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Page i
DISTRICT OF LAKE COUNTRY
BYLAW 1121, 2020
CONSOLIDATED VERSION
(Includes amendment as of April 15, 2025)
This is a consolidated copy to be used for convenience only. Users are asked to refer to the Subdivision and
Development Servicing Bylaw as amended from time to time to verify accuracy and completeness.
Amending Bylaw
Summary of Amendments
Adoption
1161
Delete & replace sec B.1, F.1, N.9, S.1.3, & T.2
July 20, 2021
Add figures B-1 & B-2
Add sec B.9, B.10 & Q.1.4
Delete sec Q.2
1193
Delete sec H.2, H.2.1 & Q.3.1 (r)
October 4, 2022
1228
Delete and replace sec 9.2.
In the entire Bylaw, replacing the words "his",
"her", or "his or her" with the word "their.
Delete and replace the words "direct", "directed"
or "direction" with "require", "required" or
"requirement", in the following sections:
-
G.3.1
-
H.1.2
-
H.1.3 (b)
-
H.1.3 (c)
-
I.6.7
-
I.7.3
-
1.12.1(a)(iii)
-
M.18.4.(a).
Delete definition of "Preliminary Layout Review".
Delete sec B.2.
Delete and Replace sec B.6.2.
Add sec B.6.4.
Delete and replace sec G.1.5.
Delete sec G.1.6.
Delete subsection G.3.1 (m).
Amened title of Table G-1
Delete texts of footnotes 1, 2, 6, and 7.
Delete and replace section G.3.2.
Delete and replace G.3.4.
May 21, 2024
1241
Delete and replace Schedule M
September 3, 2024
1262
Delete and replace subsection T.1.4 Cash in Lieu
January 21, 2025
1269
Definitions deleted, replaced, and added
Delete and replace subsection C.1.2
Delete subsection C.1.3
Table of Contents
ii
Amendments to Table C-1
Delete and replace subsection I.2.1
Add Table I-I-2
Delete and replace table I.4.1
Add subsection I.4.3
Delete and replace schedule J
Delete and replace subsection K.2.1
Delete and replace subsection K.2.3(a)
Delete and replace schedule L
DISTRICT OF LAKE COUNTRY
SUBDIVISION AND DEVELOPMENT SERVICING BYLAW 1121, 2020
TABLE OF CONTENTS
CONSOLIDATED VERSION ......................................................................................................................... i
APPLICATION OF BYLAW .......................................................................................................... 1
GRAMMATICAL ........................................................................................................................ 1
SEVERABILITY ........................................................................................................................... 1
ENACTMENT ............................................................................................................................ 1
SCHEDULES .............................................................................................................................. 1
COSTS BORNE BY OWNER ........................................................................................................ 1
DELEGATION ............................................................................................................................ 2
APPLICATION PROCEDURES ..................................................................................................... 2
OWNER'S ENGINEER ................................................................................................................ 2
MMCD ...................................................................................................................................... 3
DUTY OF CARE.......................................................................................................................... 3
COMPLIANCE ........................................................................................................................... 3
OFFENCE AND PENALTY ........................................................................................................... 4
RIGHT TO ENTER ...................................................................................................................... 4
REPEALS ................................................................................................................................... 4
CITATION .................................................................................................................................. 4
DEFINITIONS ................................................................................................................. 5
APPLICATION REQUIREMENTS ....................................................................................... 9
General .................................................................................................................................... 9
Section deleted by Bylaw 1228, 2024 .................................................................................... 13
Phased Strata or Strata Conversion ....................................................................................... 13
Building Permit ...................................................................................................................... 13
Subdivision ............................................................................................................................. 14
Exemptions ............................................................................................................................ 14
Statutory Rights of Way ......................................................................................................... 15
Construction Contractors ...................................................................................................... 16
Engineering Design Submissions ........................................................................................... 16
Table of Contents
iii
Variances................................................................................................................................ 17
SERVICING REQUIREMENTS ......................................................................................... 18
GENERAL REQUIREMENTS ........................................................................................... 19
Geotechnical Requirements .................................................................................................. 19
Removal of Accumulated Soils............................................................................................... 19
Systems Modelling ................................................................................................................. 19
Test Procedures ..................................................................................................................... 19
Existing Structure or Utility .................................................................................................... 20
Obstructions and Repair ........................................................................................................ 20
Protection from Damage ....................................................................................................... 20
Connection to or use of Existing Works ................................................................................. 20
Flushing .................................................................................................................................. 20
SUPPLEMENTALS TO THE MMCD SPECIFICATIONS ........................................................ 21
General .................................................................................................................................. 21
Supplemental MMCD Tables ................................................................................................. 29
QUALITY CONTROL AND QUALITY ASSURANCE ............................................................. 31
Administration and Design Requirements ............................................................................. 31
DESIGN AND CONSTRUCTION OF HIGHWAYS AND WALKWAYS..................................... 32
General .................................................................................................................................. 32
Classification of Highways ..................................................................................................... 33
Transportation Requirement Assessment ............................................................................. 33
Consistency with Official Community Plan ............................................................................ 35
Local highways ....................................................................................................................... 35
Culs-de-sac ............................................................................................................................. 35
Lanes ...................................................................................................................................... 35
Walkways ............................................................................................................................... 35
Transit Bays ............................................................................................................................ 36
Intersections .......................................................................................................................... 36
Reverse Curves....................................................................................................................... 36
Mailboxes ............................................................................................................................... 36
Road Names, Traffic Signs, and Pavement Markings ............................................................ 36
Appurtenances ....................................................................................................................... 37
Vertical Alignment ................................................................................................................. 37
Design Speeds ........................................................................................................................ 37
Road Crossfall ........................................................................................................................ 37
Road Grades ........................................................................................................................... 37
Vertical Curves ....................................................................................................................... 38
Horizontal Alignment ............................................................................................................. 38
Intersection Design ................................................................................................................ 39
Intersection Grades ............................................................................................................... 39
Subgrade Preparation ............................................................................................................ 39
New Pavement Design ........................................................................................................... 41
Standard Pavement Structures .............................................................................................. 42
Design of Overlays for Existing Pavements............................................................................ 45
Table of Contents
iv
Materials ................................................................................................................................ 45
Testing.................................................................................................................................... 49
Notification ............................................................................................................................ 50
Testing Frequency and Procedures ....................................................................................... 50
Non-Compliance with Specifications ..................................................................................... 51
Penalty for Non-Compliance .................................................................................................. 52
DESIGN AND CONSTRUCTION OF SIDEWALKS, CURBS, GUTTERS, BOULEVARDS AND
LANDSCAPING ............................................................................................................. 54
General .................................................................................................................................. 54
Driveway Access - deleted by Bylaw 1193, 2022 .................................................................. 54
Wheelchair Ramps ................................................................................................................. 54
Barrier Curb Crossing ............................................................................................................. 54
Landscaping ........................................................................................................................... 55
Irrigation ................................................................................................................................ 58
DESIGN AND CONSTRUCTION OF WATER DISTRIBUTION SYSTEMS ................................ 62
General .................................................................................................................................. 62
Capacity of System and Sizing of Water Mains ..................................................................... 62
Domestic Demand Criteria..................................................................................................... 63
Fire Demand Criteria .............................................................................................................. 63
Design Pressures .................................................................................................................... 64
Location and Grade of Water Mains...................................................................................... 64
Services .................................................................................................................................. 65
Blow Offs ................................................................................................................................ 66
Water Sampling Stations ....................................................................................................... 66
Air Valves ............................................................................................................................... 67
Fire Hydrants.......................................................................................................................... 67
Valving ................................................................................................................................... 67
Thrust Blocking ...................................................................................................................... 68
Reservoirs .............................................................................................................................. 68
Pump Stations ........................................................................................................................ 69
Pressure reducing valve (PRV) Stations ................................................................................. 72
Facility Access ........................................................................................................................ 72
Waterworks Approved Materials .......................................................................................... 72
DESIGN AND CONSTRUCTION OF A WATER SUPPLY ...................................................... 73
General ..................................................................................... Error! Bookmark not defined.
Water supply ............................................................................. Error! Bookmark not defined.
Requirements for Wells ............................................................ Error! Bookmark not defined.
Requirements for Surface Water supplys ................................. Error! Bookmark not defined.
DESIGN AND CONSTRUCTION SANITARY SEWER SYSTEMS ............................................ 74
General .................................................................................................................................. 74
Design Flows .......................................................................................................................... 74
Pipe Flow Formulas ................................................................................................................ 75
Minimum Grade ..................................................................................................................... 75
Alignment of Sewer Mains ..................................................................................................... 76
Table of Contents
v
Service Connections ............................................................................................................... 76
Minimum Sewer Main Diameter ........................................................................................... 77
Depth of Cover ....................................................................................................................... 77
Manholes ............................................................................................................................... 78
Hydraulic Losses Across Manholes ........................................................................................ 78
Clean-Outs ............................................................................................................................. 78
Sanitary Lift Stations .............................................................................................................. 79
Operation and Maintenance Manual .................................................................................... 82
Sanitary Force Mains ............................................................................................................. 83
Noise Control Criteria ............................................................................................................ 83
Corrosion and Odour Criteria ................................................................................................ 83
DESIGN AND CONSTRUCTION SEPTIC SYSTEM .............................................................. 84
General .................................................................................................................................. 84
DESIGN AND CONSTRUCTION OF STORM DRAINAGE SYSTEMS ..................................... 85
General .................................................................................................................................. 85
Design Overview .................................................................................................................... 86
Runoff Analysis ...................................................................................................................... 87
Site Design ............................................................................................................................. 92
Minor System ......................................................................................................................... 93
Major System ....................................................................................................................... 105
Detention Facilities .............................................................................................................. 108
Erosions Control ................................................................................................................... 112
Stormwater Quality ............................................................................................................. 113
Pumping Systems ................................................................................................................. 116
DESIGN AND CONSTRUCTION OF SEDIMENT AND EROSION CONTROL SYSTEMS .......... 117
General ................................................................................................................................ 117
Design Criteria ..................................................................................................................... 117
Clearing Limits...................................................................................................................... 117
Cover Measures ................................................................................................................... 117
Perimeter Protection ........................................................................................................... 117
Traffic Area Stabilization ...................................................................................................... 118
Sediment Retention ............................................................................................................. 118
Surface Water Controls........................................................................................................ 118
Drainage, Sediment and Erosion Control Plan..................................................................... 118
Construction within sensitive areas and buffers ................................................................. 118
Maintenance ........................................................................................................................ 118
Final Stabilization ................................................................................................................. 119
DESIGN AND CONSTRUCTION OF STREET LIGHTING .................................................... 120
General ................................................................................................................................ 120
Design Criteria ..................................................................................................................... 120
Decorative Street lighting .................................................................................................... 120
Codes and Standards ........................................................................................................... 121
Permits ................................................................................................................................. 122
Levels of Illumination ........................................................................................................... 122
Table of Contents
vi
Light Loss Factor .................................................................................................................. 122
Pole Specifications ............................................................................................................... 122
Products ............................................................................................................................... 123
Scheduling ............................................................................................................................ 123
Approval ............................................................................................................................... 123
Connection to Utility ............................................................................................................ 123
DESIGN AND CONSTRUCTION OF ELECTRICAL AND COMMUNICATIONS WIRING AND GAS
DISTRIBUTION SYSTEMS ............................................................................................ 124
General ................................................................................................................................ 124
Utility Locations ................................................................................................................... 124
DESIGN AND CONSTRUCTION OF HILLSIDE DEVELOPMENT AREAS .............................. 125
General ................................................................................................................................ 125
Pre-design Report - deleted by Bylaw 1161, 2021 .............................................................. 125
Detailed Design .................................................................................................................... 125
DRAWINGS ................................................................................................................ 130
General ................................................................................................................................ 130
MMCD .................................................................................................................................. 130
As-Constructed Drawings .................................................................................................... 130
Design Drawings .................................................................................................................. 130
Standard Drawings ............................................................................................................... 130
Preparation .......................................................................................................................... 131
Sheet Layout ........................................................................................................................ 131
Dimensions and Units .......................................................................................................... 131
Lettering ............................................................................................................................... 132
Scales ................................................................................................................................... 132
Title Page ............................................................................................................................. 132
Key Plans .............................................................................................................................. 132
Building Envelope Plan ........................................................................................................ 133
Composite Utility Plan ......................................................................................................... 133
Plan and Profile Drawings .................................................................................................... 133
Electronic Drawings ............................................................................................................. 135
FORMS, AGREEMENTS, AND CERTIFICATES ................................................................. 136
Subdivision and Development Servicing Agreement ........................................................... 136
Commitment by Owner and Engineer ................................................................................. 137
Commitment to Design and Field review ............................................................................ 137
Certificate to Commence Construction ............................................................................... 137
Certification of Bylaw Compliance ....................................................................................... 138
Certification of Slope Stability ............................................................................................. 139
Certification of Total Performance ...................................................................................... 139
Maintenance Security Agreement ....................................................................................... 139
FEES AND SECURITY ................................................................................................... 141
Fees and Deposits ................................................................................................................ 141
Fees ...................................................................................................................................... 142
Table of Contents
vii
LIST OF TABLES
TABLE C-1 SERVICING REQUIREMENTS .......................................................................................................... 18
TABLE E-1 SUPPLEMENTAL MMCD SPECIFICATIONS ...................................................................................... 21
TABLE E-2-WATERWORKS APPROVED MATERIALS (MMCD 33 11 01 Section 2.0) ........................................... 27
TABLE E-3-PHYSICAL PROPERTIES FOR GRANULAR SUB-BASE AND CRUSHED GRANULAR BASE COURSE ......... 29
TABLE E-4-SELECT GRANULAR SUB-BASE GRADATION ................................................................................... 29
TABLE E-5-GRANULAR BASE GRADUATIONS .................................................................................................. 29
TABLE E-6-HOT-MIX ASPHALT AGGREGATE GRADATION SPECIFICATION ........................................................ 29
TABLE E-7-SPECIFIED PHYSICAL REQUIREMENTS OF HOT-MIX ASPHALT ......................................................... 30
TABLE E-8-MIXING TOLERANCES ................................................................................................................... 30
TABLE G-1-TYPICAL HIGHWAY CROSS SECTION REQUIREMENTS AND AMENITIES ........................................... 34
TABLE G-2-DESIGN SPEED ............................................................................................................................. 37
TABLE G-3-HIGHWAY GRADES ...................................................................................................................... 37
TABLE G-4-MINIMUM K VALUES FOR VERTICAL CURVE DESIGN (METRES) ..................................................... 38
TABLE G-5-MINIMUM CENTRE LINE RADIUS .................................................................................................. 38
TABLE G-6-CURB RETURN RADII .................................................................................................................... 38
TABLE G-7-INTERSECTION CURVES MINIMUM K VALUES ............................................................................... 39
TABLE G-8-DESIGN CRITERIA FOR LIMITED ADVERSE TOPOGRAPHIC CONDITIONS ......................................... 39
TABLE G-9-MINIMUM ASPHALT AND GRANULAR BASE DEPTH VS DESIGN TRAFFIC ........................................ 42
TABLE G-10-STANDARD PAVEMENT STRUCTURES ......................................................................................... 43
TABLE G-11-EXAMPLE PAVEMENT STRUCTURE 1 ........................................................................................... 44
TABLE G-12-BENKELMAN BEAM CRITERIA FOR OVERLAYS ............................................................................. 45
TABLE G-13-CRUSHED GRANULAR SUB-BASE LIMITS ..................................................................................... 46
TABLE G-14-GRADATION OF CRUSHED GRANULAR AGGREGATE FOR ASPHALTIC CONCRETE .......................... 46
TABLE G-15-TOLERANCE LIMITS .................................................................................................................... 47
TABLE G-16-ASPHALTIC CEMENT .................................................................................................................. 48
TABLE G-17-ASPHALTIC CONCRETE ............................................................................................................... 48
TABLE G-18-ASPHALTIC CONCRETE CONSTRUCTION ...................................................................................... 49
TABLE G-19-CONSTRUCTION NOTIFICATION REQUIREMENTS ........................................................................ 50
TABLE G-20 -PAYMENT ADJUSTMENT FOR NON-COMPLIANCE WITH TOLERANCE .......................................... 51
TABLE G-21-PAYMENT ADJUSTMENT FOR DENSITY NON-COMPLIANCE ......................................................... 52
TABLE I-I-1- DAILY DOMESTIC DEMAND CRITERIA ......................................................................................... 63
TABLE I-2-COMMUNITY WATER SYSTEM DENSITIES ...................................................................................... 63
TABLE I-3- REQUIRED FIRE FLOW .......................................................................... Error! Bookmark not defined.
TABLE K-1-SANITARY SEWER SYSTEM DENSITIES ........................................................................................... 74
TABLE O-1 LEVELS OF ILLUMINATION .......................................................................................................... 122
TABLE Q-1 -HILLSIDE DEVELOPMENT STANDARDS ....................................................................................... 127
TABLE Q-2-HILLSIDE ALIGNMENT DESIGN CRITERIA ..................................................................................... 128
TABLE T-1-MAINTENANCE SECURITY TABLE1 ............................................................................................... 141
LIST OF FIGURES
FIGURE B-1.........................................................................................................................................................................10
FIGURE B-2.........................................................................................................................................................................11
FIGURE G-1 .................................................................................................................................................. 44
FIGURE M-1 ............................................................................................................................................... 101
FIGURE O-1 Bottom Wood Lake/Woodsdale Roads ..................................................................................... 120
FIGURE O-2 Town Centre Road ................................................................................................................... 121
Bylaw 1121, 2020 - CONSOLIDATED 2022-10-04
Page 1
DISTRICT OF LAKE COUNTRY
BYLAW 1121
A BYLAW TO REGULATE THE PROVISION OF WORKS FOR SUBDIVISION AND DEVELOPMENT OF LAND
The Council of the District of Lake Country, in open meeting, enacts as follows:
APPLICATION OF BYLAW
This Bylaw applies to all land, buildings and structures within the geographical area incorporated as the
District of Lake Country.
All works required in this bylaw apply to all Owners who make an application for Subdivision or
Development unless the District determines that the proposed Subdivision or Development does not
require works.
All works required in this Bylaw shall be designed and constructed in accordance with the provisions of
this Bylaw.
GRAMMATICAL
In this Bylaw the singular shall also include the plural, and the masculine shall also include the feminine.
SEVERABILITY
If any part of this Bylaw is for any reason held invalid by any court of competent jurisdiction, the invalid
portion shall be severed and the severance shall not affect the validity of the remainder of this Bylaw.
ENACTMENT
Any enactment referred to herein is a reference to an enactment of British Columbia and regulations
thereto, as amended, revised, consolidated or replaced from time to time.
Any Bylaw referred to herein is a reference to an enactment of the Council of the District of Lake
Country, as amended, revised, consolidated or replaced from time to time.
SCHEDULES
Schedules A through T are attached to and form part of this bylaw and are enforceable in the same
manner as this bylaw.
COSTS BORNE BY OWNER
The Owner shall bear sole responsibility for all costs related to documentation, design, provision of
works and fees or charges required under this Bylaw.
Bylaw 1121, 2020 - CONSOLIDATED 2024-09-03
| Page 2
DELEGATION
The District Engineer is hereby delegated the powers to execute and amend all forms related to this
Bylaw, including:
(a)
Statutory Right of Way;
(b)
Subdivision and Development Servicing Agreement;
(c)
Maintenance Agreement;
(d)
Section 219 Covenant for Onsite Water Treatment;
(e)
Section 219 Covenant for Septic system;
(f)
Drawing Standards Policy; and
(g)
Latecomer Agreements.
Delegation contained with this Bylaw includes the successor, lawful deputy, and any person designated
to act in their place.
APPLICATION PROCEDURES
Under the procedures set out in this Bylaw, if an Owner of land intends:
(a)
to subdivide a parcel of land; or
to develop a parcel of land the Owner must make application to the District for subdivision or
development.
An application must:
(a)
be signed by the Owner of each parcel of land that is the subject of the application or by a person
authorized in writing by the Owner to act as their agent for the purpose of making the application;
(b)
be made in writing on the application forms prescribed by the District;
(c)
include the information required under this Bylaw; and
(d)
be accompanied by the applicable fees.
OWNER'S ENGINEER
Unless exempted by the District Engineer the Owner must retain, at the Owner's sole expense, a
Professional Engineer who shall:
(a)
prepare engineering design drawings in accordance with the provision of this bylaw.
(b)
be responsible for the design, layout, approval of materials, field reviews of installation,
information for and certification of as-built drawings and documents, for all services that are the
responsibility of the Owner under this Bylaw;
(c)
be responsible for coordinating communication between the District and the Owner, the Owner's
Engineer, and the Contractor.
(d)
ensure that the work is performed in accordance with all applicable laws, ordinances, rules,
regulations, codes, Bylaws, and orders of the District or other authorities having jurisdiction.
(e)
ensure all permits, licenses, approvals and certificates required for the performance of the work
are obtained
Deleted and replaced by Bylaw 1228, 2024
9.2
If the Owner's Engineer can demonstrate and certifies that an alternative solution meets the intended
safety, operational and functional objectives set out in the provisions of this bylaw, then, the District
Engineer may permit the alternative solution. Notwithstanding permission granted by the District
Engineer in this section, the Owner and Owner's Engineer retain full responsibility for the alternative
Bylaw 1121, 2020 - CONSOLIDATED 2024-09-03
| Page 3
solution. The District Engineer may require third-party consulting engineer to evaluate the alternative
solution, at the Owner's Expense."
MMCD
MMCD Specifications are hereby incorporated by reference into and form part of this Bylaw.
MMCD Specification provisions shall apply to all works constructed within the District. Where the
provisions contained in this Bylaw are in conflict with the MMCD Specifications, this Bylaw shall
supplement or supersede the MMCD Specifications.
DUTY OF CARE
This Bylaw does not create any duty at law on the part of the District, its Council, District Engineer,
officers, employees or other representatives concerning anything contained in this Bylaw. All works,
services, improvements and all matters required pursuant to this Bylaw are the responsibility of the
Owner and Applicant and all persons acting on their behalf. No approval of any kind, certificate, permit,
review, inspection, or other act or omission by the District or any of its representatives, including any
enforcement, or lack of enforcement of the provisions of this Bylaw shall relieve the Owner and
Applicant and all persons acting on their behalf from this duty pursuant to this Bylaw and shall not
create any cause of action in favour of any person against the District, its Council, District Engineer,
officers, employees or other representatives concerning anything contained in this Bylaw.
COMPLIANCE
No parcel may be subdivided or developed unless the subdivision or development conforms to the
provisions set out in this Bylaw.
The District Engineer or the Building Inspector may issue a compliance order to the Owner or any other
person found to be in contravention of this Bylaw, which may:
(a)
require a person who contravenes this Bylaw to comply with the Bylaw within a time limit
specified in the order;
(b)
include an order to Stop Work or otherwise cease construction or development of works;
(c)
require tests and evidence of proof of materials, equipment devices, construction methods,
assemblies or soil conditions meet the requirements of this Bylaw;
If a compliance order is issued, approval may not proceed until the District Engineer or Building
Inspector is satisfied that the required actions or repairs and any required fees or charges have been
paid;
All costs associated with rectifying non-compliance issues shall be the sole responsibility of the Owner.
If the required actions or repairs, or any part thereof, are not completed in accordance with the
provisions of this Bylaw the District may draw funds from the Letter of Credit and may complete the
works at the expense of the Owner. If there is insufficient security, then the Owner will pay such
deficiency to the District immediately upon receipt of an invoice from the District. The District may do
such work either by itself, or by contractors employed by the District.
Bylaw 1121, 2020 - CONSOLIDATED 2024-09-03
| Page 4
OFFENCE AND PENALTY
Any person who violates any provision of this Bylaw or who suffers or permits any act or thing to be
done in contravention or in violation of any of the provisions of this Bylaw or who neglects to do or
refrains from doing anything required to be done by any of the provisions of this Bylaw, commits an
offence and is liable on summary conviction to a penalty not exceeding Fifty Thousand Dollars
($50,000.00) plus the cost of prosecution.
Each day that the violation continues to exist shall constitute a separate offence
RIGHT TO ENTER
The District Engineer, Approving Officer, and the Building Inspector or their designates shall have the
right to enter upon the property of any Owner or occupier at all reasonable times and in a reasonable
manner for the purposes of inspecting property and declaring whether the property is otherwise not in
compliance with the provisions of this Bylaw
REPEALS
Subdivision and Development Servicing Bylaw 985, 2016, and all amendments thereto, are hereby
repealed in their entirety.
CITATION
This bylaw may be cited as "Subdivision and Development Servicing Bylaw 1121, 2020".
READ A FIRST TIME this 5th day of May, 2020.
READ A SECOND TIME this 5th day of May, 2020.
READ A THIRD TIME this day of, 2020.
ADOPTED this 20th day of October, 2020.
Original signed by James Baker
Original signed by Reyna Seabrook
Mayor
Corporate Officer
I hereby certify the foregoing to be a true and correct copy of the Bylaw cited as "Subdivision and Development
Servicing Bylaw 1121, 2020", as adopted by the Municipal Council on the 20th day of October, 2020.
Dated at Lake Country, B. C.
Corporate Officer
Bylaw 1121, 2020 - CONSOLIDATED 2024-05-21
Page 5
DEFINITIONS
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.
In this Bylaw:
"Applicant" means an Owner of land or their agent duly authorized in writing, who applies for approval to
subdivide or develop that land.
"Approving Officer" means the person appointed as the Approving Officer of the District of Lake Country, or
their designate, appointed pursuant to the provisions of the Land Title Act.
"arterial highway" means a highway where the primary use is to provide connection from collector highways to
other collector highways with limited access from local highways.
"boulevard" means that portion of highway between:
(a) the curb and the adjoining property,
(b) the curb and a separate sidewalk,
(c) the road boundary and the adjoining property, and
(d) the curb lines on the median strips or islands.
does not include curbs, sidewalks, ditches, or driveways.
"Building Inspector" means the person appointed by the District as the Chief Building Inspector or their
designate.
"Certificate of Total Performance" means documentation signed by the District Engineer indicating that total
performance has been achieved and approved in accordance with this Bylaw.
"collector highway" means a highway where the primary use is to provide connection from local highways to
other collector highways and arterial highways while providing limited access to properties.
"community sewer system" means a system of works for the collection, treatment, and disposal of sewage that
is owned, operated, and maintained by the District.
"community water system" means a system of works for the distribution of water and connection to a system
of water works as referred to in Part 2 of the Drinking Water Protection Act which is owned, operated, and
maintained by the District, or a private water utility.
"contractor" means the person, firm or corporation retained by the Owner, directly or indirectly to construct,
erect, or install the works.
"Council" means the elected Council of the District of Lake Country.
"cul-de-sac" means a highway which has only one point of intersection with another highway except for access
by way of emergency access, and that terminates in a vehicle turning area that is to be permanently closed.
"designated integrator" means the company or individual designated by the District to carryout PLC, HMI, and
SCADA programming.
Bylaw 1121, 2020 - CONSOLIDATED 2024-05-21
Page 6
"development" or "developed" means the construction, alteration, or extension of buildings and/or structures
for any use authorized by the Zoning Bylaw that requires issuance of a Building Permit or through an approved
Development Permit, but does not include internal alterations of a building and/or structure where the principal
use of the building and/or structure, or part thereof, is not changing. The altering of land for any use
authorized under the Zoning Bylaw or through an approved Development Permit is considered to be
Development.
"District" means the municipality of the District of Lake Country.
"District Engineer" means the Director of Engineering and Environmental Services for the District of Lake
Country or their designate.
added by bylaw 1269, 2025
"dwelling unit" has the same meaning as the District's Zoning Bylaw
"engineer" means a person who is registered, or duly licensed as such, under the provisions of the Engineers
and Geoscientists Act of British Columbia.
"field reviews" mean such reviews of the works:
(a)
at the site of subdivision or development to which the subdivision application or building permit relates,
and
(b)
where applicable, at the fabrication site where components of the required works are fabricated,
that the Owner's Engineer, in their professional discretion, considers to be necessary in order to ascertain that
the work conforms in all material respects to the design drawings and supporting documents prepared by the
Owner's Engineer and marked, "Reviewed for Construction" by the District Engineer. This will include keeping
record of all site visits and any corrective actions taken as a result thereof.
"final approval" with respect to subdivision, means approval of a subdivision pursuant the Land Title Act and;
with respect to development, means issuance of a Certificate of Substantial Completion.
"frontage" means the width of a parcel measured along the shortest parcel boundary which immediately
adjoins a highway other than a lane or a walkway.
"geoscientist" means a person who is registered, or duly licensed as such, under the provisions of the Engineers
and Geoscientists Act of British Columbia.
"highway" means a public street, road, trail, lane, bridge, trestle, tunnel any other public way or any other land
or improvement that becomes or has become a highway by any of the following:
(a)
deposit of a subdivision, reference or explanatory plan in a land title office under section 107 of the Land
Title Act;
(b)
a public expenditure to which section 42 applies;
(c)
a common law dedication made by the government or any other person;
(d)
declaration, by notice in the Gazette, made before December 24, 1987;
(e)
in the case of a road, colouring, outlining or designating the road on a record in such a way that section 13
or 57 of the Land Act applies to that road;
(f)
an order under section 56 (2) of this Act;
Bylaw 1121, 2020 - CONSOLIDATED 2024-05-21
Page 7
(g)
any other prescribed means;
added by bylaw 1269, 2025
"Infill housing" means Development of four (4) units or less within existing urban areas serviced by municipal
infrastructure
"local highway" means a highway where the primary use is to provide access to properties while providing
limited access to other local highways and collector highways.
"lane" means a highway intended to provide secondary access to parcels of land.
"minimum building elevation" means the elevation of the underside of the lowest floor in a building or if lower,
the lowest floor elevation in a crawl space.
"MMCD" means the Master Municipal Construction Specifications, 2009 Platinum Edition Volume II, prepared
by the Master Municipal Construction Document Association as amended from time to time.
Definition of "offsite" deleted by Bylaw 1269, 2025
Definition of "onsite" delete by Bylaw 1269, 2025
added by Bylaw 1269, 2025
"Onsite Water Supply" means a way of providing water to a property through any method other than a
Community Water System, as defined herein.
"Overhead wiring" means the installation of above ground electrical and communication wiring usually installed
from pole to pole.
"Owner" means, in respect of real property, the person registered as an Owner of an estate in fee simple, the
tenant for life under a registered life estate, or the registered holder of the last registered agreement for sale,
and includes their agent duly authorized in writing.
"Owner's Engineer" means the engineer or firm of engineers engaged by the Owner to design and prepare
engineering drawings for a subdivision or development and to co-ordinate all design work and quality
assurance/quality control required for the works under the provisions of this Bylaw.
"parcel" means any lot, block, or other area in which land is held or into which land is subdivided but does not
include a highway.
Preliminary Layout Review definition deleted by Bylaw 1228, 2024.
"private water utility" means a water utility operated under the authority of the Comptroller of Water Rights.
"repair(s)" means restore to original or new condition.
"reviewed for construction" means documents, including construction drawings that have been reviewed by the
District and stamped as such.
"road" means the portion of the highway that is improved, designed, or ordinarily used for vehicular traffic and
excludes the road shoulder.
Bylaw 1121, 2020 - CONSOLIDATED 2024-05-21
Page 8
Definition of "Sewerage System" deleted by Bylaw 1269, 2025
added by Bylaw 1269, 2025
"Septic System" means a privately owned, onsite wastewater disposal system. Septic Systems are wholly
regulated by the Province of British Columbia.
"sidewalk" means a concrete-surfaced pedestrian walkway.
"steep slopes" means lands in their natural state that have a slope angle of 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 are 0.5 hectares or greater in size, and where 10% or
greater of the parent property contains slope of more than 20%.
"storm drainage system" means a system of works designed and constructed for the collection, direction,
storage, treatment and disposal of stormwater, snow melt and/or ground water.
"stormwater" means water resulting from natural precipitation, groundwater that has surfaced, and water from
street cleaning.
"street lighting" means single or double davit or ornamental streetlights serviced by underground or overhead
wiring.
"subdivision" means a subdivision as described in the Land Title Act.
"substantial performance" means the stage of completion of works, certified by the Owner's Engineer when:
(a)
all portions of the works are ready for use or are being used for the intended purpose; and
(b)
the total of the incomplete, defective and deficient works can be completed at an estimated cost of no
more than 3% of the total value of the works.
"surveyor" means a person entitled to practise as a land surveyor under the Land Surveyors Act in the province
of British Columbia.
"total performance" means the stage of completion of the works, certified by the District Engineer when all
works including deficiencies have been completed in accordance with this Bylaw.
"Transportation for Tomorrow" means the District's Transportation for Tomorrow Plan as adopted by Council
and amended from time to time.
"underground wiring" means electrical and communications wiring installed underground in ducts or by direct
bury with an alignment approved by the service provider.
"walkway" means a highway intended for pedestrian and non-motor traffic save and except for maintenance
vehicles, emergency vehicles, and conveyances used by persons with disabilities.
amended by Bylaw 1269, 2025
"Water Distribution System" means a network of infrastructure that delivers water from a source to end users,
ensuring sufficient water pressure and storage capacity to support firefighting needs as required by this Bylaw.
Definition of "water source" deleted by Bylaw 1269, 2025
Definition of "water supply" deleted by Bylaw 1269, 2025
Bylaw 1121, 2020 - CONSOLIDATED 2024-05-21
Page 9
"work(s)" means infrastructure and services and includes highways, sidewalks, boulevard, boulevard crossings,
transit bays, street lighting, wiring, water distribution systems, walkways, roads, sewage collection and disposal
systems, drainage collection and disposal systems, paving, curbs and gutters, and such other infrastructure,
systems and any other improvements required to be constructed, erected, or installed, both onsite and offsite,
under the provisions of this Bylaw.
"zone" means an area created by the District Zoning Bylaw.
APPLICATION REQUIREMENTS
General
Section B.1 deleted and replaced by Bylaw 1161, 2021
An Applicant for a subdivision or development may request a pre-application meeting prior to
submitting an application under this Bylaw.
The Owner's Engineer shall ensure that all inspections and testing are carried out in accordance
with the provisions of this Bylaw.
Figures B-1 and B-2 summarize the steps for completing the works and services required under
this Bylaw.
It is the Applicant's responsibility to ensure that the requirements, regulations, and approval
procedures of all agencies are met. Where the standards and specifications of other agencies
having jurisdiction conflict with this Bylaw, the more stringent standards and specifications shall
apply.
Bylaw 1121, 2020 - CONSOLIDATED 2024-05-21
Page 10
Figures B-1 and B-2 added by Bylaw 1161, 2021
FIGURE B-1 Subdivision and Development Servicing Process
Bylaw 1121, 2020 - CONSOLIDATED 2024-05-21
Page 11
FIGURE B-2 Works and Services Application Process
Bylaw 1121, 2020 - CONSOLIDATED 2024-05-21
Page 12
FIGURE B-2 Works and Services Application Process continued
Bylaw 1121, 2020 - CONSOLIDATED 2024-05-21
Page 13
Section deleted by Bylaw 1228, 2024
Phased Strata or Strata Conversion
Applications for approval of a phased strata plan declaration or strata conversion must be
accompanied by applicable fees in accordance with District Bylaws.
Building Permit
An Owner of a parcel who applies to develop land must submit a Building Permit application in
accordance with the Building Bylaw.
The Building Inspector may impose conditions on the approval of a Building Permit required in
connection with the development, including, but not limited to a Subdivision and Development
Servicing Agreement.
If works are required for a Building Permit application:
on a highway immediately adjacent to any parcel being developed up to the centre line of the
highway and
on the parcel itself,
the Owner must provide the works that are required to be provided under this Bylaw.
If required, a grant or charge over land on which the works are located shall be provided to the
District in a form required, in priority over liens, charges and encumbrances, and executed in
registerable form. The grant or charge may include a highway dedication, statutory right of way,
highway reservation, permit or license, as required by the District.
The District Engineer, in their sole discretion, may approve the issuance of a building permit in
advance of the offsite work having been completed provided that a valid servicing agreement, with
security for works, is in place and that the signatories to the servicing agreement and building
permit are one and the same.
For a partial or phased development, the Owner shall:
construct a percentage of the offsite work proportional to the percentage of the site being
developed, or
provide cash in lieu in accordance with this Bylaw
In addition to design drawings required by the Building Bylaw, the Owner must submit design
drawings prepared by an engineer to the District Engineer for approval, identifying:
the works to be constructed on the parcel being developed; and on the highway abutting the
parcel; and
the intended connection of onsite works to offsite works.
The construction, installation, and connection of all works must conform to:
the design drawings marked, "Reviewed for Construction", and initialed by the District Engineer;
and
the provisions of this Bylaw and all other Bylaws of the District.
Bylaw 1121, 2020 - CONSOLIDATED 2024-05-21
Page 14
Subdivision
An Owner of a parcel who applies for subdivision:
on a highway immediately adjacent to the parcel up to the centre line of the highway, and
on the parcel itself,
must provide the works that are required to be provided under this Bylaw.
No works shall be required on highways immediately adjacent to the frontage of a proposed
remainder parcel that has potential for further subdivision under the existing zoning designation.
The construction, installation, and connection of all works must conform to:
the design drawings marked, "Reviewed for Construction" and initialed by the District Engineer,
and
the provisions of this and all other District Bylaws.
Exemptions
Boundary Adjustment Subdivisions involving lands that have been:
developed with a permitted use;
appropriately serviced; and
do not create additional parcels,
shall not be subject to the requirements of this Bylaw except:
unprotected or existing services shall be protected by way of easement or statutory right-
of-way, or relocated as required by the District Engineer;
parcels currently serviced with on-site sewage disposal shall provide confirmation from a
qualified professional that the existing system is satisfactory for its intended purpose;
lots served by other than a water distribution system shall adhere to the applicable water
source design and construction requirements of this Bylaw;
where connection to a community sewer, storm sewer, and/or water distribution system,
which in the District Engineer's opinion can be achieved cost effectively without a main
extension, each adjusted parcel shall be connected to the applicable system.
Deleted and replaced by Bylaw 1228, 2024
Where a Building Permit has been issued for:
the construction, renovation or addition to a single-family or two-family building, or for an
associated accessory building, the Owner shall not be required to:
construct, install or pay monies in lieu of highways, walkways, curb, gutter, sidewalk,
street lighting, and underground wiring;
connect to a water distribution system unless, in the opinion of the District Engineer, the
connection can be achieved with a cost-effective main extension.
connect to the District's community sewer system unless:
in the opinion of the District Engineer the connection can be achieved
with a cost-effective main extension or;
the construction, renovation or addition complies with the septic
system requirements of this bylaw. For clarity, where the construction,
renovation or addition does not comply with septic system
requirements, a connection to the District's Community Sewer System
is required.
A renovation of a building where there is no increase to the floor area, the Owner shall not be
required to construct, install or pay monies in lieu of highways, walkways, curb, gutter,
Bylaw 1121, 2020 - CONSOLIDATED 2024-05-21
Page 15
sidewalk, street lighting, and underground wiring, unless there is a significant change of use
that warrants any or all of these improvements, in the opinion of the District Engineer.
In simple servicing cases where a standard drawing contained in District policy is deemed by the
District Engineer to be sufficient for construction purposes, the District Engineer may, in their sole
discretion, where a District approved contractor is being used, waive the requirement for
engineering design drawings.
Added by Bylaw 1228, 2024
Subdivision or Building Permit applications where the District is the owner or agent are exempted
from the Works and Services requirements of this Bylaw, unless Council passes as resolution
imposing such requirements.
Statutory Rights of Way
Works under this Bylaw must be located within dedicated highways or statutory rights of way in
favour of the District.
Where the District Engineer requires rights of way to allow for eventual construction or installation
of a system of water, sewer, or drainage works constructed and installed under this Bylaw must be
located within dedicated highways or within statutory rights of way granted by the Owner in
favour of the District or other agencies having jurisdiction.
Where works are not required to be constructed or installed under this Bylaw, the District may
require rights of way to be granted by the Owner, in favour of the District, to allow for the
eventual construction or installation of a system of water, sewer, or drainage works.
Where the Owner is required to grant rights of way in favour of the District, the Owner must enter
into and register in the Land Title Office a Statutory Right of Way pursuant to Section 218 of the
Land Title Act in a form acceptable to the District Engineer registered in priority to all financial and
other charges as required by the District. All right of way agreements and plans must be signed by
the District.
Upon registration of the rights of way and before release of any security being held by the District,
the Owner must submit a copy of the registered right of way plan and agreement to the District.
All costs pertaining to the acquisition, surveying, and registration of all rights of ways shall be at the
expense of the Owner.
For District works, the minimum width for a statutory right of way shall be 4.5 m for the first
system of works, plus 1.5 m for each additional system of works. For deep sewers, the Owner may
be required to provide additional width in order to comply with WorkSafeBC regulations and
additional right of way may be required to accommodate appurtenances.
At substantial performance, works installed under this Bylaw in public rights of way or in a
statutory right of way in favour of the District become the property of the District or if in favour of
another agency having jurisdiction become the property of that agency subject to no
encumbrances.
Bylaw 1121, 2020 - CONSOLIDATED 2024-05-21
Page 16
Construction Contractors
The Owner shall demonstrate to the satisfaction of the District Engineer that the Owner has or
shall retain the services of one or more qualified contractors to undertake the construction of the
works. 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(s).
In the case where the contractor has not performed similar works within the Regional District of
Central Okanagan, the District may require that the Owner provide a list of projects and references
from other municipalities that demonstrates that the contractor(s) is qualified to undertake the
works.
The Owner shall ensure that its contractor(s) constructs the works in accordance with the design,
drawings, plans, and specifications reviewed for construction by the District Engineer and the
provisions of this Bylaw.
Sections B.9 and B.10 added by Bylaw 1161, 2021
Engineering Design Submissions
B.9.1
Owners must submit engineering designs and associated information for review by the District as
part of the process for obtaining a Certificate to Commence Construction.
B.9.2
All Engineering Design Submissions must meet the requirements of this Bylaw and be complete
to the satisfaction of the District Engineer.
B.9.3
The District employs a two-part process for reviewing Engineering Design Submissions, these are:
(a)
Pre-Design
(b)
Detailed Design
B.9.4
The following is the minimum information required for a Pre-Design Report submission:
(a)
Quality Assurance Plan
(b)
Concept engineering drawings
(c)
Class D construction cost estimate
(d)
Summary design brief that includes;
(i)
safety, functional, operational and environmental aspects of the proposed
design,
(ii)
servicing requirements,
(iii)
design constraints and assumptions,
(iv)
list of non-compliance specifications that will require variances to this bylaw,
(v)
assumed Ownership of infrastructure upon completion.
B.9.5
Once the Owner's Pre-Design Report has been reviewed and accepted by the District Engineer,
the Owner will be invited to submit the Detailed Design to the District for review.
Bylaw 1121, 2020 - CONSOLIDATED 2024-05-21
Page 17
B.9.6
The following is the minimum information required for a Detailed Design Submission.
(a)
Quality Assurance and Quality Control Plan; (in accordance with Schedule F)
(b)
Detailed Design Drawings (in accordance with Schedule R)
(c)
Detailed design calculations for all works and services covered by this Bylaw
(d)
Drainage, Sediment and Erosion Control Plan (in accordance with Schedule N)
(e)
Detailed Design Brief (in accordance with Schedule F)
(f)
Letter of Commitment by Owner and Owners Engineer (in accordance with Schedule S)
(g)
Letter of Commitment to Design and field review (in accordance with Schedule S)
(h)
If required, letters approving design from the Ministry of Transportation and
Infrastructure, and other agencies having jurisdiction.
B.9.7
The Owner shall ensure that its contractor(s) constructs the works and services in accordance
with the design drawings, plans, and specifications reviewed for construction by the District
Engineer and the provisions of this Bylaw.
Variances
B.10.1 Variances to this Bylaw must be identified through the Engineering Design Submission process
and resolved prior to proceeding to the next step in the process as shown in Figure B-1 and Figure
B-2.
B.10.2 All variances are to follow the process contained within the Development Approval Procedures
Bylaw 1133, 2021, as amended from time to time.
B.10.3 It is the responsibility of the Owner and the Owner's Engineer to identify any variances required
and to formally request variances as part of the Pre-Design and the Engineering Design
Submission.
Page 18
SERVICING REQUIREMENTS
Works required for a subdivision or development is based on the zone in which the land is
located.
Works indicated by a checkmark () in the corresponding column must be constructed and
installed in accordance with the provisions set out in this Bylaw.
Works required under this bylaw must be constructed and installed prior to obtaining final
approval.
TABLE C-1 SERVICING REQUIREMENTS
TYPE OF WORKS
Highways and
Walkways
Sidewalks
Curb & Gutter
Boulevard &
Landscaping
Community Water
System
Onsite Water Supply
Community Sewer
System
Septic systems
Storm Drain System
Drainage, Sediment &
Erosion Control
Street lighting
Overhead wiring
Underground
Utilities
See Schedule
G
H
H
H
I
J
K
L
M
N
O
P
P
Zone
C
ALL COMMERCIAL
ZONES
DC
(Direct Control)
zones
DC10 Pixie Beach Resort
I-1
General Industrial
I-3
Heavy Industrial
I-5
Gravel/Soil Extraction
P-1
Public Park/Open
Space
P-2
Administration,
Public Service and
Assembly
P-3
Minor Utilities
P-4
Utilities
RU
ALL RU ZONING
RM
ALL RM ZONING
A
ALL A ZONING
RLP
ALL RLP ZONING
RR1
Rural Residential
RR2
Rural Residential
RR3
Rural Residential
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 19
GENERAL REQUIREMENTS
Geotechnical Requirements
The Owner shall engage a qualified geotechnical Engineer to investigate and provide a pre- and
post-construction report on surface and subsurface conditions within the proposed subdivision or
development. The geotechnical Engineer shall prepare a report outlining their findings and shall
provide clear, definitive recommendations on the geometry and placement of fill sections,
compaction requirements unique to the project, cut slope geometry and recommendations for
surface treatments (in consultation with the Owner's Qualified Landscape Professional) required to
prevent erosion, pavement structures for roads, and any other geotechnical issues affecting
construction within the proposed subdivision or development.
Pursuant to Section 86 of the Land Title Act, the Approving Officer may at their sole discretion,
require a report certified by a professional engineer or geoscientist experienced in geotechnical
engineering stating that the land may be used safely for the use intended; and/or require one or
more covenants under Section 219 of the Land Title Act in respect to any of the parcels that are
being created by the subdivision.
Removal of Accumulated Soils
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. The District may remove and dispose of the accumulated soil at the expense
of the Owner if it has not been completed within 72 hours of notification from the District
Engineer.
Systems Modelling
Where modelling of infrastructure systems including, but not limited to, water, sanitary sewer,
storm water and transportation networks is required, the modelling will be done by the District at
the Owner's expense.
Test Procedures
For the following test procedures:
pressure testing,
leakage testing,
flushing and cleaning,
video inspection,
disinfection, and
inspection chamber water test.
The following requirements must be adhered to.
The Owner's Engineer must be present for the results to be accepted by the District
Engineer.
The Owner must notify the District Engineer as specified in the District New Watermain
Connection Policy or at least twenty-four (24) hours in advance of the procedure.
If 24 hours has elapsed since proper notification was provided, the Owner's Engineer may
instruct the test procedure to proceed.
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Page 20
Proceeding without proper notification to the District Engineer may require the procedure
to be performed again in the presence of the District Engineer.
Existing Structure or Utility
Where an existing structure or utility may be affected by the works the Owner's Engineer must
provide sufficient advance notification to the District Engineer and the Owner of the structure or
utility so that inspection and protective measures can be identified and implemented.
Where alignment of an existing structure or utility conflicts with the works, the Owner must
relocate the existing structure or utility in accordance with Standard Drawings at the Owner's sole
expense and responsibility.
When existing water, sanitary sewer, or storm drainage alignments conflict with the offsets shown
on Standard Drawings or when community sewer is not required pursuant to this Bylaw,
alternative alignments may be submitted for approval.
Obstructions and Repair
Where an unforeseen or other obstruction is encountered and interferes with the works,
construction must cease until revised proposals are approved by the District Engineer. The Owner
must repair all items damaged or destroyed.
The Owner is responsible for repairing all highways, lanes, driveways, boulevards, other areas
traversed by trenches or damaged during construction and any damage to unforeseen
obstructions.
Protection from Damage
The Owner must ensure that due care is taken in order to protect the work, existing underground
utilities and structures, and other person's property from damage. Any damage must be repaired
at the expense of the Owner.
The Owner must ensure the provision of the necessary safety devices and supervision to protect
the public.
Connection to or use of Existing Works
The Owner must not use any of the existing works until a Certificate of Substantial Performance
has been issued by the District Engineer.
Flushing
No flushing water shall be discharged into any sanitary sewer or storm sewer without the approval
of the District Engineer.
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Page 21
SUPPLEMENTALS TO THE MMCD SPECIFICATIONS
General
This Schedule provides supplemental requirements that are to be applied in conjunction with the
MMCD Specifications. Where the provisions contained in this Bylaw are in conflict with the MMCD
provisions, this Bylaw shall supplement or supersede the MMCD.
References to the following within the MMCD Specifications shall be as follows:
Contract Administrator shall mean Owner's Engineer
Contract Drawings shall mean Design Drawings marked "Reviewed for Construction" and signed
by the District Engineer.
Contractor shall mean Owner
TABLE E-1 SUPPLEMENTAL MMCD SPECIFICATIONS
MMCD SECTION
SUB SECTION
SUPPLEMENTARY SPECIFICATIONS
01 57 01
Environmental
Protection
1.4 Environmental
Protection
.3 Pollution Control
Delete and replace .1 with Maintain drainage, sediment, and erosion
control features in accordance with the Drainage, Sediment and Erosion
Control Plan submitted to the District.
03 30 53 Cast-In-
Place Concrete
1.6 Inspection and
Testing
Delete and replace .1 with The Owner must retain an independent
materials testing firm to carry out comprehensive testing of concrete
which must include unit weight determination, slump test, air test, and
casting of test cylinders. One test consisting of three test cylinders must
be made for every 175 meters of curb, gutter, and sidewalk. In no case
shall there be less than one test on any given day which concrete is
poured.
31 05 17
Aggregates and
Granular
Materials
1.0 GENERAL
Add .2 Maximum aggregate particle size to be no more than 50% of
total thickness of sub-base layer.
31 05 17
Aggregates and
Granular
Materials
2.1 Materials - General
Add .3 The physical properties of the materials for granular sub-base
and crushed granular base course shall meet the specifications set out in
TABLE E-3
31 05 17
Aggregates and
Granular
Materials
2.7 Granular Pipe
Bedding and Surround
Material
Delete and replace .2 with Pit run sand as specified in Section 31 05 17
(2.4) may also be used unless other specified by the Owner's Engineer
Add .3 Other permissible materials: only where shown on Design
Drawings Marked reviewed for construction or directed by the Owner's
Engineer shall drain rock or approved native materials be used for
bedding and pipe surround.
31 05 17
Aggregates and
Granular
Materials
2.8 Select Granular Sub-
base
Delete and replace the table with TABLE E-4
31 05 17
Aggregates and
Granular
Materials
2.10 Granular Base
Delete and replace .1 with to be 25 mm crushed gravel conforming to
the gradations referenced in TABLE E-5
31 05 17
Aggregates and
Granular
Materials
2.11 Recycle Aggregate
Material
Amended .1 by deleting and replacing the third sentence with: Recycled
material should consist only of crushed portland cement concrete and
asphaltic pavements; other construction demolition materials such as
bricks, plaster, etc. are not acceptable.
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 22
TABLE E-1 SUPPLEMENTAL MMCD SPECIFICATIONS
MMCD SECTION
SUB SECTION
SUPPLEMENTARY SPECIFICATIONS
Add .2 Material retained on the 4.75 mm sieve to be not more than 20%
recycled material. Minimum size of processed recycled material is to be
retained on the 4.75 mm sieve.
Add .3 Recycled material and granular sub-base material is to be
mechanically blended to produce a homogeneous mixture prior to
delivery to site. Blending on site will not be permitted.
Add .4 Acceptable recycled material to be used in sub-base material
only.
31 22 01 Site
Grading
3.2 Grading
Delete and replace .1 with Rough grade to levels, profiles and contours
in accordance with the Sediment and Erosion Control Plan submitted to
the District.
31 23 01
Excavating,
Trenching and
Backfilling
3.6 Surface Restoration
.7 Permanent pavement
restoration
Delete and replace .5, with the following new sections:
.1 Restore pavement as detailed on District Standard Detail Drawing DLC
R14. If thickness of existing permits, grind 50 mm depth along edge of
pavement. Dry if necessary and paint clean, dry edge with asphalt
emulsion (tack coat).
.2 All asphalt shall be saw cut 500 mm wider and longer than the
surface dimensions of the actual trench excavation. This saw cut must
extend cleanly through the existing asphalt to the base material prior to
asphalt removal.
.3 If the thickness of the existing asphalt is greater than 75 mm, grind it
to a depth of 50 mm and a width of 400 mm along the saw cut edge.
This can be done just prior to the final asphalt restoration.
.4 Where the edge of the saw cut or milled asphalt, whichever is
wider, extends into the travel lane or bike lane, it must be extended
to the full width of that lane.
.5 Where the edge of the saw cut or milled asphalt, whichever is
wider, is less than 1.5 m from the lip of gutter or edge of paved
shoulder, it must be extended to the lip of gutter or edge of paved
shoulder.
.6 When an area of existing asphalt between two transverse
trenches is less than 5 metres in width, the existing asphalt shall be
removed and the area paved in conjunction with the paving of the two
trenches.
.7 Regardless of 7.5.5, if the longitudinal distance between two
trenches is less than three (3) meters it shall be removed and the area
paved in conjunction with the paving of the two trenches.
.8 Longitudinal trenches must be paved with a paving machine.
.9 Hot-mix paving shall meet the thickness of the existing pavement or
that shown on the design drawings, whichever is greater. If the
thickness of the hot-mix paving is 75 mm or less, it shall be placed in one
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Page 23
TABLE E-1 SUPPLEMENTAL MMCD SPECIFICATIONS
MMCD SECTION
SUB SECTION
SUPPLEMENTARY SPECIFICATIONS
lift. If the thickness of the hot-mix paving is greater than 75 mm it shall
be placed in two lifts as shown on Drawing G5
.10 Vertical faces and the surface of the bottom lift of asphalt must be
painted with bituminous material prior to hot mix paving.
31 24 13
Roadway
Excavation,
Embankment
and Compaction
3.3 Inspection of Native
Surface
Add .2 Top 150 mm of Native Surface to be scarified, moisture
conditioned to optimum moisture content and compacted to a
minimum of 95% of Modified Proctor density in compliance with ASTM
D1557, before placing of embankment or sub-base material.
31 32 19
Geosynthetics
2.1 Geosynthetic
Add .6 Woven Geotextile Fabric Products providing plant and root
barriers shall conform to the following Woven Geotextile Fabric
Products providing plant and root barriers shall conform to the
following:
*Minimum Tensile Strength - 900 N /m
*Maximum elongation at break - 22%
*Minimum Tear Strength - 500 N /m
*Minimum Bursting Strength (Mullen) - 2200 kPa
*Maximum Equivalent opening size - 300 um
31 32 19
Geosynthetics
3.1 Installation
Add .5 Installation of geotextile fabric which provides plant and root
barriers, shall conform to the following:
*Geotextile fabric shall be installed in accordance with the
manufacturer's recommendations.
*Fabric shall be placed by unrolling into place and not by dragging
across the subgrade.
*The fabric shall be inspected for punctures or tears prior to any
materials being placed upon it and any such defects shall be
repaired by overlapping new material or replacement.
*The entire fabric roll shall be placed and rolled out as smoothly as
possible. Wrinkles and folds in the fabric shall be removed by
stretching and staking, as required.
*Overlap at roll ends shall be a minimum of 1 meter and the
overlaps shall be stapled or pinned to maintain them during
construction activities.
*No vehicles shall be permitted to pass over the fabric.
32 12 16 Hot-
Mix Asphalt
Concrete Paving
2.1 Materials
Delete and replace .2 with Gradations to be within limits specified when
tested to ASTM C136 and ASTM C117. See TABLE E-6
Delete and replace .6 with Sand Equivalent: to ASTM D2419. Min: 50
(New Arterial), Min: 40 (All other street classifications).
Delete and replace .10 with Lightweight particles: to ASTM C123.
Maximum % by mass less than 1.95 relative density:
Surface course: 1.0 %
Lower course: 1.5%
Delete and replace .11 Flat and elongated particles: (with length to
thickness ratio greater than 5): Maximum % by mass:
Coarse aggregate, surface course: 10%
Coarse aggregate, lower course: 10%
Delete and replace .12 Crushed Particles (fraction retained on 4.75 mm
sieve), 2 faces, % minimum:
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 24
TABLE E-1 SUPPLEMENTAL MMCD SPECIFICATIONS
MMCD SECTION
SUB SECTION
SUPPLEMENTARY SPECIFICATIONS
New arterial streets: 85%
All other street classifications: 70%
32 12 16 Hot-
Mix Asphalt
Concrete Paving
2.2 Mix Design
Delete and replace .1 The Owner, at their cost, must retain an
independent testing consultant to perform trial mix designs and to
submit the job mix formula. The trial mix design must be performed in
accordance with ASTM D1559 (75 blows per face) and must include five
(5) separate trial values of asphalt content. Contractor must pay for trial
mix designs and submissions.
Delete and replace .2 Mixes for construction of asphalt base course may
contain up to 20% of RAP, provided that the properties of RAP material
are considered in the trial mix design. Submissions for RAP mixes must
contain all data relevant to RAP utilized in the mix design.
Delete and replace .3 with Design of Mix: Include the following data
with the trial mix design submission:
-
Aggregate bulk specific gravity and water absorption.
-
Sand equivalent values.
-
Asphalt cement properties including mixing and compaction
temperatures, based on temperature viscosity properties of
asphalt cement.
-
Aggregate gradations and blending proportions.
-
Maximum theoretical density of trial mixes.
-
Asphalt absorption values.
Delete and replace .2 with Mix Physical requirements to meet TABLE
E-7. Do not change job-mix without prior approval of Owner's Engineer.
Should change in material source be proposed, new job-mix formula to
be submitted to Owner's Engineer for review and approval.
32 12 16 Hot-
Mix Asphalt
Concrete Paving
3.1 Plant and Mixing
Requirements
.1 Batch and continuous
mixing plants
Delete and replace .3 with Before mixing, dry aggregates to a moisture
content not greater than 1% by mass or to a lesser moisture content
if required to meet mix design requirements.
32 12 16 Hot-
Mix Asphalt
Concrete Paving
3.1 Plant and Mixing
Requirements
.9 Where RAP is to be
incorporated into mix:
Delete and replace .3 with RAP must not be fed through the aggregate
dryer system.
32 12 16 Hot-
Mix Asphalt
Concrete Paving
3.1 Plant and Mixing
Requirements
.11 Mixing time:
Add .3 Mixing period and temperature to produce a uniform mixture
in which particulates are thoroughly coated, and moisture content of
material as it leaves mixer to be less than 0.2%.
32 12 16 Hot-
Mix Asphalt
Concrete Paving
3.1 Plant and Mixing
Requirements
.4 Mixing Tolerances
Delete and replace .1 with Permissible variation in aggregate gradation
from job mix (percent of total mass) see TABLE E-8
32 12 16 Hot-
Mix Asphalt
Concrete Paving
3.2 Equipment
.1 Pavers
Add .1 Paving equipment must be capable of placing a standard mat
width not less than 3 m and must be capable of paving wider widths in
150 mm and 300 mm increments by means of equipment supplied by
the manufacturer of the equipment. The screed must include a tamping
bar or strike-off device.
Add .2 Control of the screed must be by automatic sensing devices.
Longitudinal control must be by a sensor that follows a string-line, ski or
other reference. The grade sensor must be movable and mounts
provided so that grade control can be established on either side of the
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 25
TABLE E-1 SUPPLEMENTAL MMCD SPECIFICATIONS
MMCD SECTION
SUB SECTION
SUPPLEMENTARY SPECIFICATIONS
paver. A slope control sensor must be provided to maintain the proper
transverse slope of the screed.
32 12 16 Hot-
Mix Asphalt
Concrete Paving
3.6 Compaction
.2 General
Delete and replace .1 with Provide sufficient compaction equipment to
ensure that the compaction rate meets or exceeds the placement rate
and to ensure that specified density is achieved before the temperature
of the mat falls below 100 degrees C.
32 12 16 Hot-
Mix Asphalt
Concrete Paving
3.7 Joints
.1 General
Add .4 When placing final pavement layer against concrete curbing,
compacted pavement must meet the gutter at the same elevation or a
maximum of 10 mm above and along the entire lip of the gutter.
33 01 30.1 CCTV
Inspection of
Pipelines
3.0 Execution
Delete and replace with Immediately upon completion of the
works, including all backfilling and compaction and prior to
paving, the Owner must video inspect a completed sewer.
Prior to any video inspection, the sewer must be thoroughly
flushed to remove all deleterious materials so that defects can
be observed.
Immediately prior to the video inspection, water must be
introduced into all sewers with slopes of less than 1% in
sufficient quantities to flow the entire length of the section
being videoed. Once the water has been added, the water
shall be turned off. Video inspection must not take place while
the water is running.
Picture quality shall be such to produce a continuous 500-line
resolution picture showing the entire periphery of the pipe.
Picture quality and definition shall be to the satisfaction of the
District Engineer.
Video inspection must be continuous between manholes.
A measuring device shall be provided to measure depth of
ponding and shall be continuously visible from the video
camera. The measuring device must be capable of measuring
ponding to a depth of 100 mm and to an accuracy of 10 mm
increments.
Upon completion of the video inspection, a report must be
submitted to the District Engineer. The report must include
the following information:
Title page with video company's name, address and
phone number, contractor's name, engineer's name,
location, date, and report number.
A schematic plan showing manholes, sewer mains,
road names and manhole numbers. Manhole
numbers must correspond to the as-constructed
drawings.
Summary page with upstream and downstream
manhole number and corresponding inspection report
page number.
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 26
TABLE E-1 SUPPLEMENTAL MMCD SPECIFICATIONS
MMCD SECTION
SUB SECTION
SUPPLEMENTARY SPECIFICATIONS
Individual inspection report for each pipe section with
street name or location, upstream manhole number,
downstream manhole number, direction of video,
length of pipe section, type of material, pipe use,
diameter of pipe, grade of pipe, technician's name,
and a section for notes. In addition, the inspection
report shall include:
A log of distances to pertinent information such
as services, defects, ponding, and debris.
A description of the pertinent information
including length and depth of ponding.
The tape count to each occurrence of pertinent
information.
Upon completion of the video inspection a video must be
submitted to the District Engineer. The video must conform to
the following:
Type of video must be digital in full colour.
Videos must be numbered and cross referenced to
inspection report with labels located on all media.
Date and running distance in meters to an accuracy of
two decimal places. The date and distance must be
displayed continuously.
Direct voice communication at the start of each
section identifying test section, manhole numbers,
location, and any other information required to
describe section being videoed.
Direct voice communication at all service locations,
defects, ponding and deleterious materials.
Communication shall be factual information only. (i.e.
type of defect, depth of ponding, length of ponding,
and type of obstruction).
33 11 01
Waterworks
2.0 Products
Only materials listed in E -2 are approved for installation in any water
systems owned and operated by the District.
33 30 01
Sanitary Sewers
2.2 Plastic Pipe,
Mainline Smooth Profile
Add to .1 Ribbed piping shall not be permitted.
33 30 01
Sanitary Sewers
3.0 Execution
Add New Subsection 3.21 Inspection Chamber Water Test
Add .1 Prior to paving, the contractor must introduce a minimum of 20
liters of water in each inspection chamber to visually inspect for
ponding.
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 27
TABLE E-2-WATERWORKS APPROVED MATERIALS (MMCD 33 11 01 Section 2.0)
MANUFACTURER
MAKE/MODEL
SIZE
COMMENT
Pipe
Ipex, Royal Pipe
PVC to C900
100 mm-300 mm
Only SDR 18, class 150 or better as
required
PVC to C905
350 mm- 900 mm
Canada Pipe
Ductile Iron
100 mm - 900 mm
Pressure Class 350
Service Pipe
Wolverine
Type K Copper
min. 19 mm (3/4")
Must conform to CSA HC.7.6 and
ASTM B88
Poly Tubes/Ipex
Polyethylene
Min. 19 mm (3/4")
up to 50mm (2")
Only series 200 conforming to
CAN/CSA- B137.1-M
Fittings & Appurtenances
Terminal City
Iron Fittings
100 mm- 600 mm
All fittings must be properly thrust
blocked
Sigma
Iron Fittings
100 mm-600 mm
All fittings must be properly thrust
blocked
Ipex
PVC Fittings
150 mm- 200 mm
Shall be AWWA C-907 approved
Restraining Joints
Clow
Series 1200 & 1350
100 mm - 600 mm
Subject to Owner Engineer's
design and District Engineer's
approval
Smith Blair
Model 982
100 mm - 600 mm
Subject to Owner Engineer's
design and District Engineer's
approval
Uniflange
Series 1300, 1390 &
1400
100 mm - 600 mm
Subject to Owner Engineer's
design and District Engineer's
approval
Ebba
1500- 15PF
100 mm - 600 mm
Subject to Owner Engineer's
design and District Engineer's
approval
Service/Tapping Saddles
Robar
2616 DS
Full stainless steel up to 25 mm
(1")
Robar
2506 DS
Double strap bronze body over 25
mm (1")
Cambridge
812
38 mm to 50 mm (1.5" X 2")
Canada Pipeline
SC-2 & CD-2
19 mm-25mm only (¾" - 1")
Clamps & Couplers
Robar
1506 & 1509R
100 mm-600 mm
Epoxy coated complete with
stainless steel bolts
Hymax
100 mm - 600 mm
Smith Blair
411, 413 415, 611,
525
100 mm-600 mm
Epoxy coated complete with
stainless steel bolts
Smith Blair
Top Bolt 441
Gate Valves
Clow
Clow Resilient
50 mm - 300 mm
Resilient seat gate valves to C-509
Mueller
Super-Seal
50 mm - 300 mm
Resilient seat gate valves to C-509
Butterfly Valves-AWWA C504
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 28
TABLE E-2-WATERWORKS APPROVED MATERIALS (MMCD 33 11 01 Section 2.0)
MANUFACTURER
MAKE/MODEL
SIZE
COMMENT
Centerline
Series 200 350 mm+
350 mm +
For installation in chamber only
Pratt
Groundhop
350 mm +
For buried service
Mueller
Lineseal III
350 mm +
For buried service
Valmatic
Series 2000
350 mm +
Kflow
Series 500 or 47
350 mm +
Air Valves
Apco
143C, 145C, 147C,
149C, 150C
25 mm-150 mm
Valmatic
201C, 202C, 203C,
204C
25 mm- 150 mm
Fire Hydrant
Canada Valve
Century EM
2 ½ ports: BC Fire Thread
Centre Ports - 100 mm (4") Storz
Cap Painted Black
Sampling Station
Kupferle Foundry
Eclipse 88
Service Brass
Mueller
13 mm - 50 mm
Cambridge
13 mm - 50 mm
Service Boxes
Trojan
Stainless Steel Rods and Pins
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 29
Supplemental MMCD Tables
TABLE E-3-PHYSICAL PROPERTIES FOR GRANULAR SUB-BASE AND CRUSHED GRANULAR BASE COURSE
Physical Property
Test Designation
Granular Sub-base
Granular Base
MgSO4 Loss %
ASTM C88
20
20
Course Ag (Max) Fine Ag (Max)
ASTM C88
25
25
Sand Equivalent % (Min)
ASTM D2419
25
35
Plasticity Index % (Max)
ASTM D4318
6.0
6.0
Crushed Particles (one face) % (Min)
MoT I-11 (A)
60
California Bearing Ratio (Soaked) % (Min)
ASTM D1883
20
80
TABLE E-6-HOT-MIX ASPHALT AGGREGATE GRADATION SPECIFICATION
Sieve Designation
Percent Passing
Lower Course
Surface Course
25 mm
100
-
19 mm
80-100
100
12.5 mm
-
84-95
9.5 mm
50-84
73-90
4.75 mm
25-55
50-75
2.36 mm
20-45
35-57
1.18 mm
15-35
25-45
0.600 mm
-
18-34
0.300 mm
5-20
10-26
0.150 mm
-
6-17
0.075 mm
3-7
3-7
TABLE E-4-SELECT GRANULAR SUB-BASE GRADATION
Sieve Designation
Percent Passing
150 mm
100
100 mm
85 -100
50 mm
65 -100
19 mm
40 - 100
4.75 mm
20 - 70
0.150 mm
0 - 20
0.075 mm
0 - 8
TABLE E-5-GRANULAR BASE GRADUATIONS
Sieve Designation
Percent Passing
25 mm
100
19 mm
80 - 100
9.5 mm
60 - 90
4.75mm
35 - 70
2.36 mm
25 - 50
1.18 mm
15 - 35
0.300 mm
5 - 20
0.075 mm
2 -8
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 30
TABLE E-8-MIXING TOLERANCES
4.75 mm and larger
+ 4.5
2.36 and 1.18 mm
+ 4.0
0.600 mm
+ 3.5
0.300 mm
+ 2.5
0.150 mm
+ 1.5
0.075 mm
+ 1.0"
TABLE E-7-SPECIFIED PHYSICAL REQUIREMENTS OF HOT-MIX ASPHALT
Property
Mix Type
Lower Course 1 Surface Course
Stability @ 600 C, kN (min)
8.0
9.0
Flow Index, 0.25 mm units
8-14
8-14
Voids in Mineral Aggregate % (min)
12.0
14.0
Air Voids, % 2
3-6
3-5
Index of Retained Stability after Immersion in Water for 24 hrs @ 600C,
% (min)
75
85
1 If lower course mix is used in staged construction, i.e. exposed for at least one winter, specified
properties for surface course mix must apply.
2 Percent air voids in compacted trial mixes must be determined in accordance with ASTM D3203, with
asphalt cement absorbed into the aggregate compensated for in the calculation.
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 31
QUALITY CONTROL AND QUALITY ASSURANCE
Section F.1 deleted and replaced by Bylaw 1161, 2021
Administration and Design Requirements
F.1.1
The Detailed Design Brief Submission Requirements are specified in this section.
F.1.2
Each design Detailed Design submission to the District Engineer shall include a project Detailed
Design Brief which provides comprehensive information relating to the safety, functional,
operational and environmental aspects of the proposed design, at. At a minimum the Detailed
Design Brief, shall include the following elements where applicable:
(a)
Title page
(b)
Table of contents
(c)
Introduction
(d)
Objectives and Policies
(e)
Description of the proposed subdivision or development
(f)
List of non-compliant specifications that will require variances to Subdivision and
Development Serving Bylaw
(g)
Methodology /rationale for design solutions developed
(h)
Design options considered
(i)
Assumptions
(j)
Description of Infrastructure requirements
(k)
Constraints
(l)
Operations and Maintenance (O & M) requirements
(m)
Schedule
(n)
Modelling and Analysis
(o)
Geotechnical considerations
(p)
Environmental considerations
(q)
Risks/Benefits
(r)
Planned Solutions
(s)
Sketches
(t)
Synopsis
(u) Conclusion/Summary
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 32
DESIGN AND CONSTRUCTION OF HIGHWAYS AND WALKWAYS
General
All highways and walkways must be constructed in accordance with this Bylaw. It is
recommended that Local highways and walkways within strata subdivisions or developments
shall be designed and constructed in accordance with this Bylaw.
A highway proposed to be dedicated by a plan of subdivision must not be shown on the plan of
subdivision, dedicated, laid out, or constructed unless the dimensions, locations, alignment and
gradient meet the requirements for highways prescribed in this Bylaw.
Developments may require frontage roads, double frontage lots, deep lots with rear service lanes
or such other treatment as may be necessary in the public interest for the separation of through
and local traffic.
Where the Approving Officer believes that, due to terrain and soil conditions, a highway of a
specified width under this Bylaw cannot be supported, protected, or drained, he may determine
that the Owner provide, at the Owner's expense, land of a width that, in the Approving Officer's
opinion, would permit the highway to be supported, protected, or drained pursuant to the Local
Government Act.
Deleted and replaced by Bylaw 1228, 2024
In the preparation of the Pre-Design Report submission for highways, the Owner's Engineer shall
address the following general design considerations:
the sufficiency and suitability of the proposed road system;
the arrangement, width, grade, and location of all roads in relation to existing and planned
roads;
all District bylaws, plans, programs and policies;
topographical features;
public convenience and safety;
the proposed uses of the land to be serviced by such roads.
Operation and Maintenance (O&M) requirements
Continuation of existing roads
The design and arrangement of highways within a subdivision shall provide for the
continuation or projection of existing roads in the surrounding area. In no case shall the
arrangement of highways within a proposed subdivision make impractical the extension of
roads and the subdivision of adjoining parcels.
The design and arrangement of highways must consider the impact of new development on
the surrounding road network. Traffic calming measures must be implemented if the
following conditions are expected:
Potential for short-cutting due to the new connections having a shorter
route to a main road;
Geometric conditions that may facilitate speeding (e.g., high operating
speeds and straight roadways; and
Unsafe conditions due to geometric conditions.
Section deleted by Bylaw 1228, 2024
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 33
Driveways, retaining walls, vegetation and other private or municipal improvements on private or
municipal property or highways affected by the road construction shall be restored at minimum to
the condition existing prior to construction and to the satisfaction of the District Engineer.
Paving shall not be undertaken until all underground utilities have been constructed in accordance
with this Bylaw nor during snow, heavy rain, temperatures below 5 degrees C, or other unsuitable
conditions. Asphaltic concrete shall not be placed on a frozen, muddy or rutted base.
Tie-ins to existing pavement shall be made in accordance with Standard Drawings. The existing
pavement shall be cut back to produce a neat vertical face with a straight edge as described in
Table E-1 Supplemental MMCD Specification 31 23 01.
The timing for the installation of the top lift of asphalt shall be at the District Engineer's
discretion and dependent on District requirements with respect to ensuring stormwater is able to
enter catch basins on steeper sections of road.
Classification of Highways
Prior to design of the road system, the Owner's Engineer shall consultant with the District
Engineer, to classify each road proposed adjacent to and within the subdivision.
Transportation Requirement Assessment
The District Engineer may, in their sole discretion, require the Owner's Engineer to prepare a
transportation requirement assessment that considers the following requirements and amenities:
Criteria set out in TABLE G-1;
traffic volumes and expected speeds;
the need for and applicability of alternate intersection configurations, including roundabouts;
the need to accommodate normal traffic, emergency vehicles, transit, pedestrians, cyclists, and
parking;
drainage constraints/options;
street or intersection lighting;
traffic calming;
snow storage;
hillside slope/width restrictions;
right of way width availability;
desire to encourage use of certain routes for varying types of traffic (e.g. truck, farm, and
commercial traffic);
minimize capital costs as well as future maintenance and rehabilitation costs; and
deleted by Bylaw 1228, 2024.
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 34
Title amended by Bylaw 1228, 2024
TABLE G-1-TYPICAL HIGHWAY CROSS SECTION REQUIREMENTS AND AMENITIES
Lane
Urban-Undivided
Rural-Undivided
Urban
Divided
Residential
Commercial
Local Hillside
Local
Collector
Arterial
Local
Collector
Arterial
Arterial
Lane Width
6
7.5
3.2
3.2
3.5
3.5
3.2
3.5
3.5
3.5
Bike Lane 6
n/a
n/a
1.5
1.5
1.5
1.8
1.5
1.5
1.8
1.8
Parking
No
No
2.4 1
2.4 1
2.4 1
2.4 1
None
None
None
2.4 1
Shoulder
n/a
n/a
n/a
n/a
n/a
n/a
1.5
1.5
2.0
n/a
Ditch
n/a
n/a
n/a
n/a
n/a
n/a
2.5
2.5
2.5
n/a
Curb & Gutter
(type)
n/a 8
n/a
8
Barrier
Barrier
Barrier
Barrier
None
None
None
Barrier
Sidewalk
n/a
n/a
One
side 2
One side 2
Two
sides
Two
sides
None
None
None
Two sides
Pathway 6
n/a
n/a
None
None
None
None
None
2.0 3
2.0 3
None
# of Lanes
n/a
n/a
2
2
2-4
4
2
2
2-4
4
Pavement Width
5
7.5
9.4 4, 5, 9
9.4 4, 5, 9
12.4 4, 5,
9,
20 9
9.4
10
10-17 9
18 9
R/W width
6
7.5
18
20 5
18 9
22
30
20
20
28
25-35 1, 7
Standard Dwg #
DLC
R2
DLC
R3
DLC
R4
DLC
R5
DLC
R6
DLC
R7
DLC
R8
DLC
R9
DLC
R10
DLC
R11
1
deleted by Bylaw 1228, 2024
2
deleted by Bylaw 1228, 2024
3
Trail/bike path to be asphalt surface.
4
Pavement width is measured from back of curb to back of curb except for rural roads where it is measured to edge
of asphalt.
5
Pavement is widened to accommodate parking where required. Alternate locations for parking that are not in the
road carriage way may be considered by the District Engineer at a rate of one space per home where road right of
way width is available.
6
deleted by Bylaw 1228, 2024
7
deleted by Bylaw 1228, 2024
8
Curb may be required for drainage.
9
Pavement width and right of way width may vary depending on configuration of driving, bike and parking lanes.
Deleted and Replaced by Bylaw 1228, 2024
Where parts of a proposed subdivision or development front on an existing road, the
configuration of the improvements will take into consideration the existing road setting and
existing and proposed cross section improvements as shown in the District's Mobility Master Plan
and Mobility Improvement Program, as amended from time to time
Where reasonably practical, driveway access will be from local roads rather than from collector
and/or arterial highways.
In determining the Highway Cross Section Requirements, the Owner's Engineer shall consider the
following:
Systems Modelling (Section D.3)
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 35
The sufficiency and suitability of the proposed road (Section G.1.5)
Transportation Requirement Assessment (Section G.3)
Typical Highway Cross section Requirements and Amenities (Table G-1)
Whether the proposed subdivision or development front an existing road (Section G.3.2).
Consistency with Official Community Plan
The location, classification, and standards all highways proposed within a subdivision shall take
into account the proposed use of the land and shall conform to the provisions of the District of
Lake Country Official Community Plan.
Local highways
Local highways within a proposed subdivision shall be arranged so that their use by through traffic
will be discouraged.
Culs-de-sac
Cul-de-sac streets shall not exceed 300 metres in length and shall be provided with a turning area of
not less than 12.5 m radius designed to permit safe and adequate space for the turning of emergency
and motor vehicles at the terminus of the cul-de-sac.
Where circumstances are such that a cul-de-sac bulb is impractical, the District Engineer may, at their
discretion, permit a hammerhead configuration in accordance with Standard Drawings.
Turning areas in all culs-de-sac shall be designated as no parking areas with signs and pavement
markings in conformance with G.13.
For culs-de-sac greater than 200 metres and less than 300 metres, an emergency access route is
required. The emergency access route must be within 50 metres of the terminus of the cul-de-sac and
must provide connection to another public highway. The emergency access route shall be designed in
accordance with Standard Drawing DLC R2 - Residential lane. The maximum grade of the emergency
access shall be no greater than 12 %. The minimum width of the emergency access route shall be 6.0
metres with a 5.0 metre drive aisle. The emergency access route must be paved and closed to vehicle
traffic with a suitable traffic control device approved by the District Engineer.
Where a cul-de-sac abuts adjacent developable lands, the Approving Officer may require that the cul-
de-sac be configured such that it does not preclude future continuation of the road.
Lanes
Lanes, meeting the standards set out in this Bylaw, shall be provided where the District Engineer
deems them to be necessary. Lanes are permitted for access, subject to approval by the District
Engineer, where access from the street is not practical.
Walkways
Walkways shall be provided where the District Engineer deems them to be necessary to provide
access through a subdivision to schools, parks, playgrounds, commercial areas or other community
facilities, or for the safe and efficient circulation of pedestrian traffic.
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 36
Walkways shall be provided with chain link fencing in accordance with MMCD 32 31 13, on both
sides of the walkway. The height shall be 1.0 m in the set back area of the adjacent property and
1.8 m for the remaining length.
Transit Bays
Transit bays shall be provided where the District Engineer deems them necessary.
Intersections
Intersections shall be designed as follows:
intersecting highways shall meet substantially at right angles (between 70 degrees and 110
degrees);
jogs in highway alignment at intersections shall be avoided except where the distance between
centrelines is sufficient to ensure traffic safety. The minimum spacing between tee intersections
along a street shall be 60 m;
intersections having more than four intersecting legs shall not be permitted;
intersections shall provide adequate crossing sight distances and stopping sight distances,
whichever is greater.
Reverse Curves
If reverse curves are required in a highway alignment, the District Engineer may require that
they be separated by means of tangents of sufficient length to prevent superelevation rotation.
Mailboxes
Where required by Canada Post, the Owner shall indicate the Canada Post approved locations of
the mailboxes on the engineering drawings. The Owner is referred to Canada Post for location
guidelines and approval.
Road Names, Traffic Signs, and Pavement Markings
Road names shall be approved by the District in accordance with current policies and Bylaws.
Road name signs, traffic signs, and pavement markings required as a result of constructing or
improving roads shall be supplied and installed by the Owner at the Owner's expense.
Road name signs (street blades) shall be produced using FHWA series C2001 CA font on
engineering grade green background. Strata road name signs shall be on a blue background. Signs
shall be produced on 2 mm. (0.08 inch) flat Aluminum stock.
Pavement markings and all traffic signs shall conform to the Transportation Association of
Canada Manual of Uniform Traffic Devices for Canada.
Pavement marking layout must be inspected by the District Engineer prior to painting. 48 hours
notice must be provided.
Thermoplastic markings shall be used at all stop bars and cross walks.
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Appurtenances
The Owner's Engineer shall detail, on the design drawings, the location of all proposed traffic
islands, retaining walls, guardrails, and permanent barricades. These structures shall be designed
in accordance with Transportation Association of Canada Guidelines and with good engineering
practice.
The design shall show the location of all traffic signs, street signs, pavement markings and other
traffic control devices.
Drawings must show all utility poles, ducts, junction boxes, and pipelines. The Owner's
Engineer shall indicate those utilities which require relocation prior to road construction and shall
confirm with the utility the feasibility of their relocation prior to design completion. For
underground systems, design drawings shall show the location of underground wiring and
appurtenances including the connections to properties.
Vertical Alignment
The vertical alignment of highways and walkways shall be set so the grades of driveways to
adjacent properties will comply with the District Highway Access Bylaw.
The minimum longitudinal gradient at the gutter line shall be 0.50% for all classifications of
streets. The minimum longitudinal gradient around culs-de-sac and curb returns shall be 0.80%.
Design Speeds
The design speeds to be used for design of Highways shall be as per TABLE G-2
TABLE G-2-DESIGN SPEED
Arterial (A)
70 km/h
Collector (C)
60 km/h
Local (L), Recommended for Bare Land Strata
50 km/h
Strata
30 km/h
Road Crossfall
Minimum road crossfall shall be 3%; maximum crossfall shall be 4%.
Road Grades
Minimum and maximum road centre line grades shall conform to TABLE G-3 based on the road
classification.
Maximum grades are to be reduced by 1% for each (or part of each) 30 metres that the centre
line radius is less than 150 metres.
TABLE G-3-HIGHWAY GRADES
Road Classification
Min Grade
Max Grade
Arterial
0.5%
9%
Collector
0.5%
9%
Local and recommended for Bare Land Strata
0.5%
8%
Cul-de-sac, (entry downhill)
0.5%
8%
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Cul-de-sac (entry uphill)
0.5%
8%
Cul-de-sac (bulbs)
0.5%
6%
Lane
0.5%
9%
Walkway
0.5%
12%
Vertical Curves
Vertical curves shall be designed to provide safe stopping sight distances. Minimum stopping
sight distance is the least distance required to bring the vehicle to a stop under prevailing vehicle
and climatic conditions. Vertical curves shall be provided at the following grade changes:
Greater than 0.5% for Arterials
Greater than 1.0% for Collectors
Greater than 2.0% for Locals and Lanes
Vertical curve length is calculated by the equation L = KA where:
L is the length of the vertical curve (Minimum L = 15 m)
K is a constant related to lines and geometry of the vertical curve
A is the algebraic difference in grades in percent
Minimum K values for vertical curve design shall be as set out in TABLE G-4
TABLE G-4-MINIMUM K VALUES FOR VERTICAL CURVE DESIGN (METRES)
Road Classification
Crest Curve
Sag Curve
Minimum
Lighting
No Lighting
Arterial
22
15
25
Collector
15
10
20
Local, Recommended for Bare Land Strata
7
6
11
Horizontal Alignment
Centre Line Radii
The minimum required centreline radius for various super elevation rates for each classification
of roadways are set out in TABLE G-5
TABLE G-5-MINIMUM CENTRE LINE RADIUS
Road Classification
Horizontal Curve Centreline Radii (m)
Superelevation (m/m)
None
0.02
0.04
0.06
Arterial
n/a
230
200
190
Collector
160
140
130
n/a
Local, Recommended for Bare Land Strata 1
95
n/a
n/a
n/a
Strata
12
n/a
n/a
n/a
1 Radius may be reduced at the discretion of the District Engineer.
Curb Return Radii
Curb return radii shall conform to TABLE G-6 and be based on the lesser classified Highway.
TABLE G-6-CURB RETURN RADII
Road Classification
Arterial
11.0 m
Collector
11.0 m
Local, Recommended for Bare Land Strata
9.0 m
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Cul-de-sac
11.5 m connecting radii to tangent =16.0 m
Industrial
11.0 m
Strata
6.0 m roadway - 9.0 m
7.3 m roadway -7.5 m
Intersection Design
Unless indicated elsewhere herein, all intersection design standards shall conform to those
outlined in the latest edition of "Geometric Design Guide for Canadian Roads" as published by the
Transportation Association of Canada (TAC).
Intersection Grades
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 using the K values set out in TABLE
G-7.
TABLE G-7-INTERSECTION CURVES MINIMUM K VALUES
Intersecting Street
Minimum K Value
Crest Curve
Sag Curve
Arterial
17
15
Collector
7
6
Local, Recommended for Bare Land Strata
4
4
Under limited adverse access conditions, the District Engineer may allow the criteria listed in
TABLE G-8 while considering factors such as length of grade, amount of lower grade approach,
amount of direct road access, road width, and drainage requirements.
TABLE G-8-DESIGN CRITERIA FOR LIMITED ADVERSE TOPOGRAPHIC CONDITIONS
COLLECTOR
LOCAL ROAD
Design Speed (km/h)
50
50
Curvature (m)
95
85
Grade (%)
11
12
K Sag Curve
6
4
K Crest Curve
6
4
Crossfalling a road at an intersection will be permitted where required because of topographical
features in keeping with good engineering practices.
The transition length from a normal cross-sectioned road to a section of road where there is
superelevation shall be calculated based on 15 m for every 1% change in grade. If these conditions
are to be used the Owner must submit a preliminary design showing a centre line profile with
existing ground line and the proposed grade for all streets and intersections affected for adverse
topography. If prior approval has not been given by the District Engineer, then any design
submitted will not be approved.
Subgrade Preparation
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The road right of way shall be cleared of all trees, stumps, logs, roots, and any other
objectionable material likely to cause settlement for the full width of the highway, and for such
additional width as may be required to contain cut and fill slopes. In addition, buildings, fences,
superfluous culverts, or any other structures within the highway shall also be removed. Trees may
be left within the highway only where they do not conflict with utility services and where they are
not deemed a hazard at the discretion of the District Engineer.
Prior to placing of any granular aggregate on the highway, all existing topsoil or other
deleterious matter shall be removed from the full width of the road right of way and the road
surface graded to the desired cross section. Those areas not supporting structural portions of the
road, curb, gutter, or sidewalks do not need to be stripped.
Embankments shall be constructed by placing, shaping, and compacting approved materials as
classified in this Bylaw. All material placed in embankments shall be bladed smooth in level layers
not exceeding 300 mm uncompacted depth over the entire embankment area and placed in
successive uniform layers.
When embankments are to be made on hillsides or where a new fill is to be applied upon an
existing embankment, the slopes of the original ground or embankment (except rock
embankments) shall be terraced or stepped before filling is commenced.
Each layer shall be compacted to 95% Standard Proctor Density.
The embankment shall be constructed to provide adequate drainage. Should the embankment
material become damaged or saturated by rain, flooding, or other effects, repair, scarification, or
whatever other measures required to restore the embankment to the moisture and compaction
requirements this Bylaw shall be undertaken. Unsuitable materials encountered in the excavation
areas or at the subgrade elevation shall be excavated and wasted.
Over excavations shall be rebuilt to grade with an approved compacted material.
At transition sections where the profile grade changes from embankment to cut, the natural
slope shall be excavated to a depth of 1 meter and replaced with suitable material for a distance of
15 meters in order to prevent abrupt future differential grade changes. These parameters may be
varied on the recommendation of a geotechnical engineer.
The upper 300 mm of the subgrade shall be compacted to 100% of Standard Proctor density.
Subgrade preparation shall extend a minimum of 600 mm out from back of curb, sidewalk or edge
of asphalt on either side of the road.
Subgrade preparation shall be considered integral to the construction of new roads.
Frost Susceptible Soils (ML): The susceptibility of soils to frost heave is commonly classified using
the US Corp of Army Engineers four categories, as shown in Table 15.2 of the "Canadian
Foundation Engineering Manual", 3rd edition, 1992. All geotechnical reports shall address the frost
susceptibility of the subgrade soil.
Swelling Soils (CH): Pockets of soils known to change volume with variation of moisture content
are known to exist in several locations within the District. These soils are typically identified as
highly plastic clays (CH) using the Unified Soil Classification System and Atterberg Limits index test
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(ASTM D4318). Where these soils are encountered as subgrade, special subgrade preparation
considerations are required, as outlined below.
Scarification should render the subgrade to cohesive pieces of a maximum size of 20 mm to
allow adequate moisture conditioning of the soil. The soil should be moisture conditioned to
achieve a homogeneous moisture content between 0 and 3% over optimum. Following moisture
conditioning, the subgrade soil should be compacted to a minimum of 95% of Modified Proctor
density, as determined by ASTM D1557. The subgrade should be covered with granular sub-base as
soon as practical to minimize the variation of the moisture content in the subgrade. Additional
moisture conditioning and compaction may be required, should the moisture content be allowed
to vary significantly from optimum prior to placing the sub-base.
Proof Rolling
Upon completion of the subgrade preparation, the subgrade shall be proof rolled with a loaded
single axle truck with a minimum rear axle load of 8,000 Kg.
Any areas found to be soft or wet shall be excavated and back filled with select granular sub
base, granular material, and compacted to 100% Standard Proctor density.
New Pavement Design
The following four primary factors shall be considered in undertaking a specific design:
Subgrade support quality (geotechnical report)
Design life (20 years)
Traffic loading (expressed in ESALs)
Climate
New pavement structures shall be designed in accordance with the methodologies presented in
"AASHTO Guide for Design of Pavement Structures", 1993. The pavement structure shall be
designed for a twenty (20) year design life.
The American Association of State Highway and Transportation Officials (AASHTO) design
method is based on a Structural Number (SN) for the entire pavement structure (i.e. hot mix
asphalt, granular base and granular sub-base). The method incorporates the subgrade strength
expressed as the Subgrade Resilient Modulus (Mr), and design loading measured in equivalent
single axle loads (ESALs). Each component of the pavement structure is assigned a layer coefficient.
Subgrade strength is frequently characterized utilizing the California Bearing Ratio (CBR) test
procedure (ASTM D1883). This test should be performed on soaked subgrade soil specimens
compacted to 95% of Modified Proctor density as determined by ASTM D1557. The Resilient
Modulus may be approximated from the soaked CBR test values using the following relationships:
Mr (MPa)
=
10.3 CBR, or
Mr (psi)
=
1500 CBR
The soaked CBR properties of subgrade soil should be determined for each major soil type
encountered. Where more than one test is required, the tests should be evenly spaced, unless
otherwise directed by the geotechnical engineer.
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The required SN for the pavement structure is the sum of the product of the layer coefficient,
the component thickness, and a drainage coefficient for each component:
eq'n (1) SN = aacDac + abDbMb + asbDsbMsb where:
SN
= structural number for pavement structure
aac
= layer coefficient for hot mix asphalt (0.4)
ab
= layer coefficient for granular base (0.14)
asb
= layer coefficient for granular sub-base (0.10)
Dac
= thickness of hot mix asphalt (mm)
Db
= thickness of granular base (mm)
Dsb
= thickness of granular sub-base (mm)
Mb & Msb
= layer drainage coefficient (1.0 for Lake Country)
Road classifications, design traffic values and minimum depths of hot mix asphalt and
granular base components of the total pavement structure are as per TABLE G-9.
TABLE G-9-MINIMUM ASPHALT AND GRANULAR BASE DEPTH VS DESIGN TRAFFIC
Road Classification
Design Traffic (ESALs) 1
Minimum Depth of
Hot Mix Asphalt (mm)
Minimum Depth of
Granular Base (mm)
Walkways
n/a
50
75
Local, Lanes & Access Roads
2.8 x 104 (28,000)
50
75
Collector
2.8 x 105 (280,000)
100
100
Arterial 2
1.0 x 106 (1,000,000)
100
100
1 See Part 1 - Chapter 1 of AASHTO for definition of an Equivalent Single Axle Load (ESAL).
2 Special design reviews may be requested by the District Engineer
Standard Pavement Structures
Standard pavement structures, including required SN values, are provided on in TABLE G-10
for three strengths of subgrade. The standard pavement structures incorporate the minimum
depths of hot mix asphalt and granular base shown.
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TABLE G-10-STANDARD PAVEMENT STRUCTURES
Street Classification
Structure Component
Thickness is mm for Soaked CBR 1 of
3.0 4 CBR 5
5.0 CBR 10
CBR 10
Walkways
Asphalt - Surface Course
50
50
50
Granular Base
75
75
75
Granular Sub-base 3
150
150
150
Required SN Value
n/a
n/a
n/a
Local, Lanes & Access Roads
Asphalt - Surface Course
50
50
50
Granular Base
75
75
110 2
Granular Sub-base 3
275
165
0
Required SN Value
58
47
35
Collector
Asphalt - Surface Course
40
40
40
Asphalt - Base Course
60
60
60
Granular Base
75
75
100 2
Granular Sub-base
335
185 3
0
Required SN Value
84
69
53
Arterial
Asphalt - Surface Course
40
40
40
Asphalt - Base Course
60
60
60
Granular Base
75
75
75
Granular Sub-base
535
355
155(3)
Required SN Value
104
86
66
1 Soaked CBR value shall be at 95% of Modified Proctor maximum dry density and optimum moisture content, as
determined by ASTM D1557.
2 Placement of equivalent sub-base layer is not practical and shall be replaced with additional granular base.
3 Maximum aggregate size of sub-base material to be no more than 50% of total depth of sub-base.
4 Where the top 1 m of subgrade has a soaked CBR value of less than 3, then the subgrade strength should be
supplemented with an additional thickness of granular sub-base material in order to achieve a soaked
CBR value of 3 or greater. The thickness of the supplemental sub-base and the corresponding composite
CBR value for the top 1 m of composite subgrade can be determined by the following formula:
CBR Composite = ((tssb x CBRssb0.33 + (100-tssb) x CBRsg 0.33)/100)3
Where CBR Composite is 3 or greater.
tssb = thickness of supplemental sub-base (cm).
CBRssb = CBR value of supplemental sub-base.
CBRsg = CBR value of subgrade soil.
Granular base and granular sub-base to have a minimum soaked CBR value of 80 and 20,
respectively.
For design purposes, the maximum subgrade soaked CBR value shall not exceed 10.
Staged construction may be considered by the District Engineer when a road is to be
constructed and to be widened at a later date.
TABLE G-10 provides standard pavement structures for roads constructed on only three strengths of subgrade.
Alternate pavement structures may be designed based on the SN determined using
FIGURE G-1. For example, for a Collector Road with soaked subgrade CBR value of 4, then the
corresponding pavement structure requires a SN of 75. Using eq'n (1), and the specified layer
coefficients, a suitable pavement structure alternative may be determined as shown TABLE G-11.
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TABLE G-11-EXAMPLE PAVEMENT STRUCTURE 1
Pavement Structure Component
Thickness, D (mm)
Layer Coefficient, a
SN
Hot Mix Asphalt
100
0.40
40
Granular Base
100
0.14
14
Granular Sub-base
210
0.10
21
Total SN
75
1 The minimum depths of hot mix asphalt and granular base shown, and the required SN have been
met.
FIGURE G-1
Curves shown are derived from the methodologies presented in AASHTO. A description of all variables used
to derive the curves is presented in the Ministry of Transportation Technical Circular T - 9/95, "Pavement
Design Standards".
11
0
10
0
9
0
8
0
7
0
6
0
5
0
4
2.
3.
5.
6.
7.
8.
AASHTO (SN) Structural Number (mm)
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Design of Overlays for Existing Pavements
Design criteria for overlays are based on the limiting Benkelman Beam deflections as per
TABLE G-12
The design Benkelman Beam rebound (x + 2σ) should be determined on the basis of at least
10 uniformly spaced readings per two-lane kilometre (one half in each lane).
The summary rebound statistic for a pavement section should be seasonally adjusted to the
spring peak rebound value.
TABLE G-12-BENKELMAN BEAM CRITERIA FOR OVERLAYS
Road Classification
Maximum Deflection (mm)
Arterial highways
1.00
Collector highways
1.25
All Other Highway Classifications
1.50
Materials
Subgrade Fill Material
Subgrade fill material shall be free of rock detrimental to proper compaction and free of organic
or other deleterious matter. Fill material shall be compacted to a minimum of 95% Standard
Proctor density (ASTM 0698). Fill material shall be moisture conditioned to within 3% of its
optimum moisture content, as determined by the Standard Test Methods for Moisture-Density
Relations of Soils and Soils-Aggregate Mixtures ASTM D698 or ASTM D1557, at the time
compaction is undertaken.
Rock Fill
Rock, by definition, shall mean any material excepting hardpan or glacial till over 0.75 cu.m. in
volume requiring continuous drilling and blasting. It shall mean masonry or concrete as well as
natural boulders fitting this definition.
Rock fill shall be any material containing more than 15% by volume of rock larger than 150 mm
in size.
It shall only be used in approved areas and by approved methods to provide maximum stability
of the fill, as approved by the geotechnical engineer.
Granular Sub-base Course
Granular sub-base shall be well-graded material conforming to the gradation limits as shown on
Standard Drawings or suitable blast rock designed and installed under the supervision of a
Geotechnical Engineer provided the maximum nominal size is less than or equal to 50 percent of
the compacted sub-base layer thickness.
Crushed Granular Base Course
Crushed base course shall be composed of inert, durable aggregate, reasonably uniform in
quality, and free from soft or disintegrated pieces, wood wastes, roots, organic material or other
deleterious materials.
The gradation shall be within the limits set out in TABLE G-13 when tested to ASTM C 136 and C
117, using the designated sieve sizes, and to have a smooth curve without sharp breaks when
plotted on a semi log grading chart.
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TABLE G-13-CRUSHED GRANULAR SUB-BASE LIMITS
USBC Sieve Size
Percent by Weight Passing
25.00 mm (1")
100%
19.00 mm (3/4")
80-100%
9.50 mm (3/8")
50-80%
4.75 mm
(# 4)
35-65%
2.36 mm (# 8)
25-50%
1.18 mm (# 16)
15-35%
0.300 mm (# 50)
5-20%
0.075 mm (#200)
3-8%
A minimum of 60% of the material retained on 4.75 mm sieve shall have at least two fractured
faces as determined by particle count.
Crushed Granular Aggregate for Asphaltic Concrete
Crushed granular aggregate for asphaltic concrete shall be composed of hard, durable, crushed
gravel free from shale, clay, silt, loose coatings, and other deleterious materials.
The gradation of aggregates, when blended to meet the job mix formula shall be within the
limits shown in TABLE G-14 when tested to ASTM C 136 and C 117, using the designated sieve
sizes, and to have a smooth curve without sharp breaks when plotted on a semi log grading
chart.
TABLE G-14-GRADATION OF CRUSHED GRANULAR AGGREGATE FOR ASPHALTIC CONCRETE
USBC Sieve Size
Arterial, Industrial and Collector Streets
Residential, Lanes, walkways
Percent Passing by Weight
Percent Passing by Weight
Lower Course
Surface Course
25 mm (1")
100
19 mm (3/4")
85 - 100
100
12.5 mm (1/2")
65 - 85
85 - 95
100
9.5 mm (3/8")
70 - 85
70 - 90
4.75mm (#4)
40 - 65
50 - 70
45 - 80
2.36mm (#8)
38 - 55
32 - 64
1.18mm (#16)
20 - 38
28 - 44
24 - 51
0.600mm(#30)
20 - 34
17 - 40
0.300mm(#50)
10 - 20
12 - 26
13 - 29
0.150mm(#100)
8 - 15
8 - 16
7 - 18
0.075mm(#200)
3 - 8
3 - 7
3 - 8
A minimum of 60% of the material retained on 4.75 mm to 25 mm sieve shall have at least two
freshly fractured faces as determined by particle count.
Spreading and Compaction of Granular Aggregate
Granular aggregate shall be placed in maximum 150 mm lifts and shall be spread in an approved
manner such that the aggregate is neither segregated nor contaminated with foreign material.
Segregated materials shall be remixed until uniform. Immediately following spreading, granular
aggregate shall be compacted to 100% Standard Proctor density. The finished surfaces shall be
within +/- 15 mm of the design grade and cross section.
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The tolerance limits are in relation to the design aggregate gradation submitted with the
Marshall mix design. Aggregate short of material passing the 0.075 mm sieve shall have
approved mineral filler added. Mineral filler shall be material passing the 0.075 mm sieve and
shall be non-plastic when tested in accordance with ASTM D424. The moisture content of the
aggregate after leaving the drier and before mixing shall be not more than 0.5% by weight.
TABLE G-15-TOLERANCE LIMITS
Max Size
Percent Passing by Weight
4.75 mm
5.0%
2.36 mm
4.0%
1.18 mm
4.0%
0.600 mm
3.0%
0.300 mm
3.0%
0.150 mm
2.0%
0.075 mm
1.5%
Placing and Compacting Asphaltic Concrete
A self-propelled mechanical paver shall be used to spread the mixture. Compaction shall
commence immediately. Compaction methods shall be carried out as specified in the Asphalt
Paving Manual published by the Asphalt Institute and the MMCD
Asphalt primer shall be:
Anionic emulsified asphalt, slow setting (SS 1) and shall be diluted with clean water at two (2)
parts emulsion to one (1) part water for application, and thoroughly mixed by pumping. The
diluted asphalt emulsion shall be applied at a rate of 2 litres per square metre, or as approved
by the District Engineer. The prepared granular base shall be clean and free of "float" prior to
application of prime. Allow prime to absorb and cure for 24 hours prior to paving, unless
otherwise approved by the District Engineer. Traffic shall not be permitted onto primed areas.
Or;
Cutback Asphalt Primer RM20 meeting the requirements, and to application rates, stipulated in
the Standard Specifications for Highway Construction (latest edition) of the Province of British
Columbia Ministry of Transportation and Infrastructure.
Tack coat:
Bituminous tack coat shall be undiluted SS 1H or SS 1 asphalt emulsion and shall be applied at a
rate not greater than 0.5 litres per square metre to a clean pavement surface and provide for
adequate curing time prior to placing asphalt paving mixtures. The temperature of the material
shall be maintained between 30oC and 40oC at the time of application.
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Asphaltic cement:
shall be homogenous, free from water, shall not foam when heated to 175 o C, and meet the
requirement of TABLE G-16.
TABLE G-16-ASPHALTIC CEMENT
REQUIREMENTS
MIN.
MAX.
Viscosity @ 60° (Pa/s)
65
Min. Penetration @ 25°C
80
% Ret. Pen. after T.F.O.T. @ 25°C - 100 g/5 s
55
Solubility in Trichloroethylene (%)
99.0
Flash Point, C.O.C. minimum (°C)
235
Ductility at 25°C, 5 cm/min.cm
100
Water (%)
0.5
Asphaltic concrete:
shall conform to TABLE G-17
The Owner shall supply the District Engineer with a current 5-point Marshall mix design,
performed in accordance with ASTM D 1559, under the signature of a geotechnical Engineer.
The design asphalt content shall be specified to comply with the requirements of this section.
The asphalt content of hot mix asphalt which is produced in accordance with the approved
Marshall design shall be maintained within plus or minus 0.3% of the approved design asphalt
content.
TABLE G-17-ASPHALTIC CONCRETE
Property
Arterial & Collector Streets
Residential
Lower Course
Surface Course
Surface Course
Marshall blows per face
75
75
50
Marshall Stability @ 60°C (kN)
8 min.
8 min.
5.5 min.
Marshall Flow (0.25 mm units)
8 - 14
8 - 14
8 - 15
Voids in Mineral Aggregate (%)
13.0 - 16.5
14.0 - 17.0
14.0 - 17.5
Air Voids in Mixture (%)
- at design A.C.
- Allowable production range
4.0 + 0.2 3 - 5
4.0 + 0.2 3 - 5
3.5 + 0.3 3 - 5
Index of Retained Stability after water
immersion for 24 hours @ 60°C
80% min.
80% min.
80% min.
Density of Completed Asphaltic Concrete Pavement
The minimum allowable density of the completed pavement shall be not less than 97% of
the laboratory compacted Marshall Density.
Flaws in the pavement surface shall be corrected by removal of the complete area and the
full lift involved. Pavement which is unsatisfactory in the opinion of the District Engineer
by reason of faulty materials or methods of placement shall be repaired, to the original
condition or better, removed, replaced, or otherwise corrected.
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Asphaltic concrete shall be constructed in lifts of compacted thickness as per TABLE G-18:
TABLE G-18-ASPHALTIC CONCRETE CONSTRUCTION
Course
Permissible Compacted Lift Thickness (mm)
Minimum
Maximum
Lower Course
50
100
Surface Course
40
75
Testing
The Owner shall retain an independent materials testing firm to carry out comprehensive
testing to frequencies defined below, for each stage of construction of roads and streets. The
materials testing firm must employ a full time, qualified Engineer within the office from which the
testing services are provided. He shall review all test data and provide to the District, on a daily
basis and in summary form at the completion of each stage of the work, test data at the following
minimum frequencies:
For subgrade construction:
Moisture density relationship (Standard Proctor) - ASTM D698; - one test for each soil type
incorporated into the subgrade.
Moisture and density test
Subgrade construction and preparation three tests per 150 lineal metres of road per lift, to
include dry density and moisture content.
For trench backfill
one test per lift per 50 lineal metres of trench and one test per lift around manholes, valves,
catch basins, etc.
For sub base and base course construction (including subgrade enhancement using sub-base
material):
Gradation analysis - one test per 500 m3 or 1100 tonnes of material delivered to the site
with a minimum of 1 test per day of placement.
Moisture density relationship (Standard Proctor) ASTM D698; one test per class of material
for each 5000 m3, or 11000 tonnes delivered to site.
Compaction testing three tests per 150 lineal metres of road per lift, to include dry density
and moisture content.
For hot mix asphalt pavement production and placement:
Asphalt content and gradation of extracted aggregate - one test per production period,
where a production period is defined as that part of the working day either before or
after 12:00 Noon local time. In a full working day, the times of test shall be not less than
two hours apart.
Marshall Analysis of hot mix asphalt - one per work week per mix type; additional tests shall
be performed when any of the specified Marshall properties are not met in the initial
analysis.
Asphalt cement tests one complete analysis per project or one every two work weeks,
whichever is the lesser in timing; plus one penetration (ASTM D5) test per work week
from product obtained from the contractor's asphalt cement storage tanks.
Density, air voids and pavement thickness tests 3 cores (100 mm dia.) per 1500 m2 of
paved area per lift, with a minimum of 3 cores for each production day. Air void tests
shall be performed in accordance with ASTM D3203.
Tests on prime and tack coat products - one test per product per project.
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The District shall be provided with copies of all compaction test results pertaining to subgrade,
granular base and pavement structure.
Notification
Prior to undertaking roadworks, adequate notice shall be given to the District Engineer by the
Owner in accordance with TABLE G-19. The Owner shall not proceed from one stage to another
stage without the approval of the District Engineer.
TABLE G-19-CONSTRUCTION NOTIFICATION REQUIREMENTS
Stage
Minimum Notice Required
Prior to construction of fills or doing subgrade preparation
24 hours
Prior to placement of sub-base materials
24 hours
Prior to placement of concrete for curbs and sidewalks
48 hours
Prior to placement of base course (19 mm crushed gravel)
24 hours
Prior to paving
48 hours
Prior to top soiling boulevards
24 hours
Testing Frequency and Procedures
Aggregate Gradation and Asphalt Cement Content
One test per production period as defined in G.33.1 Asphalt content shall be determined in
accordance with ASTM D2172 or D6307. Gradation analysis of extracted aggregate shall be
performed in accordance with ASTM C136 and C117.
Thickness
The actual pavement thickness, for each unit of work area, will be determined on the basis of
the average thickness of three (3) cores. The cores shall be spaced at intervals of 150 m of
paved lane width or less. If the deficiency of any individual core exceeds 10 mm, three (3)
additional cores may be extracted in proximity to the location of the core of excessive
deficiency, to identify the extremities of the pavement area to be removed and replaced.
The Owner will initiate and pay for such additional coring.
A unit of work area is defined as 1,500 m2 or fraction thereof, representing pavement
placed in an individual placement day.
Sampling and testing for thickness determination shall be in accordance with ASTM D3549.
Density
Density of compacted pavement shall be determined on the basis of tests on core samples
taken at a maximum interval of 150 m of paved lane width. A test area shall be that area lying
between longitudinal joints and between transverse lines located midway between test cores
or between such transverse lines and the beginning or end of placement.
With prior approval of the District Engineer, the in-situ density of a compacted layer of
pavement may also be determined by nuclear methods in accordance with ASTM D 2950.
Spacing of tests shall be as stated above, and tests shall be taken in the vicinity of the core
samples extracted for testing of the thickness of the pavement layer. In a situation where the
in-situ density of the lift does not meet specification, according to D 2950, then the density
of the extracted cores shall be determined and will take precedent over the in-situ density.
Where the specified compaction has not been met, as confirmed by the direct measurement of
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
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the core, then an additional three cores shall be taken in the immediate area and the average
of the three cores shall be used.
Non-Compliance with Specifications
General
If the Owner fails to ensure that their contractor complies with the paving and construction
specifications as set out in this Bylaw, the following shall apply. Any penalty for deficiencies will be
in the form of a reduction in the amount of security for works returned to the Owner.
Hot Mix Asphalt Concrete
A Marshall analysis will be performed from a sample obtained at the paving site on a frequency
of one analysis per day, with at least one analysis required per project or 700 tonnes of asphalt.
When analysis identifies non-conformance with specified properties, remedial measures must
be immediately initiated. Evidence that compliance exists with the approved mix design must
be provided. Failure to do so must result in suspension of paving operations.
Aggregate Gradation
When the aggregate fails to comply with tolerances set forth in this Bylaw, the Owner's
Engineer will initiate the following action:
When two (2) consecutive gradation analyses identify non-compliance with the specified
tolerances, the contractor must be served notice and a third test will be initiated.
If continued non-compliance is indicated from the third test, the Contractor/Owner must
suspend production. It must not commence construction again until it has demonstrated that
corrective action has been taken and that the aggregate gradation is within the specified
tolerance limits.
Asphalt Cement
TABLE G-20 -PAYMENT ADJUSTMENT FOR NON-COMPLIANCE WITH TOLERANCE
Asphalt Content Deviation from Design %
Payment Adjustment Factor
0.30 OR LESS
0.00
0.31 TO 0.40
0.20
0.41 TO 0.50
0.75
0.50 OR GREATER
Remove and replace
Penalty will be applied for asphalt cement content non-compliance where the amount of
penalty for Hot Mix Asphalt Paving equals the unit bid price times the payment adjustment
factor times the quantity to which the factor is to be applied, i.e.:
Ac
=
P (Fc) (Qn)
where:
Ac
= Adjustment for asphalt cement content non-compliance
P
= Unit bid price
FC
= Payment adjustment factor for Asphalt Cement Content non-compliance
Qn
= Asphalt measured for payment which was produced during the production period to
which a test applies
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Penalty for Non-Compliance
Pavement Thickness
Pavement of any type found to be deficient in thickness by more than 10 mm must be removed
and replaced by pavement, of specified thickness, at the Owner's expense.
Pavement of any type found to be deficient by less than 10 percent of its specified compacted
thickness will not be subject to payment adjustment for thickness non- compliance.
Pavement of any type found to be deficient in thickness by more than 10 percent of its specified
thickness but not more than 10 mm shall give rise to an adjustment in the amount of penalty.
The penalty shall be calculated as follows:
At
=
Td x P x Qt
Ts
Where:
At
=
Adjustment for thickness deficiency
Td
=
Deficiency in thickness measured in mm and being greater than 10% of
specified thickness but not greater than 10 mm.
Ts
=
Specified thickness in mm.
Qt
=
Asphalt measured for payment lying within a unit of work area defined
in G.39.2 (b) where the thickness deficiency has been identified.
P
=
Unit Bid Price.
NOTE: No allowance will be made for the tolerance provided for in G.36.2
The adjusted price will be applied to all asphalt measured for payment which lies within a unit
of work area defined in G.39.2 (b) where the thickness deficiency had been identified, or to
such lesser area as may be defined in accordance with the provisions G.39.2(b).
Density
The minimum specified density for acceptance, without penalty adjustment, must be 97% of
the 75 blow Marshall density as most recently determined by the appointed testing
agency.
TABLE G-21-PAYMENT ADJUSTMENT FOR DENSITY NON-COMPLIANCE
Density (% of 75 blow Marshall)
Payment adjustment factor
97 and greater
0.0
95.0 to 96.9
As per Density Payment Adjustment Factor
Chart (see Standard Drawing)
Less than 95.0
No payment (subject to removal and
replacement after review by the Engineer)
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Adjustment for density specification non-compliance shall be determined as follows:
AD =
P (FD) (QnD)
where:
AD =
Adjustment for density non-compliance
P
=
Unit Bid Price for Hot Mix Asphalt Cement paving
FD =
Payment Adjustment Factor for density non-compliance
QnD =
Asphalt measured for payment within a unit of test area as defined in G.39.3.
Adjusted Payments
The total penalty arising from pavement deficiencies identified in the foregoing shall be
determined as follows:
Ar = Ac + At + AD
where:
Ar
=
Total Adjustment
Ac
=
Adjustment for asphalt cement content non-compliance
At
=
Adjustment for thickness deficiency
AD
=
Adjustment for density non-compliance
The total adjustment (Ar) shall be paid by the Owner to the District and may be withheld by the
District from any securities held for the subdivision or development.
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DESIGN AND CONSTRUCTION OF SIDEWALKS, CURBS, GUTTERS, BOULEVARDS AND
LANDSCAPING
General
All curbs, sidewalks, gutter, boulevard, and landscaping must be designed and constructed in
accordance with this Bylaw.
The minimum width of sidewalks shall be 1.5 metres. The District Engineer may in their sole
discretion, require that a sidewalk width be increased.
The location of sidewalks shall be as follows:
Arterial highways - sidewalks are required on both sides of highway;
Collector highways - sidewalks are required on one side of highway as required by the District
Engineer;
Local highways - sidewalks are required on one side of the highway, where the highway will be
used to provide the public with safe and efficient access to educational facilities, government
facilities, parks, recreation sites, hiking trails, pedestrian corridors, shopping centers,
entertainment centers, health institutions, religious institutions, or where identified as per
Standard Drawings for the road class. The location shall be as required by the District Engineer.
In accordance with District Bylaws and policies, upon completion of highway, curb, gutter, and
sidewalk construction, boulevards must be shaped and graded to match and blend with
surrounding areas.
Trees, shrubs, dry land grass as well as turf or mulch complete with irrigation must be in
accordance with Schedule C-1 and District irrigation standards.
In areas of rural cross sections without curb, gutter, or sidewalk; boulevards must be shaped and
graded to match and blend with surrounding areas seeded with coarse grasses (Okanagan Dryland
Grass Mix).
Driveway Access - deleted by Bylaw 1193, 2022
Wheelchair Ramps
Wheelchair ramps must be provided at all intersections on roadways that are being provided with
sidewalks and constructed in accordance with Standard Drawings.
Barrier Curb Crossing
Barrier Curb Crossings must be provided at all access locations and must be constructed in
accordance with Standard Drawings.
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Landscaping
Landscape Plan Requirements:
For landscape Works that will be owned and maintained by the District, a Qualified Professional
with expertise in landscaping, engaged by the Owner, is required to submit landscape drawings for
review by the District.
The following information shall be shown on the Landscape Drawings:
property lines and easements.
buildings, edge of pavement, curb lines and curbs, sidewalks, lighting fixture locations, surface
utilities and related service boxes or other elements that would affect the landscape and street
tree location.
Location of all existing vegetation to remain.
Location of retaining walls and existing or proposed slopes that exceed 3:1 vertical.
Location of all proposed trees, shrubs, ground cover and lawn areas.
Indication of which areas will be seeded grass vs sodded lawn.
Plant list showing botanical name, common name, size at planting, quantity, typical spacing, and
root zone volume of supplied growing medium for trees.
Landscape features, if applicable.
Type of mulch and application depth.
Growing medium depths for each planting type.
Boulevard Landscaping:
Unless specified otherwise, boulevards shall be vegetated with sodded lawn or densely planted
groundcover. Rough grass and/or wildflower seeding may be used on boulevards and side slopes
that are visually backing onto natural or rural areas, or for temporary boulevard treatments,
subject to the approval of the District Engineer.
For the boulevards of arterial and collector roads within the Town Centre DP area, the
treatment shall be as per the streetscape improvement plan for that area.
For boulevards adjacent to commercial property and locations outside the Town Centre DP area,
or where no plan is in place, subject to development permit requirements, the boulevard
treatment shall generally be turf or hard-surfaced, and shall include street trees and irrigation,
serviced and maintained by the Owner of the parcel with the boulevard frontage. Acceptable
surface materials for the boulevard include:
I.
unit pavers
II.
exposed aggregate concrete;
III.
stamped and coloured concrete;
IV.
irrigated turf; or
V.
xeriscape or dryland landscaping
For boulevards where the land use of the adjacent property is industrial, institutional or multi-
family the boulevard treatment shall generally be street trees and turf or xeriscape landscaping,
serviced and maintained by the Owner of the parcel with the boulevard frontage.
For boulevards where the land use of the adjacent property is one, two or four-family
residential, and where the boulevard is accessible for maintenance mowing and watering from
the adjacent property, the boulevard treatment shall generally be street trees and turf or
xeriscape landscaping, serviced and maintained by the Owner of the parcel with the boulevard
frontage.
For boulevards where it is unlikely that the adjacent property owner will be able to adequately
maintain the boulevard due to geographical constraints, the District may accept ownership and
maintenance of the boulevard, subject to the approval of the District Engineer.
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Median and Roundabout Landscaping:
Landscaped medians are generally discouraged within arterial or collector roads due to difficulty
of service and maintenance.
In locations approved by the District Engineer, medians shall be vegetated with sodded lawn or
densely planted groundcover and irrigated street trees.
The landscaping of roundabouts and cul-de-sac islands shall have a hard surface material or
landscaping with low shrubs or groundcovers at the discretion of the District Engineer, and
should feature:
a single specimen tree;
a group of like trees; or
public art if the roundabout or cul-de-sac is in the Town Centre area. The selection, design
and placement of public art shall be made in cooperation with the Public Art Advisory
Commission.
Utilities Coordination:
Placement of landscape features shall be coordinated with the location of underground utilities
and shall be, as much as is practical, aligned and buried to provide a continuous 1.0m deep
utility-free trench beneath tree planting locations.
Planting and paving design shall be co-coordinated with the design and construction of surface
utility boxes, such that boxes fall entirely within either a paved surface or entirely within a
planted surface but not partly in paving and partly in planting and that grades and alignment of
boxes match the final design and construction of all elements to create a co-coordinated and
orderly appearance, free of trips and hazards.
Plant Materials:
Plants shall have the ability to withstand adverse conditions such as airborne pollutants,
maximum sun exposure and reflected heat from pavements, high winds and abrasive forces,
occasional snow loading and exposure to salt from road clearing operations, and limited root
zone soil volumes.
Plant hardiness requirements vary by elevation. Plants shall be hardy to Canadian Plant
Hardiness Zone 5A to 1A as site conditions dictate.
Plants shall be capable of reduced water demand following a one-year establishment period.
Plants shall have relatively low maintenance attributes including: fine to medium leaf size and
canopy density; non-fruit bearing or having only berry-sized non-staining and non-toxic fruits;
low susceptibility to disfiguring or fatal diseases and infestations; infrequent demands for
pruning, fertilizing and other cultural requirements.
Plants shall be of appropriate size and form at maturity to meet criteria listed in this bylaw.
Tree Planting:
Street Tree plantings shall be required on streets and highways in all subdivisions where new
roads (including culs-de-sac) or road extensions are required.
Minimum number of boulevard trees shall be calculated as follows:
Medium trees (± 10 - 20m ht. at maturity) greater of 1 per lot or 15m.
Small trees (Under 10m ht. at maturity) greater of 1 per lot or 10m.
Plantings of trees closer than 6m on centre shall require the written concurrence of the
District Engineer.
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Locate trees fronting on single family lots in locations that avoid all utility service
alignments and driveways. Generally, this will lead to tree placement in the half of the lot
frontage away from the driveway side, and not at either the lot centerline or at a lot line.
Boulevard or 'street' trees shall be of a single species/cultivar on either side of the street within
a given block. Centre median tree species may vary.
Street tree species shall vary between intersecting streets. Street tree selection will be made
with consideration of maintaining a diverse and varied street tree distribution across a
neighbourhood to minimize disease risks.
All street trees shall have:
A compact or upward branching structure.
Ability to withstand pruning for pedestrian, vehicle and/or building clearance without
compromise to tree health or form.
Absence of species/varietal characteristics of structural weakness, susceptibility to wind
damage, or thin, easily damaged bark.
Trees shall be minimum 5 cm caliper measured at 300mm above the root ball at the time of
planting, and of uniform size if planted in a boulevard row.
Tree branch clearance requirements are 5m over the traveled portion of road and 2.25m over
the sidewalk.
Trees directly under electrical power lines must meet the following selection and soil volume
requirements:
i.
Minimum allowable soil volume per tree is 4 cu.m. with 1m depth pit.
ii. Mature height not greater than 7.5m.
Trees beside hydro lines must meet the following selection and soil volume requirements:
i.
Minimum lateral distance from nearest line 2.75m.
ii. Minimum allowable soil volume per tree is 4 cu.m. with 1m depth pit.
iii. Mature spread not greater than 5m.
Trees with limited available soil volume must meet the following selection and soil volume
requirements:
i.
Minimum allowable soil volume per tree is 4 cu.m. with 1m depth pit.
ii. Mature height not greater than 10m.
Trees for available soil volumes of 9 cu. m. or greater must meet the following selection and soil
volume requirements:
i.
1m pit depth
ii. Mature height not greater than 20m.
Trees for a wide boulevard or wide median use only must meet the following selection and soil
volume requirements:
i.
Minimum available root zone of 20 cu. m. per tree
ii. Minimum boulevard or median width of 3.5m
Minimum setbacks for trees to objects in new developments shall be as follows:
Underground streetlight conduit or irrigation main
0.6m
Other underground utilities
3.0m
Lamp standards
6.0m
Steel and wooden utility poles
3.0m
Driveways
1.5m
Catch basins
1.5m
Manholes, valve boxes, services
3.0m
Sewer service boxes
3.0m
Fire hydrants
2.0m
Road intersection
7.0m
Curb face (see SS-L3 for Root Barriers required)
0.5m
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Sidewalk
0.85m
Curb face and sidewalk with root barrier
0.60m
Buildings - fastigiate (columnar) tree
2.0m
Buildings - regular crown tree
3.0-5.0m
The District Engineer may consider custom setbacks where trees are being installed in existing
streets with established utilities.
Lawns/Fine Grass, Rough Grass and Wildflowers:
Sod shall be used on all lawn/fine grass areas. Seeding, as an alternate, shall require approval of
the District Engineer.
Rough grass and wildflower areas shall be seeded. Seeding method shall be noted on drawings.
Areas to be seeded with grades greater than 3:1 and/or highly erodible soils shall be
hydroseeded with a nurse crop seed mix, a hydraulically applied erosion control mulch, or
erosion control blanket. Erosion control method to be noted on drawings.
Landscape Maintenance
(a) All landscaping must be actively maintained by the Owner for the entire Landscape Maintenance
Period as described below. The Landscape Maintenance Period for landscape establishment shall
be one year from the date of Substantial Performance of the landscape components of the work.
All landscape areas shall be provided establishment maintenance which shall include irrigation
maintenance and watering, mowing, weeding, pruning and supplemental fertilization until the end
of the Landscape Maintenance Period. The Landscape Maintenance Period shall continue until a
Certificate of Total Performance of all Landscape Works is issued by the District upon the
expiration of the Landscape Maintenance Period.
(b) The Owner's qualified professional shall submit a maintenance schedule with the Certificate of
Substantial Performance. It shall include timing and arrangements for:
i.
Routine inspection
ii. Aerating and dethatching turf areas
iii. Replenishing mulch
iv. Fertilizing
v. Pruning
vi. Weeding
(c) is encouraged to implement sustainable or environmentally-friendly practices for overall
landscape maintenance.
Irrigation
Irrigation Plan Requirements
(a) For irrigation Works that will be owned and maintained by the District, a Qualified Professional
with expertise in landscaping, engaged by the Owner, is required to submit landscape drawings
for review by the District.
The following information shall be shown on the Irrigation Drawings:
i.
property lines and easements
ii.
buildings, edge of pavement, curb lines and curbs, sidewalks, lighting fixture locations,
surface utilities and related service boxes or other elements that would affect the irrigation
system.
iii.
Location of all existing vegetation to remain.
iv.
Location of retaining walls and slopes that exceed 3:1 vertical.
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v.
Designate the areas irrigated by each valve (irrigation zones) and assign a number to each
valve.
vi.
Clearly identify any 'temporary zones': those zones which are intended to operate for less
than a two (2) year grow in period.
vii.
Schematic layout showing all points of connection, backflow prevention, water meters,
electrical supply and meters, winterization facilities, timeclocks, heads, valves, piping,
sleeves, sensors and other elements critical to construction and maintenance of the
irrigation system.
viii.
Irrigation legend describing brand, model and size of timeclocks, heads, valves, piping,
sleeves, sensors and all other elements shown on the irrigation plan.
General Irrigation Requirements
(a) A complete and working automatic irrigation system shall be provided for all landscaped areas
within a highway boulevard, median or roundabout. Temporary watering provisions
(b) shall also be made for planted areas of a 'non-irrigated' variety - to allow for watering through a
maximum 1-year establishment period or in severe drought.
(c) Urban trees in pavement shall be irrigated with an automatic irrigation system that may include
bubblers or drip elements.
(d) Sleeves shall be provided under sidewalks and driveways, and to medians / islands, as required for
installation and maintenance of the irrigation system without removing surface paving.
(e) Provide a flow sensor and master valve, both connected to the controller, that will stop flow to
the system or irrigation circuit in cases of an irrigation water leak. Provide an isolation gate valve
upstream of all automatic sprinkler valves.
(f) Design to water plant materials with different watering requirements (e.g. grass vs. shrub areas
and high vs medium vs low water use shrub areas) on different valve circuits.
(g) Where surface sprinklers are used, ensure unobstructed sprinkler coverage to tree bases from at
least two sides.
(h) Every drip system shall be designed with a filter, pressure regulator, flush valve and air relief valve.
The drip component manufacturer's instructions for installation and maintenance shall be
included in the project specifications.
(i) The irrigation system shall perform to within 15% of the targeted application efficiency standards
for irrigation systems, as determined by the Irrigation Association and the Irrigation Industry
Association of British Columbia, as follows:
i.
Spray Zones: 75% or higher;
ii. Rotor Zones: 80% or higher;
iii. Microjet Irrigation Zones: 85% or higher.
iv. Drip Irrigation Zones: 90% or higher.
(j) Sprays and rotors shall be designed with head to head coverage to meet the application efficiency
standards.
(k) It is the responsibility of the Certified Irrigation Designer to identify to the Owner and to the
District any landscape impediments, existing or planned, that will impede reaching the targeted
efficiencies. At the discretion of the District, irrigation system design audits may be performed to
ensure design efficiency has been met.
(l) The irrigation system shall be designed with minimal pressure losses where possible. Pressure
losses between any two sprinklers on the same zone shall be less than 10%.
(m) Pipes shall be sized to allow for a maximum flow of 1.5m/sec.
(n) The irrigation system shall be sized and designed to 80% of point of connection available flow and
pressure; allowing for 20% growth of system or 20% reduction in operating pressure while
retaining targeted operational efficiencies.
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(o) Locate point of connection or pedestal to meet the following requirements:
i.
No pedestal or point of connection locations will be permitted with medians without the
explicit written consent of the District.
ii. No pedestal location shall be subject to application of irrigation watering.
iii. No point of connections shall be placed within a sidewalk without the explicit written
consent of the District.
(p) The irrigation design shall include voltage loss calculations to the electrical control valve furthest
from the controller. The drawings are to include:
i.
A chart comparing the actual voltage drop to the allowable voltage drop on common and
zone signal wires;
ii. Voltage loss shall not exceed the maximum voltage loss as specified by the manufacturer of
the irrigation controller;
iii. Indicate wire locations, wire gauge required, spare wires and necessary splice box locations
on the Contract Drawing.
iv. Install one spare control wire for every five (5) electric control valves connected to the
controller;
(q) Install one spare common wire for every ten (10) electric control valves connected to the
controller.
(r) Irrigation sleeves shall be installed to route irrigation lines under hard surfaces and features. Non-
metallic CSA approved electrical conduit shall be installed adjacent to irrigation sleeves.
(s) Electric control valves used in the design of the irrigation system are to remain consistent in size
and manufacturer, where possible. Renovations or additions to the irrigation system shall use the
same manufacturer, model and size that exist on site. It is permissible to use an electric control
valve from a different manufacturer for specialized applications. In general:
i.
Electric control valves must be sized to the design flow;
ii. Drip and micro irrigation zones must include filtration and pressure regulation to
manufacturers' specifications. Drip and micro zones must have an isolation valve prior to
zone valve for maintenance of filtration.
iii. Unless it has deemed not possible, valves are to be located on the periphery of green spaces
and where available, within planting beds.
iv. Design approval will be required to insert valve locations within hardscape surfaces.
(t) Sprinklers specified for the irrigation system are to remain consistent in size, nozzling and
manufacturer. Modifications or additions to the existing irrigation system shall use the same
manufacturer, model and size that exist on site. Sprinkler choice is based upon:
i.
Available operating pressure at the base of the sprinkler;
ii. Desired radius;
iii. Type of landscape/plant material to be irrigated.
iv. Preference will be given to sprinklers incorporating pressure compensating devices.
v. Preference will be given to sprinklers incorporating check valves to reduce low head
drainage.
(u) Sprinkler arcs, radius and alignment are to be designed and capable of adjustment to minimize
overspray onto adjacent surfaces outside of landscape areas.
(v) Drip line and emitters must incorporate technology to limit root intrusion.
Irrigation Service Connections
Except as required otherwise all landscaped areas of a highway boulevard, median or roundabout shall
be serviced with a metered water service (50mm diameter, and a metered electrical service
(120/240 volts, 60 amps minimum). Provision of water and electrical services by the Owner shall
include the establishment of service accounts with the utility providers, all necessary permits,
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
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testing and certification, and all materials, labour, fees and utility costs necessary to provide the
service until the end of the Landscape Maintenance Period.
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DESIGN AND CONSTRUCTION OF WATER DISTRIBUTION SYSTEMS
General
If a water distribution system is required, subdivision or development must not be approved until:
the Owner provides each parcel within the subdivision or development with a water service
connected to a water distribution system that is connected by trunk water mains, to an existing
community water system. All works must be installed in accordance with the standards set out
in District Bylaws and the regulations of the local water authority; and
the proposed subdivision or development is included within an established water system
boundary which is either extended or established pursuant to the local improvement and local
service provisions of the Local Government Act or Community Charter, as required by the
authority having jurisdiction.
where the District does not own or operate the community water system, the Owner of the
community water system has provided the District Engineer with a Certificate of Public
Convenience and Necessity issued by the Comptroller of Water Rights, together with written
confirmation from the water utilities engineer, that the system meets the requirements of this
Bylaw.
new water mains must be installed and commissioned in accordance with the District's
"Requirements for New Water Mains" policy.
Where the District does not own or operate the community water system and the proposed
works do not meet the design criteria set out in this Bylaw, the subdivision or development may
be approved provided that:
the Owner of the community water system has submitted a five-year capital plan prepared by
an engineer;
the Owner of the community water system has complied with the conditions set out in the five-
year capital plan; and
the subject property for the application is located within the boundaries of the capital
improvement area as set out in the approved five-year capital plan submitted by the Owner of
the community water system.
Capacity of System and Sizing of Water Mains
Subsection 1.2.1 amended by Bylaw 1269, 2025
Water distribution systems must be designed and constructed to accommodate the maximum
number of dwelling units permitted on the parcel under the Zoning Bylaw, as amended from time
to time.
Mains must be sized using the Hazen Williams formula with the coefficient "C" equal to 120. The
maximum flow velocity for peak hourly demand rate must not exceed 2.0 m/s. For maximum daily
flow rate plus the fire flow rate, the maximum flow velocity must not exceed 4.0 m/s.
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Domestic Demand Criteria
For residential areas, the daily domestic demand criteria for the purposes of designing water
distribution systems must be as follows:
TABLE I-I-1- DAILY DOMESTIC DEMAND CRITERIA
Average Daily Flow
= 900 litres/capita/day
Peak Daily Flow
= 1800 litres/capita/day
Peak Hour Flow
= 4000 litres/capita/day
Table I-I-2 added by Bylaw 1269, 2025
TABLE I-I-2- DAILY DOMESTIC DEMAND CRITERIA INFILL HOUSING
Average Daily Flow
= 600 litres/capita/day
Peak Daily Flow
= 1200 litres/capita/day
Peak Hour Flow
= 1800 litres/capita/day
The demand criteria must be selected to suit the particular circumstances as approved by the
District Engineer. Densities for specific zones are indicated in TABLE I-2.
TABLE I-2-COMMUNITY WATER SYSTEM DENSITIES
People/Ha.
People/Unit
Single Family
24-30
3
Multi-family Low
85
2
Multi-family Medium
(3 storey) 120
2
Multi-family High
(4-12 storey) 320-960
2
Mobile Home
45
2
Industrial
50
-
Institutional
50
-
Commercial
75
-
Fire Demand Criteria
Water distribution systems must be designed to ensure that fire flows as required by the most
recent Fire Underwriters Survey are available for required durations. Notwithstanding, the
provisions of the Fire Underwriter's Survey, fire flows and shall not be less than:
Table 1-3 deleted and replaced by bylaw 1269, 2025
Notwithstanding the above table, for all subdivision or development, with due consideration to
anticipated building size, the Owner's Engineer must provide, detailed design calculations
supporting the amount and duration of the design flows prior to final design.
TABLE I-3- REQUIRED FIRE FLOW
Development
Minimum Required Fire Flow
Duration (hours)
One or two dwelling unit housing and Infill Housing
60 litres/sec
1.5
Three or four dwelling unit housing
90 litres/sec
2.0
Five or more dwelling unit housing, Row Housing or
Mobile Home Parks
150 litres/sec
2.0
Commercial and Institutional
150 litres/sec
2.0
Industrial
225 litres/sec
3.0
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Subsection I.4.3 added by Bylaw 1269, 2025
Where a proposed Subdivision or Development has a fire flow requirement greater than what is
available from the Community Water System, and increasing the fire flow supply or distribution
system is not viable, in the opinion of the District Engineer, the District Engineer may approve the
Subdivision or Development.
Design Pressures
The water distribution systems must be designed to provide domestic water at the probable
building main floor elevation on each parcel as follows:
Maximum static pressure
827 Kpa
120 psi
Minimum static pressure
275 Kpa
40 psi
Minimum residual pressure at peak hour
250 Kpa
36 psi
Minimum residual pressure at fire flow conditions 140 Kpa
20 psi
Hydraulic Network Considerations
Where there is an existing hydraulic network model in place, the District will provide
information for design calculations.
Depending on the complexity and extent of the proposed water distribution system, the District
may elect to carry out a hydraulic analysis showing minimum design flows and pressures. The
Owner will be required to pay for this analysis.
The maximum length of any permanent, non-interconnected water main must be less than 150
m. All mains exceeding 150 m, unless it is a temporary situation, must be looped.
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 or the
agency having jurisdiction.
The minimum pipe size for all water mains shall be 200 mm diameter. The District Engineer
may require water mains larger than 200 mm diameter if on a distribution or transmission
route. The minimum water main size for commercial or industrial areas shall be 200 mm.
In residential areas, fire hydrant leads must be 150 mm diameter minimum. Water mains 100
mm in diameter may be permitted for domestic service on dead-end roads where no further
extension is planned. Wherever practical, water mains must be looped. Dead-end mains must
not be promoted.
Location and Grade of Water Mains
Water mains must be located in the road right of way as shown on Standard Drawing. (e.g.
Statutory right of way).
A minimum horizontal clearance of 1 meter between a water main and underground utilities must
be provided, except for sanitary and storm sewer mains.
A minimum three-meter clear horizontal distance between a water main and a sanitary or storm
sewer main must be maintained.
In special cases such as installations in rock or hardpan and subject to any provincial regulations,
the horizontal clearance may be reduced with the approval of the District Engineer and the Interior
Health Authority, provided the invert of the water main is a minimum of 450 mm above the crown
of the sanitary sewer. On side hill streets the water main must be located on the cut side of the
centre line of the street.
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Water mains must be designed to follow a straight alignment between intersections and at grades
parallel to the road centerline unless otherwise approved by the District Engineer.
Curved alignments may be accepted provided the pipe alignment is at a parallel offset to an
established boundary. In no case shall the radius of curvature be less than 300 times the outside
diameter of the pipe barrel. The design drawings must indicate the method for achieving the
curvature. In no case shall curvature be established in PVC pipelines using joint deflection.
Water mains must be designed at grades that minimize high points in the main. Where a high
point is unavoidable, a hydrant, a service, or an air release valve must be installed at the high point
as required by the District Engineer.
Where the slope of the water main exceeds 20%, anchorage is recommended. Slopes 30% or
greater require anchorage and trench dams must be incorporated in the design.
Gas main, electric or telephone duct, or other utility lines may only be installed in the same trench
with water mains when horizontal and vertical separation is maintained.
Where it is necessary for a water main to cross other underground services, the crossing must
be made at an angle greater than 20 degrees and the vertical clearance between services at the
crossing point must be not less than 150 mm except for sanitary sewers where clearance must be
in accordance with the Public Health Act.
Design drawings must indicate whether the water main passes over or under other underground
services which it is crossing.
Services
The diameter of water services must be approved by the District Engineer.
The diameter of water services shall be determined considering water distribution system
pressures, requirements for sprinklers and building size (fixture counts). In no case shall the
diameter be less than 19 mm.
The diameter of water services for District Parks shall be as required by the District Engineer, but
in no case shall the diameter be less than 25 mm.
Separate water services installed in accordance with Standard Drawings must be provided to each
parcel and installed on the same side of the parcel as the sanitary sewer service.
Tappings shall be made at an angle of < 30 and > 10 degrees above the horizontal centerline plane
of the pipe.
Curb stops must be located 2.0 meters from the property corner pin. Where such location will
conflict with other services, alternate alignments may be submitted for approval.
19 mm diameter service connections may be tapped directly into mains 150 mm diameter and
greater. 25 mm diameter service connections may be tapped directly into mains 200 mm diameter
and greater, except in the use of PVC water mains where all service connections must be made
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with double strap service saddles. 40 mm and 50 mm diameter service connections must be made
using double strap service saddles. Multiple corporation stops must be staggered.
Blow Offs
Blow offs are required at the end of all dead-end water mains and must be constructed and
installed in accordance with Standard Drawings.
Water Sampling Stations
The District Engineer may require water sampling stations to be installed. Water sampling stations
shall be Kupferle Foundry Eclipse 88.
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Air Valves
The general application of the three types of air valves must be:
air/vacuum valves for filling or discharging mains and preventing negative pressures,
air release valves for small air release during normal operation, and
combination valves for combination of air/vacuum and air release valves.
Air valves are not required on water mains 200 mm diameter and smaller, except as determined
by the Owner's Engineer or as required by the District Engineer.
Combination air valves must be installed at the summit of all mains 250 mm diameter and
larger, except where the difference in grade between the summit and valley is less than 600 mm.
Where practical, with approval of the District Engineer, fire hydrants may be located to facilitate
an air release.
Fire Hydrants
Fire hydrants must be located as specified in the most recent publication of the Fire
Underwriter's Survey, "Water Supply for Public Fire Protection".
Where hydrants are located other than at intersections, they must be located on the projection
of the property line dividing two lots. In selecting the location of a hydrant, the probable route of
the firefighting equipment must be considered in consultation with the Fire Department.
A hydrant must not be located within 3 meters of a utility pole, pad mounted transformer, light
standard, or any other obstructions.
Legal access and clearance of 1.3 m must be maintained around the fire hydrant.
Hydrants must be flow tested with results added to the hydrant service card.
All hydrants must be painted in a specific colour (team green) and be colour-coded according to
the District Fire Department standards utilizing the NFPA standard regarding expected flow rates.
For hydrants located across a rural road ditch, provision for access, including a culvert and frost
protection must be provided.
All hydrants must be bagged until substantial performance is achieved.
Valving
Valves must be located as follows:
In a cluster at the pipe intersection or at the projected property line, when located in an
intersection, to avoid conflicts with curbs and sidewalks:
3 valves at "X" intersection,
2 valves at "T" intersection,
or as required by the District Engineer so that specific sections of mains may be isolated.
Not more than 200 m apart for single family residential. All other zones require special designs.
Not more than two hydrants are isolated.
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Valves must be the same diameter as the main. Gate valves must be used up to and including
300 mm diameter. Gear operated butterfly valves will be allowed in mains larger than 300 mm.
Valves must be installed in accordance with Standard Drawings.
Thrust Blocking
Concrete thrust blocking and/or adequate joint restraining devices must be provided at bends,
tees, wyes, reducers, plugs, caps, valves, hydrants and blow-offs.
Thrust blocking and/or adequate joint restraining devices are not required for bends at 5
degrees.
The restraining device system must take into account potential future excavations of the road in
the vicinity of the water main.
The engineering calculations for the thrust block design, based on fitting type, water pressure
and soil conditions shall be provided to the District Engineer if requested.
Reservoirs
All reservoirs require a pre-design report prior to commencing detailed design.
Reservoirs must be designed to suit particular circumstances.
Reservoir designs must include:
structures to be below ground and covered unless specifically approved otherwise;
material must be reinforced concrete designed in accordance with the American Concrete
Institute's manual on Environmental Engineering Concrete Structures - ACI 350 R-Current
Version;
2 cells, each containing one half of total required volume and capable of being isolated and
drained and filled independently;
two lockable access openings in roof for cleaning and maintenance with easy access to any
ladders. Minimum dimension to be 1-meter x 1 meter each. Overflow pipe must be visible from
the access hatch;
At all access hatches, a survey mark inlaid inside showing the geodetic elevation is to be
provided;
Access hatch(s) to have the following:
Aluminum cover ¼" tread plate - 300lb/ft2 ,
perimeter drain,
perimeter sealing gasket,
slam lock with aluminum removable sealing plug and opening tool,
flush lift handle,
gas spring assist cylinder,
90-degree hard open arm;
ventilation pipes or openings sized to handle appropriate intake and exhausting volumes of air
for filling and drawing the reservoir;
floor to be sloped to the sump;
sub drain under floor to collect and drain any leakage, connected to overflow pipe;
interior stainless steel wall ladder from roof access to floor. Any exterior ladders must be vandal
proof and prohibit unauthorized access;
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inlet and outlet pipes to be designed to disperse water throughout the reservoir;
overflow drain to be provided and sized to transmit the maximum reservoir design inflow. The
overflow drain must be connected to an acceptable point of discharge; approved by the District
Engineer;
All entrance doors must be equipped with electric strike and fob reader system as supplied by
Chubb Edwards in accordance with District standards;
A PLC based control system, instrumentation, and process and SCADA telemetry in accordance
with District standards, including;
Continuous level measurement of each reservoir cell
Back up high-level float alarm signals for each reservoir cell;
Intrusion alarming for each hatch;
Intrusion alarming for the reservoir valve chamber;
Room temperature monitoring in the valve chamber;
Flood monitoring in the valve chamber;
HMI for local monitoring;
UPS power supply;
Chlorine residual or other analytical monitoring shall be included.
PLC, HMI, and SCADA programming shall be done by the District's designated integrator, in
accordance with District standards at the Owner's expense.
equipment and operations manuals;
security against vandalism and theft;
landscaping acceptable to the District is to be provided including irrigation; and
a minimum 30 amp, 120 VAC power service
Reservoir capacity must be calculated by the following equation:
Total Storage Requirement = A + B + C
Where:
A = Fire Storage
B = Equalization Storage (25% of maximum day demand)
C = Emergency Storage (25% of A + B)
Reservoir capacity must not be less than the greater of the following:
One day average annual consumption for the service area.
The sum of the peak hourly demand flow rate sustained for 6 hours plus the fire flow required
to meet Fire Underwriters Survey Guidelines for the specified period of time, less the pump
station capacity with the largest capacity pump out of service.
Reservoir valve chamber design must incorporate:
all valves associated with the reservoir;
sump in valve chamber floor, connected to overflow pipe through a check valve;
50 mm valved outlet off supply line within valve chamber for water supply for cleaning
reservoir; and
valves must be outside stem and yolk.
Pump Stations
Pump stations must be designed to meet maximum daily demands with the largest pump out of
service with balanced storage online. If equalization storage is not online, pump station capacity
must meet peak hour demand with the largest pump out of service.
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Pump station design must assess, and where appropriate incorporate, the following features:
ability to handle the ultimate flow requirements;
type of station and impact on neighbours;
construction dewatering requirements;
access for construction;
access for maintenance;
aesthetics, noise, and landscaping acceptable to the District is to be provided, including
irrigation;
security against vandalism and theft;
proximity and adequacy of power supply;
minimizing energy requirements;
equipment and maintenance requirements (access, lifting equipment, etc.);
standby power and its compatibility;
soil suitability for intended purpose;
convenience of operation and maintenance.
safety for operators and public; and
capital, operation, and maintenance costs.
Pump Station design must include:
A PLC based control system, instrumentation, and process and SCADA telemetry in accordance
with District standards, including:
Feedback signals from and control signals to each motor starter;
Feedback signals from and control signals to chlorination system (if required);
Lead pump selection, including the option to alternate;
Continuous Suction Pressure monitoring and alarming;
Continuous Discharge Pressure monitoring and alarming;
Continuous Flow monitoring and alarming;
Continuous Room Temperature monitoring and alarming;
Flood monitoring;
Intrusion monitoring;
All entrance doors must be equipped with electric strike and fob reader system as supplied
by Chubb Edwards in accordance with District standards
HMI for local monitoring; and
UPS power supply
full duplex pump sequencing;
VFDs or electronic soft starters, with ramping, to minimize starting and stopping surges;
starters in individual enclosures for each pump motor in accordance with District standards,
including:
Hand-Off-Auto selectors; Hand-Off-Auto selectors;
ii. Keypads mounted in the starter door for VFD's and Soft Starters;
iii. Hour Meters;
iv. Ammeters (may be part of keypad display);
v. Phase Loss Protection; and
vi. Power Factor Correction to meet electrical supply utility requirements.
low discharge pressure override-start plus alarm;
low pressure or no flow override-start plus alarm;
alarms to be both audible and visible;
control valves to minimize starting and stopping surges;
duplicate control cables, without splices, between pump stations and reservoirs;
security against vandalism and theft;
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energy efficient motors;
hour meters, recording flow meter and recording suction and discharge pressure gauges at each
pump;
flow metering equipment;
automatic heating, ventilating and dehumidifying systems;
in-station lighting;
telemetry alarm system;
wireless (radio) telemetry between pump station and reservoir;
drainage to be provided for all areas of pump station;
chlorine injection requirements, including safety, storage and handling;
chlorine alert detection;
chlorine weigh scale;
electrical phase loss protection;
electrical drawing schematics for control panel;
reduced pressure backflow preventer;
a minimum 347/600V electrical service; and
pump motors shall operate at 575V, three-phase for motors five horsepower or greater.
For each design submission to the District, an extra set of drawings and manuals pertaining to
the design of the pump station, key plan, and location plan must be submitted to the District
Engineer.
PLC, HMI, and SCADA programming shall be done by the District's designated integrator, in
accordance with District standards at the Owner's expense.
The Owner must provide three sealed sets of mechanical shop drawings, three sealed sets of
electrical line diagrams, two sealed copies of design calculations for review by the District
Engineer.
Factory certified pump head/capacity curves must be submitted to the District for review and
pumps must not be shipped until the District has reviewed and marked the head/capacity curves as
having been reviewed.
The Owner must provide two copies of an Operation and Maintenance Manual in a three-ring
binder with the name of the facility embossed on the cover, prior to issuance of a Certificate of
Total Performance. The manual must contain:
Table of contents;
Identified, plasticized, labeled section dividers;
As-constructed shop drawings;
equipment layout drawings;
electrical, control, and alarm wiring diagrams;
operating instructions for all equipment;
maintenance instructions for all equipment, including frequency of maintenance tasks
equipment data sheets;
spare circuit cards for critical components;
certified head/capacity curves for pumps;
equipment part lists; and
emergency operating procedures.
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Pressure reducing valve (PRV) Stations
PRV stations must be designed as above ground facilities in order to avoid "confined space
entry" requirements. PRV stations shall be provided with a minimum 30 amp, 120 VAC power
service.
(a) PRV station design must include:
Forced air ventilation, heat and light;
External kiosk and antenna;
All entrance doors must be equipped with electric strike and fob reader system as supplied
by Chubb Edwards in accordance with District standards
Parallel pressure reducing valves;
Air release valves;
Water quality sample points;
Sump drain to storm;
Off road vehicle parking;
Manuals as per "manual" section;
landscaping acceptable to the District Engineer; and
A PLC based control system, instrumentation, and process and SCADA telemetry in accordance
with District standards, including:
Security switches
Discharge and suction pressure transmitters
temperature sensor;
flowmeter;
uninterruptable power supply;
radio or hard wire modem;
external antenna;
operator interface panel.
Where necessary, in the opinion of the District Engineer, the criteria of this section may be modified.
Facility Access
Paved vehicular access with turnaround and parking for up to two vehicles must be provided to
all reservoirs and pump stations. The minimum standard shall be shown in the Standard Drawings,
for a residential lane with curb, gutter, and drainage provisions to match surrounding
neighbourhood.
Waterworks Approved Materials
Only the materials listed in the approved products list in Schedule E unless otherwise approved
by the District Engineer are approved for installation in water systems owned and operated by the
District.
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ONSITE WATER SUPPLY
schedule J deleted and replaced by Bylaw 1269, 2025
J.1 General
J.1.1 Where an onsite Water Supply is permitted under this bylaw Subdivision approval is subject to:
a) receipt of a report from a qualified professional proving all lots created by the Subdivision can be serviced
with an onsite Water Supply, or
b) registration of a restrictive covenant on title pursuant to Section 219 of the Land Title Act stating no building
will take place until proof of onsite water supply is provided by a qualified professional.
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DESIGN AND CONSTRUCTION SANITARY SEWER SYSTEMS
General
If community sewer is required in accordance with this Bylaw, a subdivision or development must
not be approved unless the Owner of the parcel being subdivided or developed, provides each
parcel in the subdivision or development with a sanitary sewer service connected to the District
Sanitary Sewer System. All works must be constructed and installed in accordance with the
standards as set out in this Bylaw.
Design Flows
Subsection K.2.1 deleted and replaced by Bylaw 1269, 2025
Sanitary sewer facilities must be designed and constructed to accommodate the maximum number
of dwelling units permitted on the parcel under the Zoning Bylaw, as amended from time to time.
All parcels must be serviced by gravity flow unless otherwise approved by the District Engineer.
The sanitary sewer system must be designed based on the following criteria:
Subsection K.2.3(a) deleted and replaced by Bylaw 1269, 2025
Domestic Flow Rate = 350 litres/capita/day, and Infill Housing domestic flow rate = 250
litres/capita/day plus;
Infiltration rates for:
New pipes not in water table
=
5,000 l/ha/day
New pipes in water table
=
8,000 l/ha/day
Old pipes
=
10,000 l/ha/day
Densities per TABLE K-1
TABLE K-1-SANITARY SEWER SYSTEM DENSITIES
People/Ha.
People/Unit
Single Family
24-30
3
Multi-family Low
85
2
Multi-family Medium
(3 storey) 120
2
Multi-family High
(4-12 storey) 320-960
2
Mobile Home
45
2
Industrial
50
-
Institutional
50
-
Commercial
75
-
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A peaking factor must be applied to the average flow. With this factor being modified to suit
the areas served as follows:
Peaking Factor =
𝑓𝑓 (1 +
14
4 + √𝑃𝑃
)
Where:
P =
Population in thousands
f =
Reduction factor, applied as follows:
New residential areas
= 0.75
Old residential areas
= 0.85
Commercial and Industrial area
= 1.00
Peak design flows must be determined by applying the peaking factor to the average daily flow,
and adding inflow and infiltration (l & l) flows.
Pipes shall be designed so that the sewer flow does not exceed d/D=0.67 for pipes 250 mm
diameter and less, or d/D=0.75 for pipes greater than 250 mm diameter. {d=flow depth and
D=pipe diameter.}
Pipe Flow Formulas
Gravity Sewers
Manning's formula must be used for gravity sewers. The roughness coefficients must be:
Concrete
=
0.013
PVC
=
0.011
Force Main Sewers
Hazen-Williams formula must be used. Friction coefficient must be C = 120.
Velocities
The minimum velocity must be 0.6 m/sec. There is no maximum velocity, however,
consideration must be given to scour problems where flow exceeds 3.0 m/sec.
Minimum Grade
The grade of any sewer is governed by the minimum velocity required (0.6 m/sec). However, the
last section of a main that will not be extended in the future must have a minimum grade of 1.0%
where 150 mm diameter pipe is proposed. Notwithstanding the above, the minimum grade for all
pipes must be 1.0% unless restricted by topography or other factors approved by the District
Engineer. There must be no change in grade between manholes.
Where the slope of the sewer main exceeds 20%, anchorage shall be considered by the Owner's
Engineer. Where slope is 30% or greater, anchorage must be incorporated in the design.
Anchorage must be constructed in accordance with Standard Drawings.
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Alignment of Sewer Mains
Sewer mains must be designed to follow a straight alignment between manholes unless approved
by the District Engineer. Where permitted, horizontal curves will require a constant offset and
must be uniform throughout the curve. In no case shall the radius of curvature be less than 300
times the outside diameter of the pipe barrel. The design velocity must exceed 0.90 m/sec., the
minimum grade must be 1.0%, and the curve midpoint and two l/4 points are to be located by
survey and shown on the as-constructed drawings with an elevation and offset of the invert at
each point.
Routing of the sewers must be approved by the District Engineer.
Service Connections
Separate service connections installed in accordance with Standard Drawings must be provided to
each parcel and must be installed, wherever possible, in a common trench with the water service.
All services must enter the main at a point just above the springline.
Only single connections will be permitted.
Connections to new mains must be made using standard wye fittings; connections to existing
mains shall be made using wye saddles or other pre-approved methods.
The minimum grade from the main to the property line shall be 2.0% for a 100 mm service and
1.0% for a 150 mm service.
The diameter of sewer services must be as determined by the Owner's Engineer but in no case
shall the diameter be less than 100 mm.
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.
Inspection chambers are required for all connections and shall be installed in accordance with
Standard Drawings.
Service connections must be installed at the downstream corner of the parcel at an offset of 3.0 m
from the property pin.
Service connections may be permitted into manholes provided that:
the connection is not in an adverse direction to the flow in the sewer main and
the connection enters the manhole so the service crown matches the sewer main crown.
Manholes are required for services relative to the size of the main as shown in TABLE K.1.
Following final grading, Brooks Boxes are to be installed on every inspection chamber.
Manholes are required to be installed at the intersection of the main and the service for non-
residential services 150 mm and larger as shown in TABLE K-1.
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TABLE K-1
Minimum Sewer Main Diameter
The minimum permitted size of pipe is 200 mm diameter.
Where no further extension is anticipated, the minimum pipe diameter may be reduced to:
For residential lands
- 150 mm diameter with minimum 1.0% grade
For commercial and industrial - 200 mm diameter with minimum 0.60% grade
Depth of Cover
The depth of the sewer main must be sufficient to provide "gravity flow" service connections to
both sides of the highway and must allow for future extension(s) to properly service all of the
upstream tributary lands.
The minimum depth of cover shall be 1.2 m.
The maximum depth of cover is 4.5 m unless approved by the District Engineer.
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Manholes
Manholes must be installed at all:
changes in grade,
changes in direction, except for curvilinear sewers,
changes in pipe sizes,
intersecting sewers,
terminal sections, and
upstream and downstream end of curvilinear sewers.
Manholes must be placed at all locations where future extensions are anticipated and must be
spaced no further than 150 m apart.
For sanitary manholes not located within the road, the rim elevation must be designed to be
above:
the adjacent storm manhole rim elevation,
the surrounding ground so that infiltration from ponding will not occur, and
the 100-year return runoff event.
Manholes must be constructed and installed in accordance with Standard Drawings.
All manhole lids are to be clearly labelled Lake Country Sewer.
Hydraulic Losses Across Manholes
The following criteria must be used:
The crown of the downstream pipe must not be higher than that of the upstream pipe.
Minimum drop in invert levels across manholes:
Straight run - no extra drop required other than slope of pipe.
Deflections up to 45 degrees- 25 mm drop
Deflections 45 degrees to 90 degrees - 50 mm drop
Drop manholes and outside ramps must be installed in accordance with Standard Drawings.
Where provisions are required for a future drop manhole connection, the manhole must be
constructed and installed in accordance with Standard Drawings.
Inside ramps will only be permitted 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.
Clean-Outs
Clean-outs may be provided at terminal sections of a main in lieu of a manhole where:
future extension of the main is 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 meters of cover at the terminal point.
design of the anticipated extension is completed to the next manhole to ensure the works will
not require realignment when extended.
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Sanitary Lift Stations
The use of sanitary lift stations is discouraged. Any proposed use of lift stations must receive
prior approval from the District Engineer. Sanitary sewer lift stations should be located within a
right of way outside the required highway dedication. Siting of lift station must be approved by
the District Engineer.
The following criteria cover both dry well and submersible sewage lift stations. Larger capacity
sewage lift stations or lift stations with special design or siting requirements may require additional
assessment and review of criteria including but not limited to:
Pre-design Report
Prior to commencing detailed design of a lift station, the Owner's Engineer must submit to
the District Engineer for approval a pre-design report that addresses all pertinent design
considerations, including:
The lift station must be designed to handle the ultimate flows of the designated
catchment
Type of station and impact on neighbours.
Access for maintenance.
Aesthetics, noise, odour control and landscaping requirements.
Security against vandalism and theft.
Proximity of receiving sewers, water mains and adequacy of power supply.
Soils. Sub-surface investigations must be undertaken prior to site approval.
Capital costs and operation and maintenance costs.
Corrosion and odour control.
Design Report
The Owner's Engineer must provide three sealed sets of mechanical drawings and three
sealed sets of electrical line diagrams for review by the District Engineer. Two sealed
copies of design calculations shall be provided for documentation.
Lift station design must address the following:
Construction dewatering requirements.
Access for construction.
Station uplift design must be based on minimum load level and maximum flood
elevations.
Minimizing energy requirements.
Standby power and its compatibility.
Convenience of operation and maintenance.
Safety for operators and public.
All entrance doors must be equipped with electric strike and fob reader system as
supplied by Chubb Edwards in accordance with District standards
Pumps must be:
Gorman-Rupp or pre- approved equivalent
capable of passing solids up to 75 mm in size
equipped with hour meters
easily removed for maintenance
operate on a 347/600 volt electrical source (pump motors over 5 H.P. are to be 600 volt 3 phase
type)
able to operate alternately and independently of each other
able to meet maximum flow condition with one pump in failure mode
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Factory certified pump head/capacity curves must be submitted to the District for review and
pumps must not be shipped until the District has reviewed and marked the head/capacity curves as
having been reviewed.
Motor cables, power cables, etc., must be continuous from within the pump station to within
the kiosk. In no instance shall a cable be spliced.
The lift station shall include a PLC based control system, instrumentation, SCADA telemetry in
accordance with District standards, including:
(a)
Feedback signals from and control signals to each motor starter;
(b)
Lead pump selection, including the option to alternate;
(c)
VFDs or electronic soft starters, with ramping, to minimize starting and stopping surges;
(d)
Continuous level monitoring for pump control;
(e)
Emergency high and low-level switches for back up control, independent of the PLC control
system;
(f)
Magnetic flow meter, with flood monitoring in flow meter chamber;
(g)
Flood monitoring in valve chamber;
(h)
Kiosk temperature monitoring;
(i)
Power supply status from the automatic transfer switch;
(j)
Running and fault feedback signals from the standby generator;
(k)
HMI for local monitoring; and
(l)
UPS power supply.
Electrical and control equipment must be mounted in a three-compartment kiosk adjacent to
the station, in accordance with District standards. The kiosk must be located a minimum of 3.0 m
from the station lid as follows:
(a) Control Panel, telemetry equipment, instrument displays, and motor starters are to be in the kiosk
compartment facing the wet well;
(b) Electrical service and distribution equipment are to be located in the kiosk compartment facing
away from the wet well;
(c) All cable entries into the kiosk are to be made through a sealed end compartment; and
(d) The kiosk shall be aluminum, insulated, heated, ventilated, with a powder-coat finish;
Each pump motor shall have a starter in an individual enclosure, in accordance with District
standards, including:
(a) Hand-Off-Auto selectors;
(b) Keypads mounted in the starter door for VFD's and Soft Starters;
(c) Hour Meters;
(d) Ammeters (may be part of keypad display);
(e) Over temperature and seal leak monitoring relays, to pump manufacturer requirements;
(f) Phase Loss Protection; and
(g) Power Factor Correction to meet electrical supply utility requirements.
Check valves must be ball lift type.
All stations must be equipped with an explosion-proof exhaust fan which can be activated by a
manual switch and be of sufficient capacity to exchange the total volume of air inside the station
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with fresh air within 3 minutes of activation to meet WorkSafeBC requirements for ventilation in a
confined space.
The entrances to all stations must be waterproof and be provided with a suitable lock. The
access must be a minimum 900 mm x 900 mm in size. The access hatch must have:
an aluminum 6.4 mm 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
be reinforced for 1465 kgs/m2. All fasteners to be made of 316 stainless steel.
The entrance must be at ground level where feasible but, in no case, more than 300 mm above
the ground. An explosion-proof light with a protective cover should be located in a suitable
location in the station and the light should be activated by the entrance cover.
Access into the stations must be by an aluminum ladder. The location of the ladder must not
interfere with the removal and installation of the pumps, etc. The ladder must be designed to
extend and lock at least 600 mm above the station entrance. A platform is to be provided above
the high-water level float to permit wet well access. The platform is to be a fibreglass grating.
All wiring in classified areas, including the wet well, area around the wet well, and the kiosk end
compartment, must meet the Canadian Electrical Code requirements for that area classification.
Sealing between classified and unclassified areas shall meet the requirements of the Canadian
Electrical Code. The electrical design and installation is subject to the acceptance of Technical Safety
BC.
All equipment must be CSA approved and have at least a one-year warranty for parts and
labour. All pumps must be factory tested prior to installation.
A gate valve is required on the influent line and a plug valve on each pump discharge. The valves
must be outside the station and be complete with square operating nut and nelson box.
A 38 mm diameter water connection for cleaning purposes must be provided. A backflow
preventer is required for connections in the station.
The roof and cover of the lift station should be designed to withstand a loading of H-20
(Highways Standard).
The lift station electrical system shall include an automatic transfer switch and stationary
standby generator set, in accordance with District standards.
Subject to the findings of the pre-design report regarding access and landscaping, the area
around the station and all associated equipment or building must be asphalted. The size of the
area is to be determined by the requirements for maintenance.
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A receptacle compatible with the District's removable lifting arm must be incorporated into the
design of the pump station to facilitate the removal and installation of the pump(s).
The interior surfaces of all fibreglass stations must receive at least two coats of two component
white epoxy enamel.
The wet well bottom must be benched to direct all solids into the pump suction. The influent
line must be located tangent to the wet well to encourage scouring of the wet well.
Minimum storage between the high-level alarm and the start of overflow under the more
critical of:
Minimum 2 hour in wet well at average wet weather flow.
Minimum 1 hour in wet well and influent pipes at peak wet weather flow.
Station to allow removal of pumps using a hoist truck with a 1.8 m boom.
Security lighting and perimeter fencing is to be provided. The fence must be made of black chain
link.
Landscaping acceptable to the District is to be provided including irrigation.
Minimum barrel size must be 2440 mm in diameter.
PLC, HMI, and SCADA programming shall be done by the District's designated integrator, in
accordance with District standards, at the Owner's expense.
Operation and Maintenance Manual
Before acceptance by the District of the completed station, the Owner must provide three
copies of an Operation and Maintenance Manual to the District. The manual must contain:
as constructed shop drawings;
equipment layout drawings;
electrical, control, and alarm wiring diagrams;
operating instructions for all equipment;
maintenance instructions for all equipment, including frequency of maintenance tasks;
equipment data sheets;
spare circuit cards for critical components;
certified head/capacity curves for pumps;
equipment part lists;
emergency operating procedures.
The maintenance manuals must be bound documents with the name of the facility on the cover.
Manuals must contain a table of contents with each section identified by a plasticized, labelled
divider.
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Sanitary Force Mains
In conjunction with sanitary pumping facilities, the following criteria must be noted in the design
of force main systems:
At the lowest pump delivery rate anticipated to occur at least once per day, a cleansing velocity
of 1.0 m/sec should be maintained. Maximum velocity should not exceed 3.5 m/s.
An automatic air relief valve must be placed at high points in the force main to prevent air
locking.
The minimum size for force mains shall be 100 mm diameter.
The material for force mains must be HDPE (high density polyethylene) designed to suit the
conditions of use.
All force mains must be designed to prevent damage from transient conditions.
Noise Control Criteria
Noise levels for facilities must not exceed 65 dB at property line or 20 m away whichever is
closer.
Corrosion and Odour Criteria
Corrosion and Odour controls must be considered in all design.
Analysis for potential odour and sulfides is required.
Odour Criteria:
at 10 m from any gravity main, force main, manhole and lift station or other sewer facility
(summer conditions, winds between 2-10 km/h), 1.0 odour units.
where sewer facilities are close to houses, parks or walkways, 0.0 odour units.
Dissolved sulfide maximum limit at any point in the system is to be 0.5 mg/l. However, for new
tie-ins to District system, the maximum limit is 0.3 mg/l.
Wet well size, force main diameter and length, as well as other pertinent factors must be
considered in optimizing system operations to avoid odours.
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Schedule L deleted and replaced by Bylaw 1269, 2025
SEPTIC SYSTEMS
General
L.1.1 Where a septic system is permitted under this Bylaw, a report from a qualified professional
proving an onsite septic system, plus sufficient area for a backup disposal field, can be achieved
on each parcel to be created by the subdivision, is required prior to subdivision approval.
L.1.2 Subdivision into parcels less than one hectare is only permitted where a connection to
sanitary sewer is available.
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DESIGN AND CONSTRUCTION OF STORM DRAINAGE SYSTEMS
General
Overview
The purpose of Schedule M is to standardize the procedures for designing common drainage facilities
in the District. All drainage works will be designed with considerations for public safety, regulatory
requirements, and the natural environment. The Owner's Engineer will consult with the District
Engineer to determine what existing information may be of assistance to them.
The determination of the primary method for the management and disposal of stormwater will be at
the discretion of the District Engineer. To aid in this determination, the Owner may be required to
commission a study by a Qualified Professional to determine the viability of ground disposal for storm
water.
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 Lake Country. 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.
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:
-
District of Lake Country 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)
-
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
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 set minimum acceptable standards.
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Storm Drainage System Triggers
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, as
amended from time to time.
In addition to the requirements of Schedule C Servicing Requirements, a storm drainage system is
required where the subdivision or development is located in an area where drainage studies adopted
by Council indicate that drainage work should be constructed.
In addition to the requirements of Schedule C Servicing Requirements, a storm drainage system is
required where the development includes or is solely for the alteration of land.
Georeferenced Data
It is the Owner's Engineer's responsibility to ensure 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.
Design Overview
General Requirements
a)
The Owner's 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 by the Owner's Engineer for District review
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.
Dual Drainage System
Each storm drainage system must consist of a minor and a major drainage system as defined below:
M.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.
M.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. A major drainage system shall be
designed to protect the public and prevent significant property damage due to flooding caused by
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these rare and significant storm events. Runoff from these storm events is referred to as the Major
Flow.
Service Levels
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 M-1.
Table M-1: System Service Level Return Periods
Drainage System
Design Return Period
Minor
10 years
Major
100 years
Culverts & Bridges on Streams
200 years
Control Criteria
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 M-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. See Section M.3.7
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. See Section M.3.3.
Peak Flow Conveyance
Ensure that the Major Drainage system is able to convey post-
development runoff from extreme storm events (up to and
including the Major Flow) in accordance with good engineering
practice as determined by the District Engineer. If the District
Engineer determines that this is not feasible, then Control
Criteria for discharge to the Major System shall be provided as
specified by the District Engineer.
Offsite discharge rates not based on the above criteria may be allowed at the discretion of the District
Engineer 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.
Runoff Analysis
General
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
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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.
Upstream Catchments
The Design shall be sized to safely convey runoff from upstream catchments tributary to the
Development or Sub-Division. Design runoff values from upstream catchments shall be determined
in consultation with the District Engineer to reflect anticipated future land uses within these
drainage catchments.
Pre-Development Runoff
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 Equation M-1.
Equation M-1: QT = A x URRT
Where: QT = pre-development runoff rate for a specified return period "T" [m3/s]
A = drainage area [ha]
URRT = Unit Runoff Rate for the return period "T" [Lps/ha], as found in the District's
Stormwater Management Design Guidelines
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. Modelling results are subject to approval by the District Engineer.
Climate Change
To account for a changing climate, the rainfall IDF values presented in the 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.
Acceptable Methods
Storm drainage design shall be carried out using one or more of the following methods.
M.3.5.1. Rational Method
The Rational Method is applicable for preliminary design, 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.
M.3.5.2 Hydrograph Method
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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.
M.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 District Engineer. 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.
Rational Method
M.3.6.1. Formula
The Rational Formula is expressed as: Equation M-02: 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
M.3.6.2. Runoff Coefficients
Runoff Coefficient (C) values shall be established based on the proposed land uses, proposed
developments, soils, catchment slopes, and hydrogeological information. Runoff calculations and
rationale for the C values selected shall be included in the stormwater management section of the
Detailed Design Brief that is part of the Detailed Design Submission.
"Default" C values, as shown on Table M-3 may also be used.
Table M-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
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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 M-03.
2 Adjust to reflect amount, type, and density of vegetation - subject to approval by District
Engineer.
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.
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 M-03: 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
M.3.6.3 Time of the Concentration
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".
M.3.6.4. Inlet Time
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 M-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. Longer inlet times may be appropriate to reflect roof leaders
and parking lot drainage being discharged onto ground (grass, gravel, swales) and to account for
travel distances and other variables. When Inlet Times other than those presented in Table M-4 are
proposed, it is the Owner's Engineer's responsibility to verify that the selected values are
appropriate and provide recommendations to the District Engineer for approval.
Table M-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
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For inlet times in rural areas, the overland flow time must be calculated using one of the following
methodologies.
M.3.6.5. Travel Time
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 Sections M.5.2.1 and M.6.3.2.
M.3.6.5.1. Developed Areas - Use FAA Airport Equation
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.
Equation M-05: 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)
M.3.6.5.2. Rural / Undeveloped Areas - Use BC Water Management Method
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 M-06 and corresponding coefficients in Table M-6 reflects
curves fitted to the graphical method presented in the BC Supplement to TAC Geometric Design
Guide.
Equation M-06: TC = aA + bA0.5 + c
Where: Tc = Time of concentration (hours)
A = Catchment area (ha)
Table M-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
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.
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M.3.6.6. Rainfall Intensity
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 Owner's Engineer's Design Brief accompanying the Stormwater Management Plan
(SWMP).
Hydrograph Method
M.3.7.1 General
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. 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.
Site Design
Site and Lot Grading
A comprehensive lot grading plan shall be prepared by the Owner's 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.
Grading shall comply with the B.C. Building Code and be prepared as per the District's Stormwater
Management Design Guidelines.
Driveway Rough-In
Driveways for lots fronting a road serviced by a rural road section (ditches and culverts) shall be
roughed-in at the direction of the District Engineer. This shall include a driveway culvert, sized and
installed as per Section M.5.8 of this Schedule.
Minimum Building Elevation (MBE)
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.
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.
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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.
Minor System
Service Level
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,
maintenance holes, 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).
Storm Mains
M.5.2.1 Sizing
Storm sewers shall be designed 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
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
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 District Engineer's approval is required. The maximum
reduction is two pipe sizes.
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.
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M.5.2.2. Surcharged Storm Sewers
Surcharged sewers to convey the design flows are permitted only as exceptions and with
completion of a report by the Owner's Engineer and approval of the District Engineer. In all such
cases, it must be clearly demonstrated that the projected highest hydraulic grade line has no
impact on downstream properties.
M.5.2.3. Grades and Velocities
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
Owner's Engineer. Justification for not including anchorage in the design under these slope
conditions shall be included in the Design Brief.
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 District
Engineer, the Owner's 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.
M.5.2.4. Discharge to Natural Watercourses
Runoff from developments near Okanagan Lake, Ellison Lake, Kalamalka Lake, and Wood 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.
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.
M.5.2.5 Location
M.5.2.5.1 Public ROWs
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 Owner's Engineer shall
provide rationale and analysis for consideration by the District Engineer. Works to be
owned by the District, and which are on private property, shall be located within a
Statutory Right of Way (SROW).
M.5.2.5.2. Statutory ROW Through Private Land
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The District Engineer may require a statutory right-of-way over a drainage course that
crosses private land to allow for future maintenance by the District and to prevent
structures in a location where they could be damaged by stormwater. When a storm
main is 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 District Engineer.
SROW requirements are further defined in Schedule B.7 of this bylaw.
M.5.2.6 Depth and Cover
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.
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 District Engineer.
M.5.2.7. Alignment
Except as indicated for Curved Sewers, horizontal and vertical alignments shall be straight lines
between maintenance holes unless approved by the District Engineer.
M.5.2.8. Curved Storm Sewers
Where permitted by the District Engineer, 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).
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.
Subject to approval by the District Engineer, sewers larger than 600 mm diameter may include
deflections formed by mitred bends to a maximum mitre of 45 degrees.
M.5.2.9 Ditch Inlets
The minimum pipe diameter for ditch inlets to the storm sewer system shall be 400 mm. All ditch
inlets shall be connected to a maintenance hole. 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 District
Engineer, the ditch inlet shall include a sedimentation basin or trap.
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M.5.2.10. Temporary Cleanouts
Temporary clean-outs may be provided at terminal sections of a main provided that:
a) Future extension of the main is proposed or anticipated,
b) The length of storm drain to the downstream maintenance hole does not exceed 45.0 m, and
c) The depth of the pipe does not exceed 2.0 m at the terminal point.
M.5.2.11. Pipe Joints
Watertight joints are preferred, but open joints may be used subject to approval by the District
Engineer 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, clear 19mm crush gravel rather than sand bedding shall be used.
Maintenance Holes
M.5.3.1. Where Required
Maintenance holes 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 intersection except for service connections as per Error! Reference source not
found.
- 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 maintenance hole shall be located as close as possible to the
point of discharge.
M.5.3.2. Spacing
The maximum distance between maintence holes shall be:
- 150 m for pipes with diameters less than 900 mm, or
- 250 m for pipes with diameters 900 mm and larger.
M.5.3.3. Hydraulic Considerations
The crown of the downstream pipe must not be higher than the crown elevation(s) of the
upstream pipe(s).
Minimum drop in invert elevations across maintenance holes:
- Straight runs: 5 mm drop
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- Deflection up to 45 degrees: 20 mm drop
- Deflection 45 to 90 degrees: 50 mm drop
M.5.3.4. Hydraulic Losses
Hydraulic losses shall be calculated for maintenance holes 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 M-08: HL = k V2 / 2g
Where:
HL = head loss (m)
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)
Where benching is used, the minimum drops listed in Section M.5.3.3 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.
M.5.3.5 Drop Maintenance Holes
Drop maintenance holes and outside ramp structures should be avoided where possible by
steepening inlet sewers. Where necessary, drop maintenance holes or outside ramps shall be
installed as per Table M-6:
Table M-6: Drop Maintenance Holes and Ramps Criteria
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 District Engineer.
M.5.3.6. Lid Markings
All maintenance hole lids shall be clearly labelled Lake Country Storm Sewer.
Catch Basins
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M.5.4.1. General
a) Catch basins are required at regular intervals along roadways, at intersections, and at low
points.
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 Detail Drawings.
Alternate grates may be allowed providing that corresponding rating curves are submitted to
and approved by the District Engineer.
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.
M.5.4.2. Spacing
Catch basin spacing shall provide sufficient inlet capacity to collect the entire minor flow, or major
flow if required as per Section M.6.1 of this Schedule, 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:
a) Road grades less than or equal to 3% shall have a maximum spacing of 150 m or 675 m2 of
paved area, whichever is more stringent.
b)
Road grades greater than 3% shall have a maximum spacing of 100 m or 450 m2 of total area.
c)
Catch basis will be spaced to ensure no overflows to driveways, boulevards, sidewalks, or
private property.
d)
Catch basis will be spaced at intersections so as not to interfere with crosswalks.
The Owner's Engineer shall provide confirmation that the above-listed maximums have not been
exceeded by the design.
M.5.4.3. At Low Point
Double, side-inlet catch basins are required at all low points on a road, including cul-de-sacs.
Double catch basins 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.
M.5.4.4. Sediment Trap
All catch basins shall be equipped with a minimum 0.5 m sump to capture and hold sediment.
M.5.4.5 CB Leads
M.5.4.5.1. Minimum Diameters
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All catch basin leads shall be sized to convey the design inlet capacity, subject to the following
minimum diameters:
a) from single, top-inlet catch basin - 200 mm
b)
from double top-inlet or side-inlet catch basins - 250 mm
M.5.4.5.2. Minimum Slope
The minimum slope of the lead shall be 2.0% unless otherwise specified by the District Engineer.
M.5.4.5.3. Connections
All catch basin leads shall discharge into a maintenance hole.
M.5.4.5.4. Cover
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.
M.5.5. Service Connections
M.5.5.1. General
Every legal lot 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 or at the discretion of the District Engineer. Connections shall drain away from building
foundations by gravity, but pumped connections may be permitted if requested prior to design,
approved by the District Engineer, and appropriate covenants are provided.
M.5.5.2. Foundation Drains
Foundation perimeter drains for buildings are required as per the British Columbia Building Code.
Where a hydrogeological study justifies their use, and subject to approval by the District Engineer,
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.
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.
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:
a) the elevation of the basement/crawlspace floor is at least 600 mm above the elevation of the
storm main obvert, or
b)
600 mm above the anticipated or known high ground water table, or
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c)
600 mm above the 100 year hydraulic grade line within the main at that point, whichever is
higher.
M.5.5.3. Roof Leaders
Roof drainage leaders shall be connected to the storm service connection unless geotechnical
conditions support use of splash pads for dispersal to the ground. The evaluation of this
requirement shall be included in the scope of the study referenced in Section M.1.1. Use of ground
disposal for roof leader discharge is subject to approval by the District Engineer.
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.
M.5.5.4. Size
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
M.5.5.5. Location and Depth
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.
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.
M.5.5.6. Grade
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.
M.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 maintenance holes if
d) the connection is not oriented against the flow in the main and
e) maintenance hole hydraulic requirements are met.
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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) Must Include an inspection chamber unless service is less than 2.5 m long and connects to a
maintenance hole.
h) Service connections shall be designed as mains if they exceed 30 m in length.
M.5.5.8. Maintenance Access
Maintenance holes are required for services relative to the size of the main as shown in Error!
Reference source not found.
FIGURE M-1
M.5.6. Sub-Surface Disposal / Infiltration Facilities
M.5.6.1 General
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 an appropriate study prepared by a Qualified Professional
for confirmation and design guidance.
100
150
200
250
300
375
450
525
600
675
150
200
250
300
375
450
525
600
675
750
825
900
1050
1200
1350
1500
Service Diameter (mm)
Stormsewer Main Diameter (mm)
Not Permitted
Maintenance Hole
Required
No Maintenance
Hole Required
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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.
The Owner's Engineer shall submit all sizing assumptions and calculations for review and
approval by the District Engineer.
Under no circumstances shall these systems or controls be used in the following conditions:
- 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.
- 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.
- Areas where existing dwellings do not have foundation drains.
- Bedrock or other impermeable layer is located within 1.2 meters of the infiltrating surface.
- The infiltrating surface is located on top of fill material.
- The adjacent or underlying soils have a fully saturated percolation rate of less than 10
mm/hr.
- Site is sensitive to potential groundwater contamination.
M.5.6.2. Infiltration Rate Correction Factor
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.
The correction factor is applied as follows:
Equation M-01: 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
The Safety Factor shall be recommended by the Qualified Professional, but shall not be less than
2.0.
M.5.6.3 Drywells
Where drywalls are deemed suitable by the District Engineer 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 infiltration capacity of the site
soil. Sufficient temporary storage (within the drywell, surrounding drain rock, and potentially on
the surface) shall be constructed with sufficient volume to temporarily store generated flows
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until such time as they infiltrate into the subsurface. Design shall be in accordance with
Standard Detail Drawings.
M.5.6.4. Perforated Pipes
Perforated pipes within infiltration trenches are only suitable for 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 is therefore more
suitable to locations with flatter slopes. Where necessary, this type of infiltration system shall
include internal overflows within each maintenance hole. Design shall be subject to approval by
the District Engineer.
M.5.6.5. Infiltration Basins / Manufactured Systems
Surface infiltration basins shall be designed in accordance with the criteria specified in Section
M.5.6. 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.
The design shall include provision for system failure and overflow under Major Storm
conditions.
The design shall include an operations and maintenance manual, along with an estimate of
annual O&M costs.
M.5.6.6. Pre-Treatment
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 Section M.9 of this Schedule.
M.5.7. Outfalls
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.
Outfalls into lakes shall be submerged, extended from shore, and constructed according to the
following:
- soft bottom, 0.6 metres minimum bury 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" level
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Where a storm sewer discharges into a natural watercourse or open channel, riprap bank protection
will be provided and, if necessary, energy dissipation facilities. Discharge perpendicular to stream flow
will be avoided.
M.5.8. Culverts
M.5.8.1. General
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.
Where the design guideline referenced above in section M.5.8.1 contradicts the requirements of this
Schedule, the more conservative requirement shall govern.
M.5.8.2. Minimum Diameters
The minimum diameter for culverts will be:
- crossing residential driveways - 400 mm
- crossing commercial, industrial, or institutional driveways - 450 mm
- crossing public roads - 600 mm
- on a stream, regardless of road or driveway classification - 600 mm
M.5.8.3. Hydraulic Design
Culverts shall be sized to convey the design flow with a maximum headwater depth to culvert diameter
ratio (Hw/D) of 1.0 measured from the culvert invert at the inlet. Analysis shall consider both inlet and
outlet control and the design shall be based on the condition requiring the larger diameter.
- The following Manning's roughness coefficients shall be used for circular culverts:
o 0.011 for smooth-walled PVC or HDPE
o 0.013 for smooth-walled concrete
o 0.023 for corrugated HDPE
o 0.024 for corrugated metal
- Manufacturer's recommended roughness coefficients shall be used for non-circular culverts.
- 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.
- 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.
- The design shall consider both inlet and outlet control and shall be based on the condition requiring
the larger diameter.
- All culverts shall be constructed with inlet and outlet structures approved by the District Engineer.
Exceptions may be granted at the discretion of the District Engineer.
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- 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.
- Energy dissipation and erosion control at culvert outfalls shall be considered in the design.
M.5.8.4 Depth and Cover
- The minimum depth of cover over culverts is 0.3 metres, subject to the manufacturer's loading
criteria.
- 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.
Major System
General
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.
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 District Engineer.
Surface Flow Routing
Roadways with curbs and gutters may be designed as wide channels to convey major surface
flow. In this case, the Owner's 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 District Engineer.
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.
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.
The following criteria for routing major design flows on road surfaces with an urban cross
section shall be met:
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- 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 District Engineer.
- 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).
- On arterial roads, the flow spread must leave one lane in each direction free of water.
- Flooding is not permitted on private property except in flow channels within dedicated
rights-of-way.
Ditches
M.6.3.1. General
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
Owner's Engineer and approval of the District Engineer.
- 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)
M.6.3.2. Sizing
Table M-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 M-7: Open Channel Roughness Coefficients
Condition
Manning's "n"
Minimum
Maximum
Concrete curb and gutter
0.012
0.016
Asphalt roadway
0.013
0.018
Grassed boulevards and swales
0.035
0.050
Ditches - gravel / small cobbles
0.025
0.030
Ditches - vegetated
0.030
0.035
Ditches - Rip-Rap (Class 10 kg / D50 200mm)
0.068
0.072
Ditches - Rip-Rap (Class 25 kg / D50 300mm)
0.071
0.076
Ditches - Rip-Rap (Class 50 kg / D50 350mm)
0.073
0.078
Ditches - Rip-Rap (Class 100 kg / D50 450mm)
0.075
0.080
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Roughness coefficients for conditions not listed in Table M-9 shall be determined by the Owner's
Engineer and submitted for approval by the District Engineer.
M.6.4. Swales
Swales shall be lined with turf on a minimum of 100mm of topsoil or lined with an erosion
protection system approved by the District Engineer. 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)
All swales that are to be owned and operated by the District shall be located within a Statutory
Right of Way (SROW).
M.6.5. Culverts
M.6.5.1. General
In addition to the design requirements presented in Section M.5.8, Major System culverts shall also
be designed according to the following:
All culverts shall be installed with inlet and outlet structures.
Trash racks and/or debris barriers may be required upstream of culvert installations, as directed by
the District Engineer.
M.6.5.2. On Streams
In addition to the design requirements presented in Section M.5.8, 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 District Engineer.
- 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 Owner's Engineer shall confirm and implement
these requirements with the appropriate agencies.
M.6.6. Piped Systems
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 District Engineer. Design
shall include:
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- 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.
M.6.7. Overflow Routes
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 M.6.3 and M.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.
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 M.5.6.
M.6.8. Discharge to Natural Watercourses
Storm discharge rates and volumes to natural watercourses shall be controlled to prevent
damage to the natural channel and harm to the ecological system. Consideration must be given
to fish bearing streams and to streams presently at capacity.
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.
M.6.9. Surface Disposal / Infiltration Systems
If the study referenced in Section M.1.1 indicates that soil conditions are suitable to support
infiltration-based disposal of Major System flows, then the system shall be designed in
accordance with Section M.5.6.
Detention Facilities
General
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.
Storage facilities may be surface or underground and may be "online" or "offline". Storage
facility selection shall be subject to approval by the District Engineer and shall include
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consideration of ownership and operation & maintenance requirements. The number of storage
facilities shall be minimized.
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.
M.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.
M.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.
M.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 District Engineer.
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.
M.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.
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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.
Flow Controls
Control structures shall be used to provide consistent flow control as specified in Section M.2.4.
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.
Flow controls may be designed using the standard orifice and weir equations:
Equation M-09: 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 M-10: Weir Equation:
Q = CLH1.5
Where: Q = release rate (m3/s)
C = weir coefficient (to be determined by the Owner's Engineer, subject to approval)
L = effective length of weir crest (m)
H = net head on weir crest (m)
Release rates which do not reflect the criteria specified in Section M.2.4 may be allowed or
required by the District Engineer, depending on downstream conveyance system capacity,
stream protection, flood protection, and/or water quality issues.
Sizing
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 Section M.2.4. The District Engineer may require a 10% volumetric safety factor be
applied to the calculated maximum volume. Rooftop or parking lot storage may be included in
storage sizing calculations with the approval of the District Engineer. All sizing assumptions and
results shall be provided as part of the design submission.
Inlet /Outlet Considerations
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.
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Geotechnical Considerations
Geotechnical investigations by a Qualified Professional to address issues related to the design of
all stormwater detention facilities shall be completed as part of the planning and design studies,
and are a prerequisite to the final design of such facilities.
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.
When the storm main is required to cross private land(s), the right-of-way must be a minimum
of 4.5 m wide, however, the width must be suitable to accommodate excavations based on
WorkSafeBC regulations for trench side slopes.
Ownership
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.
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.
The Owner shall 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.
Operations & Maintenance
An Operations & Maintenance Manual for each type of detention storage facility shall be
provided to the District. This shall include details of the system components and inspection and
maintenance requirements in terms of tasks and frequencies.
For detention facilities that will be owned and operated by the District, 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.
Emergency Overflow Provisions
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
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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.
Rapid Drawdown
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 M-1.
TABLE M-1: 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
Temporary Conditions
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.
Erosions Control
General
Erosion and sediment 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.
Open Channels
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 M-8.
Table M-8: 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
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-
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.
At the discretion of the District Engineer, a more rigorous analysis using shear stress and soil
characteristics supported by a study by a Qualified Professional, based on field investigation,
may be required to establish the safe discharge rate for an open channel.
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 District Engineer.
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.
Sediment and Erosion Control
Given that disturbed soils are highly vulnerable to erosion and subsequent sediment transport
during rainfall events, sediment and erosion control (SEC) measures as specified in Schedule N
of this bylaw shall be implemented to protect stormwater management facilities and receiving
waters. 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.
Stormwater Quality
General
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
Focusing on the removal of these constituents is expected to yield adequate removal of other
associated constituents.
Sizing
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
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- 90% of the average annual post-development runoff volume when using continuous
simulation for design.
Performance Targets
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 offsite discharges and
discharges to a receiving water.
M.9.3.1. Basic Control
Basic treatment focuses on removal of 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.
Discharge from the treatment system must meet the BC Recreational Water Quality
Guidelines for turbidity.
M.9.3.2. Hydrocarbon Control
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.
The catchment area to the treatment system may be restricted to drives, roads, and
parking areas.
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Best Management Practices
Table M-9 shows how the performance targets are to be applied to various land uses. Best
Management Practices (BMPs) presumed to achieve the performance targets if properly
designed, installed, and maintained are presented as follows:
M.9.4.1. Basic Control
-
Rain Gardens / Vegetated Bioswales
-
Porous Asphalt Drives, Sidewalks, Parking Areas
-
Sand Filters / Filter Strips
-
Stormwater Treatment Wet Ponds / Wetlands
-
Manufactured TSS Removal Systems1
M.9.4.2. Hydrocarbon Control - Level 1
-
Oil/water separator (API or coalescing plate type)2
M.9.4.3. Hydrocarbon Control - Level 2
-
Stormwater Treatment Wetlands / Wet Ponds
-
Subsurface Infiltration (requires pre-treatment)
-
Sand Filters / Amended Sand Filters
Rainwater source controls and landscape-based, surface-oriented BMPs are encouraged
over below-ground, manufactured (or engineered) devices. This list is not exhaustive,
and alternative BMPs may be used subject to approval by the District Engineer.
Proposed use of manufactured devices must be accompanied by documentation of
performance from a reputable testing or certification program3. Performance testing
and/or monitoring may be required during the Maintenance Period at the discretion of
the District Engineer.
1 Including media filter and membrane filter systems as well as manufactured biofiltration systems, at the District's discretion.
2 Requirement for an oil/water separator at multi-family residential sites may be waived at the discretion of the District Engineer 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.
3 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 District Engineer.
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Additional Requirements
All stormwater quality installations shall:
a) 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.
b)
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.
c)
Meet H-20 loading criteria when located where vehicles can pass over the structure.
d)
Joints and fittings shall be oil resistant and watertight.
Pumping Systems
Lift Stations
Where possible, drainage pump stations are not to be used within the District and gravity
systems utilized instead. Where drainage pumping is required, however, the Owner's Engineer
must review the proposed concept and design criteria with the District Engineer, submit a pre-
design report, and obtain approval from the District Engineer before proceeding with design. At
a minimum, the pre-design report should include the following:
a) Delineated catchment area map
b) Estimated flows and operating head / HGL
c) Pump station location
d) Connection point to existing infrastructure.
Stormwater lift stations shall be designed as per the requirements for sanitary lift stations
(except where not applicable to stormwater) as presented in Schedule K of this bylaw.
Sump Pumps
In general, design that allows for the potential of ongoing ground water issues should be
avoided. In special cases, where groundwater seepage is seasonal, the District Engineer may
allow a sump pump system inside the building which will discharge to the storm main via a
storm service. A backwater or check valve and a siphon break must be installed in the sump
pump discharge line to prevent backflow into the building. Discharge may be to the surface or a
soak away pit, if geotechnical conditions, reviewed by a Qualified Professional, permit.
Note that permanent groundwater pumping is not permitted to District storm sewers.
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DESIGN AND CONSTRUCTION OF SEDIMENT AND EROSION CONTROL SYSTEMS
General
Where the provisions of this Bylaw require a sedimentation and erosion control system, the
design and construction of such services must be in accordance with the provisions of this Bylaw.
Design Criteria
The Owner must 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.
All proposed subdivision or development projects must provide erosion and sedimentation
controls to prevent the displacement of soil and the transport of sediment from the project site
resulting from land disturbing activities. In order to prevent the displacement of soil 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 erosion
and sedimentation controls both during construction and post-construction shall be implemented.
The objective of erosion and sedimentation control is to prevent the displacement of soil and
the transport of sediment to streams, wetlands, lakes, drainage systems, highways and adjacent
properties. Erosion on construction sites can result in excessive sediment transport to adjacent
properties and to surface waters. Sediment transport can result in adverse impacts such as
flooding due to obstructed drainage systems, smothering of aquatic habitat and the creation of
algae blooms in lakes, among others.
Clearing Limits
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.
Cover Measures
Temporary and permanent cover measures shall be provided when necessary to protect
disturbed areas as detailed in the erosion and sedimentation control documents.
Perimeter Protection
Perimeter protection to contain sediment from sheet flow shall be provided downslope of all
disturbed areas where necessary as detailed in the erosion and sedimentation 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.
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Traffic Area Stabilization
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 erosion and sedimentation
control documents.
Sediment Retention
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 erosion and sedimentation 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.
Surface Water Controls
Surface water controls shall be installed to intercept and convey all surface water from
disturbed areas to a sediment pond or trap and discharge it downslope of any disturbed areas as
detailed in the erosion control documents, except areas at the perimeter of the site small enough
to be treated solely with perimeter protection. 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.
Drainage, Sediment and Erosion Control Plan
Section N.9 deleted and replaced by Bylaw 1161, 2021
The Owner's Engineer must submit Drainage, Sediment and Erosion Control Plan detailing
drainage, erosion and sedimentation control measures. All drainage, erosion and sedimentation
control measures shall conform to the details and specifications in District Bylaws and policies
unless an alternative is approved by the District.
Construction within sensitive areas and buffers
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.
Maintenance
All erosion and sedimentation control measures shall be maintained as per the erosion and
sedimentation control plans submitted by the Owner's Engineer. The Owner's Engineer shall be
responsible for ensuring maintenance and review of erosion and sedimentation control and for
compliance with all conditions relating to erosion and sedimentation control.
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Final Stabilization
Prior to obtaining total performance, the site shall be stabilized and the structural erosion and
sedimentation control measures (such as silt fences and sediment traps) shall be removed and
drainage facilities cleaned as specified.
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DESIGN AND CONSTRUCTION OF STREET LIGHTING
General
The Owner must provide street lighting designed and constructed in accordance with this
Bylaw.
The District Engineer may require additional street lighting be installed in locations where
street lighting will improve public safety.
Design Criteria
Lighting is generally required in all urban and suburban areas. In other areas, lighting
requirements shall be in accordance with warrants as indicated in the Transportation Association
of Canada Guide for the Design of Roadway Lighting.
Decorative Street lighting
Additional requirements for decorative street lighting shall apply to areas identified in the Town
Centre Road and Bottom Wood Lake/Woodsdale Roads areas.
FIGURE O-1 Bottom Wood Lake/Woodsdale Roads
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FIGURE O-2 Town Centre Road
Where decorative lighting is required, the following shall apply:
Decorative Luminaire
- King Luminaire K124 Paragon Series
Decorative |Pole
- West Coast Engineering #23300-15FT-Rayleigh Series7
Pole Shall include:
- 15 Foot tapered steel shaft;
- Baseplate on pole shall be supplied with a 297 mm. bolt circle diameter (197 mm. bolt square)
that will accept 1"' diameter galvanized bolts;
- Handhole cover shall be 102 mm. x 178 mm. mounted 222 mm. up from the pole baseplate; and
- Decorative cast aluminum base shall be the two-piece wraparound Raleigh Series.
Fixtures shall be approved by the District Engineer.
Codes and Standards
Streetlight designs shall be performed to the latest edition of:
IRDMA/AMSO RP-8 Design Guidelines for Roadway Lighting
IESNA DG-19-08 Design Guidelines for Roadway Lighting
IESNA DG-5 Recommendations for Walkways and Class 1 Bikeways
CSA C653 Energy Efficiency
MMCD, Specifications, and Standard Drawings
BC Electrical Code
Transportation Association of Canada Guide for the Design of Roadway Lighting
WorkSafe BC
BC Hydro and FortisBC Design Guidelines
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Permits
It is the Owners sole responsibility to obtain all required electrical permits and inspections. A
copy of the permits shall be submitted to the District upon application for final approval.
Levels of Illumination
The average levels of illumination in lux must be as shown in TABLE O-1
TABLE O-1 LEVELS OF ILLUMINATION
ROAD CLASSIFICATION
RESIDENTIAL AREAS
COMMERCIAL AND INDUSTRIAL AREAS
Arterial Highway
9.0 lx
17.0 lx
Collector Highway
6.0 lx
12.0 lx
Local Highway
4.0 lx
9.0 lx
Walkways
5.0 lx
5.0 lx
Note: The maximum uniformity ratio for local residential roads and walkways shall be 5:1 and for
all other roads, be 3:1. The uniformity ratio is expressed as the average horizontal lux divided by the
minimum horizontal lux.
Light Loss Factor
Designs shall be performed using a light loss factor (LLF) per MMCD and IESNA design
guidelines. The light loss factor shall take into account both lamp lumen depreciation (LLD), lamp
dirt depreciation (LDD), and ballast factor (BF).
Pole Specifications
In general, poles must be installed as follows:
Arterial highways - staggered spacing.
Collector highways - staggered spacing.
Local highways - spaced one side of street behind sidewalk if sidewalk required, otherwise
staggered spacing.
Walkways - one at every entrance to a walkway and additional lighting where required to
meeting illumination requirements. Design of the light distribution pattern must minimize light
spill into adjoining properties.
Poles must be located within 0.6 metres of the property corners and must not conflict with
driveways, underground services and fire hydrants. Street lighting poles shall be installed in
accordance with Standard Drawings.
Pole heights shall be 6.7 metres for local highways and 9.0 metres for collector highways.
Luminaire poles shall be per MMCD standard drawings E4.1 and E.4.2. Concrete bases shall be
Type C trapezoidal concrete per MMCD standard drawing CE1.3.
Poles shall black powder coat finish.
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Products
Unless otherwise approved by the District Engineer, LED fixtures shall be used for the
streetlights. Fixtures shall be full cut-off fixtures with the exception of some decorative lighting
fixtures for the purpose of matching decorative styles in existing areas. For every 10 fixtures, 1
spare luminaire and pole shall be provided.
All luminaires shall be Phillips Roadstar series or equivalent as approved by the District
Engineer.
Scheduling
Scheduling of work with the governing electrical authority is the Owner's responsibility. Where
costs are incurred with B.C. Hydro or FortisBC in installing the light system, these costs shall be
considered as part of the cost of the system and shall be at the expense of the Owner.
Approval
Prior to issuance of a Certificate of Total Performance:
the Owner must submit a copy of the Certificate of Inspection by the governing electrical
authority showing that the installation is unconditionally approved.
If the subdivision or development is not located in an existing streetlight local service area, the
Owner must submit a letter formally requesting that the local service area boundary be
expanded to include the subdivision or development.
Connection to Utility
An allowance for a minimum of eight streetlights per electrical connection must be made and
future extension of the street lighting system should be accommodated in this requirement.
Connection shall be made in accordance with Standard Drawings.
All street lighting in public right of ways must be provided with electrical metering equipment in
accordance with standards of the appropriate electrical utility.
All street lighting kiosks must have a test switch.
Single service bases shall be per MMCD standard drawing E4.21. Where required, an aluminum
single sided, single door, CSA type R3 rated kiosk may be used for meter installation.
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DESIGN AND CONSTRUCTION OF ELECTRICAL AND COMMUNICATIONS WIRING AND GAS
DISTRIBUTION SYSTEMS
General
Power supply, communication wiring, and gas service for each parcel must be designed and
constructed in accordance with this Bylaw.
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.
Kiosks/Laminate Wrapping Requirements - All kiosks must be wrapped with anti-graffiti vinyl
wrapping. Wrap material must be a cast vinyl with a high gloss laminated surface. The wrap is to
be visually pleasing and compliment the area surrounding the installation location considering
landscape, geography, and general theme of the area. Artwork must have a high degree of
contrast so as to maximize resistance to graffiti vandalism. Artwork must not be for commercial
advertising. All artwork must be approved by the District Engineer prior to installation.
Utility Locations
Systems of works for electrical and 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.
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.
All systems must be designed and constructed so as to fully service all parcels in a subdivision or
development.
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DESIGN AND CONSTRUCTION OF HILLSIDE DEVELOPMENT AREAS
General
In steep slope areas where it is impractical to conform to technical requirements of this Bylaw
and a Hillside Development permit has been issued by the District, the District Engineer may
approve works which comply with the criteria set out in this schedule.
Use of this schedule is required in steep slope development areas. Steep slopes means lands in
their natural state that have a slope angle of 20% or greater for a minimum horizontal distance of
10 meters, or adjacent areas where existing or potential sloughing or stability warrants concerns.
The definition applies to all properties which are 0.5 hectares or greater in size, and where 10% or
greater of the parent property contains slope of more than 20%.
Before agreeing to the use of this Schedule, the District Engineer must be satisfied that use is
warranted due to the topographical constraint involved and that the varied criteria are presented
and accepted as good engineering practice and that the varied criteria are environmentally sound
and do not adversely affect transportation or public safety.
Section Q.1.4 added by Bylaw 1161, 2021
Engineering designs under this schedule shall conform to the specifications contained within
TABLE Q-1 and Table Q-2.
Pre-design Report - deleted by Bylaw 1161, 2021
Detailed Design
Detailed design must also consider the following:
Underground infrastructure pipe bedding, trench backfill, and mechanical restraints.
Roadwork structure, barrier curb, and the requirements for safety barriers.
Driveway access concerns.
Building code structural or foundation requirements.
Environmental impact assessment.
A list of requirements on a lot by lot basis pertaining to covenants that may be required.
Each parcel created by subdivision must have a buildable site with building envelope setbacks
and driveways shown on the design drawing.
Boulevard grades in excess of 2% may be designed with the following conditions:
to a point 1.0 m from the back of sidewalk or curb (where no sidewalk present) where on
street parking is provided and to a point 2.4 m back where parking is adjacent to the
street, behind the curb, as long as it can be demonstrated that the depth of bury on
underground utilities will not be negatively impacted and there is sufficient space for
snow storage.
In areas where the boulevard grade exceeds 2%, the Approving Officer may require the
developer to undertake boulevard slope stabilization and planting.
In no case shall the grade from the property line to back of sidewalk, back of curb, or back of
ditch be less than 1%.
Level access and clearance of 1.3m around fire hydrants, transformers, and vaults must be
established.
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Centre median cross-section slope protection from erosion. Centre medians must be designed
to be maintenance free.
Alternate utility offsets.
Down slope road section with storm mains and sanitary mains in common trench.
Cut/fill slopes, vegetation planting, retaining wall structures, and parking and associated sight
distances shall be designed to protect all site distances.
Side yard and rear yard utility corridors shall only be approved if they are included in a right-of-
way that restricts the construction of permanent structures (excluding fences).
Utility service and transformer boxes, which need to be at road grade, require suitable grading
and retaining structures.
Disturbed areas within the road right-of-way or on disturbed areas of the site that are not within
formal landscaped areas or building envelopes shall be restored to a natural condition or to a
condition that will prevent erosion prior to substantial performance being issued or final
occupancy in the case of a Building Permit application.
Deleted by Bylaw 1193, 2022
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TABLE Q-1 -HILLSIDE DEVELOPMENT STANDARDS
STREET TYPE
CONDITION 1
DESIGN SPEED
MAX. GRADE
ROW WIDTH 5
PAVEMENT WIDTH
(M) 2
PARKING 5, 6
CURB & GUTTER
SIDEWALK 3, 4
STREET TREES
HILLSIDE LOCAL ROAD
Development fronts both
sides
A
40
12
14
6.4
Both sides
Barrier
1
Optional
Development fronts one side
B
40
12
12
6.0
Both sides
Barrier
1
Optional
No Development fronting
C
40
12
10
6.0
Where Required 8
Barrier
1
Optional
HILLSIDE COLLECTOR ROAD
Development fronts both
sides
A
50
10 7,9
18
9.4
Above curb Both sides
Rollover10
2
2 Sides
Development fronts one side
B
50
10 7,9
15
9.4
Above curb Both sides
Rollover10
1
2 Sides
No Development fronting
C
50
10 7,9
14
9.4
Where Required 8
Barrier
1
2 Sides
HILLSIDE EMERGENCY VEHICLE ACCESS
20
15
4.5
4.6
1
Condition refers to Standard Drawings SD-HS1, SD-HS2 and SD-HS3.
2
Pavement width measured from back of curb.
3
Sidewalks shall terminate at a destination or connect with another sidewalk or pathway. The numbers indicate
whether sidewalk is required on either one or both sides of the street.
4
Sidewalks are not required on local streets in steep slope areas unless they are required to provide connectivity to
schools, parks, commercial areas or lands beyond.
5
Roadway cross sections may be further reduced in width if parking is to be established at strategic locations.
6
Split road section lane widths require 3.0 m traveled lane plus 2.5 m parking or cycling width.
7
Collector Streets maximum grades may be increased to 12% where necessary due to topographic constraints.
Where approved, grades exceeding 10% shall be topographically surveyed at the developers' expense, to verify
final road grades, prior to final subdivision approval.
8
Required adjacent to parks, green space and /or trail access points.
9 Except for the 100-metre portion of Chase Road intersecting with Glenmore Road as shown on Standard Drawing
SD-HS4 attached to the Administrative Subdivision and Development Standard Forms Policy 155, 2017, as
amended from time to time, and generally fronting portions of the following properties:
- 5000 Chase Road, Lot 2 Plan KAP81535, PID 026-759-900, Roll 02121.002
- 5474 Chase Road, Lot C Plan KAP87779, PID 027-694-968, Roll 02118.003; and
- 5235 Chase Road, Lot A Plan KAP35082, PID 002-897-687, Roll 02173.372,
maximum grades may be increased to 15% where necessary due to topographic constraints.
10 to act as gutter pan
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TABLE Q-2-HILLSIDE ALIGNMENT DESIGN CRITERIA
Criteria
Design Speed
1. Horizontal Curve Radii
Roadway
60 km/h
50 km/h
40 km/h
30 km/h
normal crown (-2%)
260m
165m
90m
45m
2% superelevation
205m
120m
65m
30m
4% superelevation
150m
80m
45m
22m
6% superelevation
120m
-
-
-
Through Intersections
200m
120m
70m
40m
2. Superelevation
Maximum Superelevation
6%
4%
4%
4%
Maximum Superelevation at Intersection
4%
4%
4%
4%
3. Superelevation Transition Lengths
Transition Lengths (2/4 lane roadways)1
normal crown to +2%
24m/36m
22m/34m
20m
20m
normal crown to +4%
38m/54m
33m/50m
30m
30m
normal crown to + 6%
48m/72m
-
-
-
Min. Tangent Length between reversing
2% superelevation (2/4 lane roadways)2
15m/22m
13m/20m
12m
12m
4% superelevation
28m/42m
26m/40m
24m
22m
6% superelevation
42m/64m
4. Gradients
Minimum Grade
0.50%
0.50%
0.50%
0.50%
Maximum Grades
on horizontal tangents
8%3
10%4
12%
12%
on minimum radius horizontal curves5
8%
9%
10%
10%
Grades Through Intersections
with design speed on major road
8%
8%
8%
-
approach distance for major road6
15/5m7
5m
0m
-
with design speed on minor road
5%8
5%
6%
6%
approach distance for minor road9
20m
15m
5m
5m
5. Vertical Curve K Values
Criteria
Minimum Crest
15
8
4
2
Minimum Sag
10
7
4
2
Crest/Sag on approach to stop condition
4
3
2
2
K values listed assume that new roadways will be illuminated
6. Stopping Sight Distances
Down grades:
12%
109m
78m
52m
34m
9%
101m
73m
50m
32m
6%
94m
69m
48m
31m
3%
89m
66m
46m
30m
0%
85m
63m
45m
30m
Up grades:
3%
81m
61m
44m
29m
6%
78m
59m
42m
29m
9%
76m
57m
41m
28m
12%
73m
56m
40m
28m
7. Decision Sight Distance
Minimum decision sight distance for 60km/h: 175m-235m.
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1
Values for transition lengths include tangent runout applied at the same rate as superelevation
runoff.
2
60% of superelevation runoff occurs on the tangent approach and 40% on the curve, resulting in a
minimum length of tangent between reversing curves of 120% of the superelevation length.
3
Under special circumstances, grades up to 10% may be permitted.
4
Under special circumstances, grades up to 12% may be permitted.
5
Applies where radius is less than 1.5 times minimum allowable radius.
6
Minimum distance back from the gutter line of the minor road that the specified grade may not be
exceeded.
7
Distances for design road approach to intersection with collector road/local road.
8
4% desirable.
9
Minimum distance back from the gutter line of the major road that the specified grade may not be
exceeded.
10 Note that decision sight distance applies only to multi-lane roads at intersections.
11 The range of values recognizes the variation in complexity that occurs at various sites. For less
complex situation, values towards the lower end of the range are appropriate and for more
complexity, values at the upper end are used.
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DRAWINGS
General
Where works are required to be constructed to service a subdivision or development, the Owner's
Engineer must prepare engineering design drawings in accordance with the provisions of this
Bylaw.
Drawings submitted to the District for review subsequent to the initial drawing submission, must
clearly identify any revisions using a "revision cloud".
When required, the District Engineer may request that the Owner's Engineer provide 3-
dimensional renderings of the proposed subdivision or development.
MMCD
MMCD Standard Detail Drawings must be referenced to and interpreted simultaneously with the
pertinent sections of this Bylaw.
AutoCad Standard border and blocks shall be as per MMCD.
As-Constructed Drawings
Prior to the issuance of a Certificate of Total Performance the Owner must deposit with the
District:
one complete set of original as-constructed drawings; and
electronic copies of the drawings in a format acceptable to the District Engineer.
one set of Service Cards in the prescribed format for:
Water
sanitary sewer
storm sewer
fire hydrants
As-constructed drawings must be prepared in accordance with the provisions set out in this Bylaw.
Design Drawings
In simple servicing cases where a standard drawing contained in this Bylaw is deemed by the
District Engineer to be sufficient for construction purposes, the District Engineer may, in their sole
discretion, waive the requirement for design drawings where a District approved contractor is
being used
Standard Drawings
Existing works refers to previously constructed works.
Proposed works refers to works to be constructed and installed during the current subdivision or
development phase.
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Future works refers to any works that will be constructed or installed in future phases or as a part
of a District construction project.
Where no standard is defined in this Bylaw for the preparation of a drawing to portray a particular
service, structure, or other item, instructions and requirements shall be obtained from the District
Engineer.
The drawings must include a title page, key plan, building envelope plan, composite utility plan,
plan profile, details, cross sections, and any other related drawings.
Preparation
Drawings must be prepared:
Using the District standard border, title block, drawing symbols and material symbols in
accordance with District Standard Drawings. The drawings are available from the District
Engineer in electronic format.
using a cadastral base that matches the legal plan upon which a building permit application is
based or on the legal plan which will be sent to the Land Titles Office for registration of the
proposed subdivision.
in accordance with the sample engineering drawings.
Sheet Layout
Sheet layout shall conform to the following standards:
Sheet size to be A1.
All information shall be completely contained with the drawing borders and shall not encroach
on the title block.
Place north arrow close to the top right-hand side of the sheet. For fragmented plan views,
place north arrow at the top right-hand side of each fragment.
North arrow must point towards the top of the page or towards the left-hand edge of the page.
In all cases the title page, key plan, location plan and composite utility plan must be oriented in
the same direction.
Matchlines must be drawn and reference the appropriate sheet showing the continuation if the
size of the subdivision or development makes it necessary to place the key plan or composite
utility plan onto two or more sheets.
Dimensions and Units
The following conventions must be used:
Dimensions and units must be shown in metric. No imperial units are permitted.
Distances must be in meters and grade in percent to an accuracy of 2 decimal places.
Elevations to an accuracy of 3 decimal places.
Areas must be in square meters rounded to the nearest square meter.
Pipe sizes must be in millimeters as per ASTM specifications using 1" = 25 mm.
Existing imperial dimensions, except for pipe sizes, are to be soft converted using the factors of
1 inch = 25.4 millimeters or 1 foot = 0.3048 meters.
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Lettering
Lettering must conform to the following:
All lettering to be upper case AutoCAD - Romans.
All lettering to maintain a 1:10 ratio between plotted text height and plotted pen thickness.
The minimum plotted text height shall be 1.5 mm.
The maximum plotted text height shall be 5.0 mm.
Use black ink on all as-constructed drawings except that green ink may be used on the plan
profile grid lines.
Scales
The following scales must be used:
Plan View Drawings
1:500
Plan and Profile Drawings
Horizontal 1:500 Vertical 1:50
Scales for location plans, key plans, cross-sections, and details shall be chosen as deemed
suitable for the application.
Title Page
Title Pages shall contain the following information:
Name of development
Name and address of development
Name and address of Engineer
Site plan of subdivision or development
Overall plan with lot numbers, plan numbers and street names for the subject development and
adjoining properties.
For phased development all phases must be shown with the current phase outlined darker than
future or existing phases.
File numbers of approving authorities, (i.e. District and the Ministry of Transportation and
Highways).
Complete list of drawings belonging to the set.
Legal description of subject properties.
North Arrow
The lettering used on this page is not required to conform to R.9.1 in respect to text styles and
text height.
Key Plans
Key Plans shall contain the following information:
Lot numbers, plan numbers, and road names of the subject development and adjoining
properties.
Cross reference of the detailed drawings by outlining the area contained in each drawing and
referencing that drawing by drawing number.
North Arrow.
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Building Envelope Plan
Building Envelope Plan shall contain the following information:
Overall plan of current phase
Lot numbers
Roads, curbs, gutters and sidewalks
Rights of way and easements
Offset lines from all property boundaries indicating required building setbacks
10 meter by 10 meter square on each parcel indicating the required minimum building envelope
Notes that indicate the required setbacks from all property boundaries pursuant to the Zoning
Bylaw
North arrow
Minimum building elevation
Composite Utility Plan
Composite Utility Plans shall contain the following information:
All existing and proposed utilities, roads, walkways, and sidewalks.
All rights of way and easements including widths.
Control station monuments with identification number.
All legal information, including bearings, dimensions, lot numbers, block numbers, legal plan
numbers, and street names. All lots must be numbered.
Show all BC and EC locations on curved lot lines.
Dimensions for curved lot lines shall include radius and arc length.
All roadway dimensions including width of right of way, BOC to BOC and BOC to edge of right of
way.
Area of each parcel.
Lots with curved frontage that do not meet the minimum frontage requirement, show arc
length and radius at property line and at 6.0 meter offset.
North Arrow.
Plan and Profile Drawings
The plan and profile drawings shall be prepared in accordance with this section and shall be
divided into two parts: plan view on the top half of the page and profile view on the bottom half of
the page.
For complex servicing with multiple utilities located within the same corridor or alignment, each
utility shall be shown on a separate plan and profile drawing in addition to composite plan and
profile drawings.
Plan Views must be divided into two views as follows:
Above Ground View, must include the following:
All features and utility installations visible above ground
Lot numbers
Dimensions establishing location of all surface works constructed within statutory rights of
way and easements.
Horizontal curve data for road centerlines including radius, arc length, tangent length, and
delta angle.
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Curb, gutter, and sidewalk information including type of curb, width of sidewalk, location
of letdowns for driveways, wheelchair ramps, etc.
Below Ground View, must include the following:
Lot numbers
All underground utilities such as sanitary and storm sewers, water, electrical and
communication wiring, gas and all applicable appurtenances.
Utility alignment referenced to the nearest property line or right of way boundary.
Size of all pipes and direction of flow for sewers.
Specifications for all fittings, valves, and hydrants.
Geodetic invert elevations at property line for all sewer services connected directly into
manhole.
Lot services (sanitary, storm, water) referenced to the nearest legal pin.
Profile View
Profiles shall be drawn on a grid that has horizontal lines with 2 mm spacing and vertical lines
with 20 mm spacing. Horizontal lines must be accented every 20 mm. All vertical lines must be
accented. All elevations shall be relative to a geodetic datum.
Plan and profile drawings must include the following:
Continuous stationing on the accented vertical grid line.
Pre-construction ground profile along the centerlines of proposed roads. In statutory rights of
way or easements, show pre-construction ground profile for each utility. Include any related
data or date surveyed.
Profile shown at true centerline length and projected above to the plan view in as close a
relationship as possible.
Road centerline profile including the following information:
percent grade
chainage and elevations of BVC, EVC, and PVI
external "e" value
"K" value
"A.D." value
length of vertical curve
station and elevation of low point or high point vertical curves
on super elevated curves and crossfall sections, show percent crossfall and transition
length and crown
Profiles of invert and crown of pipes for sanitary sewer, storm sewer, and water mains as well as
length, size, type, grade, and class of pipe (i.e. 75 m 200 mm SAN SDR 35 PVC at 2.38 %).
Manhole rim elevations and invert elevations at all inlets and outlets.
Top and bottom inverts on manhole drop structures.
Location type, and elevation of all crossing utilities.
Gutterline and grate elevations for catch basins.
Elevations at the right- and left-hand side of the profile and repeated at breaks in the profile.
Elevations at every even metre graduation on the horizontal accented line.
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Electronic Drawings
General Requirements
The Owner must submit to the District Engineer a complete set of electronic drawings of the
subdivision or development in DWG format compatible with the current version of AutoCAD
being used by the District.
The electronic drawing must be prepared in accordance with this Bylaw.
Conventions
Drawing symbols must be in accordance with Standard Drawings.
Material symbols must be in accordance with Standard Drawings.
No drawing shall be submitted that contains any external references (xrefs).
All as-constructed drawings must be purged of all unnecessary information prior to submission
to the District.
Prototype Drawings
An electronic copy of the District prototype drawing is available from the District. The
prototype drawing contains the District standard border, titleblock, layers, blocks and linetypes
to be used in all submissions of design or as-constructed drawings.
Standard Detail Drawings are provided in Subdivision Standard Forms Policy 155, 2017. Where not superseded
by a District drawing, the relevant MMCD Standard Detail Drawings must be referenced and interpreted
simultaneously with this bylaw.
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FORMS, AGREEMENTS, AND CERTIFICATES
Subdivision and Development Servicing Agreement
Prior to works being carried out:
on a District highway or
in a statutory right of way in favour of the District
for the servicing of a subdivision or development, the Owner must:
enter into a subdivision and development servicing agreement; and
provide a security deposit in accordance with this Bylaw.
Prior to entering into, and as a condition of a Servicing Agreement, the District Engineer may
require the Owner's Engineer to provide a plan demonstrating constructability of the works.
Section S.1.3 deleted and replaced by Bylaw 1161, 2021
All works required to be constructed and installed at the expense of the Owner of the land being
subdivided or developed shall be constructed and installed in accordance with the provisions of
the Bylaw before the Approving Officer approves the subdivision or the Building Inspector issues
the building permit. At the District Engineer's discretion, the approval may be given or the permit
issued if the owner of the land:
Enters into a Subdivision and Development Servicing Agreement with the District accepting the
terms and conditions in that agreement, and undertaking to construct and install the required
works within one year from the date of executing the agreement; and
The Owner deposits with the District security in the form of cash, a bank draft or an irrevocable
letter of credit in a form acceptable to the Chief Financial Officer in the amount of:
One hundred and twenty five percent (125%) of the awarded tender value for the
construction and installation of the works: plus
One hundred and twenty five percent (125%) of the Owner's Engineer's fee for the design
and inspection of the works as estimated by the Owner's Engineer; plus
enter into a Maintenance Security Agreement to warrant for the maintenance of the works
for a period of eighteen (18) months after the date of substantial performance; and
provide a Maintenance Security deposit in accordance with this Bylaw;
The Owner's Engineer certifies that the tender has been awarded and that a contract has been
executed between the Owner and the contractor; and
The Applicant complies with the provisions of Schedule S, Section 4, Certificate to Commence
Construction; and
The Applicant provides written proof that all the requirements of the Ministry of Transportation
and Infrastructure and other agencies having jurisdiction have been met, if applicable.
The Owner will not be required to enter into a Maintenance Security Agreement, nor be required
to provide a security deposit when:
There are no works required under the provisions of this Bylaw or
Those works are not required as a result of a development variance permit granted by Council.
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Commitment by Owner and Engineer
A Commitment by Owner and Engineer must be submitted to the District Engineer prior to review
of design drawings.
A Commitment by Owner and Engineer shall be signed by the Owner and Owner's Engineer
certifying that:
the Owner's Engineer has been contracted by the Owner for the design of all works, reviews and
designs associated with the subdivision or development;
the Owner's Engineer shall adhere to all Provincial Statute for their profession;
the Owner's Engineer shall ensure that the works comply with the provisions of all District
Bylaws, permits, policies, and applicable legislation and regulations;
the Owner's Engineer shall ensure that only qualified personnel are retained to carry out tests,
inspect or carry out design work, detailing, or field reviews;
the Owner's Engineer has been given contractual mandate by the Owner for the purposes of
subdivision or development;
the Owner's Engineer shall submit summary reports to the District Engineer on request;
the Owner's Engineer shall submit letters of Certification of Bylaw Compliance as required;
the Owner's Engineer is licensed to practice as an engineer in the Province of British Columbia;
the Owner's Engineer covenants that their firm presently carries, and will continue to carry for
the duration of the project, liability insurance in the amount of five million dollars ($5,000,000).
Notification of termination of the Owner's Engineer shall be provided to the District Engineer in
writing thirty (30) days prior to any intended termination;
Where the Owner's Engineer ceases to be retained at any time during construction of the works,
work on shall cease until:
a new Engineer has been retained; and
an updated Commitment by Owner and Engineer and Commitment to Design and Field review
have been submitted to the District Engineer.
Commitment to Design and Field review
A Commitment to Design and Field Review from the Engineer representing each engineering
specialty shall be submitted to the District Engineer prior to issuance of a Certificate to Commence
Construction.
A Commitment to Design and Field Review shall be signed by the Owner's Engineer and each
Engineering Specialist certifying that:
the works identified by the Engineer's initial, will be designed, constructed and installed in
accordance with all applicable District Bylaws, permits and policies and legislation and
regulations;
Field reviews shall be completed and provided to the District Engineer during construction.
The District shall be notified immediately in writing if the contract for field reviews is
terminated at any time during construction.
the Engineer is licensed to practice as an engineer in the Province of British Columbia;
the Owner's Engineer covenants that their firm presently carries, and will continue to carry for
the duration of the project, liability insurance in the amount of five million dollars ($5,000,000).
Certificate to Commence Construction
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No person shall excavate or fill land for the purpose of constructing works, nor shall any person
construct or install any of the works until a Certificate to Commence Construction has been issued.
The District Engineer shall not issue a Certificate to Commence Construction until the Owner
submits the following information:
three complete paper copy sets and one electronic copy in pdf format of design drawings
showing all pertinent information as required by this Bylaw and prepared in accordance with
this Bylaw;
detailed design calculations in support of the street lighting layout.
detailed design calculations in support of the fire flows and storage required in the design of a
community water system.
detailed design calculations in support of a storm drainage system.
detailed design calculations in support of a community sewer system.
plans and documentation in support of a Drainage, Sediment and Erosion Control Plan.
Letter of Commitment by Owner and Engineer;
Quality assurance/quality control documentation
Letter of Commitment to Design and field review;
If required, letters approving design from the Ministry of Transportation and Infrastructure, and
other agencies having jurisdiction.
Certification of Bylaw Compliance
A Certificate of Bylaw Compliance from each Engineer shall be submitted to the District Engineer
prior to the issuance of a Certificate of Total Performance.
A Certificate of Bylaw Compliance may not be submitted until after Substantial Performance of the
works.
After submission of Certification of Bylaw Compliance, each Engineer must arrange and conduct a
final inspection with the District Engineer to determine the acceptability of the Certification of
Bylaw Compliance.
A Certification of Bylaw Compliance shall be signed by the Owner's Engineer and the engineer
representing each engineering specialty certifying that:
all obligations for field reviews pursuant to this Bylaw have been met;
all obligations pursuant to the previously submitted Commitment to Design and Field Review
have been met;
works identified in the signed Commitment to Design and Field Review comply in all materials
respects with the provisions of this Bylaw and the design drawings and supporting
documentation submitted in support of the subdivision or development application;
the final as-constructed drawings and supporting documents prepared have been submitted;
the Owner's Engineer is licensed to practice as an engineer in the Province of British Columbia;
the Owner's Engineer covenants that their firm presently carries, and will continue to carry for
the duration of the project, comprehensive general liability insurance in the amount of two
million dollars ($2,000,000);
the Owner's Engineer covenants that their firm presently carries, and will continue to carry for
the duration of the project, automobile liability insurance in the amount of two million dollars
($2,000,000);
the Owner's Engineer covenants that their firm presently carries, and will continue to carry for
the duration of the project, errors and omissions insurance in the amount of five hundred
thousand dollars ($500,000)
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 139
Certification of Slope Stability
A Certification of Slope Stability from the geotechnical Engineer shall be submitted to the District
Engineer prior to the issuance of Certificate of Total Performance.
A Certificate of Slope Stability may not be submitted until after Substantial performance of the
works.
A Certification of Slope Stability shall be submitted by a geotechnical Engineer certifying that:
all obligations for slope stability review pursuant to this Bylaw have been met;
all issues related to safety and slope stability have been addressed;
In consideration of slope stability matters due consideration has been given to, "Guidelines for
Legislated Landslide Assessments for Proposed Residential Developments in BC", Association of
Professional Engineers of British Columbia, Revised May, 2010;
works identified in the signed Commitment to Design and Field Review comply in all materials
respects with the provisions of this Bylaw and the design drawings and supporting
documentation submitted in support of the subdivision or development application;
the final as-constructed drawings and supporting documents prepared have been submitted;
the Engineer is licensed to practice as an engineer in the Province of British Columbia;
A report confirming slope stability on the lots created as required in Schedule D of this Bylaw.
Certification of Total Performance
A Certificate of Total Performance will be issued by the District Engineer indicating that total
performance of the works has been achieved, once the Owner has complied with the provisions of
this Bylaw.
The District Engineer must not issue a Certificate of substantial performance until the following
has been submitted:
as-constructed drawings;
Utility Service Cards;
Maintenance Security Agreement;
Certification of Bylaw Compliance;
three copies of the plan of subdivision which have been executed by all required parties and are
ready for registration;
executed copies of all Statutory Right of Way plans and agreements, if applicable and which are
ready for registration;
all applicable fees, charges and security deposits;
video reports and air testing results;
confirmation that a final inspection has been conducted by the District Engineer and Owner's
Engineer;
a letter from the governing electrical authority approving the street lighting installation;
a letter from communication, gas, and electrical utilities as applicable and Ministry of
Transportation and Infrastructure as applicable, confirming that their requirements have been
met;
a letter from the applicable private water utility approving the water distribution system; and
confirmation that substantial performance of the work has been achieved.
Maintenance Security Agreement
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 140
Upon Substantial performance of the subdivision or development and prior to issuance of a
Certificate of Total Performance the Owner must:
Enter into a Maintenance Security Agreement to warrant for the maintenance of the works for a
period of eighteen (18) months after the date of Substantial performance; and
Provide a maintenance security deposit in accordance with this Bylaw.
The Owner will not be required to enter into a Maintenance Security Agreement, nor be required
to provide a security deposit when:
There are no works required under the provisions of this Bylaw or
Council grants a Development Variance Permit exempting the Owner from some or all of the
works required under this Bylaw.
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 141
FEES AND SECURITY
Fees and Deposits
The Owner shall provide all security deposits and pay all fees required under any applicable
District bylaws, including but not limited to, this bylaw and the District's Fees Bylaw, as
amended from time to time.
Security Deposits
Security deposits must be provided to the District in the form of cash, bank draft, irrevocable
letter of credit, or another form acceptable to the District, as follows:
125% of the awarded tender value (or the Owner's Engineer's estimate if the project has
not been tendered) for the engineering, design, quality assurance, contingency,
construction and installation of the works; plus
150% of the Owner's Engineer's fee for the design and inspection of the works as
estimated by the Owner's Engineer; plus
the value calculated and in a form acceptable to the District to warrant for the
maintenance in accordance with TABLE T-1 Maintenance Security Table; plus
$2000 per sheet for drafting deficiencies.
Maintenance Security Deposit
A maintenance security deposit must be provided to the District in the form of cash, bank draft,
Irrevocable Letter of Credit or another form acceptable to the District, in accordance with the
following table:
TABLE T-1-MAINTENANCE SECURITY TABLE 1
Description
Maintenance Security
Fee Simple Subdivisions
(on site works)
$580 per parcel or 5% of value of works whichever
is greater
Bare Land Strata developments
5% of the value of offsite works 2
Offsite works for subdivision or
development
5% of value of capital costs 2
Deficiencies and/or defects
200% of the estimated cost to repair 3
Building Permits
5% of value of capital costs
1
more than one of the items contained in the Maintenance Security Table may apply to
any subdivision or development.
2
five percent (5%) or one thousand dollars ($1,000.00), whichever is greater, of the cost
of designing, constructing and installing the works required under this Bylaw, as
submitted by the Owner's Engineer and as approved by the District Engineer.
3
two hundred percent (200%) of the cost to repair deficiencies and defects as estimated
by the Owner's Engineer and as approved by the District Engineer.
Bylaw 1121, 2020 - CONSOLIDATED 2025-04-15
Page 142
Deleted and replaced by Bylaw 1262, 2024
Cash in Lieu
Notwithstanding Schedule S-Forms, Agreements and Certificates, subsection S.1.3 ,the District
Engineer may require an Owner to provide a non-refundable payment in lieu (cash-in lieu) of
constructing or installing all, or a portion of, works and services required under the provisions of
this bylaw where, as determined by the District Engineer, such works may be undertaken at a
future date or concurrently with other works and services in connection with the development
of land.
Cash-in-lieu payments:
will be established through a Subdivision and Development Servicing Agreement between
the Owner and District;
will be deposited into a reserve fund for the future construction or installation of works and
services;
are due before the approving officer approves of the subdivision or the building inspector
issues the building permit;
will not exceed an amount greater that 125% of the costs of design and construction at the
time of entering into an agreement, plus any required land acquisition costs.
will be determined by the District Engineer using sound engineering principles and will be
based on cost estimates prepared by the Owners Engineer submitted to the District
Engineer for acceptance.
Excess or Extended Capacity (Latecomer)
Pursuant to the Local Government Act, the District Engineer may require the Owner to provide
excess or extended services to provide access to or to service land other than the parcel being
subdivided or developed. Where excess or extended services are required, the Owner shall
provide additional documentation as requested by the District Engineer to assist in making a
determination. Such information may include, but is not limited to, drawings that define
catchment areas, design drawings, a traffic impact analysis and onsite utilities impact analysis.
Where the Owner is required to provide excess or extended services, the Owner shall be
entitled to receive latecomer payments in accordance with the District's Latecomer Policy.
Section T.2 deleted and replaced by Bylaw 1161, 2021
Fees
Fees shall be applicable as per the District Fees Bylaw as amended from time to time.