Subdivision and Development Servicing Bylaw No. 2020
Kimberley, British Columbia
· adopted 1999-05-25
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CITY OF KIMBERLEY
SUBDIVISION AND DEVELOPMENT
SERVICING BYLAW NO. 2020
ADOPTED: MAY 25, 1999
Consolidated for Convenience Only
DISCLAIMER
The version of this bylaw of the City of Kimberley is provided for information or research purposes
only. Every effort is made to ensure the accuracy of copies of bylaws; however, this is not an official
version of City of Kimberley bylaw, and should not be relied upon as such, and these documents are not
admissible in a court of law. For such purposes, official certified copies can be obtained from the Chief
Corporate Administration Officer.
Before making any decisions based on the copy of the bylaw, you should confirm all information
contained therein. The City of Kimberley will in no event be liable or responsible for damages of any
kind arising out of the use of the copy of this bylaw.
CITY OF KIMBERLEY
SUBDIVISION AND DEVELOPMENT
SERVICING BYLAW NO. 2020
WHEREAS the City of Kimberley wishes to revise the provisions of the present Subdivision Control
Bylaw No. 617 as amended;
AND WHEREAS pursuant to Section 938 of the Municipal Act, a local government, may by Bylaw,
regulate and require the provision of works and services in respect of the subdivision or development of
land;
NOW THEREFORE the Council of the City of Kimberley, in open meeting assembled, enacts as follows:
CITY OF KIMBERLEY
SUBDIVISION AND DEVELOPMENT
SERVICING BYLAW NO. 2020
Table of Contents
SECTION 1 -
Title
SECTION 2 -
Interpretation
SECTION 3 -
Subdivision and Development Requirements and Regulations
SECTION 4 -
Provision of Services in Subdivisions and Developments
SECTION 5 -
Servicing Requirements for Subdivisions under Land Title Act
SECTION 6 -
Servicing Requirements for Developments not Requiring Subdivision
SECTION 7 -
Servicing Requirements for Highways Abutting a Site being Subdivided
or Developed
SECTION 8 -
Administration and Enforcement
SECTION 9 -
Enactment
SCHEDULES:
SCHEDULE A - Level of Service
SCHEDULE B - Regulations, Standards and Specifications for the Design and
Construction of Highways
SCHEDULE C - Regulations, Standards, and Specifications for the Design and
Construction of Curbs and Gutters, Sidewalks, and Boulevards
SCHEDULE D - Regulations, Standards, and Specifications for the Design and Installation
of Water Systems
SCHEDULE E -
Regulations, Standards, and Specifications for the Design and
Construction of Sanitary Sewers
SCHEDULE F -
Regulations, Standards, and Specifications for the Design and Installation
of Drainage Systems
SCHEDULE G - Regulations, Standards, and Specifications for the Installation of Street
Lighting
SCHEDULE H - Regulations, Standards, and Specifications for the Installation of
Electrical and Communications Wiring and Gas Distribution System
SCHEDULE I -
Standards for the Preparation of Engineering Drawings
SCHEDULE J -
Standard Development Agreement Document for Subdivisions
SCHEDULE K - Standard Statutory Right-of-Way Document
SCHEDULE L -
Confirmation of Commitment by Owner
SCHEDULE M - Confirmation of Professional Assurance
SCHEDULE N - Standard Drawings
SCHEDULE O - Standard Forms - i) Letter of Credit
ii) Rainfall Intensity Curves(Bylaw 2039)
CITY OF KIMBERLEY SUBDIVISION AND
DEVELOPMENT SERVICING BYLAW NO. 2020
1
SECTION 1 - TITLE
This Bylaw may be cited as the City of Kimberley "Subdivision and Development Servicing Bylaw No. 2020, 1999"
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SECTION 2 - INTERPRETATION
INTERPRETATION
In this Bylaw, unless the context requires otherwise:
"Act" means Municipal Act, Land Title Act, Health Act, and any other Act named in this Bylaw and found in the Revised Statutes of
British Columbia, 1996, as amended or replaced both before and after the date of this Bylaw.
"Applicant" means a person applying for the approval of a subdivision, pursuant to the provision of the Land Title Act, or a person
applying for development other than subdivision, whether as the owner of the property proposed to be subdivided or developed or as
agent for the owner or his contractor.
"Approval, Final" means the Approving Officer's affixation of his signature to the subdivision plan pursuant to Section 88 of the Land
Title Act.
"Approval, Preliminary Layout" means written notification of a review of information presented to the Approving Officer previous to
submission of a subdivision plan for final approval.
"Approving Officer" means any person duly authorized by the Municipal Council to act as Approving Officer pursuant to the provisions
of the Land Title Act.
"Boulevard" means that portion of a highway between the curb lines or the lateral boundary lines of a roadway and the adjoining
property or between curbs on median strips or islands, but does not include curbs, sidewalks, ditches, or driveways.
"Building Inspector" means the Building Inspector of the City of Kimberley.
"Building Regulations" means the Building Bylaw No. 1876 as amended or replaced.
"City Engineer" means the Manager, Operations Services of the City of Kimberley appointed as such by the Municipal Council or his
designate.
"Community Sewer System" means a sanitary sewer or a system of sewage disposal works which is owned, operated and maintained by
the municipality.
"Community Water System" means waterworks system within the meaning of Section 1 of the Safe Drinking Water Regulations of the
Health Act which is owned, operated and maintained by the Municipality, an Improvement District under the Water Act or the
Municipal Act, or which is regulated under the Water Utility Act, and authorized by the Municipal Council.
"Council" means the Municipal Council of the City of Kimberley.
"Cul-de-sac" means a highway with only one point of intersection with another highway and which terminates in a vehicle-turning area
and is designed to be permanently closed except for a lane or a walkway, by the pattern of subdivision.
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"Developer's Engineer" means the Professional Engineer engaged by the developer to design and prepare drawings for construction of
works in a subdivision or development, or his authorized representative.
"Development" means an activity that requires a Building Permit or that alters the existing surficial characteristics of the land.
"Drainage System" means a system of works designed and constructed to control the flow of storm water and/or ground water.
"Frontage" means the length of a lot boundary which immediately adjoins a highway other than a lane or a walkway.
"Highway" includes a street, road, lane, bridge, viaduct, and any other way open to public use. Except for highways created under
Section 4 of the Highways Act, the width of a highway is measured from lot line to lot line. A highway does not include private
easements on private property.
"Highway, Arterial" means a street used primarily by fast or heavy traffic of which a significant portion has both its origin and
destination outside of the subdivision area.
"Highway, Collector" means a street which carries traffic from local streets to arterial streets and includes the principal entrance streets
for circulation of traffic within such a subdivision.
"Highway, Local" means a street used primarily for travel and access to and from the parcels of land contiguous thereto.
"Lane" means a highway 6 meters or less in width intended to provide secondary access to parcels of land. A lane is not to be
considered a partial street.
"Lot" means a parcel.
"Medical Health Officer" means the Medical Health Officer appointed under the Health Act.
"Municipality" means the City of Kimberley or the area within the municipal boundaries thereof as the context may require.
"Owner" shall be interpreted as defined in the Municipal Act.
"Panhandle Parcel" means any parcel which is serviced and gains highway frontage through the use of a narrow strip of land which is
an integral part of the parcel (hereinafter called the "Access Strip").
"Parcel" means any lot, block or other area in which land is held or subdivided but does not include a highway.
"Parcel Line" means a legal boundary of a parcel as shown or described on the records of the Land Title Office.
"Parcel Line, Exterior Side" means the side parcel line which abuts a highway or lane.
"Parcel Line, Front" means the parcel line common to a parcel and an abutting highway other than a lane. Where there is more than one
such line and such lines are perpendicular, the shortest such line shall be considered the front parcel line, or where the front and rear
parcel lines both adjoin a highway, the front parcel line shall be that to which the majority of adjacent buildings face.
"Parcel Line, Interior Side" means the side parcel line which abuts another parcel.
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"Parcel Line, Rear" means the parcel line or parcel lines opposite to and most distant from the front parcel line; or where the rear
portion of the parcel is bounded by intersecting side parcel lines, it shall be the point of such intersection.
"Parcel Line, Side" means the parcel line or parcel lines other than the front or rear parcel line and common to another parcel or parcels
or to a highway.
"Potable Water" means water which is approved for drinking purposes by the Medical Health Officer.
"Professional Engineer" means a person who is registered or duly licensed as such under the provisions of the Engineers and
Geoscientists Act of British Columbia.
"Proven Supply" means that a supply of potable water is available and proven with respect to volume, delivery and continuity of supply
from an on-site groundwater system, a source requiring a water license from the Ministry of Environment or a community water system.
"Roadway" means the portion of the highway that is improved, designed or ordinarily used for vehicular traffic.
"Service Level" means the standard of municipal services required for development of subdivisions and other developments not
requiring subdivision under the provisions of this Bylaw.
"Street" means a highway except a lane, trail, or walkway.
"Subdivision" means the division of land into one, two or more parcels by plan or apt descriptive words.
"Top of Slope, Embankment or Escarpment" means the natural defined top edge of a slope, embankment or escarpment; or, where a
gradual steepening exists, the point at which the slope exceeds 30% grade.
"Walkway" means a highway intended to carry pedestrian and non-motorized traffic.
"Watercourse" means any natural or man-made drainage course or source of water, whether usually containing water or not, and
includes any lake, river, creek, spring, ravine, swamp, gulch, or source of ground water, whether enclosed in a conduit or not, or as
required by a designated official of the Ministry of Environment, Lands and Parks of the Province of British Columbia.
"Zone" means an area created by the City of Kimberley Zoning Bylaw No. 1850 or Alpine Resort Zoning Bylaw No. 2016, as amended
or as replaced both before and after the effective date of this Bylaw.
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SECTION 3 - SUBDIVISION AND DEVELOPMENT REQUIREMENTS AND REGULATIONS
3.1
Compliance with Bylaw
No person shall subdivide or undertake development of land in the City of Kimberley except in compliance with the
provisions of this Bylaw.
3.2
General Requirements for Design of Subdivisions
No subdivision of land shall be approved which:
.1
is not suited to the configuration of land being subdivided;
.2
is not suited to the use to which it is intended; or
.3
will make impracticable the future subdivision of the land within the proposed subdivision or of any adjacent land.
3.3
Area, Shape and Dimensions of Lots
.1
No subdivision shall be created in any zone so that any lot created by the subdivision has an area in square metres or
hectares or a width in metres less than those set out for the zone in which it is located as set out in the City of
Kimberley Zoning By-Law No. 1850, as amended or replaced or Alpine Resort Zoning Bylaw No. 2016, as amended
or replaced.
.2
The Approving Officer may exempt a person proposing to subdivide land from any prescribed minimum frontage, or
from the limitation provided under Subsection (1) of Section 944 of the Municipal Act.
.3
The side lines of parcels to be created by the subdivision shall be as close as practicable at right angles or radial to
street lines, and the Approving Officer shall ensure that the parcels to be created are logical in shape and dimension for
the use intended.
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SECTION 4 - PROVISION OF SERVICES IN SUBDIVISIONS AND DEVELOPMENTS
4.1
Level of Service
Unless otherwise approved by a Development Variance Permit issued by the Council pursuant to Section 922 of the
Municipal Act, all subdivisions and developments shall be provided with services as prescribed in Schedule A of this Bylaw
and the level of services required may be different for different service level areas as established by Schedule A of this Bylaw.
4.2
Subdivisions Where Servicing Requirements May Be Waived
.1
Despite section 4.1, the servicing requirements prescribed in Schedule A of this Bylaw may be waived where the lot
created is to be used solely for the unattended equipment necessary for the operation of:
a)
a community water system;
b)
a community sewer system;
c)
a community gas distribution system;
d)
a community radio or television receiving antennas;
e)
a radio or television broadcasting antenna;
f)
a telecommunications relay station;
g)
an automatic telephone exchange;
h)
an air or marine navigational aid;
g)
electrical substations or generating stations; or
h)
any other similar public service or quasi public service facility or utility.
.2
Despite Section 4.1, the servicing requirements prescribed in Schedule A pertaining to provision of community
sanitary sewer system, community water supply system or storm sewer system may be waived provided that all of the
following conditions are met:
a)
the parcel to be subdivided is wholly contained within the commercial or industrial zones as established by the
City of Kimberley Zoning Bylaw No. 1850 as amended or replaced or Alpine Resort Zoning Bylaw No. 2016,
as amended or replaced.
b)
the maximum width of the lot after subdivision shall be 60 metres and the minimum lot area after subdivision
shall be 5,000 square metres;
c)
the subdivision will not create new highways other than widening of existing highways;
d)
the parcel to be subdivided does not adjoin a highway or easement that contains one or more of the following
services:
i) sanitary sewer;
ii) water;
iii) storm sewer.
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4.3
Expense of Services To Be Borne By Owner
Unless otherwise provided in this Bylaw, all works and services required in this Bylaw shall be constructed and installed at
the expense of the Owner or Applicant.
4.4
Security and Development Agreement Required
.1
All works and services to be constructed and installed to serve any development or proposed subdivision of any lands
shall be constructed and installed as prescribed in Schedules A to H hereto at the expense of the Applicant prior to the
approval of such subdivision by the Approving Officer. A plan of subdivision may be finally approved prior to the
completion of the construction and installation of the required works and services where the Applicant deposits a letter
of credit in the form as contained in Schedule O, with the City of Kimberley in the amount of One Hundred Percent
(100%) of the cost of installing and paying for all the works and services required as estimated by the Approving
Officer before the subdivision plan is finally approved by the Approving Officer, and enters into a form of agreement
with the City as contained in Schedule J hereto for subdivisions pursuant to the Land Title Act of the Province of
British Columbia, to do all things required to carry out and construct the necessary works and services.
.2
Where the owner of land is required to construct and install works and services in accordance with the provisions of
this Bylaw, the owner shall:
a)
operate and maintain the works constructed and installed for the periods specified in Schedule J.
b)
provide the City with a letter of credit in the amount of ten percent (10%) of the cost of installing and paying
for all the works and services required as estimated by the Approving Officer. The letter of credit shall be held
as security against unsatisfactory operation of the works and services during the maintenance periods specified
in Schedule J.
4.5
Excess or Extended Capacity
Pursuant to Section 939 of the Municipal Act, the City may require that the Applicant provide excess or extended services to
provide access to or service land other than the land being subdivided or developed.
4.6
Right-of-Way Agreement
Where the provisions of this Bylaw require an Applicant to grant a utility or drainage right-of-way to the City of Kimberley,
the Applicant shall be required to enter into an agreement as prescribed in Schedule K of this Bylaw and shall pay all
associated costs.
4.7
Design and Field Review of Construction by a Professional Engineer
All engineering drawings required in this Bylaw for works and services, shall be prepared by a Professional Engineer
registered to practice in the Province of British Columbia.
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The Applicant shall engage a Professional Engineer to carry out all necessary field reviews and inspections during the
construction of works and services required as a condition of subdivision or development approval. The Professional
Engineer shall submit a report in the format set out in Schedule M of this Bylaw certifying that the works and services have
been carried out in compliance with this Bylaw and the plans, drawings and supporting documents submitted in support of the
subdivision or development application which were accepted by the City.
All applications for subdivision or development shall include a letter of commitment from the Applicant in the format set out
in Schedule L of this Bylaw, that a Professional Engineer has been engaged to carry out all necessary design works and
undertake all field services for the subdivision or development.
4.8
Exception For Service Connection
Despite section 4.7 above, in a subdivision or development where only service connections to existing works and services are
required, the City does not require that the Applicant engage a Professional Engineer to design the service connections.
4.9
Slope Stability/Geotechnical
Geotechnical reports may be required prior to land use redesignation, subdivision, development and/or building approval. A
report may be required wherever the slope of the subject lands, or portions thereof exceed 15 percent or where past filling,
subsidence, slippage or seepage is evidenced in the vicinity of the site.
The City Engineer may also require a geotechnical report for sites with soil conditions, groundwater, or other such conditions
which, in the opinion of the City Engineer, require special attention.
.1
Slope stability reports shall contain a minimum of the following information:
a)
Existing property lines shown on plan(s).
b)
Top of slope, embankment or escarpment; and toe of slope.
c)
Contour mapping as required by the Geotechnical Engineer.
d)
Stability limit (S.L.) line(s) shown on plan(s).
e)
The effect of and extent of slope failure on the subject land and adjacent properties and the methods for
protection of the lands.
f)
A set-back line, drawn in relation to the S.L. Line and within the developable area, which shall define the point
nearest the S.L. Line that structures (including streets, underground utilities, building foundations, swimming
pools etc) can be constructed or vegetation removed, without jeopardizing the slope stability at the S.L. Line.
g)
Identification of proposed fill areas and development of a filling plan addressing ultimate topography, fill
materials, methodology, inspection, testing, revegetation, slope stability and setbacks as defined in this section.
h)
Assessment and recommendations regarding the effects of rainfall, runoff and irrigation.
.2
Slope stability reports shall be prepared by a Professional Engineer experienced in Geotechnical work.
.3
It is the responsibility of the Applicant to ensure that slope stability reports are initiated and that development
conforms to the recommendations in the report.
4.10
Traffic Impact Analysis
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The Approving Officer may require the Applicant to provide a traffic impact analysis.
4.11
Off-Site Utilities Impact Analysis
The Approving Officer may require the Applicant to provide an off-site utilities impact analysis.
4.12
Site Preparation
In no case shall land be excavated, filled, paved or gravelled or the surface features of land otherwise be altered for the
purpose of development without the prior written approval of the Approving Officer or City Engineer.
4.13
Off-Site Services
The Applicant may be required to contribute towards the cost of upgrading or upsizing off-site roads and utilities.
4.14
Dust Control
During construction of works and services, the Applicant shall be responsible for providing for and maintaining dust control at
all times wherever:
.1
the operation of any equipment causes dust that becomes a nuisance to property owners and residents in the area;
.2
bare soil conditions are created in performing work;
.3
should the Applicant not implement dust control procedures as required or as directed by the City's Engineer, the City
will undertake the dust control procedures and backcharge the Applicant to recover all costs incurred including such
things as engineering and administration costs, wages, equipment costs, etc.
4.15
Clean-Up
During construction of works and services within the subdivision or development, the Applicant shall be responsible for
ensuring that the construction area shall be maintained free of accumulation of excess waste material and debris.
The disposal of waste materials and rubbish by burial on site will not be permitted. The disposal of volatile wastes such as
mineral spirits, oil, gasoline or paint thinner into storm or sanitary sewer drains will not be permitted.
The burning of non-volatile wastes may be permitted once the Applicant has received approval via the holding of a valid
permit from the City and the Ministry of Environment, Lands and Parks.
During and after construction of works and services, the Applicant shall be responsible for ensuring that all access streets into
the subdivision or development are maintained free of accumulation of excess waste material and debris. The City reserves
the right to carry out the maintenance of such access streets and charge the cost of such work to the Applicant, if the Applicant
fails to restore the street(s) to normal levels within a week of being notified in writing by the City.
SECTION 5 - SERVICING REQUIREMENTS FOR SUBDIVISIONS
UNDER LAND TITLE ACT
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5.1
Highways
All highways created by plan of subdivision, including the widening of highways, shall:
.1
comply with the dimensions, location, alignment, drainage and gradient requirements set out in Schedules A, B, C and
F of this Bylaw; and;
.2
be cleared, graded and surfaced in accordance with standards set out in Schedules A and B of this Bylaw.
5.2
Sidewalks, Curbs and Gutters
In subdivisions where highways are created, sidewalks and curbs and gutters shall be provided as required in Schedule A and
constructed in accordance with the standards set out in Schedule C of this Bylaw.
5.3
Street Lighting
In subdivisions where highways are created, street lighting shall be provided as required in Schedule A and constructed in
accordance with the standards set out in Schedule G of this Bylaw.
5.4
Electrical and Communications Wiring and Gas Distribution System
In subdivisions where parcels are created, each parcel shall be provided with power supply consistent with the standards set
out in Schedule A and Schedule H of this Bylaw. Where cablevision and gas service are to be provided, such services shall be
provided consistent with the standards set out in Schedule A and Schedule H of this Bylaw.
5.5
Water Distribution System
In subdivisions where parcels are created, each parcel shall be serviced by a complete water distribution system as defined in
the B.C. Plumbing Code, connected to a community water system as required in Schedule A, and all system components shall
be installed in accordance with the standards set out in Schedule D of this Bylaw.
5.6
Sanitary Sewer
In subdivisions where parcels are created, each parcel shall be:
.1
provided with a complete sanitary drainage system connected to the community sanitary sewer system, or
.2
provided with an on-site sewage disposal system;
as required in Schedule A of this Bylaw and all system components shall be installed in accordance with the standards set out
in Schedule E of this Bylaw.
5.7
Drainage System
In subdivisions where parcels are created, each parcel shall be provided with a complete and fully operative drainage system
as required in Schedule A of this Bylaw and constructed in accordance with the standards set out in Schedule F of this Bylaw.
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SECTION 6 - SERVICING REQUIREMENTS FOR DEVELOPMENTS NOT REQUIRING SUBDIVISION
6.1
Developments Not Requiring Subdivision
As a condition of the issuance of a building permit on a site being developed, the City of Kimberley may require that the
Applicant provide works and services which are directly attributable to the development consistent with the provisions of this
section.
Prior to issuing a building permit on a site being developed, the City of Kimberley may require the Applicant to prepare a site
servicing plan and details prepared by a Professional Engineer which shall identify how the Applicant intends to construct
services on the site. All site servicing plans are to be approved by the City Engineer.
.1
Domestic Water
Where the provisions of Schedule A require a parcel containing a development to be served by a community water
system, the water distribution system on the parcel shall be constructed and connected to the community water system
consistent with a site servicing plan approved by the City Engineer and the provision of Schedule D of this Bylaw.
.2
Sanitary Sewer
Where the provisions of Schedule A require a parcel containing a development to be served by a community sewer
system, the sanitary drainage system on the parcel shall be constructed and connected to the community sewer system
consistent with a site servicing plan approved by the City Engineer and the provision of Schedule E of this Bylaw.
.3
Site Drainage
The development shall be provided with site drainage collection and disposal facilities in accordance with a site
servicing plan approved by the City Engineer and the provision of Schedule F of this Bylaw.
.4
Access Roads and Parking
For developments where on-site parking or on-site loading facilities are required, the development shall be provided
with vehicle access from a highway or highways in accordance with an access permit and a site servicing plan
approved by the City Engineer.
For developments located on sites fronting on a controlled access highway designated pursuant to the Highway Act,
the proposed method of providing access to the site shall also be subject to the approval of the Ministry of
Transportation and Highways.
.5
Hydro, Telephone and Cablevision Wiring
Where the provisions of Schedule A require underground wiring, all hydro, telephone and cablevision wiring shall be
installed underground consistent with the provisions of Schedule H of this Bylaw.
6.2
Exceptions for Developments Not Requiring Subdivision
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Despite the requirements of Section 6.1 above, the following exceptions to the servicing standards set out in this Bylaw may
be permitted for developments not requiring subdivision:
.1
Trench Backfill
Gravel backfill is the preferred material. Native backfill may be allowed provided that the following is provided by
the Developer and approved by the City Engineer:
a)
engineering design for a modified road structure;
b)
engineering report for the procedure and equipment required to compact native material to requirements
specified;
c)
test results to the satisfaction of the City Engineer to confirm the level of compaction has been achieved.
No road work shall be constructed until the test results have been reviewed and approved by the City Engineer.
.2
Materials
Materials suppliers and manufacturers other than those specified in this Bylaw are acceptable subject to the approval
of the City Engineer.
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SECTION 7 - SERVICING REQUIREMENTS FOR HIGHWAYS ABUTTING
A SITE BEING SUBDIVIDED OR DEVELOPED
7.1
Servicing Requirements For Highways Abutting A Site Being Subdivided or Developed
As a condition of the approval of a subdivision or development or the issuance of a Building Permit, the City of Kimberley
may require that the Applicant provide works and services directly attributable to the development on that portion of a
highway immediately adjacent to the site being subdivided or developed, up to the centerline of the highway for items (.1) and
(.2) below only. Works and services which may be required include:
.1
Highway improvements including clearing, grading, drainage and surfacing in accordance with the standards set out in
Schedules A and B and F of this Bylaw.
.2
Sidewalk, curb and gutter improvements in accordance with the standards set out in Schedules A and C of this Bylaw.
.3
Water system improvements including construction of water distribution system components in accordance with the
standards set out in Schedule D of this Bylaw.
.4
Sewer system improvements including construction of sanitary drainage system components in accordance with the
standards set out in Schedule E of this Bylaw where Schedule A of this Bylaw requires the development of a sewer
system.
.5
Drainage system improvements including the provision of drainage facilities as required in Schedule A of this Bylaw,
and construction of specific drainage system improvements in accordance with the standards set out in Schedule F of
this Bylaw.
.6
Where the provisions of Schedule A require underground wiring, all hydro, telephone and cablevision, ducting and
junction facilities shall be installed in accordance with the provisions of Schedule H of this Bylaw.
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SECTION 8 - ADMINISTRATION AND ENFORCEMENT
8.1
Application Fee
An Applicant for subdivision approval shall submit with the application a fee in the amount prescribed by Bylaw No. 1995
"City of Kimberley Fees Bylaw No. 1995, 1998" as amended or replaced.
As a condition of approval by the Approving Officer to the subdivision of a parcel of land, the owner of the said parcel shall
pay to the City, prior to subdivision approval, an administration charge of one percent (1%) of the estimated costs of
providing services for the subdivision to defray the costs incurred by the City in the administration, engineering and
inspection services. (Bylaw 2074 Amnd4/00)
8.2
Preliminary Review
.1
An Applicant may, before causing a plan of subdivision to be prepared and submitted for approval pursuant to the
provisions of the Land Title Act or the Condominium Act (as amended or replaced) as applicable (Amd.1-
2028), make a submission for Preliminary Review. This submission shall be accompanied by preliminary plans of the
proposal and shall include information as required by the Approving Officer to appraise the proposed subdivision.
.2
Preliminary Review of any subdivision shall not be construed as any formal approval for land registration or any other
purpose, nor is a submission for Preliminary Review considered an application under Section 943 of the Municipal
Act. This review shall not be considered as acceptance by the Municipality or its Approving Officer of anything
except the general layout of the proposed subdivision, and a list of minimum conditions which would be taken into
consideration on an application for final approval. Preliminary Review is revocable by the Approving Officer at any
time before final approval is granted.
8.3
Materials, Additions, Deletions, Substitutions
It is recognized that materials, manufactured goods and components which are specified in various schedules of this Bylaw
may from time to time be added, deleted, substituted, or revised for various reasons.
Substitutions, deletion and/or addition of such goods may be undertaken without amendment of this Bylaw provided the intent
of this Bylaw is in no way altered.
Such revisions can be initiated by the Manager, Operations Services, and must be recorded in a revisions schedule to be
included with each of copy of this Bylaw.
8.4
Utility Locations
Standard Drawings included in Schedule N of this Bylaw are intended to show the theoretical locations of
utilities in the road R.O.W. It is recognized that in some circumstances locations shown on the Standard
Drawings may require revision to accommodate particular design and construction contraints. The City of
Kimberley at its' sole discretion shall approve such revisions. (amnd. 1 - 2028)
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8.5
Authorization To Enter On Lands Being Subdivided
Officers of the City of Kimberley, or their designates are authorized to enter, at all reasonable times, upon the lands for which
application to subdivide has been made, in order to ascertain whether the provisions of this Bylaw are being met.
8.6
Violation
Every person who:
.1
violates any of the provisions of this Bylaw;
.2
causes or permits any act or thing to be done in contravention or violation of any of the provisions of this Bylaw;
.3
neglects or omits to do anything required under this Bylaw;
.4
carries out, causes or permits to be carried out any development in a manner prohibited by or contrary to any of the
provisions of this Bylaw;
.5
fails to comply with an order, direction or notice given under this Bylaw;
.6
prevents or obstructs or attempts to prevent or obstruct the authorized entry of an officer on property under Section
8.5 (Bylaw 2039);
shall be deemed to be guilty upon summary conviction of an offence under this Bylaw.
8.7
Offence
Each day's continuance of an offence under Section 3 constitutes a new and distinct offence.
8.8
Penalty
Any person who violates any of the provisions of this Bylaw shall, on summary conviction, be liable to a penalty not
exceeding $2,000 plus the cost of prosecution for each offence.
8.9
Completion
Should any person fail to construct or install any works or services required under this Bylaw, the municipality, its agents or
servants may construct or install the works and services at the expense of the person in default, and the expense thereof, with
interest at the rate of six percent (6%) per annum. Costs may be recovered by drawing on the Letter of Credit or by Municipal
taxes.
8.10
Severability
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If any section, subsection, sentence, clause or phrase of this Bylaw is for any reason deemed to be invalid by the decision of
any court of competent jurisdiction, the invalid portion shall be severed and the decision that it is invalid shall not affect the
validity of the remainder of this Bylaw.
8.11
Schedules Form Part Of Bylaw
Schedules A through O are attached to and form part of this Bylaw.
SECTION 9 - ENACTMENT
9.1
Repeal of Previous Bylaw
Subdivision Control Bylaw Number 617, 1986 and all amendments thereto, is hereby repealed.
9.2
Bylaw Adoption
This Bylaw shall take effect upon adoption by the Council of the City of Kimberley.
MAYOR
CLERK
Read a FIRST SECOND and THIRD time this 26th day of April, 1999.
ADOPTED this 25th day of May, 1999.
Certified to be a true and correct
copy of Bylaw No. 2020 cited as
Subdivision and Development Servicing
Bylaw No. 2020.
Dated this 26th day of May, 1999.
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SCHEDULE A
LEVEL OF SERVICE
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This is Schedule A of the City of Kimberley Subdivision and Development Servicing Bylaw No.2020
Clerk
SCHEDULE A
LEVEL OF SERVICE
A.1.1 Establishment of Service Levels
Within the City of Kimberley, different service levels will be required for new subdivisions and developments in different areas of
the municipality. Three service levels have been established.All areas in the City will be service Level 1 except those shown as
Service Level 2 or Service Level 3 on the attached map A-1 which forms part of Schedule A.
A.1.2
Service Level 1
The following services shall be provided in all new subdivisions in areas delineated in Map A-1 as "Service Level 1".
.1 Urban highways as specified in Schedule B, including:
a)
asphaltic concrete paving on roadways, walkways and lanes
b)
curb and gutter
c)
sidewalks as required in Schedule C (Bylaw 2039) and the standard drawings
d)
curb and gutter may be deleted provided no direct access is permitted to residential properties from the
roadway and provided the roadway asphalt is constructed to nine (9) metres in width.(Bylaw 2074 Amnd4/00)
.2 Underground hydro, telephone and cablevision
.3 Street lighting with underground service
.4 Water distribution system and connection to community water system.
.5 Sanitary sewer collection system and connection to community sanitary sewer system.
.6 Storm water drainage in accordance with a drainage plan as required in Schedule F.
A.1.3
Service Level 2
The following services shall be provided in all new subdivisions in areas delineated in Map A-1 as "Service Level 2".
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.1 Rural highways as specified in Schedule B, including asphaltic concrete paving on roadways, walkways and lanes
.2 Overhead wiring for hydro, telephone and cablevision
.3 Street lighting for all highways as provided by B.C. Hydro on hydro poles
.4 Water distribution system and connection to community water system for domestic purposes; for industrial water usage, the owner
may be required to provide an alternate source of supply.
.5 Sanitary sewer collection system and connection to community sanitary sewer system for domestic purposes; for sewage generated
by industrial use, the owner may be required to provide alternate treatment and disposal facilities.
.6 Surface storm water drainage in accordance with a drainage plan as required in Schedule F.
A.1.4 Service Level 3
The following services shall be provided in all new subdivisions in areas delineated in Map A-1 as "Service Level 3".
.1 Rural highways as defined in Schedule B, including asphaltic concrete paving on roadways, walkways and lanes
.2 Overhead wiring for hydro, telephone and cablevision
.3 Street lighting for all highways as provided by B.C. Hydro on hydro poles
.4 Water distribution system and connection to community water system.
.5 Individual sewage disposal within each parcel subject to the approval of the Medical Health Officer.
.6 Surface storm water drainage in accordance with a drainage plan as required in Schedule F.
A.1.6
Special Circumstances
There are areas of Kimberley where the roads and services presently constructed exceed the standards set out in the various service
level areas. The City may require that this higher standard be continued to adjacent developments for the sake of continuity and the
Applicant will be so advised when applications are reviewed by the municipality.
The Applicant is responsible for the cost of providing this higher level of service within the various service level areas.
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SCHEDULE B
REGULATIONS, STANDARDS AND SPECIFICATIONS FOR THE DESIGN AND
CONSTRUCTION OF HIGHWAYS
This is Schedule B of the City of Kimberley
Subdivision and Development Servicing Bylaw
No. 2020
Clerk
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SCHEDULE B
REGULATIONS, STANDARDS AND SPECIFICATIONS FOR THE DESIGN AND
CONSTRUCTION OF HIGHWAYS
B.1
GENERAL
B.1.1 Standards and Specifications of this Schedule to Apply to All Works
Where the provisions of Schedule A of this Bylaw require the construction of roads, the Applicant shall construct such roads
consistent with the regulations, standards and specifications set out in this Schedule.
B.1.2 Approval of Engineering Drawings Required Prior to Construction
Engineering drawings showing detailed design of roads shall be submitted to the City Engineer for approval prior to
commencement of construction. These drawings shall show existing groundline and proposed alignment and grade of the
highways, horizontal and vertical curve information and all other details as may be required. Grades shall be given at all
changes in vertical and horizontal alignments for centreline and gutter lines. Elevations shall be shown on the drawings at all
changes in vertical alignments.
B.1.3 Classification of Highways
Prior to design of the road system, the City Engineer shall classify each road proposed within the subdivision and stipulate the
required standards in accordance with the provisions of this Bylaw.
STANDARD
CLASSIFICATION
LAND USE
(ZONING)
Rural
Urban
Arterial
Collector
Local
Cul-de-Sac
Commercial
Industrial
Residential
Note: Where specifications for Cul-de-Sacs are not noted specifically, the requirements are assumed to be the same as for Local
highways.
The following combinations of standard, classification and zoning shall be considered for highways within the City of
Kimberley:
Urban Arterial (specifications same for all zones)
Urban Collector (specifications same for commercial and industrial), low medium or high use (Bylaw 2039)
Urban Collector Residential (different type of curb than commercial), low medium or high use (Bylaw 2039)
Urban Local Industrial (specifications same for commercial and industrial zones)
Urban Local Residential low, medium or high use (Bylaw 2039)
Urban Cul-de-Sac
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Rural Arterial (specifications same for all zones)
Rural Collector (specifications same for all zones)
Rural Local Industrial (specifications same for commercial and industrial zones)
Rural Local Residential
Rural Cul-de-Sac (same as Rural Local Residential)
B.1.4
Consistency with Official Community Plan
The location, classification and standard of all highways proposed within a subdivision shall take into account the proposed use
of the land and shall conform to the provisions of the City of Kimberley Official Community Plan.
B.1.5
Geotechnical Evaluation
The Applicant shall be responsible for engaging the services of a qualified Geotechnical Engineer to investigate surface and
sub-surface conditions within the proposed subdivision. The Geotechnical Engineer shall prepare a report outlining his findings
and shall provide clear, definitive recommendations on the geometry and placement of fill sections, compaction requirements
over and above those stipulated in this Bylaw, cut slope geometry, pavement structures for roads, and any other geotechnical
issues affecting road construction within the proposed subdivision.
B.1.6
Mail Boxes
Where required by Canada Post, the Applicant shall indicate on the engineering drawings approved locations for local mail
boxes. The applicant is referred to Canada Post for location guidelines and approval.
B.1.7
Street Names and Traffic Signs
Street names shall be assigned by the City of Kimberley. Street name signs, traffic signs and road linage required as a result of
constructing or improving streets shall be provided by the City at the expense of the Applicant.
B.1.8
Appurtenances
The Developer's Engineer shall detail on the engineering drawings the location of all proposed traffic islands, retaining walls,
guardrails, and permanent barricades. These structures shall be designed in accordance with good engineering practices.
The design shall show the location of all traffic signs, street signs, and other traffic control devices required to be placed in the
road allowance.
Drawings must show all utility poles, ducts, junction boxes and pipelines. The Developer's Engineer shall indicate those
utilities which require relocating prior to road construction, and shall confirm with the utility the feasibility of their relocation
prior to design completion. For underground systems, engineering drawings shall show the location of underground wiring,
and appurtenances including the connections to properties.
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B.2
GENERAL DESIGN CRITERIA
B.2.1
General Design Requirements
In the preparation of engineering plans for highways, the Applicant shall take into account the following general design
considerations:
.1 Continuation of Existing Streets
The design and arrangement of highways within a subdivision shall provide for the continuation or projection of existing
streets in the surrounding area. In no case shall the arrangement of highways within a proposed subdivision make
impractical the subdivision of adjoining parcels.
.2 Topography to be Taken into Account
The design and arrangement of highways shall be suited to the topography of the land proposed to be subdivided.
B.2.2
Local Highways
Local highways within a proposed subdivision shall be arranged so that their use by through traffic will be discouraged.
B.2.3
Cul-de-Sacs
Cul-de-sac highways shall not exceed 200 (Bylaw 2074 Amnd 4/00) metres in length measured from the centre line of the
intersection to the beginning of the bulb (Bylaw 2074 Amnd 4/00)without secondary emergency access and shall be
provided with an area designed to permit safe and adequate space for the turning of motor vehicles, including all emergency
vehicles.
B.2.4
Lanes
Lanes, meeting the standards set out in this Bylaw, shall be provided where the City Engineer deems them to be necessary.
B.2.5
Walkways
Walkways shall be provided where the City 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.
The City may require the installation of chain link fencing on both sides of the walkway in some instances. The City will
advise the Applicant of the necessity for fencing at the time engineering drawings are reviewed.
B.2.6
Intersections
Intersections shall be designed as follows:
.1 Intersecting highways shall meet substantially at right angles (between 70 degrees and 110 degrees);
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.2 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;
.3 Intersections having more than four intersecting legs shall not be permitted.
.4 Intersections shall provide adequate crossing sight distances and stopping sight distances, whichever is greater.
B.3.0 HIGHWAY DESIGN CRITERIA
B.3.1
Vertical Alignment
The vertical alignment of highways shall be set so the grades of driveways to adjacent properties will conform to Standard
Drawings No. C-4.
The minimum longitudinal gradient at the gutter line shall be 0.50% for all classifications of streets. The minimum longitudinal
gradient around cul-de-sacs and curb returns shall be 0.80%
.1 Design Speeds
The design speeds to be used for design of Highways shall be as per Table B.1.
TABLE B.1
Design Speed
HIGHWAY CLASSIFICATION
DESIGN SPEED
Arterial
70 km/h
Collector
60 km/h
Local and Cul-de-Sac
50 km/h
.2 Road Crossfall
Minimum road crossfall shall be 2%, maximum crossfall shall be 4%.
.3 Road Grades
Minimum and maximum road centreline grades shall conform to Table B.2 based on the classification of the road:
TABLE B.2
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HIGHWAY DESCRIPTION
Minimum Grade
Maximum Grade
Arterial
0.5%
8%
Collector
0.5%
8%
Local
0.5%
10%
Cul-de-Sac (entry downhill)
0.5%
8%
Cul-de-Sac (entry uphill)
0.5%
10%
Cul-de-Sac (bulbs)
0.5%
6%
Lane and Walkway
0.5%
10%
Maximum grades are to be reduced by 1% for each (or part of each) 30 metres that the centreline radius is less than 150 m.
.4 Vertical Curves
Vertical curves shall be designed to provide safe stopping sight distances. Minimum stopping right 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 all grade changes greater than 0.5%. 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 a parabolic curve
A is the algebraic difference in grades in percent
Minimum K values (in metres) for vertical curve design shall be as described in Table B.3.
TABLE B.3
MINIMUM K VALUES (IN METRES) FOR
VERTICAL CURVE DESIGN
Highway
Classification
Crest Curve
Minimum
Sag Curve
Lighting
No Lighting
Arterial
22
15
25
Collector
15
10
20
Local
7
6
11
B.3.2 Horizontal Alignment
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CITY OF KIMBERLEY SUBDIVISION AND
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.1
Centre Line Radii
The minimum required centreline radius for various super elevation rates for each classification of roadways are as follows:
TABLE B.4
MINIMUM CENTRELINE RADIUS
Highway
Classification
Horizontal Curve Radii (metres)
Super-elevation (m/m)
None
0.02
0.04
0.06
Arterial
N/A
230
200
190
Collector*(Bylaw
2074 Amnd 4/00
160
140
130
N/A
Local*
95
N/A
N/A
N/A
* Radius may be reduced at the discretion of the City Engineer
.2 Curb Return Radii
Curb return radii shall conform to the following and be based on the lesser classified Highway.
Highway Classification
Curb Return Radius
Arterial
11 m
Collector
11 m
Local Residential
9.0 m
Local Industrial (Commercial)
11 m
Cul-de-Sac
12 m
.3
Reverse Curves
If reverse curves are required in a highway alignment, the City Engineer may require that they be separated by means of
tangents of sufficient length to prevent super-elevation rotation.
B.3.3
Intersection Design
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Unless indicated elsewhere herein, all intersection design standards shall conform to those outlined in the latest edition of the
"Manual for Geometric Design Standards for Canadian Roads and Streets" as published by the Transportation Association of
Canada (TAC).
B.3.4
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 following K values:
TABLE B.5
INTERSECTION CURVES
Intersecting
Highway
Minimum K Value
Crest Curve
Sag Curve
Arterial
17
15
Collector
7
6
Local
4
4
B.3.5
Pavement Structure
The pavement structure shall be designed in accordance with Manual Series MS-1 of the Asphalt Institute (current edition).
The pavement structure shall be designed for a twenty (20) year design life. Staged construction may be considered in the
structural design by the City Engineer when a road is to be constructed and to be widened at a later date.
Highways shall be classified as follows for purposes of structural design of the total pavement structure; design traffic values
and minimum depths of hot mix asphalt are also defined as well:
TABLE B.6
Highway
Classification
Design Traffic(1)
(EAL'S)
Min. Depth of
Hot Mix Asphalt (mm)
Arterial
> 2.8 x 105
See Note 2
Collector (all zones)
2.8 x 105
75
Local Industrial
5.6 x 105
75
Local Residential
2.8 x 104
50
Lane
Not Applicable
50
Walkway
Not Applicable
50
NOTES:
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CITY OF KIMBERLEY SUBDIVISION AND
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(1) See Chapter IV of MS-1 of the Asphalt Institute.
(2) To be specifically designed, based on projected EAL's, in accordance with MS-1 of the Asphaltic Institute.
Soils used to construct the roadway subgrade shall be evaluated in accordance with MS-1 (see Chapter V) to determine the load bearing
capacity of the subgrade. For this purpose, the California Bearing Ratio (CBR) test value shall be obtained using soil moulded to the
minimum specified compaction level. The design CBR values shall be determined in the soaked condition in accordance with ASTM
Des D1883. This value shall be used for structural design purposes. The minimum compacted depth of crushed granular base course,
in the total pavement structure, shall be 50 mm.
If the soaked CBR value of the subgrade soil is less than 3, subgrade enhancement shall be provided to create a soaked CBR of 3, and
the pavement structure shall be designed using a soaked CBR of 3. Subgrade enhancement shall be provided by placement of an initial
layer of granular sub-base of a thickness which has been calculated to provide the necessary structural improvement to the subgrade.
A minimum pavement structure for roads shall be provided, not withstanding the structural character of the subgrade. Where the
Applicant chooses not to undertake a pavement structural design, the following minimum pavement structures are specified, and will be
considered structurally adequate when the subgrade soil exhibits a minimum soaked CBR of 3:
TABLE B.7
MINIMUM PAVEMENT STRUCTURES (FOR SUBGRADE CBR ∃3)
Highway Classification Sub-base 75
mm minus
Crushed
Granular
Base Course
(mm)
Hot Mix Asphalt (mm)
Surface
Course
Lower
Course
Arterial
Structural Design shall be project specific
Collector (all zones)
450
100
40
40
Local Industrial
450
100
40
40
Local Residential
300
100
50
Lanes
300
100
50
Walkways
150
50
50
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The design of structural overlays of existing pavements shall be based on the analysis of the results of Benkelman beam tests
and/or test hole information acquired from the existing road which is to be upgraded.
The Transportation Association of Canada procedure for designing structural design of overlays of existing pavements, as
published in "The Pavement Management Guide", shall be used. The maximum permissible Benkelman beam deflections to be
used for overlay design are:
TABLE B.8
Highway Classification
Maximum Permissible Deflection After Overlay
Arterial
0.6 mm
Collector (all zones)
0.9 mm
Local Industrial
See Note (1)
Local Residential
1.25 mm
NOTES:
(1) As specified by the City Engineer.
The Structural design of pavements for roads shall be performed by a qualified pavements engineer. Structural designs of pavements
shall be submitted to the City Engineer in an acceptable report format.
B.3.6
Highway Cross-Sections
The standard street cross-section for various classifications of roadways shall be as per Table B.9 and on Standard Drawings
No. B-1 to B-8.
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CITY OF KIMBERLEY SUBDIVISION AND
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TABLE B.9
HIGHWAY CROSS-SECTIONS
Road Classification
Typical Cross-section
(Drawing Number)
Urban Arterial
(cross section same for all zones)
B-1 or B-2
Urban Collector - Low, Medium & High Use
(cross section same for all zones except roll-over curb for low
use)
B-3A - B-3B
Urban Local Industrial
(cross section same for commercial and industrial zones)
B-4
Urban Local Residential - Low, Medium & High Use
B-5A - B-5B
Urban Cul-de-Sac
B-5 and B-8
Rural Arterial
(cross section same for all zones)
B-6
Rural Collector
(cross section same for all zones)
B-6
Rural Local Industrial
(cross section same for commercial and industrial zones)
B-6
Rural Local Residential
B-6
Rural Cul-de-Sac
(same as Rural Local Residential)
B-6 and B-8
(Bylaw 2039)
B.4 MATERIALS
B.4.1
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 D698). Fill material shall be moisture re
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, at the time compaction is undertaken.
B.4.2
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.
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CITY OF KIMBERLEY SUBDIVISION AND
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B.4.3
Rejection of Material
The City Engineer reserves the right to reject any material delivered to the site which has no prior approval. All sampling and
testing shall be done in accordance with ASTM or CSA standards.
B.4.4
Granular Aggregates
.1
Granular Sub-base Course
Granular sub-base shall be well graded material within the following gradation limits when tested in accordance with ASTM
C136 and ASTM C117 and have a soaked CBR of 40:
USBC Sieve Size
Percent by Weight Passing
75 mm
100%
38 mm
60 - 100%
20 mm
35 - 80%
9.5 mm
25 - 60%
4.75 mm
20 - 40%
2.36 mm
15 - 30%
1.18 mm
10 - 20%
0.30 mm
3 - 10%
0.075 mm
2 - 9%
.2 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
following limits 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.
USBC Sieve Size
Percent by
Weight Passing
20.00 mm
100 %
9.500 mm
60 - 90%
4.75 mm
40 - 70%
2.36 mm
30 - 60%
1.18 mm
20 - 45%
300 micron
8 - 20%
75 micron
2 - 9%
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CITY OF KIMBERLEY SUBDIVISION AND
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A minimum of 50% of the material retained on a 4.75 mm sieve shall have at least one fractured face as determined by particle
weight.
.3 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
balls, 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 B.9 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. Alternative designs may be submitted for approval by the City Engineer.
TABLE B.10
GRADATION OF CRUSHED GRANULAR AGGREGATE FOR ASPHALTIC CONCRETE
PERCENTAGE BY MASS PASSING (BCH 1-2)
SIEVE SIZE
(mm)
MEDIUM ASPHALT
MIX
(Surface Course)
FINE ASPHALT MIX
(Level Course)
ASPHALT BASE
COURSE MIX
(Lower Course)
37.5
--
--
--
25.0
--
--
100
19.0
100
--
80-94
12.5
84-95
100
--
9.50
73-90
90-100
50-84
4.75
50-75
55-80
25-55
2.36
35-57
32-64
20-45
1.18
26-45
24-51
15-35
0.600
18-34
17-40
--
.0300
10-26
13-29
5-20
0.150
6-17
8-18
--
0.075
3-7
4-10
0-5
A minimum of 75% of the material retained on a 4.75 mm sieve shall have at least two freshly fractured faces as determined by
particle weight.
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CITY OF KIMBERLEY SUBDIVISION AND
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Sieve Size
Tolerance Limits (% Passing By Weight)*
4.75 mm
4.5
2.36 mm
3.5
1.18 mm
3.5
0.600 mm
3.5
0.300 mm
2.5
0.150 mm
1.5
0.075 mm
1.0
*
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. The Developer's Engineer may be required to
submit a proposed graduation for the mineral filler to the City Engineer for approval. 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.
B.4.6
Tack Coat
Bituminous tack coat shall be undiluted SS-1H or SS-1 asphalt emulsion or approved equivalent, 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.
B.4.7
Asphalt Cement
TABLE B.11
Type of Asphalt
REQUIREMENTS
Min.
Max.
Viscosity @ 60Ε (Pa/s)
65
Min. Penetration @ 25ΕC
150
200
% Ret. Pen. after T.F.O.T. @ 25ΕC - 100 g/5s
50
Solubility in Trichloroethylene %
99.5
Flash Point, C.O.C. minimum ΕC
220
Ductility at 25ΕC, 5 cm/min. - cm
100
The asphalt cement shall be homogenous, free from water, and shall not foam when heated to 175oC.
B.4.9
Asphaltic Concrete
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Asphaltic Concrete shall conform to the following:
TABLE B.12
Property
Arterial & Collector (all zones)
Local (commercial & industrial)
Local
Residential
Lower Course
Surface Course
Surface Course
Marshall blows per face
75
75
50
Marshall Stability @ 60ΕC (kN)
10 min.
10 min.
8 min.
Marshall Flow, 0.25 mm units
8-16
8-16
8-16
Voids in Mineral Aggregate (%)
12.5-14
13.5-15
14-15.5
Air Voids in Mixture (%) @ design
A.C.
4.0 ± 0.2
4.0 ± 0.2
3.5 ± 0.3
Air Voids in Mixture (%) @ Allowable
Production Rate
3-5
3-5
3-5
Index of Retained Stability after water
immersion for 24 hours @ 60ΕC
75% min.
75% min.
75% min.
Minimum Film Thickness (microns)
6.5
6.5
7.0
The Applicant shall supply the City Engineer with a current 5 point Marshall mix design, performed in accordance with ASTM D-1559.
The design asphalt content shall be specified to comply with the requirements of this article.
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.
B.4.10 Cold-Mix Asphaltic Concrete
Cold-mix asphaltic concrete shall not be permitted, unless specifically approved by the City Engineer.
B.4.11 Chain Link Fence (as required on walkways)
All frames to be welded and covered with two coats of zinc rich paint. Each knuckle to be independently tied and set flush with
the top rail. Dome tops to be riveted or welded to end posts. All galvanizing shall be minimum of 488 gm/M. All poles to be
set in concrete.
a) Fabric - 9 gauge (3.55 mm) galvanized 50 mm mesh.
b) Top Rail - 42 mm O.D., 3.55 mm wall thickness, galvanized steel pipe.
c) End & Corner Posts - 73 mm O.D., 5.15 mm wall thickness, galvanized steel pipe.
d) Line Posts - 48 mm O.D., 3.68 mm wall thickness galvanized steel pipe. Height as determined by City Engineer.
e) Gates - Sizes as required. Frames 42 mm O.D., 3.55 mm wall thickness galvanized steel pipe.
f) Barbed Arms - Galvanized malleable steel.
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g) Tension Wire - 6 gauge (4.50 mm) galvanized steel.
h) Tie Wire - 9 gauge (3.55 mm) aluminum.
i) Tension Bar - 4.76 mm x 19 mm galvanized steel.
j) Dome Tops - Size as required. Galvanized malleable steel.
B.5 WORKMANSHIP
B.5.1
Notification of City Engineer Prior to Undertaking Roadworks
Adequate notice shall be given to the City Engineer by the Applicant prior to the commencement of roadworks in accordance
with Table B.13. The Applicant shall not proceed from one stage as described in Table B.13 to another stage without the
approval of the City Engineer.
TABLE B.13
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
B.5.2
Clearing
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 City Engineer. Any burning shall conform to all requirements of the Ministry of Environment and the City of
Kimberley.
B.5.3
Subgrade Preparation
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.
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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 with approved equipment to 95% Standard Proctor Density.
Sufficient amounts of watering and compaction equipment required to efficiently and properly compact the material for the
rate at which the material is being hauled into the embankment area shall be provided.
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.
Overexcavations shall be rebuilt to grade with an approved compacted material and compacted to the satisfaction of the
Engineer.
At transition sections where the profile grade changes from embankment to cut, the natural slope (excepting solid rock) 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.
The upper 300 mm of the subgrade shall be compacted to 98% of Standard Proctor density. Subgrade preparation shall extend
a minimum of 300 mm out from back of curb or sidewalk on either side of the road.
B.5.4
Proof Rolling
Upon completion of the subgrade preparation, the subgrade shall be proof rolled.
Any areas found to be soft or wet shall be excavated and backfilled with select granular sub-base, granular material, and
compacted to 98% Standard Proctor density.
B.5.5
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 98% Standard Proctor density. The finished
surfaces shall be within +/- 15 mm of the design grade and cross-section.
B.5.6
General Paving Requirements
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Priming or Paving shall not be undertaken 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. Asphaltic concrete shall be constructed
in lifts of compacted thickness as follows:
Mix Type
Permissible Compacted Lift Thickness (mm)
Minimum
Maximum
Lower Course
50
75
Surface Course
40
50
B.5.7
Placing and Compacting Asphaltic Concrete
Surfaces onto which bituminous concrete pavement is placed shall be dry, above 5 degrees C and cleaned of all loose and
foreign materials. Mixtures shall not normally be laid when the atmospheric temperature is less than 5 degrees C and falling.
An approved self-propelled mechanical paver shall be used to spread the mixture to the specified thickness. Compaction shall
commence immediately after the bearing capacity of the course is adequate to support the compaction equipment without
undesirable displacement or cracking. Compaction methods shall be carried out as specified in the Asphalt Paving Manual
published by the Asphalt Institute.
B.5.8
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.
B.5.9
Tie-Ins to Existing Pavement
Tie-ins to existing pavement shall be made by cutting back the existing pavement to sound material as necessary to produce a
neat, vertical face with a straight edge. Prior to placing asphaltic concrete, exposed faces and other abutting structures shall be
painted with liquid asphalt and heated to 66 degrees C.
B.5.10
Restoration of Improvements
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 City Engineer.
B.6 TESTING
B.6.1
Testing
The Applicant 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.
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CITY OF KIMBERLEY SUBDIVISION AND
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.1
For subgrade construction:
a)
Moisture - density relationship (Standard Proctor) - ASTM D698; - one test for each soil type incorporated into
the subgrade.
b)
Moisture and density tests
i) Trench backfill - one test per lift per 50 lineal metres of trench including random tests around manholes,
valves, catch basins, etc.
ii) Subgrade construction and preparation - three tests per 50 lineal metres of road per lift, to include dry
density and moisture content.
.2
For sub-base and base course construction:
(including subgrade enhancement using sub-base material)
a)
Gradation analysis - one test per 500 m3 or 1100 tonnes of material delivered to the site.
b)
Moisture - density relationship (Standard Proctor) - ASTM D698; - one test per class of material for each 5000
m3, or 11000 tonnes delivered to site.
c)
Compaction testing - three tests per 50 lineal metres of road per lift, to include dry density and moisture
content.
.3
For hot mix asphalt pavement production and placement:
a)
Asphalt content and gradation of extracted aggregate - one test per production period.
b)
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.
c)
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.
d)
Density, air voids and pavement thickness tests - 3 cores (100 mm dia.) per 1000 m2 of paved area per lift. Air void
tests shall be performed in accordance with ASTM D3203.
e) Tests on prime and tack coat products - one test per product per project.
B.6.2
Deficient Asphalt
Pavement which is unsatisfactory in the opinion of the City Engineer by reason of faulty materials or methods of mixing
and/or placement shall be repaired, removed, replaced or otherwise corrected, as directed by the City Engineer.
B.6.3
Test Results
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CITY OF KIMBERLEY SUBDIVISION AND
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The City shall be provided with copies of all compaction test results pertaining to subgrade, granular base and pavement
structure.
B.7 STANDARD DRAWINGS
B.7.1
The following City of Kimberley Standard Drawings shall form part of this schedule.
Drawing No.
Drawing Description
B-1
Urban Arterial Highway (Undivided) 25.0 m R/W
B-2
Urban Arterial Highway (Divided) 25.0 m R/W
B-3
Urban Collector Highway
B-4 Urban Local Industrial Highway
B-5
Urban Local Residential Highway
B-6
Rural Highways
B-7
Typical Cross Section of a Paved Lane
B-8
Urban Cul-De-Sac Bulb Layout
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B-9 Walkway
B-10 Typical Boulevard
Construction
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SCHEDULE C
REGULATIONS, STANDARDS AND SPECIFICATIONS FOR THE
DESIGN AND CONSTRUCTION OF CURBS AND GUTTERS,
SIDEWALKS AND BOULEVARDS
This is
Schedule C of the City of Kimberley
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CITY OF KIMBERLEY SUBDIVISION AND
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Subdivision and Development Servicing
Bylaw No. 2020
Clerk
SCHEDULE C
REGULATIONS, STANDARDS AND SPECIFICATIONS FOR THE
DESIGN AND CONSTRUCTION OF CURBS AND GUTTERS,
SIDEWALKS AND BOULEVARDS
C.1
GENERAL
C.1.1
Standards and Specifications of this Schedule to Apply to All Works
Where the provisions of Schedule A of this Bylaw require the provision of curbs and
gutters, sidewalks and boulevards, the Applicant shall construct such services in a manner
consistent with the regulations, standards and specifications set out in this Schedule.
C.1.2
Approval of Engineering Drawings Required prior to Construction
Engineering drawings showing detailed design of the necessary works shall be submitted
to the City Engineer for approval. No construction of the works shall commence until the
engineering drawings have been approved by the City Engineer.
C.1.3
Curb, Gutter and Sidewalk Requirements
For all rural standard highways, curb, gutter and sidewalk are not required. Sidewalks
will not be required in those areas where a comprehensive trail network system is
to be constructed. (Bylaw 2039) Curb, gutter and sidewalk shall be provided for urban
standard highways as follows:
Residential Zones
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CITY OF KIMBERLEY SUBDIVISION AND
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Highway
Classification
Curb Type Required
Minimum Sidewalk Widths
Arterial
Non-mountable concrete
As Per Standard Drawings
Collector
Roll type concrete
As Per Standard Drawings
Local
Roll type concrete
As Per Standard Drawings
Commercial and Industrial Zones
All Highways - Non-mountable concrete
C.1.4
Location of Sidewalks
Where sidewalk is required on one side of a highway only, the sidewalk shall be located
on the same side as the street lights. Sidewalk location relative to the curb shall be as
shown in the Standard Drawings.
C.2
DESIGN CRITERIA
C.2.1
Design Gradient
The design gradient shall be as specified for roads in Schedule B of this Bylaw, except
that the minimum gradient around curb returns and around cul-de-sacs shall be 0.8%.
C.2.2
Curb Return
The minimum curb return radius shall be as set out in Section B.3.2.2 of Schedule B of
this Bylaw. Elevations shall be shown on the engineering drawings for the beginning and
end of the curb return, as well as at any changes in grades in between. Engineering
drawings shall provide all geometric details, both vertically and horizontally, of curb
returns.
C.2.3
Grading of Boulevards
Upon completion of road, curb and gutter and sidewalk constructions, boulevards shall be
shaped and graded as shown on Standard Drawing No. B-10. Native material and 100
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mm of top soil shall be placed flush with the top of curb or back of walk and shaped to
conform with general parcel grading. Unless otherwise approved, boulevards shall be
graded to drain to the curb at a minimum slope of 3% and a maximum slope of 8%
C.2.4
Sidewalk Cross Section
Concrete sidewalks shall have a thickness not less than 100 mm and shall be constructed
consistent with Standard Drawings C-2, C-3, and C-4. Cross fall shall be 2%.
C.2.5
Driveway Access
Maximum driveway access grade shall be 8% for City boulevards in accordance with
Standard Drawings No. C-4.
C.2.6
Curb and Gutter Cross Section
Curbs and gutters shall be constructed consistent with Standard Drawing C-1A, C-1B.
C.2.7
Curb and Gutter Commercial Crossovers
Commercial crossovers shall be provided at all access locations for usages other than
residential. Commercial crossovers shall be constructed consistent with Standard
Drawing C-4.
C.2.8
Wheelchair Ramps
Wheelchair ramps shall be provided at all intersections on streets provided with
sidewalks. Wheelchair ramps shall be constructed consistent with Standard Drawing C-2.
C.3
MATERIALS
C.3.1
Base Material
Base material shall be granular 19 mm crushed gravel base course conforming to
gradation limits as referenced in Schedule B, Section B.4.4.2.
C.3.2
Concrete
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CITY OF KIMBERLEY SUBDIVISION AND
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Concrete shall conform to CSA CAN3-A23.1 Latest Edition; the mix design shall include
the following:
a)
30 MPa at 28 days;
b)
Maximum aggregate size 19 mm for hand-formed; 10 mm for extruded;
c)
Slump - 80 mm for hand-formed; 25 mm for extruded;
d)
Air entrainment shall be greater than 5%.
e)
Minimum Portland Cement Content of 350 mg/m3
C.3.3
Curing Compound
Curing compound shall be spray-applied of liquid type conforming to ASTM C309
containing a fugitive dye applied at a rate recommended by the manufacture.
C.3.4
Boulevards Top Soil
Top soil used for boulevard improvement shall be loam, free from any rock, clay lumps,
roots or any other deleterious material.
C.3.5
Driveway Approaches
Base for driveway approaches shall consist of a minimum of 100 mm of 19 mm minus
gravel placed on compacted subgrade. Approaches shall be paved using 50 mm hot mix
asphalt or finished with pavers according to Standard Drawing C-5.
C.4
WORKMANSHIP
C.4.1
Base Preparation
All topsoil, organic soils, peat, frozen materials, roots, branches or other deleterious
material shall be removed to a minimum depth of 300 mm below the bottom of the
sidewalk and replaced with either earth fill acceptable to the City Engineer or granular
aggregate. All fill material shall be compacted to 100% Standard Proctor density.
A minimum of 100 mm of granular aggregate shall be placed and compacted to 100%
Standard Proctor density and moistened immediately prior to placing concrete.
C.4.2
Sidewalk Commercial Crossovers
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Commercial and industrial crossovers shall be built on a base with the same construction
as the roadway they border. Commercial sidewalk crossovers shall have a minimum
concrete thickness of 150 mm and be reinforced with 10M bars on 300 mm centres both
ways. Commercial crossovers shall have the concrete curb and gutter reinforced by two
10M bars running the full length between the extremities of the flare of the crossovers.
Expansion joints shall be made at the side crossover. All bars shall be supported off the
granular base. Score lines shall be made parallel to gutter line at 150 mm interval over
the crossover. Crossovers shall be constructed consistent with Standard C-4.
C.4.3
Placing and Finishing Concrete
The City Engineer shall be notified forty-eight hours in advance of any concrete pour for
curb and gutter or sidewalks. Concrete shall be prepared, delivered, and placed in
conformance with CSA CAN3-A23.1-M90 "Concrete Materials and Methods of Concrete
Construction". The surface of the curb, gutter and sidewalk shall be finished prior to final
set by brushing to provide a uniform non-skid finish. Both edges of the sidewalk and
contraction joints shall be trowelled smooth to a width of 50 mm and rounded to a radius
of 25 mm.
During hot, cold, or dry weather conditions, special attention shall be given to
preparation, delivery, placement, and curing of concrete to ensure that the requirements of
CSA CAN 3-23.1-M90 are met.
Curb, gutter shall be monolithic unless otherwise approved by the City Engineer.
Curb and gutter contraction joints shall be made at a maximum of 3.0 m intervals.
Lateral expansion joints are required at the beginning and end of every corner. The joint
shall consist of an approved mastic preformed material, 15 mm by 90 mm cross-section,
laid plumb and straight, 6 mm below the finished sidewalk grade. Expansion joints shall
be installed wherever the walk is adjacent to an improvement constructed with rigid
materials.
Contraction joints shall be cut at every 3.0 metres by means of a marking tool or other
approved method. Joints shall not be less than 30 mm in depth and 6 mm in width. The
edges of the joint shall be rounded off with an edger having a radius of 25 mm.
Contraction joints in medians, traffic islands and gores shall extend the full width of the
median, traffic island, curb and gutter and gore. If because of irregular shapes the
matching of joints is not possible, the Engineer may approve an alternate jointing pattern.
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CITY OF KIMBERLEY SUBDIVISION AND
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Contraction joints in monolithic sidewalk shall extend through the full width of the
sidewalk and curb and gutter.
Contraction joints at catch basins shall be cut through the full width of the sidewalk in
line with both outside edges of the catch basin side inlet.
Saw cuts as specified are made with a concrete saw capable of producing a true straight
joint of constraint depth as specified.
Surface joints shall be 15 mm in depth and 6 mm in width. The edge of the joint shall be
rounded off with an edger having a radius of 6 mm.
Carefully fit, cut and mark the sidewalk around all openings, iron covers, manholes,
vaults, waterworks stop cock boxes, lamp standards, hydrants, poles and other surface
installations. The surface joint shall be neatly tooled and marked to the satisfaction of the
City Engineer.
Expansion joint material, 15 mm thick, and the full depth of the sidewalk, shall be placed
around the base of all poles and hydrants which encroach upon or are within the sidewalk.
All sections containing reinforcing rods shall be marked at their extreme limits with a
marking tool showing the letter "R". This letter shall be 40 mm high.
Where bull noses are to be constructed at the ends of medians, reinforcing rods may be
left extending from the median in order to tie-in to the bull nose.
C.4.4
Curing Concrete
Between April 1 and October 1, concrete shall be sprayed with two coats of an approved
membrane curing compound as soon as the concrete has obtained its initial set. Prior to
April 1, or after October 1, alternate methods of curing concrete must be used and the
method approved by the City Engineer.
C.4.5
Boulevards Driveway Approaches
Construction of driveway approaches shall be according to specifications set out in
Schedule B of the Bylaw. Care shall be taken to avoid damage to existing utilities such
as curb and gutter and water curb stops.
C.4.6
Boulevard Improvement
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Prior to placing of top soil, boulevard areas shall be pre-graded to suit the specified
grades. The top soil shall be carefully placed to the specified depth and the surface shall
be raked if necessary to remove any rocks and roots.
C.5
TESTING
C.5.1
Testing
The Applicant shall retain an independent materials testing firm to carry out
comprehensive testing of concrete which shall be taken to include determination of unit
weight of the plastic concrete, performing slump and air content tests and casting of test
cylinders. One test consisting of three standard cylinders shall be made for each 175 m of
curb and gutter or sidewalk installed. In no case, however, will there be less than one test
for concrete placed in one day. One cylinder shall be tested at seven days, and two at
twenty-eight days. All test results shall be submitted to the City Engineer for review and
approval.
C.5.2
Concrete Strength
In any case where the compressive strength of the test cylinders for any portion of the
work falls below specified requirements, the City Engineer may direct that all concrete be
removed and replaced or that the Applicant take other remedial action prescribed.
C.6
STANDARD DRAWINGS
C.6.1
The following City of Kimberley Standard Drawings shall form part of this
schedule.
Drawing No.
Drawing Description
C-1A
Mountable Curb and Gutter
C-1B
Barrier Curb and Gutter
C-2
Typical Wheelchair Ramp
C-3
Standard Separate Sidewalk
C-4
Sidewalk Crossing for Sidewalk Separate from Curb
C-5
Concrete Pavers Typical Cross Sections
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CITY OF KIMBERLEY SUBDIVISION AND
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SCHEDULE D
REGULATIONS, STANDARDS AND SPECIFICATIONS FOR THE DESIGN AND
INSTALLATION OF WATER SYSTEMS
This is Schedule D of the City of Kimberley Subdivision and Development Servicing Bylaw
No.2020
Clerk
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CITY OF KIMBERLEY SUBDIVISION AND
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SCHEDULE D
REGULATIONS, STANDARDS AND SPECIFICATIONS FOR THE DESIGN AND
INSTALLATION OF WATER SYSTEMS
D.1
GENERAL
D.1.1 Water Distribution System to be Constructed by Applicant
Where the provisions of Schedule A of this Bylaw require the construction of a water
distribution system, the Applicant shall provide a water distribution system and storage
facilities including water mains, valves, hydrants, service connections, pump stations and
reservoirs consistent with the regulations, standards and specifications set out in this
Schedule. All standards not specifically described in this schedule shall be in accordance
with appropriate AWWA standards or as directed by the City Engineer.
D.1.2 Approval of Engineering Drawings Required prior to Construction
Engineering drawings showing detailed design of the necessary works shall be submitted
to the City Engineer for approval. Engineering drawings shall also be submitted for
approval to the regional Public Health Engineer of the Ministry of Health of the Province
of British Columbia. The Ministry of Health's Final Certificate shall be submitted to the
City Engineer prior to construction of any water system. No construction shall commence
until the engineering drawings have been approved by the City Engineer and the Ministry
of Health. These drawings shall show alignment, size and depths of pipes, pipe bedding
requirements, existing ground line and proposed final ground line over the pipe, location
and detail of all fittings, valves and hydrants, location of all service connections, location,
access to, size and details of any pump stations and reservoirs, all easements and all such
other details as may be required. Where a water system is not yet available, rights-of-way
may be required to be provided by the Applicant to allow for the eventual installation of
this facility. Such rights-of-way shall be registered in favour of the City of Kimberley at
the Applicant's expense.
D.2 DESIGN CRITERIA
D.2.1 Capacity of System and Sizing of Water Mains
Water distribution systems shall be designed to deliver water in adequate quantities and
pressures for both domestic use under peak consumption conditions and fire flows. Mains
shall be sized to carry the peak hourly flow rate or the maximum daily flow rate plus the
fire flow rate, whichever is the greater. Mains shall be sized using the Hazen-William
formula with C=130 and maximum flow velocity for peak hourly demand rate of 2.0 m per
second. For fire flow, plus the maximum day rate, the flow velocity shall not exceed 4.0 m
per second.
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CITY OF KIMBERLEY SUBDIVISION AND
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D.2.2 Domestic Demand Criteria
For residential areas, the daily domestic demand criteria for purposes of designing water
distribution systems shall be assumed to be:
Average day: 820 litres/capita/day
Maximum Day: 3,040 litres/capita/day
Peak Hour/Maximum day Consumption Ratio: 1.5
For other than residential areas, the demand criteria shall be selected to suit the particular
circumstances subject to the Approval of the City Engineer.
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D.2.3 Fire Flow Requirements
Water distribution systems shall also be designed to ensure that fire flows as required by
the Insurers' Advisory Organization (IAO) are available for required durations. Fire flows
shall not be less than 3640 litres per minute. The amount and duration of design fire flows
shall be provided to the City Engineer for approval prior to final design of the water
distribution system.
D.2.4 Design Pressures
Water systems shall be designed for pressures in the range of 280 KPa to 590 KPa, with
280 KPa measured under peak hourly conditions and 590 KPa measured under static
conditions. The minimum pressure shall be measured or calculated at the main floor
elevation of the highest proposed house and an allowance made for pressure loss in the
service line to the house wall. Minimum residual pressure at any hydrant shall not be less
than 140 KPa under maximum day domestic consumption plus fire conditions. Reservoir
level shall be assumed at mid point for calculation of minimum pressures and full for
calculation of maximum static pressures.
D.2.5 Minimum Pipe Size
Watermain pipe size shall be determined by sizing to provide adequate fire protection.
The minimum pipe size for all water mains shall be 150 mm diameter. The City may
require water mains larger than 150 mm in diameter if the watermains are on large
distribution or transmission routes.
D.2.6 Location and Grade of Water Mains
Water mains shall be located in the road right-of-way as shown on the Standard Drawings
of the highway cross sections, unless otherwise approved by the City Engineer.
There shall be a minimum lineal horizontal clearance of 1 metre between a water main and
other existing or proposed underground services, except sanitary sewer mains. A
minimum of 3 metre horizontal distance between a watermain and a sanitary sewer main
shall be maintained. In special cases such as installations in rock or hardpan, the
horizontal clearance may be reduced, with the approval of the City Engineer and the
Ministry of Health, 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 main shall, where possible, be
located on the cut side of the centerline of the street.
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Water mains shall be normally designed to follow a straight alignment between
intersections, at grades parallel to the road centerline.
Curved alignments may be accepted provided that the pipe alignment is at a parallel offset
with an established boundary and the radius of curvature is not less than 60 m or twice the
minimum radius of curvature recommended by the pipe manufacturer, whichever is the
greater. The engineering drawings shall indicate the method for achieving the curvature.
In no case shall curvature be established in PVC pipelines using joint deflection.
Water mains shall be designed with a rising grade wherever possible to minimize high
points in the main. Where a high point is unavoidable, an air release valve shall be
installed at that point.
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Installation of supplementary mains of a minimum of 150 mm diameter may be required at
the discretion of the City Engineer and may necessitate the provision of rights-of-way in
favour of the City of Kimberley. Supplementary mains shall be installed at the Applicant's
cost.
No gas main, electric or telephone duct or other utility line shall be installed in the same
trench with water mains.
Where it is necessary for the water main to cross other underground services, the crossing
shall be made at an angle greater than 20 degrees and the vertical clearance between
services at the crossing point shall be not less than 300 mm except for sanitary sewers
where the clearance shall be 450 mm between the exterior walls of the pipes.
The drawings shall indicate whether the water main passes over or under other
underground services which it is crossing.
D.2.7 Spacing of Fire Hydrants
Fire hydrant locations shall be approved by the Fire Chief and in general, shall be located
at highway intersections and at maximum spacing of 150 metres in residential areas and 90
metres in high density residential, commercial and industrial areas. Additional hydrants
may be required by the City Engineer at schools, multiple family developments,
commercial buildings or other major developments consistent with the current fire flow
requirements of the Canadian Underwriters' Association (CUA). Whenever possible,
hydrants shall be located near the highest and/or lowest point of the water main.
Where hydrants are located other than at intersections, they should be located on the
projection of the property line dividing two parcels. In selecting the location of a hydrant,
the probable route of firefighting equipment shall be considered.
A hydrant shall not be located within 3 m of a utility pole or light standard, within 1.5 m
horizontally of underground service pipes or open ditches, or within 1 m of the back of
curb or back of sidewalk.
D.2.8 Line Valves
The placement of valves is to be such that any section of the system can be isolated by the
closing of a maximum of four valves. This isolated section in a looped system may
contain up to a maximum of 30 single family services and no more than one hydrant taken
out of service. Valves should not be spaced more than 250 m apart on a continuous mains.
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A line valve may be required on a new pipe line near each point of connection to an
existing main. Where a water main is located in a right of way on private property, a line
valve may be required where the main enters and exits the property.
Valves at intersections shall be located on the projection of property lines.
Hydrants are to be separated from the distribution system by a gate valve.
D.2.9 Blow Offs
Permanent blow offs shall be installed at all dead-ends as required by the Ministry of
Health and as shown on standard drawing No. D-4.
Temporary blow offs (usually a corporation cock) may be installed to facilitate
chlorination and flushing of any part of the system. After flushing, the temporary blow off
shall be removed as directed by the City Engineer.
D.2.10 Air Relief Valves
Provisions for air release shall be made at all critical high points throughout the water
system. Should conventional means for air release not be sufficient or non-existent on the
designed system, installation of air and vacuum release valves shall be required. Where
required, air valves shall be installed as shown on standard drawing No. D-5.
D.2.11 Fittings and Appurtenances
Fittings and appurtenances with other than standard hub ends shall be so indicated on the
engineering drawings.
Where practical, all fittings shall be located in respect to each other so that flanges or
standard pipe lengths can be used to connect them.
The centre-to-centre dimension between fittings near each other shall be shown on the final
engineering drawing.
D.2.12 Services
The diameter of water services shall be determined by the City Engineer. In no case shall
the diameter be less than 19 mm.
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Water services shall be installed to the property in accordance with Standard Drawing No.
D-1A and shall be installed, whenever possible, in a common trench with the sanitary
sewer service. A typical water service box is shown in standard drawing D-1B.
The curb stop at the end of each service pipe shall be located 0.3 m in front of the
street/property boundary line, and at the centre of each parcel. Where such location will
conflict with other services, the location may be revised with the approval of the City
Engineer.
A water service shall be installed where required to provide a connection to each lot
created by the subdivision and to any other existing or possible future lot which can be
serviced from mains installed by or for the subdivision.
D.2.13 Pipe Alignment and Depth of Cover
Pipe shall be installed true to the alignment shown on the approved engineering drawings
and to a depth sufficient to provide all services with a minimum cover of 2.8 m to the top
of the service anywhere within the Right-of-Way unless approved by the City Engineer.
D.2.14 Rights-of-Way
Where the location of the water main within the road right-of-way is not practical due to
topography or other factors, the water main shall be located in a utility right-of-way
registered in favour of the City of Kimberley and having a width of not less than 6.0
metres. The City Engineer may require a utility right-of-way wider
than 6.0 metres in the case where services in addition to water mains will be placed in the
same right-of-way or where the depth of the water main requires a wider easement.
D.2.15 Reservoirs
Reservoirs, where required, shall be designed to suit the particular circumstances. In
general, reservoir capacity shall not be less than:
Total Storage Requirement = A + B
where A = Fire Storage
B = Equalization Storage (25% of maximum day demand)
.1 Reservoir design shall incorporate the following features:
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a) structures to be below ground, covered and protected from freezing unless specifically
approved otherwise;
b) material - reinforced concrete;
c) 2 cells, each containing one-half of total required volume and capable of being drained
and filled independently;
d) 1 access opening in roof of each cell for cleaning and maintenance - minimum
dimension 1 m x 1 m each.
e) ventilation pipes or openings;
f) slope floor to sump;
g) sub-drain under floor to collect and drain any leakage and/or groundwater;
h) interior wall ladder from roof access to floor (no exterior ladder required); above
ground reservoirs require ground level manway;
i)
overflow drain to be provided and sized to bypass the maximum pump discharge.
The overflow drain shall be connected to an acceptable point of disposal;
j) access roads;
k) telemetry alarm system to be incorporated into City's monitoring centre.
l) 3 sets of equipment and operations manuals.
.2 Reservoir valve chamber design shall incorporate:
a) sump in valve chamber floor, connected to overflow pipe or drain system;
b) valves shall be OS & Y (with hand wheel) when located in a valve chamber, valves
shall be NRS complete with valve boxes for buried valves.
D.2.16 Pump Stations
Pump stations, where required, shall be designed to suit the particular circumstances. In
general, pump stations which feed an on line equalization reservoir shall be designed to
meet maximum daily demands with the largest pump out of service. If equalization
storage is not on line, pump station capacity must meet peak hour demand with the largest
pump out of service.
.1 Pump station design shall incorporate the following features:
a) reinforced concrete, blockwork or brick construction, aesthetically pleasing;
b) access doorways sized so that the largest single piece of equipment may be safely
removed and replaced. Lifting hooks or rails with pulley blocks as required;
c) pumps to start and stop individually. Start and stop to be based on water levels in
control reservoir (for pumps supplying reservoirs). Automatic alternation of
pump sequence. Alternate switch between pumps #1 and #2;
d) power failure protection with automatic reset with staggered pump restarts;
e) high water override start plus alarm;
f) high pressure (discharge) override start;
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g) low pressure (discharge) override start plus alarm;
h) low pressure/no flow (suction) override start;
i) H-O-A switch to override emergency shutdowns,
j) alarms to be audible and visible;
k) control valves to minimize starting and stopping surges;
l) solid-state reduced voltage starters with motor ramp -down capability,
m) pump stations providing pressure to a distribution system require variable frequency
drives and PLC control,
n) duplicate control cables (without splices) between pump stations and reservoirs unless
otherwise controlled through B.C.Tel connections;
o) power factor correction as required by Power Authority;
p) hour meters on each pump;
q) digital recording flow meter at each pump station;
r) digital recording suction and discharge pressure gauges at each pump station;
s) automatic heating, ventilating and dehumidifying systems;
t) in-station lighting;
u) drainage to be provided for all areas of the pump station;
v) telemetry to be incorporated into the existing City system;
w) electrical phase loss protection;
x) electrical drawing schematics for control panels;
y) paved access roads;
For each design submission to the City, an extra set of engineering drawings pertaining to
the design of the pump station, key plan, and a location plan shall be submitted for the
maintenance department to review.
Before commencement of construction, the Applicant shall provide five sealed sets of
mechanical shop drawings and five sealed sets of electrical line diagrams for review by the
City Engineer. Two sealed copies of design calculations shall be provided for
documentation. Before acceptance of the completed station, by the City, the
.2 The Applicant shall provide 3 copies of an Operation and Maintenance Manual to the
City. The manual shall contain:
a) As constructed shop drawings.
b) Equipment layout drawings.
c) Electrical, control, and alarm wiring diagrams.
d) Operating instructions for the station and for all equipment.
e) Maintenance instructions for all equipment, including frequency of maintenance tasks.
f) Equipment data sheets.
g) Certified head/capacity curves for pumps.
h) Equipment part lists.
i) Emergency operating procedures.
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The maintenance manuals shall be hardbacked bound documents with the name of the
facility embossed on the cover.
D.2.17 Access
Vehicular access shall be provided to all reservoirs and pump stations. The minimum
standard shall be as for a Rural Local Highway, as shown on Standard Drawing No. B-6,
except with a minimum width of 6.0 metres and with curbing and drainage provisions as
may be required by the City Engineer.
D.2.18 Cathodic Protection
Corrosive soils have been encountered in Kimberley and the City Engineer may require a
geotechnical report on soil and ground water conditions in the development or subdivision
area.
This report would address among other things: the necessity of using sulphate resistant
cement in concrete in contact with native soils and; the necessity of installing cathodic
protection on water system components. The report would identify the size and type of
sacrificial anodes required. A 25 year life expectancy is required for the anodes specified.
Subsequent engineering drawings submitted to the City for approval would clearly show
the location of all anodes as well as any test points required by the City. Wiring
schematics will be shown on the drawings.
D.3 MATERIALS
D.3.1 Pipe
Pipe for water mains shall be ductile iron unless polyvinyl chloride (PVC) is approved or
specified by the City Engineer.
.1 Ductile iron pipe shall conform with the latest edition of ANSI/AWWA C150 and
C151. All pipes shall conform to the latest edition AWWA C151 Pressure Class 350
unless specified otherwise by the City Engineer. Pipes shall be cement mortar lined,
conforming with the latest edition of AWWA C104. Joints shall be mechanical rubber
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gasket joints or shall be rubber gasket bell and spigot conforming to the latest edition
of ANSI/AWWA C111 or as approved by the City Engineer.
.2 PVC pipe shall conform with the latest edition of AWWA C-900 and CSA
CAN3-B137.3 for mains 150 - 300 mm dia. and with the latest edition of AWWA
C-905 and CSA CAN3-B137.3 for mains 350 mm to 600 mm dia. Joints shall be wall
thickened and sleeve reinforced bell and spigot ends with formed groove for
elastomeric gasket seal conforming to ASTM D2122.
D.3.2 Fittings
.1 Cast Iron and Ductile Iron Fittings
Cast and ductile iron fittings (i.e. tees, crosses, bends, reducers) sizes 150 mm to 400 mm
shall conform to the latest edition of ANSI/AWWA C110 and ANSI/AWWA C153.
Fittings shall have bell-ends and shall be supplied complete with vulcanized synthetic
rubber gaskets conforming to the latest edition of ANSI/AWWA C111. Flanges, if
approved, shall conform to the latest editions of ANSI/AWWA C110 and
ANSI B16.1. The exterior of all fittings, shall be factory coated with a 100% solid,
thermosetting, fusion bonded, dry powder epoxy resin, conforming to the latest edition of
AWWA C213.
D.3.3 Buried Gate Valves
Buried gate valves shall conform to:
.1 The latest edition of AWWA C-509 epoxy coated iron body, resilient seated valves
with non-rising stem, O-ring stem seal, suitable for 1 MPa minimum; or
.2 The latest edition of AWWA C-500 iron body, bronze mounted wedge valves with
non-rising stem, O-ring stem seal, suitable for 1 MPa minimum;
Valves shall be equipped with a 50 mm square operating nut and tie-lugs where restraining
is required. Valves to open counterclockwise. All exposed nuts, rods and clamps shall be
coated with Denso tape or approved equivalent.
D.3.4 Valve Boxes
Valve boxes shall be Robar typeor approved equivalent as per standard drawings D-6A, D-
6B.
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For gate valves, the riser shall be 150 mm diameter PVC SDR 28 pipe.
In no case shall either the riser pipe or bottom box bear on the valve or water pipe.
D.3.5 Hydrants
All hydrants must be Terminal City C-71P or such other hydrants approved by the
City Engineer. All hydrants must be equipped with two 64mm (nominal I.D.), 4
thread per inch (City of Kimberley standard) hose ports and one 146mm O.D.
pumper port equipped with Storz fitting and cap.(Bylaw 2089 Amnd#5).
Hydrants are to be painted red.
Hydrants in high water table areas may be required to have drains plugged. The hydrants
with drains plugged shall have the tops and caps painted black and be marked FOR FIRE
USE ONLY. These hydrants will have to be pumped after use.
The minimum depth of bury shall be 2.8 m and is defined as the distance from the invert of
the suction elbow to the underside of the gradeline flange.
D.3.6 Service Connection Pipe, Saddles, and Joints
All pipe for underground services 50 mm diameter and smaller shall be Type K annealed
copper conforming to the latest edition of ASTM B88. Pipe for services 100 mm and 150
mm diameter shall be as specified for the watermain pipe.
Service connections to PVC pipe shall be made using bronze saddles with either bronze or
stainless steel fasteners tapped for AWWA threads. Saddles shall provide full support
around the circumference of the pipe and shall provide a minimum bearing width of 50
mm measured along the axis of the pipe.
For ductile iron water mains, 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; and 40 mm and 50 mm diameter
service connections shall be made using double strap service saddles. For PVC water
mains all service connections must be made with double strap service saddles. Multiple
corporation stops shall be staggered and not less than 600 mm apart.
Joint fittings shall be flared type suitable for 1 MPa working pressure unless compression
fittings are approved by the City Engineer.
D.3.7 Corporation Stops
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Corporation stops shall be ball-type Mueller or Ford standard brass with inverted key or
approved equivalent. The outlet shall be a flaired fitting.
D.3.8 Curb Stop and Boxes
In non high water table areas, curb stops shall be ball-type Mueller or Ford with a stop and
drain, shown in standard drawings D-1A, D-1B or approved equivalent.
In high water table areas, curb stops shall be ball-type Mueller or Ford or approved
equivalent with a stop only.
D.3.9 Coupling Clamps
The joining of two plain end pipes may be done using Robar stainless steel clamps
complete with conductivity devices or equivalent approved by the City Engineer. All
fasteners shall be stainless steel.
D.3.10 Meters
Meters where required by the City Engineer, shall be installed indoors or in an outdoor
enclosure at the Applicant's expense. Location shall be as approved by the City Engineer.
All meters shall be easily accessible to the City.
.1 Outside meter chambers, vaults or enclosures shall include:
a) watertight underground structures
b) drainage and ventilation
c) protection from freezing
d) adequate access and interior space for maintenance and equipment removal
e) minimum headroom of 2.0 m
f) permanent ladder to WCB standards
g) piping primed and painted with a rust-inhibiting paint
h) metering and readout devices as required
i) meter bypass
D.3.11 Concrete
All concrete shall conform to CSA:A23.1 with a minimum 28-day compressive strength of
20 MPa for unshrinkable fill, thrust blocks and all other non-structural concrete works
associated with Schedule D. Slump shall be in the range of 50 mm to 100 mm.
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Cement shall be Portland cement conforming to CSA:A.5, and shall be normal type unless
specified by the City Engineer or dictated otherwise by soil conditions.
Admixtures shall not be included in the concrete mix without the approval of the City
Engineer.
D.3.12 Pipe Class and Bedding Class
Despite other provisions of this Bylaw, the quality of the pipe and bedding shall be so
selected such that the installation will adequately support the loads to be placed on it
during construction and in operation. For ductile iron pipe, the calculations shall follow
the method shown in CSA B131.12, latest edition. For PVC pipe, the calculations shall
follow the methods outlined in the Uni-Bell Plastic Pipe Association publication
"Handbook of PVC Pipe - Design and Construction", latest edition.
For all pipe, a minimum Class B bedding, as defined by Standard Drawing D-8, is required
unless the City Engineer specifically approves class C bedding. Pipe class and bedding
class must be identified on all engineering drawings.
D.3.13 Backfill Material Above Pipe Zone
Backfill material above the pipe zone shall be as shown on Standard Drawings No. D-9.
D.4
WORKMANSHIP
D.4.1 Trench Excavation
Trenches shall be excavated to suit the cross-section shown on the Standard Drawing D-9.
Open trenches through existing paved surfaces will be allowed only with the prior express
consent of the City Engineer. When trenches through existing pavement are allowed, the
pavement shall first be saw-cut by mechanical means in straight continuous lines parallel
to the trench centerline.
If trenches are excavated wider than the specified widths, a higher class of pipe or special
bedding may be required.
Rock excavation in trenches shall provide a minimum clearance of 150 mm below the pipe
for pipes 600 mm in diameter or less, and 250 mm for pipes larger than 600 mm in
diameter.
The top of the trench at ground level shall be kept to the minimum width consistent with
the depth, natural angle of repose of the material and the regulations of the Workers'
Compensation Board.
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Excavation for manholes, fittings and other appurtenances, shall be to the lines which will
permit the assembly of these sections. Concrete for bases may be cast against the walls of
the excavation, if the soil conditions are suitable.
Where an existing structure or underground installation may be affected by the works, it is
the responsibility of the Applicant to inform the owner of such facility sufficiently in
advance that the owner may make an inspection and specify the protective measures to be
undertaken.
Where an unforeseen or other obstruction is encountered which interferes with the
designed alignment or grade, the construction shall cease until such time as revised
proposals are approved by the City Engineer.
The attention of the Applicant is directed to the provisions of the Workers' Compensation
Board safety regulations. All municipal employees have been instructed not to enter
excavations which are not properly braced or which otherwise do not conform with the
requirement of the Board. It follows, therefore, that approvals cannot be given to
installations not inspected because of unsafe working conditions.
Any over-excavation of the trench subgrade beyond the specified depth shall be backfilled
with select material and compacted to 95% Standard Proctor density.
In rock excavation the depth of compacted bedding material below the pipe shall be a
minimum of 150 mm for pipe of 600 mm diameter or less and 250 mm for pipe in excess
of 600 mm diameter. This depth shall exist for the full wall-to-wall width of the trench.
Where the bottom of any excavation is soft and is, in the Developer's Engineer's opinion,
unfit to support the pipes or structures, a further depth shall be excavated and refilled to the
correct shape, grade and elevation as directed by the Developer's Engineer.
When the bottom of a trench is found to consist of unstable material which, in the opinion
of the Developer's Engineer, cannot be removed and replaced with bedding material, a pile
foundation or other structural support in accordance with plans prepared by the
Developer's Engineer shall be constructed.
In areas of clay or other impermeable soils, where over excavation of the trench subgrade
is required, the over excavation shall continue to a point where ponding of water in the
trench bottom will be avoided.
Open cut trenches shall be sheeted and braced as required by the Workers' Compensation
Act. A minimum distance or 150 mm from the closest point of the pipe to the sheeting
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shall be maintained. When possible, vertical trench timber or sheeting shall be placed so
that it does not extend below the level of the bottom of the excavation. Sheeting driven
below the pipe grade shall not be removed unless the sheeting can be removed without
causing settlement or lateral displacement of the pipe. Sheeting thus left in shall be cut off
100 mm above the top of the pipe.
Unless otherwise indicated in the drawings or specifications, or unless approval to leave it
in place is received from the City Engineer, trench sheeting and bracing shall be removed
when backfilling has been completed or has reached a level which will permit its safe
removal without causing injury to persons or damage to the works. When sheeting and
bracing is left in place, it shall be cut such that no sheeting remains closer than one metre
to the established sub-base road grade or the existing ground surface, whichever is the
lower.
Particular caution will be taken to ensure that pipe bedding is not disturbed such that
settlement of the pipe results.
Timber supports or sheeting shall be left in place when its removal would endanger
adjacent structures or result in a shifting of pipe bedding material and a displacement of the
pipe. The City Engineer may require the pipe to be bedded in concrete (Class A Bedding)
when, in his opinion, the removal of sheeting would disturb the pipe bedding. Discharge
from trench pumps, well points, or other dewatering aids, shall be located and controlled in
such a manner as to not cause loss or damage to public or private property, nuisance on
roads or walks, or injury to the public.
D.4.2 Pipe Installation
Prior to installing pipe, all standing water shall be drained or pumped from the trench.
Pipe shall be carefully offloaded and lowered into the trench in a manner that will prevent
damage to the pipe. The pipe shall be jointed in strict accordance with the manufacturer's
recommended practice. When pipes are not being installed, the open end of the newly laid
pipeline shall be protected to prevent the entry of any foreign material.
D.4.3 Backfill in Pipe Zone
The pipe zone is considered as being the depth of trench between the trench bottom and a
level 300 mm above the top of the pipe.
The pipe zone backfill shall be hand placed and thoroughly compacted to a density of 95%
Standard Proctor Density in layers not exceeding 150 mm using hand tampers.
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D.4.4 Backfill Above Pipe Zone
.1 In Travelled Areas
In road areas trench backfill material shall be placed in layers not exceeding 300 mm in
thickness and compacted by mechanical means to a minimum of 95% Standard Proctor
density as shown on Standard Drawing D-9.
The water content of the material shall be controlled to achieve the required density.
When the natural water content of the material is less than the required value, water
shall be added during the placing of the fill materials. When the water content of the
material is greater than the required value, all compaction and placement operations
shall cease and the material aerated until the required water content is obtained.
.2 In Non-Road Areas
In easements and other non-roads areas, native trench material may be used for trench
backfill above the pipe zone. Backfill shall be placed and compacted to 90% Standard
Proctor Density as shown on Standard Drawing D-9.
D.4.5 Thrust Blocking
Concrete thrust blocking shall be provided at fittings as shown on Standard Drawing No.
D-2 and on hydrants as shown on Standard Drawing No. D-3. Concrete shall be placed
between undisturbed ground and the fitting to be anchored such that the pipe and the fitting
joints are accessible for repair. Bolts on flanged fittings shall be left free. The area of
thrust block bearing on pipe and on ground shall be no less than that shown on Standard
Drawing No. D-2.
Temporary blocking or support of valves and fittings shall be with concrete, fabricated
steel, durable rock, sand or gravel and in no case shall temporary or permanent wood
blocking be used.
D.4.6 Valves, Fittings and Hydrants
Valves, fittings and hydrants shall be set plumb and directly on the centerline of the pipe.
A valve box shall be provided for every valve. The valve box shall not transmit shock or
strain to the valve and shall be centered and plumb over the nut of the valve. The riser pipe
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must be placed in such a manner as to permit the use of long-handled angle wrenches
through the box to tighten packing gland nuts. See standard drawing D-6A.
Hydrants shall be plumb and shall have their nozzles parallel with or at right angles to the
curb. Hydrants shall be set with ground flange above the ground at the elevation directed
by the City Engineer generally at 150 mm above finished curb grade. When set in a
permanent sidewalk or other solid structure, a suitable expansion joint material shall be
placed around the hydrant to allow for movement between hydrant and structure. All
hydrants shall be supplied with drains. Sufficient drain gravel shall be placed to allow for
proper hydrant drainage, generally a minimum of 0.50 cubic metres.
D.4.7 Blow-Offs
Blow-offs shall be installed as shown on Standard Drawing D-4.
D.4.8 Service Connections
Service connections shall be installed as shown on Standard Drawing No. D-1 A using
service box as shown in standard drawing D-1B.
Service connections shall be tested with mains where main testing is required.
Service connection pipe shall be connected to the Corporation stop and a gooseneck
formed as shown on Standard Drawings No. D-1A. Pipe shall be installed in a straight line
between the gooseneck and the terminus of the service.
Flared fitting joints shall be required for connecting copper service piping. Service tapping
shall be spaced along the length of pipe and staggered around the circumference to avoid
cracking of pipe between tappings. Minimum distance between two tappings and between
the end of a pipe and the tapping shall be 600 mm. No tappings shall be made at an angle
of greater than 30 degrees above the horizontal centerline plane of the pipe.
Service boxes shall be set flush with ground or road surface. A length of copper flattened
on one end shall be installed on the private property side of the curb stop to prevent
entrance of foreign material and this pipe shall extend 1500 mm into private property.
A 50 x 100 mm good quality wooden marker stake shall be set flush with the invert of the
service connection with the top projecting 1.0 m above the ground surface. Marker stakes
shall be painted blue and the depth from top of stake to the invert of the service pipe shall
be clearly marked on the stake with painted letters and numbers. Information as to size of
service pipe and type of service shall also be indicated on the stake.
D.4.9 Pipe Casings
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Pipe casings shall be installed as shown on the engineering drawings. The water pipe shall
be blocked at each joint to ensure line and grade is maintained and the casing is to be
sealed at both ends with joint filler with proper care taken to ensure that the pipe remains
on line and grade and does not float. The annular space between the water pipe and the
casing pipe shall be filled with sand or otherwise secured from floating and movement.
A length of 6 mm polypropylene rope shall be laid alongside the carrier pipe inside the
casing to assist future retrieval.
D.4.10 Pavement Restoration
If the edges of the cut pavement become ragged as a result of the construction operation,
the pavement shall be re-cut to form a straight line prior to placing new pavement. The
edges of the existing pavement shall be thoroughly clean and coated with an approved
bituminous bonding agent prior to placing the hot asphalt mix. The finished grade of the
asphalt surface shall conform with that of the existing surface such that no rises,
depressions or ridges result from the repaving process.
D.4.11 Flushing
The pipe shall be cleaned of dirt and other foreign materials. The pipe shall be flushed at
water velocities of 1 m/s or as high a velocity as can be obtained from the available water
source. Flushing time shall be at least five times the time required to travel the main at 1.5
m/s velocity. Flushing shall continue for the required time or until 10 minutes after the
water has cleared, whichever is greater.
The Developer's Engineer shall submit a report to the City Engineer indicating that
flushing was performed in conformance with this section.
D.4.12 Chlorination
On completion of the flushing operation, main pipes and services shall be chlorinated.
Chlorination procedures shall conform to AWWA C651. No pills, powders or solids shall
be placed in the main during installation or for chlorination purposes. Chlorination shall
be applied by the continuous feed method.
After preliminary flushing, the chlorine solution shall be injected at a measured rate such
as to fill the main with a 50 mg/l available chlorine solution.
All appurtenances shall be operated in this solution to disinfect them. All measures shall
be taken to prevent the disinfectant solution from flowing into existing water supply
system. The disinfecting solution shall remain in the main for 24 hours and shall have no
less residual than 25 mg/l at the end of that period. Following disinfection of lines to the
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required standard, the line shall have a final flushing to completely purge all disinfecting
solution. Any water with residual greater than 2.5 mg/L shall be diluted prior to
discharging to an open ditch. Flushing shall continue for 15 minutes after a concentration
of 1 mg/L is reached. Water with a chlorine concentration greater than 1 mg/L shall not be
discharged to a recognized water course without the approval of the Ministry of
Environment. Bacteriological samples must be submitted to a qualified testing laboratory
and indicate that satisfactory disinfection has been achieved prior to putting the main into
service.
A log of all test results and disinfection procedures shall be submitted to the City Engineer.
On completion of chlorination, the entire piping system shall be thoroughly flushed, filled
with water and left in a condition ready for use, unless otherwise directed by the City
Engineer.
D.4.13 Tie-ins to Existing Water Mains
Tie-ins to existing water mains shall not be made until after the new lines have been
flushed and tested. Connection of a new pipe to an existing water main shall be done by
the City unless the existing main has an acceptable provision for a direct extension. The
Applicant shall pay for the supply of all materials required and shall pay the full cost of
making the tie-in. This portion of the work, including details of materials required, shall
be clearly indicated on the engineering drawings. Only the City may operate valves on the
existing water mains. Application for tie-in shall be made at least one week in advance of
the proposed work.
D.5
TESTING
D.5.1 Leakage Tests
Following final trench backfilling, leakage tests shall be performed on all installed piping
according to AWWA Standard C600, latest edition. Tests shall be conducted in the
presence of the City Engineer with 24 hour notice provided to the City in advance of the
test. The leakage test shall be conducted after all mains and service connections have been
completely installed and backfilled. The Applicant shall furnish all necessary apparatus,
test water and labour to conduct test. Leakage tests shall be performed in the following
manner:
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The section to be tested shall be filled with water and all air expelled from the piping. It is
recommended that the test section be filled with water for at least 24 hours prior to testing.
By pumping water into the test section, the pressure within the piping shall be increased to
the pressure rating of the main or 1 1/2 times the operating pressure, whichever is greater.
This pressure shall be maintained constantly in the pipe throughout the duration of the test
by the addition of make-up water. The duration of the test shall be a minimum of 2 hours.
Hydrant shall be shut off at the hydrant such that the hydrant is not placed under test. The
shut-off valve on the line valve to the hydrant shall be open. The quantity of water pumped
into the test section to maintain the specified pressure over the period of the test shall be
considered to be the leakage. Piping will not be accepted until the leakage is less than the
maximum allowable leakage determined from the following formula:
L = ND x the square root of P
131,000
in which L = the allowable leakage in L/hr.
N = the number of joints in the test section.
D = the nominal diameter of the pipe in mm.
P = the average test pressure during the leakage test in kPa
Should any test disclose leakage greater than that specified above, the source of the
leakage shall be located and the defect repaired or the necessary replacement made and the
section retested until a satisfactory test is obtained. All repairs to the work shall be made
with new material equivalent to that requiring repair or replacement. The use of repair and
maintenance aids such as clamps will not be permitted.
Leakage tests shall be carried out between valved sections of the installation such that
every valve in the system is tested for leakage in the shut-off position.
Testing through hydrants is not permitted.
D.5.2 Compaction Test
The City shall be provided with copies of all sieve and compaction test results pertaining to
bedding backfill and road restoration.
Compaction tests shall be taken at a frequency of one test per lift for every 75 m of trench
length and one test per lift for any trench less than 75 m. For trenches in roadways see
Section B.6.1 (b) for testing frequency.
D.6
STANDARD DRAWINGS
D.6.1 The following City of Kimberley Standard Drawings shall form part of this schedule.
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Drawing No.
Drawing Description
D-1
Typical Water Service Connection Detail
D-1B
Typical Water Service Box Detail
D-2
Standard Pressure Main Thrust Block Details
D-3
Standard Hydrant Detail
D-4
Standard Blow-off or Flush Valve Assembly Detail
D-5
Combination Air Release and Vacum Release Valve
D-6A
Standard Valve Box Assembly
D-6B
Standard Valve Box Top
D-7
Standard Watermain and Sewermain Anchors
D-8
Standard Classes of Pipe Bedding and Surround within Pipe Zone
D-9
Typical Trench Section for Underground Utility Installation
D-10
Typical Water, Sanitary and Storm Service in Common Trench
D-11
Concrete Encasement Detail
D-12
Encasement & Carrier Pipe Detail
D-13
Water Line Insulation
D-14
Trench Dam Detail (Cement Sand Bag Style)
D-15
Trench Dam Detail (Concrete Style)
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SCHEDULE E
REGULATIONS, STANDARDS AND SPECIFICATIONS FOR THE DESIGN AND
CONSTRUCTION OF SANITARY SEWERS
This is Schedule E of the City of Kimberley Subdivision and Development
Servicing Bylaw No. 2020
Clerk
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SCHEDULE E
REGULATIONS, STANDARDS AND SPECIFICATIONS FOR THE DESIGN AND
CONSTRUCTION OF SANITARY SEWERS
E.1
GENERAL
E.1.1
General Requirements
Where a sanitary sewage collection and disposal system is required, sanitary sewer
facilities including gravity sewer mains, pump stations and force mains (if required),
manholes, service connections and all related appurtenances shall be provided.
A sewer service lateral shall be installed where required to provide a connection to each
parcel to be created by the subdivision and to any other existing or possible future parcel
which can be serviced from mains installed by or for the subdivision. The routing of
sewers shall be in accordance with the directions of the City Engineer.
Where sanitary sewer facilities are not required, rights-of-way may be required to be
provided by the Applicant to allow for the eventual installation of this facility. Such
rights-of-way shall be registered in favour of the City of Kimberley at the Applicant's
expense.
Where a subdivision is located in a service level area where on site disposal is permitted,
the individual treatment systems (e.g. septic tanks) shall be designed to facilitate
connection of the individual service lines to a future sanitary sewer system, should it
become available.
On-site disposal systems shall be designed, constructed and inspected in accordance with
current provincial government regulations and standards as set out in the Health Act.
E.1.2
Standards and Specifications of this Schedule to Apply to Sewer Works
Standards and specifications contained in this Schedule shall apply to all sanitary sewer
installations constructed for or in the City of Kimberley. All standards not specifically
covered in these standards shall be as directed by the City Engineer.
E.1.3
Approval of Engineering Drawings Required Prior to Construction
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Engineering drawings showing detailed design of the necessary works shall be submitted
to the City Engineer for approval. No construction of sanitary sewers shall commence
until the drawings have been approved by the City Engineer. These drawings shall show
alignment and size of pipes, proposed grades, distances between manholes, manhole
invert elevations, existing ground line and proposed final ground line over pipe, location
of all service connections to the property line, all easements, lift stations, force mains,
pipe bedding requirements and all other details which may be required by the City
Engineer.
E.2.
DESIGN CRITERIA
E.2.1
Pipe Capacity
Sanitary sewer facilities constructed in a subdivision shall be designed to provide
sufficient capacity to carry the required quantity of sewage flow from the full contributing
area as defined by the City Engineer.
Sewage design flows shall be based on the equivalent population of the contributing area
as determined by the City Engineer but no less than the permitted density in accordance
with the City of Kimberley Zoning Bylaw with an average per capita flow of 450 litres per
day. A peaking factor calculated using the Harmon Peak Factor curve shall be applied to
the average flow as follows:
Peak Factor =
18 + square root of p
4 + square root of p
Where p = equivalent contributing population in thousands.
An infiltration rate of 33 L/mm diameter/km of main/day including manholes shall be
used.
The peaking factor shall be applied to the sanitary contribution only and not to the
infiltration allowance.
Pipe sizes shall be selected so that sewers flow 2/3 to 3/4 full at peak hour design flow.
E.2.2
Minimum Velocity and Grade
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Minimum velocity for pipe flowing full or half full shall be 0.75 metres per second.
Minimum grades are as follows assuming a Manning's pipe roughness coefficient "n" of
0.013.
Diameter
Minimum Grade
Diameter
Minimum Grade
100 mm
2.00%
375 mm
0.21%
150 mm
1.00%
400 mm
0.20%
200 mm
0.60%
450 mm
0.18%
250 mm
0.40%
525 mm
0.15%
300 mm
0.32%
600 mm
0.13%
350 mm
0.28%
Grade shall be increased where pipes are not expected to flow full or half full. There
shall be no change in the grades of pipe between manholes.
E.2.3
Sizing of Sewer mains
The minimum pipe size for all sewer mains shall be 200 mm. No reduction of pipe size
shall be made downstream irrespective of pipe grade.
E.2.4
Depth of Cover
The depth of the main shall be sufficient to provide all service connection piping with a
minimum cover of 1.5 m to top of the service piping anywhere within the finished
right-of-way. Sanitary mains shall be designed such that gravity sanitary sewer drainage
is possible from the full basement level of all parcels. In no instance shall the minimum
cover over the crown of the main be less than 1.5 m., unless approved by the City
Engineer. Where the cover over the pipe is less than 1.5 m., the main will be insulated
as directed by the City Engineer.
E.2.5
Manhole Spacing
Manholes shall be installed at a maximum spacing of 125 m for 375 mm and smaller,
155 m for 450 to 750 mm, 185 m for 900 mm and larger and in the following locations:
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.1
at the end of each line where clean outs are not provided;
.2
at all changes in grade and/or alignment (for non curvilinear sewers);
.3
at all changes in pipe size;
.4
at all pipe junctions and intersections;
.5
at the beginning and end of pipe curvature for curvilinear sewers
Manholes are normally constructed in accordance with the details as shown on Standard
Drawing E-2. In cases where these details will not suffice, a detailed design drawing
must be approved by the City Engineer.
Drop manholes on sanitary sewers may be allowed where particular circumstances
preclude the use of normal manholes and where invert elevations differ by more than 60
cm. Drop manholes shall be constructed in accordance with the details as shown on the
Standard Drawing E-3.
The relative elevations of sanitary sewers entering and leaving a manhole are to be such
as to ensure that the manhole does not substantially reduce the hydraulic capacity of the
system. Minimum fall through the manhole shall be 30 mm for straight through flows
and 60 mm where there is a change in the direction of flow.
E.2.6
Clean outs
Clean outs, rather than manholes, may be permitted at the end of non-extendable sewer
mains in non-travelled areas with the consent of the City Engineer. Clean outs shall be
constructed in conformance with Standard Drawing E-7.
E.2.7
Service Connections
The diameter of sewer services shall be determined by the City Engineer but in no case
shall the diameter be less than 100 mm. The pipe grade for sewer service pipes shall be
a minimum of 2%.
Sewer services shall be installed in accordance with Standard Drawing E-1 and shall be
installed, wherever possible, in a common trench with the water service.
Service connections shall be made with an approved branch wye or saddle and be
installed in a straight line and at a uniform grade from the terminus at the property line to
the 45 degree long radius bend at the main. In high ground water areas, determined by
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the City Engineer, service saddles are not permitted, services wyes shall be used. All
bends shall be long radius style.
In areas where the depth of the service pipe at the main is less than that of the pipe main,
service risers shall be constructed consistent with Standard Drawing E-1.
For services 200 mm and larger, a manhole shall be installed at the intersection of the
main and the service. A wye or saddle will not be accepted for services 200 mm or
larger.
E.2.8
Location of Sewer Mains
Sanitary sewer mains shall, wherever possible be located in the road right-of-way as
shown on the Standard Drawings of the highway cross sections.
E.2.9
Rights-of-Way
Where the location of the sewer main within the road right-of-way is not practical due to
topography or other factors, the sewer main shall be located in a utility right-of-way
registered in favour of the City of Kimberley and having a width of not less than 6.0
metres. The City Engineer may require a utility right-of-way wider than 6.0 metres in
the case where services in addition to sanitary sewer will be placed in the same
right-of-way or where the depth of the sewer main requires a wider easement. There
shall be a minimum clear lateral distance between the outside walls of sanitary sewers
and storm sewers of 1.0 m
E.2.10
Alignment of Sewer Mains
Sewer mains shall generally be designed to follow a straight alignment between
manholes. Curved alignments within rights-of-way may be approved by the City
Engineer, provided that the pipe is set at a grade greater than the specified minimum and
the pipe alignment is at a parallel offset with an established boundary. In these cases,
the radius of curvature shall be not less than 30 metres, or twice the minimum radius
recommended by the pipe manufacturer, whichever is the greater.
E.2.11
Sanitary Forcemains and Lift Stations
.1
Pre-design Requirements
The objective of the City of Kimberley is to minimize the number of sewage lift stations
required and thoroughly consider other options to avoid lift stations wherever practical.
The designer shall obtain approval from the City Engineer as to the siting of the lift
station.
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Prior to commencing detailed design of a lift station, the designer shall submit a
pre-design report that addresses the design considerations of this criteria to the City
Engineer. Approval of the pre-design concepts must be obtained prior to the designer
commencing detailed design.
This criteria covers 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.
The location and layout of a lift station shall include an assessment of the following
basic design considerations.
a)
Lift stations shall be designed to handle the flows of the designated
catchment area.
b)
Type of station and impact on neighbours.
c)
Construction dewatering requirements.
d)
Access for construction and maintenance complete with asphalt driveway
or approved equivalent of sufficient strength to handle heavy trucks and
with enough space to turn around.
e)
Aesthetics, noise, odour, and landscaping requirements.
f)
Security against vandalism and theft.
g)
Flood elevations. Station uplift design shall be based on maximum flood
level.
h)
Proximity of receiving sewers, watermains, and adequate power supply.
i)
Minimizing energy requirements.
j)
Standby power and its requirements and compatibility.
k)
Soils investigation shall be undertaken prior to site approval being given.
l)
Convenience of operation and maintenance.
m)
Safety of operators and the public.
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n)
Capital costs and operation and maintenance costs.
.2
Design Requirements
All sewage lift stations shall meet the following design requirements.
a)
Pumps shall meet maximum flow condition with one pump in failure
mode. The pump shall handle the maximum flow with the smallest
impeller for that pump size to allow for any future expansion.
b)
Pumps shall operate alternately. However, a further safety feature shall
allow for both pumps to operate at the same time during extreme flows.
c)
Pumps shall have non-clog impellers that will pass a 60 mm minimum
spherical solid.
d)
Control panel shall be mounted in the dry well or in a suitable kiosk on a
concrete pad and it shall contain a Crouse Hinds receptacle with reverse
contacts and manual transfer switch suitable for connecting standby
power at 347/600 volts and should be capable of handling the pumps with
the largest impeller installed and running simultaneously. Also an extra
power outlet for small hand tools operating at 110/220 volts.
e)
Sloping bottom and filleted corners in wet well to direct the flow to the
pump suction inlet and prevent solids deposition.
f)
Minimum 19 mm water service as shown in Standard Drawing No. D-1A
for wash down complete with a pressure reducer and hose bib. An
approved back flow preventer must be installed.
g)
Liquid level sensing system EHN-10 float switches as provided by Flygt
Canada Ltd. or an equivalent acceptable to the City Engineer.
h)
Compatible telemetering system.
i)
Emergency pump-out arrangement.
j)
Sufficient access to remove components for repair.
k)
Minimum 150 mm diameter steel pipe vent with vandal proof screen on
outlet for the ventilation of the wet well, Explosion-proof exhaust fan
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which has sufficient capacity to air exchange requirements of the
Workman's Compensation Board.
l)
A check valve and a shut-off valve for each pump must be provided to
quality and type suitable to the City Engineer. Locate the shut-off valve
and where possible the check valve in a horizontal position. Where surge
pressures for the check valve would be excessive, an electric activated
slow closing resilient seated eccentric plug valve, with battery standby
may be required.
m)
A Workers' Compensation Board approved aluminum or galvanized steel
ladder for access to wet well and dry well.
n)
Sump pump for the interior of the dry well discharging above the TWL in
the wet well.
o)
Minimum 2 hour storage between the high level alarm and the start of
overflow to be provided within the wet well, influent pipes and surface
ponds at peak wet weather flow. Surface ponds are only to be used on
approval of the City Engineer and must be adequately secured with chain
link fencing.
p)
The wet well shall be sized to allow a minimum of 3 minutes to elapse
between successive pump starts at peak flow conditions to prevent pump
burn-out.
q)
Emergency overflow should prevent flooding of buildings connected to
the sewer system and prevent damage of components in the lift station.
Overflow should be to a confined storage area.
r)
All equipment must be CSA approved.
s)
An explosion proof light with protective cover activated by a switch
inside the kiosk should be provided.
t)
A gate valve on the pressure line outside of the pump station is required.
u)
Bell mouth on pump intake required on all dry well pumps.
v)
Inside deck plates to be light weight fibre glass or aluminum complete
with stainless steel hinges. Open grate deck plates preferred.
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w)
Special flex joints shall be used at the inlet and outlet pipe such as
Flex-Tend by EBAA Iron Inc. or an approved equivalent.
x)
The outlet pipe and all other connections to the station shall be brought to
within 1.5 m of the expected ground line around the pump station by the
use of risers either on the inside of the station or attached to the outside of
the station.
y)
Particular criteria for submersible and for dry well stations are to be
reviewed with the City Engineer.
z)
Particular additional criteria for major lift stations may be required by the
City Engineer.
.3
Design Submissions:
For each design submission to the City, an extra set of engineering drawings and
equipment manuals pertaining to the design of the pump station, the sanitary mains and
forcemains, keyplan and a location plan shall be submitted for the maintenance
department to check.
Before commencement of construction, the Developer's Engineer shall provide five
sealed sets of mechanical shop drawings and five sealed sets of electrical line diagrams
for review by the City Engineer. Two sealed copies of design calculations shall be
provided for documentation. Before acceptance of the completed lift station, by the
City, the Developer's Engineer shall provide 3 copies of an Operation and Maintenance
Manual to the City. The manual shall contain:
a)
As constructed shop drawings.
b)
Equipment layout drawings.
c)
Electrical, control, and alarm wiring diagrams.
d)
Operating instructions for the station and for all equipment.
e)
Maintenance instructions for all equipment, including frequency of
maintenance tasks.
f)
Equipment data sheets.
g)
Certified head/capacity curves for pumps.
h)
Equipment part lists.
i)
Emergency operating procedures.
The maintenance manuals shall be hard backed bound documents with the name of the
facility embossed on the cover.
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.4
Access
Paved vehicular access shall be provided to sewage pumping stations The minimum
standard shall be as for a Rural Local Highway, except with a minimum paved width of
6.0 m and with curbing and drainage provisions as may be required by the City
Engineer.
.5
Force Mains
At the lowest pump delivery rate anticipated to occur at least once per day, a cleansing
velocity of at least 0.9 m/s should be maintained. Maximum velocity should not exceed
3.5 m/s.
An automatic air relief valve shall be placed at high points in the force main to prevent
air locking.
Force mains should enter the gravity sewer system at a point not more than 600 mm
above the flow line of the gravity sewer.
The minimum size for mains discharging raw sewage shall be 100 mm diameter.
Ductile iron or steel shall be used from the pump station to the edge of the station
excavation and under creeks or ditches, or, if desirable, a carrier pipe shall be used.
Other than for metallic force mains, a trailing wire shall be installed for the purpose of
locating the force main.
All force mains shall be designed to prevent damage from superimposed loads, or from
water hammer or column separation phenomena.
E.4 MATERIALS
E.4.1
Pipe and Fittings
.1
Pipe for gravity sanitary sewer mains and for services of 200 mm in diameter and
larger may be either of the following:
a)
reinforced concrete pipe conforming to ASTM C76. Pipe strength (Class
III min.) shall be specified for the trench conditions under which the pipe
will be installed and operated. Joints shall conform to ASTM C443 and
shall contain rubber O-ring gaskets conforming to ASTM C361;
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b)
polyvinylchloride pipe up to 600 mm in diameter, SDR 35, conforming to
ASTM D3034 and CSA B182.2 (latest edition), stiffness (F/Y) of 320
kPa at 5% deflection conforming to ASTM D2412, complete with
approved rubber gasket joints. Maximum pipe length shall be 4 metres.
.2
Pipe for sanitary sewer connections of 100 mm and 150 mm diameter and for
150 mm diameter sewer mains shall correspond in material to that used for the
main sewer and shall be one of the following:
a)
non-reinforced concrete pipe conforming to ASTM C-14, Class III rubber
gasket. Joints shall conform to ASTM C-443;
b)
Polyvinylchloride pipe, SDR 28, conforming to ASTM D3034 and CSA
B182.1 (latest edition), complete with rubber gasket joints. Maximum
pipe length shall be 4 metres.
.3
Pipes and fitting for sanitary sewer force mains shall be as approved for
watermains in accordance with Schedule D or may be other types of pressure
piping as approved by the City Engineer.
In all cases, other types of pipe shall be used only with the written consent of the City
Engineer.
E.4.2
Pipe and Fitting Joints
Sewer pipe and fittings shall be jointed with a rubber gasket or other preformed,
factory-manufactured gasket or approved material. Sewer fittings shall correspond with
the respective main and service pipes and shall conform with consistent specifications
for main pipe.
E.4.3
Service Junctions
Connection of services to the sewer shall be made using wye or service saddle fittings.
The type of joint of the service connection pipe to the sewer main shall conform with the
type of joints on the sewer main.
Preference is given to wye fittings. Where service saddles are used, however, they shall
be equipped with steel straps. Service saddles shall only be used with the approval of
the City Engineer.
E.4.4
Manholes
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Precast concrete manhole sections shall conform to ASTM C478 and shall be minimum
1050 mm diameter with 115 mm wall thickness for mains less than 450 mm diameter;
and minimum 1200 diameter with 125 mm wall thickness for mains 450 mm diameter
and larger. Concrete for cast-in-place manholes shall have a minimum compressive
strength of 20 Mpa at 28 days.
Concrete for cast-in-place manhole bases and benching shall have a minimum
compressive strength of 20 Mpa at 28 days.
Precast and prebenched manhole bases of a design and construction quality acceptable to
the City Engineer are preferred over cast in place bases and benching.
Cover slabs may be precast or cast-in-place concrete reinforced to withstand H-20
loading conditions.
Manhole rungs shall be 20 mm diameter steel, hot dipped galvanized after bending, or an
approved aluminum alternate, at 300 mm o.c. cast in the wall of the manhole section, or
set in 30 mm holes filled with epoxy cement. Rungs shall protrude 125 to 150 mm from
the manhole wall. The top step shall be located no more than 600 mm below the
manhole rim elevation. If precast manhole barrels are used having inset wire lifting
lugs, the lugs shall be galvanized.
E.4.5
Manholes Frames and Covers
Covers shall be Trojan Country style #TF 39-C, or approved equivalent. Frames shall be
Trojan Country Style #TF 39-F, or approved equivalent.
E.4.6
Pipe Class and Bedding Class
Despite other provisions of this Bylaw, the quality of pipe and bedding shall be so
selected such that the installation will adequately support the loads to be placed on it
during construction and in operation. For concrete pipe, the calculations shall follow the
method shown in Water Pollution Control Federation Manual of Practice No. 9, latest
edition. A safety factor of 1.5 shall be used for concrete pipe and the bedding
classifications shall be as identified in Standard Drawing No. D-8.
For PVC pipe, the calculations shall follow the methods outlined in the Uni-Bell Plastic
Pipe Association publication "Handbook of PVC Pipe - Design and Construction", latest
edition.
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Pipe class and bedding class must be identified on all engineering drawings. Pipe shall
have at least Class B bedding, unless the City Engineer specifically approves Class C
bedding, as defined by Standard Drawing No. D-8.
E.4.7
Backfill Material Above Pipe Zone
Backfill material above the pipe zone shall as shown on Standard Drawing No. D-9.
E.5
WORKMANSHIP
E.5.1
Trench Excavation
Trenches shall be excavated to suit the cross-section shown on the Standard Drawing
No. D-9. Open trenches through existing paved surfaces will be allowed only with the
prior express consent of the City Engineer. When trenches through existing pavement
are allowed, the pavement shall first be saw-cut by mechanical means in straight
continuous lines parallel to the trench centreline.
If trenches are excavated wider than the specified widths, a higher class of pipe or
special bedding may be required.
Rock excavation in trenches shall provide a minimum clearance of 150 mm below the
pipe for pipes 600 mm in diameter or less, and 250 mm for pipes larger than 600 mm in
diameter.
The top of the trench at ground level shall be kept to the minimum width consistent with
the depth, natural angle of repose of the material and the regulations of the Workers'
Compensation Board.
Excavation for manholes, fittings and other appurtenances, shall be to the lines which
will permit the assembly of these sections. Concrete for bases may be cast against the
walls of the excavation, if the soil conditions are suitable and the City Engineer so
approves.
Where an existing structure or underground installation may be affected by the works, it
is the responsibility of the Applicant to inform the owner of such facility sufficiently in
advance that the owner may make an inspection and specify the protective measures to
be undertaken.
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Where an unforeseen or other obstruction is encountered which interferes with the
designed alignment or grade, the construction shall cease until such time as revised
proposals are approved by the City Engineer.
The attention of the Applicant is directed to the provisions of the Workers'
Compensation Board safety regulations. All municipal employees have been instructed
not to enter excavations which are not properly braced or which otherwise do not
conform with the requirement of the Board. It follows, therefore, that approvals cannot
be given to installations not inspected because of unsafe working conditions.
Any over-excavation of the trench subgrade beyond the specified depth shall be
backfilled with select material and compacted to 95% Standard Proctor density.
In rock excavation the depth of compacted bedding material below the pipe shall be a
minimum of 150 mm for pipe of 600 mm diameter or less and 250 mm for pipe in excess
of 600 mm diameter. This depth shall exist for the full wall-to-wall width of the trench.
Where the bottom of any excavation is soft and is, in the Developer's Engineer's opinion,
unfit to support the pipes or structures, a further depth shall be excavated and refilled to
the correct shape, grade and elevation as directed by the Developer's Engineer.
When the bottom of a trench is found to consist of unstable material which, in the
opinion of the Developer's Engineer, cannot be removed and replaced with bedding
material, a pile foundation or other structural support in accordance with plans prepared
by the Developer's Engineer shall be constructed.
In areas of clay or other impermeable soils, where overexcavation of the trench subgrade
is required, the overexcavation shall continue to a point where ponding of water in the
trench bottom will be avoided.
Open cut trenches shall be sheeted and braced as required by the Workers' Compensation
Act. A minimum distance or 150 mm from the closest point of the pipe to the sheeting
shall be maintained. When possible, vertical trench timber or sheeting shall be placed so
that it does not extend below the level of the bottom of the excavation. Sheeting driven
below the pipe grade shall not be removed unless the sheeting can be removed without
causing settlement or lateral displacement of the pipe. Sheeting thus left in shall be cut
off 100 mm above the top of the pipe.
Unless otherwise indicated in the drawings or specifications, or unless approval to leave
it in place is received from the City Engineer, trench sheeting and bracing shall be
removed when backfilling has been completed or has reached a level which will permit
its safe removal without causing injury to persons or damage to the works. When
sheeting and bracing is left in place, it shall be cut such that no sheeting remains closer
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than one metre to the established sub-base road grade or the existing ground surface,
whichever is the lower.
Particular caution will be taken to ensure that pipe bedding is not disturbed such that
settlement of the pipe results.
Timber supports or sheeting shall be left in place when its removal would endanger
adjacent structures or result in a shifting of pipe bedding material and a displacement of
the pipe. The City Engineer may require the pipe to be bedded in concrete (Class A
Bedding) when, in his opinion, the removal of sheeting would disturb the pipe bedding.
Discharge from trench pumps, well points, or other dewatering aids, shall be located and
controlled in such a manner as to not cause loss or damage to public or private property,
nuisance on roads or walks, or injury to the public.
E.5.2
Tie-Ins to Existing Sanitary Sewer
The Applicant shall pay for the supply of all materials required and shall pay the full
cost of making the tie-in. This portion of the work, including details of materials
required, shall be clearly indicated on the engineering drawings. Application for tie-in
shall be made one week in advance of the proposed work.
E.5.3
Pipe Installation
Prior to installing pipe all standing water shall be drained or pumped from the trench.
Pipe shall be carefully lowered into the trench in a manner that will prevent damage to
the pipe. Pipe shall be jointed in strict accordance with the manufacturer's recommended
practice. When pipes are not being installed, the open end of the newly laid pipeline
shall be protected to prevent the entry of any foreign material.
The grade of every pipe length shall be checked before the pipe is backfilled. Any part
of the trench excavated below grade shall be regraded with approved material
thoroughly compacted.
All pipe must be laid to the design lines and grades within the following tolerances:
.1
Horizontal deviation from the approved alignment shall not exceed 60 mm and
the rate of deviation shall not exceed 40 mm in 10 metres.
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.2
Vertical deviation from true grade varies with the grade and shall not exceed the
limits shown in the following table:
Grade
Max. Departure
from Design
Elevation
Max. Rate of Deviation
Over 5%
30 mm
20 mm in 10 metres
2% to 5%
15 mm
10 mm in 10 metres
Less than 2%
6 mm
10 mm in 10 metres
E.5.4
Backfill in Pipe Zone
The pipe zone is considered as being the depth of trench between the trench bottom and
a level 300 mm above the top of the pipe.
The pipe zone backfill shall be hand placed and thoroughly compacted to a density of
95% Standard Proctor Density in layers not exceeding 150 mm using hand tampers.
E.5.5
Backfill Above Pipe Zone
.1
In Travelled Areas
In road areas trench backfill material shall be placed in layers not exceeding 300
mm in thickness and compacted by mechanical means to a minimum of 95%
Standard Proctor density, as shown on Standard Drawing D-9.
The water content of the material shall be controlled to achieve the required
density. When the natural water content of the material is less than the required
value, water shall be added during the placing of the fill materials. When the
water content of the material is greater than the required value, all compaction
and placement operations shall cease and the material aerated until the required
water content is obtained.
.2
In Non-Travelled Areas
In easements and other non-roads areas, native trench material may be used for
trench backfill above the pipe zone. Backfill shall be placed and compacted to
90% Standard Proctor Density except where structures or walkways are located
over the pipe, compact to 95% Standard Proctor Density, as shown on Standard
Drawing D-9.
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E.5.6
Manholes
Manholes shall be constructed as shown on Standard Drawing No. E-2, E-5, and E-6.
All water shall be removed from the excavation prior to placing concrete, precast base or
approved prebenched monolithic base. Concrete shall be placed only on a firm base. If
the bottom of the excavation is unsuitable for support, it shall be excavated to a firm
base and backfilled to the required grade with pipe bedding material.
Manhole channelling shall be constructed as shown on Standard Drawing E-4. The
channel shall be constructed to form a smooth transition through the manhole.
Channelling is to be formed using half pipe or fittings whenever possible. Where it is
impossible to use half sections of pipe or fittings, the channel will be formed in the
manhole base in a manner approved by the City Engineer. Prebenched monolithic bases
are the preferred method of construction.
Precast sections shall be placed plumb with all joints sealed to exclude the entrance of
groundwater.
Drop structures shall be constructed as shown on Standard Drawing E-3.
E.5.7
Stubs
Blind stub sections for connection of future City sewers to the manholes shall be
installed as directed by the City Engineer. The stub shall be plugged at the end with a
watertight removable cap.
E.5.8
Service Connections
Service connections shall be installed as shown on Standard Drawing No. E-1.
Service connections shall be capped and shall be tested with mains where main testing is
required.
A 50 x 100 mm good quality wooden marker stake shall be set flush with the invert of
the end of the service connection and against the cap and with the top projecting 1.0 m
above the ground surface. Marker stakes shall be painted "green", and the depth from
top of stake to the invert of pipe shall be clearly marked on the stake with painted letters
and numbers.
Information as to size of service pipe and type of service shall also be indicated on the
stake.
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E.5.9
Pipe Casings
The sewer pipe shall be blocked at each joint to ensure line and grade is maintained and
the casing is to be sealed at both ends with joint filler with proper care taken to ensure
that the pipe remains on line and grade and does not float. The annular space between
the sewer pipe and the casing pipe shall be filled with sand or otherwise secured from
floating and movement.
A length of 6 mm polypropylene rope shall be laid alongside the carrier pipe inside the
casing to assist future retrieval.
E.5.10
Pavement Restoration
If the edges of the cut pavement have become ragged as a result of the construction
operation, pavement shall be recut to form a straight line prior to placing new pavement.
The edges of the existing pavement shall be thoroughly cleaned and coated with an
approved bituminous bonding agent prior to placing the hot asphalt mix. The finished
grade of the asphalt surface shall conform with that of the existing surface such that no
rises, depressions or ridges result from the repaving process.
E.5.11
Cleaning and Flushing
Prior to testing, the sanitary sewer pipe shall be cleaned by flushing, or the use of
mechanical equipment as necessary to remove all foreign material from the pipe. After
paving and landscaping and before subdivision acceptance, the sanitary lines shall be
flushed to remove any deleterious material deposited by associated construction works.
E.5.12
Force Mains
Force mains shall be constructed and tested in accordance with Schedule D or as
specified by the City Engineer.
E.6.0
TESTING
E.6.1
Lamping
Sewer mains shall be variations from manhole to manhole to check alignment and grade
of the sewer pipe. Variations in line or grade from that shown on the approved
engineering drawings and any jointing, pipe cleaning, or other deficiencies discovered
shall be rectified. Manholes shall be inspected and any defects or deficiencies found
shall be rectified.
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E.6.2
Leakage Tests
.1
Sewer Mains
Sewer mains shall be tested by a low pressure air test.
Pipe mains and services shall be clean and plugged in preparation for the test.
An air supply system should have adequate valves to isolate the test section and
to vent off excess air. Pressure gauges should be clean and functional. Adequate
blocking shall be placed behind all plugs to prevent plugs from blowing out.
If the ground water level with respect to the pipe is not known, this level shall
first be determined at the lowest point of the line under test. The external ground
water pressure shall then be calculated (depth of ground water in meters above
invert of pipe multiply by 9.8 = pressure in KPa).
The section of pipeline under test shall be gradually surcharged to a pressure of
27.6 KPa above ground water pressure as determined above. Time will be
allowed for the air temperature to stabilize (not less than 5 minutes). If the
pressure drops below 24.2 KPa (pressure refers to the amount of pressure above
ground water pressure), the 24.2 KPa pressure shall be maintained from the
make-up air supply. If the pressure does not drop to 24.2 KPa during the period
of stabilization, the air shall be released slowly until the pressure drops to 24.2
KPa.
The time is then measured for the period that the resultant air pressure drops 6.9
KPa ie. from 24.2 to 17.3 KPa. If the time measured equals or exceeds the
specified time, the test may be stopped, the readings recorded, including pressure
readings, and the test considered satisfactory.
The time specified shall be as per Table E.1. If the time measured does not equal
or exceed the specified time, the section of sewer main shall be checked for
excessive leakage, and after repairs are made the pipeline shall be retested in the
same manner.
TABLE E.1
Pipe Diameter (mm)
Time In Minutes
100
5 min. 04 sec.
150
7 min. 40 sec.
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200
10 min. 12 sec.
250
12 min. 44 sec.
300
15 min. 18 sec.
350
17 min. 52 sec.
375
19 min. 10 sec.
400
20 min. 24 sec.
450
23 min. 08 sec.
500
25 min. 30 sec.
525
27 min. 00 sec
.2
Manholes
Upon the completion of the manhole installations, watertight plugs or seals shall
be inserted on inlets and outlets of each new sanitary sewer manhole. The
manhole filled to the underside of the top concrete slab with water. The water
level shall be recorded at the beginning and end of the 2 hour test period and the
leakage shall not exceed 0.3% of the manhole volume per hour. If the
permissible leakage is exceeded, defects shall be corrected and the test repeated
until the installation is acceptable. Plugs and water shall be removed after the
test.
E.6.3
Compaction Testing
The City shall be provided with copies of all compaction test results pertaining to
bedding, backfill and trench.
Compaction tests shall be taken at a frequency of one test per lift for every 75 m of
trench length and one test per lift for any trench less than 75 m. For trenches in
roadways see Section B.6.1 (b) for testing frequency.
E.6.4
Video Inspection Tests
Before paving of asphalt surfaces, all sewer mains shall require a closed circuit televised
inspection to check jointing, possibility of debris in the pipe, leakage, alignment and
grade of the sewer pipe. Any deficiencies discovered shall be rectified. The City of
Kimberley may supply the video service to the Applicant. Costs for video inspection by
the City of Kimberley will be borne by the applicant. Additional inspection (such as
may be required if mains have not been properly cleaned or flushed) shall be paid by the
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applicant as additional charges. If the City does provide the video service, the timing of
the work shall be at the City's convenience and the City shall not be held responsible for
any costs incurred by the Applicant for provision of late or delayed video inspection.
Any deficiencies discovered during this inspection shall be rectified at no cost to the
City.
The Applicant is advised that should problems develop with the mains during the
maintenance period, the City reserves the right to request the Applicant to conduct
another video inspection for the Final Acceptance Certificate. This inspection and
remedy of problems discovered would be at the Applicant's cost.
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 City Engineer.
A television work report, in log form, shall be maintained during the inspection. This
log shall show the exact location of each leak or fault discovered by the television - e.g.
open joints, broken, cracked or collapsed pipe, presence of grease, roots, debris,
accumulation, obstructions, infiltration, water depth variations, and other points of
significance. The reference location shall include the distance away from the reference
manhole and also the position of the leak or fault as referenced to the crown of the pipe
using clock face notation.
Measurement of defects shall be made by devises having a proven accuracy of plus or
minus one percent. Cable markings if used, shall not be spaced at a distance of more
than 600 mm along the length of the cable. Any type of measurement system used shall
be subject to inspection by the City Engineer.
The report shall include the location of all service connections together with a statement
of opinion as to whether or not the service connections are leaking. Protrusions of the
service connections into the mainline shall be noted with reference to the degree of
protrusion.
A copy of a final report with one copy of video tapes shall be furnished to the City
Engineer within two weeks after the completion of the inspection.
Video tapes shall be of a format acceptable to the City Engineer. All video tapes shall
be numbered and cross indexed to the written report. Video tape footage to fault
locations shall also be cross indexed to the written report, as well as referenced to the
description of the fault included on the video tape. Tapes shall be in the VHS format.
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If, during the inspection procedures the television camera will not pass through the entire
manhole section, the Applicant shall re-set his equipment in a manner so that the
inspection can be performed from the opposite manhole.
Prior to inspection, all lines shall be cleaned thoroughly to remove dirt, grease, sand and
other foreign and objectionable debris from inside the pipe and manholes.
E.7
STANDARD DRAWINGS
E.7.1
The following City of Kimberley Standard Drawings shall form part of this
Schedule:
Drawing No.
Drawing Description
D-7
Standard Watermain and Sewermain Anchors
D-8
Standard Classes of Pipe Bedding and Surround within Pipe Zone
D-9
Typical Trench Section for Underground Utility Installation
D-10
Typical Water, Sanitary and Storm Service in Common Trench
D-11
Concrete Encasement Detail
D-12
Encasement & Carrier Pipe Detail
D-14
Trench Dam Detail (Cement/Sand Bag Style)
D-15
Trench Dam Detail (Concrete Style)
E-1
Typical Sewer Service Connection
E-2
Typical Manhole and Base Details for Sewer up to 400 mm Dia.
E-3
Manhole Drop Structures (400 mm Dia. Max.)
E-4
Invert Channelling
E-5
Manhole and Base Details for Sewers 450 mm to 900 mm Dia.
E-6
Manhole Details for Sewers 1050 Dia. and Over
E-7
Sewer Cleanout for 150 mm & 200 mm Sanitary Sewer Terminals
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SCHEDULE F
REGULATIONS, STANDARDS AND SPECIFICATIONS FOR THE DESIGN AND
INSTALLATION OF DRAINAGE SYSTEMS
This is Schedule F of the City of Kimberley Subdivision and Development
Servicing Bylaw No. 2020
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Clerk
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CITY OF KIMBERLEY SUBDIVISION AND
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SCHEDULE F
REGULATIONS, STANDARDS AND SPECIFICATIONS FOR THE DESIGN AND
INSTALLATION OF DRAINAGE SYSTEMS
F.1
GENERAL
F.1.1
Drainage Plan
For each new subdivision, a drainage plan shall be submitted to and approved by the City
Engineer prior to the construction of any works. The drainage plan shall be presented on a
contour map at a scale of not less than 1:2500 with contour intervals of not more than 0.5
meters. The drainage plan will show how storm drainage will be handled within the
subdivision, including:
.1
proposed method of handling surface drainage, including discharge points to natural
drainage courses;
.2
provisions of drainage right-of-way where required;
.3
measures to prevent ponding of water on highways and parcels within the
subdivision;
.4
measures to prevent erosion and other forms of property damage;
.5
major and minor system routing;
.6
final site grades, fill areas including the depth of fill;
.7
all easements, discharge points and other such details as may be required by the City
Engineer.
.8
alignment, type and size of all pipes, including proposed grades, bedding
requirements, manhole, catch basin and drywell locations.
.9
detailed drainage calculations shall be provided at the time of the drawing
submission.
F.1.2
Standards and Specifications of this Schedule to Apply to Sewer Works
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Standards and specifications contained in this Schedule shall apply to all storm sewer
installations constructed for or in the City of Kimberley. All standards not specifically
covered in these standards shall be as directed by the City Engineer.
F.1.3
Approval of Engineering Drawings Required Prior to Construction
Engineering drawings showing detailed design of the necessary works shall be submitted
to the City Engineer for approval. No construction of storm sewers shall commence until
the drawings have been approved by the City Engineer. These drawings shall show
alignment and size of pipes, proposed grades, distances between manholes, manhole
invert elevations, existing ground line and proposed final ground line over pipe, location
of all service connections to the property line, all easements, pipe bedding requirements,
storm calculations and all other details which may be required by the City Engineer.
F.2
DESIGN CRITERIA
F.2.1
General
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The drainage system in the City shall consist of two components, the "minor" and the "major" systems and the system design
must take these components into account.
The "minor system" consists of those works necessary to handle a 5 year return flow for low density residential areas and a 10
year return flow for industrial, commercial, institutional and high density residential areas.
The "major system" consists of those surface flood paths, roadways, drainage courses and water courses to convey the 100 year
return flows.
The presence of an existing City drainage facility does not imply that it has adequate capacity to receive the design flow, nor
does it indicate that the drainage pattern of this facility is necessarily acceptable to the City. Existing undersized drainage
facilities shall be upgraded to accommodate the appropriate flow as described in the following sections. The upgrading work
may be deferred only when approved by the City Engineer.
Where drywells are used to discharge surface water to ground, the City Engineer may require the Applicant to provide a report
prepared by the Developer's Engineer attesting to the ability of the in situ soils to receive these waters.
All subdivisions shall be adequately drained throughout the year. Where the whole or part of any proposed subdivision is wet
or subject to intermittent or periodic flooding, approval of the subdivision will be withheld until the City Engineer is satisfied
that appropriate steps have been taken to drain the land or otherwise remedy such wet or flooding conditions.
F.2.2
Standards That Apply To All Drainage Works
All new subdivisions and developments shall be provided with drainage works and services that comply with the following
standards:
.1
The site shall be graded to ensure positive drainage of water not absorbed by the ground. The site shall drain to the point
of water discharge.
.2
The recommended minimum and maximum gradients to ensure positive drainage are set out in Table F-1. If the drainage
design is certified by a professional engineer, gradients that do not conform to the recommendations in Table F-1 may be
accepted.
TABLE F-1
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Driveways
Maximum Gradient
1:10
10%
Minimum Gradient
1:100
1%
Parking
Maximum Gradient
1:17
6%
Minimum Gradient
1:66
1.5%
Walkways
Maximum Gradient
1:10
10%
Minimum Gradient
1:50
2%
Paved Utility Areas
Maximum Gradient
1:17
6%
Minimum Gradient
1:50
2%
Grass Areas
Maximum Gradient
1:3
33%
Minimum Gradient
1:100
1%
.3
The site shall be graded and planted in a manner that will prevent erosion of the ground.
.4
Site runoff shall not flow onto adjacent properties.
.5
For sites where any foreign material other than natural storm drainage might enter the drainage system, facilities to
remove the foreign material shall be designed and sealed by a Professional Engineer and submitted for approval to the
Ministry of Environment.
.6
Where disposal is to a natural drainage course, the drainage system shall be designed and sealed by a Professional
Engineer and submitted for approval to the Ministry of Environment.
.7
Disposal of drainage water shall be achieved by one of the following methods:
a)
connection to the municipal storm sewer system where the system exists in a roadway adjacent to the parcel, or
where the municipality requires the storm sewer system to be extended to the parcel;
b)
discharge to a surface drainage course (ditches) where a storm sewer system is not available and a surface drainage
course runs adjacent to the site;
c)
discharge to a dry well where a storm sewer system or ditching is not available and soil conditions and water table
level facilitate effective operation of a dry well. Where dry wells are required they must conform to the standards
set out in this Bylaw;
d)
discharge to a natural drainage course, where they run adjacent to or through a site and other disposal methods are
not available.
.8
The Applicant shall note that meeting standards set out in this bylaw does not preclude the necessity to apply for permits
from other agencies.
.9
All drainage disposal systems are to conform to the latest requirements of the Ministry of Environment.
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F.2.3
Natural Drainage Courses
Where a parcel to be subdivided is traversed by a natural drainage course, there shall be provided either:
.1
a drainage right-of-way conforming to the general alignment of the existing or proposed drainage course of such width as
may be designated by the City Engineer.
.2
provision made for an alternate drainage system to the satisfaction of the City Engineer.
No natural drainage course shall be altered or diverted unless in accordance with a drainage plan approved by the City
Engineer.
Where approval of the Ministry of Environment is required for such an alteration or diversion, the City Engineer must be in
possession of the Ministry approval prior to the applicant undertaking any work.
F.2.4
Design Flow
The design flow at any point in a storm water collection system shall be calculated by the Rational Formula:
Q = 2.78 x C x I x A
in which,
Q = Design Flow (Litres/second)
C = Run-off Coefficient
I = Rainfall Intensity (Millimetres/hour)
A = Area drained (Hectares)
Industrial, commercial, institutional and high density residential drainage systems shall be designed for a Return Period of 5
years. Low density residential systems shall be designed for a Return Period of 10 years. The rainfall intensity shall be derived
from the intensity curves included in Schedule O. The curves are considered to provide a reasonable approximation of rainfall
conditions in Kimberley until such time as more specific curves can be developed.
F.2.5
Time of Concentration
The time of concentration shall be the estimated time required for rain falling on the farthest point in the drainage area to reach
a point in the sewer system under design. The inlet time for rain to reach catch basins shall be assumed to be 10 minutes in
residential and commercial areas.
F.2.6
Run-Off Coefficient
Run-off coefficients for storm sewer design shall be calculated for each site but shall not be less than the values given in the
following tabulation:
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Description of Area
Run-Off Coefficient
Commercial-Downtown
0.80
Residential-single family
0.40
Residential-multi-family
0.60
Apartment Areas
0.70
Parks and Playgrounds
0.25
Unimproved Areas including hillsides
0.15
The derivation of run-off coefficients to be used for storm sewer design shall include consideration of relative areas of roofs
and pavement.
Ground slope and soil permeability shall also be considered, however, the run-off coefficients shall in no case be less than the
values outlined in these standards.
F.2.7
Overland Flow
In no case shall the overland flow distance for storm water within the storm sewer design area exceed 150 meters. Storm water
contributions from natural drainage features including hillsides shall be collected by inlet structures at the point where the
natural drainage features enters the subdivision. The ditching of drainage from hillside drainage features through residential or
other proposed parcels to storm facilities on roadways will not be permitted.
Where an open drainage system is required to cross a road, street or driveway, the ditch shall be enclosed by means of a culvert,
the size, line and grade of which shall be determined by the Developer's Engineer and approved by the City Engineer. In
residential areas, the City Engineer may approve swale drainage
F.2.8
Outfalls
Outfalls shall be located and constructed such that the outfall storm water will not cause or present the potential of, erosion of
Crown, private or municipal property.
F.2.9
Minimum Pipe Diameters for Storm Sewers
Minimum pipe diameters shall be:
Mains
300 mm
Catch basin leads
200 mm
Pipe shall be designed, using the Manning Formula with roughness coefficient n = .013, to flow full (or less than full) at the
design flow with a velocity of not less than 0.75 meters per second.
F.2.10 Depth of Bury
The minimum depth of bury from finished ground elevation to the top of pipe for mains shall be 1.2 meters. Minimum cover
for catch basin leads shall be determined by the sump requirements and pipe diameter but under no circumstances shall be less
than 0.9 meters.
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F.2.11 Location of Sewer Mains
Storm sewer mains shall, wherever possible be located in the road right-of-way as shown on Standard Drawings of road cross-
sections.
F.2.12 Rights-of-Way
Where the location of the sewer main within the road right-of-way is not practical due to topography or other factors, the sewer
main shall be located in a utility right-of-way registered in favour of the City of Kimberley and having a width of not less than
6.0 metres. The City Engineer may require a utility right-of-way wider than 6.0 metres in the case where services in addition to
storm sewer will be placed in the same right-of-way or where the depth of the sewer main requires a wider easement. There
shall be a minimum clear lateral distance between the outside walls of sanitary sewers and storm sewers of 1.0 m
F.2.13 Alignment of Sewer Mains
Sewer mains shall generally be designed to follow a straight alignment between manholes. Curved alignments within
rights-of-way may be approved by the City Engineer, provided that the pipe is set at a grade greater than the specified minimum
and the pipe alignment is at a parallel offset with an established boundary. In these cases, the radius of curvature shall be not
less than 30 metres, or twice the minimum radius recommended by the pipe manufacturer, whichever is the greater.
F.2.14 Minimum Velocity and Grade
Minimum velocity for pipes flowing full or half full shall be 0.75 m/s. Some corresponding minimum grades are as follows
assuming a Manning's pipe roughness coefficient, n = 0.013. Steeper grades are desirable.
100 mm
2.00%
375 mm
0.23%
150 mm
1.00%
400 mm
0.21%
200 mm
0.60%
450 mm
0.18%
250 mm
0.40%
525 mm
0.15%
300 mm
0.32%
600 mm
0.13%
350 mm
0.28%
F.2.15 Drainage Drywells
Where drainage drywells are used as a means for disposal, drainage drywell wall surface areas shall be sized using Darcy's
empirical law:
Q = A K i
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100
where
Q = rate of flow (m3/s)
A = cross-sectional area of soil through which flow takes place (m2)
(consider wall area only in calculations)
K = coefficient of permeability (cm/s)
i = gradient or headloss over a given flow distance
Coefficients of Permeability (K)
Typical Soil
Value of K cm/sec *
Relative Permeability
Coarse gravel
over 1 x 10-1
very permeable
Sand, fine sand
1 x 10-1 to 1 x 10-3
Medium permeability
Silty sand, dirty sand
1 x 10-3 to 1 x 10-5
Low permeability
Silt
1 x 10-5 to 1 x 10-7
very low permeability
Clay
Less than 1 x 10-7
practically impervious
Upon determination of permeability factor, a safety factor of 2 shall be applied.
Hydraulic Gradient (i)
i = h
l
where:
h = average available head (m)
l = flow distance (m)
Drainage drywells are intended for drainage of private lands and are not to be located in Road Right-of Ways.
Drainage drywells shall be constructed of precast 1200 mm diameter concrete sections with 75 mm x 150 mm holes spaced 150
mm c/c vertically and 200 mm c/c horizontally n accordance with standard drawings No. F-1. One length of solid walled pipe
shall form a sump for deposition of silts.
The depth of the drywell will vary in accordance with the requirements derived from Darcy's law.
F.2.16 Culverts
Where an open ditch system is required to cross a road, street or driveway, the ditch shall be enclosed by means of a CMP
culvert. All culverts shall be of sufficient size to properly drain all of the area naturally draining into the channel or ditch
feeding into the culvert. Allowance shall be made for increasing runoff due to paving and other land development anticipated.
The minimum diameter for culverts shall be 450 mm (18").
F.2.17 Manhole Spacing
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The maximum distance between storm sewer manholes shall be 120 m
Manholes shall also be provided at the following locations:
.1
at all changes in grade and/or alignment (for non curvilinear sewers);
.2
at all changes in pipe size;
.3
at all pipe junctions;
.4
at the beginning and end of pipe curvature for curvilinear sewers.
F.2.18 Catch Basin Spacing
Catch basin spacing, in general, shall range from 90 to 150 m with closer spacing on flat grades in the drainage path and at all
intersections.
Catch basins shall be located at all low points, or spaced at intervals such that not more than 10% of the gutter flow reaching
each inlet will pass on to the next inlet downstream, provided this carry-over is not objectionable to pedestrian or vehicle traffic
and the inlet is not in a sump.
Catch basins shall be located at intervals such that surface drainage does not exceed gutter or flow channel capacities, to
eliminate overflow to driveways, boulevard, margins, sidewalks, or private property.
Catch basins at intersections shall be located in such a manner to minimize interference with crosswalks.
F.2.19 Catch Basin Leads
Catch basin leads shall discharge into a manhole and not directly into the sewer pipe wherever possible.
Catch basin leads shall have a minimum cover of 0.9 m.
F.2.20 Major Flow Routing
At present, the City of Kimberley does not have a Stormwater Management Plan in place. The Applicant's Engineer shall
review proposed major flow routes with the City Engineer and obtain the City's approval of these flow routes prior to finalizing
the Drainage Plan required under this Schedule.
F.2.21 Head Walls and Aprons
Head walls and aprons to storm sewer and culvert inlets and outlets shall be constructed as per Standard Drawing F-7, unless
variations are designed by the developer's engineer and approved by the City Engineer.
F.3
MATERIALS
F.3.1
Pipe and Fittings
.1
Pipe for gravity storm sewer mains and for catch basins leads may be one of the following:
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a)
reinforced concrete pipe conforming to ASTM C76. Pipe strength (Class III min.) shall be specified for the trench
conditions under which the pipe will be installed and operated. Joints shall conform to ASTM C443 and shall
contain rubber O-ring gaskets conforming to ASTM C361;
b)
polyvinylchloride pipe up to 600 mm in diameter conforming to ASTM D3034 and CSA B182.2 (latest edition),
stiffness (F/Y) of 320 kPa at 5% deflection conforming to ASTM D2412, complete with approved rubber gasket
joints. Maximum pipe length shall be 4 metres and sizes 200 mm diameter and larger shall have a minimum SDR of
35;
c)
Galvanized corrugated steel pipe (culverts only) designed to carry H-20 loading in accordance to AASHO.
Other types of pipe shall be used only with the written consent of the City Engineer.
F.3.2
Pipe and Fitting Joints
Sewer pipe and fittings shall be jointed with a rubber gasket or other preformed, factory-manufactured gasket or approved
material. Sewer fittings shall correspond with the respective main and service pipes and shall conform with consistent
specifications for main pipe.
F.3.3
Manholes
Precast concrete manhole sections shall conform to ASTM C478 and shall be minimum 1050 mm diameter with 115 mm wall
thickness for mains less than 450 mm diameter; and minimum 1200 diameter with 125 mm wall thickness for mains 450 mm
diameter and larger. Concrete for cast-in-place manholes shall have a minimum compressive strength of 20 Mpa at 28 days.
Concrete for cast-in-place manhole bases and benching shall have a minimum compressive strength of 20 Mpa at 28 days.
Precast and prebenched manhole bases of a design and construction quality acceptable to the City Engineer are preferred over
cast in place bases and benching.
Cover slabs may be precast or cast-in-place concrete reinforced to withstand H-20 loading conditions.
Manhole rungs shall be 20 mm diameter steel, hot dipped galvanized after bending, or an approved aluminum alternate, at 300
mm o.c. cast in the wall of the manhole section, or set in 30 mm holes filled with epoxy cement. Rungs shall protrude 125 to
150 mm from the manhole wall. The top step shall be located no more than 600 mm below the manhole rim elevation. If
precast manhole barrels are used having inset wire lifting lugs, the lugs shall be galvanized.
F.3.4
Manholes Frames and Covers
Covers shall be Trojan Country style #TF 39-C, or approved equivalent. Frames shall be Trojan Country Style #TF 39-F, or
approved equivalent as shown in Standard Drawing F-2.
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F.3.5
Pipe Class and Bedding Class
Despite other provisions of this Bylaw, the quality of pipe and bedding shall be so selected such that the installation will
adequately support the loads to be placed on it during construction and in operation. For concrete pipe, the calculations shall
follow the method shown in Water Pollution Control Federation Manual of Practice No. 9, latest edition. A safety factor of
1.5 shall be used for concrete pipe and the bedding classifications shall be as identified in Standard Drawing No. D-8.
For PVC pipe, the calculations shall follow the methods outlined in the Uni-Bell Plastic Pipe Association publication
"Handbook of PVC Pipe - Design and Construction", latest edition.
For corrugated steel pipe, class and bedding specifications shall follow the methods outlined in the American Iron and Steel
Institute publication, "Handbook of Steel Design Drainage and Highway Construction Products", latest edition.
Pipe class and bedding class must be identified on all engineering drawings. Pipe shall have at least Class B bedding, unless
the City Engineer specifically approves Class C bedding, as defined by Standard Drawing No. D-8.
F.3.6
Backfill Material Above Pipe Zone
Backfill material above the pipe zone shall as shown on Standard Drawing No. D-9.
F.3.7
Catch Basins
Catch basins shall be 900 mm diameter precast concrete as shown on Standard Drawing No. F-2, F-3, and F-4A. Frames and
grates shall be Trojan TF-33, TF-36, or TF-39 or approved as shown in Standard Drawings F-2, F-3A, F-4A. .
F.4
WORKMANSHIP
F.4.1
Trench Excavation
Trenches shall be excavated to suit the cross-section shown on the Standard Drawing No. D-9. Open trenches through
existing paved surfaces will be allowed only with the prior express consent of the City Engineer. When trenches through
existing pavement are allowed, the pavement shall first be saw-cut by mechanical means in straight continuous lines parallel
to the trench centreline.
If trenches are excavated wider than the specified widths, a higher class of pipe or special bedding may be required.
Rock excavation in trenches shall provide a minimum clearance of 150 mm below the pipe for pipes 600 mm in diameter or
less, and 250 mm for pipes larger than 600 mm in diameter.
The top of the trench at ground level shall be kept to the minimum width consistent with the depth, natural angle of repose of
the material and the regulations of the Workers' Compensation Board.
Excavation for manholes, fittings and other appurtenances, shall be to the lines which will permit the assembly of these
sections. Concrete for bases may be cast against the walls of the excavation, if the soil conditions are suitable and the City
Engineer so approves.
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Where an existing structure or underground installation may be affected by the works, it is the responsibility of the Applicant
to inform the owner of such facility sufficiently in advance that the owner may make an inspection and specify the protective
measures to be undertaken.
Where an unforeseen or other obstruction is encountered which interferes with the designed alignment or grade, the
construction shall cease until such time as revised proposals are approved by the City Engineer.
The attention of the Applicant is directed to the provisions of the Workers' Compensation Board safety regulations. All
municipal employees have been instructed not to enter excavations which are not properly braced or which otherwise do not
conform with the requirement of the Board. It follows, therefore, that approvals cannot be given to installations not inspected
because of unsafe working conditions.
Any over-excavation of the trench subgrade beyond the specified depth shall be backfilled with select material and compacted
to 95% Standard Proctor density.
In rock excavation the depth of compacted bedding material below the pipe shall be a minimum of 150 mm for pipe of 600
mm diameter or less and 250 mm for pipe in excess of 600 mm diameter. This depth shall exist for the full wall-to-wall width
of the trench.
Where the bottom of any excavation is soft and is, in the Developer's Engineer's opinion, unfit to support the pipes or
structures, a further depth shall be excavated and refilled to the correct shape, grade and elevation as directed by the
Developer's Engineer.
When the bottom of a trench is found to consist of unstable material which, in the opinion of the Developer's Engineer, cannot
be removed and replaced with bedding material, a pile foundation or other structural support in accordance with plans
prepared by the Developer's Engineer shall be constructed.
In areas of clay or other impermeable soils, where overexcavation of the trench subgrade is required, the overexcavation shall
continue to a point where ponding of water in the trench bottom will be avoided.
Open cut trenches shall be sheeted and braced as required by the Workers' Compensation Act. A minimum distance or 150
mm from the closest point of the pipe to the sheeting shall be maintained.
When possible, vertical trench timber or sheeting shall be placed so that it does not extend below the level of the bottom of the
excavation. Sheeting driven below the pipe grade shall not be removed unless the sheeting can be removed without causing
settlement or lateral displacement of the pipe. Sheeting thus left in shall be cut off 100 mm above the top of the pipe.
Unless otherwise indicated in the drawings or specifications, or unless approval to leave it in place is received from the City
Engineer, trench sheeting and bracing shall be removed when backfilling has been completed or has reached a level which
will permit its safe removal without causing injury to persons or damage to the works. When sheeting and bracing is left in
place, it shall be cut such that no sheeting remains closer than one metre to the established sub-base road grade or the existing
ground surface, whichever is the lower.
Particular caution will be taken to ensure that pipe bedding is not disturbed such that settlement of the pipe results.
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Timber supports or sheeting shall be left in place when its removal would endanger adjacent structures or result in a shifting
of pipe bedding material and a displacement of the pipe. The City Engineer may require the pipe to be bedded in concrete
(Class A Bedding) when, in his opinion, the removal of sheeting would disturb the pipe bedding. Discharge from trench
pumps, well points, or other dewatering aids, shall be located and controlled in such a manner as to not cause loss or damage
to public or private property, nuisance on roads or walks, or injury to the public.
F.4.2
Tie-Ins to Existing Storm Sewer
The Applicant shall pay for the supply of all materials required and shall pay the full cost of making the tie-in. This portion
of the work, including details of materials required, shall be clearly indicated on the engineering drawings. Application for
tie-in shall be made one week in advance of the proposed work.
F.4.3
Pipe Installation
Prior to installing pipe all standing water shall be drained or pumped from the trench.
Pipe shall be carefully lowered into the trench in a manner that will prevent damage to the pipe. Pipe shall be jointed in strict
accordance with the manufacturer's recommended practice. When pipes are not being installed, the open end of the newly laid
pipeline shall be protected to prevent the entry of any foreign material.
The grade of every pipe length shall be checked before the pipe is backfilled. Any part of the trench excavated below grade
shall be regraded with approved material thoroughly compacted.
All pipe must be laid to the design lines and grades within the following tolerances:
.1
Horizontal deviation from the approved alignment shall not exceed 60 mm and the rate of deviation shall not exceed
40 mm in 10 metres.
.2
Vertical deviation from true grade varies with the grade and shall not exceed the limits shown in the following table:
Grade
Max. Departure from
Design Elevation
Max. Rate of Deviation
Over 5%
30 mm
20 mm in 10 metres
2% to 5%
15 mm
10 mm in 10 metres
Less than 2%
6 mm
10 mm in 10 metres
F.4.4
Backfill in Pipe Zone
The pipe zone is considered as being the depth of trench between the trench bottom and a level 300 mm above the top of the
pipe.
The pipe zone backfill shall be hand placed and thoroughly compacted to a density of 95% Standard Proctor Density in layers
not exceeding 150 mm using hand tampers.
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F.4.5
Backfill Above Pipe Zone
.1
In Travelled Areas
In road areas trench backfill material shall be placed in layers not exceeding 300 mm in thickness and compacted by
mechanical means to a minimum of 95% Standard Proctor density, as shown on Standard Drawing D-9.
The water content of the material shall be controlled to achieve the required density. When the natural water content
of the material is less than the required value, water shall be added during the placing of the fill materials. When the
water content of the material is greater than the required value, all compaction and placement operations shall cease
and the material aerated until the required water content is obtained.
.2
In Non-Travelled Areas
In easements and other non-roads areas, native trench material may be used for trench backfill above the pipe zone.
Backfill shall be placed and compacted to 90% Standard Proctor Density except where structures or walkways are
located over the pipe, compact to 95% Standard Proctor Density, as shown on Standard Drawing D-9.
F.4.6
Manholes
Manholes shall be constructed as shown on Standard Drawings No. E-2, E-3, E-5, E-6, and F-6.
All water shall be removed from the excavation prior to placing concrete, precast base or approved prebenched monolithic
base. Concrete shall be placed only on a firm base. If the bottom of the excavation is unsuitable for support, it shall be
excavated to a firm base and backfilled to the required grade with pipe bedding material.
Manhole channelling shall be constructed as shown on Standard Drawing E-4. The channel shall be constructed to form a
smooth transition through the manhole. Channelling is to be formed using half pipe or fittings whenever possible. Where it is
impossible to use half sections of pipe or fittings, the channel will be formed in the manhole base in a manner approved by the
City Engineer. Prebenched monolithic bases are the preferred method of construction.
Precast sections shall be placed plumb with all joints sealed to exclude the entrance of groundwater.
Drop structures shall be constructed as shown on Standard Drawing E-3.
F.4.7
Stubs
Blind stub sections for connection of future City sewers to the manholes shall be installed as directed by the City Engineer.
The stub shall be plugged at the end with a watertight removable plug.
F.4.8
Pipe Casings
The sewer pipe shall be blocked at each joint to ensure line and grade is maintained and the casing is to be sealed at both ends
with joint filler with proper care taken to ensure that the pipe remains on line and grade and does not float. The annular space
between the sewer pipe and the casing pipe shall be filled with sand or otherwise secured from floating and movement.
A length of 6 mm polypropylene rope shall be laid alongside the carrier pipe inside the casing to assist future retrieval.
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F.4.9
Pavement Restoration
If the edges of the cut pavement have become ragged as a result of the construction operation, pavement shall be recut to form
a straight line prior to placing new pavement. The edges of the existing pavement shall be thoroughly cleaned and coated
with an approved bituminous bonding agent prior to placing the hot asphalt mix. The finished grade of the asphalt surface
shall conform with that of the existing surface such that no rises, depressions or ridges result from the repaving process.
F.4.10
Cleaning and Flushing
Prior to testing, the storm sewer pipe shall be cleaned by flushing, or the use of mechanical equipment as necessary to remove
all foreign material from the pipe. After paving and landscaping and before subdivision acceptance, the storm lines shall be
flushed to remove any deleterious material deposited by associated construction works.
F.5.0
TESTING
F.5.1
Lamping
Sewer mains shall be lamped from manhole to manhole to check alignment and grade of the sewer pipe. Variations in line or
grade from that shown on the approved engineering drawings and any jointing, pipe cleaning, or other deficiencies discovered
shall be rectified. Manholes shall be inspected and any defects or deficiencies found shall be rectified.
F.5.2
Compaction Testing
The City shall be provided with copies of all compaction test results pertaining to bedding, backfill and trench.
Compaction tests shall be taken at a frequency of one test per lift for every 75 m of trench length and one test per lift for any
trench less than 75 m. For trenches in roadways see Section B.6.1 (b) for testing frequency.
F.6
STANDARD DRAWINGS
F.6.1
The following City of Kimberley Standard Drawings shall form part of this Schedule:
Drawing No.
Drawing Description
D-7
Standard Watermain and Sewermain Anchors
D-8
Standard Classes of Pipe Bedding and Surround within Pipe Zone
D-9
Typical Trench Section for Underground Utility Installation
D-10
Typical Water, Sanitary and Storm Service in Common Trench
D-11
Concrete Encasement Detail
Drawing No.
Drawing Description
D-12
Encasement & Carrier Pipe Detail
D-14
Trench Dam Detail (Cement Sand Bag Style)
D-15
Trench Dam Detail (Concrete Style)
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CITY OF KIMBERLEY SUBDIVISION AND
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E-1
Typical Sewer Service Connection
E-2
Typical Manhole and Base Details for Sewer up to 400 mm Dia.
E-3
Manhole Drop Structures (400 mm Dia. Max.)
E-4
Invert Channelling
E-5
Manhole and Base Details for Sewers 450 mm to 900 mm Dia.
E-6
Manhole Details for Sewers 1050 Dia. and Over
F-1
Drainage Drywell
F-2
Standard Catch Basin Detail
F-3A
Mountable, Curb & Gutter at Catch Basin
F-3B
Mountable, Curb Catch Basin Frame Detail
F-3C
Mountable, Curb catch Basin Grate Detail
F-4A
Non-Mountable, Curb & Gutter at Catch Basin
F-4B
Non-Mountable, Curb Catch Basin Grate Detail
F-4C
Non-Mountable, Curb Catch Basin Frame Detail
F-5
Typical Perforated Drain Installation for Lowering Groundwater Table
F-6
Landing for Deep Manhole
F-7
Concrete Outlet and Inlet Structure
F-8
Catch Basin Placed in an Open Ditch
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SCHEDULE G
REGULATIONS, STANDARDS AND SPECIFICATIONS
FOR THE INSTALLATION OF STREET LIGHTING
This is Schedule G of the City of Kimberley Subdivision and Development Servicing Bylaw No. 2020
Clerk
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CITY OF KIMBERLEY SUBDIVISION AND
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SCHEDULE G
REGULATIONS, STANDARDS AND SPECIFICATIONS
FOR THE INSTALLATION OF STREET LIGHTING
G.1
GENERAL
G.1.1 Street Lighting To Be Provided By Applicant
Where the provisions of Schedule A require the provision of street lighting, the Applicant shall provide street lighting including
all service wiring, bases, poles, luminaires, lamps, photo cells, control equipment and all related appurtenances consistent with
the regulations, standards and specifications set out in this Schedule and the requirements of the Provincial Inspector of
Electrical Energy.
G.1.2 Approval of Engineering Drawings Required Prior To Construction
Engineering drawings showing detailed design of the necessary works shall be approved by the City Engineer before
commencement of construction.
The street lighting system shall be designed in accordance with the Canadian Standard Practice for Street and Highway
Lighting.
G.1.3 Permit Fees To Be Paid By Applicant
The Applicant shall be responsible for obtaining all required electrical permits, arranging for all electrical inspections covering
his work and paying all fees for such permits and inspections.
G.2
DESIGN CRITERIA
G.2.1 Recommended Average Horizontal Illumination*
AREA CLASSIFICATION
Highway
Classification
Commercial Areas
Average Illumination Level
(Lux)
Residential and Industrial
Areas
Average Illumination Level
(Lux)
Arterial
17
12
Collector
13
10
Local
10
6
Lanes
6
4
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Pedestrian Walkways
and Sidewalks
10
6
*
The levels recommended represent average illumination on the roadway when the light source is at its lowest output
and when the luminaire is in its dirtiest condition.
Recommended Uniformity Ratio
The maximum average to minimum uniformity ratio of horizontal illumination for roadways shall be as follows:
3:1 for all arterial highways and other highways in commercial areas;
6:1 for non-arterial highways in residential and industrial areas
G.2.2 Pole Locations
In general, poles shall be installed as follows:
.1
Arterial Highways - opposite or staggered spacing;
.2
Collector Highways - staggered spacing;
.3
Local Highways - spaced one side of streets behind the sidewalk.
Poles shall be located within 0.6 metres of the property corners and shall not conflict with driveways, underground services and
fire hydrants. Street lighting shall be located on the same side of the street as the sidewalk where sidewalk exists on one side
only.
G.2.3 Rules and Regulations
Equipment, installation, wiring methods, and materials used shall be in accordance with the latest edition, including
amendments, of the Rules and Regulations for the installation and maintenance of electrical equipment as issued by the
Ministry of Municipal Affairs Recreation and Culture, Province of British Columbia and all bulletins issued thereto. Work
shall also be in accordance with all applicable Municipal codes and regulations, Provincial Statutes in effect at the site, the Fire
Marshall Act, the Workmen's Compensation Acts, and the Canadian Electrical Code hereinafter called the Rules and
Regulations.
The Applicant shall obtain, and pay for all permits, and arrange for all electrical inspections covering his work, and pay all
other fees and charges, and make all deposits that are in any way connected with the installation of the systems specified as
shown on the Drawings. He shall give all necessary notices to authorities having jurisdiction, and shall be responsible for
keeping all applicable public ordinances.
Scheduling the work of B.C. Hydro and Power Authority shall be the Applicant's responsibility. Systems shall be compatible
with power services available. Where costs are incurred with B.C. Hydro and Power Authority in installing the light system,
these shall be considered as part of the cost of the system.
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Before acceptance of any work by the City Engineer, he shall have received a Certificate of Inspection by the governing
electrical authorities showing that the installation is unconditionally approved. The jobsite copy of the Electrical Inspection
Bulletin 2.10.0 to be provided or otherwise approved as per Rule 2.04 of the Canadian Electrical Code.
G.2.4 Connection to Utility
An allowance for a minimum of 8 street lights per electrical connection shall be made and future extension of the street lighting
system should accommodate this requirement.
B.C. Hydro will provide the design for connection of the street lights to their system.
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G.3
MATERIALS
G.3.1 General
Electrical materials used in the street lighting system shall be new and shall be approved by and bear the label of the Canadian
Standards Association.
G.3.2 Residential Street Light Standards and Luminaries
Type C and D residential street lights as shown on standard drawing G-2 shall be used in residential service level 1 areas.
Standards shall be Prodel C415 (or approved equal) for standards not requiring a service base or Prodel C412 (or approved
equal) for standards requiring a service base. Standards shall be factory galvanized and painted black. Luminaries shall be 100
watt, 120/240 volt H.P.S. Hadco V3661-F-3-1005 glass reflector (or approved equal).The developer's engineer is to confirm
that minimum illumination requirements as set out in the table in section G.2.1. are met in all cases. Adjustments in standard
heights will be considered to improve illumination.
G.3.3 Street Lights for all Other Highways in Service Level 1
Type A and B street lights standards shall be in service level 1 areas and shall be Lincoln Steel or Barber octagonal section, 11
gauge mild steel standards 8 m high for standards not requiring a power base and 7 m high for standards with a power base as
shown on Standard Drawing G-1. The developer's engineer is to confirm that minimum illumination requirements as set out in
the table in section G.2.1. are met in all cases. Adjustments in standard heights will be considered to improve illumination.
The davit arm length shall be 2.5 meters unless otherwise approved by the City Engineer. Standards shall be factory
galvanized.
The power base shall be Barber Cat. No. 1636 complete with padlock hasp at top of door.
Luminaries shall be 150 watt 120/240 volt H.P.S. Powerlite LXBC2227S-150 c/w Sylvania LU150/55D lamp (or approved
equal), complete with photoelectric controller.
Type E and F double davit streetlight standards, as shown on Standard Drawings G-3 and G-4 shall be used on divided arterial
roads where required by the City Engineer. Luminaries shall be as specified for Types A and B. Type C and D street
lighting may be utilized on streets other than residential provided illumination requirements outlined in Table G.2.1
are met (Amnd. 2053 #3)
G.3.4 Street Lights for all Highways in Service Levels 2 and 3.
Street lights for service levels 2 and 3 shall be provided by B.C. Hydro on their power poles.
G.3.5 Conductors
Conductors to street lamp standards shall be sized as required and specified on the engineering drawings. All
underground conductors shall be type TWU-40 or RWU conforming to -40Ε rating unless specified otherwise.
Conductors in the standard shall be #12 solid RWU90XL (or approved equal).
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All insulated conductors shall be color coded. White shall be used for the neutral conductor.
G.3.6 Grounding
Each standard shall be grounded by means of a continuous #8 x-link green conductor installed in the conduit and
connected to a grounding plate or to a 19 mm diameter grounding rod 3 meters long at each service in accordance
with the Provincial Electrical Code.
G.3.7 Conduit
Conduit size shall be minimum 32 mm diameter. Rigid PVC conduit and fittings shall bear a CSA Certification label
or other proof of CSA certification. PVC conduit shall be installed in strict accordance with the manufacturer's
recommendations, using CSA certified cement. The conduit shall not be bent in the field. Only factory bends shall
be acceptable.
G.3.8 Lamp Standard Bases
Bases for all standards shall be precast or cast in place trapezoidal bases as shown on standard drawing G-5.
G.3.9 Offsets
Lamp standard bases shall be located as per the standard drawings for the road cross sections. Line assignments
for fixtures attached to wooden poles will be determined by BC Hydro. M.O.T.H. will provide the line assignment for
poles or ornamental fixtures along Highway 95A as required.
G.3.10 Frangible Bases
The City Engineer may require frangible bases be used for lamp standards installed on roads not requiring curb and
gutter. Frangible bases shall conform to Standard Drawing G-7.
G.3.11 Fusing
There shall be one circuit breaker or fused disconnect per street light, located within the pole and accessible
through a hand hole. See Standard Drawing G-8. Hand holes are to be 100mm by 180 mm with grounding stud
and hand hole cover.
G.4
WORKMANSHIP
G.4.1 Installation
Conduits shall be installed as nearly as possible at a constant depth under sidewalks wherever possible or on the
alignment shown on the approved engineering drawings. Conduits under existing paved roads, driveways or
sidewalks shall be installed by tunnelling, unless the City Engineer gives his express written consent for open trench
construction. Service line conductors and all other electrical components shall be installed in conformance with the
standard drawings in the B.C. Electrical Code. A conduit under curb or sidewalk shall be buried in a trench with the
centre line not less than 750 mm below top of curb or sidewalk. If no curb or sidewalk is installed, the conduit shall
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be buried 900 mm below finished grade of centreline of road; and all road, lane and industrial and commercial
driveway crossings, the conduit shall be buried not less than 1200 mm below top of crossing. If the top of crossing
is covered by concrete slab, the depth of trench may not be less than 750 mm below the top of crossing.
In all trenches, the conduit shall be snaked slightly to permit expansion and contraction.
All ducts shall be sand bedded as shown on standard drawing G-9.
Bases shall be constructed and installed as shown on the standard drawings. The standards shall be erected
plumb, using shims if required.
Luminaries shall be securely fastened to the lighting poles and oriented to produce the required light distribution.
G.4.2 Restoration
All roadways, lanes, driveways, boulevards, and other areas traversed by trenches shall be returned to their original
conditions or better by the Applicant.
G.5
STANDARD DRAWINGS
G.5.1 The following City of Kimberley Standard Drawings shall form part of this schedule.
Drawing No.
Drawing Description
G-1
Street Lighting - Type 'A' & Type 'B'
G-2
Street Lighting - Type 'C' & Type 'D'
G-3
Double Davit Street Light - Type 'E'
G-4
Double Davit Street Light - Type 'F'
G-5
Standard Light Pole Base
G-6
Street Light Junction Box
G-7
Frangible Base Details
G-8
Street Light Hand Hole Wiring Schematic
G-9
Street Light Underground Conduit Installation
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SCHEDULE H
REGULATIONS, STANDARDS AND SPECIFICATIONS FOR THE
INSTALLATION OF ELECTRICAL AND COMMUNICATIONS WIRING
AND GAS DISTRIBUTION SYSTEM
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CITY OF KIMBERLEY SUBDIVISION AND
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2020
This is Schedule H of
the City of Kimberley
Subdivision and Development Servicing
Bylaw
No.
Clerk
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CITY OF KIMBERLEY SUBDIVISION AND
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SCHEDULE H
REGULATION, STANDARDS AND SPECIFICATIONS FOR THE
INSTALLATION OF ELECTRICAL AND COMMUNICATIONS WIRING
AND GAS DISTRIBUTION SYSTEM
H.1
GENERAL
H.1.1 Standards and Specifications to Apply to All Electrical and Communications Works
Electrical, telephone and cablevision systems shall be provided to serve each parcel within
the development or subdivision consistent with the standards and specifications set out in
this Schedule and Schedule A. Where it is proposed to develop a gas distribution system,
the system shall be designed and constructed consistent with the provisions of this
Schedule.
H.1.2 Approval of Engineering Drawings Required Prior to Construction
The Applicant shall be responsible for meeting all the requirements of utility companies
and government agencies concerned in the installation of underground power, cable
television, telephone and gas distribution systems. The Applicant shall obtain permits
which may be required to carry out the system installation.
Engineering drawings showing detailed design of the necessary works shall be submitted
to the City Engineer for approval. No construction of the works shall commence until the
engineering drawings have been approved by the City Engineer. The engineering
drawings shall clearly indicate the locations of poles, structures, conduits, pipes and any
other facilities required.
H.1.3 Construction In Compliance With Engineering Drawings
All poles, structures and facilities shall be constructed or installed in compliance with the
engineering drawings approved by the City Engineer.
H.1.4 Construction In Accordance With B.C. Hydro, B.C. Telephone,
Cablevision Company, and B.C. Gas Requirements
Electrical, Telephone and Cablevision services shall be installed in accordance with the
requirements of the B.C. Hydro and Power Authority, the B.C. Telephone Company, the
cablevision company supplying the development or subdivision and the Inspector of
Electrical Energy of the Province of B.C. Gas distribution works shall be installed in
accordance with the requirements of B.C. Gas.
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H.1.5 Underground Electrical Systems
Underground systems shall include the supply and installation of all necessary conduits,
wiring, transformers, service runs and connections for a complete and fully operative
underground electrical system as laid out by the B.C. Hydro and Power Authority and
approved by the City Engineer and the Inspector of Electrical Energy of the Province of
B.C.
H.1.6 Underground Telephone and Cablevision
Underground systems shall include the supply and installation of all necessary conduits,
wiring, service runs and connections for a complete and fully operative underground
telephone system as laid out by the B.C. Telephone Company and the cablevision
company serving the subdivision and approved by the City Engineer.
H.1.7 Gas Distribution System
Where the proposed subdivision is to be served by a gas distribution system, the location
of such a system shall be designed by B.C. Gas and shall be approved by the City
Engineer prior to the construction and installation of such a system. All mains forming
part of a gas distribution system shall be buried at a minimum depth of 600 mm (Amd.1 -
2028). The system or extension shall be installed following installation of sewer and
watermains. Rehabilitation of boulevards shall be the responsibility of the Applicant.
H.2
DESIGN CRITERIA
H.2.1 Horizontal Location
Horizontal location of underground ducting and gas main piping shall be as shown on
Standard Drawings. Systems shall be laid out with due regard for other utilities, and shall
have the approval of the City Engineer as well as the utility company involved. Where
overhead distribution is specified, pole locations and any anchor easements shall be
approved by both the City Engineer and the appropriate utility company. Care shall be
taken to eliminate any aerial trespass.
H.2.2 Vertical Location
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CITY OF KIMBERLEY SUBDIVISION AND
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All conduit and gas main piping shall be installed to the specifications of the
appropriate authority. (Amnd. 1 - 2028)
H.2.3 Detailed Design
Details of design such as vertical and horizontal location of service boxes, size and type of
conduits and gas mains, kiosk dimensions and ducting and all wiring details shall be as
per specifications and drawings provided by the B.C. Hydro and Power Authority, the
B.C. Telephone Company, the cablevision company and B.C. Gas.
H.3
MATERIALS
H.3.1 B.C. Hydro
All materials used in the underground or overhead electrical distribution system shall be
as specified by the B.C. Hydro and Power Authority.
H.3.2 B.C. Telephone Company
All materials used shall be as specified by the B.C. Telephone Company.
H.3.3 Cablevision
All materials used shall be specified by the cablevision company and supplied by the
Applicant unless otherwise directed by the cablevision company.
H.3.4 B.C. Gas
All materials used in the underground gas distribution system shall be specified by B.C.
Gas.
H.4
WORKMANSHIP
H.4.1 Underground Installation
Installation requirements such as trenching, installation of ducting and backfilling shall be
according to specifications supplied by the appropriate utility company.
H.4.2 Clean-up
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CITY OF KIMBERLEY SUBDIVISION AND
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After installation of all underground ducting service boxes, kiosks, etc. the boulevard area
shall be shaped to grade and all debris shall be removed.
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SCHEDULE I
STANDARDS FOR THE PREPARATION OF
ENGINEERING DRAWINGS
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This is Schedule I of the City of Kimberley Subdivision and Development
Servicing Bylaw No. 2020
Clerk
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CITY OF KIMBERLEY SUBDIVISION AND
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SCHEDULE I
STANDARDS FOR THE PREPARATION OF
ENGINEERING DRAWINGS
I.1
GENERAL REQUIREMENTS
I.1.1
These requirements pertain to the preparation of engineering drawings for: sanitary
sewers, storm sewers, water, gas, underground power, telephone, cablevision, street
lighting, roads, curbs and gutters, sidewalks, culverts, bridges, and other permanent
structures.
I.1.2
Where no standard is defined in this schedule for the preparation of a drawing to portray a
particular service, structure, or other items, instructions and requirements may be obtained
by discussion with the City Engineer.
I.1.3
As-built plans are to be completed and approved before securities are released.
I.1.4
As-built drawings are to be submitted within four (4) weeks of the completion of all
services to be installed by the Applicant. The Design Engineer shall deliver as-built
drawings as specified in this schedule to the City Engineer. These drawings shall be
signed and sealed by the Developer's Engineer.
The as-built package shall contain all of the drawings originally submitted for approval
which include cover sheet, schedules, legends, index, overall plans, plan profiles, detail
sheets and all other related drawings. One set of mylars and four sets of paper prints are
required.
If AutoCAD or compatible computer graphic system is used, an updated disk is to be
supplied with the drawings in a format that is compatible with AutoCAD on 3.5" diskettes
or CD.
I.1.5
The plan profile is divided into two parts:
.1
The top plan view shows all surface features, legal descriptions and bordering
property data, and all underground utilities and their locations within the public
right-of-way and related data.
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CITY OF KIMBERLEY SUBDIVISION AND
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.2
The bottom profile shows, elevations, chainages, surface and utility grades with
related data.
I.2
DRAWING STANDARDS
I.2.1
Sheet Size
Pre-cut sheets to be 594 X 840 mm (A-1 sheet size). Larger drawings (B-1) will be
accepted only with the prior approval of the City Engineer.
I.2.2
Sheet Material
3 mil mylar matte both sides.
I.2.3
Grid Standards
2 mm x 10 mm.
I.2.4
Sheet Border
Border line width to be 1.0 mm. Top, bottom and right border to be 15 mm respectively
from edge of sheet. Left border to be 42 mm from edge of sheet.
I.2.5
Title Block
.1
Located in the lower right hand corner of the sheet.
.2
Title block shall describe the contents of the drawing (eg. key plan, roadworks,
etc.) and shall clearly indicate the location of the works by road name(s) and/or
legal description.
.3
Lettering to be an open style of Leroy or Autocad equivalent. If using some other
computer graphic system, it should be compatible with Autocad.
.4
The Engineer's seal is to be placed on the right hand side of the sheet adjacent to
the right hand border.
I.3
PREPARATION OF DRAWING
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I.3.1
Sheet Layout
.1
Maintain a minimum clearance of 40 mm from all borders.
.2
Place north arrow close to the right hand side of the sheet whenever possible. In
case of a fragmented view, place north arrow close to the right of each fragment
when possible.
.3
North arrow shall point either towards the top of the page or towards the left hand
edge of the page. The north arrow may point not more than 60Ε to the right hand
side of the page.
.4
Show distances and location dimensions in metres and to 3 decimal places.
.5
Show pipe sizes in mm as per A.S.T.M. specifications using 1" = 25 mm.
.6
Existing imperial dimensions except for pipe sizes are to be soft converted using
the factor:
1 inch (1") = 25.4 cm
1 foot (1') = 0.3048 m
I.3.2
Lettering
.1
Lettering is to be an open style of Leroy or Autocad equivalent. Minimum height
being 1.5 mm. The standard lettering height is 2.0 mm.
.2
Lettering to be applied by using a Leroy, a computer graphics system compatible
to Autocad, or equivalent.
.3
Use BLACK ink on all as-built drawings.
I.3.3
Scales
Use metric scales:
PLAN VIEW SCALE
1:500
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CITY OF KIMBERLEY SUBDIVISION AND
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PROFILE VIEW SCALE
Horizontal
1:500
Vertical
1:50
A vertical scale of 1:100 may be permitted for steep profiles where approved by the City
Engineer.
I.3.4
Plan View
.1
Show utility and utility access R.O.W.'s.
.2
In case of R.O.W.'s less than 6.0 m larger scales may be permitted.
.3
The PLAN VIEWS should not be fragmented or broken due to slight curves in the
road right-of-way.
.4
The PLAN VIEWS shall be fragmented or broken if the vertical alignment of the
utilities in the PROFILE SECTION when shown at true length and when projected
above to the utilities in the PLAN VIEW cannot be maintained in as close a
relationship as possible without too much discrepancy.
.5
Show the legal layout, dimensions, bearings, parcels numbers, block numbers,
legal plan numbers, street names, sidewalks with related data and catch basin
installations with elevations.
.6
All parcels need not be numbered providing they are in sequence. Show first and
second and next to last and last parcels. If not in sequence, all parcels shall be
numbered.
.7
All parcel dimensions shall be given in metres and to three (3) decimal places. If
the parcels are of same dimensions and side by side, only the two outside parcels
need have the dimensions shown, the remainder with ditto marks.
.8
Curb information should be shown and should include radius, delta angle, tangent
length, and arc length
.9
Face of curb information must be complete.
ie. Rollover Face of Curb - Roll F.C.
If other than concrete face of curb specify material used.
ie. Rollover Asphalt Face of Curb - Roll Asph F.C.
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CITY OF KIMBERLEY SUBDIVISION AND
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.10
Show Right of Way widths and the actual roadway widths between curbs or
between curbs and edge of pavement.
.11
Show all utilities such as sanitary and storm sewers, water, hydro, telephone, gas,
cable TV, manholes, valves, cleanouts, hydrants, service boxes, etc.
.12
Reference each utility to the nearest property line or boundaries of right-of-ways.
.13
Show flow directions of sewers.
.14
Manholes in midblock shall be referenced to the nearest parcel line.
.15
Parcel services (sanitary, storm, water) shall be shown and referenced to the
nearest or convenient parcel line of said parcel. Depth and invert elevation of each
service shall be given at property line relative to the top of curb.
I.3.5
Profile
.1
The profile and related data are shown on the bottom half of the sheet. Establish
0+00 station on accented vertical grid line.
.2
The original groundline (centreline) and related data prior to construction should
be shown, along with date surveyed.
.3
The profile shall be shown at true centreline length and projected above to the
PLAN VIEW in as close a relationship as possible.
.4
Show as constructed centreline for streets and lanes and date constructed.
.5
Show centreline percent grade to two (2) decimal places, together with the
following information on vertical curves:
a)
the chainage and elevations of B.C., E.C., and V.P.I.
b)
the external value, "e"
c)
the length of vertical curve
d)
the chainage and elevation of the low spot of sag curves or high point of
crest curves
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CITY OF KIMBERLEY SUBDIVISION AND
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e)
on superelevated curves and crossfall sections, percent crossfall, transition
length and crown should be noted.
.6
Show profiles of invert and crown of pipes for sanitary, storm, and water mains as
well as length, size, type, grade, and class of pipe (eg. 75 m - 200 mm SAN SDR
35 PVC).
.7
Show manholes with rim elevations, and invert elevations at both inlet and outlet.
.8
Crown of pipes shall be shown at all locations where there is the possibility of
conflicts with other utilities.
.9
Bedding requirements shall be noted.
.10
Show location type and elevation of all crossing utilities.
.11
Elevations are placed at the right and left hand side of the profile and repeated
when there is a break in the profile.
.12
Elevations are to be shown at every even metre graduation and placed on the
heavy accented line.
.13
All elevations shall be relative to GEODETIC DATUM and in metric. Benchmark
locations and elevations can be obtained from the City Engineering Department.
I.4
ABBREVIATIONS
TECHNICAL LEGEND
PLAN PROFILE ABBREVIATIONS
ABANDONED
ABAND.
ABBREVIATION
ABBREV.
ACRE
AC.
ASBESTOS CONCRETE
A.C.
ASPHALT
ASPH.
ASPHALT CURB
ACC
ASPHALT WALK
ASPH.W.
AIR VALVE
A.V.
AVENUE
AVE.
AVERAGE
AVG.
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CITY OF KIMBERLEY SUBDIVISION AND
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BACK OF CURB
B.O.C.
BACK OF WALK
B.O.W. or B.W.
BASEMENT
BSMT
BC HYDRO
BCH
BC GAS
BCG
BC TELEPHONE
TEL
BEARING
BRG.
BEDDING
BED.
BEGINNING OF CURVE
B.C.
BENCH MARK
B.M.
BETWEEN
BTWN
BLOCK
BLK
BLOW OFF
B/O
BOTTOM
BTM
BOTTOM OF PIPE
B.O.P.
BOULEVARD
BLVD.
BOUNDARY
BDY
BUILDING
BLDG
BEGINNING OF VERTICAL CURVE
B.V.C.
CABLE TELEVISION
CCTV
CALCULATED
CALC
CANADIAN PACIFIC RAILWAY
C.P.R.
CANADIAN STANDARDS ASSOCIATION
C.S.A.
CAPACITY
CAP
CAST IRON
C.I.
TECHNICAL LEGEND
PLAN PROFILE ABBREVIATIONS
CATCH BASIN
C.B.
CATHODIC PROTECTION
C.P.
CENTIMETER
CM
CENTRE LINE
C/L
CHECKED
CHKD
CHECK VALVE
C.V.
CHORD
CH
CIRCLE
CIR
CLASS
CL
CLEAN OUT
C.O.
CONCRETE
CONC
CONCRETE WALK
C.W.
CONDUIT
COND
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CITY OF KIMBERLEY SUBDIVISION AND
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CONSTRUCTION/CONSTRUCT
CONSTR or CONST
CONTOUR
CONT
CONTRACTOR
CONTR
CONTROL VALVE
CV
CONTROL (TRAFFIC SIGNAL)
CTR
COPPER
CU
CORNER
COR.
CORRUGATED METAL PIPE
C.M.P.
COUPLING
CPLG
COURT
CT
CREEK
CR
CRESCENT
CRES
CROSSFALL
X-FALL
CROSS SECTION
X-SECTION
CULVERT
CULV
CURB AND GUTTER
C & G
DEGREE
DEG or o
DELTA
DEPARTMENT
DEPT
DIAMETER
DIA. or
DIMENSION
DIM
DISTANCE
DIST
DITCH
D
DOUBLE
DBL
DRAIN
DRN
DRAWING
DWG
DRIVEWAY
DWY
DRY WELL
D.W.
DRIVE
DR
DUCTILE IRON
DI
DWELLING
DWLG
EASEMENT
ESMT
EAST
E
EDGE OF MEDIAN
E.M.
EDGE OF PAVEMENT
E.P.
TECHNICAL LEGEND
PLAN PROFILE ABBREVIATIONS
EDGE OF SHOULDER
E.S.
ELBOW
ELBW
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CITY OF KIMBERLEY SUBDIVISION AND
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ELECTRIC
ELEC
ELECTRIC LIGHT
E.L.
ELEVATION
ELEV
END OF CURVE
E.C.
END OF VERTICAL CURVE
E.V.C.
ESTIMATE
EST.
EXISTING
EXIST
FACE OF CURB (Rolled, Standard, Asphalt)
F.C. (Roll F.C.,Std. F.C.,Asph. F.C.)
FACE OF WALK
F.W.
FEET OR FOOT
FT
FLANGE
FLG
FLANGED OUTLET
F/O
FLOOR
FLR
FOOTING
FTG
FORCE MAIN
F.M.
FOUND
FD
GALVANIZED
GALV
GAS SERVICE
GS
GAS VALVE
GV
GARAGE
GAR
GARDEN
GDN
GEDDETIC BENCH MARK
GBM
GRAVEL
GRAV
GRADE
GR
GRATE
GRT
GROUND
GRND
GUARD RAIL
GDR
GUTTER
GUT
HECTARE
HA
HECTOMETRE
HM
HEIGHT
HT
HIGHWAY
HWY
HORIZONTAL
HOR
HORIZONTAL CURVE
HOR
HOSPITAL
HOSP
HYDRANT
HYD
INCH
IN or "
INLET CHAMBER
I.C.
INSIDE DIAMETER
I.D.
INTERSECTION
INT
INVERT
INV
IRON PIN, FOUND IRON PIN
I.P., F.I.P.
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CITY OF KIMBERLEY SUBDIVISION AND
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INSULATE
INS
INTAKE STRUCTURE
I.S.
JOINT
JT
TECHNICAL LEGEND
PLAN PROFILE ABBREVIATIONS
JUNCTION BOX
JB
KILOGRAM
KG
KILOMETRES
KM
KILOMETRES PER HOUR
KM/H
KIOSK
KSK
LATERAL
LAT
LEAD
L
LENGTH
LGTH
LENGTH OF CURVE
L.C.
LIFT STATION
L.STA
LIGHT STANDARD
L.S.
LIP OF GUTTER
L.G.
MAIN VALVE
M.V.
MANHOLE
M.H.
MANHOLE RIM
M.H.R.
MAXIMUM
MAX
MECHANICAL JOINT
M.J.
METRE
m
METRE CHAMBER
M.C.
MEDIAN
M. or MED
MILES PER HOUR
M.P.H.
MILLIMETRE
mm
MINIMUM
min
MINISTRY OF TRANSPORTATION & HIGHWAYS M.O.T.H.
MONOLITHIC SIDEWALK
MONO
MONUMENT
MON
MORTAR JOINT
M.J.
MINUTES
MIN or '
NORTH
N
NORTH SIDE
N/S
NOT TO SCALE
N.T.S.
NUMBER
NO. or #
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CITY OF KIMBERLEY SUBDIVISION AND
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OBLITERATED
OBL
ON CENTRE
O.C. or O/C
ORIGINAL GROUND
O.G.
OPPOSITE FACE
O.F.
ORNAMENTAL STREET LIGHT
OSL
OUTLET CHAMBER
O.C.
OUTSIDE DIAMETER
O.D.
OVERHEAD
OVH
PARALLEL
PAR
PARKWAY
PKWY
PAVEMENT
PVMT
PEDESTRIAN LIGHT
PDL
PER
/
PERCENT
%
PERFORATED PIPE
PRF
PHASE
PH
TECHNICAL LEGEND
PLAN PROFILE ABBREVIATIONS
PIPE
P
PLACE
PL
PLAN PROFILE
P.P.
PLUG
PLUG
POINT
PT
POINT ON CURVE
P.C.
POINT ON COMPOUND CURVE
P.C.C.
POINT ON TANGENT
P.T.
POINT ON INTERSECTION
P.I.
POLE WITH STREET LIGHT PP/SL
POUNDS
lbs
POUNDS PER SQUARE INCH
P.S.I.
POWER POLES
P-P
PRESSURE REDUCING VALVE
P.R.V.
PROPERTY LINE
or P.L.
PROPOSED
PROP
PUMP STATION
P.S.
QUANTITY
QTY
RADIUS
RAD OR R
RAILWAY
R/R
RAISED FACE
R.F.
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CITY OF KIMBERLEY SUBDIVISION AND
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RECTIFIER
RECT
REDUCER
RED
REFERENCE
REF
REGISTERED PLAN
R.P.
REINFORCED
REIN
RESTORED
RSTD
REPLACEMENT
REPL
RESERVOIR
RES
REVISION
REV
RIGHT
RT
ROAD
RD
ROUND
RND
RIGHT OF WAY
R/W or R.O.W.
SANITARY
SAN
SANITARY SERVICE
SNS
SECOND
SEC
SECTION
SECT
SERVICE
SERV
SERVICE BOX
SB
SERVICE ROAD
SERV.RD.
SET IN FIELD
S.I.F.
SIDEWALK
SWK
SLOPE
SLP
SOUTH
S
SOUTH SIDE
S/S
SPECIFICATION
SPEC
SPIRAL TO CURVE
S.C.
TECHNICAL LEGEND
PLAN PROFILE ABBREVIATIONS
SQUARE
SQ
STANDARD
STD
STATION
STA
STEEL
STL
STORM
STM
STORM SERVICE
STS
STREET
ST
STREET LIGHT
SL
STRUCTURE
STR
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CITY OF KIMBERLEY SUBDIVISION AND
DEVELOPMENT SERVICING BYLAW NO. 2020
SUPPLY
SUP
SURVEY MONUMENT
MON
SWALE
SWL
SYMBOL
SYM
TANGENT
TAN
TANGENT TO SPIRAL
T.S.
TECHNICAL
TECH
TEE
TEE
TEMPERATURE
TEMP
TEMPORARY
TEMPO
TEST HOLE
T.H.
TONGUE AND GROOVE
T.G.
TOWNSHIP
T.W.P.
TOP OF CURB
T.O.C.
TOP OF PIPE
T.O.P.
THRUST BLOCK
TBL
TONGUE AND GROOVE
TG
TOP OF BANK
TOB
TRAFFIC CONTROL
T.C.
TRAIL
TR.
TRANSFORMER
TRANSF
TRANSITE
TRANS
TYPICAL
TYP
UNDERGROUND
U.G. or U/G/
UNDER CONSTRUCTION
U/C
VAULT
VLT
VELOCITY
VEL
VERTICAL
VERT
VERTICAL CURVE
V.C.
VOLUME
VOL
WALL THICKNESS
W.T.
WASH OUT
W/O
WATER
W
WATER SERVICE
WS
WEST
West
WEST SIDE
W/S
WEEPING TILE
W.TILE
WEIGHT
Wt
WHEELCHAIR RAMP
WHCR
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CITY OF KIMBERLEY SUBDIVISION AND
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TECHNICAL LEGEND
PLAN PROFILE ABBREVIATIONS
WIDTH
WDTH
WITNESS PIN
W.PIN
WOODEN POST
W.P.
YARD
YD
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CITY OF KIMBERLEY SUBDIVISION AND
DEVELOPMENT SERVICING BYLAW NO. 2020
SCHEDULE J
STANDARD
DEVELOPMENT AGREEMENT
This is Schedule J of the City of Kimberley Subdivision and Development
Servicing Bylaw No. 2020
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CITY OF KIMBERLEY SUBDIVISION AND
DEVELOPMENT SERVICING BYLAW NO. 2020
Clerk
CONSTRUCTION AGREEMENT
THIS AGREEMENT made the _____ day of _______________, A.D., _____.
BETWEEN:
CITY OF KIMBERLEY
340 Spokane Street
Kimberley BC VlA 2E8
(the "Municipality")
OF THE
FIRST PART
AND:
(the "Developer")
OF THE
SECOND PART
WHEREAS:
A. The Developer desires to develop certain lands within the Municipality legally described as:
(the "Land"); and
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B. The developer is required to construct certain road and other works and services (the "Works")
within the Lands and to subdivide the Land according to a plan of subdivision (the "Plan") a
copy of which is annexed to this Agreement as Schedule "A"; and
C. The Developer has requested approval of the Plan prior to the construction and installation of
the Works and is agreeable to this bonding agreement pursuant to Section 940 of the Municipal
Act and to deposit the Bond specified by this Agreement.
NOW WITNESSETH that in consideration of the Municipality accepting this Bond and
Agreement prior to completion of the construction of the Works, the Municipality and the
Developer covenant and agree as follows:
Construction Agreement - Page 2
1. In this Agreement:
"Complete" or "Completion" or any variation of these words when used with respect to the
Works means completion to the satisfaction of the Municipal Engineer on the date certified by
him in writing.
"Development" includes the construction and completion of all aspects of the Plan, including,
but not limited to, the Works.
"Municipal Engineer" means the Manager, Operations Services of the Municipality, or any
other person from time to time duly authorized to act in his stead by the Municipal Council or
by the Manager, Operations Services.
"Works" means the works and services required to be performed and constructed by the
Developer for the approval of the Plan by Section 940 of the Municipal Act and the bylaws of
the Municipality and described in contract documents entitled "______", prepared for -
_____________________________________________________________________by
________________________, dated ________________________________ (Schedule "B" to
this Agreement).
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Time for Completion
2. The Developer shall complete the Works to the satisfaction of the Municipal Engineer within
___________ months from the date of transfer of title (completion date).
Bond
3. (a) (i)
As security for the due and proper performance of all of the covenants and agreements
contained in this Agreement and the Works contemplated, the Developer agrees to
deposit with the Municipality an Irrevocable Letter of Credit, in a form acceptable
to
the
City,
in
the
amount
of
___________________________________($__________), ("The Bond"), to be
valid for a period of one year from the date of issuance. If the works are not
completed within one year from issuance, the bond must be continuously renewed
in one year periods to a date ________ months from the date of transfer of title of
the Lands.
(ii)
The amount of the Bond may be reduced at any time with the approval of the
Municipality in writing evidenced by the signature of its Approving Officer.
(b)
The Developer agrees that if the Works are not completed as required by Section 2, the
Municipality may complete the Works at the cost of the Developer, and for that
purpose may draw down upon the Bond the full amount of the Bond.
(c)
If there are insufficient monies contained in the Bond, the Developer shall pay the
balance of the insufficiency forthwith upon invoice for it sent by the Municipality.
(d)
The Municipality may complete the Works either by itself or by contractors employed by
it.
Construction Agreement - Page 3
(e)
The cost of the Works shall include the actual cost of construction of them plus
engineering, supervision and legal survey costs and shall include the costs of
preparing final as-built drawings stamped and sealed by a professional engineer
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CITY OF KIMBERLEY SUBDIVISION AND
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registered in the Province of British Columbia, as noted in Section 8 (a) of this
agreement.
Standards of Works
4. (a) The Works shall be constructed to the standards as detailed in the contract documents prepared
for ___________________________________________ by ____________________,
dated ________________________, to the satisfaction of the Municipal Engineer.
(b) If the Works prove to be in any way defective or do not operate then the Developer shall, at the
expense of the Developer, modify and reconstruct the Works so that they are fully
operative and function to the satisfaction of the Municipal Engineer. Upon completion of
the Works to the satisfaction of the Municipal Engineer, a Certificate of Substantial
Completion signed by the Municipal Engineer shall be issued. All documentation for
any statutory rights of way shall be registered in the Kamloops Land Title Office prior to
issuance of a certificate of substantial completion.
Comply with Regulations
5. (a) The Developer shall comply with the provisions of all municipal bylaws throughout the
construction of the Works.
(b) In the event that any material or debris should be left within any road allowance after the
construction of the Works, the Developer covenants and agrees that the Municipality
may forthwith remove the material or debris at the expense of the Developer, and the
cost of the removal shall be determined by the Municipal Engineer.
Developer's Engineer
6. (a) At all times during the construction of the Works, the Developer shall keep and employ a
professional engineer, registered in the Province of British Columbia, with the authority
to act on behalf of the Developer.
(b) Any explanations, orders, instructions, directions and requests given by the Municipality to the
Developer's professional engineer shall be deemed to have been given to the Developer.
Maintenance of Works
7. The Developer covenants and agrees to:
(a) maintain the Works in complete repair for a period of one (1) year from the date of issuance of the
Certificate of Substantial Completion;
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CITY OF KIMBERLEY SUBDIVISION AND
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Construction Agreement - Page 4
(b) remedy any defects in the Works appearing within a period of one (1) year from the date of
Completion and pay for any damage to other work or property resulting from the
Development, save and except for defects caused by reasonable wear and tear, negligence of
the Municipality, its servants or agents, acts of God, or vandalism proven to have been
committed after the date of Completion;
(c) leave with the Municipality for a period of one (1) year from Completion the sum of
______________________________ ($_____________) for which a Bond in a form
acceptable to the Municipality shall be security; and
(d) if the Developer fails to maintain the Works, remedy any defect or pay for any damage resulting
from the Works, the Municipality may deduct from the said Bond the cost of completing all
Works, remedying any defect or paying the damage from the Bond.
(e) if the Developer fails to comply with the requirements of Section 8(a) of this Agreement within
nine (9) months of issuance of the Certificate of Substantial Completion, the Municipality may
deduct from the said Bond the cost of having the drawings prepared by a professional engineer
registered in the province of British Columbia.
Duties of Developer
8. The Developer covenants and agrees to:
(a) submit to the Municipality final as-built drawings, stamped and sealed by a professional engineer
registered in the province of British Columbia, including one complete set of plans and profile
prints and one set of mylar transparencies of all Works as constructed and as approved by the
Municipal Engineer;
(b) pay to the Municipality in addition to the Bonds required by Section 7, the cost of connecting
sanitary sewer and water utilities to service the Development;
(c) pay all survey, legal and associated costs to register such statutory rights of way, in favour of the
City, as may be required to connect the Works on the Land to the facilities outside of the limits
of the Land. It is understood that such rights of way may be registered following installation
of the Works.
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CITY OF KIMBERLEY SUBDIVISION AND
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Indemnity
9. The Developer covenants to save harmless and effectually indemnify the Municipality against:
(a) all actions, proceedings, costs, damages, expenses, claims and demands whatsoever and by
whomsoever brought by reason of the Development;
(b) all expenses and costs which may be incurred by reason of this Agreement resulting in damage to
any property owned in whole or in part by the Municipality or which the Municipality by duty
or custom is obliged, directly or indirectly, in any way or to any degree, to construct, repair or
maintain; and
(c) all expenses and costs which may be incurred by reason of liens, non-payment of labour or
materials, Workers' Compensation assessments, unemployment insurance, Federal or
Provincial Tax, or union dues check off.
Construction Agreement - Page 5
Municipality's Duty
10.(a) The Municipality hereby covenants and agrees with the Developer to permit the Developer to
perform all Works upon the terms and conditions contained in this Agreement.
(b) The Municipality agrees to provide sewer and water mains to the limits _____________ of the
Lands wholly at the expense of the city except for the costs of connections at existing sewer
and water mains as noted in Section 8 (b).
Certificate of Acceptance
11. The Municipality agrees to provide the Developer with a Certificate of Acceptance of the Works
signed by the Municipal Engineer upon satisfactory completion by the Developer of all of the
covenants and conditions in this Agreement, including but not limited to, the maintenance of the
Works and keeping them in complete repair for a period of one (1) year.
The Certificate of Acceptance of the Works will not be issued until the Developer has complied
with the requirements of Section 8(a) of this Construction Agreement.
No Representations
12. It is understood and agreed that the Municipality has made no representation, covenants,
warranties, guarantees, promises or agreements with the Developer other than those in this
Agreement and except those required by the Approving Officer.
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Municipal Property in Works
13. Upon issuance of the Certificate of Acceptance the Works become the property of the
Municipality, free and clear of any claim by the Developer or any persons claiming through the
Developer, and the Developer shall save harmless the Municipality from any claims and agrees that
any claims may, at the option of the Municipality, be paid by and from the Bond.
Terminology
14. Wherever the singular or the masculine are used in this Agreement, they shall be construed as
meaning the plural or the feminine or body corporate or politic where the context or the parties
require.
Binding Effect
15. This Agreement shall enure to the benefit of and be binding upon the parties hereto, their
respective successors and permitted assignees.
Headings
16. The headings in the Agreement are inserted for convenience only and shall not be construed as
part of this Agreement for the purpose of interpretation.
Construction Agreement - Page 6
IN WITNESS WHEREOF the parties have signed and sealed this Agreement on the day it was made.
THE CORPORATE SEAL OF THE Municipality
was affixed in the presence of:
_______________________________
Authorized Signatory
_______________________________
Authorized Signatory
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CITY OF KIMBERLEY SUBDIVISION AND
DEVELOPMENT SERVICING BYLAW NO. 2020
THE CORPORATE SEALS OF THE Developer
were affixed in the presence of:
_________________________________
Authorized Signatory
_________________________________
Authorized Signatory
The amount and form of this Bond and Agreement is approved by the Approving Officer for the
Municipality this ______ day of __________, 199___.
______________________________________
Approving Officer
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CITY OF KIMBERLEY SUBDIVISION AND
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SCHEDULE K
STANDARD
STATUTORY RIGHT OF WAY
This is Schedule K of the City of Kimberley Subdivision and Development Servicing
Bylaw No. 2020
Clerk
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CITY OF KIMBERLEY SUBDIVISION AND
DEVELOPMENT SERVICING BYLAW NO. 2020
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CITY OF KIMBERLEY SUBDIVISION AND
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TERMS OF INSTRUMENT - PART 2
STATUTORY RIGHT OF WAY
WHEREAS:
A. This document is dated for reference purposes the ___ day of __________, 199__;
B.
This Statutory Right of Way is necessary for the operation and maintenance of the Grantee's
undertaking; and
C.
The Grantor is the registered owner of that certain parcel of land situate, lying and being in the
City of Kimberley, British Columbia, and more particularly described as:
Lot ____, District Lot ______, Kootenay District, Plan NEP _____________
Parcel Identifier Number ________________,
and located at the civic address of __________________________________________
(hereinafter called "the land").
WITNESSETH THAT IN CONSIDERATION of the sum of One Dollar ($1.00) now paid by the
Grantee to the Grantor and other good and valuable consideration, the receipt of which is hereby
acknowledged, the Grantor HEREBY GRANTS unto the Grantee, its agents, servants, licensees,
workmen and all other persons acting on its behalf, a perpetual right to:
1. (a) Lay down, construct, operate, maintain, inspect, alter, remove, replace, and reconstruct
___________________lines, and appurtenances thereto (hereinafter called "the works") upon
and within that portion of the land as shown in Plan of Statutory Right of Way through Lot
_____, D.L. _____, Kootenay District, Plan NEP __________, prepared by
________________, B.C.L.S., certified correct by him on the _____ day of __________,
199__, and numbered NEP__________ (the "right of way area");
(b) Trim or fell all or any trees or growth now or hereafter on the right of way area, and to clear and
keep it clear of all or any part of any trees, growth, buildings or obstructions now or hereafter
on the right of way area which might, in the opinion of the Grantee, interfere with or
endanger the construction, excavation, operation, maintenance, removal, repair,
reconstruction or inspection of the works or any part thereof;
(c) Allow the Grantee, its contractors, subcontractors, employees, servants, agents and workmen
full and free right of ingress and egress over the right of way area and to repass over the right
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CITY OF KIMBERLEY SUBDIVISION AND
DEVELOPMENT SERVICING BYLAW NO. 2020
of way area either on foot or by means of vehicles or necessary machines whatsoever for all
necessary purposes in connection with the works;
(d) Generally, to do all acts necessary or incidental to the business of the Grantee in connection with
the foregoing.
THE GRANTOR hereby covenants with the Grantee:
2. (a) Not to make, place, erect or maintain any building, structure, foundation, pavement (other than a
sidewalk, driveway or fence), excavation, well, pile of material, obstruction or inflammable
substance or to plant any growth which, in the opinion of the Grantee, might interfere with or
endanger the construction, excavation, installation, operation, maintenance, removal or
replacement of the works or any part thereof or which might obstruct access by the Grantee's
servants, agents or licensees to the works or any part thereof;
(b) Not to diminish or substantially add to the ground cover over such of the works as may be from
time to time installed, operated or maintained above the surface of the works and, in
particular, without in any way limiting the generality of the foregoing, not to construct open
drains or ditches along or across any underground conduit, cable or pipeline which may at
any time be installed on the works;
(c) Not to do or knowingly permit to be done any act or thing which might, in the opinion of the
Grantee, in any way whatsoever interfere with or injure the works or any part thereof or
impair the operating efficiency thereof.
THE GRANTEE hereby covenants with the Grantor:
3. To ensure, following the carrying out of any works, that the right of way area shall be restored to
the condition it was in immediately prior to the carrying out of such works, so far as it is reasonably
practicable to do so.
IT IS MUTUALLY AGREED between the Grantor and the Grantee that:
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CITY OF KIMBERLEY SUBDIVISION AND
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4. (a) This Agreement shall be construed as running with the land, that no part of the fee of the soil
shall pass to or be vested in the Grantee or by those presents and that the Grantor may fully
use and enjoy the right of way area subject only to the rights and restrictions herein provided;
(b) The expressions "Grantor" and "Grantee" herein contained shall be deemed to include the
executors, administrators, successors and assigns of such parties;
(c) Wherever the singular and masculine are used in this Agreement, they shall also be construed as
meaning the plural or the feminine or body corporate.
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CITY OF KIMBERLEY SUBDIVISION AND
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SCHEDULE L
CONFIRMATION OF COMMITMENT BY OWNER
This is Schedule L of the City of Kimberley Subdivision and Development Servicing
Bylaw No. 2020
Clerk
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CITY OF KIMBERLEY SUBDIVISION AND
DEVELOPMENT SERVICING BYLAW NO. 2020
SCHEDULE L
Note: To be submitted prior to
CONFIRMATION OF
PROFESSIONAL ASSURANCE
CONFIRMATION OF "COMMITMENT BY OWNER"
RE: DESIGN AND FIELD REVIEW OF CONSTRUCTION
BY A REGISTERED PROFESSIONAL
The City of Kimberley
340 Spokane Street
Kimberley, B.C.
V1A 2E8
Attention: City Engineer
Dear Sir:
Re:
(Description and Address) of Subdivision or Development
The undersigned has retained as his Professional Engineer,
(the "Consultant"), to undertake and/or coordinate and review all associated design criteria and "field
reviews" required for this Project. It is understood that he will take all such steps as regulated under
the Provincial Statute for his profession and by the definition of "field reviews" hereinafter set forth,
to ascertain that the design will comply and construction of the project will substantially conform in
all material respects with the provisions of City of Kimberley Subdivision and Development
Servicing Bylaw No. 2020 and other applicable Permits, Bylaws, Acts and Regulations which apply
to the Project. This representative will ascertain that only qualified personnel are retained to carry
out tests, inspect or carry out design work, detailing or "field reviews."
As used herein, "field reviews" shall mean such reviews of the work at the project site and at
fabrication locations, where applicable, as the "Consultant", in his professional discretion, considers
to be necessary in order to ascertain that the work substantially conforms in all material respects to
the plans and supporting documents "accepted" by the City of Kimberley. This will include keeping
records of all site visits and any corrective actions taken as a result thereof.
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CITY OF KIMBERLEY SUBDIVISION AND
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The undersigned has given a contractual mandate to the "Consultant" to review reports of other
testing and inspection agencies and disciplines where necessary, comment on their acceptability,
determine the corrective action to take if unacceptable, and maintain a detailed record of every such
report and comments. The "Consultant" will automatically submit a monthly summary progress
report to the City Engineer.
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CONFIRMATION OF "COMMITMENT BY OWNER" (cont'd)
NOTE: The Owner will notify the City Engineer in writing 30 days prior to any intended termination
of or by the "Consultant". It is understood that work on the above project will cease as of the
effective date of such termination, until such time as a new appointment is made, and a "Stop Work
Order" shall be posted upon the said project by the City.
Owner's Name (Print)
By:
(Owner or Owner's appointed
Agent) Signature
Date:
Address (Print)
Title of Agent (if applicable)
Address (Print)
The Corporate Seal:
was hereunto affixed in the
presence of:
The above must be signed by the Owner or his appointed Agent. The signature must be witnessed. If
the Owner is a company, the corporate seal of the company must be affixed to the document in the
presence of its duly authorized officers. The officers must also sign, setting forth their positions in
the company.
This "Consultant" acknowledges that he has been retained to ascertain that the design will comply
and construction of the project will substantially conform in all material respects with Bylaws as set
out above and will submit letters of Confirmation of Professional Design Assurance from others, as
needed, for the approval of the subdivision. Furthermore, the "Consultant" hereby covenants that he
or his firm presently carries liability insurance in the amount of .
Signature of Professional
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CITY OF KIMBERLEY SUBDIVISION AND
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Date:
Mailing Address (Print)
Phone:
SCHEDULE M
CONFIRMATION OF PROFESSIONAL ASSURANCE
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CITY OF KIMBERLEY SUBDIVISION AND
DEVELOPMENT SERVICING BYLAW NO. 2020
This is Schedule M of the City of Kimberley Subdivision and Development Servicing
Bylaw No. 2020
Clerk
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CITY OF KIMBERLEY SUBDIVISION AND
DEVELOPMENT SERVICING BYLAW NO. 2020
SCHEDULE M
CONFIRMATION OF
PROFESSIONAL ASSURANCE
The City of Kimberley
340 Spokane Street
Kimberley, B.C.
V1A 2E8
Attention: City Engineer
Dear Sir:
Re:
(Description and Address of Project)
This is to advise that I am a Professional Engineer licensed to practice in the Province of British
Columbia and was retained by the Owner to undertake and coordinate all field reviews and
inspections required with respect to this project and took all steps as regulated under The Engineers
and Geoscientists Act of British Columbia and required by good practices and by the definition of
"field reviews" hereinafter set forth in order to issue the following certification.
As used herein, "field reviews" shall mean such reviews of the work at the project site and at
fabrication locations where applicable as the Professional Engineer, in his professional discretion,
considered to be necessary in order to ascertain that the work substantially conformed in all material
aspects to the plans and drawings accepted by the City of Kimberley.
The following aspects have been reviewed by me or under by direction and have been found to
comply with the engineering drawings and plans submitted and accepted by the City Engineer.
.1 Storm Drainage System including, but not restricted to, the following:
a)
the location, alignment, size and grade of all pipes and culverts;
b)
the spacing of manholes and catch basins;
c)
the construction of drywells;
d)
materials used for pipes, culverts, manholes, catch basins, pipe and fitting joints, service
connections;
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CITY OF KIMBERLEY SUBDIVISION AND
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e)
materials used for pipe bedding and backfilling of trenches;
f)
workmanship in the construction and installation of all materials.
.2 Sanitary Sewer System including, but not restricted to, the following:
a)
location, alignment, size and grade of all pipes;
b)
spacing of manholes and catch basins;
c)
materials used for pipes, manholes, pipe and fitting joints, service connections;
d)
materials used for pipe bedding and backfilling of trenches;
e)
workmanship in the construction and installation of all materials.
.3 Water Distribution System including, but not restricted to, the following:
a)
location, alignment, size and grade of all pipes;
b)
spacing of hydrants and valves;
c)
construction of pumping stations and reservoirs;
d)
materials used for pipes, fittings, gate valves, valve boxes, hydrants, service connections,
corporation stops, curb stop and boxes, air valves, stops and drains.
e)
materials used for pipe bedding and backfill of trenches;
f)
workmanship in the construction and installation of all materials.
.4 Roads including, but not restricted to, the following:
a)
alignment, width and grade of all roads;
b)
materials used for preparation or road bases and road surfaces;
c)
workmanship in the installation of materials.
.5 Curb and Gutter, Sidewalks, and Boulevards including, but not restricted to, the following:
a)
width and grade of sidewalks and boulevards;
b)
alignment and grade of curbs and gutters;
c)
materials used for preparation of subgrades and surfaces;
d)
workmanship in the installation of materials.
.6 Street Lighting, Electrical and Communications Wiring and Gas Installations including, but
not restricted to, the following
a)
number and spacing of street light poles and luminaires;
b)
materials used for street lighting, electrical and communications wiring and gas
installations;
c)
materials used for backfilling of trenches;
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CITY OF KIMBERLEY SUBDIVISION AND
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d)
workmanship in the installation of materials.
I certify that the foregoing areas substantially comply in all material respects with the plans and
supporting documents, including all amendments thereto, which supported the application for
subdivision approval File No. which were "accepted" by the City of Kimberley.
In addition, significant revisions to the accepted plans and supporting documents have been
submitted to the City in order to depict, as nearly as possible, given my "field reviews" as defined
herein, the services as finally designed and built.
Name of Professional Engineer (Print)
(PROFESSIONAL SEAL)
Date
Address (Print)
Phone
Attached hereto you will find the appropriate "field review" assurance from each of the associated
Professional consultants, who are registered in the Province of British Columbia as members in good
standing of the Association of Professional Engineers.
ASSURANCE OF "ENGINEERING" FIELD REVIEW
Re:
(Project Address)
This is to assure that I/We provided "field reviews" as defined herein of all engineering work
including checklist items 1.0 to 6.0 inclusive except as specifically noted below.
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EXCEPTIONS -
Name (Print)
Signed
(PROFESSIONAL SEAL)
Date
Address (Print)
Representing
SCHEDULE N
STANDARD DRAWINGS
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CITY OF KIMBERLEY SUBDIVISION AND
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This is Schedule N of the City of Kimberley Subdivision and Development
Servicing Bylaw No. 2020
Clerk
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CITY OF KIMBERLEY SUBDIVISION AND
DEVELOPMENT SERVICING BYLAW NO. 2020
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CITY OF KIMBERLEY SUBDIVISION AND
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SCHEDULE N
STANDARD DRAWINGS
N.1
SCHEDULE B - HIGHWAYS
B-1
Urban Arterial Highway (Undivided) 25.0 m R/W
B-2
Urban Arterial Highway (Divided) 25.0 m R/W
B-3
Urban Collector Highway 20.0 m R/W
B-3A
Urban Collector Highway (Low Use) 20.0 m Right of Way(Bylaw
2039)
B-3B
Urban Collector Highway (Medium and High Use) 20.0 m Right of
Way(Bylaw 2039)
B-4
Urban Local Industrial Highway
B-5
Urban Local Residential Highway
B-5A
Urban Local Residential Highway (Low Use) 20.0 m Right of
Way(Bylaw 2039)
B-5B
Urban Local Residential Highway (Medium & High Use) 20.0 m
Right of Way(Bylaw 2039)
B-6
Rural Highways
B-7
Typical Cross Section of a Paved Lane
B-8
Urban Cul-De-Sac Bulb Layout
B-9
Walkway
N.2
SCHEDULE C - CURBS, SIDEWALKS, BOULEVARDS
C-1A Mountable Curb and Gutter
B
C-1 Standard Curb and Gutter
C-2
Typical Wheelchair Ramp
C-3
Standard Separate Sidewalk
C-4
Sidewalk Crossing for Sidewalk Separate from Curb
C-5
Concrete Pavers Typical Cross Sections
N.3
SCHEDULE D - WATER SYSTEMS
D-1A
Typical Water Service Connection Detail
D-1B
Typical Water Service Box Detail
D-2
Standard Pressure Main Thrust Block Details
D-3
Standard Hydrant Detail
D-4
Blow Off or Flush Valve Assembly Detail
D-5
Combination Air Release Valve
D-6A
Standard Valve Box Assembly
D-6B
Standard Valve Box Top
D-7
Standard Watermain and Sewermain Anchors
D-8
Standard Classes of Pipe Bedding and Surround within Pipe Zone
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D-9
Typical Trench Section for Underground Utility Installation
D-10
Typical Water, Sanitary and Storm Service in Common Trench
D-11
Concrete Encasement Detail
D-12
Encasement & Carrier Pipe Detail
D-13
Water Line Insulation
D-14
Trench Dam Detail (Cement Sand Bag Style)
D-15
Trench Dam Detail (Concrete Style)
N.4
SCHEDULE E - CONSTRUCTION OF SANITARY SEWERS
E-1
Typical Sewer Service Connection
E-2
Typical Manhole and Base Details for Sewer up to 400 mm Diad.
E-3
Manhole Drop Structures (400 mm Diad. Max.)
E-4
Invert Channelling
E-5
Manhole and Base Details for Sewers 450 mm to 900 mm Diad.
E-6
Manhole Details for Sewers 1050 Diad. and Over
E-7
Sewer Cleanout for 150 mm & 200 mm Sanitary Sewer Terminals
N.5
SCHEDULE F - DRAINAGE SYSTEMS
F-1
Drainage Drywell
F-2
Standard Catch Basin Detail
F-3A
Mountable, Curb & Gutter at Catch Basin
F-3B
Mountable, Curb Catch Basin Frame Detail
F-3C Mountable, Curb Catch Basin Grate Detail
A
F-4 Non-Mountable, Curb & Gutter at Catch Basin
F-4B Non-Mountable, Curb CatchBasin Grate Detail
F-4C Non-Mountable Curb CatchBasin Frame Detail
F-5
Typical Perforated Drain Installation for Lowering Groundwater Table
F-6
Landing for Deep Manhole
F-7
Concrete Outlet and Inlet Structure
F-8
Catch Basin Placed in an Open Ditch
N.6
SCHEDULE G - STREET LIGHTING
G-1
Street Lighting - Type 'A' & Type 'B'
G-2
Street Lighting - Type 'C' & Type 'D'
G-3
Double Davit Street Light - Type 'E'
G-4
Double Davit Street Light - Type 'F'
G-5
Standard Light Pole Base
G-6
Street Light Junction Box
G-7
Frangible Base Details
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G-8
Street Light Hand Hole Wiring Schematic
G-9
Street Light Underground Conduit Installation
G-10
Service Base Schematic
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SCHEDULE O
(i) STANDARD LETTER OF CREDIT
(ii) RAINFALL INTENSITY CURVE
This is Schedule O of the City of Kimberley Subdivision and
Development Servicing Bylaw No. 2020
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Clerk
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