, but
which is part of the privately-owned parcel being developed, will be required to dedicate rights-
of-way, to allow for encroachment of water onto the affected land. The right-of-way documents
shall be prepared by the Owner, naming the District as grantee.
(b)
A restrictive covenant shall be placed on lots abutting the facility to control lot development so
as not to compromise design requirements at the high-water level for major runoff events. This
is to ensure an adequate freeboard is maintained.
(c)
The Owner confirm the need for an operational license for any wetland style storage or
treatment facility with the appropriate municipal, provincial, or federal agency, and shall apply
for and secure such license.
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4.7.7. Operations & Maintenance
(a)
An Operations & Maintenance Manual for each type of detention storage facility must be
provided. This shall include details of the system components and inspection and maintenance
requirements in terms of tasks and frequencies.
(b)
Suitable maintenance vehicle access from a public road to the detention facility shall be
provided and protected by a right-of-way in favour of the District.
-
For surface facilities (dry ponds), access shall include provisions for maintenance vehicles to
access the pond.
-
For buried facilities, access shall include adequate provisions to inspect and maintain the
facility as per the required Operations & Maintenance Manual.
4.7.8. Emergency Overflow Provisions
(a)
If overflow is not provided as part of the flow control structure, then an adequate emergency
overflow must be provided as part of the detention facility design. An adequate surface flow
route from the overflow structure to the designated Major Drainage route must be provided and
must be located within a public or District-owned right-of-way.
4.7.9. Rapid Drawdown
(a)
The ability to discharge from storage facilities at the maximum flowrate that the downstream
system can accommodate after storm runoff peak flows have passed, and the flows from other
contributing areas have decreased or ended, shall be provided. The discharge rate for
drawdown purposes shall be sufficient to restore available storage capacity in the facility to
sufficiently control runoff from subsequent storm events within a reasonable time frame as per
Table 4.8.
Table 4.8 Drawdown Provisions
Time After Commencing
Drawdown From Full Level
Available Volume Required
Below Design Full Level
24 hours
Volume equivalent of 1 in 10-year, 24 hour run-off
72 hours
100% of total storage volume
4.7.10. Temporary Conditions
(a)
Where land developments occur in advance of permanent detention facilities, the District may
consider temporary storage facilities on an individual basis. Maintenance charges and
responsibility for temporary storage facilities will be borne by the developer.
4.8.
Sediment and Erosion Control
4.8.1. General
(a)
Erosion control shall be incorporated into the design of all open channel conveyance routes
and at all outfall / discharge locations. Typical erosion control methods include, but are not
limited to vegetation, root-reinforced vegetation, manufactured materials and systems, rip rap,
and velocity control.
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(b)
The Owner must also ensure that no silt, gravel or debris resulting from construction activity in
the subdivision or development is allowed to discharge into existing drainage systems, natural
drainage courses, water courses, or onto highways or adjoining properties.
4.8.2. Open Channels
(a)
Earthen open channels such as ditches and swales shall be designed to prevent incising,
erosion, and movement of sediment. Such design is dependent on soil characteristics, channel
lining, channel slope, flow depth, and flow velocity. Generally, open channels shall be designed
to meet the maximum velocities specified in Table 4.9.
Table 4.9: Permissible Open Channel Velocities (Fully Vegetated / Grass-Lined)
Earth - Soil Type
Permissible Velocity
(m/sec)
Longitudinal Channel Slope
<0.5%
5-
10%
>10%
Erosion Resistant Soils
1.2
0.9
0.7
Highly Erodible Soils
0.9
0.7
0.5
-
Highly erodible soils include Fine Sand (non-colloidal), Sandy Loam (non-colloidal), Silt
Loam (non-colloidal), and Ordinary Firm Loam.
-
Erosion resistant soils include Fine Gravel, Stiff Clay (very Colloidal), Graded Loam to
Cobbles (non-colloidal), Graded, Silt to Cobbles (colloidal), Alluvial Silts (non-colloidal),
Alluvial Sites (colloidal), Coarse Gravel (non-colloidal), Cobbles, and Shales and Hard Pans.
(b)
Where soil conditions are suitable, or where erosion protection is provided, higher velocities
may be permitted at the discretion of the Director. In some circumstances, more rigorous
analysis using shear stress and soil characteristics provided by a Geotechnical Engineer,
based on field investigation, may also be required at the discretion of the Director.
(c)
Bare-earth open channels will not be permitted, and must be vegetated or otherwise protected
from erosion using rip-rap lined bottoms and sides, erosion control structures, geo-fabrics, or
other methods approved by the Director.
(d)
Erosion control calculations shall be submitted with the design. Rip rap design shall be
conducted using methods presented in the most current edition of the BC Supplement to TAC
Geometric Design Guide.
4.8.3. Development Site
(a)
All proposed subdivision or development projects must provide sediment and erosion controls
to prevent the displacement of soil and the transport of sediment from the project site resulting
from land disturbing activities. This applies, but is not limited to, areas that are cleared and
grubbed, slope cuts, fills, and stockpiled materials such as sand, gravel, native soils, and
topsoil. To prevent soil displacement and the sediment transport during land-disturbing
activities, erosion and sedimentation control measures are required and shall be performed as
described below. Both temporary and permanent sediment and erosion controls both during
construction and post-construction shall be implemented.
District of Summerland
DESIGN STANDARDS
4 - Stormwater Management
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 66 of 124
4.8.3.1.
Sediment and Erosion Control Plan
(a)
The Consulting Engineer must submit Drainage, Sediment and Erosion Control Plan detailing
sediment and erosion control measures. These control measures shall conform to the details
and specifications in District Bylaws and policies unless an alternative is approved by the
Director.
4.8.3.2.
Clearing Limits
(a)
Prior to any site clearing or grading, areas to remain undisturbed during project construction
shall be delineated and marked on-site by flagging or other method. At a minimum, clearing
limit delineation shall be installed at the edges of all sensitive area buffers. Retain existing
vegetation, where possible.
4.8.3.3.
Cover Measures
(a)
Temporary and/or permanent cover measures shall be provided when necessary to protect
disturbed areas as detailed in the sediment and erosion control documents.
4.8.3.4.
Perimeter Protection
(a)
Perimeter protection to contain sediment from sheet flow shall be provided downslope of all
disturbed areas where necessary as detailed in the sediment and erosion control documents.
Such protection shall be installed prior to upslope grading. Perimeter protection includes the
use of vegetated strips as well as more conventional constructed measures such as silt fences.
4.8.3.5.
Traffic Area Stabilization
(a)
Unsurfaced entrances, roads, and parking areas used by construction traffic shall be stabilized
to minimize erosion and tracking of sediment off site as detailed in the sediment and erosion
control documents.
4.8.3.6.
Sediment Retention
(a)
Surface water collected from disturbed areas of the site shall be routed through a sediment
pond or trap prior to release from the site as detailed in the sediment and erosion control
documents, except areas at the perimeter of the site small enough to be treated solely with
perimeter protection. Sediment retention facilities shall be installed prior to grading of any
contributing area.
4.8.3.7.
Surface Water Controls
(a)
Surface water controls shall be installed to intercept and convey all surface water from
disturbed areas to a sediment pond or trap. Significant sources of upslope surface water that
drain onto disturbed areas shall be intercepted and conveyed to a stabilized discharge point
downslope of the disturbed areas.
District of Summerland
DESIGN STANDARDS
4 - Stormwater Management
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 67 of 124
4.8.3.8.
Construction Within Environmentally Sensitive Areas
(a)
Unless a higher standard is required by a senior level of government, any construction that will
result in disturbed areas on or within a stream or associated buffer, within a wetland or
associated buffer, or within 15 metres of a lake or other water way shall be subject to "best
management practices" including but not limited to "Urban Runoff Quality Control Guidelines
for the Province of British Columbia from the Municipal Waste Branch Environmental Protection
Division BC Environment" (June 1992) for erosion and sediment control.
These provisions include phasing the project whenever possible so that construction in these
areas is limited to the dry season.
4.8.3.9.
Maintenance
(a)
All erosion and sedimentation control measures shall be maintained as per the erosion and
sedimentation control plans submitted by the Consulting Engineer. The Owner shall ensure
that regular inspection and maintenance of these works are completed in a timely manner to
ensure compliance with all conditions relating to erosion and sedimentation control until
Substantial Completion is obtained.
4.8.3.10.
Final Stabilization
(a)
Prior to obtaining Substantial Completion, the site soils shall be stabilized and the structural
sediment and erosion controls (such as silt fences and sediment traps) shall be removed.
Drainage facilities shall be cleaned as specified by the Director. At the discretion of the
Director, some erosion and sedimentation control measures (such as catch basin filters) may
be required during the full Maintenance Period. If so, the Owner shall be responsible for
periodic inspection and maintenance of these installations, and for their ultimate removal, until
the end of the Maintenance Period.
4.9.
Stormwater Quality
4.9.1. General
(a)
Several potential organic and inorganic substances can be found in rainwater runoff and are
referred to as "non-point source" (NPS) pollution because the sources tend to be highly
dispersed across the landscape. The ones of greatest relevance and which are targeted for
treatment are:
-
Total suspended solids (TSS)
-
Oil and grease (O&G)
-
Trace metals, typically represented by copper and zinc
(b)
Focusing on the removal of these constituents is expected to yield adequate removal of other
associated constituents.
District of Summerland
DESIGN STANDARDS
4 - Stormwater Management
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 68 of 124
4.9.2. Sizing
(a)
All developments shall incorporate water quality treatment provisions into the design to meet
the performance targets provided in this section. The targets are expected to be met for every
new development and redevelopment site by implementing Best Management Practices
(BMPs). Facilities shall be sized to adequately treat the following:
-
70% of the 2-year, 24-hour post-development runoff volume when using a single-event
design approach, or
-
90% of the average annual post-development runoff volume when using continuous
simulation for design.
4.9.3. Performance Targets
(a)
The performance targets are classified as "Basic Control", which address suspended solids,
and "Hydrocarbon Control", which addresses oils and grease. These targets shall apply to all
stormwater discharges from the subdivision or development, including discharges to a receiving
water and offsite discharges.
4.9.3.1.
Basic Control
(a)
Basic treatment focuses on removal of Total Suspended Solids (TSS) along with associated
pollutants attached to those sediments, including low levels of petroleum hydrocarbons (oil and
grease). Basic control is applicable to all non-agricultural lands within the District and must
provide treatment for:
-
80% removal of TSS.
(b)
Discharge from the treatment system must meet the BC Recreational Water Quality Guidelines
for turbidity.
4.9.3.2.
Hydrocarbon Control
(a)
Hydrocarbon (oil and grease) removal is specifically required for sites where there is significant
likelihood that higher concentrations of petroleum hydrocarbons will be released; in general,
this includes sites with significant presence or use of vehicles. The performance target is:
-
No on-going or recurring visible sheen in receiving watercourse(s), and
-
24-hour average Total Petroleum Hydrocarbon (TPH) concentration no greater than 10 mg/L
with a maximum discrete (grab sample) concentration no greater than 15 mg/L.
(b)
The catchment area to the treatment system may be restricted to drives, roads, and parking
areas.
4.9.4. Best Management Practices
(a)
Table 4.10 shows how these performance targets are to be applied to various land uses as well
as the Best Management Practices (BMPs) presumed to achieve the performance targets if
properly designed, installed, and maintained. In all cases, rainwater source controls and
landscape-based, surface-oriented BMPs will be encouraged over below ground, manufactured
District of Summerland
DESIGN STANDARDS
4 - Stormwater Management
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 69 of 124
(or engineered) devices. This list is not exhaustive, and alternatives may be used subject to
approval by the Director.
(b)
Proposed use of manufactured devices must be accompanied by documentation of
performance from a reputable testing or certification program1. Performance testing and/or
monitoring may be required during the Maintenance Period at the discretion of the Director.
Table 4.10 Performance Targets by Land Use Classification
LAND USE CLASSIFICATION
TARGETS
APPLICABLE BMPs
Residential - Single Family
Basic
Rain Gardens
Vegetated Bioswales
Porous Asphalt Drives, Sidewalks,
Parking Areas
Sand Filters
Filter Strips
Stormwater Treatment Wet Ponds
Stormwater Treatment Wetlands
Manufactured TSS Removal
Systems2
Residential - Multi-Family
Basic +
Hydrocarbon
Control
Oil/water separator (API or
coalescing plate type)3, plus BMPs
listed under "Residential - Single
Family"
Commercial - offices with
primarily employee daily
parking
Basic
Same as those listed under
"Residential - Single Family"
Commercial - retail use with
significant daily traffic (>100
vehicles per 100 m2 of building)
- Includes service station(s)
Basic +
Hydrocarbon
Control
Same as those listed under
"Residential - Multi Family"
Industrial - medium intensity
use, with truck traffic and
employee daily parking
Basic +
Hydrocarbon
Control
Same as those listed under
"Residential - Multi Family"
Industrial - high intensity use
- Industrial machinery &
equipment, and railroad
equipment maintenance
- Log storage and sorting yards
- Railroad yards
- Fueling stations
Basic +
Hydrocarbon
Control
Oil/water separator (API or
coalescing plate type) plus:
Stormwater Treatment Wetlands
Stormwater Treatment Wet Ponds
Manufactured TSS Removal
Systems3
District of Summerland
DESIGN STANDARDS
4 - Stormwater Management
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 70 of 124
- Vehicle maintenance and
repair
- Construction businesses
Subsurface Infiltration (requires pre-
treatment)
Sand Filters
Amended Sand Filters
Institutional (Schools;
government; hospitals; cultural
buildings)
Basic +
Hydrocarbon
Control
Same as those listed under
"Residential - Multi Family"
Parks and Open Space
(Buildings, parking lots and
other hard surfaces)
Basic
Same as those listed under
"Residential - Single Family"
Roads & Streets - low intensity
use (<15,000 ADT)
- Local roads
- Lanes
Basic
Same as those listed under
"Residential - Single Family"
Roads & Streets - high intensity
use (>15,000 ADT)
- Collectors
- High use intersections
(>15,000 ADT on main road;
>10,000 ADT on intersecting
road)
Basic +
Hydrocarbon
Control
Same as those listed under
"Industrial - High Intensity Use"
Agricultural
Follow Applicable Provincial Rules and Guidelines
for Agricultural Lands
1
These programs include, in order of preference, (1) Canadian Environmental Technology (ETV) Program; (2) State of Washington (USA) Technology Assessment
Protocol - Ecology (TAPE) program; and (3) Technology Acceptance and Reciprocity Partnership (TARP) Protocol for Stormwater Best Management Practice
Demonstrations. Other testing or certification programs administered by third parties, such a universities or independent testing labs, may also be acceptable, at the discretion
of the Director.
1
Including media filter and membrane filter systems as well as manufactured biofiltration systems, at the District's discretion.
1
Requirement for an oil/water separator at multi-family residential sites may be waived at the District's discretion, if a development or redevelopment proponent can show
that the site design has minimized impermeable surfaces and arranged buildings, roads and parking elements in a manner similar to single-family residential areas. Typically,
this will mean that total impermeable surfaces constitute less than 50% of the site and, more specifically, that large open parking lot areas must not be present. For purposes
of rainwater management, impermeable surfaces includes all buildings, patios, decks, driveways, sidewalks and parking areas on a single property; note that this is different
than "parcel coverage" as defined in the District's Zoning Bylaw.
4.9.5. Additional Requirements
(a)
All stormwater quality installations shall:
(i.)
Provide a high flow bypass that regulates the flow rate into the treatment unit and
conveys high flows directly to the outlet such that scour and re-suspension of
material previously collected does not occur.
(ii.)
Provide maintenance access both to the structure and within the structure so that
accumulated debris, oils, and sediments can be readily removed with a vacuum
truck.
District of Summerland
DESIGN STANDARDS
4 - Stormwater Management
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(iii.) Meet H-20 loading criteria when located where vehicles can pass over the structure.
(iv.) Joints and fittings shall be oil resistant and watertight.
4.10. Pumping Systems
4.10.1. Lift Stations
(a)
Drainage pump stations are not commonly used within the District. Where drainage pumping is
required, however, the Consulting Engineer must review the proposed concept and design
criteria with the Director, submit a pre-design report, and obtain approval from the Director
before proceeding with design. At a minimum, the pre-design report should include the
following:
(i.)
Delineated catchment area map
(ii.)
Estimated flows and operating head / HGL
(iii.)
Pump station location
(iv.)
Connection point to existing infrastructure.
(b)
Stormwater lift stations shall be designed as per the requirements for sanitary lift stations
(except where not applicable to stormwater) as presented in Schedule C of this bylaw.
4.10.2. Sump Pumps
(a)
Permanent groundwater pumping is not permitted to District storm sewers.
4.11. Hillside Standards
(a)
As per the requirements outlined in Section 5.19 - Hillside Standards, the following drainage
considerations shall be made in designated hillside areas:
(i.)
Catchbasin grates on road grades exceeding 6% shall slope into (opposite) the
downhill road grade to catch surface flows.
(ii.)
High side gutter elevation shall be 75mm above the catchbasin grate.
(iii.)
Ditching, swales or natural drainage courses exceeding 6% require a ditch cross
section that will control erosion taking into account soil type, water flow and velocity.
(iv.)
Roof leaders and foundations drains shall be discharged to a closed drainage
system.
District of Summerland
DESIGN STANDARDS
5 - Roads
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 72 of 124
5.
Roads ............................................................................................................................ 72
5.1.
General ............................................................................................................... 72
5.2.
Road Classifications ............................................................................................ 74
5.3.
Cross-Section Elements ...................................................................................... 75
5.4.
Alignments .......................................................................................................... 78
5.5.
Intersections ........................................................................................................ 80
5.6.
Roundabouts ....................................................................................................... 81
5.7.
Railway Grade Crossings .................................................................................... 82
5.8.
Traffic Control Devices ........................................................................................ 82
5.9.
Culs-De-Sac ........................................................................................................ 82
5.10. Traffic Barriers ..................................................................................................... 82
5.11. Sidewalk and Pedestrian Crossings ..................................................................... 82
5.12. Cycling Facilities .................................................................................................. 83
5.13. Transit Facilities .................................................................................................. 85
5.14. Driveways ........................................................................................................... 86
5.15. Clearances .......................................................................................................... 86
5.16. Underground Utility Locations .............................................................................. 87
5.17. Pavement Structures ........................................................................................... 88
5.18. Bridges ................................................................................................................ 91
5.19. Hillside Standards ............................................................................................... 91
5.20. Traffic Calming .................................................................................................... 93
5.21. Street Parking ..................................................................................................... 94
5.22. Retaining Wall Systems and Alterations .............................................................. 95
5. Roads
5.1.
General
(a)
These guidelines are not intended to be a substitute for sound engineering knowledge and
experience. Road designs shall be prepared under the direction of a design professional who
has the appropriate experience and is registered with Engineers and Geoscientists of British
Columbia.
(b)
Material in this section of the guideline provides a summary of the current approach to the
application of road design criteria in British Columbia. The section of the guideline does not
repeat elements of guidelines published by third parties but summarizes key geometric
elements and refers the user to appropriate supplementary information.
(c)
Road design practice acknowledges users other than vehicles and has broadened to consider
pedestrians and other active transportation users. Aesthetics of the roadway are being
considered to a greater degree than in the past and this section addresses some
considerations of these users and the associated design elements. Reference can also be
made to alternative design guidelines for developing approaches to multi-use corridor design.
(d)
These road design guidelines refer to roadways, lanes, sidewalks, pedestrian crossings, and
bikeways.
District of Summerland
DESIGN STANDARDS
5 - Roads
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 73 of 124
(e)
In addition to these guidelines, road designs shall conform to the following guidelines,
regulations, and legislation:
Federal
-
TAC (Transportation Association of Canada) - Geometric Design Guide for Canadian Roads;
-
TAC - Manual of Uniform Traffic Control Devices (MUTCD);
-
TAC - Canadian Guide to Traffic Calming;
-
TAC - Canadian Roundabout Design Guide;
-
TAC - Pedestrian Crossing Control Guide;
-
TAC - Canadian Road Safety Audit Guide;
-
TAC - Bikeway Traffic Control Guidelines for Canada;
-
TAC - Speed Management Guide;
-
Canadian Standards Association (CSA) Accessible Design for the Built Environment; and
-
Canadian Highway Bridge Design Code.
Provincial
-
Motor Vehicle Act;
-
Local Government Act;
-
Community Charter;
-
BC MOTI (BC Ministry of Transportation and Infrastructure) - BC Supplement to TAC Geometric
Design Guide;
-
BC MOTI - Supplement to Canadian Highway Bridge Code;
-
BC MOTI - British Columbia Active Transportation Design Guide;
-
BC MOTI - Traffic Management manual For Work on Roadways;
-
BC Transit - Infrastructure Design Guidelines; and
-
Master Municipal Construction Documents Association, Volume II.
District of Summerland
-
Official Community Plan;
-
Zoning Bylaw No 2000-450;
-
Traffic Bylaw No 2386;
-
Transportation Master Plan;
-
Cycling Master Plan;
-
Trails Master Plan;
-
Sidewalk Master Plan; and
-
Driveway Access Bylaw 92-047
(f)
General road locations, layouts, and standards shall conform to applicable Summerland plans.
(g)
Road layouts in subdivisions shall provide for the continuation of projection of existing roads in
the surrounding areas unless topographical conditions and/or neighbourhood planning
objectives make such continuation or projection impractical.
(h)
Local residential roads shall be aligned such that low-speed traffic will be encouraged and road
use by through traffic will be discouraged. Traffic calming measures shall be included where
required by the Director.
District of Summerland
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5 - Roads
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(i)
The road design process may need to provide one or more road safety audits done in
accordance with TAC - Canadian Road Safety Audit Guide, when required by the Director.
(j)
The design of a retrofit of an existing road or intersection may require a review of the collision
history to determine how collision risk can be minimized, at the request of the Director. The
review shall be carried out in accordance with TAC - Canadian Guide to In-Service Road Safety
Reviews.
5.2.
Road Classifications
(a)
Road classification shall be in general accordance with the design classification system as per
the TAC Geometric Design Guidelines Section 1.3.
(b)
The three primary road classifications are described as follows:
-
An Arterial Road operates with 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 property as a secondary function when alternate access
is not available. Currently, the District of Summerland does not have any arterial roads
identified in the Transportation Master Plan, except for Highway 97.
-
A Collector Road operates with the primary function of distributing traffic between arterial,
collector and local roads within an area. A collector road may also provide direct access to
properties.
-
A Local Road operates with the primary function of providing direct access to properties.
Local roads normally connect to other local roads or to collector roads.
(c)
As per the TAC Geometric Design Guidelines, the above roads are further divided into urban
and rural classifications for geometric design consideration. Road classifications should also
consider the following facilities:
-
A public Lane (or alley) is a roadway with the primary function of providing land access,
typically at the rear of abutting properties. Public lanes are not generally intended to carry
through traffic. For properties fronting collector or arterial roads, rear lanes can eliminate the
need for front driveways.
-
Off-Street Pathways are typically considered an AAA (All Ages and Abilities) facility. They
are physically separated from motor vehicles by an open space or a barrier, depending on
the application and may or may not be paved.
-
Primary AAA (On-Street) routes can include infrastructure such as protected bicycle lanes,
bicycle boulevards, and buffered bicycle lanes.
o
Protected Bicycle Lanes are separate travel lanes designated exclusively for
bicycle use and other forms of active transportation (such as in-line skating, using
kick scooters, and skateboarding, where permitted) that are physically separated
from motor vehicles and pedestrians by vertical and/or horizontal elements.
District of Summerland
DESIGN STANDARDS
5 - Roads
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 75 of 124
o
Bicycle Boulevards or Neighbourhood Bikeways are streets with low motor
vehicle volumes and speeds that are suitable for motor vehicles and people cycling
to share the road. These facilities may include treatments such as signage,
pavement markings, traffic calming, and traffic diversion to prioritize bicycles and
make the facility comfortable for people of all ages and abilities.
o
Buffered Bicycle Lanes are separate travel lanes designated exclusively for
bicycle use that are delineated by a painted line and, in some cases, a painted
buffer area. The painted buffer can be located between the bicycle and motor
vehicle lanes or between the bicycle lane and parked vehicles.
5.3.
Cross-Section Elements
(a)
Recommended road cross-section elements are identified below in Table 5.1. Details are in
general compliance with the TAC Geometric Design Guide, except as follows:
-
Pavement width is measured between curb faces rather than gutter edges as indicated in
the TAC guide. This has the effect of making curb lane widths appear greater than they
appear in the TAC guide. The designer will need to coordinate requirements for curb lane
widths with the District of Summerland to ensure consistency of approach in any given
jurisdiction.
-
Overall right-of-way and pavement widths are shown in Table 5.1, and are subject to
increases to accommodate the following scenarios:
o
Intersections
o
Turn lanes
o
Bike lanes
o
Bus bays
o
Snow storage
-
Requirements of divided roads, street trees, and landscaping are as established by the
District of Summerland in Section 8 - Landscaping. In the absence of specific landscaping
requirements, topsoil with sod or hydroseed is required on medians and boulevards. Where
the width is insufficient for maintenance of vegetation, hard surfaces may be permitted with
the approval of the Director.
District of Summerland
DESIGN STANDARDS
5 - Roads
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 76 of 124
Table 5.1 Roadway Cross-Section Details
Facility Classification
Right-of-
Way Width1
(m)
Pavement
Width Curb-
to-Curb
Width1
(m)
OTHER
Lakeshore Drive - no parking
20.00
8.00
Lakeshore Drive - with parking
20.00
12.80
Prairie Valley Road
20.00
10.00
Industrial
18.00
12.00
LANES
Lane (Centre Swale Drainage)
6.00
6.00
Lane (Cross Fall Drainage)
6.00
5.00
LOCAL ROADWAYS
Urban Local
16.00
9.30
Rural Local
16.00
8.00
HILLSIDE ROADWAYS3
Hillside Local - development both sides
15.0
6.00
Hillside Local - development on one side
14.8
6.00
Hillside Local - no development
13.0
6.00
COLLECTOR ROADWAYS
Urban Collector - Parking
20.00
12.00/9.50
Urban Collector - No Parking
20.00
7.60
Rural Collector
20.00
10.00
(1) Right of way widths and pavement widths are calculated as per Table 5.2 below. This table shows
the suggested widths for the median, shoulders, parking lanes, rural ditch, curb and gutter, sidewalk,
boulevard, and border.
(2) The multi-use pathway is based on a two-way path shared between pedestrians and cyclists. Should
the pathway requirements be different, the designer may, upon approval by the Director, use
supporting design guidelines to adjust accordingly.
(3) Hillside Standards are discussed in Section 5.19, pavement width varies based on parking bays.
Schedule C
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 77 of 128
Table 5.2 Road Cross-Section Derivation
Road Classification
Vehicle
Lanes
Shoulders
Parking1
Pavement
Rural Ditch
Sidewalks
Bicycle Lanes
Boulevards
ROW Width
(m)
Drawing #
Gravel
Paved
#
Width
(m)
Y/N
Width
(m)
Y/N
Width
(m)
#
Width
(m)
Width
Y/N
Width
(m)
#
Width
(m)
#
Width
(m)
#
Width
(m)
Lakeshore Drive - no
parking
2
4.00
N
N/A
N
N/A
N/A
N/A
8.00
N
N/A
2
2.00
N/A
N/A
2
4.00
20.00
100-11
Lakeshore Drive - with
parking
2
4.00
N
N/A
N
N/A
2
2.40
12.80
N
N/A
2
2.00
N/A
N/A
2
3.60
20.00
100-11
Prairie Valley Road
2
3.50
N
N/A
N
N/A
N/A
N/A
10.00
N
N/A
2
2.00
2
1.50
2
5.00
20.00
100-10
Industrial
2
6.00
N
N/A
N
N/A
N/A
N/A
12.00
N
N/A
N/A
N/A
N/A
N/A
2
3.00
18.00
100-3
Lane (Centre Swale
Drainage)
2
3.00
N
N/A
N
N/A
N/A
N/A
6.00
N
N/A
N/A
N/A
N/A
N/A
0
N/A
6.00
100-1
Lane (Cross Fall
Drainage)
1
5.00
N
N/A
N
N/A
N/A
N/A
5.00
N
N/A
N/A
N/A
N/A
N/A
2
0.28
6.00
100-2
Urban Local
2
4.65
N
N/A
N
N/A
N/A
N/A
9.30
N
N/A
1
2.00
N/A
N/A
2
3.35
16.00
100-5
Rural Local
2
3.00
Y
1.00
Y
1.00
N/A
N/A
8.00
Y
4.00
N/A
N/A
N/A
N/A
2
4.00
16.00
100-4
Hillside Local -
development both sides
2
3.0
N
N/A
N
N/A
2
2.40
6.00
N
N/A
1
1.5
N/A
N/A
2
4.0-4.8
14.80
100-9
Hillside Local -
development on one side
2
3.0
N
N/A
N
N/A
1
2.40
6.00
N
N/A
1
1.5
N/A
N/A
2
4.0-4.8
14.80
100-9
Hillside Local - no
development
2
3.0
N
N/A
N
N/A
N/A
N/A
6.00
N
N/A
1
1.65
N/A
N/A
2
3.0-4.0
13.00
100-9
Urban Collector Road
(No Parking)
2
3.50
N
N/A
N
N/A
N/A
N/A
7.00
N
N/A
2
2.00
2
2.50
2
6.20
20.00
100-7
Urban Collector - Parking
(both sides)
2
3.50
N
N/A
N
N/A
2
2.50
12.00
N
N/A
2
2.00
N/A
N/A
2
4.00
20.00
100-8
Urban Collector - Parking
(parking one side)
2
3.50
N
N/A
N
N/A
1
2.50
9.50
N
N/A
2
1.80
2
2.50
2
5.00
20.00
100-8
Rural Collector
2
3.50
Y
0.5
Y
1.5
N
N/A
10.00
Y
varies
N/A
N/A
N/A
N/A
2
5.00
20.00
100-6
(1) Pavement width and parking varies as Parking Bays located approximately every 150m
District of Summerland
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5.4.
Alignments
(a)
Alignment guidelines should be generally in accordance with the TAC Geometric Design
Guidelines, except where superseded by regulating guidelines and/or the District of
Summerland. Numerical guidelines are summarized in Table 5.3.
5.4.1. Grade
(a)
Normal limits are as shown in Table 5.3.
(b)
Use of the maximum grades shall be restricted to cases where:
-
Desirable grade cannot be obtained due to topographical constraints
-
The geometric design of intersections can be improved by increasing grade on the minor
street to avoid compromising design of the major street.
(c)
Maximum grades for through roads at intersections shall be reviewed in conjunction with the
TAC Geometric Design Guide.
5.4.2. Vertical Curves
(a)
Vertical curve limits, as shown on Table 5.3 are defined by the K-Value. This is the ratio of the
curve length in metres to the algebraic difference in percent grades. Vertical curves shall be
provided at the following grade changes:
-
Greater than 2.0% for Locals and Lanes
-
Greater than 1.0% for Collectors
-
Greater than 0.5% for Arterials
(b)
Use of K-Values below the desirable limits shown in Table 5.3 shall be restricted to cases
justified by topographical constraints and subject to Director approval.
Table 5.3 Alignment Standards
Classification
Design
Speed
(km/h)
Max.
Super-
elevation
(%)1
Min.
Radius
(m)2
Grade (%)
K-Value
Min
Max3,8
Crest
Sag8
No
Illum.
Illum.
Walkway
--
--
--
0.5
12
--
--
--
Lane
--
--
--
0.5
9
7
11
6
Local
50
2
954
0.5
10
7
11
6
Hillside Local
40
4
459
0.5
12
4
--
4
Collector
60
6
42
1604
1405
1306
0.5
9
15
60
10
Industrial
50
6
42
1054
905
806
757
0.5
8
7
13
6
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1. Maximum super-elevation reduced to 4% where there are intersecting roads or private
accesses.
2. Minimum radii approaching intersections should be within the applicable decision sight
distance range.
3. Maximum grades approaching intersections vary by design speed, and should be referenced
as per the TAC Geometric Design Guide.
4. Normal crown.
5. Reverse crown.
6. 4% superelevation.
7. 6% superelevation.
8. To provide proper drainage, a maximum curve radius value of 80m for crest curves and 40m
for sag curves shall be used.
9. Hillside Standards are discussed in Section 5.19.
(c)
The designer shall consult with the fire department for applicable emergency access local
standards
5.4.3. Cross-Slopes
(a)
Standard roadways shall have a centreline crown.
(b)
The generally accepted standard cross-slope is 2.0%. Minimum and maximum values vary by
design speed between are 2.0% and 4.0%. In considering a minimum or maximum value, the
safety implications shall be thoroughly investigated.
(c)
Under adverse topographic conditions, and with approval of the Director, offset crown or cross-
fall may be used. The location of offset crowns shall be located on the lane line or the centre of
the lane.
(d)
Upon approval by the Director, a centreline valley may be used for lanes and private roads.
(e)
Super-elevation introduction, transition, and usage shall follow guidelines within the BC
Supplement to TAC Geometric Design Guide: Chapter 330 - Horizontal and Vertical Alignment
and as shown in Table 5.3.
5.4.3.1.
Cross-Slope at Intersections
(a)
At intersections, the cross fall of the minor street shall be varied to suit the profile of the major
street. The maximum rate for changing cross fall at intersections is as follows:
-
Arterial: 3% in 30 m;
-
Collector: 4% in 30 m; and
-
Local: 6% in 15 m.
District of Summerland
DESIGN STANDARDS
5 - Roads
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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5.5.
Intersections
5.5.1. General
(a)
The guidelines provided are general considerations for intersection design. The BC
Supplement to TAC Geometric Design Guide and the TAC Geometric Design Guide (Chapter
2.3) shall be consulted for reference as part of the intersection design process.
(b)
Intersections shall be as close as possible to right angles. The maximum variation, subject to
Director approval, is 20 degrees.
(c)
The minimum spacing between tee intersections is 60 m.
(d)
The minimum spacing between four-legged intersections on arterial streets is as required to
provide a minimum 40 m of left turn storage (at both intersections), 35 m of transition between
storage lanes and an allowance for turning movements.
(e)
Approach grades of minor streets at intersections to major streets shall not exceed 75 % of the
maximum grade allowed for that street classification. The minor street shall be designed to
intersect the major street with a vertical curve of minimum length required for that street
classification. The vertical curve shall terminate at the curb line of the intersecting major street
using the following K values:
Table 5.4 Intersection Curves
Intersecting
Minimum K Value
Street
Crest Curve
Sag Curve
Local
4
4
Collector
7
6
5.5.2. Curb Returns
(a)
Minimum curb return radii are as follows in Table 5.5. The designer shall give due
consideration to the design vehicles expected to utilize the intersections. Consult with BC
Transit and the District of Summerland to confirm requirements. Consider the use of
channelization to accommodate larger design vehicles and to provide appropriate pedestrian
refuge.
Table 5.5 Minimum Design Curb Return Radii (m)
Intersection with:
Local
Collector
Arterial
Lanes
3
With 3:1 flare to property
corners
Locals
7
9
11
Industrial
9
10
11
Collectors
9
10
10
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DESIGN STANDARDS
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Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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5.5.3. Corner Cuts
(a)
Corner cuts shall be sufficient to provide a minimum 4 m distance from curb face to property
line. Minimum corner cuts are as follows in Table 5.6:
Table 5.6 Minimum Corner Cut Areas
Intersection Type
Corner Cut
Collector and Local
5 m x 5 m
Lane to Lane
5.5 m x 5.5 m
Residential Lane to all other roads
Not required
Commercial/Industrial lane to any road
5 m x 5 m
5.5.4. Left Turn Channelization
(a)
Warrants for, and details of, left turn channelization are in accordance with the TAC Geometric
Design Guide. Left turn bays shall be "opposing".
5.5.5. Sight Distances
(a)
In addition to the sight distance limits shown elsewhere for vertical curves, intersection site
distance must be provided for both the approach and the departure cases at an intersection.
Design in accordance with the TAC Geometric Design Guide.
5.5.6. Curb Extensions
(a)
Curb extensions, also known as bulges or bulbs, shall be considered for speed reduction,
reduced pedestrian crossing distance, and improved pedestrian visibility. Design in accordance
with TAC - Canadian Guide to Neighbourhood Traffic Calming.
5.5.7. Turn Delineation
(a)
Guiding lines shall be used in intersections with multiple turn lanes or skewed legs.
5.6.
Roundabouts
(a)
Roundabouts provide alternative design geometry to traditional intersections, and can be
considered as an appropriate intersection treatment. They may be required by the Director in
scenarios where signal operation is not possible, power access is a constraint, or there is a
specific intent to remove the incident severity risk.
(b)
For all roundabout design considerations, the primary reference shall be the TAC Canadian
Roundabout Design Guide.
(c)
Signs and pavement markings for roundabouts shall be in accordance with the B.C. MoT
(Ministry of Transportation) - Manual of Standard Traffic Signs & Pavement Markings.
(d)
The locations of proposed Roundabouts within the District of Summerland will be determined
by the Director.
District of Summerland
DESIGN STANDARDS
5 - Roads
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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5.7.
Railway Grade Crossings
(a)
Locations and details of railway grade crossings are subject to requirements included in the
TAC Geometric Design Guide and references noted therein.
(b)
Railway crossing signs shall be in accordance with B.C. MoT - Manual of Standard Traffic
Signs & Pavement Markings.
5.8.
Traffic Control Devices
(a)
Traffic control devices and signs and pavement markings shall be in accordance with B.C. MoT
(Ministry of Transportation) - Manual of Standard Traffic Signs & Pavement Markings.
5.9.
Culs-De-Sac
(a)
The maximum road length for a cul-de-sac, as measured from the edge of the intersecting
through road to the centre of the cul-de-sac bulb, is 200 m. The allowable maximum length
may be increased if alternate access for emergency and evacuation purposes are provided.
Table 5.7 Cul-de-sac Alignment Standards
Minimum
Grade (%)
Maximum
Grade (%)
Cul-de-sac (entry downhill)
0.5
8
Cul-de-sac (entry uphill)
0.5
8
Cul-de-sac (bulbs)
0.5
6
(b)
Details shall be in accordance with the TAC Geometric Design Guide. Unless otherwise
approved by the Director, turnaround areas are to be circular.
5.10. Traffic Barriers
(a)
Barriers shall be placed where warrants exist in accordance with the Roadside Safety section
of the TAC Geometric Design Guide. Details should be as indicated in the guidelines.
5.11. Sidewalk and Pedestrian Crossings
(a)
Appropriate allocation of pedestrian facilities through sidewalk and pedestrian crossings is an
important multi-modal consideration as part of the roadway.
5.11.1. Sidewalk
(a)
Sidewalk requirement varies by road class, and is outlined in Table 5.2 above, Map A4 and the
Sidewalks Master Plan.
(b)
Sidewalk locations may be adjacent to a curb or separated by a boulevard. Although design
requirements are generally included herein, in the absence of specific local requirements,
sidewalk details should be as follows:
District of Summerland
DESIGN STANDARDS
5 - Roads
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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Design domain width:
2.0 m
Cross-slope:
2%, except at driveways and wheelchair ramps
Drainage:
Towards gutter
(c)
The incorporation of boulevards in the road design should be considered to enhance pedestrian
safety. The width may vary based on road classification, speed, and utility requirements;
however, Table 5.2 provides average widths for different road classifications as a starting point.
5.11.2. Pedestrian Crossings
(a)
The warrant for pedestrian crossings must be considered as part of a broader analysis process
which shall include an understanding of existing site conditions, pedestrian and traffic volumes,
and pedestrian accessibility. This can be evaluated utilizing the Pedestrian Crossing Manual for
British Columbia.
(b)
The pedestrian crossing width can range from a minimum of 2.5 m to as wide as 4.0 m. (TAC
Design Guidelines, Section 2.3.14.1). The pavement marking and signage configuration for
crossings shall be designed in accordance with the B.C. MoT (Ministry of Transportation) -
Manual of Standard Traffic Signs & Pavement Markings.
(c)
Wheelchair ramps from sidewalks, medians and traffic islands to crosswalks shall be provided
at intersections and multi-use pathways. Locations and details of ramps and related pedestrian
safety features shall be in accordance with the standard drawings, the Sidewalks Master Plan
and the TAC Geometric Design Guide.
(d)
Sidewalks, crosswalks, and pedestrian facilities should be designed in accordance with the
following guidelines:
-
TAC Geometric Design Guide, 1999 (Section 2.2.6, Section 2.3.14, Section 3.3);
-
TAC - Pedestrian Crossing Control Manual, 2012;
-
BC MOTI - British Columbia Active Transportation Design Guide;
-
Pedestrian Crossing Control Manual for British Columbia, Second Edition, 1994; and
-
BC Ministry of Transportation - Manual of Standard Traffic Signs & Pavement Markings
5.12. Cycling Facilities
(a)
Cycling facilities provide appropriate access in different conditions and road classes for bicycles
users. Unique guidelines must be incorporated when considering cyclists as part of a road
design to ensure the safety and comfort of all road users.
(b)
Cycling facilities are classified into the following on street and off-street classifications:
5.12.1. On Street Cycling Facilities
(a)
Primary AAA (On-Street) routes can include infrastructure such as protected bicycle lanes,
bicycle boulevards, and buffered bicycle lanes. These types of infrastructure tend to be the
most effective at increasing ridership as they are most preferred by users and are proven to be
safest types of facilities. Primary On-Street routes are proposed within the downtown and on
District of Summerland
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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major roadways connecting neighbourhoods. Below is description of the different infrastructure
types that are suitable for Primary AAA routes:
-
Protected bicycle lanes are physically separated from motor vehicle travel lanes but are
located on-street within the roadway surface. Protected bicycle lanes combine the benefits
of increased comfort offered by off-street pathways due to their separation from motor
vehicle traffic, with the benefits of route directness provided by on-street facilities. They also
provide separation between people walking and people cycling. There are many types of
protected bicycle lanes, offering varying types of treatments to provide protection. Types of
separation include concrete barriers, elevation, bollards, parked cars, visual surface
treatments such as pavers, and painted buffers. Protected bicycle lanes are usually installed
in locations with high cycling demand and potential, such as within town centres or routes
that provide direct connections to important destinations. They are often located on streets
where motor vehicle volumes and speeds are higher.
-
Bicycle boulevards are bicycle routes located on streets with low traffic volumes and
speeds. These streets have been optimized to varying degrees to prioritize bicycle traffic.
Bicycle Boulevards are often found on low volume streets that run parallel to major roads or
within neighbourhoods on residential streets connecting existing trails and pathways.
Bicycles and motor vehicles share the roadway. In cases where the existing streets have
relatively low traffic volumes and speeds, the only improvements required may be signage
and pavement markings identifying the road as a bicycle route, and enhancements to
crossings where the bicycle boulevard intersects with major roads. However, they can and
should be further enhanced with traffic calming measures such as traffic circles and traffic
diverters if volumes and speeds are high.
-
Buffered bicycle lanes are conventional bicycle lanes (described below) that have a
painted buffer. The painted buffer can be located between the bicycle and motor vehicle
lanes or between the bicycle lane and parked vehicles. Buffered bicycle lanes are more
comfortable than conventional painted bicycle lanes as there is spatial separation between
people cycling and adjacent traffic lanes. Buffered bicycle lanes are distinguished from
protected bicycle lanes, as the former do not provide a physical barrier, such as bollards,
curbs, or planters.
(b)
Secondary Routes are typically not considered to be AAA and are considered part of the
supporting network. Secondary Routes can include infrastructure such as, painted bicycle
lanes, shoulder bikeways and shared use lanes.
-
Painted bicycle lanes are designated exclusively for bicycle travel. Bicycle lanes help to
define the road space for bicyclists and motorists. Bicycle lanes are generally suitable on
streets with moderate traffic volumes.
-
Shoulder bikeways can be used in rural areas to provide a dedicated space for people
cycling on rural roads and highways, they are located on streets without a curb.
-
Shared use lanes using 'sharrow' pavement markings indicate a shared space for bicycles
and other vehicles.
District of Summerland
DESIGN STANDARDS
5 - Roads
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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-
An Advisory Bicycle Lane is bicycle-priority travel lane on a narrow road with a single,
narrow centre travel lane for motor vehicles that accommodates two-way vehicle traffic but
that may require one motorist to pull to the side of the road to allow the other to pass.
5.12.2. Off Street Cycling Facilities
(a)
Off-Street Pathways are typically considered an AAA facility. They are physically separated
from motor vehicles by an open space or a barrier, depending on the application. Off-street
pathways can provide enough width to be used by a variety of users including, people walking,
cycling, and other forms of active transportation like inline skating and joggers. Off-street
pathways can have paved or unpaved surfaces. Paved or firm surfaces are often preferable for
people cycling and people with mobility aids or strollers. Off-street pathways are an effective
facility where right-of-way is available. They can be installed parallel to a major roadway, within
a park or along a utility corridor. A bike path or multiuse pathway is physically separated from
the roadway and sometimes shared with recreational users.
(b)
The lane width design domain for each of these facilities can be considered as per Table 5.8
below.
Table 5.8 Bicycle Facility Lane Width Design Domain
Bike Facility Type
Design Domain for
Lane Width1 (m)
Protected Bicycle Lanes
(unidirectional)
2.52
Protected Bicycle Lanes
(bidirectional)
4.0
Buffered Bicycle lanes
1.83
Painted Bicycle Lanes
1.8
Shoulder bikeways
1.8 - 3.04
Shared use lanes
4.3
Bike Path
3.0 - 4.0
1. Width varies based on vehicle volume, speed, and percentage of commercial vehicle
volume.
2. If street buffer zone is not adjacent to on-street motor vehicle parking the desirable buffer
width is ≥0.9m, with a wider buffer creating additional cycling comfort.
3. Painted buffer width is 0.6m.
4. Lane widths vary based on speeds, with 1.8m for ≤50 km/h, 2.5m for <70 km/h and 3.0 m
for speeds ≥70 km/h.
(c)
All cycling facilities shall be designed in accordance with the following guidelines:
-
BC MOTI - British Columbia Active Transportation Design Guide;
-
TAC Geometric Design Guide; and
-
TAC - Bikeway Traffic Control Guidelines for Canada.
5.13. Transit Facilities
(a)
The requirement for transit facilities will be established by the Director.
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(b)
With respect to geometry, there are specific lane width implications for transit design vehicles
which should be considered by the designer. Transit design vehicles vary and should be
confirmed prior to embarking on the design process. As per the TransLink Transit Infrastructure
Design Guidelines, Table 5.9 below outlines the desired curb lane width in specific scenarios:
Table 5.9 Desirable Transit Vehicle Lane Width Requirements
Through Lane Scenario
Desired Lane Width
Three through lanes with no parking
3.3 m to 3.7 m
One through lane, One shared/parking lane
5.8 m for shared/parking lane
One shared/parking lane only
6.5 m
Single Travel Lane
4.8 m maximum
(c)
In all cases where transit vehicles are intended to be accommodated, appropriate turning radii,
gradients, and sight distances shall be incorporated. The reference guidelines identified below
provide guidance in selecting the appropriate design values. All designs shall be approved by
the appropriate local transit authority.
(d)
Geometric design shall also consider the implications on transit users, specifically addressing
accessibility constraints at bus stop locations. The TransLink Universally Accessible Bus Stop
Design Guidelines can be referenced.
(e)
Transit signs shall be in accordance with the BC Manual of Uniform Traffic Control Devices in
addition to any unique signage required by the local transit authority.
(f)
Bus bay locations shall be established in cooperation with the local transit authority. Bus bay
details shall be in accordance with local design guidelines in addition to the Pullouts section of
the TAC Geometric Design Guidelines.
(g)
Additional guidelines are included in:
-
BC Transit - Infrastructure Design Guidelines, 2010;
-
TransLink - Transit Infrastructure Design Guidelines, 2002;
-
TransLink - Universally Accessible Bus Stop Design Guidelines, 2007;
-
TransLink - Transit Service Guidelines, 2004; and
-
Canadian Urban Transit Association and TAC - Canadian Transit Handbook, 1993.
5.14. Driveways
(a) Driveway requirements are located within the District of Summerland's Driveway Access Bylaw
No. 92-047.
5.15. Clearances
5.15.1. Clearance at Bridges
(a)
Horizontal clearances in metres from edge of travel lane should be designed in accordance
with the TAC Geometric Design Guide Section 2.2.10.
District of Summerland
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Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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5.15.2. Aerial Utilities
Table 5.10 Aerial Utility Vertical Clearances
Type
Vertical
Clearance
Communications and
guy wires
5.0 m
Electrical conductors to
90,000V
5.5 m
5.15.3. Signs and Poles
(a)
Horizontal clearance from edge of travel lane to edge of power pole or sign:
-
Roadways without curbs: 2.0 m; and
-
Roadways with curbs: 0.3 m minimum. 1.0 m preferable except where sidewalk is adjacent
to curb, in which case 1.6 m is preferable.
(b)
These guidelines assume design speeds of 60 km/h and below. For higher speed roads, refer
to Section 620 of the BC Supplement to TAC Geometric Design Guide.
(c)
Use of minimum clearance should be justified by safety appurtenances such as poles with
break-away or frangible bases or sign poles of light weight fabrication.
(d)
Horizontal clearance to lighting and signal poles and signal controller cabinets in accordance
with Section 6.0, Roadway Lighting and Section 7.0, Traffic Signals of this Bylaw.
5.15.4. Trees
(a)
Minimum horizontal clearance from edge of travel lane to tree trunk:
-
Roadways without curbs: 2.0 m
-
Roadways with curbs: 0.75 m Horizontal clearance from edge of driveway, curb return or
above ground utility to tree trunk: 2.5 m.
5.15.5. Drainage Structures and Traffic Barriers
(a)
Clearances in accordance with the Roadside Safety section of TAC Geometric Design
Guidelines and the BC Supplement to TAC Geometric Design Guidelines.
5.16. Underground Utility Locations
(a)
Underground utility locations within a road right-of-way will vary with the road cross section.
General guidelines include the following:
-
Manholes and valve boxes clear of wheel paths;
-
All utilities clear of curbs;
-
Sanitary sewers at pavement centre line;
-
Storm sewer 3.0 m from edge of sanitary sewer;
-
Water mains 3.0 m from edge of sanitary sewer and 3.0 m from edge of storm sewer; and
District of Summerland
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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-
Electrical, telephone and gas in boulevard or under sidewalk.
5.17. Pavement Structures
5.17.1. General
(a)
The structural design of pavements for roads shall be performed by a qualified pavements
Engineer. Structural designs of pavements shall be submitted to the Director in an acceptable
report format.
(b)
Pavement design should be based on one of the following methods:
-
Past history of successful pavements in adjacent similar areas.
-
Any design method covered in the TAC - Pavement Design and Management Guide.
(c)
Pavement design is to include consideration of the subgrade soil type, frost susceptibility,
moisture conditions, subgrade drainage provisions and anticipated traffic conditions.
(d)
Minimum design life for all classifications of roads: 20 years.
5.17.2. Pavement Design
(a)
Subgrade Soil Classification
(b)
Soils are characterized according to the Unified Soil Classification System (USCS) which uses
symbols such as GW to classify soils according to particle sizes and distribution and plasticities.
Details of USCS are contained in the TAC - Pavement Design and Management Guide and
other publications.
(c)
Frost Susceptible Areas
(d)
For areas of frost susceptibility where the subgrade soil classifications are GM, GC, SM, SC,
ML, CL, or OL, the pavement structure should include granular material to the minimum depth
as defined below:
Table 5.11 Minimum Frost Protection Depth %
Classification
Minimum Frost Protection
Depth as % of Frost
Penetration
Local
20%
Collector
35%
Where the minimum frost protection depth exceeds the minimum pavement structure depth,
granular material having a fines content of less than 12% should be placed below the pavement
structure to make up the difference.
(e)
Traffic and Load Data
District of Summerland
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(i.)
Traffic conditions include traffic volume and vehicle classification counts. The traffic
evaluation methods presented in the TAC - Pavement Design and Management
Guide using Annual Average Daily Traffic (AADT) showing various truck type
percentages with equivalent truck factors, traffic growth, traffic directional split and
lane distribution for the design lane shall be used. The traffic loading is expressed as
an Equivalent Single Axle Load (ESAL)(80kN), which will accumulate during a 20-
year design period.
(ii.)
Minimum ESAL's are indicated in Table 5.12:
Table 5.12 Minimum ESAL's
Classification
Design Traffic
(I) (ESAL's)
Local
2.8x104
Collector
2.8x105
Industrial
2.8x105
(f)
Pavement Structural Adequacy
(i.)
Pavement structural adequacy is commonly measured with a Benkelman Beam or a
Falling Weight Deflectometer (FWD) (See TAC - Pavement Design and Management
Guide.)
(ii.)
Maximum Benkelman Beam deflections (mean plus two standard deviations) are set
as an upper limit for the design of new roads and overlays, and for confirming
acceptability of constructed roads. FWD deflection data can be converted to
equivalent Benkelman Beam data according to the Asphalt Institute "Asphalt
Overlays for Highway and Street Rehabilitation", MS-17.
(iii.)
Maximum Benkelman Beam deflections are as follows:
-
Local:
1.5 mm
-
Collector:
1.25 mm
-
Industrial:
As specified by the Director
(g)
Asphalt Mix Design
(i.) Asphalt Mix Design shall be specified to be carried out by a laboratory which is
certified by Canadian Council of Independent Laboratories (CCIL) for Marshall
and/or Superpave Mix Design testing (Type "A" Certification).
5.17.3. Pavement Alternatives
(a)
Two basic pavements types, flexible and rigid, are defined by their structural function or
response. Alternative pavement designs providing economical and environmental friendly
strategies are discussed in alternative design manuals.
(b)
Minimum pavement Structures
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(i.)
Regardless of the method used for pavement structure design, pavement component
thicknesses should be equal to or greater than the minimum thicknesses shown
below.
(ii.)
Minimum pavement structures shown below are based on the subgrade soil
classifications indicated.
(iii.)
Subgrade soils having classifications of MH, CH, OH and Pt require special
treatment or removal and replacement with soil having better strength and drainage
characteristics.
Table 5.13 Minimum Pavement Structure for Asphaltic Concrete (A.C.) Pavement
3.0≤ CBR ≤6.0
Road
Classification
Granular
Sub-base
(mm)
Crushed
Granular Base
Course (mm)
Hot Mix Asphalt (mm)
Surface
Course
Base
Course
Walkway
150
50
50
--
Lane
300
75
50
--
Local
300
100
50
--
Industrial
300
100
38
38
Collector
300
100
38
38
(c)
Minimum Asphaltic Concrete Pavement Overlay
(i.)
The design of structural overlays of existing pavements shall be based on the
analysis of the results of Benkelman beam tests and test hole information acquired
from the existing road which is to be upgraded.
(ii.)
The Transportation Association of Canada procedure for designing structural design
of overlays of existing pavements, as published in "The Pavement Management
Guide", shall be used. The maximum permissible Benkelman beam deflections are
listed above in 5.17.2 - Pavement Design.
(iii.)
Where existing pavements are to be overlaid, the minimum overlay thickness is three
times the maximum nominal aggregate size, but in no case less than the following:
Table 5.14 Minimum Pavement Structure for Asphaltic Concrete (A.C.) Pavement
Classification
Minimum Asphaltic
Concrete Overlay
Thickness (mm)
Local
30
Industrial
40
Collector
40
(d)
Minimum Structures for Sidewalk, Walkways and Driveways
Table 5.15 Asphaltic Concrete
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Item
Granular
Sub-base
(mm)
Crushed Granular
Base Course
(mm)
Hot Mix Asphalt
Surface Course (mm)
Walkway
150
50
50
Driveway
150
50
50
Emergency Access
150
75
50
Table 5.16 Portland Cement (P.C.) Concrete
Item
Granular
Sub-base
(mm)
Crushed Granular
Base Course
(mm)
Portland Cement
Concrete (mm)
Sidewalk
150
50
100
Walkway
150
50
100
Residential Driveway
150
50
100
Industrial/Commercial
Driveway
150
50
200
Sidewalk Crossing
150
50
150
5.18. Bridges
(a)
Bridges, including culvert structures that span larger than 3.0 m, are to be designed in
accordance with the Canadian Highway Bridge Design Code CAN/CSA S6 and the BC MOTI
Supplement to Canadian Highway Bridge Design Code. The District of Summerland will set the
design criteria for each structure at the onset of design.
(b)
Roadway bridges shall be designed to a minimum loading of CL 625.
5.19. Hillside Standards
(a)
In steep slope areas (Hillside Areas as outlined on Map A.2) where it is challenging to conform
to the above guidelines, the Director may allow the above to be modified for hillside
neighbourhoods.
(b)
The design objective of hillside standards includes the following:
-
Accommodation of hillside land development while minimizing environmental impacts such
as disturbance of natural slopes, vegetation, and watercourses;
-
Encouragement of low-speed traffic, particularly for local roads; and
-
Development of site layouts compatible with the above objectives.
(c)
Before agreeing to vary any part of this bylaw, the Director must be satisfied that the variance is
warranted due to the topographical constraint involved and the varied criteria is presented and
acceptable as good engineering practice, environmentally sound, and does not adversely affect
transportation or public safety.
(d)
Steep slopes are defined as lands in their natural state that have a slope angle exceeding 20%
or greater for a minimum horizontal distance of 10 meters, or adjacent areas where existing or
potential sloughing or stability warrants concern. The definition applies to all properties which
District of Summerland
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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are 0.5 hectares or greater in size, and where 10% or greater of the parent property contains
slope of more than 20%.
(e)
Slopes of greater than 30% may require special consideration.
5.19.1. Pre-Design Report
(a)
The Consulting Engineer is to use innovative design techniques to minimize impacts to future
landowners, and limit maintenance to the District of Summerland. The Consulting Engineer
(b)
shall also limit impacts to sensitive steep slopes and natural drainage areas.
(c)
The Consulting Engineer is expected to minimize the total amount of cut and or fill and its
environment and visual impact when designing and developing a hillside area.
(d)
Detailed geotechnical, slope stability, hazard assessments and hydrogeological reports shall be
required as part of the pre-design report and shall be submitted prior to approval of a
Subdivision or Development. The pre-design report for hillside areas will also have to address
and provide recommendations for:
(i.)
Slope Stability concerns. The Director may require a more intensive investigation
than outlined in this section.
(ii.)
A lot grading and drainage management plan that mitigates the potential impacts
onsite and downstream. The drainage management plan shall include at a minimum
the following:
-
Existing and proposed topography.
-
Key cross sections showing cuts and fills related to building sites, roads, and
retaining walls.
-
Erosion and sedimentation control and protection.
-
Pre and post development hydrogeological conditions.
-
Stormwater quality and treatment.
-
Protection of natural drainage patterns or water course.
-
Drainage control around future buildings and between upper and lower lots.
-
Control and discharge of roof and footing drainage.
(iii.)
Underground infrastructure pipe bedding, trench backfill and mechanical restraints.
(iv.)
Water pressure for fire fighting to highest side of lot and/or suitable pressure for top
floor sprinklers
(v.)
Rockfall hazards.
(vi.)
Roadwork structure, tack coat requirements and guard rail requirements.
(vii.)
Driveway access concerns.
(viii.) Building code structural or foundation requirements.
(ix.) Restrictions on irrigation and removal of vegetation.
(x.) Environmental impact assessment.
(xi.)
Assessment of upgradient and downgradient conditions.
(xii.)
A list of requirements on a lot-by-lot basis pertaining to covenants that may be
required.
(xiii.)
Land Clearing and Tree Retention and Removal plans.
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5 - Roads
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(xiv.)
Urban Wildfire Protection Plan.
(e)
Each Parcel created by Subdivision must have a buildable site with a building
envelope, setbacks and driveways shown on the conceptual drawing.
5.19.2. Hillside Emergency Access
(a)
Guidelines for emergency access roads at long culs-de-sac include the following:
(i.)
Maximum grade: 15%;
(ii.)
Minimum right-of-way and roadway width: 4.5 m;
(iii.)
Removable bollards or swing gates, at the discretion of the Director, to prevent
access by non-emergency vehicles;
(iv.)
Pavement structure equivalent to local road; and
(v.)
Shared use with pedestrian walkway or bikeway.
5.19.3. Cross-section Elements
(a)
Hillside Road cross-section element guidelines are shown above in Table 5.2.
5.19.4. Alignments
(a)
Hillside road alignment guidelines are shown above in Table 5.3.
(b)
Note that the combination of minimum radius and maximum gradient shall be avoided.
5.19.5. Road Lane Grade Separation (Split-Road Section)
(a)
Cross-sectional separated grade (one way) lanes are a design option to minimize excessive
cut/fill slopes, protection of large trees, improve property access or allowance for gravity sewer
connections for down slope lots to the street.
(b)
Center median cross-section slopes shall be protected from erosion and designed to be
maintenance free.
(c)
Utility offsets shall be established within the down slope road section with storm mains and
sanitary mains in common trench.
5.19.6. Intersection Grades/Site Clearances
(a)
Through street maximum grade is 8%. The Director may consider increases due to topographic
constraints. Cut/fill slopes, vegetation planting, retaining wall structures and parking, shall be
designed to provide all required sight distances.
5.20. Traffic Calming
(a)
The requirements for Traffic Calming shall be at the discretion of the Director, and the specific
approach for traffic calming shall be in accordance with the TAC - Canadian Guide to
Neighbourhood Traffic Calming. In all cases, the physical traffic calming design shall be
District of Summerland
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5 - Roads
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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accompanied by an appropriate network plan for design vehicle usage of different roadways
within the neighbourhood area.
(b)
While detailed consideration of specific devices is required prior to their implementation, Table
5.14 provides a list and description of some of the commonly used treatments for Traffic
Calming.
Table 5.14 Summary of Commonly Used Treatments for Traffic Calming
Treatment
Description
Raised Crosswalks
A pedestrian crosswalk constructed at a higher elevation than the
adjacent roadway. This may be located at a mid-block location or an
intersection.
Raised Intersections
An intersection constructed at a higher elevation than the adjacent
roadway, including crosswalks.
Speed Humps
A raised area of roadway meant to slow the speed of through traffic.
Textured Pavement
Pavement with specific textured or pattern surface to differentiate it
from the adjacent roadway.
Chicane
A series of alternating curb extensions which narrow the roadway and
require vehicles to steer from one side of the roadway to the other to
slow through traffic.
Curb Extensions
A horizontal intrusion of the curb into the road to create a narrow
section of roadway at a particular location.
Curb Radius
Reduction
The reconstruction of an intersection corner using a smaller curb
radius.
On Street Parking
Reduction of overall roadway width using permitted on street parking
to slow the movement of through traffic.
Traffic Circle
Different from a roundabout, this does not change the alignment of
approaching vehicles, but forces a circular movement around the
intersection by introducing a central circular island.
5.21. Street Parking
(a)
The design of appropriate street parking geometry enables access of the surrounding area,
while maintaining the appropriate traffic throughput of the road designation. The designer shall
consider District of Summerland regulations for guidance on appropriate street parking
allocation.
(b)
In the absence of applicable guidelines, Table 5.15 can be considered below in conjunction
with the TAC Geometric Design Guidelines.
Table 5.15 Street Parking Width Design Domain
Road Classification
Street Parking Width
Design Domain
Local Road (50 km/h)
2.4 m
Minor Collector (60 km/h)
Permanent: 2.4 m
Major Collector (70 km/h)
Not Recommended
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(c)
In addition to street parking width, the designer shall consider the appropriate restriction of
parking adjacent to intersections. The District of Summerland's Traffic and Use of Highways
Bylaw shall be taken as the primary guideline for this purpose. In the absence of applicable
guidelines, the designer shall consider the design vehicle turning radius and sight distances at
intersections and use an appropriate set back of parking restrictions to enable these vehicles to
move safely through.
5.22. Retaining Wall Systems and Alterations
5.22.1. General
(a)
These guidelines are not intended to be a substitute for sound engineering knowledge and
experience. Road designs shall be prepared under the direction of design professional who has
the appropriate experience and is registered with Engineers and Geoscientists of British
Columbia.
(b)
All wall designs shall be in accordance with EGBC's Retaining Wall Design Professional
Practice Guidelines and the District's Zoning Bylaw No. 1726.
(c)
Retaining walls must not exceed 2.0 m in height.
5.22.2. Conditions Requiring Retention
(a)
Retention of land shall be required in the following conditions:
(i.)
Where it is deemed necessary, by the Director to provide stability to existing or
altered slopes or to control potential erosion;
(ii.)
Where the slopes either existing or altered are steeper than their natural geological
angle of repose or steeper than 2 horizontal to 1 vertical whether terraced or
otherwise;
(iii.)
Where it is deemed necessary to protect Works and Services or provide access to
Works and Services;
(iv.)
Where it is deemed necessary to retain other land or structures; and
(v.)
Where it is deemed necessary to control surface drainage by altering the contours of
the land.
5.22.3. Design and Inspection
(a)
The design and inspection of any retention system or structure shall be prepared and carried
out by the Consulting Engineer who shall be responsible to acquire geotechnical consultation
and advice where conditions present the need for it.
(b)
Consideration shall be given to the aesthetic appearance of retention structures. Where
practical, retaining walls shall be rock gravity walls designed to be consistent with the natural
surroundings of the area. The following types of structures shall not be permitted as permanent
structures:
(i.)
LOCK BLOCKS (concrete blocks approximately 750mm x 750mm x 1,500mm)
unless:
District of Summerland
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5 - Roads
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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-
No more than one half of the top course of blocks are exposed with the top surface
being flat without locking stubs;
-
Ends of the system include sloping transition blocks where topography is sloping;
-
Exposed faces and surfaces, including the top surfaces of such system, are faced, or
surfaced with either exposed aggregate or granite finish;
-
Continuous reinforced concrete footings are installed; and
-
Geogrid reinforcing is installed between each horizontal row of blocks.
(ii.)
GABION (wire baskets filled with rocks) except for in-stream or waterfront erosion
protection, not more than two (2) baskets high.
(iii.)
WOOD CRIB (over one (1) metre high or terraced at a slope steeper than (2)
horizontal to one (1) vertical).
5.22.4. Guardrails or Fences
(a)
Guardrails or fences shall be required at the top of retention structure where the difference in
elevation between adjacent levels exceeds 1 m.
(b)
Landscaping alternatives may be used providing it is of a dense thorny type to discourage
access to the top of the retention structure area and providing the difference in elevation
between adjacent levels does not exceed 1.5 metres.
5.22.5. Building Permits for Retention Structures
(a)
Building Permits are required for all retention structures which are more than 1m high and/or
terraced at a slope steeper than 2 horizontal to 1 vertical.
(b)
Building Permit Applications shall be accompanied by the following documentation signed and
sealed by the Consulting Engineer:
-
Scaled structural, geotechnical and drainage details;
-
Scaled site plan showing the location of the retention structures in relation to any property
lines. Rights-of-way or easements, tanks, other structures, underground works or services
or natural features and confirmed by a Surveyor if deemed necessary; and
-
Letters of Assurance of Design and Field Review.
5.22.6. Completion of Retention Works
(a)
The Owner shall take all necessary measures, temporary and permanent to provide any
necessary protection.
(b)
All required retention works are required to be completed prior to:
-
Substantial Completion of a subdivision; or
-
Occupancy of a building in a Development.
(c)
If an extension of time is necessary, the Owner shall provide to the District:
-
A security deposit in an amount equal to the cost of the outstanding work; and
-
An agreed upon time schedule to complete the work.
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(d)
The Building Official may withhold occupancy of any Building Permit if the incomplete works
present a safety hazard or are not secured by a deposit and accompanying schedule as
described above.
(e)
Retaining walls will not normally be permitted within utility rights-of-way
District of Summerland
DESIGN STANDARDS
6 - Roadway Lighting
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6.
Roadway Lighting ......................................................................................................... 98
6.1.
General ............................................................................................................... 98
6.2.
Codes, Rules, Standards and Permits ................................................................. 98
6.3.
Light Sources and Luminaires ............................................................................. 99
6.4.
Street Lighting ..................................................................................................... 99
6.5.
Sidewalk Lighting .............................................................................................. 100
6.6.
Intersection Lighting .......................................................................................... 101
6.7.
Crosswalk Lighting ............................................................................................ 101
6.8.
Walkways .......................................................................................................... 102
6.9.
Roundabout Lighting ......................................................................................... 102
6.10. Tunnel Lighting .................................................................................................. 102
6.11. Poles ................................................................................................................. 102
6.12. Pole Foundations .............................................................................................. 103
6.13. Luminaires......................................................................................................... 103
6.14. Power Supply and Distribution ........................................................................... 104
6.15. Design ............................................................................................................... 105
6. Roadway Lighting
6.1.
General
(a)
Street lighting (also referred to as roadway lighting) generally refers to lighting of streets and
roadways including sidewalks, crosswalks, intersections, roundabouts, walkways and tunnels,
The principal purpose of street lighting is to enhance visibility at night. For a pedestrian, street
lighting improves visibility of the surrounds and the sidewalk, while for the driver of a motor
vehicle it increases visibility resulting in more time to stop or to maneuver around an obstacle.
Good lighting has been shown to significantly reduce night-time collisions specifically on urban
streets, urban and rural intersections, roundabouts, and mid-block crosswalks.
(b)
This document is intended to provide some basic lighting and electrical criteria and guidelines
to aid in the design of street lighting. Further information shall be obtained from the most
current edition of the Transportation Association of Canada (TAC) Guide for the Design of
Roadway Lighting. Those undertaking street lighting designs must be knowledgeable of all
parts of the TAC Guide.
(c)
These design guidelines are not intended to be a substitute for sound engineering knowledge
and experience in street lighting design and the Canadian Electrical Code. Roadway lighting
design shall be prepared under the direction of a design professional registered with the
Association of Professional Engineers and Geoscientists of British Columbia (EGBC).
6.2.
Codes, Rules, Standards and Permits
Street lighting systems shall be designed in general conformance with the following:
6.2.1. Codes, Rules and Regulations
-
Canadian Electrical Code, latest edition, and bulletins issued by Electrical Safety Branch of
the Province of British Columbia;
District of Summerland
DESIGN STANDARDS
6 - Roadway Lighting
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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-
American Association of State Highway and Transportation Officials (AASHTO) Standard
Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals or
CAN/CSA-S6-00 Canadian Highway Bridge Design Code;
-
WorkSafeBC;
-
Canadian Standards Association (CSA);
-
Summerland Electric Utility regulations; and
-
Regulations issued by municipal, provincial, and federal authorities.
6.2.2. Standards and Guidelines
-
TAC - Guide for the Design of Roadway Lighting;
-
Canadian Standards Association (CSA);
-
MMCD Standard Specifications and Drawings, plus Supplementary Specifications and
Drawings.
-
Summerland Electric Utility standards; and
-
District of Summerland Approved Products List.
6.2.3. Permits
-
Electrical Permits as required by provincial or municipal inspection authorities; and
-
Right-of-way and utility crossing permits for crossing of electrical transmission lines,
railways, highways, and regional, provincial, and federally regulated pipelines.
6.3.
Light Sources and Luminaires
(a)
Light sources shall be LED and the luminaires shall be from the District of Summerland's
Approved Products List.
6.4.
Street Lighting
(a)
Street lighting levels for various street types and night-time pedestrian activity levels are
defined in the Luminance Table below. This table is based on information listed in the
Transportation Association of Canada Guide for the Design of Roadway Lighting.
Table 6.1 Luminance Table
Street Type
Pedestrian
Activity
Average
Luminance
(cd/m2)
Average-to-
Minimum
Uniformity
Ratio
Maximum-to-
Minimum
Uniformity
Ratio
Maximum-to-
Average
Veiling
Luminance
Ratio
Collector
High
≥ 0.8
≤ 3.0
≤ 5.0
≤ 0.4
Medium
≥ 0.6
≤ 3.5
≤ 6.0
≤ 0.4
Low
≥ 0.4
≤ 4.0
≤ 4.0
≤ 0.4
Local/Alley
High
≥ 0.6
≤ 6.0
≤ 10.0
≤ 0.4
Medium
≥ 0.5
≤ 6.0
≤ 10.0
≤ 0.4
Low
≥ 0.3
≤ 6.0
≤ 10.0
≤ 0.4
(b)
When undertaking lighting calculations on single- or two-lane roadways the maximum lane
width used in the calculation shall be 4m. When scenarios are encountered where the lane is
over 4m, a 4m wide lane shall be applied from the travel portion of the roadway (i.e.; centerline
for 2 lane road). This scenario will be most common for residential subdivisions.
District of Summerland
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6 - Roadway Lighting
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District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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(c)
Where part-time parking lanes exist or are proposed they shall be calculated as if they are full-
time general-purpose lanes. Full time on-street angled or parallel parking, where there is no
chance the parking will be used as a travel lane, shall not be included in the lighting
calculations.
(d)
Luminance calculations are not practical on curved and steep grade roadways. Lighting for
curved street sections (less than a 600m radius) and steep grades (6% or greater) shall be
calculated using the Horizontal Illuminance Table below. For the calculations, 2m grids shall be
placed across the travel lanes.
Table 6.2 Horizontal Illuminance Table
Street Type
Pedestrian
Activity
Pavement Classification
Average to
Minimum
Uniformity
Ratio
Maximum to
Average
Veiling
Luminance
Ratio
R1
(lux)
R2/R3
(lux)
R4
(lux)
Collector
High
≥ 8.0
≥ 12.0
≥ 10.0
≤ 4.0
≤ 4.0
Medium
≥ 6.0
≥ 9.0
≥ 8.0
≤ 4.0
≤ 4.0
Low
≥ 4.0
≥ 6.0
≥ 5.0
≤ 4.0
≤ 4.0
Local/Alley
High
≥ 6.0
≥ 9.0
≥ 8.0
≤ 6.0
≤ 4.0
Medium
≥ 5.0
≥ 7.0
≥ 6.0
≤ 6.0
≤ 4.0
Low
≥ 3.0
≥ 4.0
≥ 4.0
≤ 6.0
≤ 4.0
(e)
Use R2/R3 pavement classification for typical asphalt streets. For a definition of other
pavement classifications refer to the Transportation Association of Canada Guide for the
Design of Roadway Lighting.
6.5.
Sidewalk Lighting
(a)
Sidewalk lighting levels for various pedestrian activity levels are defined in Table 6.3, Sidewalk
Illuminance Table below. This table is based on information listed in the Transportation
Association of Canada Guide for the Design of Roadway Lighting. Refer to the TAC Guide for
grid set-up and spacing.
Table 6.3 Sidewalk Illuminance Table
Pedestrian Activity
Maintained Average
Horizontal
Illuminance (lux)
Average-to-
Minimum
Horizontal
Uniformity
Ratio
Minimum
Maintained
Vertical Illuminance
(lux) - Desired but
not Mandatory
High
≥ 20.0
≤ 4.0
≥ 10.0
Medium
≥ 5.0
≤ 4.0
≥ 2.0
Low
≥ 3.0
≤ 6.0
≥ 0.8
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DESIGN STANDARDS
6 - Roadway Lighting
Schedule C
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6.6.
Intersection Lighting
(a)
Intersection lighting levels for various street types and pedestrian activity levels are defined in
the Intersection Horizontal Illuminance Table 6.4 below. This table is based on information
tabulated in the Transportation Association of Canada Guide for the Design of Roadway
Lighting.
Table 6.4 Intersection Horizontal Illuminance Table
Roadway
Classification
Average Maintained Horizontal Illuminance
(Lux) at Pedestrian Activity Levels
Average-to-
Minimum
Uniformity
Ratio
High
Medium
Low
Collector/Collector
≥ 24.0
≥ 18.0
≥ 12.0
≤ 4.0
Collector/Local
≥ 21.0
≥ 16.0
≥ 10.0
≤ 4.0
Local/Local
≥ 18.0
≥ 14.0
≥ 8.0
≤ 6.0
6.7.
Crosswalk Lighting
(a)
An average maintained vertical illuminance of not less than 20 Lux measured at 1.5 m above
the road surface with meter oriented towards approaching vehicle is required at crosswalks.
This can be achieved by placing poles in advance of the crosswalk (see Figure 6.5 below) to
create high levels of vertical illumination thus improving driver visibility of pedestrians. This is
covered in more detail in the Transportation Association of Canada Guide for the Design of
Roadway Lighting.
(b)
This is primarily aimed at mid-block crosswalks and crosswalks at free right turn lanes where
islands are present. It is doubtful crosswalk levels will be achieved for the main road crossings
at signalized intersections; however, by placing the first lighting pole on the approach roads
(away from the intersection) within one pole mounting height from the crosswalk, partial vertical
illumination levels can be achieved at the crosswalk. Refer to the Transportation Association of
Canada Guide for the Design of Roadway Lighting for further information and examples.
Figure 6.5 Crosswalk Lighting Pole Placement
District of Summerland
DESIGN STANDARDS
6 - Roadway Lighting
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
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6.8.
Walkways
(a)
Walkways and pathways which are remote from the street (greater than 5m away) shall be
illuminated as follows:
(i.)
Maintained Average Horizontal Illuminance: 5 Lux or greater;
(ii.)
Maximum to Minimum Uniformity Ratio: 10:1 or less; and
(iii.)
Vertical illumination criteria and white light sources may also be considered where
security is a concern. This improves facial recognition and aids in visibility. Refer to
the Transportation Association of Canada Guide for the Design of Roadway Lighting
for further information and examples.
6.9.
Roundabout Lighting
(a)
Roundabouts have more complex visibility considerations than typical intersections. Key design
considerations in lighting roundabouts include the following:
-
The effectiveness of motor vehicle headlights is limited in a roundabout due to the
constrained curve radius, making the street lighting system a necessity to aid in the
nighttime visibility of obstructions, hazards, and pedestrians in crosswalks; and
-
Where there is no lighting on the approach streets, lighting shall be added on the
approaches for approximately 80 m in advance of the roundabout crosswalks.
(b)
Lighting for a roundabout street surface shall meet or exceed the levels for an intersection.
Crosswalks shall meet vertical lighting levels listed for crosswalks. For further information on
Roundabout Lighting refer to the Transportation Association of Canada Guide for the Design of
Roadway Lighting or IESNA DG-19-08 Design Guide for Roundabout Lighting.
6.10. Tunnel Lighting
(a)
Lighting for streets and sidewalks in tunnels less than 25m in length shall meet the lighting
levels required for the approach street and sidewalk. Lighting may be required in the daytime
depending on the amount of daylight penetration. Lighting for tunnels over 25m in length are
covered in the IESNA RP-22-11 Recommended Practice for Tunnel Lighting.
6.11. Poles
(a)
Poles are to be per the Approved Products List. For rural roads, if approved by the Director and
Summerland Electric Utility, lights may be installed on power poles.
(b)
Poles shall be located at the outer edges behind curb and gutter or edge of pavement, or in
special circumstances, in the median of the street. The exact offset of the pole (behind curb,
edge of pavement or sidewalk) is typically defined via standard District of Summerland road
cross-section drawings which show all utilities and equipment locations for various road types.
Where standard cross sections are not available then poles and foundation shall be located to:
-
Provide at least 0.3m clearance from the back of curb of roadway;
-
Maintain wheelchair access on sidewalk; and
-
Not conflict with other utilities or overhead power lines.
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(c)
In areas where speeds are over 60km/h with no curb and gutter, clear zones shall be
considered in accordance with the Transportation Association of Canada Geometric Design
Guide for Canadian Roads.
(d)
Pole spacing patterns include staggered, opposite and one side arrangements, depending on
the roadway classification and road geometries. The pole arrangements shall generally be as
follows:
-
Roads 9m and narrower - One sided spacing; and
-
Roads over 9.1m wide - Staggered or opposite spacing
(e)
A one-sided spacing may also be considered where overhead power line clearances can't be
met.
(f)
Maintain clearances from features and utilities as follows:
(i.)
1.5 m: Pole to curb return or driveway let-down;
(ii.)
2.0 m: Pole to fire hydrant;
(iii.)
3.0 m: Overhead 25kV or lower voltage primary power lines. For higher voltages
contact Summerland Electric Utility;
(iv.)
1.0m vertical and 1.0m horizontal: Secondary power lines (120V to 600V); and
(v.)
0.3m: Telephone and cable lines.
(g)
Where trees are proposed lights may have to be installed on davit arms which extend out over
the roadway beyond the ultimate tree canopy. Additional pedestrian scale lighting (4m to 6m
tall) may be required for the sidewalk to overcome blockage of light from the tree foliage. The
proposed locations, spacing, pole height, arm length and frequency of the trees may also need
to be adjusted in conjunction with the lighting pole spacing. A tighter pole spacing than
calculated may be required to compensate for anticipated light blockage resulting in additional
poles and luminaires. Where trees exist and impact the lighting, regularly scheduled tree
pruning shall be considered.
6.12. Pole Foundations
(a)
The MMCD Standard Specifications and Drawings define typical bases to support standard
lighting poles. The designer is responsible for determining the suitability of these standard
foundations for the given soil's conditions. Where soil conditions are in question a geotechnical
engineer shall be consulted to define the suitability of the base for the given soil's conditions.
Where foundations are not suitable, custom foundations will be required.
(b)
Where Map A.2 calls for decorative poles with banners and/or hanging baskets, the designer
must review the additional loading by these elements and if required, design a custom base
suitable to account for the additional loading on the pole.
6.13. Luminaires
(a)
Cobra head luminaires shall meet the requirements listed in the BC Ministry of Transportation
and Infrastructure Electrical and Signing Material Standards and meet the Roadway Lighting
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energy performance standard CAN/CSA-C653, Performance Standard for Roadway Lighting
Luminaires. CSA-C653 is based on defining common design criteria which will allow one to
input various photometric files to computer lighting design software to compare product
efficiency. CSA-C653 defines the maximum Unit Power Density (UPD) values for various road
classifications, pedestrian conflict, lane configuration, and luminaire classifications.
-
The designer shall consider luminaires from the Approved Products List.
(b)
Absolute photometric files in accordance with IESNA LM79-08 shall be used for each luminaire
type, wattage, operating current, and photometric distribution.
(c)
The designer shall confirm the UPD and submit CSA C653 analysis with lighting calculations to
verify performance standards are met for cobra head and LED luminaires.
6.14. Power Supply and Distribution
(a)
Power supply is required from the Summerland Electric Utility which supplies power. The
designer shall confirm voltage and locations of suitable power sources for the proposed lighting
system. Roadway lighting systems are typically serviced from a 120/240-volt single phase 3
wire system. Alternately, 120/208-volt 3 phase 4 wire or 347/600-volt systems may be used if
necessary and if approved by the Director. Using 347/600V poses additional risk to
maintenance personnel so where using this voltage labels indicating voltage shall be provided
at all access points.
(b)
Lighting systems shall be fed via a service base from the Approved Products List.
(c)
Adaptive lighting control systems may also be considered to reduce power consumption and
provide asset management.
(d)
Power is generally supplied by the Summerland Electric Utility through a metered service.
(e)
Services are to be "Underground Dip" type as shown on the MMCD Standard Specifications
and Drawings. Grounding shall be as per MMCD Standard Specifications and Drawings.
(f)
Power distribution requirements include:
-
Wiring to be installed in minimum 50mm Rigid PVC conduit;
-
Wiring to be stranded copper with RW90 insulation;
-
Wiring to be colour coded per Canadian Electrical Code (CEC); and
-
Conduit burial depth as per MMCD Standard Specifications and Drawings.
(g)
Conduit alignments shall be designed to avoid tree roots.
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6 - Roadway Lighting
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6.15. Design
6.15.1. Lighting
(a)
Lighting design requires a computer lighting design software. and lighting supplier photometric
files in IESNA format. LED photometric files must be "absolute" which means the photometric
file must be for the exact luminaire being tested.
6.15.2. Decorative Lighting
(a)
Where Decorative Street Lighting is required to enhance the streetscape, as per Map A.2,
luminaires and poles shall be from the Approved Products List.
6.15.3. Electrical
(a)
Design requirements include:
-
Meet all requirements of the Canadian Electrical Code (CEC), latest edition, and bulletins
issued by Electrical Safety Branch of the Province of British Columbia;
-
Maximum voltage drop for branch circuits: 3%;
-
Provisions for future expansion;
-
Conductor sizes: maximum #6 RW90; minimum #10 RW90 for branch circuits.
-
For branch circuits the load not to exceed 80% of the breaker rating (as per CEC);
-
Accommodation of loads for pole receptacles (300 W/receptacle), tree lights, and traffic
signal controllers.
(b)
Traffic signal interconnection / communications conduit design shall be considered in
conjunction with the street lighting designs of collector streets. The communications system
shall be totally isolated from any power feeders. Minimum requirements shall be 75mm RPVC.
The interconnection / communications conduits shall be common trenched with the street
lighting conduit system. Junction boxes, with security lids, shall be installed where required.
(c)
All empty conduits shall have a 6 mm nylon pull string installed and capped ends.
6.15.4. Drawing Requirements
(a)
Lighting design drawings shall show all civil drawing information such as curbs, sidewalks,
property lines, all physical features that may impact the lighting design, as well as the lighting
poles, service/control equipment and wiring. Lighting drawings shall fully describe the proposed
installation and all related existing lighting and electrical information. The detailed information
required on the drawings shall include, but not be limited to the following:
(i.)
Site plan drawings at a scale of 1:500 showing pole locations, conduit, and service
equipment. For beautification type projects, which have more electrical features such
as pedestrian scale lighting and pole/tree receptacles, site plan drawings at a scale
of 1:250 may be required. Poles and service equipment shall be located by station
and offset. Conduit shall be located by offset from edge of pavement or face of curb
and gutter;
(ii.)
Legend and notes;
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(iii.)
Completed Lighting Design Criteria for each road, walkway, intersection, or
roundabout;
(iv.)
List of specific products such as luminaires (including any approved alternate
luminaires), poles, anchor bolts and related hardware, junction boxes and service
panels by manufacturer, make and model number; and
(v.)
Drawings shall include sufficient street name and land or block location information
to identify sections of road referenced in the lighting design summaries.
(b)
All lighting drawings shall be signed and sealed by a Professional Engineer registered with
EGBC.
(c)
Design drawings shall be submitted for approval along with signed and sealed computer
lighting calculations.
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7.
Traffic Signals ............................................................................................................. 107
7.1.
General ............................................................................................................. 107
7.2.
Standardization ................................................................................................. 107
7.3.
Codes, Rules, Standards and Permits ............................................................... 108
7.4.
Signal Heads ..................................................................................................... 108
7.5.
Pole Placement ................................................................................................. 111
7.6.
Left Turn Phasing .............................................................................................. 111
7.7.
Advanced Warning Flashers .............................................................................. 112
7.8.
Signal Pre-emption ............................................................................................ 112
7.9.
Audible Pedestrian Signals ................................................................................ 113
7.10. Control Types .................................................................................................... 113
7.11. Detection Methods ............................................................................................ 113
7.12. Signal Timing Plans ........................................................................................... 114
7.13. Signal Coordination ........................................................................................... 114
7.14. Pedestrian Controlled Signals............................................................................ 114
7.15. Poles and Foundations ...................................................................................... 115
7.16. Controller Cabinets ............................................................................................ 115
7.17. Controllers ......................................................................................................... 115
7.18. Power Supply and Distribution ........................................................................... 115
7.19. Uninterruptible Power Supplies (UPSs) ............................................................. 116
7.20. Signs ................................................................................................................. 116
7.21. Drawing Requirements ...................................................................................... 116
7. Traffic Signals
7.1.
General
(a)
Traffic signals may be required to increase intersection capacity or enhance the safety of
vehicular traffic or pedestrians. The need for a traffic signal may be determined by the Director
or may be required based on warrants in accordance with the procedure indicated in
Transportation Association of Canada Manual of Uniform Traffic Control Devices for Canada
(MUTCDC).
(b)
These guidelines are not intended to be a substitute for sound engineering knowledge and
experience. Traffic signal designs shall be prepared under the direction of a design professional
who has the appropriate experience and is registered with Engineers and Geoscientists of
British Columbia (EGBC).
(c)
Lighting requirements for intersections are defined in 6.0 - Roadway Lighting and not
repeated in this section.
7.2.
Standardization
(a)
Traffic signal details are standardized throughout British Columbia to avoid potential confusion
of the travelling public, both local and visiting. They are defined in the BC Motor Vehicle Act.
Items standardized include a minimum of:
(i.)
Vertical mounted signal heads;
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(ii.)
Left side secondary heads; and
(iii.)
Order of signal indication.
7.3.
Codes, Rules, Standards and Permits
Traffic signal systems are to be designed in general conformance with the following:
7.3.1. Codes, Rules, and Regulations
-
Canadian Electrical Code, latest edition, and bulletins issued by Electrical Safety Branch of
the Province of British Columbia;
-
American Association of State highway and Transportation Officials (AASHTO) Standard
Specification for Structural Supports for Highway Signs, Luminaires and Traffic Signals or
CAN/CSA-S6-00 Canadian Highway Bridge Design Code;
-
WorkSafeBC;
-
Canadian Standards Association (CSA);
-
Summerland Electric Utility regulations; and
-
Regulations issued by municipal, provincial, and federal authorities.
7.3.2. Standards
-
Canadian Standards Association (CSA);
-
Summerland Electric Utility standards;
-
MMCD Standard Specifications and Drawings, plus Supplementary Specifications and
Drawings;
-
BC Ministry of Transportation Electrical and Traffic Engineering Manual;
-
Institute of Transportation Engineers (ITE);
-
National Electrical Manufacturers Association (NEMA) - Traffic Controller Assemblies - TS1
or TS2;
-
Canadian Manual of Uniform Traffic Control Devices (MUTCDC); and
-
British Columbia Pedestrian Crossing Control Manual.
7.3.3. Permits
-
Electrical Permits as required by provincial or municipal authorities;
-
Interconnection permits from Railroads, Ministry of Transportation and Infrastructure, or
other authorities; and
-
Right-of-way and utility crossing permits for crossings of electrical transmission lines,
railways, highways, and regional, provincial, and federally regulated pipelines.
7.4.
Signal Heads
(a)
General locations of signal heads are as follows:
-
Primary: Mounted over the roadway which a vehicle is travelling upon;
-
Secondary: Mounted to the left of the roadway which a vehicle is travelling upon;
-
Auxiliary: Mounted to the right of the primary head, or other location to enhance visibility;
and
-
Pedestrian: Mounted on the far side of the intersection in line with the painted crosswalk.
(b)
Signal visibility distance is defined as the distance in advance of the stop line from which a
signal must be continuously visible for approach speeds varying between 40 and 80 km/h. For
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speeds exceeding 80 km/h, the minimum visibility distance must equal or exceed the minimum
stopping sight distance. Visibility distance guidelines are shown on Table 7.1 below.
Table 7.1 Signal Head Visibility Distance Guidelines
85th
Percentile
Speed
(km/h)
Minimum
Visibility
(m)
Desirable
Visibility
©
Add For % Downgrade
(m)
Subtract for %
Upgrade (m)
5%
10%
5%
10%
40
65
100
3
6
3
5
50
85
125
5
9
3
6
60
110
160
7
16
5
9
70
135
195
11
23
8
13
80
165
235
15
37
11
20
(c)
Visibility of a signal head is influenced by three factors:
-
Vertical, horizontal, and longitudinal position of the signal head;
-
Height of driver's eye; and
-
Windshield area.
(d)
Lateral vision is excellent within 5° degrees of either side of the centreline of the eye position
(10° cone) and adequate within 20° (40° cone). Horizontal signal position shall therefore be as
follows:
-
Primary heads within the 10° cone; and
-
Secondary heads within the 40° cone.
(e)
Vertical vision is limited by the top of the windshield. Signal heads shall be placed within a 15°
vertical sight line. Overhead signals shall be located a minimum of 15 m beyond the stop line.
Refer to Canadian Manual of Uniform Traffic Control Devices (MUTCDC) for additional details.
(f)
Drivers of vehicles following high vehicles must be able to see at least one signal head upon
reaching the dilemma point. The dilemma point is defined as the location where a driver's
visibility of the signal indication goes from green to yellow and driver must decide either to bring
the vehicle to a safe stop or proceed through and clear the intersection prior to the start of the
conflicting green.
(g)
Major factors to consider in assessing signal head visibility are road geometry, design speed,
spacing between vehicles, and the horizontal and vertical signal head locations.
(h)
Signal heads need to stand out from the surroundings to prevent confusion due to distractions.
Primary signal heads shall have backboards. Backboards are optional for secondary and
auxiliary heads. Backboards shall be yellow with a reflective surface. A 75mm fluorescent
yellow retro-reflective tape border (ASTM Type 9 sheeting) on the outside edge of the entire
backboard will increase signal visibility and is therefore recommended.
(i)
The effectiveness of flashing signals is influenced by flash rates. Recommended rates are:
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-
Red and amber balls: 50 to 60 flashes per minute; and
-
Arrows: 100 to 120 flashes per minute.
(j)
The ON and OFF flash periods shall be equal.
(k)
Visors are required on all signal heads. Cowl-type visors are standard, except in the following
cases, where tunnel visors are required:
-
Fully protected left turn signal heads; and
-
At skewed intersections, where the signal heads may be viewed from other approaches.
(l)
Signal head sizes are to be as indicated in Table 7.2 below.
Table 7.2 Signal Head Sizes
Signal Head Type
Area Classification Lens Size
and Shape
Primary
300mm round
Secondary and Auxiliary
300mm round
300mm round
Pedestrian
Combination walk/don't walk
indication
300 mm square
Or
Combination walk/don't walk
indication with countdown timer
450 mm square
(m) All signal displays shall be LED. These are preferred over the traditional incandescent lamps in
terms of visibility and energy efficiency and reduced maintenance costs.
(n)
Signals shall be mounted on vertical posts or horizontal mast arms. Mounting heights are as
indicated in MMCD Standard Drawings and as follows:
-
Signals mounted above roadways shall have a minimum of 5.5 m clearance. Refer to BC
Motor Vehicle Act for additional requirements;
-
Auxiliary signals shall be mounted at any height that meets visibility requirements and is
between 1.25 m and 4.75 m above the roadway; and
-
Pedestrian heads shall be mounted at 2.5m above the roadway or sidewalk (whichever is
higher).
(o)
Each signalized movement (phase) at an intersection requires a minimum of one primary and
one secondary signal head. Additional signal heads may be required if visibility is a concern.
Table 7.3 Signal Head Placement
Straight Through Lanes
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No. of Lanes
No. of Primary Heads
Placement of Primary
Heads
One
One
Centred over through lane
Two
Two
Centred over each through
lane
Three
Three
Centred over each through
lane
Left Turn Lanes
Left Turn Type
Primary Head Type
Placement of Primary
Heads
Protected/Permissive
4 Sections with Flashing
Green Arrow and Steady
Yellow Arrow
Centred over left-most
through lane
Protected - Single Left Turn
lane
3 Sections with Steady Green
Arrow
Centred on the left turn lane,
either post mounted in
median 2.5 m above roadway
or mast-arm mounted
Protected - Dual Left Turn
Lanes
3 Sections with Steady Green
Arrow
Centred on the left turn lane,
either post mounted in
median 5.5 m above roadway
or mast-arm mounted
7.5.
Pole Placement
(a)
Signal poles shall be placed between 1m and 3m from the face of curb or edge of pavement,
preferably behind the sidewalk. Pole arms shall be oriented at 90° to the centreline of the road,
except where the intersection is skewed. When laying out a skewed intersection, ensure the
arms do not block the view of the signal heads for other approaches.
(b)
Other key considerations for pole placement are:
-
Ease of access to pushbutton for pedestrians, handicapped and the visually impaired in
accordance with the TAC - Guidelines for Understanding, Use and Implementation of
Accessible Pedestrian Signals;
-
Maintaining 1.2m wheelchair access around poles and from pushbuttons to wheelchair
ramps;
-
Minimizing the number of poles required;
-
Locating poles outside vehicle turning radii to avoid damage;
-
Underground and overhead utility conflicts; and
-
For optimum visibility of vehicle and pedestrian heads.
7.6.
Left Turn Phasing
(a)
Left turn phasing options are as follows:
-
Permissive - Green ball display. A Permissive left turn has no signal indication other than a
green ball, which permits a vehicle to turn left when there is a gap in the opposing traffic;
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-
Protected - Green arrow display. A Protected left turn presents a continuous green arrow
indication while all opposing traffic is held by a red ball. A Protected Left Turn is always
terminated with a yellow ball; and
-
Protected/Permissive - Yellow/Flashing Green arrow display. A Protected/Permissive left
turn presents a flashing green arrow and yellow arrow followed by a green ball. During the
flashing phase (advanced movement), opposing through traffic is held by a red ball. After
the left turn phase has timed out, left turn traffic is presented with a green ball permitting the
movement when safe. The protected green arrow is always terminated with a non-flashing
yellow arrow indication.
(b)
Protected left turns are typically used in the following circumstances:
-
Dual left turn lane;
-
Limited sight distance to oncoming vehicle;
-
High pedestrian volumes;
-
High speeds;
-
High collisions;
-
Left turn phase is in a lead-lag operation;
-
Split phasing; and
-
When crossing more than 2 lanes of traffic.
(c)
Protected/Permissive left turns are appropriate in cases where:
-
Single left turn lane;
-
Good sight distance to oncoming vehicles;
-
Volumes warrant it; and
-
Low collisions probability.
(d)
Care shall be taken when considering a left turn phase, as it can impact the intersection level of
service by increasing the total cycle length.
7.7.
Advanced Warning Flashers
(a)
Advanced warning flashers shall be used where sight distance and grade to an intersection is
less than optimal, or where design speed of the road is sufficiently high to justify warning
motorists of signal status. Follow Ministry of Transportation and Infrastructure Electrical and
Traffic Engineering Design Guidelines for the design and placement of Advance Warning
Flasher Signs.
7.8.
Signal Pre-emption
(a)
Traffic signals near rail crossings require interconnection with the rail crossing controls for
driver safety. Refer to MUTCDC, Transport Canada Regulations and Ministry of Transportation
and Infrastructure Electrical and Traffic Engineering Design Guidelines and the railway operator
pre-emption requirements.
(b)
Some local authorities require emergency vehicle pre-emption to override normal signal
operation and provide or terminate other phases for Emergency vehicles such as fire
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department equipment and ambulances. Common emergency vehicle pre-emption systems
operate using strobe lights, audio processing or optical signals. Each system has unique
requirements for wiring, equipment, and operation. Refer to local fire department requirements
and specific pre-emption system details.
7.9.
Audible Pedestrian Signals
(a)
Where required by the Director, use audible pedestrian signals to assist visually impaired
pedestrians.
(b)
The audible signal is interconnected with the Walk signal, and produces a "cuckoo" or
"Canadian melody" sound, depending on the direction of crossing. The cuckoo sound is used
for north-south crossings and the Canadian melody is used for east-west crossings. Where the
streets are not oriented north-south and east-west, maintain consistency with adjacent signals.
(c)
Accessible pedestrian signals (APS) with voice messages, audible countdowns, tactile vibrating
arrows, and locator beacons are available and shall be reviewed with the District of
Summerland.
7.10. Control Types
(a)
The principal types of signal control are pre-timed (fixed time), and traffic actuated. Traffic
actuated controls are categorized as fully actuated and volume density control. The type to be
used will be determined from analysis and review with the Director. Signal types:
(i.)
Pre-timed controls assign the right-of-way at an intersection according to a pre-
determined schedule. The time interval for each signal indication is fixed according to
this schedule. These are not typically very effective unless used in coordinated
corridor;
(ii.)
Fully Actuated controls require traffic detectors for all phases, with each phase timed
according to pre-set parameters. Fully actuated controls allow for the maximum
flexibility of signal control; and
(iii.)
Volume Density control is a type of actuated control appropriate for major high-speed
roads with unpredictable fluctuations in traffic volumes.
7.11. Detection Methods
(a)
Traffic detection for signal actuation is typically accomplished through one of the following
methods:
-
Vehicle detector loops (induction); or
-
Image sensor (video detector system).
(b)
Other methods are available, and may be defined by local authorities. The method to be used
will be determined by the Director.
(c)
A vehicle detector loop is a coil of wire buried in the road surface. The coil detects the presence
of a vehicle by the change in electrical induction. This change is sensed by the detector module
in the traffic control cabinet. Detector loop and image sensor locations and details are indicated
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in the MMCD Standard Drawings. The image sensor system uses cameras and image sensing
software to detect vehicles to send signals to the traffic controller.
7.12. Signal Timing Plans
(a)
Signal timing plans can be established using traffic counts and/or experience at similar
intersections. Calculation methods and clearance times shall be in accordance with ITE
Standards. Yellow and all red timings are of particular importance for the safe operation of a
controlled intersection. The values for these times need to be assessed not only for a particular
intersection, but on a municipal wide basis to ensure reasonable consistency for drivers.
Contact the Director for specific requirements.
7.13. Signal Coordination
(a)
Delays to motor vehicles can be reduced on some traffic corridors by implementing a system to
coordinate or synchronize traffic signal operation. A detailed traffic study is required to
determine the potential effectiveness of a coordination system.
(b)
Coordination systems operate by coordinating the timing plans for each traffic signal controller
with the timing plans of the adjacent controllers using the controller clocks. Timing "offsets"
between intersections are based on distance and design speed. Signal controller clocks can be
synchronized using radio signals, telephone connections or hard-wire interconnections between
intersections. The most effective coordination systems include a master controller, which is in
communication with all the intersection controllers. This allows for continuous clock
synchronization and remote adjustment of system parameters.
7.14. Pedestrian Controlled Signals
(a)
There are two styles of pedestrian-controlled signals, a traffic signal with a green-yellow-red
indication, and a special crosswalk signal. The requirement for a pedestrian signal and the type
of signal to be installed will be established by the District of Summerland and shall be
supported by Warrants as indicated in the BC Pedestrian Crossing Control Manual (MoTI).
(b)
Pedestrian signals serve pedestrian traffic only, and are generally placed in areas of high
pedestrian traffic or in school zones. Pedestrian signals shall be located at intersections.
(c)
A full pedestrian signal has heads placed on the main road only. Cross street traffic is
controlled by signage. When not activated, the signal presents a flashing green ball indication
to drivers. When the signal is activated by a pedestrian, the flashing green ball indication
becomes a steady green ball, followed by a yellow ball and then red. Pedestrian heads provide
the Walk/Don't Walk indications to the pedestrian.
(d)
A Special Crosswalk Signal consists of pedestrian-controlled signage and lighting designed to
draw driver attention to the crosswalk. The special crosswalk has illuminated overhead
pedestrian crossing signs, with yellow flashing lights, and crosswalk luminaires. Some form of
signal activation indication to the pedestrian may be required. Options include steady or
flashing yellow light mounted on the
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(e)
pole in line with the crosswalk, or LED indication on the pushbutton.
(f)
Where a suitable power source is not available or is costly to deliver to the site, solar powered
crosswalks can be considered.
7.15. Poles and Foundations
(a)
The MMCD Standard Specifications and Drawings define typical signal poles. Traffic signal
poles shall be designed to accommodate the weight of the arms and the items mounted on the
poles, as well as wind and ice loading, arm length, anchor bolt size and concrete base size.
(b)
The MMCD Standard Specifications and Drawings define typical bases to go with standard
signals poles. The designer is responsible for determining the suitability of these standard
foundations for the given soil's conditions. Where soils are in question a geotechnical engineer
shall be consulted to define the suitability of the foundations for the given soil's conditions.
Where foundations are not suitable, custom foundations will be required.
7.16. Controller Cabinets
(a)
Controller cabinets are available in various sizes and styles depending on equipment
requirements. MMCD Standard Drawings define cabinet and base sizes and installation
methods. Cabinets shall be located entirely within the road right-of-way, including maintenance
pad and door swing. Location shall be safe, so reasonably protected from motor vehicle
damage, with access door on the side away from the sidewalk and the signals visible from the
access.
(b)
Cabinets shall be NEMA 3R rated heavy gauge aluminium with grey powder coat exterior finish
unless otherwise directed by the District of Summerland.
7.17. Controllers
(a)
Traffic signal controllers shall be NEMA TS1 or TS2. The choice of manufacturer is to be
approved by the District of Summerland with due consideration for the models already in use,
availability of spare parts and experience of maintenance personnel.
7.18. Power Supply and Distribution
(a)
Power supply is required from the Summerland Electric Utility which supplies power. The
designer shall confirm voltage and locations of suitable power sources for the proposed signal
system. Signals systems are typically serviced from a 120/240-volt single phase 3 wire system.
Alternately, 120/208-volt 3 phase 4 wire systems may be used if necessary and if approved by
the District of Summerland.
(b)
Power is generally supplied by the Summerland Electric Utility through a metered service when
servicing streetlights and traffic signals. Services are to be "Underground Dip" type as shown
on the MMCD Standard Specifications and Drawings, unless otherwise accepted by the District
of Summerland. Grounding shall be as per MMCD Standard Specifications and Drawings
District of Summerland
DESIGN STANDARDS
7 - Traffic Signals
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 116 of 124
(c)
Power distribution requirements include:
-
Wiring to be installed in minimum 50mm Rigid PVC conduit;
-
Wiring to be stranded copper with RW90 insulation;
-
Wiring to be colour coded per Canadian Electrical Code (CEC); and
-
Conduit burial depth as per MMCD Standard Drawings.
(d)
Signal wiring and conduit shall include a minimum of 3-53mm RPVC conduits or 2 -78mm
RPVC conduits plus one additional empty conduit across at least 3 legs of the intersection.
Junction boxes shall be provided at each corner of the intersection.
7.19. Uninterruptible Power Supplies (UPSs)
(a)
UPSs are required where traffic signals are interconnected by grade crossing warning systems
as per Transport Canada. UPSs shall be considered where power outages are a concern, or
the intersection is in a high collision or a high-risk area. UPSs are installed in NEMA 3R
cabinets which can be mounted on the traffic controller cabinet or on their own concrete base.
The duration of operation flash period during a power failure will define the UPS size and
number of batteries required. The use of UPS shall be confirmed with the District of
Summerland.
(b)
UPS type and manufacturers are listed on the BC Ministry of Transportation and Infrastructure
Recognized Products List.
7.20. Signs
(a)
Street name signs shall be installed on signal pole arms. Signs can be bolted or banded or
installed with manufactured sign mounting brackets. Signs shall be green background with
250mm high white clear-vue font (alternate colours may be required by the District of
Summerland). Sign sheeting shall be ASTM Type 9. Local jurisdictions may also require
internally illuminated LED signs. Confirm signing with local jurisdiction.
(b)
Other signs mounted on signal poles may include turn restriction signs, lane use signs, one-
way signs, etc. as required by the BC Motor Vehicle Act and defined in the MUTCDC.
(c)
Railway crossing blank-out signs may be required where the signal is near a railway and a
turning movement is restricted during railway pre-emption.
7.21. Drawing Requirements
(a)
Signal design drawings shall show all civil drawing information such as curbs, sidewalks,
property lines, utilities, pavement markings, all physical features that may impact the signal
design, as well as the signal and lighting poles, detector loops, service/control equipment and
wiring. Signal drawings shall fully describe the proposed installation and all electrical and
lighting information. The detailed information required on the drawings shall include, but not be
limited to the following:
District of Summerland
DESIGN STANDARDS
7 - Traffic Signals
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 117 of 124
(i.)
Plan drawings at a scale of 1:250 showing pole locations, signal displays,
pushbuttons, conduit, conductors and cables, advance warning signs, detector
loops, controller, and service equipment. Poles and service equipment shall be
located by station and offset. Conduit shall be located by offset from edge of
pavement or curb and gutter;
(ii.)
Legend and notes;
(iii.)
Details including signal phasing diagram, pole elevations, detector loop table and
wiring diagrams;
(iv.)
Completed lighting Design Criteria Table as per Section 6 - Street Lighting; and
(v.)
List of specific products such as luminaires, poles, anchor bolts and related
hardware, junction boxes, pushbuttons, signals displays, mounting brackets and
hardware, controller and cabinet, service panels, etc. by manufacturer, make and
model number.
(b)
All signal drawings shall be signed and sealed by a Professional Engineer registered with
EGBC.
(c)
Design drawings shall be submitted for approval and where required by the District of
Summerland shall include signed and sealed signal timing sheets. An example timing sheet
template is shown below. The actual timing sheets used shall be obtained from the controller
supplier and they will specify elements specific to their controller which need to be addressed.
District of Summerland
DESIGN STANDARDS
8 - Landscaping
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 118 of 124
8.
Landscaping ................................................................................................................ 118
8.1.
Objectives ......................................................................................................... 118
8.2.
Related Standards ............................................................................................. 118
8.3.
Application of Standard ..................................................................................... 118
8.4.
Landscape Consultant ....................................................................................... 119
8.5.
Landscape Plan ................................................................................................. 119
8.6.
Boulevards ........................................................................................................ 119
8.7.
Medians ............................................................................................................ 119
8.8.
Roundabouts, Traffic Circles and Cul-de-sac Islands ......................................... 120
8.9.
Stormwater Management Facilities .................................................................... 120
8.10. Erosion Control ................................................................................................. 121
8.11. Irrigation ............................................................................................................ 121
8. Landscaping
8.1.
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.
8.2.
Related Standards
(a)
This standard shall be referenced to and integrated with, at minimum, the following:
-
BC Landscape Standard, Current Edition;
-
Canadian Landscape Standard, Current Edition;
-
Okanagan Basin Water Board, Constructed Wetlands for Stormwater Management: An
Okanagan Guidebook;
-
District of Summerland, Official Community Plan, Development Permit Area Wildfire
guidelines;
-
FireSmart BC Landscaping Guide;
-
National Guide to Sustainable Municipal Infrastructure (Canada); and
-
Irrigation Association - Turf and Landscape Irrigation Best Management Practices.
8.3.
Application of Standard
(b)
These standards apply to the following types of Public Lands, where landscaping is proposed in
accordance with Section 5.3:
-
Boulevards;
-
Medians;
-
Roundabouts, Traffic Circles and Cul-de-sac Islands;
-
Recreation Corridors (trails, paths, walkways, etc);
-
Public Access Routes;
-
Stormwater Management Facilities; and
-
Erosion Control.
District of Summerland
DESIGN STANDARDS
8 - Landscaping
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 119 of 124
8.4.
Landscape Consultant
(a)
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. Irrigation drawings and specifications shall be
prepared by a Registered Irrigation Designer.
8.5.
Landscape Plan
(a)
The Landscape Designer shall consider, at minimum, the following criteria:
(i.) The functional relationship of the landscape design to existing and proposed land
uses, utilities, flood patterns, drainage facilities, roads, driveways, and pedestrian
facilities;
(ii.)
Accessibility as it relates to pedestrians, cyclists, and people with limited physical or
visual abilities;
(iii.)
Horticultural use of plant material, including plant suitability, survival rate, growth
habit, size, disease resistance and water demand;
(iv.)
Trees and plant material to be approved by the Director;
(v.)
Appearance of the proposed plant material and site landscape, including
appropriateness, aesthetics, visual screening, and site lines;
(vi.)
Protection of existing trees;
(vii.)
Protection of the natural environment and restoration or enhancement of natural
habitat;
(viii.)
Site drainage, water levels, ponding and overland flow;
(ix.)
Minimization of the opportunity for crime and undesirable behaviour;
(x.)
Minimization of invasive plant material and weed control;
(xi.)
Erosion control;
(xii.)
Habitat control;
(xiii.)
Fire hazard reduction;
(xiv.)
The estimated costs and efficiency of maintenance practices that will be required for
the Public Land; and
(xv.)
Restoration of disturbed areas.
8.6.
Boulevards
(a) Boulevards within public road rights-of-way having an urban cross-section:
(i.)
Street trees will only be required wherever feasible as noted on standard drawings
and as per the Director.
(ii.)
Grass surfaces may be permitted if drought tolerant species specified or irrigation is
provided;
(iii.)
Surfaces located between the back of curb or back of sidewalk may be landscaped;
and
(iv.)
Street trees may only be installed if permitted by the Director.
8.7.
Medians
(a)
Medians may be landscaped.
District of Summerland
DESIGN STANDARDS
8 - Landscaping
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 120 of 124
(b)
Landscaping shall be approved on a site-specific basis.
8.8.
Roundabouts, Traffic Circles and Cul-de-sac Islands
(a)
The following guidelines are the minimum requirements for all Landscape Works and Services
in roundabouts, traffic circles and cul-de-sac islands:
(i.)
The central area may, as lines of sight permit, feature a single specimen tree or a
group of like trees with low groundcovers and/or shrub plantings. Alternatively, in the
downtown core or urban areas may feature public art in place of trees. The selection,
design and placement of public art shall be made in cooperation with the Director;
(ii.)
For landscaped roundabouts, traffic circles and cul-de-sacs a complete and working
automatic irrigation system shall be provided; and
(iii.)
Lighting of trees or public art in a traffic circle shall be provided as required by the
Director.
8.9.
Stormwater Management Facilities
a)
A landscape plan, as per section 8.5 will be prepared and approved by the Director for
bioswale, rain gardens and other similar stormwater management facilities.
8.9.1. Wet Ponds
(a)
Between the normal water level and the top of bank the side slopes shall be naturalized with
low maintenance riparian plantings in 100mm minimum depth growing medium;
(b)
Above the top of bank, the ground surface shall be suitable drought resistant grass on 50mm
depth smooth growing medium, with a maximum slope of 4 (horizontal) to 1 (vertical), except as
required for vehicle access and pedestrian surfaces;
(c)
Shrubs and trees may be selected, planted, and maintained to provide screening, habitat,
shade, and aesthetics as required.
8.9.2. Dry Ponds
(a)
The bottom of dry ponds and infiltration basins shall be suitable drought resistant grass on
50mm depth smooth growing medium.
(b)
Side slopes with a 4 (horizontal) to 1 (vertical) or shallower slope shall have a turf surface on
50mm minimum depth smooth growing medium. Side slopes steeper than 4 (horizontal) to 1
(vertical) slope shall be naturalized with low maintenance riparian plantings in 100mm minimum
depth growing medium;
(c)
Above the design high water level, the ground surface shall be suitable drought resistant grass
on 50mm depth smooth growing medium, with a maximum slope of 4 (horizontal) to 1 (vertical),
except as required for vehicle access and pedestrian surfaces;
(d)
Shrubs and trees may be selected, planted, and maintained to provide screening, habitat,
shade, and aesthetics as required
District of Summerland
DESIGN STANDARDS
8 - Landscaping
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 121 of 124
8.10. Erosion Control
(a)
Land proposed as Public Land where there is evidence of active or historic erosion that may
have maintenance or liability implications for the District shall not be accepted by the District as
Public Land.
(b)
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.
(c)
At the discretion of the Director, the Owner may be required to prepare and submit an erosion
control plan covering some or all the proposed Public Land.
(d)
The Owner is responsible for preventing and controlling erosion, and for restoring sites
impacted by erosion, for the term of the Maintenance Period.
8.11. Irrigation
(a)
An irrigation system shall be designed, installed, operated, and maintained to provide sufficient
application of water to maintain the plants and grass of the landscape works and services in a
healthy and growing condition for the irrigation of Public Land to be maintained by the
Owner(s). If an irrigation system is not required at the time of construction, but will be required
in the future, sufficient design, servicing, and construction shall be performed to enable the
irrigation system to be readily installed, connected, and operated in future. The irrigation
system shall be designed to include backflow prevention per CAN/CSA-B64.10-94
requirements.
(b)
Where Public Land is to be maintained by the District, an irrigation system shall be designed,
operated, and maintained until the end of the Maintenance Period. One (1) metered water
service and one (1) metered electrical service (120 volts, 60 amps) shall be provided for each
park, open space, drainage facility, boulevard, median, roundabout, traffic circle and cul-de-sac
island at a location acceptable to the Director. The service shall include the establishment of
water and electrical service accounts, testing and certification of the backflow prevention
device, a plumbing permit, an electrical permit, and all materials, labour, fees, and utility costs
necessary to provide the service until the end of the Maintenance Period
District of Summerland
DESIGN STANDARDS
9 - Electrical, Communications Wiring and Gas Distribution
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 122 of 124
9.
Electrical, Communications Wiring and Gas Distribution ........................................ 122
9.1.
General ............................................................................................................. 122
9.2.
Electrical ........................................................................................................... 122
9.3.
Communications and Gas ................................................................................. 123
9.4.
Utility Locations ................................................................................................. 123
9. Electrical, Communications Wiring and Gas Distribution
9.1.
General
(a)
The applicant shall furnish all supervision, labour and materials necessary to construct the
works required under the Bylaw. The works shall be constructed in strict accordance with
detailed plans and specifications approved by the Director.
(b)
The Owner must obtain a letter of confirmation from the applicable utility that electrical,
communication, and gas distribution infrastructure have been installed to their satisfaction.
9.2.
Electrical
(a)
Electrical power supply systems and street lighting shall be approved by the Director.
Consulting Engineers retained by the Owner to design the works and services must consult
with the Director to determine what existing information may be of assistance to them.
(b)
The electrical systems must be designed and installed at the Owner's expense, in accordance
with the requirements of the appropriate utility company standards and in accordance with all
applicable Municipal codes and regulations, Provincial Statutes, regulations and/or standards.
(c)
It is standard practice that electrical design plans are prepared prior to design co-ordination
with other utility companies. Details of design such as vertical and horizontal location of service
boxes, size and type of conduits and gas mains, kiosk dimensions and ducting and all wiring
details shall be as per specifications and drawings provided by the Summerland Electrical
Utility and the appropriate telephone, cable, other electrical and gas utilities.
(d)
All wiring for new development shall be installed underground unless alterations to design are
approved by the Director. The power distribution system shall consist of primary distribution
switchgear, primary duct and conductor, transformer, secondary service duct and all related
items for a complete installation.
(e)
Where overhead distribution is permitted, pole and anchor locations must be approved by the
Director and any other affected company. Care must be taken to avoid aerial trespass, or
conflicts with all other utility infrastructure. Plans and agreements for rights of way for anchors,
pad-mounted transformers, etc., must be provided and registered in favor of the appropriate
utility prior to construction.
(f)
Electrical systems must be provided to serve each lot within the subdivision. The location of all
facilities and structures must be in accordance with the engineering drawings as approved by
the District.
District of Summerland
DESIGN STANDARDS
9 - Electrical, Communications Wiring and Gas Distribution
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 123 of 124
(g)
Electrical transformers, junction boxes, vaults and streetlights are normally set at the projection
of a lot line.
(h)
Designs shall eliminate location conflicts with other utilities such as fire hydrants, valves or
splice boxes.
9.3.
Communications and Gas
(a)
Communication wiring, and gas service for each parcel must be designed and constructed in
accordance with this Bylaw.
9.4.
Utility Locations
(a)
Systems of works for electrical, communications wiring and gas distribution systems must be
installed in accordance with the standards required by the particular utility and any applicable
federal and provincial codes.
(b)
All utility work must be installed in alignments as generally indicated on Standard Drawings. It is
the responsibility of the Owners Engineer to coordinate with each utility the actual offsets
required prior to a drawing submission to the District.
(c)
All systems must be designed and constructed so as to fully service all parcels in a subdivision
or development.
District of Summerland
DESIGN STANDARDS
9 - Electrical, Communications Wiring and Gas Distribution
Schedule C
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 124 of 124
10. Standard Drawings ..................................................................................................... 124
10. Standard Drawings
Drawing Name
Drawing Number
Lane (Centre Swale Drainage)
100-1
Lane (Cross Fall Drainage)
100-2
Industrial
100-3
Rural Local
100-4
Urban Local
100-5
Rural Collector
100-6
Urban Collector - no parking
100-7
Urban Collector - parking
100-8
Hillside Local
100-9
Prairie Valley Road
100-10
Lakeshore Drive
100-11
11
District of Summerland
Schedule D CONSTRUCTION SUPPLEMENTARY SPECIFICATIONS
Construction Supplementary Specifications
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 1 of 27
This schedule contains supplemental specifications to be applied in conjunction with the
Specifications of the Master Municipal Construction Document. Both of which shall apply to all
Works and Services Constructed within the District of Summerland.
Supplemental Specifications contained within this Schedule supplement or supersede the Master
Municipal Construction Document (MMCD). Where the District of Summerland Supplemental
Specifications conflict with the MMCD, the District of Summerland Supplemental Specifications
shall take precedence.
Section number and clause numbers in the District of Summerland Supplemental Specifications
coincide with the MMCD numbering protocol.
Table of Contents
SS 01 55 00
Traffic Control, Vehicle Access and Parking
SS 01 57 01
Environmental Protection
SS 03 40 01
Precast Concrete
SS 26 56 01
Roadway Lighting
SS 31 23 23
Controlled Density Fill
SS 32 12 16
Hot Mix and Warm Mix AC Paving
SS 33 11 01
Waterworks
SS 33 11 02
Horizontal Directional Drilling
SS 33 40 01
Storm Sewers
SS 33 44 01
Manholes and Catchbasins
District of Summerland
Schedule D CONSTRUCTION SUPPLEMENTARY SPECIFICATIONS
MMCD Section 01 55 00S TRAFFIC CONTROL, VEHICLE ACCESS AND PARKING
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 2 of 27
GENERAL
Delete 1.0.6 and replace with the following:
The Contractor is responsible for all temporary traffic control required to complete the Work.
The Contractor will be responsible to provide a Traffic Management Plan (TMP) which utilizes
the BCMOTI template for Traffic Management Plans (June 2017) for review and acceptance
by the District (10) ten working days prior to any travel lane closures taking place. TMP is to
be prepared by a qualified professional.
The TMP shall outline the approach to traffic management, show recognition and minimization
of risks indicates signing locations, identify Traffic Control Persons (TCP) stations, show lane
shifting and proposed closures.
The TMP is to be revised and resubmitted as required during the progress of the work.
District of Summerland
Schedule D CONSTRUCTION SUPPLEMENTARY SPECIFICATIONS
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 3 of 27
MMCD Section 01 57 01S ENVIRONMENTAL PROTECTION
1.0 GENERAL
1.2 Temporary Erosion and Sediment Controls
Add 1.2.1.4 as follows:
An Erosion & Sediment Control (ESC) Plan must be prepared by a Certified Professional in
Erosion and Sediment Control. The ESC Plan is to be reviewed by the District prior to the
start of construction. Protection of the site and watercourses to which it drains, directly or
indirectly, against erosion and siltation must be maintained in accordance with the ESC Plan
until the Works are completed or as directed by the Contract Administrator. The Contractor
is responsible for all damage that may be caused by water backing up or flowing over, through
from or along any part of the Work or otherwise resulting from their operations.
Add 1.2.1.5 as follows:
Keep existing culverts, drains, ditches and watercourses affected by the Work clear of
excavated material at all times. When it is necessary to remove or alter any existing drainage
structure, provide suitable alternative measures for handling the drainage. Adequately
support culverts and drainpipes across trenches to prevent displacement and interference
with the proper flow of water due to trench settlement.
Add 1.2.1.6 as follows:
Sweep streets, and clean catch basins, manhole sumps, detention tanks, and maintain
siltation controls as often as the Contract Administrator deems necessary.
1.9 Archeological / Historical Resources
Add 1.9.1 as follows:
Immediately cease work and inform the Contract Administrator, if any archaeological or
historical resources are encountered during construction. Leave these resources in place
and do not disturb them in any way.
District of Summerland
Schedule D CONSTRUCTION SUPPLEMENTARY SPECIFICATIONS
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 4 of 27
1.10
Removal and Disposal of Accumulated Soils
Add 1.10.1 as follows:
Upon completion of construction or at any time during construction where soil accumulates
on public roads, sidewalks, or in drainage systems as a result of construction activity in the
subdivision or development, the Owner must remove and dispose of the accumulated soil.
If the Owner fails to remove or dispose of the accumulated soil within 72 hours of notification
from the District of Summerland, the District of Summerland may remove and dispose of the
accumulated soil at the expense of the Owner.
MMCD Section 03 40 01
PRECAST CONCRETE
2.0 PRODUCTS
2.1 Materials
Add 2.1.2 as follows:
Type 50 (High Sulphate Resistant) concrete to be used for the manufacture of all concrete
products incorporated into this project.
District of Summerland
Schedule D CONSTRUCTION SUPPLEMENTARY SPECIFICATIONS
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 5 of 27
MMCD Section 26 56 01S
ROADWAY LIGHTING
2.0 PRODUCTS
2.1 General
Delete 2.1.2 and replace with the following:
All products supplied to be new, in accordance with Contract Documents. All products are
to meet Canadian Electrical Code requirements and be certified by either CSA, ULC, or
Intertek Testing Systems (Warnock Hersey) and be supplied with the certifier's label.
2.8 Conductors and Cables
Delete 2.8.1 and replace with the following:
Single Conductors: 600V, conductor size (AWG) as noted on contract drawings, stranded
copper or aluminum type with RW90 polyethylene insulation, to conform to CSA C22.2 No.
38, 90 0C and colour coded per CEC.
Add 2.8.5 as follows:
Minimum conductor size to be as follows, unless specified otherwise on Contract Drawings:
.1 No 8 AWG copper or No 6 AWG aluminum for feeder conductors in conduit.
.2 No 8 AWG copper or No 6 AWG aluminum for bond conductors in conduit.
.3 No 12 AWG copper for luminaire conductors in poles
2.14
Luminaires
Revise 2.14.1 as follows:
Luminaires: CSA Approved LED Luminaries with flat faced cut-off lenses.
2.19
Service Panels
Add 2.19.1 as follows:
Type 40A 120/240V, 60A 120/240V roadway lighting and 100A 120/240V combination
roadway lighting / traffic signal, per Contract Drawings to include items listed within the
Section 34 41 13 - Traffic Signals - 2.11.2 and Standard Detail Drawing XXXX.
District of Summerland
Schedule D CONSTRUCTION SUPPLEMENTARY SPECIFICATIONS
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 6 of 27
3.0 EXECUTION
3.3 Concrete Bases
Add 3.3.7 as follows:
All concrete bases shall be pre-cast concrete only.
3.4 Junction Boxes and Vaults
Add 3.4.5 as follows:
All junction boxes shall be provided with RPVC bars to support electrical connections and
fuse holders. The RPVC bars shall be attached into the junction box side walls with the
electrical connections/fuse holders tiewrapped in place and installed in the up-right
position.
3.5 Underground Conduit
Add 3.5.6 as follows:
Conduits shall be blown out with compressed air, from both ends if necessary, then
swabbed with the appropriate size mandrel to remove stones, dirt, water and other
material which may have entered during installation.
Add 3.5.7 as follows:
Conduit shall not be bent in the field. Only factory bends will be accepted.
3.8 Wiring
Delete 3.8.11 and replace with the following:
Bond all luminaires and receptacles with No. 12 RW90 copper green conductor, and steel
junction box lids with No. 8 RW90 copper green conductor.
Add 3.8.12 as follows:
Aluminum conductors shall be spliced with H-Tap compression connections or equivalent.
Spliced connections shall be completed using an anti-oxidant compound complete with split
District of Summerland
Schedule D CONSTRUCTION SUPPLEMENTARY SPECIFICATIONS
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 7 of 27
bolt connector. Spliced connections shall be wrapped with self-fusing rubberized tape and
then completely covered with PVC tape.
3.13
Pole Finish Application
Delete 3.13 and replace with the following:
.1 Pole finish: Hot dip galvanized or powder coat
.2 Power coat colour to be confirmed with District
MMCD Section 31 23 23S
Controlled Density Fill
3.4
Placing
Add section 3.4.9 as follows:
Do not encase pipe or existing utilities in Controlled Density Fill. Pipes are to be bedded with
granular pipe bedding and surround material.
District of Summerland
Schedule D CONSTRUCTION SUPPLEMENTARY SPECIFICATIONS
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 8 of 27
MMCD Section 32 12 16S
Hot Mix and Warm Mix AC Paving
1.0
General
1.6
Inspection and Testing
Add section 1.6.3 as follows:
Sampling and testing for thickness determination shall be in accordance with ASTM D2726-17.
Core samples shall be trimmed prior to laboratory testing.
2.2
Mix Design
Delete sections 2.2.1 and 2.2.2 and replace with the following: ‡
.1
Submit job formula to Contract Administrator for review and approval. The mix design
shall identify HMA or WMA. In addition to the regular information provided in the mix design the
mix design for Warm Mix Asphalt shall include the following:
.1
WMA technology and/or WMA additives information.
.2
WMA technology manufacture's established recommendations for usage.
.3
WMA technology manufacturer's established target rate for water and
additives, the acceptable variation for production, and documentation
showing the impact of excessive production variation.
.4
Temperature range for mixing.
.5
Temperature range for compacting.
.6
Asphalt binder performance grade test data over the range of WMA
additive percentages proposed for use.
Add sections 2.2.3.3.5 and 2.2.3.3.6 as follows: ‡
.5
Percentage of RAP used shall be stated in the mix design report.
.6
Minimum Tensile Strength Ratio (TSR): 80 for mix design with RAP content.
District of Summerland
Schedule D CONSTRUCTION SUPPLEMENTARY SPECIFICATIONS
District of Summerland - Subdivision and Development Servicing Bylaw No. 2022-042
Page 9 of 27
MMCD Section 33 11 01S
WATERWORKS
2.0 PRODUCTS
2.2.1 Mainline Pipe, Joints and Fittings
Add 2.2.1.3 as Follows:
Wrap: Ductile iron pipe to be installed with a polyethylene encasement conforming to AWWA
C104.
2.6 Hydrants
Delete 2.6.2 and replace with the following:
Colour: All hydrants are to be painted red in accordance with the standard drawings.
3.6 Pipe Installation
Amend 3.6.1 to include the following:
All pipe to be delivered from manufacturer with weatherproof plugs/bagging to prevent contamination
while being delivered and during storage. Pipe to remain this way until placed into trench and
installed.
3.12
Hydrants
Delete 3.12.6 and replace with the following:
For hydrants not in service, place an orange bag over the entire hydrant, secured at the bottom
with tape and labeled in black "Not In Service". Remove bag once the watermain has been
accepted by the District.
3.17 General Procedure Flushing, Testing and Disinfection
Delete 3.17.2 and replace with the following:
Perform all tests in presence of Contract Administrator or a designated representative. Notify the
Contract Administrator 24 hours in advance of proposed test. Upon satisfactory completion of the
testing and disinfection, and prior to allowing the main to be used for active service, the Contract
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Administrator shall provide the Owner with written certification that the flushing, testing and
disinfection has been performed in accordance with AWWA, MMCD, and District of Summerland
requirements, and has been substantiated with Total and Fecal Coliform results of zero colonies per
100 ml.
3.23 Connections to Existing Mains
Delete 3.23.1 and replace with the following:
Contractor to complete tie-ins for the District water system in the presence of District Personnel and
after appropriate District approvals are obtained. For watermains, the District Engineering
Technologist must approve the successful pressure testing, chlorination and flushing prior to
authorizing the Contractor to proceed with the tie-in. The Contractor will coordinate with District staff
to open and close existing water valves.
Add 3.23.2 to 3.23.5 as follows:
.2 The Contractor will be responsible for notifying all affected parties as per the requirements of
Section 01535 1.14 Public Notices.
.3 The District of Summerland Public Works staff will be responsible for opening and closing
any existing mainline water valves.
.4 Proposed works required for tie-ins shall be disinfected by swabbing in accordance with
AWWA C-651 followed by line flushing immediately after installation work is complete and
placed back into service.
.5 All pipes, fittings, couplings, miscellaneous materials and sufficient equipment and labour
shall be made available at the tie-ins to ensure the tie-in can be completed within the
maximum duration of water service disruption permitted.
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Add Section SS 33 11 02 as follows:
SS 33 11 02
Horizontal Directional Drilling
1.0 GENERAL
.1 The scope of the Work consists of furnishing all equipment, labor, tools, and
materials to install an HDPE forcemain as shown on the Drawings using the
horizontal directional drilling method of pipe installation.
1.1
RELATED WORK
.1
Sanitary Forcemains
Section 33 34 01
.2
Excavating, Trenching and Backfilling
Section 31 23 01
1.2
Definitions
.1
Horizontal Directional Drilling (HDD) - Horizontal directional drilling is a
process whereby a steel pilot string is drilled along the centerline of the desired
pipe pathway from an entry point at the surface to an exit point also at the
surface. The pilot string alignment and grade can be controlled during installation.
Upon completion of the pilot drill work, the drill rod head is fitted with a back
reamer to which a welded pipe string is attached and the whole assembly is
pulled back into the ground towards the original entry point. Any pipe depth can
be selected consistent with the allowable radius of curvature of the pilot string
and the pipe.
1.3
Submittals
.1
Two weeks prior to commencing the work, Contractor shall submit a detailed
installation plan to the District for review. The plan shall include a detailed plan
and profile of the bore to be plotted on a scale no smaller than 1:500 horizontally
and 1:100 vertically. This plan must also include calculations showing
anticipated maximum pipe stresses during pulling, required drilling fluid
pressures, and safety factors for potential drilling fluid excursions. At a minimum
the plan will provide:
.1
Ground entry angle measured from horizontal is 5 - 18 degrees.
Contractor has the option to decide precise angle of entry necessary to
install pipe within alignment parameters shown on the Drawings.
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Contractor also has the option of excavating an inclined base to allow
drill head entry at an angle steeper than specified up to 20 degrees
maximum.
.2
Ground exit angle measured from horizontal is 0 - 15 degrees. The
Contractor has the option to decide precise angle of exit necessary to
install pipe within alignment parameters shown on the Drawings.
.3
Ground exit point shall be plus or minus 0.5m on either side of the
centerline of the pipeline as shown on the Drawings.
.4
Profile of drilled section.
.5
Radius of curvature of the drilled hole not to be less than 75 m.
.6
Maximum pulling force to be exerted on the pipe during pullback for the
pipe to be provided and shall not exceed manufacturer's limits.
.7
Layout of rollers or dirt berms under exposed pipe during pullback.
Define maximum spacing between rollers.
.8
The bending radius of exposed pipe entering the ground during pullback
shall not be less than 75 m.
.9
Drilling fluid shall be bentonite based and its composition shall be
submitted to the Consultant for review prior to use. No fluid shall be used
that does not comply with current environmental regulations.
.10
Copies of sonde logs created as part of construction as well as a figure
showing the pipe alignment as constructed.
.11
The Contractor will submit description of buoyancy control plan for pipe
that is installed within the water table.
.12
Emergency frac-out response and contingency plan in accordance with
the provisions of Fisheries and Oceans Canada's Operational Statement
for High Pressure Directional Drilling.
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PRODUCTS
2.1
Pipe
.1
High-density polyethylene solid wall pipe to be used in this project shall comply
with ASTM D 3350 and ASTM F 714. Pipe will be 50mm OD, PE4710 DR 11,
HDPE pipe with carbon black additive for environmental stress corrosion
resistance. Pipe and fittings shall be made from HDPE compounds conforming to
ASTM D 3350, Cell Classification 345434C, D, and E.
.2
At installation, HDPE materials shall not be more than 6 months old from date of
manufacture.
2.2
Fittings and Other Materials
.1
Fittings and other materials for use with the HDD method shall be as specified in
Section 33 34 01 - 2.2, Pipe. Fittings and all other material shall be compatible
with proposed distribution system improvements tie-in points shown on the
Drawings. No materials other than those specified shall be incorporated in the
construction without prior written approval of the Consultant.
2.3
Pipe Drilling Lubricants
.1
Drilling lubricants shall be bentonite based and its composition shall be submitted
to the Consultant for review prior to use. No fluid shall be used that does not
comply with current environmental regulations.
2.4
Equipment
.1
The Contractor shall use a horizontal directional drilling machine with sufficient
pullback capability to install a 50mm OD HDPE pipe between beginning and end
points as shown on the Contract Drawings.
.2
The equipment shall include drill heads, reamers, swabbing heads and other
tooling that is suitable for the soil conditions as described in the geotechnical
information contained in the Reference Materials section.
.3
All equipment shall be capable of completing the Work within the constraints and
staging allowances as defined by the existing roadway and Construction Permits
issued for this project. No equipment shall damage or otherwise harm existing
utilities or other infrastructure. Any damage to these facilities or to private
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property, either accidental or as a consequence of agreed to and approved land
infringement for purposes of performing the work, shall be repaired promptly by
the Contractor at the Contractor's expense following completion of the Work.
2.5
Welding Specifications
.1
A certified technician will perform welding by fusion. ASTM D 2657, Standard
Practice for Heat-Joining Polyolefin Pipe, as well as HDPE pipe manufacturer's
instructions and recommendations shall apply. It shall be the Contractor's
responsibility to ensure that each fusion weld meets minimum strength and
integrity suitable to withstand tensile pulling and bending forces expected to be
exerted on the pipe string during pullback.
The Contractor shall make use of a commercially available fusion weld
monitoring system to record fusion weld data for each fused joint so that remedial
action can be taken immediately if the joint is shown to not have been welded
properly. Fusion weld data shall be provided to the Consultant on a daily basis.
2.6
Pipe Storage and Handling
.1
HDPE pipe shall be properly stored and handled to prevent damage in
accordance with the manufacturer's recommendations. Damage is described as,
but is not limited to, gouging, abrasion, flattening, cutting, puncturing, or ultra-
violet (UV) light degradation. Thorough inspection of the pipe materials shall be
performed and recorded by the Contractor prior to installation.
2.7
Repair and Rejection
.1
HDPE pipe may be repaired for minor superficial damage. Damaged pipe which
has been penetrated over 10% of the wall thickness at either the inner or outer
wall surface, shall be repaired by cutting out the damaged section and replacing
it with new pipe. All repair methods shall be submitted to the Consultant for prior
approval. HDPE pipe shall be inspected for damage immediately prior to
installation. If pipe is found to be superficially damaged, the Consultant may
reject it. Rejected pipe shall be replaced with a new section of pipe.
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EXECUTION
3.1
General
.1
The work shall include, but not be limited, to the following:
.1
The Contractor shall supply and install the horizontally drilled forcemain in
accordance with minimum requirements identified on the Drawings and in
this Section. The Drawings show the desired beginning and end points for
the installed sections of pipe. The Contractor shall identify the minimum
space required at the pipe entry pit, pipe staging area and pipe exit point
to achieve the desired start and end points for the casing pipe while
complying with minimum requirements identified on the Drawings and in
this Section. A profile has been included which shows all known existing
utilities, pipes, structures, equipment and foundations overlying the
desired pipe routes. This profile is representative only and may not
indicate all structures, pipes and features that are present.
3.2
Contractor's Responsibilities
.1
The Contractor shall provide all materials, labor, tools and equipment necessary
to complete the casing pipe installation and provide adequate protection of the
Work.
.2
Personnel Requirements
.1
All personnel shall be fully trained in their respective duties as part
of the directional drilling crew and in safety.
.2
All personnel involved with pipe fusion shall have a current fusion
ticket (obtained or renewed in the last 12 months) and shall be
qualified by the Pipe Manufacturer to fuse the type and size of pipe
being used. Two sample fusions under field conditions shall be
performed and witnessed by the Consultant. If the sample fusions
do not meet the Owners requirements, the Owner reserves the right
to reject the use of these personnel on the contract and have them
replaced by others who are able to perform two sample fusions to
the Owner's satisfaction.
.3
The Contractor shall employ his best efforts to maintain the pipe alignment in
accordance with the minimum requirements identified on the Drawings and this
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Section. This will include alignment changes in the drill bore if it deviates from the
specified route.
.4
The Contractor shall comply with provisions of all permits secured by the Owner
for construction of the pipeline.
.5
The Contractor shall supply storage tanks of sufficient capacity to contain and
transport the residual drilling fluids produced by the drilling activities. The
Contractor will also ensure that all return fluids during drilling operations are
contained in suitable drilling entry and access pits. The Contractor shall be
responsible for cleaning up all drilling fluids lost through spillage or excursions
(hydraulic fracture or "frac-outs") during drilling operations. The Contractor shall
take special care in monitoring and controlling lubricant pressures and volumes
to prevent frac-out as the drill head and reamer enter and exit the end pits at both
ends of the pipe run.
.6
The Contractor shall promptly remove from the project site and properly dispose
of all drilling fluids and associated cuttings to a suitable disposal site designated
by the Contractor following completion of the pipe installation.
.7
If the pipe becomes stuck in the drill hole during pullback and cannot be
recovered in whole or in part, Contractor shall seal the pipe and existing drill hole
and repeat efforts to achieve a successful drill beginning with a new pilot hole.
Contractor shall bear all costs connected with supplying replacement pipe string
as required and installing it per the Contract Documents.
.8
The Contractor shall employ a wired sonde behind the drill head to generate a
locator signal for the drill operator. The Contractor may encounter magnetic
signal interference along the pipeline alignment caused by soil composition or
nearby operating equipment. If magnetic signal interference is encountered, the
Contractor shall be prepared to install a surface magnetic grid to generate a
backup locator signal of suitable strength during installation of the drill and pipe
strings.
.9
The Contractor shall furnish to the Consultant a copy of each drilling day's
original computer printout of the drill head location during the drilling operation at
a maximum spacing of 10 m and an as-built drawing of the horizontally drilled
section showing the "x", "y" and "z" coordinates of the final location of the
pipeline. The maximum distance between coordinate points shall be 10 m.
Contractor shall furnish the as-built drawing within 30 days following project
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completion. The as-built drawing shall have a minimum horizontal scale of 1:500
and a minimum vertical scale of 1:100. The survey coordinate points shall also
be in table form on the as-built drawing.
.10
The Contractor shall supply all utility services he requires at the site such as
compressed air, fuel, DC grid power source, electric power, shelter from
weather, pipe joint fusion power, etc.
3.3
Owner's Responsibilities
.1
The Owner shall indicate a staging area for the horizontal directional drilling
machine and all related equipment necessary for completion of the Work.
.2
The Owner shall indicate a pipe string assembly and laydown site to be used to
store unassembled pipe segments and stage assembly of pipe strings.
.3
The Owner retains the right to employ independent quality assurance services as
required to ensure quality execution of the work.
.4
Contractor to supply water as required for the purpose of pipe buoyancy, pipe
testing, wash down and cleanup.
.5
The Owner shall provide temporary workspace for the drilling sites. Contractor
shall be responsible for paying for any damage caused by their equipment and
activities and restoring the working areas.
3.4
Receiving, Storing and Handling Materials
.1
The pipe will be stored in the open in a suitable area as per the manufacturer's
recommendations. All materials purchase and handling will be the responsibility
of the Contractor. This includes off-loading, transporting into storage,
assembling and transporting from storage to the work area.
3.5
Safety
.1
All work performed under this Contract shall be done in accordance with
applicable Federal and Provincial safety standards.
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3.6
Pipe Installation
.1
The Contractor shall install the specified pipe by the horizontally drilled,
directionally controlled method of construction in accordance with the minimum
requirements identified on the Drawings and in this Section. The exact method
and techniques for completing the directionally drilled installation will be
determined by the Contractor, subject to the requirements of the Contract
Documents.
.2
The Contractor will at all times provide and maintain instrumentation that will
locate accurately the pilot hole and measure drilling flow pressures and
discharge rates. The Owner shall have access to these instruments and their
readings at all times.
3.8
Drilling Mud and Cuttings
.1
The Contractor shall dispose of all recovered drilling fluid and cuttings. The
Contractor is responsible to find a suitable disposal location. All removal and
disposal activities shall meet current environmental regulations and permit
requirements. All collection and transportation costs for disposal shall be borne
by the Contractor.
.2
Inadvertent drilling fluid excursions or frac-outs other than at the entry and exit
pits shall be minimized. The Contractor shall contain and clean up all drilling fluid
excursions promptly.
3.9
Pressure Testing
.1
Pipe Pre Test - Following assembly into a continuous string, the pipe shall be
tested hydrostatically to 40 psi for a minimum duration of 5 hours in accordance
with ASTM F2164-13 without leakage prior to pullback. Contractor to supply
water for pressure testing. Pipe may be tested hydrostatically while on skids or
rollers. If the Contractor decides to test the pipe on skids or rollers, they shall
follow the pipe manufacturer's recommendations. All continuous HDPE pipe
strings shall be pre-tested before installation.
.2
Pipe Post Test - See 3.20
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3.10
Pre-Reaming and Pullback
.1
Pre-reaming for all pipe strings shown on the Drawings shall be conducted at the
discretion of the Contractor.
3.11
Reaming
.1
Size and type of reamer for all pipe strings shown on the Drawings shall be
selected at the discretion of the Contractor.
3.12
Swabbing (optional)
.1
At the Contractor's option, the finished reamed bore can be swabbed to confirm
that it is open and ready for pipe. A suitable swabbing tool will be selected
consistent with soil composition along the bore route.
3.13
Pulling Loads
.1
The Contractor shall be responsible for determining pulling loads required for his
method of installation. Such loads shall be minimized to prevent failure of the
pipe string during installation. A load cell between the reamer and the pipe is
recommended to monitor pulling loads in real time during pipe installation.
3.14
Torsional Stress
.1
A swivel connection shall be employed between the pipe and the reamer (and
back reamer, if applicable) to eliminate torsional stress on the pipe.
3.15
Buckling Stress
.1
The Contractor shall fill the underground portion of the pipe during pullback to
prevent buckling and reduce buoyancy.
3.16
Exposed Pipe String
.1
The exposed pipe string shall be supported on rollers, skids or soil mounds as
appropriate to reduce friction resistance and pipe damage.
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3.17
Pull Section Length
.1
If space allows the pipe string shall be installed in one continuous pull with no tie-
in welds. If staging space is not available, tie-in welds must be minimized.
3.18
Over-Pulling
.1
After the pipe string has been pulled into the reamed borehole, the pipe shall be
pulled so that 3.5m of pipeline is exposed on the end of the bore.
.2
At Owner's discretion the new pipe string can be pulled to a point beyond the
eventual underground tie-in point at the existing underground forcemain.
3.19
Post-Testing
.1
Following installation of the pipe string, pressure test pipe to 80 psi for a minimum
duration of 5 hours in accordance with ASTM F2164-13.Contractor shall provide
all materials necessary to facilitate pressure test of forcemain.
3.21
Alignment and Grade
.1
The installed pipe shall be surveyed at all exposed points. The collected data
shall be recorded in the Contractor's field book and marked on the as built record
Drawings.
3.22
Flushing
.1
Flush forcemain prior to connection to existing piping.
3.23
Work Completion
.1
If the directionally drilled pipe is not installed or the Contractor abandons the
effort, the Contractor shall forfeit all payment for the applicable item.
.2
Completion and successful testing of the approved pipeline shall entitle the
Contractor to full payment for all Work.
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3.24
Inadvertent Returns of Drilling Fluids During HDD
.1
General
An inadvertent hydraulic fracture (a.k.a. frac-out) is considered "reportable" to the
Environmental Monitor when:
the inadvertent release occurs in or close to sensitive aquatic or terrestrial
receptors, or
onto land and the release is in excess of 2 m3 within the right-of-way, or
any size of release outside the right-of-way that may cause, is causing or
has caused an adverse effect.
Depending on the circumstances of the inadvertent release, the Contractor shall
immediately report the release to the Environmental Monitor, any affected land
owners or public.
.2
Inadvertent Release Response in Water
.1
The Contractor is to stop the drilling operations immediately.
.2
The Contractor is to contain the drilling mud and prevent further migration
into a water body. In the case of an instream release, the downstream
movement of drilling mud should be prevented if possible by isolating the
release point or diverting higher velocities around the release.
.3
The Contractor will immediately notify the Consultant and Environmental
Monitor who will immediately contact the appropriate regulatory
authorities.
.4
The drilling mud must be cleaned up immediately by the Contractor, if
conditions allow, and disposed of as per local BC and Federal
requirements. If the potential exists for greater environmental impact due
to the clean-up process then the presence of the drilling mud, the
Environmental Monitor should be notified if clean-up of drilling mud is not
to be conducted immediately and the rationale for the delay should be
provided. If the drilling mud has entered a water body or could enter a
water body, a qualified aquatic environment specialist (QAES) should
determine the appropriate actions to be taken and schedule of activities.
.5
Drilling activities will not be resumed until a site-specific drill continuance
plan and monitoring program have been approved by the Owner. A third
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party drilling or geotechnical consultant may be needed to review and
assess the drill continuance plan.
.6
Prepare a report summarizing the events leading up to the release as
well as measures taken following the release to minimize impacts on the
environment. Submit the report to the Consultant within 7 days.
.3
Inadvertent Release Response on Land
.1
The Contractor is to stop all operations immediately.
.2
The Contractor is to contain the drilling mud and prevent further migration
using berms, sandbags or other appropriate structures or materials.
Where appropriate, use vacuum truck or mud/trash pumps to recover
fluids and drilling mud.
.3
The Contractor will immediately notify the Owner who will determine if the
release is reportable (see General section for definition of reportable
inadvertent release) and, if reportable, contact the applicable regulatory
authorities.
.4
The drilling mud must be cleaned up immediately by the Contractor
and/or drilling mud disposal Contractor if conditions allow and disposed of
as specified by the Consultant.
.5
An assessment may be necessary in the unlikely event that the potential
exists for greater environmental impact due to the clean-up process than
the presence of drilling mud. The Consultant and the Environmental
Monitor shall be notified of an assessment.
.6
Drilling activities will not be resumed until a site-specific drill continuance
plan and a monitoring program have been approved by the Consultant. A
third-party drilling or geotechnical consultant may be needed to review
and assess the drill continuance plan.
.4
Drill Continuance Plan
.1
Collectively the Owner, Contractor and appropriate regulatory agencies
should determine the drill continuance plan. Depending on the situation
being encountered and the potential impacts to the environment,
specialists (e.g., geotechnical engineers, QAES) may be needed to
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review and assess the plan. The drill continuance plan may include each
of the following five strategies.
.1
Fracture Plugging (Bridging) Agents
In certain types of formations or conditions, fracture plugging
agents (non-toxic) have been utilized with limited success. These
agents include ground pieces of carpet, ground corn husks,
sawdust, bentonite pellets, walnut husks, sealant or other
commercially available products. These are pumped down the drill
hole and left undisturbed for a predetermined length of time where
upon drilling is restarted. If positive circulation is restored, drilling
is continued using the same principles and contingency plans; if
not, drilling is halted.
.2
Down-hole Cementing
If the fracture zone is determined to be too large for the use of
plugging agents, the drill string may be inserted to a predetermine
depth to allow a quick setting cement or thermal resin (non-toxic)
to be pumped down-hole in sufficient quantities to seal off the
problem zone. After setting up, the hole is re-drilled through the
sealed zone. If no further fracturing occurs, drilling is continued
using the same principles and contingency plans; if not, drilling is
halted.
.3
Contain and Control
If the inadvertent release is on land, determined not to be
causing an adverse effect and the surface migration of the drilling
mud can be adequately contained and controlled, then drilling
can continue with the following conditions:
there are no impacts to the environment or other adverse
effects. (i.e., no potential to contaminate surface or
groundwater, third party property damage or safety risks to
the Owner, public or animals);
the area affected by the inadvertent release is minor and
limited to only one spot (affected area is less than 10 m2);
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the surface migration of the drilling mud is adequately
contained (bermed with subsoil or a catch pit excavated);
the contained free drilling mud is adequately controlled
(any free drilling mud migrating to the surface is
immediately and continually removed for the duration of
the remaining drilling phases);
the site is monitored at appropriate periods during the
drilling cycle and the Contractor reduces pump/hole
pressure accordingly in order to maintain control of the
amount of mud being contained (note that some release
points may not need continuous monitoring since they are
only prone to releases during a particular period in the
drilling cycle);
the affected party is notified and permission for continued
drilling is granted;
the plan is discussed with the Environmental Monitor and
their approval is obtained; and
the affected site is mitigated and reclaimed to meet
appropriate requirements.
.4
Partial Hole Recovery
In the event that both of the above procedures are unsuccessful,
down-hole cementing could be used to seal off a substantial
portion of the existing hole back to a point where a "kick-off" can
take place. The drilling is then advanced along a different path
usually at a lower elevation. Again, careful monitoring of drilling
fluids and the drill path will be carried out using the same
principles and contingency plans; if not, drilling is halted.
.5
Hole Abandonment
In the event that none of the above procedures are successful or
considered feasible, the hole will be abandoned, and a re-drill will
be considered at a second location if it can be determined that
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more favorable geotechnical conditions exist, using the same
principles and contingency plans.
3.25
Restoration
.1
After completion of the drilling, the Contractor shall restore entry and access pits
and staging areas to their original condition or as directed by the Contract
Administrator. The Contractor shall clear all work areas of debris and returned
drilling fluid and dispose of same to a location designated by the Contractor.
.2
The Contractor shall promptly repave damaged pavement along established
roads.
.3
The Contractor shall restore any areas where subsidence has occurred due to
drilling activities.
.4
The Contractor shall restore entry and exits pits as soon as the work is
completed.
.5
The Contractor shall restore any areas on private or public property where
incidental damage may have occurred as part of performing the Work.
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MMCD Section 33 40 01S STORM SEWERS
3.0 EXECUTION
3.12 Inspection and Testing
Add 3.12.4 as follows:
The Contractor shall complete CCTV video inspection prior to completing paving works and again
prior to the expiry of the maintenance period. CCTV Video inspection shall be completed for all
gravity mains including service connections.
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MMCD Section 33 44 01S MANHOLES AND CATCHBASINS
2.0 PRODUCTS
2.1 Materials
Modify 2.1.7.1 as follows:
Frame and cover shall conform to ASTM A48 and be designed to withstand, in an adjusted
position, H20 loading, with a 2:1 safety factor prior to the addition of concrete support.
Add to 2.1.7, as follows:
.4
Frame to be adjustable to within 5mm of design elevation and grade.
.5
Support ring must be designed to provide proper alignment of frame and cover
over manhole opening.
.6
Frame to be designed to provide a minimum 25mm gap between support ring
and adjustable frame base for proper placement of concrete and to eliminate
concrete sloughing into the manhole.
.7
All components to be reusable.
Add 2.1.15 (3) as follows:
Support concrete to be non-shrink type, minimum 20 MPa @ 28 days, maximum 10mmØ
aggregate.