Subdivision and Development Servicing Bylaw No 4293
Salmon Arm, British Columbia
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Adopted by Council: June 26, 2023
Subdivision and Development Servicing Bylaw
No. 4293
Adopted by Council: June 26, 2023
Subdivision and Development Servicing Bylaw No. 4293
Bylaw 4293
Schedule A - Map
Schedule B - Design Manual
Part 1 - Servicing Standards
Part 2 - Specification Drawings
Part 3 - Construction Specifications
Schedule C - Forms
Schedule D - Approved Materials List
CITY OF SALMON ARM
BYLAW NO. 4293
A Bylaw to Require Works and Services in Connection with the Subdivision and
Development of Land
WHEREAS Section 506 of the Local Government Act empowers the Council to enact a
bylaw to regulate and require the provision of works and services in respect of the subdivision
of land, to require the connection of water, sewer and drainage systems to City systems in
accordance with bylaw standards, to require parcels of land not connected to City water
systems to have a potable water source of a specified capacity, and to require the construction of
on-site and off-site works as a condition of the approval of a subdivision or the issue of a
building permit;
AND WHEREAS Section 507 of the Local Government Act empowers the Council to
require an owner of land being subdivided or developed to provide excess or extended services
as defined in that Section;
NOW THEREFORE, the Council of the City of Salmon Arm, in open meeting assembled,
enacts as follows:
1.0
GENERAL
1.1
TITLE
This bylaw may be cited for all purposes as "City of Salmon Arm Subdivision and Development
Servicing Bylaw No. 4293."
1.2
DEVELOPMENT AREAS
In this bylaw, a reference to a Development Area is a reference to an area designated on
Schedule A to the bylaw.
1.3
INTERPRETATION
In this bylaw, unless the context otherwise requires:
"Approving Officer" means the person appointed by Council as Approving Officer under Section
77 of the Land Title Act, and includes a Deputy Approving Officer.
"Arterial Street" means a Street designated as an Arterial Street in the City of Salmon Arm
Official Community Plan.
"Boulevard" means the area between a Parcel Line and the traveled portion of a Street or
Highway, excluding curb and gutter and sidewalks.
Subdivison and Development Servicing
Bylaw No. 4293
Page 2 of 12
March 24, 2025
Consolidated to include Bylaw No. 4698
"Building" means any Structure used or intended for supporting or sheltering any use or
occupancy.
"Building Official" means the person or persons designated by the City of Salmon Arm as
Building Inspectors, Plumbing Inspectors or Plan Checkers, and includes supervisors for these
positions.
"City" means the City of Salmon Arm.
"City Engineer" means a person designated by the City of Salmon Arm as the City Engineer or
duly authorized representative.
"Council" means the duly elected Council of the City of Salmon Arm.
"Collector Street" means a Street designated as a Collector Street in the City of Salmon Arm
Official Community Plan.
"Contractor" means the Owner/Developer or the person appointed by the Owner/Developer to
construct the Works and Services required by this bylaw.
"Cul-de-sac" means a Street that does not permit through traffic, with a turn-around at the end.
"Development" means the alteration of land by the construction, installation, extension or
alteration of any Building or Structure which requires a Building Permit.
"Director of Development Services" means a person designated by the City of Salmon Arm as
the Director of Development Services or a duly authorized representative.
"Final Approval" means endorsement of a Subdivision plan by the Approving Officer in
accordance with the Land Title Act or Strata Property Act.
"Frontage" means the boundary of a Parcel abutting a Street.
"Highway" includes a Street, road, Lane, walkway, trail, bridge, viaduct and any other way
open to public use, but does not include a private right-of-way on private property.
"Lane" means a public way 10.0 metres (32.8 ft.) or less in width but more than 4.5 metres (14.7
ft.) in width.
"Low Density Residential Development" means any residential Building conforming to the
Official Community Plan designation of Low Density, or any Single Family Dwelling including a
detached or attached secondary suite.
"Multi-family" means any residential Building consisting of three or more dwelling units.
"Official Community Plan" means a community plan that is adopted by the Council of the City
of Salmon Arm pursuant to Part 14, Division 4 of the Local Government Act.
"Owner/Developer" means a person or persons registered in the Land Title Office as the Owner
of a Parcel.
"Parcel" means a lot, block, bare land strata lot, or other area in which land is held or into
which it is subdivided, but does not include a Highway.
"Parcel Line" means a line dividing one Parcel from another Parcel; or from a Highway; or from a
natural body of water.
Subdivison and Development Servicing
Bylaw No. 4293
Page 3 of 12
March 24, 2025
Consolidated to include Bylaw No. 4698
"Parcel Line Adjustment" means a change in boundaries between two or more Parcels that does
not create additional Parcels but shall not include a Parcel Line Adjustment where one of the
Parcels is divided by a Highway, Canadian Pacific Railway Parcel or right-of-way or natural body
of water and as a result of the boundary adjustment the portion divided by the Highway,
Canadian Pacific Railway Parcel or right-of-way or natural body of water is created as a separate
Parcel.
"Professional Engineer" means a person registered or licensed as such under the provisions of
the Engineers and Geoscientists Act of B.C.
"Single Family Dwelling" means any Building consisting of one dwelling unit as defined in
Zoning Bylaw No. 2303, as amended.
"Street" includes a Highway, road or Cul-de-sac, but excludes a Lane, trail, path, walkway,
bridge, viaduct or any private access or private roadway and includes a frontage road that is
adjacent to a Controlled Access Highway.
"Subdivision" means the division of land into two or more Parcels and includes a Subdivision
under the Strata Property Act.
"Subdivision Potential" means the property may be considered for Subdivision under the
current zoning.
"Structure" means any construction fixed to, supported by or sunk into land or water, including
swimming pools, satellite dishes, parkades, and retaining walls, but does not include concrete,
asphalt, brick or tile surfaced areas.
"Works and Services" means any public facility or utility which is required by this bylaw and
without restricting the generality of the foregoing includes: the supply and distribution of
water, including fire hydrants; the collection and disposal of sewage; the collection and disposal
of storm/drainage water; ditching; street lighting; dedicated and constructed Highways,
including asphalt or concrete pavement surface, curb & gutter, sidewalks, trails, fences,
Boulevards, pavement markings, traffic signals, signage, park benches, street trees, and planters,
and the supply and distribution of electrical power.
Subdivison and Development Servicing
Bylaw No. 4293
Page 4 of 12
March 24, 2025
Consolidated to include Bylaw No. 4698
2.0
ADMINISTRATION
2.1
The purpose of this bylaw is to require and regulate the provision of Works and Services
in respect of the Subdivision and Development of land within the City.
2.2
As a condition of the approval of a Subdivision or the issuance of a Building Permit, the
Owner/Developer of the land shall provide Works and Services in accordance with the
standards prescribed in this bylaw and shall pay all related administration and
inspection fees in accordance with the City of Salmon Arm Fee for Services Bylaw.
2.3
The Council delegates to the Approving Officer the authority to prescribe all forms of
agreement and other documents required in the administration of this bylaw, to execute
all such agreements and all covenants, statutory rights of way, park land dedication
agreements and other instruments connected with the Subdivision or Development of land.
2.4
The Council delegates to the City Engineer the authority to maintain an approved
products list for the purposes of this bylaw.
2.5
Unless otherwise defined herein, all words or expressions in this bylaw shall have the
same meaning as like words or expressions contained in the Land Title Act, Local
Government Act or Interpretation Act.
2.6
If any part, section, sub-section, clause, or sub-clause of this bylaw for any reason is held
to be invalid by the decision of a Court of competent jurisdiction, the invalid portion
shall be severed and the decision that it is invalid shall not affect the validity of the
remaining portions of this bylaw.
Subdivison and Development Servicing
Bylaw No. 4293
Page 5 of 12
March 24, 2025
Consolidated to include Bylaw No. 4698
3.0
DESIGN REQUIREMENTS
The Owner/Developer shall design and construct at their expense:
3.1.1
All onsite Works and Services specified in Table 1; and,
3.1.2
Except as otherwise provided in Section 5.0 of this bylaw, all offsite Works and
Services specified in Table 1 on that portion of a Highway(s) immediately adjacent
to the site, up to the centre line of that adjacent Highway(s), as their requirement
is directly attributable to the Development.
The determination of which Works and Services are required shall have regard for:
(i)
a need for increased flow or capacity of the service(s); or
(ii)
a need to upgrade the service(s) due to safety concerns, including but not
limited to concerns regarding integration with existing services, created
by the Subdivision or Development permitted by the Building Permit.
3.2
The City Engineer may require an Owner/Developer to design and construct Works and
Services that are excess or extended services as defined in Section 507 of the Local
Government Act, and for the purposes of Section 508 of the Local Government Act may:
3.2.1
Determine the proportion of the cost that relates to the excess or extended
nature of the services;
3.2.2
Determine what parcels of land will be served by the services;
3.2.3
Determine what part of the cost is associated with service to each of the
benefiting parcels;
3.2.4
Determine the amount of a latecomer charge to be imposed in respect of
each of the benefiting parcels;
3.2.5
Execute on behalf of the City a latecomer agreement in respect of the
services, and prescribe a form for such agreements; and
3.2.6
Levy latecomer charges in accordance with such agreements including
simple interest at the rate of Prime Interest Rate plus two percent (2.0%),
as established by the financial institution with which the City deals,
calculated annually, and pay such charges and interest to the
Owner/Developer in accordance with the terms of the relevant agreement.
3.3
Where this bylaw requires that the Owner/Developer construct excess or extended
services as defined by Section 507 of the Local Government Act or the City Engineer
requires excess or extended services under Section 3.2 of this bylaw, Council may deem
the costs of these Works and Services to be excessive. In such a case, the costs shall be
the responsibility of the Owner/Developer and the Owner/Developer may enter into a
latecomer agreement in accordance with Section 508 of the Local Government Act, in the
Subdivison and Development Servicing
Bylaw No. 4293
Page 6 of 12
March 24, 2025
Consolidated to include Bylaw No. 4698
form prescribed for that purpose by the City Engineer. Where the City agrees to cost
share a portion or all of the excess or extended services, then the latecomer agreement
shall include cost sharing provisions.
3.4
All Works and Services required for Subdivision or Development shall be constructed, at a
minimum, to the specifications set out in Schedule B unless a change in the Design
Criteria or Technical Specifications is required for engineering reasons and has been
approved in writing by the City Engineer, and such a change does not alter the service
level prescribed by this bylaw. Compliance with the specifications shall be certified on
engineering drawings by a Professional Engineer.
3.5
Every Parcel created by Subdivision shall have not less than one Frontage on a Street and
the Street or Streets shall be constructed to the standards and specifications set out in
Schedule B.
3.6
Every Street in a Subdivision shall be constructed to the standards and specifications set
out in Schedule B, according to the level of service described in Section 4 and 5 of this
bylaw.
3.7
The minimum Parcel Frontage shall be not less than ten percent (10%) of the perimeter of
the Parcel, except where lesser Frontage is approved by the Approving Officer.
3.8
Panhandle Parcels shall not be created by Subdivision unless:
3.8.1
The Parcel has no further Subdivision Potential or, where the Parcel has further
Subdivision Potential, the panhandle access is located such that as future
Subdivision occurs it may be dedicated and constructed as a Street;
3.8.2
The Parcel contains the required minimum Parcel area as specified in the Zoning
Bylaw, exclusive of the panhandle; and
3.8.3
The width of the panhandle is at least:
6.0 metres where the Parcel has no further Subdivision Potential;
20.0 metres where the Parcel has further Subdivision Potential; or,
8.0 metres where a covenant is placed on title limiting the Development to a strata
Subdivision in a form acceptable to the Approving Officer and the Director of
Development Services.
3.9
Statutory rights-of-way shall be provided at time of Subdivision where water, sewer or
drainage works required by this bylaw are not located in dedicated highways, and
statutory right of way areas shall be of the following minimum widths:
# of Utilities in Corridor
Width of Utility Right-of-Way
One (1) - Utility
6.0m
Two (2) - Utilities
6.5m
Three (3) - Utilities
7.0m
Statutory rights-of-way widths may be increased as determined by the City Engineer to
satisfy slope and access requirements, size and depth of utility.
Subdivison and Development Servicing
Bylaw No. 4293
Page 7 of 12
March 24, 2025
Consolidated to include Bylaw No. 4698
4.0
SERVICING REQUIREMENTS
4.1
All Works and Services required to be designed, constructed and installed at the expense
of the Owner/Developer shall be designed, constructed and installed to the standards
prescribed in this bylaw before the Approving Officer approves the Subdivision or the
Building Official issues the Building Permit unless the Owner:
a)
deposits with the City a cash deposit, or an irrevocable Letter of Credit in a
form and from a financial institution, acceptable to the City, in the amount of
125% of the construction cost, as estimated by the Owner/Developer's
Professional Engineer and accepted by the City Engineer, for installing and
paying for all Works and Services required under the bylaw; and
b) Enters into a Servicing Agreement with the City in the form prescribed for
that purpose by the City Engineer, to construct and install the required Works
and Services by a specified date or forfeit to the City the Security Deposit.
4.2
Where the Works and Services required under this bylaw cannot, in the opinion of the City
Engineer, be constructed in accordance with sound civil engineering principles due to the
limited scale of the project, the time of the year in which they would be constructed or
any other technical reason, then the requirement may be fulfilled by the payment of cash
equal to 100% of the amount estimated by the City as the cost of the required Works and
Services. This cash payment may be used by the City at a time in the future, chosen by the
City in its sole discretion, to construct such Works and Services.
4.3
Prior to the construction or installation of any Works and Services, the Owner/Developer
shall submit for approval two (2) sets of engineering drawings in accordance with
Schedule B. If the drawings are satisfactory, one set will be stamped "Approved for
Construction" by the City Engineer and returned to the Owner/Developer. "Approved for
Construction" engineering drawings shall be valid for a period of twelve (12) months.
4.4
All Works and Services shall be installed by the Owner/Developer to the Parcel Line or the
extension thereof of the Subdivision or Parcel being developed that is furthest from the
existing termination point of Works and Services except
4.4.1
where it is essential that Works and Services be extended beyond the Subdivision
or Parcel to tie into City water mains, sanitary sewer mains, storm sewer mains
or drainage systems; or
4.4.2
where in the opinion of the City Engineer extension of a particular work or service
would result in unutilized infrastructure, in which case the work or service shall
terminate at the point specified by the City Engineer; or
4.4.3
where the Approving Officer has approved a phased Subdivision with a separate
plan of Subdivision required for each phase, in which case the Works and Services
need be constructed only to the Parcel Line in the current phase that is furthest
from the existing termination point.
4.5
All Works and Services which are to become the property of the City, shall, unless situated
upon, over or under a Highway, be the subject of a grant of statutory right-of-way in a
form acceptable to the City.
Subdivison and Development Servicing
Bylaw No. 4293
Page 8 of 12
March 24, 2025
Consolidated to include Bylaw No. 4698
4.6
Unless otherwise specifically approved by the City Engineer, the design and construction
of new or modifications to existing pump stations, control stations, meter stations, and
reservoirs for the City's water and sewer utilities shall be undertaken by the City. Where
Owner/Developers are under this bylaw financially responsible for the work, they shall
post adequate security prior to the City commencing work, in the amount estimated by
the City Engineer as the cost of the work, in the form of cash or an irrevocable letter of
credit. Any deficiency in the security in relation to the actual cost of the work shall be a
debt of the Owner/Developer to the City, and any surplus shall be returned to the
Owner/Developer.
4.7
Upon completion of all Works and Services, the Owner/Developer shall be responsible for
and shall make good all defects, imperfections, or deficiencies which become apparent,
during the one-year period following the date of issuance by the City Engineer of a
Certificate of Substantial Completion in respect of the Works and Services (the
"Maintenance Period").
4.8
Should the Owner/Developer or Contractor fail to make good any defects, imperfections,
or deficiencies after being given at least seven days notice in writing by the City Engineer
during the Maintenance Period, the City shall be entitled to make alternative
arrangements for the execution of the repairs and to recover the costs from the
Owner/Developer or Contractor.
4.9
Upon expiration of the Maintenance Period and correction of all deficiencies and defects
in the Works and Services, the City Engineer shall return any unused security to the
Owner/Developer.
4.10
All traffic signage and pavement markings required on City property or lands to be
transferred to the City will be installed by the City at the Owner's expense. Where
required by the City Engineer, the Owner/Developer's engineering consultant shall provide
traffic signage and pavement marking drawings to the City.
Subdivison and Development Servicing
Bylaw No. 4293
Page 9 of 12
March 24, 2025
Consolidated to include Bylaw No. 4698
TABLE 1: Service Levels for Subdivision and Development (1)
SERVICE
SERVICE LEVEL
DEVELOPMENT AREA
Urban Rural Industrial
Light
Industrial
City
Centre
Urban
Hillside
Highways:
RD-1 - Urban Local (18m)
X
X
Road Standards, including curb,
gutter, paving, etc. shown on
applicable specification drawing.
Collector and Arterial Road
Standards shall be applied where
designated in the Official
Community Plan
RD-2 - Urban Local (20m)
X
X
RD-3 - Urban Collector (20m)
X
X
RD-4 - Urban Arterial (25m)
X (7)
X (7)
RD-5 - Town Centre (Varies)
X
X
RD-6a - Industrial Area (20m)
X
RD-6b - Light Industrial (20m)
X
RD-7 - Rural Local (20m)
X
RD-8 - Rural Collector (20m)
X
X
RD-9 - Rural Arterial (25m)
X (7)
X (7)
RD-14 - Canoe Beach Drive (20m)
X
RD-15 - Urban Local Hillside (18m)
X
RD-16 - Urban Single Lane Local Hillside (12m)
X
Road dedication
Based on applicable road cross-section (2)
X
X
X
X
X
X
Water
City Water System including fire hydrants
X
(8)
X
X
X
X
Alternate Water Supply
X (6)
Sanitary
City Sewer System
X
X (3)
X (3)
X
X
Sewage Disposal to Ground System
X
X
X
Storm
City Storm Sewer System
X
X
X
X
X
Open Channel System
X (10)
X
X
X
X (10)
Ground Discharge
X (10)
X
X
X
X (10)
Hydro, Telecommunications (Civil
Works Required)
Overhead Distribution to Property Line
(4)
X
X
X
(4)
Underground Distribution to Property Line
X (5)
X (5)
X (5)
Overhead Service (within lot)
(4)
X
X
X
(4)
Underground Service (within lot)
X
X
X
Natural Gas (Optional)
Underground
X
X
X
X
X
X
Street Lighting
Schedule B, Part 1, Section 8.0
X
(9)
X
X
X
X
Sidewalk/Multi-use Path (11)
One Side (Limited Local)
X
X
X
X
X
Two Sides (inc. high & medium density local)
X
X
X
Bike Lanes / Paved Shoulders (11)
X
X
Street Tree & Blvd. Appurtenances Street Trees/Park Benches/Planters
X
Trail and Roadside Corridors
CGS-7 to CGS-12
X
X
X
X
X
X
1
The applicable service level is indicated with an X.
2
Dedication is capped at a 20 metre wide ROW and is not required for Development. Statutory ROW may be required to accommodate
infrastructure.
3
Required where the City system is within 100 metres and a gravity connection is possible.
4
Small Subdivisions and Developments do not require underground distribution where they are in an area of existing overhead distribution
and the City Engineer in consultation with BC Hydro approves overhead works.
5
Three-phase BC Hydro distribution to be located underground only where a tri-party cost sharing agreement is in place between the
Owner/Developer, BC Hydro and the City.
6
The Owner/Developer is required to grant a potable water treatment covenant in a form acceptable to the Approving Officer.
7
The Owner/Developer is to construct adjacent arterial road Frontage with one traffic lane (second lane funded by City if required).
8
Extension of municipal system into the rural area is permitted where supported by the OCP.
9
If street lighting is required for safety purposes. Rural Street lighting covered under Policy 5.5.
10
With specific approval from the City Engineer as part of an integrated stormwater management plan. Owner/Developer may be required to
grant an Alternative Stormwater maintenance covenant in a form acceptable to the Approving Officer and the Director of Development Services.
11
Sidewalk, Multi-use Paths and Bike lanes shall be installed as per the appropriate road cross-section where indicated in the OCP
Subdivison and Development Servicing
Bylaw No. 4293
Page 10 of 12
March 24, 2025
Consolidated to include Bylaw No. 4698
5.0
EXEMPTIONS
Exemptions to the servicing requirements in Section 4.0 are permitted as follows:
5.1
At the time of Parcel Line Adjustment, the provision of new Works and Services shall not be
required where:
5.1.1
Existing Works and Services have sufficient capacity for any demands directly
attributable to the proposed Parcel Line Adjustment.
5.2
At the time of Development, paving of a Street shall not be required where:
5.2.1
The Development is located in a Rural Development Area; and
5.2.2
The Development has Frontage on a Street constructed to a gravel standard in
accordance with Schedule B (Specification Drawing No. RD-7).
5.3
At the time of Development, the provision of new Works and Services shall not be required
where:
5.3.1
a) The Development is limited to the construction of an addition to a Low Density
Residential Dwelling or the construction of a Building or Structure accessory to a
Low Density Residential Dwelling; and
b) Existing Works and Services have sufficient capacity for any demands directly
attributable to the proposed Development.
5.3.2
a) The Development is limited to the construction of an addition or the construction
of a Building or Structure accessory to any existing building not addressed in
Section 5.3.1;
b) The size of the addition or accessory building is equal to or lesser than 50 m2;
and
c) Existing Works and Services have sufficient capacity for any demands directly
attributable to the proposed Development.
5.3.3
a) The Development is limited to a façade upgrade or internal renovation on any
existing Building; and
b) Existing Works and Services have sufficient capacity for any demands directly
attributable to the proposed Development.
Subdivison and Development Servicing
Bylaw No. 4293
Page 11 of 12
March 24, 2025
Consolidated to include Bylaw No. 4698
5.4
At the time of Subdivision, the provision of underground distribution wiring, ornamental
street lighting, constructed Highways including curb and gutter, sidewalks, trails,
roadside corridors, Boulevards and signage shall not be required where:
5.4.1
The Subdivision is located in an Urban Development Area;
5.4.2
The Parcel being subdivided is zoned and intended for a Low Density Residential
Development;
5.4.3
The total Parcel area is less than 1800m2;
5.4.4
New Street or Street extensions are not required to service the Subdivision; and
5.4.5
Existing Works and Services have sufficient capacity for any demands directly
attributable to the proposed Development.
5.5
At the time of Development, the provision of underground distribution wiring,
ornamental Street lighting, paved frontage roads, curb and gutter, sidewalks, trails,
roadside corridors, Boulevards and signage shall not be required where:
5.5.1
The Development is zoned and intended for construction of a Low Density
Residential Development;
5.5.2
New Highways or highway extensions are not required to service the
Development; and
5.5.3
Existing Works and Services have sufficient capacity for any demands directly
attributable to the proposed Development.
5.6
At time of Development where a sanitary main extension would be required to provide
the sanitary connection under Section 4.1 of this bylaw, connection to the City sanitary
sewer system shall not be required where:
5.6.1
The Development is located in an Urban Development Area;
5.6.2
The Development is zoned and intended for the construction of a Low Density
Residential Development or the construction of an addition to a Low Density
Residential Development or the construction of a Building or Structure accessory to
a Low Density Residential Development;
5.6.3
The closest point of the subject property is greater than 100 metres away from the
closest accessible termination of the City sanitary sewer system.
5.6.4
New highways or highway extensions are not required to service the
development; and
5.6.5
The Owner/Developer agrees to install an on-site sanitary collection and
treatment system in accordance with the Sewerage System Regulation.
Subdivison and Development Servicing
Bylaw No. 4293
Page 12 of 12
March 24, 2025
Consolidated to include Bylaw No. 4698
5.7
At the time of development properties are exempt from works and services where:
5.7.1
The property is owned by the City of Salmon Arm; and
5.7.2
Existing Works and Services have sufficient capacity for any demands directly
attributable to the proposed Development.
CITATION AND REPEAL
6.0
"City of Salmon Arm Subdivision and Development Servicing Bylaw No. 4163" and
amendments thereof are hereby repealed.
7.0
This bylaw may be cited as "City of Salmon Arm Subdivision and Development
Servicing Bylaw No. 4293"
READ A FIRST TIME THIS
12th
DAY OF
June
2023
READ A SECOND TIME THIS
12th
DAY OF
June
2023
READ A THIRD TIME THIS
26th
DAY OF
June
2023
ADOPTED BY THE COUNCIL
26th
DAY OF
June
2023
"A. HARRISON"
MAYOR
"S. WOOD"
CORPORATE OFFICER
Adopted by Council: June 26, 2023
Subdivision and Development Servicing Bylaw No. 4293
Schedule "A"
CITY OF SALMON ARM
MAP 1
Feb ruary 12, 2020
S CHEDU LE A
S U BDIVIS ION AND DEVELOPMENT
S ERVICING BY-LAW No. 4293
S cale:
Map: 1
1:55,000
Legend
Industrial Developm ent Area
Lig h t Industrial Developm ent Area
Rural Developm ent Area
U rb an Developm ent Area
Tow n Centre Developm ent Area
Rural Hillside Developm ent Area
U rb an Hillside Developm ent Area
NOTE:
1. In th e event of a discrepancy b etw een th is S ch edule 'A'
Bylaw No. 4163 and th e Official Com m unity Plan land
m aps, th e land m apping sh all tak e precedence.
2. Wh ere th e b oundary b etw een an "U rb an Developm ent
Area" and a "Rural Developm ent Area" is sh ow n to b e
along a h ig h w ay, th e entire h ig h w ay rig h t-of-w ay is
deem ed to b e w ith in th e "U rb an Developm ent Area"
3. A m ore detailed m ap is availab le for view ing on th e City
of S alm on Arm '
s Geog raph ical Inform ation S ystem at
City Hall or at h ttps://salm onarm .ca/
4. Roadw ays along th e b oundary of tw o different
developm ent areas sh all m eet th e h ig h er service level
standard.
Adopted by Council June 26, 2023
Subdivision and Development Servicing Bylaw No. 4293
Schedule "B" - Part 1
CITY OF SALMON ARM
DESIGN CRITERIA
Subdivision and Development Services Bylaw No. 4293 - Schedule B, Part 1
Table of Contents
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City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 1
Page 1 of 78
Contents
1.0
INTRODUCTION ............................................................................................................11
1.1
The Use of This Design Criteria Manual ......................................................................11
1.2
Intent of These Standards ...........................................................................................11
1.3
Application of These Design Criteria ...........................................................................11
1.4
Revisions to These Design Criteria .............................................................................12
1.5
Interpretation of the Design Criteria ............................................................................12
1.6
Statutory Requirements for Approvals.........................................................................12
1.7
Certifications ...............................................................................................................12
2.0
PRE-DESIGN, DESIGN and CONTRACT ADMIN ..........................................................13
2.1
Legal Surveys .............................................................................................................13
2.2
Design Surveys ...........................................................................................................13
2.3
Geotechnical Report ...................................................................................................13
2.3.1
Category A - Building foundation design and site drainage ..................................13
2.3.2
Category B - Pavement Structural design for private access corridors and public
roads
14
2.3.3
Category C - Landslide Assessments for Proposed Development .......................14
2.4
Flood Risk Assessment ..............................................................................................14
2.5
Traffic Impact Analysis ................................................................................................14
2.6
Qualified Professional Engineer ..................................................................................15
2.7
Design Drawing Submission .......................................................................................15
2.8
Design Drawings .........................................................................................................15
2.8.1
Submission Set ....................................................................................................16
2.8.2
Existing Information .............................................................................................17
2.8.3
Drawing Scale ......................................................................................................17
2.9
Design Drawing Approval ............................................................................................17
2.10
Pre-Construction Requirements ..................................................................................17
2.10.1
General ................................................................................................................17
2.10.2
Documentation .....................................................................................................18
2.11
Post Construction and City Acceptance ......................................................................18
2.11.1
Construction Completion Report ..........................................................................18
2.11.2
Substantial Completion ........................................................................................19
2.11.3
Deficiencies .........................................................................................................19
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2.11.4
Record Drawings: ................................................................................................19
2.11.5
Utility Service Cards .............................................................................................20
2.11.6
Submission Deadlines .........................................................................................20
2.11.7
Final Acceptance .................................................................................................20
3.0
SITE PREPARATION AND EARTHWORKS ..................................................................21
3.1
Erosion and Sediment Control (ESC) ..........................................................................21
3.1.1
Erosion and Sediment Control Drawings ..............................................................21
3.1.2
Process ................................................................................................................21
3.1.3
ESC Plan Requirements ......................................................................................21
3.1.4
ESC Best Management Practices ........................................................................22
3.2
Site Grading ................................................................................................................23
3.2.1
Site Grading Plan .................................................................................................23
3.2.2
Low Points ...........................................................................................................23
3.2.3
Overland flow routes ............................................................................................23
3.2.4
Cut/fill plan ...........................................................................................................24
3.2.5
Slope ...................................................................................................................24
3.2.6
Lot Grading ..........................................................................................................24
3.2.7
Swales .................................................................................................................24
3.2.8
Retaining Walls ....................................................................................................25
3.2.9
Statutory Right-of-ways ........................................................................................25
3.2.10
Rough Grading ....................................................................................................25
3.3
Site Restoration ..........................................................................................................25
3.3.1
Restoration of Public Property .............................................................................25
3.3.2
Restoration of Private Property ............................................................................25
3.3.3
Restoration of Site ...............................................................................................25
4.0
ROADS ..........................................................................................................................27
4.1
General .......................................................................................................................27
4.2
Approval Drawings ......................................................................................................27
4.3
Geotechnical Evaluation .............................................................................................27
4.4
Road Classification .....................................................................................................27
4.5
Design Speed .............................................................................................................27
4.6
Right of Way Widths ...................................................................................................28
4.6.1
Standard Right-of-way Widths .............................................................................28
4.6.2
Additional Right-of-way Width ..............................................................................28
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4.6.3
Reduced Right of Way widths ..............................................................................28
4.6.4
Corner Cuts .........................................................................................................28
4.7
Lanes ..........................................................................................................................28
4.8
Cross-Sectional Elements ...........................................................................................28
4.8.1
Road Cross-Section .............................................................................................28
4.8.2
Road Structure .....................................................................................................28
4.8.3
Boulevards ...........................................................................................................29
4.8.4
Bike lanes ............................................................................................................29
4.8.5
Ditches.................................................................................................................29
4.8.6
Curb and Gutter ...................................................................................................29
4.8.7
Sidewalks and Multi-use Paths ............................................................................29
4.8.8
Walkways ............................................................................................................30
4.8.9
Crosswalks ..........................................................................................................30
4.8.10
Stairs ...................................................................................................................30
4.8.11
Pathways and Trails .............................................................................................30
4.8.12
Canada Post Boxes .............................................................................................30
4.8.13
Transit Bays .........................................................................................................31
4.8.14
Parking Bays........................................................................................................31
4.8.15
Sign Post Bases ..................................................................................................31
4.9
Alignment Elements ....................................................................................................31
4.9.1
Cross Slopes .......................................................................................................31
4.10
Intersection Design .....................................................................................................32
4.10.1
Round-Abouts ......................................................................................................32
4.10.2
Maximum Grade ..................................................................................................32
4.10.3
Angle ...................................................................................................................32
4.10.4
Curb Returns .......................................................................................................32
4.11
Cul-De-Sacs ...............................................................................................................32
4.11.1
General ................................................................................................................32
4.11.2
Grading ................................................................................................................32
4.11.3
Driveways ............................................................................................................32
4.11.4
Length..................................................................................................................33
4.12
Pavement Marking and Signage .................................................................................33
4.13
Access ........................................................................................................................33
4.13.1
Driveways ............................................................................................................33
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4.13.2
Combined/Shared Access....................................................................................33
4.13.3
Number of Accesses ............................................................................................33
4.13.4
Clearance to Intersection .....................................................................................34
4.13.5
Servicing Conflicts ...............................................................................................34
4.13.6
Grade ..................................................................................................................34
5.0
WATER SYSTEMS ........................................................................................................35
5.1
General .......................................................................................................................35
5.1.1
Water for Domestic Purpose ................................................................................35
5.1.2
Municipal or Alternative Water Source .................................................................35
5.1.3
Extension of Water Distribution System ...............................................................35
5.2
Alternative Water Source ............................................................................................35
5.2.1
Alternative Water Source Approval for Subdivision or Development ....................36
5.2.2
Professional Driven Approach (Groundwater) ......................................................36
5.2.3
Homeowner Driven Approach (Groundwater) ......................................................37
5.2.4
Surface Water ......................................................................................................37
5.2.5
Water Quality Testing ..........................................................................................38
5.2.6
Covenant .............................................................................................................38
5.2.7
Proof of Source Yield (Groundwater) ...................................................................38
5.2.8
Proof of Source Yield (Surface Water) .................................................................38
5.2.9
Water Treatment ..................................................................................................39
5.3
Municipal Water Source ..............................................................................................39
5.3.1
City of Salmon Arm ..............................................................................................39
5.3.2
Interior Health Authority .......................................................................................39
5.4
Main Sizing .................................................................................................................40
5.4.1
Pipe Flow Formula ...............................................................................................40
5.4.2
Minimum watermain sizes ....................................................................................40
5.4.3
Design velocity .....................................................................................................40
5.4.4
Per Capita Demand .............................................................................................40
5.4.5
Non-Residential Demand .....................................................................................40
5.4.6
Fire Flow Requirements .......................................................................................41
5.4.7
Design Flows .......................................................................................................41
5.4.8
Design Pressures ................................................................................................41
5.5
Vertical Alignment .......................................................................................................41
5.5.1
Grade ..................................................................................................................41
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5.5.2
Chambers ............................................................................................................41
5.5.3
High Points ..........................................................................................................42
5.5.4
Air Release and Vacuum Valve ...........................................................................42
5.5.5
Depth of Cover .....................................................................................................42
5.5.6
Vertical Clearance ...............................................................................................42
5.6
Horizontal Alignment ...................................................................................................42
5.6.1
Location in Roadway ............................................................................................42
5.6.2
Horizontal Curves ................................................................................................42
5.6.3
Horizontal Clearance ...........................................................................................43
5.6.4
Chambers ............................................................................................................43
5.6.5
Main Looping .......................................................................................................43
5.6.6
Dead End Watermain ...........................................................................................43
5.7
Main Line Valve Size and Locations ...........................................................................43
5.8
Fire Hydrants ..............................................................................................................44
5.8.1
Spacing ................................................................................................................44
5.8.2
Location/Clearance ..............................................................................................44
5.8.3
Connections .........................................................................................................44
5.8.4
Depth of Cover .....................................................................................................44
5.9
Thrust Blocks and Joint Restraints ..............................................................................44
5.10
Water Services ...........................................................................................................45
5.10.1
Number of Connections .......................................................................................45
5.10.2
Diameter ..............................................................................................................45
5.10.3
Minimum Pressure ...............................................................................................45
5.10.4
Pressure Reducing Valves ...................................................................................45
5.10.5
Curb Stop Location ..............................................................................................45
5.10.6
Tracer wire ...........................................................................................................45
5.11
Water Meters ..............................................................................................................46
5.11.1
Water Meters .......................................................................................................46
5.11.2
Credit Meters .......................................................................................................46
5.11.3
Meter Vaults ........................................................................................................46
5.12
Valve Box Marker........................................................................................................46
5.13
Pump Stations Control Valves and Reservoirs ............................................................46
5.14
Corrosion Protection ...................................................................................................46
5.15
Cross Connection Control ...........................................................................................47
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5.16
Abandonment of Mains ...............................................................................................47
6.0
SANITARY SEWER SYSTEM ........................................................................................48
6.1
General .......................................................................................................................48
6.1.1
Sanitary connection .............................................................................................48
6.1.2
Municipal or Alternative Sanitary System .............................................................48
6.2
On-site Sanitary Systems ............................................................................................48
6.3
Municipal Sanitary System ..........................................................................................48
6.3.1
Engineering Drawings ..........................................................................................48
6.3.2
Design Sheets .....................................................................................................48
6.4
Main Sizing .................................................................................................................49
6.4.1
Design Flow .........................................................................................................49
6.4.2
Population ............................................................................................................49
6.4.3
Average Dry Weather Flow ..................................................................................49
6.4.4
Peak Flow Formula ..............................................................................................49
6.4.5
Infiltration .............................................................................................................49
6.4.6
Pipe Flow Formula Gravity Main ..........................................................................49
6.4.7
Pipe Flow Formula Force Main ............................................................................50
6.4.8
Minimum sanitary main diameter .........................................................................50
6.4.9
Velocities .............................................................................................................50
6.5.1
Pipe Grade ..........................................................................................................50
6.5.2
Hydraulic Losses Across Manholes .....................................................................51
6.5.3
Drop Manholes ....................................................................................................51
6.5.4
Depth of Cover .....................................................................................................51
6.5.5
Vertical Curves ....................................................................................................51
6.5.6
Manhole Benching ...............................................................................................51
6.6.1
Location in Roadway ............................................................................................51
6.6.2
Horizontal Curves ................................................................................................52
6.6.3
Sanitary Manholes ...............................................................................................52
6.6.4
Clean-outs ...........................................................................................................52
6.7
Service Connections ...................................................................................................52
6.7.1
Number of Services .............................................................................................52
6.7.2
Diameter ..............................................................................................................52
6.7.3
Depth and Grade .................................................................................................53
6.7.4
Connection into Manhole .....................................................................................53
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6.7.5
Inspection Chambers ...........................................................................................53
6.8
Force Mains ................................................................................................................53
6.8.1
Diameter ..............................................................................................................53
6.8.2
Velocity ................................................................................................................53
6.8.3
High Points ..........................................................................................................53
6.8.4
Tracer Wire ..........................................................................................................53
6.8.5
Connection to Manhole ........................................................................................53
6.9
Pump Stations ............................................................................................................54
7.0
STORM WATER MANAGEMENT ..................................................................................55
7.1.1
Integrated Stormwater Management Plan ............................................................55
7.1.2
Municipal or Alternative Storm System.................................................................56
7.2
Alternative Stormwater Systems .................................................................................56
7.2.1
Sheet Drainage ....................................................................................................56
7.2.2
Infiltration Systems...............................................................................................56
7.2.3
Low Impact Development Infrastructure ...............................................................57
7.2.4
Covenant .............................................................................................................57
7.2.5
Statutory Right of Way .........................................................................................57
7.3
Municipal Stormwater Collection System ....................................................................57
7.3.1
Engineering Drawings ..........................................................................................58
7.3.2
Stormwater Report ...............................................................................................58
7.3.3
Design Sheets .....................................................................................................58
7.4
Design Flows ..............................................................................................................58
7.4.1
Major and Minor Flow Calculations ......................................................................58
7.4.2
Peak Rate Run-off (Design Storms) .....................................................................58
7.4.3
Pre-development Flow .........................................................................................59
7.4.4
Run-off Coefficient ...............................................................................................59
7.4.5
Rainfall Intensity ..................................................................................................59
7.4.6
Design Time of Concentration ..............................................................................60
7.4.7
Snow Melt ............................................................................................................60
7.5.1
Design Storm .......................................................................................................60
7.5.2
Pipe Flow Formula ...............................................................................................60
7.5.3
Minimum Storm Main Diameter ............................................................................61
7.5.4
Velocities .............................................................................................................61
7.5.5
Design Flow Adjustment for LIDs .........................................................................61
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7.6
Vertical Alignment .......................................................................................................61
7.6.1
Pipe Grade ..........................................................................................................61
7.6.2
Hydraulic Losses Across Manholes .....................................................................61
7.6.3
Drop Manholes ....................................................................................................62
7.6.4
Depth of Cover .....................................................................................................62
7.6.5
Vertical Curves ....................................................................................................62
7.6.6
Manhole Benching ...............................................................................................62
7.7
Horizontal Alignment ...................................................................................................62
7.7.1
Location in Roadway ............................................................................................62
7.7.2
Horizontal Curves ................................................................................................62
7.7.3
Storm Manholes ...................................................................................................62
7.7.4
Clean-outs ...........................................................................................................63
7.8
Service Connections ...................................................................................................63
7.8.1
Number of Services .............................................................................................63
7.8.2
Diameter ..............................................................................................................63
7.8.3
Depth and Grade .................................................................................................63
7.8.4
Connection into Manhole .....................................................................................63
7.8.5
Inspection Chambers ...........................................................................................64
7.10.1
Spacing ................................................................................................................64
7.10.3
Side Inlets ............................................................................................................64
7.10.4
Catchbasin Leads ................................................................................................64
7.10.5
Location ...............................................................................................................65
7.10.6
Rear Yard Catchbasin ..........................................................................................65
7.11
Major Flow Routing .....................................................................................................65
7.11.1
General ................................................................................................................65
7.11.2
Design Storm .......................................................................................................65
7.11.3
Major Route Flow Sizing ......................................................................................66
7.11.4
Location ...............................................................................................................66
7.11.5
Major Flow on Roadways .....................................................................................66
7.11.6
Erosion Protection ...............................................................................................66
7.11.7
Storm Sewer ........................................................................................................66
7.12
Hydraulic Grade Line ..................................................................................................66
7.12.1
General ................................................................................................................66
7.12.2
Hydraulic Grade Line Formula .............................................................................67
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7.12.3
Inlet Control Devices ............................................................................................67
7.13
Drainage Ditches/Culverts ..........................................................................................67
7.14
Inlet and Outlet Structures ..........................................................................................67
7.14.1
General ................................................................................................................67
7.14.2
Safety Grates and Hand Rails ..............................................................................68
7.14.3
Erosion Control ....................................................................................................68
7.15
Quality Control ............................................................................................................68
7.15.1
General ................................................................................................................68
7.15.2
Oil/Water Separators (OWS) ................................................................................68
7.15.3
Oil/grit Separators (OGS) .....................................................................................68
7.15.4
Detention Storage Facilities .................................................................................69
7.16
Quantity Control ..........................................................................................................69
7.16.1
General ................................................................................................................69
7.16.2
Detention Facilities...............................................................................................69
7.16.2.1
Above Ground Detention ..................................................................................69
7.16.2.2
Underground Detention ....................................................................................69
7.16.2.3
Private Detention Facilities ...............................................................................69
7.16.3
Orifice ..................................................................................................................70
7.16.4
Infiltration Systems...............................................................................................70
7.16.5
Low Impact Development Infrastructure ...............................................................70
7.16.6
Natural Drainage Courses....................................................................................70
8.0
STREET LIGHTING .......................................................................................................71
8.1
British Columbia Electrical Code .................................................................................71
8.2
Materials .....................................................................................................................71
8.3
Levels of Illumination ..................................................................................................71
8.4
Pole Type ...................................................................................................................71
8.5
Location ......................................................................................................................72
8.6
Electrical Service Connections ....................................................................................72
8.7
Electrical Permit ..........................................................................................................72
9.0
HYDRO, TELECOMMUNICATIONS, GAS .....................................................................73
9.1
General .......................................................................................................................73
9.2
B.C. Hydro ..................................................................................................................73
9.3
Telecommunications ...................................................................................................73
9.4
Gas Distribution System..............................................................................................73
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10.0
LANDSCAPING ..............................................................................................................74
10.1
General .......................................................................................................................74
10.2
Approval Drawings ......................................................................................................74
10.3
Boulevards ..................................................................................................................74
10.6
Seeding ......................................................................................................................75
10.8
Street Trees ................................................................................................................75
10.9
Unit Paving .................................................................................................................75
11.0
HILLSIDE DEVELOPMENT ............................................................................................77
11.1
General .......................................................................................................................77
11.2
Roads .........................................................................................................................77
11.2.1
Single Lane Roadways ........................................................................................77
11.2.2
Lanes ...................................................................................................................77
11.2.3
Rights-of-ways .....................................................................................................77
11.2.4
Sidewalks ............................................................................................................77
11.2.5
Boulevards ...........................................................................................................77
11.2.6
Turn-around .........................................................................................................78
11.3
Access ........................................................................................................................78
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Section 1.0 - General
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GENERAL: The following design standards are to be used as requirements of all developments
except where otherwise exempt in the bylaw or standards. Where a proposed design meets the
level of service prescribed by the bylaw, alternative design solutions may be evaluated and
approved at the discretion of the City Engineer.
1.0
INTRODUCTION
1.1 The Use of This Design Criteria Manual
This Design Criteria Manual replaces all previous versions and revisions. Always ensure
that you are using the most recent version. It is the Design Engineer's responsibility to
verify that the current criteria are being used prior to initiating and submitting detailed
design.
1.2 Intent of These Standards
This manual has been prepared for the Design Engineer and the development community
for the design of engineering facilities and systems in the City of Salmon Arm. It is intended
to provide the minimum design criteria and standards for proposed City works. The Design
Engineer remains fully responsible to ensure that designs meet the minimum design
criteria, accepted engineering principles, and are adequate for the site conditions and
anticipated use.
1.3 Application of These Design Criteria
The minimum criteria and standards defined in this manual shall apply to the preparation
of all engineering designs and drawings for projects in the City of Salmon Arm. Design
Engineers are encouraged to seek innovative and superior solutions, where appropriate,
to achieve better technical and economical solutions. A Design Engineer who wishes to
adopt criteria not specifically included in or variant from those within this manual, shall
justify the proposed change in a signed and sealed letter/report submitted to the City
Engineer for review and approval. Submissions must demonstrate that the proposed
change is equivalent to or better than the standards contained in this manual and provides
the level of service prescribed by the bylaw.
The Design Engineer must be satisfied that the design criteria contained herein are
applicable to the project at hand, and must apply more stringent criteria where appropriate.
The Applicant and Design Engineer are fully responsible for designing to standards which
exceed these standards when specific site conditions dictate that more stringent
performance measures are required. All design and construction details for City
infrastructure shall be in accordance with this Design Criteria Manual, the Subdivision and
Development Services Bylaw, Fire Prevention Bylaw, other applicable Bylaws and with
the Standard Drawings and Specifications, as adopted by the City.
Where conflicts or discrepancies appear between this manual, Standard Drawings and/or
Specifications, the Design Engineer shall review the conflict or discrepancy with the City
and shall obtain the City's approval to an agreed drawing or specification prior to
proceeding. The criteria that shall apply are those in place at the time of the latest letter of
Preliminary Layout Approval (PLA) or extensions thereto, in the case of subdivision
applications.
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Section 1.0 - General
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1.4 Revisions to These Design Criteria
The criteria and design parameters contained in this manual are subject to review and re-
evaluation and the City reserves the right to initiate revisions or additions to these criteria
as and when it deems it is necessary to make such revisions.
The City encourages submissions from Design Engineer's wishing to amend the City's
Design Criteria. Such submissions shall be in a report format, signed and sealed by a
Professional Engineer (where info is technical in nature), and shall include clean and
succinct expressions of concern, suggestions for alternatives including benefits and
recommendations proposed to address improvements to the current Design Criteria.
The City may, at its sole discretion, review, assess and accept, adopt, or reject in whole
or in part, the submissions and/or the recommendations from a Design Engineer for
inclusion within the Design Manual at a future date.
1.5 Interpretation of the Design Criteria
The City Engineer reserves the right to the final decision with regard to the interpretation
of the intent of the Design Criteria, and with regard to the acceptability of changes from
the Standards, or Standards proposed by the Design Engineer.
1.6 Statutory Requirements for Approvals
The Design Engineer shall remain responsible for compliance with all the statutory
requirements of the City and other relevant authorities which are mandated to regulate
and approve such works and shall arrange for and secure all approvals from the
appropriate authorities.
Where this Design Criteria Manual refers to: bylaws, acts, regulations and standards, this
shall mean the most recent edition or amendment of the referenced document. It is the
responsibility of the Design Engineer to ensure the most recent edition of amendment is
being used.
Where due to amendment of statutory requirements, conflicts or inconsistencies with this
Design Criteria Manual arise, the Design Engineer is responsible for applying the more
stringent requirements, and shall refer the issue to the City Engineer.
1.7 Certifications
Design Engineers shall accept responsibility for all aspects of their design and inspections
associated with their design. The Design Engineer must be in good standing and
registered with the Engineers and Geoscientists BC (EGBC) and be currently practicing
in the appropriate engineering discipline. Additionally the Engineer's Firm must have a
Permit to Practice from EGBC. By way of the Design Engineer's seal and Permit to
Practice number they are certifying that the works have been designed and inspected to
good engineering standards and in accordance with the latest edition of the City of Salmon
Arm Design Criteria Manual, Standard Drawings and Specifications adopted by the City
of Salmon Arm. All submissions including drawings, reports, calculations, cost estimates,
inspection reports or other such information as required are to be submitted under the
Design Engineer's seal and signature.
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Section 2.0 - Pre-design, Design, and Contract Admin
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2.0
PRE-DESIGN, DESIGN and CONTRACT ADMIN
2.1 Legal Surveys
Project legal survey and preparation of plans for registration at the Land Title Office, shall
be completed by a registered British Columbia Land Surveyor (B.C.L.S).
All project legal survey plans prepared by a B.C.L.S shall be submitted in electronic format.
2.2 Design Surveys
Surveys shall be conducted in a manner so as not to create a nuisance to traffic or the
general public. The permission of registered property owners is required before entering
private property.
All elevations shall be referenced to Geodetic Survey of Canada (GSC) datum.
All drawing coordinates shall be consistent with established survey coordinates to the
City's benchmark system.
2.3 Geotechnical Report
Where a geotechnical engineering review is required in accordance with the provisions
contained in this bylaw or by the Approving Officer, the Owner/Developer shall appoint a
qualified Professional Engineer or Geoscientist to complete a geotechnical investigation
and report addressing the potential areas of concern as listed below and as required.
The City requires that all works and services installations shall have a level of safety for
any and all geotechnical failures with a 10.0% probability of failure occurring in a 50 year
period (a return period of 1:500 year), or the prevailing standard as set by the B.C. Building
Code, whichever is more stringent.
The geotechnical report must clearly state that the land is safe for the intended purpose
and that the City of Salmon Arm may use and rely on the findings and recommendations
contained in the report.
The Owner/Developer shall be responsible for completing the recommended
improvements prior to Subdivision or Development and/or may be required to register a
Section 219 Restrictive Covenant.
2.3.1 Category A - Building foundation design and site drainage
1)
The design engineer shall undertake field investigations for the purpose of
classification of the native soils in the laboratory. Where groundwater is prevalent the
depth of the groundwater table shall be determined.
2)
All necessary test pits or boreholes shall be logged and locations accurately shown on
a site plan and attached as an addendum to the report.
3)
The details and results of the laboratory analysis is to be provided in the report. In
addition, the engineering properties of the subsoils must also be provided.
4)
The engineer must review the site and provide a detailed assessment and
recommendations for the items below. Where recommendations vary from B.C.
Building Code requirements a Section 219 covenant must be registered on title to
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ensure compliance with geotechnical report and future related works shall be
supervised by a qualified engineer.
a) General grading and site preparation;
b) Ground preparation for foundation/crawl spaces;
c) Design specifications for any retaining walls to be constructed;
d) Foundation perimeter, roof and general site drainage including a recommendation
on connecting roof leader drainage to the storm sewer where necessary;
e) Frost protection for foundations, and
f) Provide general comments on the constructability of the proposed development
and make any additional recommendations deemed necessary to meet the
prescribed level of safety.
2.3.2 Category B - Pavement Structural design for private access corridors and public roads
1)
The engineer must complete field investigations, laboratory analysis and reporting as
noted in Category "A", Items 1 and 2.
2)
The engineer must complete pavement evaluation and design based on the AASHTO
guide (latest version) based on a 25 year design life. The pavement structure design
must be no less than that recommended in accordance with the provisions contained
in this bylaw.
3)
The report must provide detailed recommendations on the following:
a) Subgrade preparations;
b) Sub-base, base and asphalt construction methods;
c) Construction of sidewalks and curb & gutter, and
d) Trench excavation and backfill within road allowances and statutory rights-of-way.
2.3.3 Category C - Landslide Assessments for Proposed Development
Where a geotechnical engineering report in reference to a potential land stability risk is
required by the Approving Officer, for subdivision approval, issuance of a development or
building permit, the report must be conducted in accordance with the "Guidelines for
Legislated Landslide Assessments for Proposed Residential Development in British
Columbia" as prepared by the Association of Professional Engineers and Geoscientists of
BC, as amended.
The Geotechnical Engineer shall provide an APEGBC Appendix D: Landslide Assessment
Assurance Statement with the submission of each report and with any revised report.
2.4 Flood Risk Assessment
Where an engineering report in reference to a potential flood risk is required by the
Approving Officer, for subdivision approval, issuance of a development or building permit
or for a flood plain bylaw exemption, the report must be conducted in accordance with the
"Professional Practice Guidelines - Legislated Flood Assessments in a Changing Climate
in BC" as prepared by the Association of Professional Engineers and Geoscientists of BC,
as amended.
2.5 Traffic Impact Analysis
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Where a Traffic Impact Analysis (TIA) is required by the Approving Officer, for rezoning
or subdivision approval, the Owner/Developer shall appoint a qualified Professional
Engineer to complete a TIA and report.
The Terms of Reference for the TIA shall be prepared by the Engineer and submitted to
the City for approval prior to proceeding with the TIA. A sample Terms of Reference can
be obtained from the City's Engineering Department.
2.6 Qualified Professional Engineer
Where works and services are required in accordance with the provisions contained in this
bylaw, the Owner/Developer shall appoint a qualified Professional Engineer hereinafter
referred to as the Consulting Engineer, to undertake all project engineering survey, design,
field reviews and record drawings in accordance with the provisions of this bylaw. The
Owner/Developer shall provide a confirmation of Professional Assurance, Certificate
Schedule 'C', F-10 signed by a Professional Engineer
Proof of Engineers Professional Liability Insurance (Errors and Omissions) shall be
provided for all projects where the cost of the works and services exceeds One Hundred
Thousand Dollars ($100,000.00)
2.7 Design Drawing Submission
The design drawing submission shall be provided electronically in pdf format and shall
also include the following:
Two (2) complete sets of ANSI 'D' or ARCH 'D' size design drawing prints (See
Section 2.8), date stamped, sealed and signed by a Professional Engineer, for
approval. All design drawings shall be submitted in the City of Salmon Arm standard
format as shown in the Specifications Drawings. Additional sets of drawings are to be
submitted upon request at the Owner/Developers cost
Design sheets and calculations for proposed storm and sanitary sewer installations.
Construction estimates for (a) off-site works and services and (b) on-site works and
services shall be submitted with the design drawings. These construction estimates
shall be prepared in a City of Salmon Arm format and shall reflect current construction
costs in Salmon Arm and shall be signed and sealed by a Professional Engineer.
PDF copies of the approved Hydro, Telecommunication, Natural Gas and CATV
servicing drawings.
Provincial Health Certificate to Construct Water Works for water works installations
(This is generally received directly from IHA but if not received, will be requested from
the Engineer).
2.8 Design Drawings
A description of each of the most commonly required drawings is included below which
includes a general guideline of the information to be included on each drawing.
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2.8.1 Submission Set
Where applicable the following design drawings shall be submitted:
Project Cover Sheet / Key Plan - Shall indicate the Designers Name, Address,
telephone and Fax Number, the City's Project Number, the Site Location, the Legal
Description of the properties involved, and an Index of the Design Drawings.
General Notes & Details - Road cross sections on profile drawings, all other
miscellaneous details on plan drawings.
General Arrangement Plan - shall be a plan view drawing(s) at 1:1000 scale or 1:500
as appropriate, showing all existing and proposed infrastructure (including private
utility company servicing and street lighting)
Sanitary Drainage Plan - shall indicate proposed drainage boundaries for each pipe
reach and their associated area, design flow/unit, population/unit. All external flows
and future flows shall be indicated. Plans shall show basic lot information and all
sanitary related infrastructure.
Storm Drainage Plan - Shall indicate existing and proposed drainage boundaries for
each pipe reach and their associated area and runoff coefficient. All external flows
and future flows shall be indicated. Plans shall show basic lot information, existing
contours, proposed grading and all storm related infrastructure.
Plan and Profile Drawings - shall contain plan view (top) and profile (bottom) at 1:500
horizontal, 1:50 vertical, road design including curb and gutter, sidewalks and other
related surface works, storm and sanitary sewers, service connections and related
appurtenances, waterworks, service connections, fire hydrants and related
appurtenances. Pipes and manholes shall be drawn at actual size in profile and
hatching shall distinguish between water, sanitary and storm. Pipe widths shall be
shown in plan view for pipes 600mm in diameter and larger and in profile view for all
pipe diameters.
Grading Plan - shall thoroughly detail any changes to existing grading both on-site
and off-site. The plan shall provide adequate information to confirm overland flow
patterns and routes, conformity to City design standards, impacts to adjacent lots, and
constructability of lot (refer to Section 3.2.1). Pre-grade values shall be provided for
lots that are less than three (3) times the minimum lot sizes. Pre-grade values are the
depths below final grade that lots/roads should be left at pre-development to account
for excavation spoils during construction bringing the site up to the final approved
grade.
Pavement Marking and Signage Plan - shall indicate all required pavement marking
and signage including all required layout dimensioning.
Utility Coordination Plan - shall indicate locations of all shallow utilities (hydro, tel,
cable, gas), road crossing locations and all above ground appurtenances such as
pedestals, transformers, street lights, manholes, hydrants, street trees, inspection
chambers, etc.
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Illumination Plan - shall indicate lamp locations, lamp (LED) types, spacing, areas of
illumination and calculations. Illumination plan may require an exclusive site plan or
may be included on General Arrangement Plan, depending on complexity of proposed
work.
Erosion and Sediment Control Plan - shall indicate all erosion and sediment control
infrastructure and appurtenances (refer to Section 3.1).
Landscaping and Irrigation Plan - shall indicate the location of the irrigation system
and appurtenances as well as any proposed plantings (refer to Section 10.0).
Lot Grading Plan (Building Permits) - shall thoroughly detail any changes to existing
grading both on-site and off-site and any deviations from the approved grading plans.
The plan shall provide adequate information to confirm overland flow patterns and
routes, building elevation, conformity to City design standards, impacts to adjacent
lots, driveway slopes, boulevard slopes, and constructability of lot (refer to Section
3.2.1).
Where colours are used on drawings, they should conform to best practices (sanitary is
red, storm is green, water is blue).
2.8.2 Existing Information
Existing information shall be illustrated with grayed back line work and/or dashed line
types.
2.8.3 Drawing Scale
The scale of all design drawings with exception of the general arrangement drawing shall
be 1:500 Horizontal, 1:50 Vertical. Any deviation shall be first approved by the City
Engineer.
2.9 Design Drawing Approval
City review and acceptance of Engineering Plans does not confirm the accuracy or
adequacy of the design; nor does the City accept responsibility for any damages or costs
incurred due to errors, omissions, or deficiencies in the design or location of any existing
or new works and services.
2.10
Pre-Construction Requirements
2.10.1 General
No construction shall occur unless and until engineering drawings have been accepted by
the City. Such acceptance is indicated only by the signature of the City Engineer, or
authorized delegate on the submitted design drawings and completed Permission to
Construct, Schedule 'C', Form F-1. These drawings shall be referred to as the "CSA
Approved Design Drawings".
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2.10.2 Documentation
The Owner/Developer shall provide the following documentation after acceptance of the
Engineering Submissions and before commencing any works within City of Salmon Arm
rights of way as follows:
A signed and sealed Servicing Agreement where required by the City Engineer.
Proof of Insurance in accordance with the terms and conditions provided in the
Servicing Agreement, naming the City of Salmon Arm as an 'Additional Insured'.
Performance Security equal to 125% of the estimated off-site servicing costs (cash
or clean irrevocable letter of credit).
Professional Assurance Certificate, Schedule 'C', Form F-8, signed by a
Professional Engineer.
A copy of the Work Safe BC 'Notice of Project' and 'Letter of Good Standing'
Prime Contractor Pre-construction Form, duly completed.
A testing schedule for quality control of the constructed works including the name
of the testing agency and the contact person.
Outside Provincial and Federal Resource Agency approvals obtained (Ministry of
Transportation, Ministry of Environment, Ministry of Health, Department of Fisheries
and Oceans, etc.), where applicable.
2.11
Post Construction and City Acceptance
2.11.1 Construction Completion Report
Following completion of the works and services, the Consulting Engineer shall submit an
electronic construction completion report to the City Engineer that contains the following
documentation:
Certificate of Inspection, Schedule 'C', Form F-2, signed and sealed by the
Consulting Engineer.
Inspection Records, including photos.
Complete Materials and Performance Testing Report for all construction work (i.e.,
earthwork compaction, asphalt marshal/compaction densities, concrete testing,
sewer leakage and pressure test, etc.) and (water system leakage and pressure
test,
bacteriological
test
results
and
certification
in
accordance
with
Flushing/Testing/Disinfection Report, Schedule 'C', Form F-11). All materials
testing reports shall be sealed and signed by a professional Engineer certifying
that all works tested meet and/or exceed the requirement of this bylaw;
Fire Hydrant Flow Testing, Colour Coding and Stamping will be completed by the
City's Utility Department, at the Owner/Developer's cost.
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Hydro, Telecommunications, Natural Gas and CATV acceptance letters of the
completed work;
Permit from Technical Safety BC for the completed streetlight/electrical system
(this must be submitted within three (3) months of installation);
IHA Construction Permit issued under Section 7 of the Drinking Water Protection
Act;
Signed 'Certificate of Reinstatements' from registered property owners where
works have been undertaken on private property.
Confirmation that all residents who have been directly affected by the works have
been notified of the project completion and given the City's contact information
should issues arise.
Utility videos, complete with inspection report for all new sanitary and storm sewer
installations;
Confirmation that Canada Post has been notified of the completed
subdivision/development;
Certification that the rough lot grading has been completed to within +/- 100 mm
of the approved final pre-grades;
2.11.2 Substantial Completion
On completion of the Works and Services the Owner/Developer shall notify the City
Engineer. The City Engineer, upon receipt of the notice and bound completion report
prepared by the Consulting Engineer, shall inspect the Works and Services and, if
necessary, issue a list of deficiencies that must be corrected. If the City Engineer
determines the works and Services can be put into service and are substantially complete,
a Certificate of Substantial Completion, Schedule 'C', Form F-4 shall be dated and issued.
At this time monies held by the city shall be released, less 10% of the total cost of the
Works and Services as a maintenance holdback and deficiency bonding as noted in
Section 2.11.3.
2.11.3 Deficiencies
Any deficiencies identified upon substantial completion shall be bonded in the amount of
two (2) times the value of the deficiencies. Upon correction of the deficiencies, to the
acceptance of the City Engineer, a Certificate of Completion, Schedule 'C', Form F-5 shall
be dated and issued and the deficiency portion of the maintenance holdback released.
2.11.4 Record Drawings:
At the conclusion of the project, and prior to release of the Owner/Developers Performance
Security, the Owner/Developer shall submit one (1) set of Record Drawings which have
been revised, sealed and signed by a Professional Engineer, to illustrate the recorded
works, plus an electronic copy containing the record drawings in AutoCAD DXF format
and PDF format.
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Record drawings, means design drawings sealed by a Professional Engineer to reflect
design changes made during construction. These drawings are intended to incorporate
addenda, change orders and other significant design changes and site instructions. These
drawings must be signed, sealed and dated by the professional Engineer who assumes
overall responsibility for the construction and must be provided whether private contractor
or City crews installed the work.
Record Drawings shall indicate the installed location for Hydro, Telecommunications, Gas,
CATV and Street Lighting mains and servicing.
2.11.5 Utility Service Cards
Utility Service Cards shall be submitted in accordance with Specification Drawing No. SC-
1 indicating the exact location and size of the water, sanitary and storm services, the lot
and plan number, the street name, civic address, north arrow, lot lines, dimensions and
bearings. Utility Service Card shall be submitted for each lot created by subdivision and/or
the Development at the time of submission of the Record Drawing and must be provided
whether private contractor or City crews installed the work.
UTM 11 coordinates are to be provided for water service curb stop, sanitary service
inspection chamber and storm service inspection chamber, in addition to dimensions to
property lines and/or property pins.
Utility Service Cards shall be submitted in PDF format with one (1) PDF file for each parcel.
The file names shall follow the City standard format of all capitals, full road name, no use
of suffixes on road number (ie 3200 3 STREET NE).
2.11.6 Submission Deadlines
All record drawings and utility service cards shall be submitted to the City within 90 days
of issuance of a 'Certificate of Substantial Completion' to the Owner/Developer, otherwise
the City may, at their discretion, proceed with preparation and completion of the
aforementioned information at the cost to the Owner/Developer
2.11.7 Final Acceptance
The City Engineer will release the maintenance holdback, less the cost of any repairs
chargeable to the Owner/Developer, upon expiration of the maintenance period when so
requested by the Owner/Developer. Upon release of the maintenance holdback the City
Engineer will issue a Certificate of Final Acceptance, Schedule 'C', Form F-6
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3.0
SITE PREPARATION AND EARTHWORKS
A. DESIGN CRITERIA
3.1 Erosion and Sediment Control (ESC)
3.1.1 Erosion and Sediment Control Drawings
Erosion and Sediment Control Plans will be required as part of the submission set for all
subdivision and development proposals where ground disturbance is required. Plans will
be designed using Best Engineering Practices to protect adjacent properties and City
Infrastructure from adverse effect of erosion and/or sediment deposition to the satisfaction
of the City Engineer.
The Erosion and Sediment Control plan should seek (i) to protect the soil surface from
erosion where possible and (ii) capture all sediment on-site during each phase of the
construction project. This includes requirements to control the amount, water quality, and
velocity of runoff to ensure that no excessive sediment laden water is discharged, either
directly or indirectly, into the City Drainage System or into the watercourses.
3.1.2 Process
A Professional engineer must review, sign, and seal the ESC plan to confirm the plan
complies with the applicable City requirements and is consistent with the Federal Land
Development Guidelines for the Protection of Aquatic Habitat. 2003.
All ESC facilities and works described in the plan must be installed, constructed, and
operational in accordance with the approved ESC drawings before any clearing or
Construction Works begin.
ESC measures shall be inspected at minimum once a week and before and after every
major rainfall. The record of site inspections shall be available to the City upon request.
ESC measures shall not be removed until all disturbed or exposed soil areas are re-
vegetated or stabilized.
ESC measures may require modification as development progresses. Modifications shall
be approved in advance by the City Engineer.
3.1.3 ESC Plan Requirements
An erosion and sedimentation control plan must contain sufficient information to describe
the site development, the proposed impacts, and the system(s) intended to control erosion
and prevent offsite damage / impact from sedimentation. The plan must include:
.1
Contact information / ownership form and a 24 hour emergency contact phone
number for the Professional Engineer and Environmental Monitor responsible for the
site;
.2
A site location map attached with location and width of existing or proposed
access(es) to the property;
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.3
Property lines and other legal designations of the subject property with location(s) of
any existing/proposed lots, buildings, services, or connections to existing services
from the site;
.4
Erosion and Sedimentation Control (ESC) details (as noted below) that emphasize
use of erosion source control as the primary method for dealing with erosion and
sediment runoff. Design specifications for ESC facilities must comply with the
requirements of the DFO Land Development Guidelines for the Protection of Aquatic
Habitat 2003; and
.5
Primary erosion and sediment site source controls including: the location of sediment
control ponds that are designed to comply with DFO Site Runoff Water Quality
Requirements; location of outfalls and appropriate mitigation controls; proposed
contours and drainage flows; Gravel pads at all access points; location of silt fences;
location of soil stockpile areas (to be covered up); location of perimeter and infiltration
ditches; location of watercourse setback area and watercourses or water bodies; and
temporary fencing around designated protection areas.
3.1.4 ESC Best Management Practices
The following is a list of minimum source controls and best management practices required
for each site and/or lot where applicable:
.1 A gravel access pad (4.5 m wide and comprised of a minimum of 6 inches depth and
100 mm diameter angular rock) for each proposed lot at the point of entry onto the
lots from the roadway. They shall be constructed and maintained to minimize the
migration of sediment onto the roadways.
.2
Physically mark clearing boundaries on construction sites and ensure temporary
fencing is placed around the watercourse protection areas and any designated
environmentally sensitive areas or features, as determined by the Professional
Engineer or the City of Salmon Arm.
.3
Install and maintain perimeter ditches, swales, and interceptor ditches on plans that
divert runoff away from cleared areas during phased approach and divert runoff into
staged primary and auxiliary sediment traps or sediment ponds where appropriate,
prior to discharge off site.
.4
Install and maintain filter fabric bags or equivalent inside any catch basins, on all road
frontage catch basins and lawn basins collecting runoff from the construction site.
.5
Vehicle/machinery access to and from the lot(s) shall be limited to the access pad,
staging area, or prepared working road to minimize soil disturbance.
.6
Roadways (fronting the respective lots) are to be swept free and cleaned on a regular
basis (once a day or more frequently during rain events). Flushing of the roadway is
prohibited.
.7
Excavated/imported soils are not to be stockpiled/unloaded on road allowances,
curbs, or sidewalks and if soils are stockpiled within the boundary of the lot, then the
stockpiles shall be covered with polyethylene sheeting and weighted down. Breaks in
the cover should be repaired immediately.
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.8
Sediment laden water that shall be removed by ESC measures, or pumper truck and
shall not be released into City Facilities.
.9
Temporary graded areas, such as housing lots, must be protected from erosion
through the use of straw, mulch and/or polyethylene tarps in non traffic areas and a
gravel cap in zones of construction traffic where disturbed soils will be exposed for
greater than three (3) months.
.10 Final graded or landscaped areas must have the appropriate permanent surface
protection or landscaping in place as soon as possible.
.11 Where slopes exceed five percent, or where soil types consist predominantly of clays
or fines, surface protection must be used from October 15th to May 15th or when rain
events are expected.
.12 All bare and exposed areas that will be left dormant for longer than three (3) months
are to be seeded and stabilized with native vegetative species prior to October 15th
where possible.
.13 Every construction site where an ESC Plan has been issued must have a waterproof
copy of the emergency contact information for the site owner, the designated
professional engineer, and the designated contract administrator for the site in a
location visible from outside the construction site, for the duration of the construction
project.
3.2 Site Grading
3.2.1 Site Grading Plan
A site grading plan shall illustrate final road and lot grading, lot access locations and
grades. Site grading plans shall include, but not be limited to, existing contours,
existing/proposed elevations, building envelope with proposed grades, building grades
such as minimum/maximum finished floor elevations, lot slopes, location and extent of
retaining walls, fencing, swales, control/containment of surface water, seasonal and
permanent watercourses, vegetation, top and bottom of bank, bedrock outcroppings,
overland flow routes, location and grading of statutory right-of-ways, cut/fill areas, areas
of fill that exceed 1.0 meters in depth, limits of engineered fill, safe building setbacks
(where required) and any other information as deemed necessary.
3.2.2 Low Points
Any ultimate low point in the roadway shall have provisions for safe overland flow to protect
major flow routes.
3.2.3 Overland flow routes
Overland flow routes are to be designed as per criteria in Section 7.11 and detailed on the
Site Grading Plan.
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3.2.4 Cut/fill plan
Cut Fill Plan is to be provided prior to the start of earthworks where cuts/fills are over 1.0
meters and on all developments within the Hillside Development Area as defined in
Schedule A, Map 1. Large cut/fills to achieve flat yards are discouraged and will not be
permitted in developments within the Hillside Development Area.
3.2.5 Slope
Maximum allowable slope shall be 3:1, unless a Geotechnical report prepared by a
qualified Professional Engineer has been provided which provides assurance of the slope
stability for the proposed grading.
Minimum allowable slope shall be 2.0% for grassed areas and 0.5% for hard surfaces.
3.2.6 Lot Grading Plans
Lots grading plans are required for all development and building permits unless exempted
by the City Engineer. Lot grading plans shall detail the location of any development and
indicate the type of dwelling if applicable (front walk-out, rear walk-out, etc.). Plans shall
thoroughly detail any changes to existing grading both on-site and off-site and any
deviations from the approved grading plans. The plan shall provide adequate information
to confirm overland flow patterns and routes, building elevation, conformity to City design
standards, impacts to adjacent lots, driveway slopes, boulevard slopes, and
constructability of lot.
All lots shall be graded to drain away from building foundations. Sheet drainage of runoff
onto City property is encouraged (as opposed to point loading).
3.2.7 Swales
Swales along rear, front and side yards shall be used in conjunction with lot grading to
protect the subject property from uphill drainage and protect downstream properties from
site drainage.
Swales capturing drainage from two or more lots shall be protected by:
A registered easement in favour of all upstream properties if contributing drainage
is from private property.
A Statutory right-of-way In favour of the City if contributing drainage is from public
and private properties or from private properties.
Grass swales shall be graded at a minimum of 1.0%. Concrete swales shall be graded at
minimum 0.5%
Swales shall be at a maximum depth of 0.7 meters.
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3.2.8 Retaining Walls
Retaining walls shall be detailed on lot grading drawings with existing and proposed
grades and any related cut/fill slopes.
Retaining walls over 1.2 meters (4 feet) in height shall be designed by a professional
engineer under City permit.
Private retaining walls shall not be constructed on City Boulevard or statutory right-of-
ways.
Retaining walls shall not be used to support public infrastructure where a reasonable
alternative exists, unless otherwise approved by the City Engineer.
3.2.9 Statutory Right-of-ways
Statutory right-of-way must be graded to provide reasonable access for maintenance
equipment.
3.2.10 Rough Grading
Rough grading and retaining as detailed on the site grading plan shall be completed by
the owner/developer prior to the subdivision approval. Rough grading shall be completed
within +/- 100mm of the final approved pre-grade.
3.3 Site Restoration
3.3.1 Restoration of Public Property
All offsite disturbed areas shall be restored to existing condition or better to the satisfaction
of the City Engineer.
3.3.2 Restoration of Private Property
All disturbed areas on private property shall be restored to existing condition or better to
the satisfaction of the property owner. Owner/developer to make all reasonable attempts
to obtain written acceptance of restoration from each affected property owner. In the case
of a dispute, the City Engineer will have ultimate approval of restoration works.
3.3.3 Restoration of Site
Site shall be restored as per the requirements of the approved Erosion and Sediment
Control Drawing (refer to Section 3.1), or where there is not an approved Erosion and
Sediment Control Plan, landscape as per the requirements in Section 10.0.
B.
MATERIALS
Site Preparations and Earthworks materials shall be supplied in accordance with Schedule
D - Approved Materials List
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C.
CONSTRUCTION
Site Preparation and Earthwork Construction shall be in accordance with Master Municipal
Construction Documents (MMCD) Platinum Edition Volume 2 (The MMCD Association,
2009) as amended and Schedule B - Part 3.
D.
TESTING
Site Preparations and Earthwork Testing shall be in accordance Master Municipal
Construction Documents (MMCD) Platinum Edition Volume 2 (The MMCD Association,
2009) as amended and Schedule B - Part 3.
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Section 4.0 - Roads
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4.0
ROADS
A. DESIGN CRITERIA
4.1 General
Where the provisions of the Subdivision and Development Servicing Bylaw No. 4293
require the construction of roads, the applicant shall construct the roads consistent with
the regulations, standards and specifications set out in this schedule.
4.2 Approval Drawings
Engineering drawings showing detailed design of roads shall be submitted to the City
Engineering Department for approval prior to commencement of construction. These
drawings shall show existing ground line and proposed alignment and grade of the roads,
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 and
at regular station.
Curb Return profiles required for all radial installations.
4.3 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/development. The Geotechnical Engineer shall prepare a report outlining his
finds 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/development.
4.4 Road Classification
The roads shall be designed in accordance with the road classification specified by the
City of Salmon Arm in the Letter of Preliminary Subdivision Review and shall conform to
the provisions of the City of Salmon Arm 'Official Community Plan'.
4.5 Design Speed
Design speeds shall be as listed below unless otherwise approved by the City Engineer.
Major Local Roadway
50 km/h
(Directly connects to a Connector Road)
Minor Local Roadway
40 km/h
(Connects to Local Roads only or cul-de-sacs)
Town Centre
40 km/h
Industrial Roadway
50 km/h
Collector Roadway
70 km/h
Arterial Roadway
80 km/h
Hillside Local
30 km/h
Hillside Collector
50 km/h
Hillside Arterial
60 km/h
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4.6 Right of Way Widths
4.6.1 Standard Right-of-way Widths
Right of way width will be as noted in the applicable roadway cross-section
4.6.2 Additional Right-of-way Width
Additional width may be required where necessary to permit turn lanes, round-abouts,
bike lanes, or pathways.
4.6.3 Reduced Right of Way widths
Reduced Right of Way widths may be considered where one or many of the following
conditions exist:
Adjacent constraints such as CPR right of way or Indian Reserve;
Cul-de-sacs or other low volume roadways;
Historical reductions existing along roadways (variances); or
Where there will be future dedication on adjacent property.
4.6.4 Corner Cuts
Corner cuts are required to be 3.0 meters x 3.0 meters on local streets and 5.0 meters x
5.0 meters on collector and arterial streets, at all street intersections. Additional dedication
may be required to accommodate a Round-about.
4.7 Lanes
New lanes are discouraged, but may be permitted under special circumstances with
approval from the City Engineer. Lanes within existing rights-of-way shall conform to
Specification Drawing No. RD-12a. New lanes shall conform to Specification Drawing No.
RD-12b.
4.8 Cross-Sectional Elements
4.8.1 Road Cross-Section
Roads shall be constructed to the dimensions specified on Specifications Drawings No.
RD-1 through RD-16.
4.8.2 Road Structure
The road structures indicated on Specification Drawings No. RD-1 through RD-16 is the
minimum acceptable road structure.
A Professional Engineer, registered in the Province of British Columbia, shall confirm that
the road structure indicated on the specification drawings is capable of supporting the
proposed loading for a 25 year lifespan, or recommend a more stringent road structure
where conditions warrant.
Minimum cross slope of installed gravels shall be 3.0% unless otherwise approved by the
City Engineer.
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Base gravels shall daylight on all roadways without a municipal storm system or subdrains
shall be provided. Where a low point exists on a roadway, subdrains shall be installed for
a minimum 5m distance upstream and be connected into the low point catchbasins to
allow proper drainage of base gravels into the municipal stormwater system. In other
cases, subdrains may be required by the City Engineer in addition to the municipal storm
system, where adverse geotechnical conditions warrant the installation.
4.8.3 Boulevards
Boulevards are to be graded towards the street line including any driveway entrances, or
hydraulic capacity calculations for the roadway will be required.
When Boulevard landscaping and irrigation is required the owner/developer shall prepare
a landscaping and irrigation design drawing, in accordance with Section 10.0.
4.8.4 Bike lanes
Bike lanes shall be provided in locations noted in the City of Salmon Arm 'Official
Community Plan' and shall be constructed to the specifications indicated on the applicable
Road Cross-Section design drawing.
4.8.5 Ditches
Ditches shall be required on all high sides of Rural Roads and shall be of appropriate
depth to drain the roadway base. Ditches may be required on the low side of rural
roadways where roadway base drainage cannot be accommodated with existing
topography.
Sheet drainage is preferred; point source loading may be permitted when outlets into an
approved existing drainage route.
Ditches shall be vegetated or otherwise protected from erosion. Refer to Section 3.1.
4.8.6 Curb and Gutter
Concrete Curb & Gutter shall be constructed in accordance with the cross-sections
illustrated on Specification Drawings CGS-1, CGS-2 and CGS-3, for the applicable road
cross-section.
4.8.7 Sidewalks and Multi-use Paths
Concrete sidewalks shall be constructed in accordance with Specification Drawings No.
CGS-4a and CGS-4b and shall be designed using best practices meeting the
specifications outlined in the latest edition of the British Columbia Active Transportation
Design Guide where possible.
Let downs shall be constructed as per CGS-5 and CGS-6.
Sidewalk shall be 150mm thick in all residential areas and 180mm thick in all commercial
areas.
Multi-Use Paths to be constructed in accordance with Specification Drawing No. CGS-8.
The maximum and minimum grades for sidewalks and multi-use paths shall not exceed
the maximum and minimum road grades.
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Sidewalks and multi-use paths and adjacent appurtenances must be designed and
constructed to permit snow clearing equipment to pass through uninhibited.
4.8.8 Walkways
Concrete walkways shall be constructed in accordance with Specification Drawings No.
CGS-7.
Walkway let downs shall be constructed in accordance with Specification Drawing CGS-
6 and provided at all road intersections, walkways and mailbox locations.
The maximum grade for walkways shall be 15%. Although discouraged, concrete stairs
may be considered where walkways must exceed 15% as approved by the City Engineer.
Refer to Section 4.8.10.
Where a change in direction occurs in a walkway, provisions must be made in the design
and construction to permit snow clearing equipment to pass through uninhibited.
4.8.9 Crosswalks
Crosswalks within the Town Centre Development Area shall be thermoplastic crosswalk
surfaces in accordance with the approved materials list.
4.8.10 Stairs
Prior to authorizations of concrete stairs, alternate walk routes must be submitted for city
review and approval. Only where other acceptable walk routes are not available, will the
installation of stairs be considered. In all cases, concrete stairs must conform to B.C.
Building Code and in accordance with Specification Drawing No. RS-1 and RS-2. Advance
warning signage shall be placed at both ends of stairways.
Stairway landings shall not exceed 2% grade in any direction.
Handrails shall be installed on the concrete stairs in accordance with Specification
Drawings RS-1 and RS-2.
4.8.11 Pathways and Trails
Pathways and Trails are to be dedicated and installed at the direction of the City Engineer
in locations identified in the Official Community Plan. The exact location shall be
negotiated through the detailed design process. Trail type to be specified and constructed
in accordance with Greenways Strategy "Weave it Green". Pathways and Trails shall be
constructed in accordance with Specification Drawings No. CGS-8 through CGS-12.
The maximum grade for pathways shall be 20%. Prior to the authorization of stairs,
alternate walk routes must be submitted for City review and approval. Only where other
acceptable walk routes are not available, will the installation of stairs be considered. In all
cases, stairs must be built to B.C. Building Code. Refer to Section 4.8.10.
4.8.12 Canada Post Boxes
Location of Canada Post mailboxes shall be shown on the design drawings as confirmed
with Canada Post and be acceptable to the City Engineer.
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Mailboxes locations shall be located in the boulevard adjacent to side lots, have sidewalk
access and be in well lit areas, where possible.
4.8.13 Transit Bays
Transit bays shall be constructed at locations determined by the City Engineer.
Specifications are available upon request.
4.8.14 Parking Bays
Parking bays are required on Urban Collector Roads where adjacent to medium and
high density residential, Institutional or Commercial zoned properties in accordance with
Specification Drawing RD-3.
4.8.15 Sign Post Bases
Sign Post Bases shall be installed in accordance with Specification Drawing SP-1.
4.9 Alignment Elements
The design of road (vertical and horizontal) alignments shall be in accordance with the
Transportation Association of Canada manuals; Geometric Design Guide for Canadian
Roads and Urban Supplement to the Geometric Design Guide for Canadian Roads, as
amended. Where there is a discrepancy between the guidelines and the parameters
below, the bylaw value shall be used unless otherwise approved by the City Engineer:
Design Parameter
Design Speed (Km/h)
30
40
50
60
70
80
Minimum Radii
2% Super El.
30
65
115
185
290
400
4% Super El.
20
45
80
130
200
280
6% Super El.
-
-
-
-
-
250
Maximum Superelevation
4%
4%
4%
4%
4%
6%
Minimum Gutter Grade
0.7%
0.7%
0.7%
0.7%
0.7%
0.7%
Minimum Centreline Grade
0.5%
0.5%
0.5%
0.5%
0.5%
0.5%
Maximum Centreline Grade
12.0%
12%*
12%**
10.0%
10.0%
8.0%
Maximum cul-de-sac grade
6%
6%
6%
6%
6%
6%
Minimum Crest (K) ***
2
4
7
15
22
35
Minimum Sag (K)***
4
7
11
20
25
30
*
6% Town Centre
**
8% Industrial
***
May be reduced approaching a stopped condition
4.9.1 Cross Slopes
Cross slopes shall be 2.0%, except at intersection and horizontal curves where approved
by the City Engineer.
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Section 4.0 - Roads
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4.10
Intersection Design
4.10.1 Round-Abouts
The use of a round-about is encouraged over the use of a stop-controlled intersection or
traffic lights. A round-about shall be designed using best engineering practice. A
conceptual design shall be submitted to the City along with a design brief for approval
prior to commencing detailed design.
4.10.2 Maximum Grade
The maximum grade for minor roads entering an intersection shall be +/-2% for a distance
of 15 metres from the edge of pavement to the point of intersection of the vertical curve
(without a stop condition) or +/- 3% for a distance of 15 metres from the stop bar to the
point of intersection of the vertical curve.
4.10.3 Angle
Intersections shall meet substantially at right angles (between 70 degrees and 110
degrees)
4.10.4 Curb Returns
The following minimum curb return radii shall apply:
Road Classification
Specification Drawing
Curb Return Radii
18 m R/W Urban
RD-1
7.5 m
20 m R/W Urban
RD-2
7.5 m
20 m R/W Collector
RD-3
11.0 m
25 m R/W Arterial
RD-4
11.0 m
20 m R/W Rural
RD-5
13.0 m
Curb return design information is required to be shown on design drawings (i.e. gutter
grades and elevations, direction of drainage, etc.). Curb returns shall be designed to avoid
conflict with wheel paths, utility manholes, water valves, street lights, power poles, etc.
4.11
Cul-De-Sacs
4.11.1 General
Cul-de-sac streets should be avoided unless topographic or surrounding land constraints
make continuation or projection of conventional roadways impractical.
4.11.2 Grading
Cul-de-sac design shall conform to Specification Drawing No. RD-10 and RD-11. Cul-de-
sacs should be graded towards the street where possible or designed such that surface
drainage has a suitable overland flow route.
4.11.3 Driveways
Driveways on cul-de-sacs shall be 4.0m wide, within City Right-of-Way as measured along
property line unless adequate snow storage can otherwise be provided. Driveway
locations shall be shown on design drawings. Driveways shall be paired at property lines.
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A statutory Right-of-way may be required to accommodate snow storage where space is
limited.
4.11.4 Length
Cul-de-sac dead end roads shall not exceed 160 meters in length in Urban, Town Centre
and Industrial Development Areas and 300 meters in length in Rural Development Areas.
The measured length shall be along centreline from the centre of the first intersection
having access from two alternate routes to the centre of the cul-de-sac. At the discretion
of the City Engineer, a 'T' Turn Around (Specification Drawing No. RD-13) may be
permitted for lanes and temporary dead ends for streets where subdivision/development
is phased; however, provision must be made for snow storage.
4.12
Pavement Marking and Signage
A Pavement Marking and Signage drawing shall be provided with the design drawings.
Regulatory and information signs and pavement markings shall be supplied and installed
in accordance with the latest version of the City of Salmon Arm's Pavement Marking and
Signage Plan and as per TAC guidelines at the owners/developers full cost.
Sign Post Bases shall be in accordance with Specification Drawing No. SP-1.
4.13
Access
4.13.1 Driveways
Standard driveway widths shall be 6.0m for residential and 8.0m for commercial
developments. Maximum driveway widths shall be 8.0m for residential and 10.0m for
commercial developments, where frontage widths are at minimum twice the driveway
width and at the discretion of the City Engineer.
All driveway let downs where a sidewalk or multi-use path exists along the frontage shall
be constructed as per Specification Drawing CGS-5.
A minimum clearance of 0.5m is required from the edge of asphalt to any infrastructure
such as hydrants, light posts and transformers. Clearance to third party utility
infrastructure such as transformers shall be confirmed with the applicable utility.
4.13.2 Combined/Shared Access
Subdivision or development shall be designed by keeping to a minimum the number of
access driveways connecting directly to an Arterial or Collector Street. Where driveways
can be located onto local roadways no accesses on to Arterial or Collector Streets will be
permitted.
Where possible, except in Rural areas, properties fronting Arterial or Collector Streets
shall have shared driveway access.
4.13.3 Number of Accesses
Only one access will be permitted for each single family residential, duplex or medium
density lot.
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An additional access may be considered, at the discretion of the City Engineer, where the
subject lot is a corner lot or where the street frontage is twice or greater the minimum
frontage as specified in the Zoning Bylaw and where no safety issues are created. Multiple
accesses may be considered for industrial, commercial, agricultural and high density lots,
provided the distance between accesses is greater than 10 meters and there are no safety
issues created.
4.13.4 Clearance to Intersection
Residential access locations shall be greater than 5.0 meters from an intersection, as
measured from the ultimate property line closest to the intersection.
Industrial, commercial, agricultural, medium and high density access locations shall be
greater than 12.0 meters from an intersection, as measured from ultimate property line
closest to the intersection.
4.13.5 Servicing Conflicts
Lot Services and other above ground appurtenances shall be located outside of accesses
unless otherwise approved by the City Engineer. Where services are allowed within the
access, protection shall be provided in the form of concrete utility box.
4.13.6 Grade
The maximum grade for a lot access shall be 15% for a maximum distance of 25 meters
as measured from the building. Access greater than 25 meters from the building to the
edge of right of way shall conform to City of Salmon Arm Policy 3.11 and shall ensure the
first 3.5m of the driveway has a grade of no greater than 7.0%. In all cases, boulevard
grading shall conform to standard drawings. Designers shall ensure grade transitions on
driveways account for vehicle clearance.
B.
MATERIALS
Roads materials shall be supplied in accordance with Schedule D - Approved Materials
List.
C.
CONSTRUCTION
Roads construction shall be in accordance with Master Municipal Construction Documents
(MMCD) Platinum Edition Volume 2 (The MMCD Association, 2009) as amended and
Schedule B - Part 3.
D.
TESTING
Roads testing shall be in accordance with Master Municipal Construction Documents
(MMCD) Platinum Edition Volume 2 (The MMCD Association, 2009) as amended and
Schedule B - Part 3.
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Section 5.0 - Water Systems
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5.0
WATER SYSTEMS
A.
DESIGN CRITERIA
5.1 General
5.1.1 Water for Domestic Purpose
In any subdivision and/or development, a source of water for domestic purpose shall be
available on each parcel, except where the intended use of the parcel does not require a
supply of water for domestic purpose and the owner/developer grants a covenant in favour
of the City of Salmon Arm at the time of subdivision, such covenant to limit the use of land
within the parcel.
For the purpose of this subsection "Water for Domestic Purpose" means water which
(subject to such approvals as may be required in accordance with the Public Health Act)
is intended for use for household requirements including but not limited to the normal
household requirements of sanitation, human consumption and food preparation, fire
prevention and watering of domestic animals and poultry.
5.1.2 Municipal or Alternative Water Source
Where connection to the City's water distribution is required, connection shall be provided
in accordance with Sections 5.3.
Where connection to the City's water system is not required by this bylaw, all parcels within
a subdivision or development shall have an on-site potable source of groundwater or
surface water available for domestic purpose in accordance with Section 5.2.
5.1.3 Extension of Water Distribution System
Where the provisions of the Subdivisions and Development Servicing Bylaw No. 4293
require the construction of a water distribution system, the applicant shall provide a water
distribution system and storage facilities including watermain, 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 American Water Works Association
(AWWA) standards or as directed by the City Engineer.
5.2 Alternative Water Source
Where a City water distribution system is not available and installation of a new on-site
water supply system is required, either a Professional Driven Approach (completed by a
qualified Professional Engineer) or a Homeowner Driven Approach (completed by the
homeowner and/or qualified well driller) may be required to certify quality and quantity of
the alternative water source as described below.
Where installation of a new well is not required, homeowner to provide proof of water
quality from within the previous twelve (12) months.
Where a significant change in density on the parcel is proposed through re-zoning, the
City Engineer may require a quantity test to be completed on an existing well.
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5.2.1 Alternative Water Source Approval for Subdivision or Development
The Professional Driven Approach shall be used if any of the following is true, and the
owner/developer must provide to the City the information that is required to enable the City
to make that determination:
The proposed subdivision will result in two or more additional parcels;
The proposed parcels are each less than two (2) hectares in area;
The proposed subdivision is not located within an area indicated as being within a
known aquifer, as identified on BC Water Resources Atlas interactive mapping tool
(as revised - https://maps.gov.bc.ca/ess/hm/wrbc/);
The proposed subdivision is located within an area of concern for groundwater issues
as identified on BC Water Resources Atlas interactive mapping tool (as revised -
https://maps.gov.bc.ca/ess/hm/wrbc/);
Proposed groundwater source is within 30 meters of any other existing groundwater
source or source of potential contamination;
The proposed water source is surface water;
The proposed water source is a shallow well that the owner intended to install without
hiring a Qualified Well Driller or a Qualified Pump Installer;
Prior to commencing construction or testing, the Qualified Well Driller or Qualified
Pump Installer engaged to provide a Well has provided an opinion, having been
requested by the owner/developer to consider the matter, that drawdown interference,
or water quality issues are likely to occur based on their personal knowledge of the
area in which the Well is proposed; or
The City has requested a review of the information provided, as required above, by a
Qualified Registered Professional, and that professional recommends a professional
directed approach.
5.2.2 Professional Driven Approach (Groundwater)
A qualified professional shall perform or oversee a well test and Proof of Source Yield for
each lot shall be provided as per the requirements in Section 5.2.7. Well logs shall be
submitted to the Groundwater Protection Officer and the City. A representative number of
well tests may be accepted on multiple lot subdivisions (three (3) or more) based on
professional recommendations; however, in no case shall the tests be on less than 25%
of the lots.
A qualified professional shall sample the well water and submit a sample to an authorized
water testing laboratory for analysis of water quality as per the requirements in Section
5.2.5. Results shall be submitted to the Groundwater Protection Officer and the City.
Failed quality tests require sign off from a professional that treatment can be achieved to
make water potable using readily available treatment methods.
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Where treatment is required, a covenant shall be placed on the property as per the
requirements in Section 5.2.6.
A report shall be provided conforming to the Guide to Conducting Well Pumping Tests
(Ministry of the Environment), The report must be submitted by a groundwater geologist
or professional engineer (whose field of competence lies within the groundwater fields),
and indicate factors leading to the conclusion that the required supply of potable
groundwater will be available for the foreseeable future giving due consideration to the
possible interference with septic tanks, neighbouring wells, the effect on the aquifer of
simultaneous pumping from other wells, and the seasonal fluctuation in ground water
levels.
5.2.3 Homeowner Driven Approach (Groundwater)
A qualified well driller or qualified pump installer shall perform a well test and provide Proof
of Source Yield as per the requirements in Section 5.2.7. Well logs shall be submitted to
the Groundwater Protection Officer and the City.
A qualified well driller or qualified pump installer shall sample the well water and submit a
sample to an authorized water testing laboratory for analysis of water quality as per the
requirements in Section 5.2.5. Results shall be submitted to the Groundwater Protection
Officer and the City.
Failed quality tests require sign off from a professional that treatment can be achieved to
make water potable using readily available treatment methods.
Where treatment is required, a covenant shall be placed on the property as per the
requirements in Section 5.2.6.
Mapping shall be provided indicating the location of the well within each property and
proximity to any other water sources or potential contamination sites (septic tanks, etc.).
5.2.4 Surface Water
Proof of Source Yield shall be provided as per the requirements in Section 5.2.8.
A water quality test shall be completed as per the requirements in Section 5.2.5.
Failed quality tests require sign off from a professional that treatment can be achieved to
make water potable using readily available treatment methods.
Where treatment is required, a covenant shall be registered on title as per the
requirements in Section 5.2.6.
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5.2.5 Water Quality Testing
Where water quality testing is required for approvals the water must be tested and proven
safe for human consumption. The certification must clearly state whether or not the water
tested meets the limits imposed by the Canadian Drinking Water Guidelines (Current
Edition) standards for the following parameters: alkalinity, Arsenic, Calcium, Chloride,
Colour, Conductivity, Fluoride, Hardness (total), Iron, Magnesium, Manganese, Nitrate,
Nitrite, pH, Potassium, Silicon, Sodium, Sulphate, Total Dissolved Solids, Turbidity,
Uranium, Total Coli form, Fecal Coli form.
5.2.6 Covenant
Where a covenant is required for approvals, the owner/developer must register on title of
each lot serviced by an alternate water source a covenant in favour of the City of Salmon
Arm relative to the required engineered treatment system necessary for any future
development. The form of the covenant shall be approved by the Approving Officer and
City Engineer.
5.2.7 Proof of Source Yield (Groundwater)
Where proof of groundwater source yield is required for approval, proof that a supply of
potable water for domestic purpose is available of not less than 9 litres (1.98 gallons) per
minute for a period of 4 hours and with a sustained yield of not less than 2,250 litres (495
gallons) per day for a single family dwelling on a year round basis is available to each
parcel shall be provided to the City in the form of a well test.
Well tests shall be conducted in accordance with the Guidelines of Minimum Standards in
water Well Construction, Province of British Columbia ISBN 0-7719-8987-3 including well
testing certification in accordance with Schedule C, Form F-7
5.2.8 Proof of Source Yield (Surface Water)
Where proof of surface water source yield is required for approval, proof that a supply of
potable water for domestic purpose is available with a sustained yield of not less than
2,250 litres (495 gallons) per day for a single family dwelling on a year round basis is
available to each parcel in the form of surface water shall provide the City with:
A water licence from the relevant provincial authority having jurisdiction for each parcel
created by subdivision or development; or
A letter signed by the relevant provincial authority having jurisdiction acknowledging
that a water licence will be issued to each parcel being created by the subdivision
application upon completion of the subdivision registration; and
Evidence that the parcel owner will have legal access to the water source via an
easement on private lands or a permit on Crown land where the surface water licence
is not on the parcel being serviced
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5.2.9 Water Treatment
Surface waters and/or ground water influenced by surface water will require treatment that
will provide a minimum 3 log reduction (99.9%) of Giardia cysts. Additional treatment may
be required for high risk water supplies. The Covenant referenced in Section 5.2.6 shall
reflect the requirement for an engineered treatment system.
Where water quality tests fail in relation to a proposed subdivision, the subdivision shall
not be approved unless a qualified professional has provided assurance that treatment
can be achieved to make water potable using readily available treatment methods. The
Covenant referenced in Section 5.2.6 shall reflect the requirement for an engineered
treatment system.
Where treatment is required in relation to a proposed development, an occupancy permit
shall not be issued unless an engineered treatment system has been installed and tested.
A water sample shall be taken from the development upon installation of the engineered
treatment system and sent for Water Quality Testing (Refer to Section 5.2.5).
5.3 Municipal Water Source
No construction shall commence until engineering drawings have been approved by the
City Engineer and Ministry of Health.
5.3.1 City of Salmon Arm
Engineering Drawings showing detailed design of the necessary works shall be submitted
to the City Engineer for approval.
These drawings shall show alignment, size, grade, class and depths of pipes, pipe
bedding requirements, existing ground line and proposed final ground line over the pipe,
location, elevation 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 ways may be required to be provided by the applicant to allow for
the eventual installation of this facility. Such rights of ways shall be registered in favour of
the City of Salmon Arm at the applicant's expense.
5.3.2 Interior Health Authority
The watermain design shall conform to the requirements of Interior Health Authority (IHA).
The owner/developer shall submit a set of the water utility drawings to IHA for a permit
issued under Section 7 of the BC Drinking Water Protection Act authorizing construction
of the waterworks. The original permit shall be submitted to City Engineer prior to
commencing construction.
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Section 5.0 - Water Systems
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5.4 Main Sizing
5.4.1 Pipe Flow Formula
Water mains shall be designed using a proven network analysis computer model based
on the Hazen-Williams Formula,
Q =
𝐶𝐷2.63𝑆0.54
278780
Where,
Q = rate of flow in litres/second
D = internal pipe diameter in mm
S - Slope of hydraulic grade line in m/m
C = Roughness coefficient
5.4.2 Minimum watermain sizes
The minimum watermain sizes are as follows:
Residential (Low and Medium Density)
150mm
Commercial, High Density Residential, Institutional
200mm
Industrial
250mm
Density shall be based on current Zoning or OCP designation, whichever is higher.
Where no further extensions are possible, watermain 100mm in diameter may be installed
for domestic service on cul-de-sac roads beyond the last hydrant.
5.4.3 Design velocity
Design velocity shall not exceed 0.60 m/sec for Average Day Demand and 3.65 m/sec for
Maximum Day Demand plus Fire Flow or Peak Hour Demand, whichever is greater.
5.4.4 Per Capita Demand
Watermain sizing design flows are as follows:
Average Day Demand
900 litres/day/capita
Maximum Day Demand
2,000 litres/day/capita
Peak Hour Demand
3,600 litres/day/capita
5.4.5 Non-Residential Demand
Equivalent Populations for non-residential demands are as follows:
Commercial
90 people/ha
Institutional
50 people/ha
Industrial
90 people/ha
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5.4.6 Fire Flow Requirements
The following fire flows must be met for the noted zones and development:
Rural Areas
30 litres/sec
Low Density (Single Family Dwelling / Mobile Home
Parks / Duplex)
60 litres/sec
Medium Density (Triplex / Fourplex)
90 litres/sec
Commercial / Institutional / Apartments
150 litres/sec
Industrial
225 litres/sec
5.4.7 Design Flows
Total design flows are to be the greater of the Maximum Day Demand for the population
or equivalent population plus the Fire Flow, or Peak Hour Demand for the population or
equivalent population.
5.4.8 Design Pressures
Watermain pipe shall be designed to accommodate 1.5 times the maximum projected
working pressure for the applicable pressure zone. Pressure zones shall generally be set
at minimum pressure of 250kPa under peak hour conditions and a maximum pressure of
790kPa under static conditions. Pipe specification and material shall be noted on the
drawings.
Minimum service pressures during Maximum Day Demand plus fire flow shall be as
follows:
Peak Hour
250kPa (40 psi)
Maximum Day Plus Fire Flow
Hydrant Pressure
150kPa (20 psi)
System Pressure
150kPa (20 psi)
5.5 Vertical Alignment
5.5.1 Grade
Watermain shall be installed at a minimum grade of 0.1%. Maximum grade shall be 20%.
Exceptions may be granted by the City Engineer where grades in excess of 20% have
been reviewed for trench dam and joint restraint requirements.
5.5.2 Chambers
Chambers or manholes containing valves, blow-offs, meters, or other appurtenances
should allow adequate room for maintenance, including headroom and side room and
shall be a minimum 1050mm precast concrete. Access openings must be suitable for
removing valves and equipment. The chamber is to be provided with a drain to a storm
sewer or ditch, complete with backflow prevention, to prevent flooding of the chamber.
Rock pits may be considered subject to suitable soil and groundwater conditions.
Insulation to prevent freezing should be provided where necessary.
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5.5.3 High Points
Watermain shall be designed with a rising grade wherever possible to minimize high points
in the main. Where a high point is unavoidable, either a service or air release valve shall
be installed at that point.
5.5.4 Air Release and Vacuum Valve
Air Release and Vacuum Valves shall be installed at the high points in all watermain
installations except where:
-
the difference in elevation between the summit and valley is less than 600mm;
-
it can be shown that air pockets will be carried by typical flows
-
active service connections are suitably located to dissipate entrapped air.
For 100mm - 500mm watermain refer to Specification Drawings No. W-6, for 600mm -
1200mm watermain refer to Specification Drawing No. W-7.
Air valves must be vented to an appropriate above-grade location to eliminate any
potential for cross connection in a flooded or contaminated chamber and shall be located
within the sidewalk or boulevard.
5.5.5 Depth of Cover
The minimum pipe cover, from finished grade to top of pipe shall be 1.8 meters.
5.5.6 Vertical Clearance
The vertical clearance from bottom of watermain to top of sewer shall be the greater of
0.3m or the minimum clearance as set out in IHA's "Guidelines for the Construction of
Waterworks". Actual clearance shall be labelled on approved design drawings.
Where the vertical clearance cannot be achieved, reduced clearance may be permitted
where joints are wrapped with heat shrink plastic or packed with compound and wrapped
with petrolatum tape in accordance with the latest version of AWWA Standards C217, and
C214 or C209, as approved by IHA.
5.6 Horizontal Alignment
5.6.1 Location in Roadway
Watermain shall be aligned in accordance with those indicated on the Road Cross Section
Specification Drawings.
5.6.2 Horizontal Curves
Horizontal curves in watermain will not be permitted, unless otherwise approved by the
City Engineer. If horizontal curves are approved, they shall be uniform throughout the
curve. The radius of the curvature shall not be less than 50 meters. The deflection in all
cases must not exceed 50% of the manufacturer's recommendations for maximum
deflection, unless otherwise directed by the City Engineer. Five (5) degree pre-
manufactured bends to the same standards as the mainline pipe may be utilized to achieve
the design radius.
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5.6.3 Horizontal Clearance
The horizontal clearance shall be the greater of 3.0m or the minimum clearance as set out
in IHA's "Guidelines for the Construction of Waterworks". Actual clearance shall be
labelled on approved design drawings.
Where the horizontal clearance cannot be achieved, reduced clearance may be permitted
where joints are wrapped with heat shrink plastic or packed with compound and wrapped
with petrolatum tape in accordance with the latest version of AWWA Standards C217, and
C214 or C209, as approved by IHA.
5.6.4 Chambers
Chamber lids locations shall not conflict with curbs, gutters or sidewalks and where
possible and shall be located outside of the wheel path of normal traffic flow.
5.6.5 Main Looping
Watermain shall be looped or interconnected at a maximum of 200 meter intervals.
Provision shall be made for future looping, where required by the City Engineer.
5.6.6 Dead End Watermain
Dead end watermain shall be avoided wherever possible. If not possible a blow off
assembly shall be provided in accordance with Specification Drawing No. W-4.
5.7 Main Line Valve Size and Locations
Main line valves shall be the same diameter as the main line pipe and shall be located in
the following locations (subject to Engineering/Operational review):
three (3) valves required at a cross (+) fitting;
two (2) valves located at a tee (T) fitting;
As necessary to ensure maximum spacing of 200 meters.
As necessary so that no more than 20 service connections are isolated at one time;
As necessary so that no more than one (1) fire hydrant is out of service at any one
time;
On each end of a statutory right of way; and,
On each side of a major crossing such as under the Salmon River, TCH or
Canadian Pacific Railway.
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5.8 Fire Hydrants
5.8.1 Spacing
For developments, additional fire hydrants shall be located and spaced in accordance with
the requirements of the British Columbia Building Code and the City of Salmon Arm Fire
Department.
For subdivision and developments, fire hydrant spacing shall be approximately, and in all
cases shall not exceed 150 meters in low density residential zones and 90 meters in
medium and high density residential zones, commercial, industrial and institutional zones
and 300 meters in ALR/Rural zones.
The calculation for fire hydrant spacing and the distance to the principle entrance of a
building shall be measured along centreline of the fronting road and shall not be separated
by a controlled access highway for commercial, industrial or institutional zoned land.
5.8.2 Location/Clearance
Fire hydrants shall be installed at property lines in mid-block locations and at intersections
wherever possible.
Fire hydrants shall be located at minimum 2.0m from back of curb or 0.5m from back of
sidewalk.
A 1.0 meter radius clearance, free of obstructions must be provided around all fire
hydrants.
Where a fire hydrant requires to be installed behind a ditch, a 1.0 meter radius paved
clearance must be provided around the fire hydrant, and a 6.0 meter culvert installed.
5.8.3 Connections
Fire Hydrant connections shall be a minimum of 150mm in diameter.
5.8.4 Depth of Cover
Minimum depth of cover shall be 1.8 metres. Where extra depth is required for the hydrant
connection, the compression fitting shall be installed at 1.8 vertical metres and all required
extensions shall be installed beneath the compression fitting.
5.9 Thrust Blocks and Joint Restraints
Thrust blocks and/or adequate joint restraining devices must be provided at bends, tees,
wyes, reducers, plugs, caps, valves, hydrants and blow offs. They shall be designed for a
minimum 1725kPa water pressure. Refer to Specification Drawing No. W-1. Bends at 5
degrees must be in accordance to the manufactures specifications. Engineered
calculations shall be provided to the City Engineer, when required, for all thrust block
design based on fitting type, water pressure and soil conditions.
Precast thrust blocks will be permitted when approved by the City Engineer.
The restraint system must take into account potential future excavations in the vicinity of
the water main.
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5.10
Water Services
All connections/disconnections to the City water infrastructure shall be in accordance with
the Waterworks and Water Supply Bylaw No. 1274
5.10.1 Number of Connections
Only one water service connection will be permitted per legal lot, including single family
residential, multi-family sites, mobile home parks, institutional, commercial and industrial
developments, except the owner/developer may provide separate water services to each
single family unit that is developed in accordance with the Strata Property Act provided all
units in the development are ground-oriented. Strata developments and other major
developments will be permitted only one (1) connection unless otherwise approved by the
City Engineer where site conditions warrant additional connections, fire flow requirements
or where a single service is not practical.
5.10.2 Diameter
New water services to single family dwellings shall be no less than 25mm in diameter,
installed and located in accordance with Specification Drawings No. W-2 and SER-1.
During development, existing water services under the minimum diameter may remain if
the service has sufficient capacity for the proposed development and the service is under
25 years old with the approval of the City Engineer.
Water services to all other developments shall be sized in accordance with the current
editions of the British Columbia Building Code.
Water service connections for fire hydrants, sprinklers or other fire control facilities shall
be sized appropriately. The designer shall ensure the existing municipal water distribution
system is adequate under maximum day demand for the flow and residential pressure
desired at the point of connection.
5.10.3 Minimum Pressure
Minimum residential water service working pressure during peak hour conditions shall be
210kPa at an elevation of 6.1 meters above the footing elevation at the building site.
5.10.4 Pressure Reducing Valves
Services shall be protected with a pressure reducing valve at the structure on private
property.
5.10.5 Curb Stop Location
The curb stop at the end of each service pipe must be located 300mm from the property
line, on the road right of way, and at the centre of each lot. Where such locations will
conflict with other services, the location may be revised with the approval of the City
Engineer. Where curb stops are located within driveways, or behind roll-over curb they
shall be protected using a concrete utility box.
5.10.6 Tracer wire
Tracer wire shall be installed with all water services.
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5.11
Water Meters
5.11.1 Water Meters
Water meters are required for all developments (including single family and duplex
dwellings). One meter per water service connection will be permitted except as noted
below in Section 5.11.2. Refer to Specification Drawings No. W-10, W-11 and W-12.
All domestic water and irrigation water use are to be metered. Water for fire hydrants,
sprinklers or other fire control facilities does not require metering.
The City will supply all water meters, complete with remote reader and strainer at the full
cost of the owner/developer.
5.11.2 Credit Meters
Except in parcels zoned R-1, R-2, R-3, R-7, R-8 or R9, the City will permit the installation
of an irrigation credit meter at the owners/developers cost to assist with the sanitary
sewerage user fees.
5.11.3 Meter Vaults
Where there is more than one (1) dwelling per legal lot and/or the length of service is
greater than 25 meters, or in other site specific cases as determined by the City Engineer,
a meter vault will be required on the owner/developer's property within one (1) meter of
property line (owner/developer to monitor). Installation shall be in accordance with
Specification Drawing No. W-12.
5.12
Valve Box Marker
In Rural areas only, a valve box marker shall be installed for all main line valves. Refer to
Specification Drawing No. W-5.
5.13
Pump Stations Control Valves and Reservoirs
City will directly retain consultants for the design and construction supervision of new or
modifications to existing pump stations, reservoirs, control valves and metering stations
and electrical and SCADA controls for the City's water utilities.
5.14
Corrosion Protection
Where there is a potential for encountering corrosive soils, a geotechnical corrosion
analysis on the alignment of any proposed metallic watermain and appurtenances should
be conducted to determine the corrosiveness of the native soils. If the soils are determined
to be corrosive, measures such as cathodic protection should be included to prevent the
corrosion of the watermain and appurtenances.
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5.15
Cross Connection Control
There shall be no connection permitted between a public water system and a private water
system without approved backflow prevention.
All new buildings, irrigation systems, and municipal piping systems must be protected from
backflow and in accordance with the BC Building Code, the Canadian Standards
Association B64.10.07 or most current editions and the requirements of the city of Salmon
Arm's Cross Connection Control Bylaw 3934.
5.16
Abandonment of Mains
Abandoned sections of utilities shall be removed in accordance with appropriate
procedures unless otherwise approved by the City.
B.
MATERIALS
Water system materials shall be supplied in accordance with Schedule D - Approved
Materials List.
C.
INSTALLATION
Water system materials shall be supplied in accordance with Master Municipal
Construction Documents (MMCD) Platinum Edition Volume 2 (The MMCD Association,
2009) as amended and Schedule B - Part 3.
D.
CLEANING, FLUSHING, DISINFECTING AND TESTING
Water system cleaning, flushing, disinfecting and testing shall be in accordance with
Master Municipal Construction Documents (MMCD) Platinum Edition Volume 2 (The
MMCD Association, 2009) as amended and Schedule B - Part 3.
The consulting engineer shall complete Schedule C, Form F-13 and submit copies of all
laboratory testing results to the City Engineer prior to connection of the new water system
to the existing municipal water distribution system.
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6.0
SANITARY SEWER SYSTEM
A.
DESIGN CRITERIA
6.1 General
6.1.1 Sanitary connection
In any subdivision and/or development, a sanitary collection system to the dwelling must
be provided.
6.1.2 Municipal or Alternative Sanitary System
Where connection to the City's sanitary distribution is required, connection shall be
provided in accordance with Section 6.3 and the City's Sewer Connection Consolidation
Bylaw No. 1410.
Where connection to the City's sanitary system is not required by this bylaw, all
subdivision/developments shall have an on-site sanitary disposal/treatment system in
accordance with Section 6.2.
6.2 On-site Sanitary Systems
Where a City sanitary distribution system is not available and extension of the system is
not required, an on-site sanitary collection and treatment system shall be installed as per
the requirements of the provincial Sewerage System Regulation (BC Reg 326/2004) as
revised.
Right of ways may be required to be provided by the applicant to allow for the eventual
installation of sanitary sewer. Such rights of ways shall be registered in favour of the City
of Salmon Arm at the applicant's expense.
6.3 Municipal Sanitary System
No construction shall commence until engineering drawings and sanitary design sheets
have been approved by the City Engineer.
6.3.1 Engineering Drawings
Engineering drawings shall show alignment, size, grade, class and depths of pipes, pipe
bedding requirements, existing ground line and proposed final ground line over the pipe,
location, elevation and detail of all manholes and appurtenances, location of all service
connections, inspection chambers, location, access to, size and details of any lift stations,
existing and proposed drainage boundaries and loading information, all easements and
all such other details as may be required.
6.3.2 Design Sheets
Pipe Sizing calculations shall be submitted in the form of a design sheet. Refer to
Specification Drawing SAN-9.
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6.4 Main Sizing
The Sanitary system shall be designed with sufficient capacity to collect and convey
anticipated flows from the total catchment area to be served when fully developed.
The owner/developer Consulting Engineer to review latest Sanitary Master Plan
undertaken by the City to confirm sufficient downstream capacity for the proposed
development and future development within each respective catchment boundary.
6.4.1 Design Flow
The design flow shall be the Peak Wet Weather Flow (PWWF)
PWWF = Population (or equivalent) x ADWF x Peaking factor + Infiltration
Where: ADWF is Average Dry Weather Flow
6.4.2 Population
Residential
People/Unit
Low Density (<= 16 Units/ha)
3.3
Medium Density (>= 17 and <= 45 Units/ha)
2.5
High Density (> 45 Units/ha)
1.8
Non-Residential
PE/ha
Commercial
90
Industrial
50
Institutional
90
6.4.3 Average Dry Weather Flow
Average Dry Weather Flow shall be 450 litres per capita per day for residential and 28,000
L/HA/Day for ICI (Industrial, Commercial, and Institutional) properties.
6.4.4 Peak Flow Formula
Peak flows shall be calculated using a peaking factor determined by the Harmon Formula:
Peaking Factor =
18+𝑃0.5
4+ 𝑃0.5 , where P = population in thousands
6.4.5 Infiltration
Infiltration allowance of 0.1 litres/second/hectare (8,640 litres/ha/day).
6.4.6 Pipe Flow Formula Gravity Main
Gravity Sewers shall be designed, for ¾ depth, using Manning's Formula
Q =
𝐴𝑅0.667 𝑆0.5
𝑛
Where,
Q = Design flow in m³ per second
A = Cross sectional area in m²
R = Hydraulic radius in meters
S - Slope of hydraulic grade line in m/m
n - Roughness Coefficient
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6.4.7 Pipe Flow Formula Force Main
Force Mains shall be designed using the Hazens-Williams Formula,
Q =
𝐶𝐷2.63𝑆0.54
278 ∗ 780
Where,
Q = rate of flow in litres/second
D = internal pipe diameter in mm
S - Slope of hydraulic grade line in m/m
C = Roughness coefficient
6.4.8 Minimum sanitary main diameter
The minimum sanitary pipe diameter shall be 200mm.
6.4.9 Velocities
The minimum velocity for gravity sewer mains shall be 0.76 m/s, except as noted in Section
6.5.1.
There is no maximum velocity for gravity sewer mains, however, where the velocity
exceeds 3.65 m/s consideration should be given to possible scour and shock hydraulic
problems.
6.5 Vertical Alignment
6.5.1 Pipe Grade
The minimum pipe grades for pipes 375mm and smaller are:
Pipe Size (mm)
100
150
200
250
300
375
Grade (%)
2.00
1.00
0.45
0.33
0.25
0.20
There is no specified maximum pipe grade; however, gravity and Force Mains installed at
grades in excess of 20% shall be reviewed for anchor block, trench dam and joint restraint
requirements. See Specification Drawing No. UT-3 and UT-5.
Upstream sections of sewers require steeper grades to ensure self-cleansing velocity
under partial flow conditions. The following design alternatives are acceptable:
The terminal section servicing six (6) or less sanitary connections shall have a grade
of 1% greater than the minimum grade specified above.
A sewer line servicing the 7th to 12th sanitary connection shall have a grade of 0.5%
greater than the minimum grade specified in above.
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6.5.2 Hydraulic Losses Across Manholes
The minimum drop in invert level across manholes shall be:
Straight Run
Minimum grade
Deflections up to 45°
50mm drop
Deflections 45° to 90°
65mm drop
The crown of the incoming pipe must be at the same elevation as the crown of the outgoing
pipe where a change in pipe diameter occurs through a manhole. (or the pipe diameter
less the minimum drop where the drop exceeds the change in pipe diameter)
6.5.3 Drop Manholes
An outside drop manhole shall be installed where the elevation of the inlet invert is 900mm,
or greater, above the invert elevation of the centre of the manhole channel.
Internal drop manholes are not permitted.
Drop manholes shall be designed in accordance with Specification Drawing No. SAN-3
and shall only be used when incoming sewers cannot be steepened or where site
conditions do not permit otherwise.
6.5.4 Depth of Cover
The minimum depth of cover shall be 1.5 meters. City approval is required where sufficient
cover is not feasible or available. Insulation may be required.
New sanitary sewers must be deep enough to provide gravity service to the furthest portion
of a building envelope with normal basement elevations.
6.5.5 Vertical Curves
Vertical curves of segmented storm main are generally not permitted, however, where
specific permission has been granted by the City Engineer, mains in vertical curves shall
be uniform throughout the curve, the radius of curvature shall be not less than 50 meters,
the pipe grade shall be not less than 1.0% and the design velocity must exceed 0.91 m/s.
The deflection in all cases however must not exceed 50% of the manufacturer's
recommendations.
6.5.6 Manhole Benching
Manhole benching to be 8:1 slope from crown of pipe.
6.6 Horizontal Alignment
6.6.1 Location in Roadway
Mains shall be aligned as indicated on the applicable road cross section Specification
Drawings.
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6.6.2 Horizontal Curves
Horizontal curves of segmented sanitary main are generally not permitted, however,
where specific permission has been granted by the City Engineer, mains in horizontal
curves shall be uniform throughout the curve. The radius of curvature shall be not less
than 60 meters, the pipe grade shall be not less than 1.0% and the design velocity must
exceed 0.9 m/s. The deflection of pipes in all cases must not exceed 50% of the
manufacturer's recommendations for maximum deflection. Tracer wire shall be installed
along the curved portion of the sewer.
6.6.3 Sanitary Manholes
Manholes are required at all changes in grade, alignment, size and dead-end mains and
not further apart than:
Pipe Size (mm)
375 and smaller
450 to 900
1050 and larger
Maximum Spacing (m)
125
155
185
Manhole lids shall not conflict with curbs, gutters or sidewalks, and where possible shall
be located outside of the wheel path of normal traffic flow.
Manhole liners may be required at the City Engineer's request.
6.6.4 Clean-outs
Clean-outs are not permitted in place of manholes except where the sanitary sewer main
will be extended for future subdivision/development.
6.7 Service Connections
All connections/disconnections to the City sanitary sewer infrastructure shall be in
accordance with the Sewer Connections Consolidation Bylaw #1410
6.7.1 Number of Services
A single service shall be provided to each legal lot. Strata developments and other major
developments will be permitted only one connection unless otherwise approved by the
City Engineer where site conditions warrant additional connections or where a single
service connection is not practical.
6.7.2 Diameter
Sanitary sewer services shall be a minimum of 100mm diameter. Each service shall be
installed with an inspection chamber at a minimum grade of 2.0%. Service connections
shall be installed and located in accordance with Specification Drawings No. SER-1, SAN-
4 and SAN-6.
Sanitary sewer services to multi-family sites, mobile home parks, institutional, commercial
and industrial sites shall be sized (minimum 100mm diameter) as required by the current
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edition of the British Columbia Plumbing Code. Each service shall be installed with an
inspection chamber and for sizes up to 150mm and with a manhole at sewer main for
sizes greater than 150mm. Refer to Specification Drawings No. SAN-4 and SAN-6.
6.7.3 Depth and Grade
Sanitary sewer services shall be designed to permit normal basement service to all
proposed lots. In all cases, the minimum service grade is 2.0%. Pumping may be allowed
with City Engineer approval; however, the service from the main to property line shall be
a gravity line at 2.0% min.
6.7.4 Connection into Manhole
A service connection entering a manhole shall have its invert elevation at the crown of the
highest main entering the manhole. The service connection shall discharge in the same
direction as the benched flow in the sewer main.
6.7.5 Inspection Chambers
The inspection chamber at the end of each service pipe must be located 300mm from the
property line, on the road right of way and offset 4.0m from the centre of each lot. Where
such locations will conflict with other services, the location may be revised with the
approval of the City Engineer. Where inspection chambers are located within driveways,
they shall be protected using a Brooks Box or approved equivalent. Refer to Specification
Drawings SER-1 and SAN-6.
6.8 Force Mains
6.8.1 Diameter
The minimum force main diameter shall be 100mm.
6.8.2 Velocity
The maximum force main velocity shall be 3.65 m/s and the minimum cleaning velocity
shall be 0.9 m/s.
6.8.3 High Points
Air release and vacuum valves, suitable for sewage flow, shall be installed at the high
points in all force main installations. Refer to Specification Drawing No. SAN-7.
6.8.4 Tracer Wire
Force main pipes shall be installed with a locating tracer wire.
6.8.5 Connection to Manhole
Force mains shall enter receiving manholes at crown to crown elevation and direct the
flow into the receiving channel without excessive spray and in the direction of the receiving
sewer flow.
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6.9 Pump Stations
The City will directly retain consultants for the design and construction supervision of new
or modifications to existing pump stations and electrical and SCADA controls for the City's
sewer utilities.
B.
MATERIALS
Sanitary sewer materials shall be supplied in accordance with Schedule D - Approved
Materials List.
C.
INSTALLATION
Sanitary sewer installation shall be in accordance with Master Municipal Construction
Documents (MMCD) Platinum Edition Volume 2 (The MMCD Association, 2009) as
amended and Schedule B - Part 3.
D.
CLEANING, FLUSHING AND TESTING
Sanitary sewer cleaning, flushing and testing shall be in accordance with Master Municipal
Construction Documents (MMCD) Platinum Edition Volume 2 (The MMCD Association,
2009) as amended and Schedule B - Part 3.
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7.0
STORM WATER MANAGEMENT
A.
DESIGN CRITERIA
7.1 General
All Subdivision and Development within the City of Salmon Arm shall be designed to minimize the
effect on the natural hydrological and hydro geological regimes, while not compromising the safety
of persons or property.
Reference may be made to 'Stormwater Planning: A Guidebook for British Columbia' (Ministry of
Water, Land and Air Protection, May 2002) for example of low impact development and best
management practices.
http://www2.gov.bc.ca/assets/gov/topic/7BE6D1629C96685698920E29284EBCF4/stormwater_
planning_guidebook_for_bc.pdf
The stormwater design shall conform to the storm water management plan for each drainage
basin as detailed in the current edition of the City of Salmon Arm 'Comprehensive Drainage
Planning' report. The owner/developers consulting engineer to review the drainage master plans
prepared by the City and confirm sufficient downstream capacity.
7.1.1 Integrated Stormwater Management Plan
An integrated stormwater management plan (report, drawings, design sheets, etc.)
prepared by a Professional Engineer or Geoscientist with related experience is required
for all subdivision and development where there is or will be an increase in the
impermeable area on the site. The complexity of the plan should reflect the complexity of
the development.
An integrated stormwater management plan shall use best management practices to
minimize the effect to the natural hydrological and hydro geological regimes, while not
compromising the safety of persons or property.
Design professionals must consider impacts of climate change, using best practices, in
their integrated stormwater management solution.
A stormwater management plan shall attempt to achieve the following parameters where
appropriate. Note: Mean Annual Rainfall (MAR) shall be calculated according to the
method outlined in Stormwater Planning, A Guidebook for British Columbia (Ministry of
Water, Land and Air Protection, 2002).
-
Eliminate discharge (infiltrate or reuse) from impervious surface areas for storm
events with rainfall depths up to one half of the 24-hour MAR, approximately
10mm.
-
Capture of runoff exceeding one half of the 24-hour MAR (approximately
10mm) up to the 24-hour MAR (approximately 20mm) and release at the pre-
development interflow rate to storm sewer or natural drainage course.
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-
For storm events that exceed the 24-hour MAR, safe conveyance of runoff shall
be provided. Where storm sewer is available/required, flows up to and including
the 25-year storm shall be conveyed in the sewer. Consideration for safe
overland flow routes shall be at minimum to the 100-year storm.
7.1.2 Municipal or Alternative Storm System
Where connection to the City's stormwater collection system is required, connection shall
be provided in accordance with Section 7.3 and the City's Sewer Connection
Consolidation Bylaw No. 1410.
Where connection to the City's stormwater collection system is not required by this bylaw,
all subdivision/developments shall have an alternative stormwater system in accordance
with Section 7.2.
7.2 Alternative Stormwater Systems
Where connection to the City's stormwater collection system is not required an alternative
stormwater management system is required to address additional runoff created by subdivision
or development. All stormwater management systems shall use best management practices to
minimize the effect to the natural hydrological and hydro geological regimes, while not
compromising the safety of persons or property. When necessary, changes to the natural
drainage patterns shall not adversely affect upstream or downstream properties.
7.2.1 Sheet Drainage
Sheet drainage over natural or landscaped areas is an acceptable means of dispersing
stormwater from new development on lots where:
-
impervious area is less than 10% of the total lot area or the proposed
development footprint is less than 30m2;
-
all setbacks have been adhered to as specified in the Zoning Bylaw, and;
-
Topography is such that there is minimal chance of adverse impacts on adjacent
lots.
A covenant is not required where this option is permitted.
7.2.2 Infiltration Systems
Infiltration systems shall be designed to infiltrate the 24-hour Mean Annual Rainfall
(MAR) into the native soils within 48 hours. They shall be designed as per the
'Underground Stormwater Infiltration - Best Practices for Protection of Groundwater
Resources in British Columbia' (BC MOE, 2014).
MAR to be calculated according to the method outline in 'Stormwater Planning: A
Guidebook for British Columbia (Ministry of Water, Land and Air Protection, 2002'.
All infiltration systems shall have pre-treatment which at minimum shall be a sump with
an accessible cleanout.
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A safe overflow route shall be provided for storms in excess of the capacity of the
infiltration system.
A geotechnical report certifying that the operation of the system will not create or
exacerbate geotechnical hazards shall be provided.
Depending on size of infiltration system, complexity, proximity to steep slopes or
proximity to known stormwater related concerns, a full hydro geological investigation
may be required to support the proposed infiltration system.
A covenant is required where this option is permitted. Refer to Section 7.2.4.
Infiltration systems should NOT be considered where there is a potential for slope
instability or contamination of aquifers.
7.2.3 Low Impact Development Infrastructure
Low Impact Development (LIDs) infrastructure such as absorbent landscaping materials,
vegetated swales, permeable pavement, infiltration aids, etc. shall be reviewed on a
case-by-case basis for conformity with the intent of the Section 7.0 of the City's
Subdivision and Development Bylaw.
All LIDs shall be designed by a Professional Engineer with related experience and shall
be certified upon installation.
Any LIDs that have an installation footprint and/or maintenance requirements shall be
clearly identified on an individual lot plan along with an Operation and Maintenance
report. A covenant shall be placed on title in accordance with Section 7.2.4.
7.2.4 Covenant
Where a covenant is required for approvals, the owner/developer must register on title of
each lot serviced by an on-site stormwater system, a covenant in favour of the City of
Salmon Arm with reference to any geotechnical or Operation and Maintenance
requirements. The form of the covenant shall be approved by the Approving Officer and
City Engineer.
7.2.5 Statutory Right of Way
Where a storm system is not yet available, right of ways may be required to be provided
by the applicant to allow for the eventual installation of this facility. Such right of ways
shall be registered in favour of the City of Salmon Arm at the applicant's expense.
7.3 Municipal Stormwater Collection System
No construction shall commence until engineering drawings, sewer design sheets and
stormwater report have been approved by the City Engineer.
The storm drainage system shall include the entire area tributary to the storm drain and
shall be designed with sufficient capacity to collect and convey anticipated storm runoff
from the total catchment area to be served when fully developed.
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7.3.1 Engineering Drawings
Engineering drawings shall show alignment, size, grade, class and depth of pipes, pipe
bedding requirements, existing ground line and proposed final ground line over the pipe,
location, elevation and detail of all manholes, catch basins and other stormwater related
appurtenances, location of all service connections, inspection chambers, location,
access to, size and details of retention or infiltration systems, existing and proposed
drainage boundaries and loading information, major and minor flow routes, all
easements and all such other details as may be required.
7.3.2 Stormwater Report
The Stormwater Report shall give an overview of the integrated stormwater plan and
outline how the proposed stormwater system achieves the stormwater objectives
outlined in Section 7.1.1 to the greatest extent possible. All calculations, design
parameters, assumptions, etc. shall be outlined in the report.
7.3.3 Design Sheets
Rational Method design calculations are to be tabulated and submitted to the City as part
of the Stormwater Report, refer to Specification Drawing ST-15.
7.4 Design Flows
7.4.1 Major and Minor Flow Calculations
For drainage basins greater than 10 hectares in size, design flows shall be based on
computer storm modeling, or other methods acceptable to the City.
For drainage basins less than 10 hectare in size, the design flows shall be based on the
rational method,
Q = RAIN
Where,
Q = Peak Rate of Run-off in m³/sec
R = Run-off coefficient
A = Area of watershed in Hectares
I - Average Rainfall Intensity in mm/hr
N = 1/360
7.4.2 Peak Rate Run-off (Design Storms)
Minor Flow shall be the 1 in 25 year 24-hour Chicago Rainfall event peak rate of runoff.
Major Flow shall be the 1 in 100 year 24-hour Chicago Rainfall event peak rate of runoff
less any piped minor flow.
Post-development design flows and capacity calculations shall include an additional ten
percent (10%) upward adjustment applied to the rainfall intensity calculations and be
consistent with recommendations in Legislated Flood Assessments in a Changing
Climate in BC (EGBC, 2018).
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7.4.3 Pre-development Flow
Pre-development flows have been modelled through the City's Stormwater Master Plan
(ISL, 2020). The watershed pre-development run-off rate Mean Annual Flood (MAF) is
1.3 L/s/ha and shall be used where development ultimately discharges into a water
course or natural waterbody other than Shuswap Lake.
Where development runoff is conveyed through urban development (pipes/roads) to
Shuswap Lake, the pre-development run-off rate shall be calculated using best practices
assuming a true 'pre-development' forested/vegetated state of the development
property.
7.4.4 Run-off Coefficient
Run-off Coefficients, for slopes of 5% and flatter, shall be as follows:
Description of Area
Gravel-
Loam
Loamy
Sand
Clay
Forest/Woodlands
0.05
0.10
0.15
Public, Recreation, Open Space,
Grassland (ALR)
0.10
0.20
0.35
Residential (Suburban, Lots > 0.4ha)
0.25
0.35
0.45
Residential (Low Density)
0.40
0.50
0.60
Residential (Medium Density)
0.50
0.60
0.70
Residential (High Density)
0.65
0.75
0.85
Neighborhood Commercial
0.50
0.60
0.70
Heavy Commercial
0.70
0.85
0.95
Industrial
0.55
0.70
0.80
Pavement or other impermeable surface
0.90
0.90
0.95
Where slopes exceed 5% the above run-off coefficients shall be increased by 10%,
compound, for each 5% increment in slope.
7.4.5 Rainfall Intensity
The rainfall intensity for the rational method can be extrapolated from the City rainfall
Intensity/Duration/Frequency Curves (refer to Specification Drawing No. ST-7) or
calculated by:
I = A x TB
Where,
I = rainfall intensity in mm/hr
T = Storm duration in hours
A,B = constants
Return Frequency
Parameter
2 Year
5 Year
10 Year
25 Year
50 Year
100 Year
a
10
16.4
20.9
26.7
31.1
35.6
b
0.706
0.786
0.821
0.854
0.873
0.888
c
0.02
0.08
0.111
0.142
0.16
0.176
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7.4.6 Design Time of Concentration
The time of concentration is the time required for run-off to flow from the most remote part
of the catchment area under consideration to the design node. The time of concentration
can be calculated using the following formulas:
Tc = Ti + Tt
Where, Tc = time of concentration (minutes)
Ti = inlet or overland flow time (minutes)
Tt = travel time in sewers, ditches, channels or water courses
(minutes)
Inlet Times (Tt) - Minimum inlet times are 15 minutes for residential areas, and 10 minutes
for industrial and commercial areas. Inlet times for larger areas can be calculated using
the "Airport Method" or equivalent.
Travel Time (Tt) - Travel time in sewers, ditches, channels or watercourses can be
estimated using the modified Manning formula.
Additional information concerning drainage contributing areas and time of concentration
is available in the current edition of the City's current Stormwater Master Plan.
7.4.7 Snow Melt
In all cases the Design Engineer (in determining the critical design conditions) is to
consider the impact of snowmelt on the drainage system.
7.5 Minor System Design
7.5.1 Design Storm
Storm sewers shall be designed for the 25 year peak storm return frequency.
7.5.2 Pipe Flow Formula
Gravity storm sewer systems shall be designed for full flow, using Manning's Formula as
noted below:
Q =
𝐴𝑅0.667𝑆0.5
𝑛
Where, Q = Design flow in m³/sec
A = Cross sectional area in m²
R = Hydraulic radius in meters
S = Slope of hydraulic grade line in m/m
n = Roughness Coefficient
The value of 'n' using Manning's Formula shall be:
PVC, HDPE
0.011
Concrete
0.013
Corrugated Steel Pipe (CSP)
0.024
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7.5.3 Minimum Storm Main Diameter
The minimum pipe diameter shall be 250 mm for mains and 200 mm for catch basins.
7.5.4 Velocities
The minimum velocity shall be 0.75 m/s for gravity storm mains
There is no maximum velocity, however, where the velocity exceeds 3.65 m/s
consideration shall be given to possible scour and shock hydraulic problems.
7.5.5 Design Flow Adjustment for LIDs
Where low impact development (LID) best management practices are used, mains may
be sized according to the required capacity taking 50% of the groundwater recharge
capability into consideration. The groundwater recharge component must be calculated
and justified by a qualified hydrologist/engineer with experience in this field. Minimum
sizes of mains must still be observed.
7.6 Vertical Alignment
7.6.1 Pipe Grade
The minimum slope for the first reach of permanent dead end sewer shall be 1%, where
feasible. For sewers other than the first permanent dead end reach, the minimum pipe
grades are:
Size (mm)
200* 250
300
375
450
525
600
675
750
825
900
Grade (%)
2.00
0.40
0.32
0.23
0.20
0.18
0.15
0.12
0.10
0.09
0.07
*Catchbasin leads only
There is no specified maximum pipe grade; however, mains installed at grades in excess
of 20% shall be reviewed for anchor block, trench dam and joint restraint requirements.
See Specification Drawing No. UT-3 and UT-5
7.6.2 Hydraulic Losses Across Manholes
The minimum drop in invert levels across manholes are:
Straight Run
Minimum grade
Defections up to 45°
50mm drop
Deflections 45° to 90°
65mm drop
Horizontal changes of direction greater than 90 degrees are not permitted.
Where a change in diameter occurs across a manhole, the drop shall be a minimum of
the difference in the diameters of the pipe or the drop specified above, whichever is
greater.
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7.6.3 Drop Manholes
An outside drop manhole shall be installed where the elevation of the inlet invert is 900mm,
or greater, above the invert elevation of the centre of the manhole channel.
Internal drop manholes are not permitted.
Drop manholes shall be designed in accordance with Specification Drawing No. ST-16
and shall only be used when incoming sewers cannot be steepened or where site
conditions do not permit otherwise.
7.6.4 Depth of Cover
The minimum depth of cover shall be 1.5 meters. City approval is required where sufficient
cover is not feasible or available. Insulation may be required.
New storm sewers shall have sufficient depth to allow gravity connections from 0.3 meters
below the existing or proposed basement floor elevation (at the furthest building envelope
point).
7.6.5 Vertical Curves
Vertical curves of segmented storm main are generally not permitted, however, where
specific permission has been granted by the City Engineer, mains in vertical curves shall
be uniform throughout the curve, the radius of curvature shall be not less than 50 meters,
the pipe grade shall be not less than 1.0% and the design velocity must exceed 0.91 m/s.
The deflection in all cases however must not exceed 50% of the manufacturer's
recommendations.
7.6.6 Manhole Benching
Manhole benching to be 8:1 slope from crown of pipe.
7.7 Horizontal Alignment
7.7.1 Location in Roadway
Mains shall be aligned as indicated on the applicable Road Cross-Section.
7.7.2 Horizontal Curves
Horizontal curves of segmented storm main are generally not permitted, however, where
specific permission has been granted by the City Engineer, mains in horizontal curves
shall be uniform throughout the curve, the radius of curvature shall be not less than 50
meters, the pipe grade shall be not less than 1.0% and the design velocity must exceed
0.91 m/s. The deflection in all cases however must not exceed 50% of the manufacturer's
recommendations.
7.7.3 Storm Manholes
Storm Manholes shall conform to Specification Drawing No. ST-2.
Manholes are required at all changes in grade, alignment, size, dead end mains and at
existing and planned intersecting storm sewers.
The maximum spacing between manholes shall be as follows:
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Pipe Grade (%)
Less than 5%
5%-10%
Greater than 10%
Maximum Spacing (m)
150m
120m
60m*
*or as directed by City Engineer
Combination catch basin-manholes are generally not permitted.
Manhole lids shall not conflict with curbs, gutters or sidewalks, and where possible shall
be located outside of the wheel path of normal traffic flow.
7.7.4 Clean-outs
Clean-outs/Inspection chambers are not permitted in place of manholes except where the
storm sewer main will be extended for future subdivision/development.
Location shall not conflict with curbs, gutters or sidewalks, and where possible shall be
located outside of the wheel path of normal traffic flow.
7.8 Service Connections
All connections/disconnections to the City Storm sewer infrastructure shall be in
accordance with the Storm Connection Bylaw #1410.
7.8.1 Number of Services
A single service shall be provided to each legal lot. Strata developments and other major
developments will be permitted only one connection unless otherwise approved by the
City Engineer where site conditions warrant additional connections or where a single
service connection is not practical.
7.8.2 Diameter
Storm sewer services to single family dwellings and duplexes shall be a minimum of
150mm diameter. Each service shall be installed with an inspection chamber at a minimum
of 2.0%. Service connections shall be installed and located in accordance with
Specification Drawings SER-1, ST-4 and ST-6.
All multi-family sites, mobile home parks, institutional, commercial and industrial sites shall
have a storm sewer system designed adequately to service the parcel. In no case will the
service be less than 150mm diameter.
7.8.3 Depth and Grade
Storm sewer services shall be designed to permit normal basement service, as required
by the Building Code, to all proposed lots. In all cases, the minimum service grade is 2.0%.
7.8.4 Connection into Manhole
A service connection entering a manhole shall have its crown at the crown of the highest
main entering the manhole. The connection shall discharge in the same direction as the
flow in the sewer main.
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7.8.5 Inspection Chambers
The inspection chamber at the end of each service pipe must be located 300mm from the
property line, on the road right of way and offset 3.0m from the centre of each lot. Where
such locations will conflict with other services, the location may be revised with the
approval of the City Engineer. Where inspection chambers are located within driveways,
they shall be protected using a Brooks Box or approved equivalent. Refer to Specification
Drawings SER-1 and ST-6.
Manholes will be required in place of inspection chambers for storm sewer connections
as specified on Specification Drawing ST-5.
7.9 Foundation Perimeter Drains and Roof Leaders
Foundation perimeter drains shall be connected to a gravity storm system where possible,
or otherwise outlet to an infiltration system (refer to Section 7.2.2). Where grade
differences permit, foundation drains may be outlet within the property boundaries where
doing so will not cause adverse impact to adjacent properties.
Connection of roof leaders shall be addressed as part of the overall integrated stormwater
management plan. Roof drainage leaders are to be connected to the storm service only
where geotechnical requirements dictate the need. Where direct connection is necessary,
all efforts shall be made to slow runoff using LID techniques. Roof leaders shall not be
directed onto impervious services which drain directly onto City right-of-way or adjacent
properties.
7.10
Catch basins
7.10.1 Spacing
Catch basins shall be installed at regular intervals along roadways, at intersections, and
at low points. Refer to Specification Drawing No. ST-1 and ST-14.
Catch basins shall be spaced to drain a maximum area of 500m² on road grades up to 5%
and 400m² on steeper grades.
In any event, catch basin spacing shall not exceed 75 meters.
7.10.2 Double Catch Basins
Double catch basins are required at all low points when water is collected from two
directions. A single catchbasin may be considered if the total catchment area is less than
the allowable area noted above.
7.10.3 Side Inlets
Side inlet catch basins are required where road grades exceed 5%.
7.10.4 Catchbasin Leads
The minimum lead size diameter shall be 200mm for a single catch basin lead and 250mm
for a double catch basin lead. The maximum length of a catch basin lead shall be 25
meters.
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7.10.5 Location
Wherever possible, catch basins are to be installed at the EC or BC for all curb returns. In
no cases shall a catch basin be located in a wheelchair sidewalk ramp or driveways
access.
7.10.6 Rear Yard Catchbasin
Rear yard catch basins require a sump manhole at the connection to the mainline
regardless of lead size. All infrastructure shall be protected by a Right-of-way in favour of
the City.
7.11
Major Flow Routing
7.11.1 General
The major system includes all drainage pathways that convey, detain, divert and intercept
the major design storm runoff. The combined capacity of the major (overland) and minor
(piped) systems must be able to safely contain storm flows resulting from the 1:100 year
design storm.
Major flow routing over 0.05 m³/s shall be shown and sufficient design shall be carried out
to provide assurance to the City Engineer that no serious property damage or endangering
of public safety will occur under major flow conditions. The discharge point from the
development for the major flow route shall be coordinated with the downstream routing to
outfalls as determined by the City of Salmon Arm.
7.11.2 Design Storm
Culverts shall be designed for the 100 year peak storm return frequency, unless otherwise
specified by the City Engineer.
Culverts under Arterial roadways shall be designed for the 100 year peak storm return
frequency with 50% blockage.
Ditches and overland flow routes shall be designed to accommodate 100 year peak storm
return frequency (referred to as Major Storm) for the appropriate time of concentration,
less any minor flows directed to the storm sewers.
Emergency flow routes shall be designed to accommodate the 100 year peak storm return
frequency for the appropriate time of concentration.
All Storm flow calculations shall take into account Climate Change predictions per EGBC
Best Practices.
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7.11.3 Major Route Flow Sizing
Overland flow channel capacities shall be calculated using the Manning Formula at critical
design sections. All habitable areas of buildings shall be above the major flow hydraulic
grade line, except where specified flood prevention measures have been taken. Typical
Manning Roughness Coefficient 'n' are:
-
0.018 for paved roadway
-
0.03 for grassed boulevards and swales
-
0.04 to 0.10 for irregular or treed channels
7.11.4 Location
Major flows shall be contained within public road allowances and right of ways, and shall
discharge off-site to public road allowances and right of ways capable of accepting the
design flows.
7.11.5 Major Flow on Roadways
Where the road is used to accommodate major flow, it shall be formed, graded and
sufficiently depressed below the surrounding properties to provide adequate hydraulic
capacity. On arterial roads, a minimum of 6.0m width (two (2) lanes) shall be free of
ponding. On Collector and local roads, the entire roadway may be used as a major flood
path with the maximum flow depth not to exceed 200mm.
Where roadways, used for major flows, intersect, care shall be taken to lower the
intersection to allow flows to pass over the cross street. Where major flow routes turn at
intersections similar care in the road grading design is required. Detailed grading of such
areas shall be shown on drawings.
7.11.6 Erosion Protection
Major flow channels shall be designed to resist erosion or other detrimental effects at
design flow.
Where major flow outfalls to a receiving water course, the velocity shall not exceed 1.5
m/s. An energy dissipater shall be provided to minimize erosion.
7.11.7 Storm Sewer
In areas where surface major flow routes cannot be provided, or where desired to enable
lower building elevations, the pipes and culverts, which form a part of the minor system,
may be enlarged or supplemented to accommodate the major flow.
7.12
Hydraulic Grade Line
7.12.1 General
All storm sewer designs must indicate the 100 year HGL. Where necessary, minimum
basement elevations should be specified on the grading drawing to ensure a minimum of
0.3 meters of clearance from underside of slab to the 100 year HGL.
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7.12.2 Hydraulic Grade Line Formula
Hydraulic Grade Line (HGL) shall be calculated using the Darcy - Weisbach equation as
noted below and specified on profile drawings:
hf =
𝑓 𝑥 𝐿
𝐷 x
𝑉2
2𝑔
Where, hf = head loss due to friction in meters
L = length of the pipe in meters
D = hydraulic diameter of the pipe in meters
V = average velocity of the fluid flow, equal to the volumetric flow rate
per unit cross-sectional wetted areas (m/s)
g = local acceleration due to gravity (m/s2)
f = dimensionless coefficient called the Darcy Friction Factor
The starting HGL shall be the greater of the downstream pipe obvert or the 100 year flood
elevation of the water course/body
7.12.3 Inlet Control Devices
Inlet control devices (ICDs) may be installed in catch basin where need necessary to lower
the HGL. Backflow preventers on storm drains, ICDs or Minimum Basement Elevations
(MBEs) may be utilized at the discretion of the City Engineer. Backflow preventers on
private services shall be located on private property.
7.13
Drainage Ditches/Culverts
Drainage ditches and culverts shall be sized based on the design storms referenced in
Section 7.11.2.
In no cases, shall a culvert be less than 400mm in diameter.
Erosion control and/or additional velocity restricting designs may be required as
determined by the City Engineer.
Inlet/outlet structures shall be installed on all culverts at roadway crossings as per Section
7.14.
Where fronting residential properties, due consideration shall be given to ease of
maintenance.
7.14
Inlet and Outlet Structures
7.14.1 General
Inlet and Outlet Structures shall be designed, and submitted for approval, for each
particular application. Precast Inlet and Outlet structures are preferred. Refer to
Specification Drawing No. ST-8, ST-9 and ST-10.
Trash racks, energy dissipation, railings, monitoring devices, oil separators, inlet sumps,
safety grates and rip-rap shall be provided as required.
Subdivision and Development Services Bylaw No. 4293 - Schedule B, Part 1
Section 7.0 - Storm Water Management
Page 14 of 16
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 1
Page 68 of 78
7.14.2 Safety Grates and Hand Rails
Lockable, hinged, manufactured safety grates are required on open inlets and outlets
300mm and larger. Refer to Specification Drawing No. ST-11
A handrail shall be installed around inlet/outlet structures 1.2 meters or larger in height.
7.14.3 Erosion Control
Erosion control and/or additional velocity restricting designs may be required as
determined by the City Engineer.
7.15
Quality Control
7.15.1 General
Quality control shall be provided for flows up to 50% of the 2 year post development peak
flow ('first flush' storm) or the 5 year pre-development peak flow, whichever is greater.
Quality treatment facilities include, but are not limited to, oil/grit separators, trapping
hoods, sumps, silt traps, detention storage facilities, grassed swales and constructed
wetlands.
Treatment facilities should include provisions for maintenance equipment access.
7.15.2 Oil/Water Separators (OWS)
Oil/water separators including coalescing plate separators shall be provided on the storm
service, on private property, for all gas stations, vehicle service areas and storage areas
for vehicles and construction equipment. A covenant must be placed on title alerting the
property owner to the maintenance requirements, etc.
7.15.3 Oil/grit Separators (OGS)
OGS shall be provided on the storm services, on private property, for sites with parking
for 50 or more vehicles. OGS shall be a swirl concentrator or equivalent. Design details to
be provided by supplier of proprietary system or by designer of equivalent.
OGS will be designed to treat a minimum of 90% of the annual runoff volume of the
catchment area.
An internal high flow bypass shall be provided that conveys high flows directly to the outlet
such that scour and re-suspension of material previously collected does not occur.
OGS shall be capable of removing 80% of the total suspended sediment load (TSS
including fine and clay particles) and 95% of the floatable free oil.
Maintenance access shall be provided to and into the structure for removal of accumulated
sediments and oils with a vacuum truck.
OGS shall be installed in a water tight concrete manhole or vault structure.
Where an OGS and detention storage are required, the OGS shall be installed
immediately upstream of any required detention storage facility.
Subdivision and Development Services Bylaw No. 4293 - Schedule B, Part 1
Section 7.0 - Storm Water Management
Page 15 of 16
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 1
Page 69 of 78
7.15.4 Detention Storage Facilities
Underground detention facilities shall be complete with a sump upstream of the control
orifice with an accessible clean-out, with exception to storage immediately downstream of
an OGS unit (refer to Section 7.15.3).
Above ground detention facilities shall be complete with a sediment forebay with an
access road for clean-out equipment. Design parameters may be made available upon
request.
7.16
Quantity Control
7.16.1 General
Quantity control is required on all development properties to minimize the effect to the
natural hydrological and hydro geological regimes, while not compromising the safety of
persons or property. Best efforts shall be made to provide quantity control to meet the
criteria outlined in Section 7.1.1.
7.16.2 Detention Facilities
The design of stormwater detention facilities shall be completed by a Professional
Engineer qualified in hydrological design.
In general the City encourages detention facilities to be:
Multi-use facilities that include recreational, environmental and aesthetic
aspects as well as flow control and water quality control
Accessible, including all inlet/outlet structures
Above ground where possible. In pipe storage within City right of way is
discouraged.
7.16.2.1
Above Ground Detention
Detention basins shall be sized to match post-development to pre-development flows
up to and including the 25 year storm with safe overland provisions for up to the 100
year storm. Detention basins shall have emergency overflow weirs and a sediment
forebay with access road for operations and maintenance.
7.16.2.2
Underground Detention
Where use of underground detention facilities is approved by the City, the facility shall
be designed with sumps and access for operations and maintenance to the
satisfaction of the City Engineer.
7.16.2.3
Private Detention Facilities
Stormwater retention for commercial, industrial, institutional and multi-family
residential may be at surface and/or underground. Rooftop and parking lot storage
may be considered where appropriate. B.C. Building Code and City bylaw restrictions
shall be met when designing rooftop storage.
Subdivision and Development Services Bylaw No. 4293 - Schedule B, Part 1
Section 7.0 - Storm Water Management
Page 16 of 16
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 1
Page 70 of 78
7.16.3
Orifice
Orifice size shall be greater than 90mm unless otherwise approved by the City
Engineer. Where smaller orifices are required, due consideration shall be given to
minimize potential plugging of the orifice and to ensure appropriate emergency
overflows and maintenance access is provided.
7.16.4 Infiltration Systems
Refer to Section 7.2.2.
7.16.5 Low Impact Development Infrastructure
Refer to Section 7.2.3.
7.16.6 Natural Drainage Courses
A natural drainage course may remain within private property, with provision for right of
way unless under special circumstances such as where the City retains or acquires
ownership for park or buffer use.
A natural drainage course shall not be altered or diverted, including altering the
contributing drainage area, unless such alteration or diversion has been approved by the
City Engineer and all other governing authorities.
Developments that outlet to a natural drainage course shall take all reasonable measures
to mimic the naturally occurring hydrology of the basin using best management practices
to slow the runoff to pre-development levels. In all cases, outlet to a natural drainage
course shall not exceed 1.3 L/s/ha unless otherwise approved by the City Engineer.
Developments that outlet to natural drainage courses shall have suitable quality control,
refer to Section 7.15
B.
MATERIALS
Storm sewer materials shall be supplied in accordance with Schedule D - Approved
Materials List.
C.
INSTALLATION
Storm sewer installation shall be in accordance with Master Municipal Construction
Documents (MMCD) Platinum Edition Volume 2 (The MMCD Association, 2009) as
amended and Schedule B - Part 3.
D.
CLEANING, FLUSHING, TESTING
Storm sewer cleaning shall be in accordance with Master Municipal Construction
Documents (MMCD) Platinum Edition Volume 2 (The MMCD Association, 2009) as
amended and Schedule B - Part 3.
Subdivision and Development Services Bylaw No. 4293 - Schedule B, Part 1
Section 8.0 - Street Lighting
Page 1 of 2
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 1
Page 71 of 78
8.0
STREET LIGHTING
A.
DESIGN CRITERIA
8.1 British Columbia Electrical Code
The Street Lighting Design shall satisfy the BC Safety Authority Electrical Safety
Regulation, Canadian Electrical Code including BC amendments.
8.2 Materials
Electrical materials used in the street lighting system shall be new, labelled and approved
by the Canadian Standards Association or equivalent.
Conduit shall be Rigid PVC (RPVC) unless otherwise approved by the City Engineer.
Street Lights shall be Light Emitting Diode (LED) with 7 pin receptacle on all lights with
dimmable driver and control (photo cell, shorting cap or controller).
8.3 Levels of Illumination
The average levels of illumination shall be in accordance with the Illuminating Engineering
Society of North America (IESNA) RP-8-14.
Where a local road intersects with a Collector or Arterial (Major) roadways, the lighting
levels shall meet or exceed the values recommended in IESNA RP-8-14, Table 8.
8.4 Pole Type
Davit poles and fixtures shall be located on all Collector and Arterial (Major) roads. Davit
fixtures may be required at intersections other than Collector and Arterial, at the discretion
of the City Engineer. Davit fixtures shall be located in industrial areas. Davit luminaries
shall be in accordance with Specification Drawing No. SL-1 and SL-2, and in accordance
with current Schedule "D" approved materials list.
Decorative top poles and fixtures shall be located within the Town Centre Development
Area. Decorative top street lights shall be in accordance with Specification Drawing No.
SL-3, SL-4, SL-5, SL-3-I and SL-4-I, and in accordance with current Schedule "D"
approved materials list.
Residential type poles and fixtures shall be located on all local class classified roads and
all areas not specified above. Residential type street lights shall be in accordance with
Specification Drawing No. SL-3, SL-4, SL-5, SL-3-I and SL-4-I and in accordance with
current Schedule "D" approved materials list.
Handhole shall be tamperproof.
Subdivision and Development Services Bylaw No. 4293 - Schedule B, Part 1
Section 8.0 - Street Lighting
Page 2 of 2
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 1
Page 72 of 78
8.5 Location
Street light Poles shall be off-set as indicated on the applicable road cross-section.
Pole locations, in general shall be aligned with property lines and shall not conflict with
driveways, fire hydrants, parking stalls or underground services. Poles shall be located
as not to inhibit the movement of snow clearing equipment.
8.6 Electrical Service Connections
Hydro service connections for street lights shall be made to a buried Hydro service box.
Electrical service connections shall be made to a junction box, power pole or lamp
standard power base. All electrical designs must incorporate a power base.
8.7 Electrical Permit
Safety Authority Electrical Permit must be submitted to the City within three (3) months of
the application date.
B.
MATERIALS
Street Lighting materials shall be supplied in accordance with Schedule D - Approved
Materials List.
C.
INSTALLATION
Street Lighting installation shall be in accordance with Master Municipal Construction
Documents (MMCD) Platinum Edition Volume 2 (The MMCD Association, 2009) as
amended and Schedule B - Part 3. The locations of all Street Light conduits shall be
recorded and included on the Record drawings, together with all street lights, identifying
lights that have the power base.
D.
TESTING
Street Lighting installation shall be in accordance with Master Municipal Construction
Documents (MMCD) Platinum Edition Volume 2 (The MMCD Association, 2009) as
amended and Schedule B - Part 3.
Subdivision and Development Services Bylaw No. 4293 - Schedule B, Part 1
Section 9.0 - Hydro Telecommunications, Gas
Page 1 of 1
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 1
Page 73 of 78
9.0
HYDRO, TELECOMMUNICATIONS, GAS
A.
DESIGN CRITERIA
9.1 General
Where civil works to support hydro, telecommunications and/or gas infrastructure are
required by Bylaw No. 4293, the applicant shall construct the works consistent with the
regulations, standards and specifications set out in this schedule.
The location of the utility within the road right-of-way shall be as per the applicable road
cross-section. See Specification Drawings RD-1 through RD-16.
9.2 B.C. Hydro
B.C. Hydro servicing shall be designed to B.C Hydro Specifications.
B.C. Hydro drawings shall have received City or Design Engineer approval prior to the
commencement of construction.
Prior to commencement of work near energized overhead hydro as defined in WCB
regulation - Part 19, the contractor shall complete a WorkSafe BC Form 30M33.
9.3 Telecommunications
Telecommunication servicing shall be designed in accordance with the material
specifications of the applicable telecommunication operator and shall be compatible with
all other underground utilities.
Telecommunication drawings shall have received City or Design Engineer approval prior
to the commencement of construction.
9.4 Gas Distribution System
Gas distribution system shall be designed in accordance with the material specifications
of the applicable Gas distribution operator and shall be compatible with all other
underground utilities.
Gas distribution system drawings shall have received City or Design Engineer approval
prior to the commencement of construction.
B.
MATERIALS
Hydro, Telecommunications and Gas materials shall be supplied in accordance with the
applicable utility provider's standards.
C.
INSTALLATION
Hydro, Telecommunications and Gas installation shall be in accordance with the
applicable utility provider's standards.
D.
TESTING
Hydro, Telecommunications and Gas testing shall be in accordance with the applicable
utility provider's standards.
Subdivision and Development Services Bylaw No. 4293 - Schedule B, Part 1
Section 10.0 - Landscaping
Page 1 of 3
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 1
Page 74 of 78
10.0
LANDSCAPING
A.
DESIGN CRITERIA
10.1
General
Where provisions of the Subdivision and Development Servicing Bylaw No. 4293 require
the construction of an irrigation system or vegetative planting, the applicant shall construct
the works consistent with the regulations, standards and specifications set out in this
schedule.
10.2
Approval Drawings
Engineering drawings showing the detailed design of the landscaping shall be submitted
to the City Engineering Department for approval prior to commencement of construction.
These drawings shall show basic road and lot network, location of all shallow utilities and
above ground appurtenances (manhole lids, IC chambers, hydrants, transformers, street
lights, etc.), location of the irrigation lines and appurtenances, the size, location and type
of all plantings, topsoil depths, seeding locations and mixes.
The drawings shall conform to the City of Salmon Arm's Landscape Standards and
Recommended Species Guide which are available from the City upon request.
10.3
Boulevards
Boulevards which are not required to be landscaped and irrigated shall be provided with
a minimum of 300mm of topsoil and either hydro seeded or sodded. Alternative
landscaping may be approved at the discretion of the City Engineer. Owner/ =Developer
shall be responsible for proper care and maintenance of boulevard for entirety of 1 year
maintenance period or until change of ownership of responsible parcel.
The minimum width for grass boulevards shall be 1.0m. Where a separated sidewalk at
a distance less than 1.0m is unavoidable the area should either be additional concrete
area, or decorative stone placed over a woven fabric weed barrier.
Hydroseeding and seeding within boulevards to conform to the approved materials list
seed blend.
10.4
Hydroseeding
Disturbed areas that are not to be otherwise landscaped shall be hydroseeded where the
slope is less than 10%. Hydroseeding in conjunction with erosion matting or other ESC
controls shall be used where the slope is greater than 10%.
10.5
Sodding
Disturbed areas that are not to be otherwise landscaped shall be sodded where adjacent
to existing dwellings/facilities. Sodded areas shall require
Subdivision and Development Services Bylaw No. 4293 - Schedule B, Part 1
Section 10.0 - Landscaping
Page 2 of 3
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 1
Page 75 of 78
10.6
Seeding
Seeding is discouraged, but may be permitted by the City Engineer in areas that are low
use and low risk for erosion.
10.7
Irrigation
Irrigation of the boulevards is required for all medium and high density residential
developments and all Industrial/Commercial/Institutional developments.
Where the sidewalk is separated from the curb in residential areas, irrigation sleeves shall
be installed, one per lot, and the location marked on the sidewalk by stamping the wet
concrete with an arrow.
All infrastructure (i.e. sprinkler heads) to be installed a minimum of 5mm below the finished
sidewalk grade, or in another manner to minimize damage during snow clearing
procedures.
All irrigation services to have appropriate backflow prevention in accordance with the
City's current Cross Connection Control Bylaw.
10.8
Street Trees
Street trees shall be installed as required by the City Centre Road Standard. Refer to
Specification Drawings RD-5, TRE-1 and TRE-2.
Sufficient un-compacted soil space must be available to accommodate root growth or a
soil cells must be provided with sufficient structural capacity to support surrounding
infrastructure. Sufficient un-compacted soil space shall be 30 m3 and minimum 2.5m in
each dimension for a single tree or 15 m3 and minimum 2.0m in each dimension per tree
for multiple plantings.
Root barriers shall be installed to the depth of the adjacent City infrastructure.
City shall provide list of approved plantings upon request.
10.9
Unit Paving
Unit paving shall be provided to the City Centre Standard. Refer to Specification Drawings
RD-5, CGS-13, and CGS-14
Subdivision and Development Services Bylaw No. 4293 - Schedule B, Part 1
Section 10.0 - Landscaping
Page 3 of 3
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 1
Page 76 of 78
B.
MATERIALS
Landscaping materials shall be supplied in accordance with Schedule D - Approved
Materials List.
C.
INSTALLATION
Landscaping installation shall be in accordance with Master Municipal Construction
Documents (MMCD) Platinum Edition Volume 2 (The MMCD Association, 2009) as
amended, current BCLNA guidelines, and Schedule B - Part 3.
D.
TESTING
Landscaping testing shall be in accordance with Master Municipal Construction
Documents (MMCD) Platinum Edition Volume 2 (The MMCD Association, 2009) as
amended and Schedule B - Part 3.
Subdivision and Development Services Bylaw No. 4293 - Schedule B, Part 1
Section 11.0 - Hillside development
Page 1 of 2
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 1
Page 77 of 78
11.0
HILLSIDE DEVELOPMENT
A.
DESIGN CRITERIA
11.1
General
Where developments are located within the Hillside Development Area as shown in
Schedule A, Map 1 of the Subdivision and Development Servicing Bylaw No. 4293, the
design criteria from Schedule B, Sections 1 through 10 shall apply except where amended
below.
11.2
Roads
11.2.1 Single Lane Roadways
Use of single lane roadways (one-way traffic) may be permitted within an adequate road
network where topography warrants. Single lane roadways are intended for single
loaded roads and with under 25 units. Exceptions may be granted with approval by the
City Engineer. Parking is to be restricted to the right side of the roadway only.
11.2.2 Lanes
Lanes may be considered where topographic limitations exist. Lanes are intended for
single loaded roads and with under 10 units. Exceptions may be granted with approval
by the City Engineer.
Lanes within new subdivisions shall conform to Specification Drawing no. RD-12b
11.2.3 Rights-of-ways
Right of ways may be a minimum of 18.0m for two-lane roadways and 10.0m for one-lane
roadways where approved by the City Engineer.
11.2.4 Sidewalks
Sidewalk locations adjacent to a roadway may meander within the right-of-way where
topography warrants and/or be outside of the roadway right-of-way and protected by
statutory right-of-way.
11.2.5 Boulevards
Boulevards may be graded at a slope recommended by a geotechnical engineer. A
minimum of 0.5m (low side) or 2.0m (high side) buffer at 2.0% slope towards the roadway
must be maintained around all infrastructure or as needed to allow access to and properly
support infrastructure.
The hydraulic capacity of the roadway shall be confirmed where part of the overland flow
network.
Provisions for snow storage shall be made as required where adequate boulevard space
is not provided.
Subdivision and Development Services Bylaw No. 4293 - Schedule B, Part 1
Section 11.0 - Hillside development
Page 2 of 2
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 1
Page 78 of 78
11.2.6 Turn-around
Hammer head turn-around (RD-13) will be permitted where topography prevents
installation of full turn around (RD-11).
11.3
Access
Driveways on the low side must have a high point a minimum of 0.10m above the adjacent
gutter line or as necessary to maintain the hydraulic capacity of the roadway without
overflow onto private property.
Driveways shall conform to City of Salmon Arm Policy 3.11 and shall ensure the first 3.5m
of the driveway has a grade of no greater than 7.0%.
Shared driveways and private lanes may be permitted where topography warrants, with
the following provisions:
-
Dead-end lanes shall service no more than six (6) lots and include turn-around
provisions.
-
Through lanes and shared driveways shall service no more than 15 lots.
-
Minimum paved travel lane width shall be 4.0m with widening as necessary to permit
safe vehicle movements.
-
Land design must allow for access by emergency, garbage collection and moving
vehicles at a design speed of 20km/hour.
-
No parking shall be allowed on laneways. Guest parking must be accounted for in
onsite design.
-
For shared driveways, an appropriately sized and located area will be required for
common garbage and recycling pick-up from the road.
B.
MATERIALS
Hillside Development materials shall be supplied in accordance with Schedule D -
Approved Materials List.
C.
CONSTRUCTION
Hillside Development construction shall be in accordance with Master Municipal
Construction Documents (MMCD) Platinum Edition Volume 2 (The MMCD Association,
2009) as amended and Schedule B - Part 3.
D.
TESTING
Hillside Development testing shall be in accordance with Master Municipal Construction
Documents (MMCD) Platinum Edition Volume 2 (The MMCD Association, 2009) as
amended and Schedule B - Part 3.
Adopted by Council: June 26, 2023
Subdivision and Development Servicing Bylaw No. 4293
Schedule "B" - Part 2
CITY OF SALMON ARM
SPECIFICATION DRAWINGS
Subdivision and Development Servicing Bylaw No. 4293
Schedule "B", Part 2 - Standard Drawings
Page 1 of 6
Master Municipal Construction Documents (MMCD) Platinum Edition Volume II (The MMCD Association, 2009) Standard Detail Drawings apply
except where removed, replaced or supplemented as indicated below.
Table 2.1 - Standard Drawing Reference
Dwg.
MMCD Drawing Description
Dwg.
CoSA Drawing Description
Concrete and Miscellaneous Details
C0
Index
C1
Concrete Sidewalk, Infill and Barrier Curb
Remove
C2
Concrete Sidewalk and Barrier Curb
Replace
CGS-4a
Separated Standard Sidewalk
C3
Concrete Sidewalk and Rollover Curb
Replace
CGS-4B
Standard Sidewalk
C4
Concrete Curbs - Narrow Base
Replace
CGS-1
Standard High-Back Curb & Gutter
C5
Concrete Curbs - Wide Base
Remove
C6
Concrete Median Curb and Interim Curbs
CGS-3
Island or Median Curb
C7
Driveway Crossing for Barrier Curbs
CGS-5
Sidewalk Crossing at Driveway Entrance
C8
Wheelchair Ramp for Sidewalk, Infill and Barrier
Curbs
Remove
C9
Wheelchair Ramp for Sidewalk, and Barrier Curbs
Replace
CGS-6
Wheelchair Sidewalk Ramp
C10
Concrete Walkway
Replace
CGS-7
Standard Walkway
C11
Bicycle Baffle
C12
Removable Restriction Post
C13
Chain Link Fence for Walkway
Replace
RS-3
Chain Link Fence for Walkway
C14
Handrail on Concrete Retaining Wall
Add
CGS-2
Roll-Over Curb & Gutter
Add
CGS-8
Trail Type 1
Add
CGS-9
Trail Type 2
Add
CGS-10
Trail Type 3
Add
CGS-11
Trail Type 4
Add
CGS-12
Trail Type 5
Add
CGS-13
Towncentre Intersection Pedestrian Bulb
Add
CGS-14
Typical Paver Detail
Add
RS-1
Reinforced Concrete Stairs
Subdivision and Development Servicing Bylaw No. 4293
Schedule "B", Part 2 - Standard Drawings
Page 2 of 6
Dwg.
MMCD Drawing Description
Dwg.
CoSA Drawing Description
Add
RS-2
Sidewalk Railing
Concrete Base
CE1.1 - CE1.20
Add
SP-1
Typical Sign Post Base
Add
SL-2
9.00m Davit Concrete Pedestal
Add
SL-5
5.00m Post Top Concrete Pedestal
Electrical
E0.1 - E10.11
E4.1
Luminaire Pole (Type 2 Shaft)
Replace
SL-1
9.00m Davit Street Lights
E4.2
Luminaire Pole (Type 2 Shaft)
E4.19
Post Top Luminaire Poles
Replace
SL-3
Post Top Street Light
E4.20
Post Top Luminaire Poles
E4.21
Service Base
E4.22
Pole Accessories
Remove
Add
SL-3-I
Post Top Street Light with Irrigation & Electrical Outlet
Add
SL-4
Post Top Street Light/Power Base
Add
SL-4-I
Post Top Street Light/Power Base with Irrigation &
Electrical Outlet
Add
SL-6
Bracket for Hanging Baskets
General Details
G0
Index
G1
General Legend for Contract Drawings
Replace
DD-LG
ANSI 'D' Size Legend
G2
Legend for Materials
G3
Legend for Street Light and Traffic Signal
Drawings
G4
Utility Trench
Replace
UT-1
Typical Utility Trench in Roadway
UT-2
Typical Utility Trench in Boulevard
G5
Pavement Restoration
G6
Concrete Encasement for Water Main/Sewer
Separation
G7
Concrete Protection for Underground Utilities
Subdivision and Development Servicing Bylaw No. 4293
Schedule "B", Part 2 - Standard Drawings
Page 3 of 6
Dwg.
MMCD Drawing Description
Dwg.
CoSA Drawing Description
G8
Pipe Anchor Blocks
Replace
UT-3
Anchor Blocks
Add
DD-PL
ANSI 'D' Size Plan Sheet
Add
DD-PP
ANSI 'D' Size Plan/Profile Sheet
Add
SC-1
Utility Service Card
Add
UT-4
Utility Main Relocation Details
Add
UT-5
Trench Dam Detail
Add
SER-1
Typical Lot Servicing
Roadworks
R0
Index
R1
Paved Shoulders
Add
RD-1
18m R/W Urban Local Road Cross-Section
RD-2
20m R/W Urban Local Road Cross-Section
RD-3
20m R/W Urban Collector Cross-Section
RD-4
25m R/W Arterial Collector Cross-Section
RD-5
Town Centre Development Area Road Cross-Section
RD-6A
Industrial Area Road Cross-Section
RD-6B
New Industrial Park Cross-Section
RD-7
20m R/W Rural Local Road Cross-Section
RD-8
20m R/W Rural Collector Road Cross-Section
RD-9
25m R/W Rural Arterial Road Cross-Section
RD-10
18m R/W Urban Cul-de-Sac
RD-11
20m R/W Urban Cul-de-Sac
RD-11A
20m R/W Temporary Cul-de-Sac
RD-11B
10m R/W Temporary Cul-de-Sac
RD-12A
7.3m R/W Lane
RD-12B
10.0m R/W Lane Cross-Section
RD-13
Lane-'T' Turn Around
RD-14
Canoe Beach Drive 20M R/W Road Cross Section (50th
Street NE to Park Hill)
RD-15
18m R/W Urban Local Road Cross-Section (Hillside
Development)
Subdivision and Development Servicing Bylaw No. 4293
Schedule "B", Part 2 - Standard Drawings
Page 4 of 6
Dwg.
MMCD Drawing Description
Dwg.
CoSA Drawing Description
RD-16
12m R/W Urban Single Lane Local Road Cross-Section
(Hillside Development)
Storm and Sanitary Sewer
S0
Index
S1
Standard and Sump Manholes
Replace
SAN-1
Typical 1050mm Sanitary Manhole
ST-2
Typical 1050mm Storm Manhole
S2
Standard Manhole Connection Details
Remove
S3
Manhole Connection Details - Drop and Ramp
Type
Replace
SAN-3
Typical 1050mm Sanitary Drop Manhole
S4
Inside Drop Manhole
Remove
S5
Precast Riser Manhole
S6
Sewer Clean-out
S7
Sanitary Sewer Service Connection
Replace
SAN-4
Typical 100mm Sanitary Service Connection
S8
Storm Sewer Service Connection
Replace
ST-4
Typical 150mm Storm Service Connection
S9
Inspection Chamber for 100 to 200 Sanitary
Sewer Connection
Replace
SAN-6
Inspection Chamber for Sanitary Connection
S10
Inspection Chamber for 250 to 375 Storm Sewer
Connection
Replace
ST-6
Inspection Chamber for Storm Connection
S11
Top Inlet Catchbasin
Replace
ST-1A
& ST-1B
Precast Reinforced Concrete Catchbasin
S12
Lawn Drains
S13
Storm Sewer Inlet with Safety Grillage
Replace
ST-8
Typical Cast in Place Inlet Structure (250 to 600mm dia.
Storm Pipe)
S14
Concrete Block Endwall
Replace
ST-9
Concrete Block Inlet/Outlet Structure (250 to 600mm dia.
Storm Pipe
S15
Driveway Culvert with Concrete Block Endwalls
Add
SAN-2
H-20 Manhole Frame & Cover (Sanitary)
Add
ST-3
H-20 Manhole Frame & Cover (Storm)
Add
SAN-7
Air Release Valve - Forcemain
Add
SAN-8
Sanitary Dump Station
Add
ST-5
Manhole Requirements for Storm Sewer Services
Subdivision and Development Servicing Bylaw No. 4293
Schedule "B", Part 2 - Standard Drawings
Page 5 of 6
Dwg.
MMCD Drawing Description
Dwg.
CoSA Drawing Description
Add
ST-7
Rainfall Intensity-Duration Data
Add
ST-10
Typical Concrete Outlet Structure (250 to 1050mm dia.
Storm Pipe)
Add
ST-11
Safety Grillage fro Inlet/Outlet Structure
Add
ST-12
Twin Inlet Catch Basin Frame
Add
ST-13
Typical Drainage Drywell
Add
ST-14
Typical Catch Basin Drywell
Add
ST-15
Storm Sewer Design Sheet
Add
SAN-9
Sanitary Sewer Design Sheet
Add
ST-16
Typical 1050mm Storm Drop Manhole
Waterworks
W0
Index
W1
Typical Thrust Block Arrangements
Replace
W-1
Thrust Block Details
W2a
Water Service Connection - Service Box
Replace
W-2
Typical 25mm Water Service Connection
W2b
Water Service Connection - Valve Box
W2c
Meter Installation - For 19mm and 25mm
services
Replace
W-10
Residential Water Meter
W2d
Meter Installation - For 38mm and 50mm Service
Connection
Replace
W-11
Commercial Water Meter
W3
Gate Valve Installation
Replace
W-5
Standard Valve Box
W4
Fire Hydrant Installation
Replace
W-3
Fire Hydrant Assembly
W5
Test Point Installation
W6
Air Valve Assemblies - 25mm and 50mm Valves
Replace
W-6
Air Release Valve (100 to 500mm dia. watermain)
W7
Air Valve Assembly - 100mm Valve
Replace
W-7
Air Release Valve (600 to 1200mm dia. watermain)
W8
Blow-Off-For Watermain
Replace
W-4
Typical Blow-off Assembly
W9
Blow-Down Chamber
W10
Waterworks Chamber Drain
Add
W-8
H-20 Manhole Frame & Cover
Add
W-9
Fire Service Water Vault/Meter Detail
Add
W-12
Pit Setter
Cathodic Protection
Subdivision and Development Servicing Bylaw No. 4293
Schedule "B", Part 2 - Standard Drawings
Page 6 of 6
Dwg.
MMCD Drawing Description
Dwg.
CoSA Drawing Description
W100
Index
W104
Ground Level Test Station Details
W105
Big Fink Test Station Terminal
W106
Joint Continuity Bond
W107
Wire Fastening Detail
W108
Standard Test Station
W109
Isolation Test Station
W110
Sacrificial Anode Station at Isolation Test Point
W111
Standard Sacrificial Anode Station
W112
Sacrificial Anode Station with Lateral or Service
Connection
W113
Foreign Utility Test Station
W114
Impressed Current Cathodic Protection Rectifier
Installation
W115
Horizontal Anode Installation
W116
Semi-Deep Anode Well Installation
W119
Fire Hydrant Installation for HDPE Pipe
Landscape
Add
TRE-1
Typical Double Tree Stakes (for trees over 2m high)
Add
TRE-2
Typical Tree (with Grate, Guard and Receptacle)
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
' '
Permit to Practice: 1001265
' '
Permit to Practice: 1001265
' '
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
' '
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
³
³
³
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Permit to Practice: 1001265
Adopted by Council: June 26, 2023
Subdivision and Development Servicing Bylaw No. 4293
Schedule "B" - Part 3
CITY OF SALMON ARM
CONSTRUCTION SPECIFICATIONS
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 1 of 101
The City of Salmon Arm Construction Specifications shall be the Master Municipal Specifications and
Standard Detail Drawings contained in the Master Municipal Construction Documents (MMCD) Platinum
Edition Volume II (The Master Municipal Construction Documents Association 2009) as amended from
time to time, and as modified by this document.
Where this document is in conflict with the Master Municipal Specifications, this document takes
precedence.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Concrete Walks,
03 30 20S
Municipal Specifications
Curbs and Gutters
Page 1 of 1
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 2 of 101
1.1
Related Work
Add:
.8
Concrete Reinforcement
Section 03 20 01
3.5
Concrete Placement
Add:
.12
When concrete forms are removed all debris shall be immediately removed
to the contractor's disposal site. During the interval when the forms are
stripped and the concrete works are backfilled any grade separations shall
be marked to provide for pedestrian safety.
3.19
Sign Post Bases
Add:
.1
Sign post bases shall be installed in accordance with Specifications
Drawings No. SP-1. Where a sign post base protrudes above a sidewalk it
shall be marked to advise pedestrians until such time as the sign post is
installed.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
26 56 01S
Municipal Specifications
Roadway Lighting
Page 1 of 1
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 3 of 101
1.6
Permits and Tests
Add:
.2
A copy of all necessary permits shall be provided to the Contract
Administrator and City of Salmon Arm.
2.14
Luminaires
Add:
.6
Luminaires installed in residential areas shall conform to IES Classification
Type III.
Add:
.7
Luminaires installed in commercial/industrial areas and at intersections
shall conform to IES Classification Type V.
2.19
Power Base
Add:
.1
Davit power base shall be completed with padlock hasp access door,
280mm top bolt circle pattern for 4-25mm bolts and 380mm bottom bolt
circle pattern for 4-25mm x 920mm anchor bolts.
Add:
.2
Ornamental power base shall be completed with padlock hasp access
door, 250mm top bolt circle pattern for 4-19mm bolts and 380mm bottom
bolt circle pattern for 4-19mm x 600mm anchor bolts.
2.20
Service Panel
Add:
.1
Davit service panel shall be minimum 30 amp service panel complete with
TEC bypass switch.
Add:
.2
Ornamental service panel shall be minimum 20 amp service panel
complete with TEC bypass switch.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Aggregates and Materials
Section 31 05 17S
Municipal Specifications
Page 1 of 3
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 4 of 101
1.5
Inspection and Testing
Add:
.2
Sieve analysis of sub-base and base course aggregate required prior to
placement.
2.6
Drain Rock
Replace:
.1
Drain rock shall be clean round stone or crushed rock conforming to the
following grading limits:
Sieve Size
% Passing by Mass
37.5 mm
95-100
19 mm
0-8
0.075 mm
0-3
2.7
Granular Pipe Bedding and Surround Material
Replace:
.1
Granular pipe bedding and surrounding aggregate in the pipe zone shall
conform to the following specifications:
.1
Class 'A' Bedding is where the pipe is bedded in a continuous
monolithic cradle of concrete as indicated in the CoSA approved
drawings.
.2
Class 'B' bedding shall be imported aggregate meeting the
following gradation:
Sieve Size
% Passing by Mass
12.5 mm
100
4.75 mm
35-100
2.36 mm
20-70
1.18 mm
13-50
0.850 mm
8-35
0.300 mm
5-25
0.150 mm
2-15
0.075 mm
0-6
.3
Class 'C' pipe bedding shall be native material in the trench which
meets the gradation for Class "B" pipe bedding aggregate.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Aggregates and Materials
Section 31 05 17S
Municipal Specifications
Page 2 of 3
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 5 of 101
2.8
Select Granular Sub-base
Replace:
.1
Sub base course aggregate shall be a 75 mm well graded sub-base course
aggregate, composed of inert, clean, tough, durable particles uniform in
quality and free from an excess of flat or elongated pieces, supplied
conforming to the following grading limits:
Sieve Size
% Passing by Mass
75 mm
100
37.5 mm
60 - 100
19 mm
35-80
9.5 mm
25-60
4.75 mm
20-43
2.36 mm
15-35
1.18 mm
10-25
0.30 mm
3-13
0.075 mm
2-8
2.9
Crushed Granular Sub-base
Replace:
.1
Sub base course aggregate shall be a 75 mm crushed well graded sub-
base course aggregate, composed of inert, clean, tough, durable particles
uniform in quality and free from an excess of flat or elongated pieces,
supplied conforming to the following grading limits:
Sieve Size
% Passing by Mass
75 mm
100
37.5 mm
60 - 100
19 mm
35-80
9.5 mm
25-60
4.75 mm
20-43
2.36 mm
15-35
1.18 mm
10-25
0.30 mm
3-13
0.075 mm
2-8
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Aggregates and Materials
Section 31 05 17S
Municipal Specifications
Page 3 of 3
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 6 of 101
2.10
Granular Base
Replace:
.1
Base course aggregate and shouldering aggregate shall be a crushed 25
mm 'well graded base course aggregate', composed of inert, clean, tough,
durable particles uniform in quality and free from an excess of flat or
elongated pieces, supplied conforming to the flowing grading limits:
Sieve Size
% Passing by Mass
25 mm
100
19 mm
80-100
9.5 mm
50-100
4.75 mm
35-70
2.36 mm
25-50
1.18 mm
15-35
0.30 mm
5-20
0.075 mm
2-8
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Excavation, Trenching
Section 31 23 01S
Municipal Specifications
and Backfilling
Page 1 of 1
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 7 of 101
3.6
Surface Restoration
.7
Permanent pavement restoration
Replace:
.5
Restore pavement as per City Supplemental Standard Drawing UT-1B.
Add:
.1
All asphalt shall be saw cut 500 mm wider and longer than the
surface dimensions of the actual trench excavation. This saw cut
must extend cleanly through the existing asphalt to the base
material prior to asphalt removal.
Add:
.2
If the thickness of the existing asphalt is greater than 75 mm, grind
it to a depth of 40 mm and a width of 200mm along the saw cut
edge. This can be done just prior to the final asphalt restoration.
Add:
.3
Where the edge of the saw cut or milled asphalt, whichever is wider,
extends into the travel lane, it should be extended to the mid point
of that lane. Where the edge extends past the mid point of the travel
lane, it should be extended to the far edge of that travel lane.
Add:
.4
Where the edge of the saw cut or milled asphalt, whichever is wider,
is less than 1.5m from the lip of gutter or edge of paved shoulder, it
should be extended to the lip of gutter or edge of paved shoulder.
Add:
.5
When an area of existing asphalt between two transverse trenches
is less than one third (1/3) of the total area of the proposed paving
of the two trenches plus the area between them (based on the
shortest trench), the existing asphalt shall be removed and the area
paved in conjunction with the paving of the two trenches.
Add:
.6
Regardless of 7.5.5, if the longitudinal distance between two
trenches is less than three (3) meters it shall be removed and the
area paved in conjunction with the paving of the two trenches.
Add:
.7
Longitudinal trenches must be paved with a paving machine.
Add:
.8
Hot-mix paving shall meet the thickness of the existing pavement or
that shown on the design drawings, whichever is greater.
Add:
.9
Vertical faces and the surface of the bottom lift of asphalt must be
painted with bituminous material prior to hot mix paving.
Add:
.10
Where applicable, asphalt shall be keyed in as per the requirements
of Section 32 12 16S 3.7.3 Longitudinal Joints.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Roadway Excavation,
Section 31 24 13S
Municipal Specifications
Embankment and Compaction
Page 1 of 1
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 8 of 101
3.4
Placing
Replace:
.4
Place material to full width in uniform layers not exceeding 200mm in loose
thickness except that the top 500mm shall be constructed in layers not
exceeding 100mm in loose thickness and compact to specified densities.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 1 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 9 of 101
1.0
GENERAL
Add:
.2
Contract Administrator - As referenced to in this specification applies the
designated project representative, approved by the City of Salmon Arm.
The Contract Administrator must be designated prior to the onset of the
project.
1.5
Measurement and Payment
Add:
.9
Leveling coursing shall be included in the paving unit price.
Add:
.10
Patching and tie-ins done in conjunction with projects over 100 tonnes shall
be included in the paving unit price.
2.0
PRODUCTS
2.1
Materials
Replace:
.1
Asphalt cement: to CGSB-16.3-M90, Grade 80-100, Class A; or with
equivalent PG asphalt cement.
Add:
.1.2
The asphalt cement shall be homogenous, free from water, and shall not
foam when heated to 175 °C.
Replace:
.3.2
Gradations to be with the limits specified when tested to ASTM 136 and
ASTM C117.
Table 2.1.3.2 - Hot Mix Asphalt Aggregate Gradation Specification
Sieve Designation
Percent Passing
Upper Course #1 (1)
Upper Course #2 (2)
25 mm
-
-
19 mm
100
-
12.5 mm
84-99
100
9.5 mm
73-88
-
4.75 mm
50-75
55-75
2.36 mm
35-55
38-58
1.18 mm
27-46
28-47
0.600 mm
18-36
20-36
0.300 mm
10-26
10-26
0.150 mm
4-17
4-17
0.075 mm
3-8
3-8
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 2 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 10 of 101
Note
(1) Upper Course #1 to be used for Arterial, Industrial, Commercial,
Residential and Lane Road Classifications.
(2) Upper Course #2 to be used on multi-use pathways and sidewalks
Replace:
.3.6
Sand Equivalent: to ASTM D2419. Min:50 (New Arterial), Min:40 (All
other street classifications).
Replace:
.3.10 Lightweight particles: to ASTM C123. Maximum % by mass less than
1.95 relative density:
.1
Surface course: 1.0
.2
Lower course: 1.5
Replace:
.3.11 Flat and elongated particles: (with length to thickness ratio greater than
5): Maximum % by mass:
.1
Coarse aggregate, surface course: 10
.2
Coarse aggregate, lower course: 10
Replace:
.3.12 Crushed Particles (fraction retained on 4.75 mm sieve), 2 faces, %
minimum:
.1
New arterial streets: 85
.2
All other street classifications: 75
2.2
Mix Design
Replace:
.1
The contractor shall supply the Contract Administrator with a current 5 point
mix design, under the signature of a Professional Materials Engineer. The
mix design shall follow the Marshall method of mix design as outlined in the
latest edition of the Asphalt Institute Manual Series No. 2 (MS-2), and shall
include five separate trial values of asphalt content, using the compactive
effort specified in this document.
Replace:
.2
Mixes for construction of asphalt base course should not include Recycled
Asphalt Pavement (RAP).
Replace:
.3
Design of Mix: Include the following content with the trial mix design
submission:
.1
Summary statement (usually in the form of a letter to the testing
agency's client) which contains, as a minimum, the following
information:
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 3 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 11 of 101
.1
Product for which the design applies and the specifying
agency.
.2
Method of sample preparation (eg. laboratory batches,
plant mix samples), date performed, and definitions of the
procedure utilized (eg. ASTM D6926 or other).
.3
Reference to design aggregate gradation and details of
aggregate stockpile (or bin numbers), blending rates
utilized to achieve the design gradation.
.4
Grade and refinery source of asphalt cement used in the
mix design procedure, including recommended plant
mixing and mixture compaction temperature ranges to be
applied during production and compaction operations.
.5
A statement identifying the recommended target asphalt
content with an accompanying tabulation of anticipated
Marshall properties at that target value. The tabulation
should include an accompanying column showing the
specified Marshall property requirements.
.6
A concluding statement that identifies, to the testing
agency's client, that job mix formula details contained in
the submission represent a starting point for actual plant
mix production, and that Marshall properties of actual plant
mix should be verified.
.2
A tabulation and graphical representation of all Marshall properties
at each trial asphalt content in the mix design. It should be noted
that the mix design is meaningless unless the report clearly states
the basis of asphalt content reporting (either % by weight of mix or
% by weight of aggregate).
Data to be shown shall include (but not limited to):
.1
Number of Marshall blow.
.2
Marshall relative density of specimens.
.3
Marshall stability (ASTM D6927).
.4
Marshall flow (ASTM D6927).
.5
Voids in Mineral Aggregate (V.M.A.).
.6
Air Voids (ASTM D3203).
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 4 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 12 of 101
.7
% Voids filled with asphalt.
.8
Maximum relative density (ASTM D2041).
.9
Asphalt absorption (ASTM D4469).
.10
Index of retained stability (optional - depends on agency)
.11
Film thickness (optional - depends on agency)
In addition, the following materials properties must be shown:
Relative density of coarse aggregate (ASTM C127).
Relative density of fine aggregate (ASTM C128).
Relative density of combined aggregate.
Relative density of asphalt cement.
.3
Current temperature - viscosity curve from the asphalt supplier
(testing agency to super-impose mixing and compaction
temperature ranges based on viscosity requirements shown in
ASTM D6926).
.4
Tabulated graphical presentation of aggregate(s) used in trail mix
designs. The specified gradation "envelope" should be shown on
both forms of presentation, as should production tolerance limits if
contained in the Specifications.
.5
Mix Physical Requirements to meet Table 2.2.3.5 below.
Table 2.2.3.5 - Specified Physical Requirements of Hot Mix Asphalt
Property
Mix Type
Upper Course #1
Upper Course #2
Blows per face
75
50
Stability @ 60°C, kN (min)
8.0
5.5
Flow Index, 0.25 mm units
8 - 14
8 - 15
Voids in Mineral Aggregate %
14 - 17
14 - 17.5
Air Voids in mixture
- at design A.C.
4.0% ± 0.2%
4.0% ± 0.2%
- allowable production range
3 - 5
3 - 5
Index of Retained Stability
after immersion in water for
24 hrs @ 60°C (min)
85
85
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 5 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 13 of 101
.1
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.
.6
If anti-strip additives are not included in the mix design submission
then the following test results must be submitted:
.1
Index of Retained Stability - minimum 85%
.2
Tensile Strength Ratio - minimum 80%
.7
Upper course #2 mix design requirements for multi-use pathways
and sidewalks is to be used as a guideline for asphalt suppliers. If
a cost effective, alternative mix design is submitted, the Contract
Administrator may consider it for use and is subject to the
approval of the City of Salmon Arm.
Add:
.4
Job Mix Formula.
.1
Subject to approval by the Contract Administrator, the aggregate
proportioning, target gradation, asphalt content and air void
content from the Mix Design will become the Job Mix Formula for
the supply of hot mix asphalt.
.2
Once established, no alterations to the Job Mix Formula will be
permitted unless the Contractor submits a new Job Mix Formula
and approved by the Contract Administrator.
.3
If the sum of any alterations to the Job Mix Formula is in excess of
any one of the following limits, a New Mix Design is required.
± 5.0 % passing the 4.75 mm sieve size
± 1.5 % passing the 0.075 mm sieve size
± 0.30 % asphalt content
3.0
EXECUTION
3.1
Plant and Mixing Requirements.
.1
Batch and continuous mixing plants:
Replace:
.3
Before mixing, dry aggregates to a moisture content not greater that 1% by
mass or to a lesser moisture content if required to meet mix design
requirements.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 6 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 14 of 101
Replace:
.9
RAP should not be incorporated into the mix.
.11
Mixing time:
Add:
.3
Mixing period and temperature to produce a uniform mixture
in which particulates are thoroughly coated.
.2
Dryer drum mixing plant:
Replace:
.1
RAP should not be incorporated into the mix.
.4
Mixing tolerances:
Replace:
.1
Permissible variation in aggregate gradation from job mix (percent of total
mass):
.1
4.75 mm and larger
±5.0
.2
2.36 and 1.18 mm
±4.0
.3
0.600 mm and 0.300 mm
±3.0
.4
0.150 mm
±2.0
.5
0.075 mm
±1.5
Replace:
.3
Mixing temperature requirements should be within ± 15°C of the design mix
temperature designated in the accepted mix design. Plant mix outside this
range at the point of discharge may be rejected at the discretion of the
contract administrator.
3.2
Equipment
Add to .1
.1
Pavers must be capable of placing a standard mat width not less than 3.0
m and must be capable of paving wider widths in 150 mm and 300 mm
increments by means of equipment supplied by the manufacturer of the
equipment. The screed must include a tamping bar or strike-off device
.2
Control of the screed must be by automatic sensing devices. Longitudinal
control must be by a sensor that follows a string-line, ski or other reference.
The grade sensor must be moveable and mounts provided so that grade
control can be established on either side of the paver. A slope control
sensor must be provided to maintain the proper transverse slope of the
screed.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 7 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 15 of 101
3.3
Preparation
Add to .1
.1
All preparation work, including final compaction with vibratory roller
immediately prior to paving shall be the responsibility of the paving
contractor.
.2
Upon completion of the sub-grade preparation, the subgrade may be
proof rolled in the presence of the Contractor with a loaded single axle
truck with a rear axle load of 8165 kg where requested.
Any areas found to be soft or wet shall be excavated and backfilled with
select granular subbase and compacted to 100% Standard Proctor
density (ASTM D-698) by the contractor prior to paving.
Add to .5
.1
Prime coat application to granular base course surfaces will not be
required.
.2
Tack coat shall be applied using an asphalt distribution truck at a
distribution rate agreed upon with the City of Salmon Arm.
3.5
Placing
Add to .1
.1
Late season public paving operations and all private development paving
operations must be completed by October 15th. The City of Salmon Arm
can waive the placement conditions in public traffic zones after this time.
If a waiver is issued, it does not relieve the asphalt supplier and/or paving
contractor of providing materials and workmanship that meets the
standards set out in this specification to the best of their ability. The
waiver is only valid if the placing conditions in Section 3.5.3 are not
satisfied during paving. The waiver should be included in the contract
documents once the project completion date is determined. The following
asphalt properties and paving conditions should be considered
individually in the waiver agreement:
.1
Asphalt compaction
.2
Asphalt thickness
.3
Asphalt mixing temperature
.4
Marshall mix properties
.5
Workmanship (includes smoothness and segregation)
.6
Base course temperature and surface condition
.7
Ambient air temperature and weather conditions
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 8 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 16 of 101
.2
Minimum 48 hours notice shall be given to the City of Salmon Arm by the
Contractor prior to the commencement of paving works. All costs
incurred by the City by contractor initiated scheduling changes with less
than 48 hours notice shall be borne by the contractor.
.3
The Contractor should schedule works such that disruption of normal
traffic, and inconvenience to residents, in the working area is kept to a
minimum. The Contractor shall provide all certified flagpersons, cones,
barricades, lights, signs, etc., required to maintain safe and adequate
traffic flow at each construction site. Every effort shall be made to
maintain the movement of traffic at all times, with minimum delays, and
provision shall at all times be made for emergency vehicles. All traffic
control signs and barricades must be at least to the standard set out in
the Traffic Control Manual for Work on Roadways published by the B.C.
Ministry of Transportation. Where specified on the drawings, construction
advisory signs, to the City of Salmon Arm requirements, shall be posted
at each end of the construction site.
.4
Traffic shall not be permitted on the finished pavement surface until the
asphalt surface has cooled to atmospheric temperature. It shall be the
responsibility of the Contractor, to supply all traffic control for direction
and safe movement, until such time as the asphalt has cooled.
.3
Placing Conditions:
Add to
.2
.1
Surfaces onto which bituminous concrete pavement is placed
shall be above 5°C.
.4
Place asphalt concrete in compacted lifts of thickness as shown on Contract
Drawings:
Replace:
.3
Maximum lift thickness not to exceed 75 mm.
Add:
.4
Minimum lift thickness should be at least 3 times the nominal
maximum aggregate size to ensure aggregate can align
themselves during compaction to achieve required density and
also to ensure mix is impermeable. For example if the nominal
maximum aggregate size as shown on the mix design is 16.0 mm
the minimum lift thickness would be 48 mm.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 9 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 17 of 101
Add:
.8
The thickness of the asphalt concrete pavement shall be substantially
uniform and the minimum compacted thickness shall not be less than
specified in the Contract Documents and this specification. The
completed asphalt surface shall conform to the required line, grade and
cross-section, to an accuracy of ± 6 mm. The finished asphalt grade shall
be 6 mm higher than the elevation of the top of water valves, manhole
frames and covers, catch basins, and lip of the gutter."
Add:
.9
Paving must commence within five (5) business days of milling or
pulverizing. Exemptions may be granted by the City of Salmon Arm due to
inclement weather.
3.6
Compaction
Replace:
.1
Roll asphalt continuously to average density not less than 97% of the
laboratory compacted Marshall relative density in accordance with ASTM
D6926 with no individual test less than 95%.
3.7
Joints
.1
General
Add:
.4
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°C by the Contractor.
Add:
.5
When placing final pavement layer against concrete curbing, compacted
pavement must meet the gutter at a minimum of 3mm above to a maximum
of 10mm above and along the entire lip of the gutter.
.3
Longitudinal joints
Add:
.8
Longitudinal joints shall be constructed hot whenever feasible. Cold
longitudinal joints shall be constructed only under unavoidable conditions
and with the consent of the City of Salmon Arm. Cold joints that have
cooled to ambient temperature shall be saw cut or milled a width of at least
75 mm.
.9
Longitudinal joints shall be keyed in where depth of asphalt is 100mm or
more. Key in depth of existing asphalt and new asphalt lift to both be a
minimum 50mm and width to be minimum 100mm.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 10 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 18 of 101
Add:
.7
Where base remediation work has occurred, joints shall be offset a minimum of
300mm from edge of undisturbed base.
3.9
Sidewalks, Driveways and Curbs
Add:
.6
Driveway and roadway tie ins to be completed daily. Saw cuts for tie ins to be
prepared at start of paving day.
3.11
Defective Work
Replace:
.2
Flaws in the pavement shall be corrected by removal of the complete area
and the full lift involved. Pavement which is unsatisfactory in the opinion of
the City Engineer by reason of faulty materials or methods of placement
shall be repaired, removed, replaced or otherwise corrected.
3.12
Clean-Up
Add:
.2
The Contractor shall remove to a City of Salmon Arm approved dumping site all
surplus materials, waste asphalt, waste concrete, surplus aggregate, and any other
debris, from the site, immediately upon completion of each phase of the works
which generated the surplus materials or debris.
Add:
.3
Driveways, retaining walls, vegetation and other private or municipal improvements
on private or municipal property or highways damaged by the Contractor shall be
restored at minimum to the condition existing prior to construction and to the
satisfaction of the City Engineer.
Add the following subsections:
4.0
SAMPLING AND TESTING
4.1
General
.1
The Contract Administrator shall have access to all production processes and
materials used for the work to monitor material quality as often as deemed
necessary. Such inspection and testing shall not in any way relieve the Contractor
of the responsibility for meeting the requirements of this specification.
.2
At least three weeks prior to commencing work, inform the Contract Administrator
of the proposed source of aggregates and provide access for sampling, and
provide samples of asphalt cement in accordance with Section 2.1.1.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 11 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 19 of 101
.3
A lot shall be defined as - A portion of the work being considered for acceptance as
follows:
-
1500 m2 of continuous paving production. When less than 1500 m2
is produced in a construction period the actual production for that
period may, at the discretion of the Contract Administrator, be
added to the previously completed pavement construction; or,
-
At the Contract Administrators discretion, any portion of the work
may be deemed a lot.
4.2
Quality Control
.1
Quality Control is the responsibility of the Contractor throughout every stage for the
Work from aggregate processing to the final accepted product. Tests performed
by the Contract Administrator will not be considered as quality control tests.
.2
The Contractor shall be totally responsible for production of materials and
construction that meet all specified requirements.
.3
All quality control shall be conducted by qualified personnel. The Contractor shall
bear the cost of all quality control testing and consulting services.
.4
Pre-Production testing and sampling and minimum frequencies are described in
Table 4.2.4, Pre-Production Quality Control Requirements.
.5
Post-Production testing and sampling and minimum frequencies are described in
Table 4.2.5, Recommended Post-Production Quality Control Requirements.
.6
Pre-Production Quality Control test data as specified in Table 4.2.4 shall be
reported to the Contract Administrator one week prior to commencing the project,
or as requested.
.7
Post-Production Quality Control test data as specified in Table 4.2.5 shall be
reported to the Contract Administrator daily as the Work proceeds.
4.3
Quality Control Compliance with Specified Tolerances
.1
Asphalt Content, Aggregate Gradation and Mixture Properties.
.1
The test data derived by Post-Production Quality Control mix testing,
described in Section 4.2 shall be compared to the tolerances set forth in
Section 2.0 of this specification. The Contractor shall document, and make
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 12 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 20 of 101
available to the Contract Administrator, any adjustments made to correct
noncompliance with the specified tolerances.
.2
The Contractor shall suspend mix production when the 2 test running
average for any property is outside of the specified tolerance limits for two
consecutive tests. In the event that the Contract Administrator can provide
a Quality Assurance test result that confirms a Quality Control test that is
outside the specified production limits the contractor shall suspend mix
production. Supply shall not commence again until it is demonstrated that
corrective action has been taken.
4.4
Quality Assurance Sampling and Testing
.1
Within this specification, certain requirements, limits and tolerances are specified
regarding supplied materials and workmanship. Compliance with these
requirements shall be determined from Quality Assurance testing as described in
this section.
.2
Quality Assurance is the responsibility of the Contract Administrator.
.3
Initial Quality Assurance testing will be undertaken free of cost to the Contractor.
.4
Quality Assurance sampling and testing is described in Table 4.4.4, Quality
Assurance Minimum Testing Requirements.
.5
Quality Assurance Sampling Procedures:
.1
Loose mix samples shall be acquired from the work site in accordance with
ASTM D979, specifically Section 5.2.3 - Sampling from the Roadway Prior
to Compaction.
.2
The timing of mix sampling shall be stratified, with each sample
representing a similar production quantity.
.3
Core locations will be selected using representative random sampling
procedures. The lot will be divided into segments meeting or exceeding the
minimum frequency in Table 4.4.4 and of approximately equal area. The
longitudinal coordinates will have similar spacing on roadway and
transverse coordinates will be located using random numbers. Locations
will determined in the office prior to sampling, approved by the contract
administrator. Core sampling requires written approval by the City of
Salmon Arm.
.4
Areas within 5.0 m of transverse joints or 0.5 m of a mat edge are excluded
from compaction acceptance sampling and testing.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 13 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 21 of 101
.6
Reporting Protocols
.1
Test reporting accuracy shall be as stipulated in the referenced test
procedures, including:
-
Gradation to the nearest 0.1%.
-
Binder content to the nearest 0.01%.
-
Air voids and compaction to the nearest 0.1%
-
Thickness to the nearest 1 millimeter (mm)
.2
Lot averages shall be reported to the same accuracy as test results.
.7
The Contract Administrator must be able to provide the opportunity for the City of
Salmon Arm or their representative to sample paving materials when the City of
Salmon Arm deems it necessary.
4.5
Appeal of Quality Assurance Testing Results
.1
General
.1
The Contractor may appeal the results of acceptance testing for
Compaction Standard, Asphalt Content or Air Voids for any lot subject to
rejection or unit price reduction. The notice of appeal shall be in writing
and submitted to the Contract Administrator within 7 days of receipt of the
acceptance testing results.
.2
Appeals will only be considered if cause can be shown and requirements of
Table 4.2.5 have been satisfied.
.3
Quality Control tests initiated after the Contractor's receipt of the Quality
Assurance test results will not be considered when evaluating cause for
appeal. Heating and remolding pavement cores for the purpose of
determining asphalt content, gradation or Marshall volumetric properties is
not acceptable.
.4
Only Quality Control testing during production for the subject project will be
considered when evaluating cause for appeal provided test results are
submitted to the Contract Administrator prior to the receipt of the
acceptance testing results.
.5
Laboratories conducting acceptance testing for appeals must be CCIL
certified for the subject test procedures.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 14 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 22 of 101
.2
Asphalt Content, Compaction Standard or Air Void Appeals
.1
The testing laboratory conducting the project acceptance sampling and
testing will routinely retain companion samples sufficient for the
determination of asphalt content, maximum relative density and/or Marshall
relative density. Minimum companion sample size should be 10 kg for this
purpose.
.2
For asphalt content, compaction standard or air void (Marshall relative
density) appeal testing, the Contractor will have the option for the testing to
be done by the testing laboratory undertaking the Quality Assurance
testing, or an independent testing laboratory selected by the Contract
Administrator. In the event that the independent testing laboratory does not
have a valid asphalt correction factor as per ASTM D6307 - Asphalt
Content of Hot Mix Asphalt by Ignition Oven the lab should have the
capability to perform ASTM D2172 - Quantitative Extraction of Bitumen
From Bituminous Paving Mixtures.
.3
The appeal test results will be used for acceptance and unit price
adjustment, and shall be binding on both the Owner and the Contractor.
.4
If the new asphalt content verifies that any unit price reduction or rejection
applies for that Lot, the costs of the appeal sampling and testing will be
borne by the Contractor. If the results show that a penalty or rejection no
longer applies, the sampling and appeal costs will be the responsibility of
the Owner.
.5
If the new compaction standard verifies that any unit price reduction or
rejection applies for that Lot, the costs of the appeal sampling and testing
will be borne by the Contractor. If the results show that a penalty or
rejection no longer applies, the sampling and appeal costs will be the
responsibility of the Owner.
.6
If the new average air void content result verifies that any unit price
reduction applies for that Lot, the costs of the appeal testing will be borne
by the Contractor. If the results show that a penalty or rejection no longer
applies, the sampling and appeal costs will be the responsibility of the
Owner.
.3
Core Density and Thickness Appeals
.1
Core density and thickness appeals will only be considered if a case can be
made that the stratified random sampling plan was biased or testing was in
error.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 15 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 23 of 101
5.0
END PRODUCT ACCEPTANCE OR REJECTION
5.1
General
.1
The Contractor shall provide an end product conforming to the quality and
tolerance requirements of this specification. Where no tolerances are specified,
the standard of workmanship shall be in accordance with the accepted industry
standards and this bylaw.
.2
It is the paving contractor's responsibility to supply the appropriate materials and
workmanship that will furnish a pavement that will last for the intended life span of
the roadway. Satisfying the standards in this specification does not absolve the
paving contractor's responsibility for a pavement that is prematurely aging or
deteriorating as a result of substandard materials or poor workmanship
.3
Acceptance of any Lot at full payment will occur if there are no obvious defects and
the Lot mean results for asphalt content, pavement density, air voids and thickness
meet or exceed the specified tolerances.
.4
Unit price reductions will only be applied on the basis on full Quality Assurance
testing in accordance with Table 4.4.4. Consecutive lot averages during a
production period may be used to determine payment adjustments at the discretion
of the Contract Administrator.
.5
Any developer or representative who provides a letter of professional assurance
for asphalt paving must satisfy the requirements in this specification. Quality
control and quality assurance documentation must be available upon request.
Companion samples taken as part of quality assurance testing must be available
upon request by the City Representative. Any material or workmanship
deficiencies are subject to either a payment adjustment to be paid to the City of
Salmon Arm or removal and replacement. Payment adjustments will be
determined by the guidelines in this specification. Removal and replacement will
be at the discretion of the City of Salmon Arm. Assurances by the developer's
engineer of record will be considered but not definitive in the acceptance of the
final asphalt product.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 16 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 24 of 101
5.2
Asphalt Content
.1
For full payment, the Lot Mean Asphalt Content Must be within ± 0.3% of the
approved Job Mix Formula value, as specified in Section 2.2.
.2
Payment adjustment for asphalt content is as follows:
Asphalt Content Variation from JMF
Value (%)
Payment Adjustment Factor
± 0.30 or less
1.00
± 0.31 to ± 0.50
As per Chart A
Greater than ±0.50
Reject (Note 1)
Note 1: Subject to removal and replacement at the discretion of the Contract
Administrator.
5.3
Pavement Compaction
.1
For full payment, the Lot Mean Pavement Compaction must be equal to or greater
than 97 % of the Lot Mean Marshall relative density.
.2
Where an individual core has a core density less than 95 percent of the Marshall
relative density then additional cores can be taken in the proximity of the defective
core to determine the extent of the affected area. Additional coring shall be at the
discretion of the Contract Administrator and the costs shall be borne by the
Contractor. Possible scenarios where and individual core density is less than 95%
of Marshall relative density are as follows:
.1
No additional coring is done and the core is included in the calculation of
average core density for that lot.
.2
Additional coring in the proximity of the subject core that shows that the
core is an anomaly. The core can then be removed from the payment
adjustment calculation for that lot.
.3
Additional coring shows the extent of the affected paved area and is
subsequently rejected.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 17 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 25 of 101
.3
Payment adjustment for pavement compaction is as follows:
Pavement Compaction % of
Marshall Relative Density
Payment Adjustment Factor
97.0 or more
1.00
95.0 to 97.0
As per Chart B
Less than 95.0
Reject (Note 1)
Note 1: Subject to removal and replacement at the discretion of the Contract
Administrator.
5.4
Air Void Content
.1
For full payment, the Lot Mean Air Voids must be within ±1.0 % of the Job Mix
Formula value as specified in Section 2.2.
.2
Payment adjustment for air void content is as follows:
Air Void Content % Variation from
JMF Value
Payment Adjustment Factor
Less than 1.0
1.00
1.0 to 2.0
As per Chart C
Greater than 2.0 (Lower Lifts)
0.8 (Note 1)
Greater than 2.0 (Upper Lifts)
0.6 (Note 1)
Note 1: Subject to removal and replacement at the discretion of the Contract
Administrator.
5.5
Thickness (New Construction and Top Lift Only)
.1
Pavement of any type found to be deficient in thickness by more than13.0 mm
shall be removed and replaced by pavement of specified thickness, at the
Contractor's expense.
.2
The Lot Mean Thickness for any Lot will be determined on the basis of the
acceptance cores described in Table 4.4.4. Core thickness shall be determined in
accordance with ASTM D3549.
.3
If the deficiency of any individual core exceeds 13 mm, additional cores may be
extracted in the proximity to the location of the core of excessive deficiency, to
identify the extremities of the pavement area subject to be removed and replaced.
The Contractor shall pay for such additional coring.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 18 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 26 of 101
.4
For full payment, the Lot Mean Thickness must be equal to, or greater than, the
specified thickness.
.5
Payment adjustment for thickness is as follows:
Payment Adjustment Factor (Note 1)
Average Thickness Compared to
Specified Thickness
Total Thickness
(Single or Multiple
Lifts)
Top Lift Thickness
(Multiple Lifts)
Compliant or Greater
1.00
1.00
1mm to 13mm Deficient
As per Chart D
As per Chart D
More than 13mm Deficient
Reject (Note 2)
Reject (Note 2)
Note 1: A single Thickness Payment Adjustment Factor shall be applied, Total
Thickness or Top Lift Thickness, whichever results in the greatest adjustment.
Note 2: Subject to removal and replacement at the discretion of the Contract
Administrator.
5.6
Smoothness
.1
The completed asphalt concrete surface shall be true to the dimensional and
tolerance requirements of the specifications and drawings. Unless detailed
otherwise in the contract documents, the tolerances in both profile and crown are:
.1
Base Course - 10 mm in 3.0 m
.2
Surface Course - 5 mm in 3.0 m
.2
When deviations in excess of the above tolerances are found, the pavement
surface shall be corrected by methods satisfactory to the Contract Administrator.
Correction of defects shall be carried out until there are no deviations anywhere
greater than the allowable tolerances.
5.7
Segregation
.1
The finished surface shall have a uniform texture and be free of segregated areas.
A segregated area is defined as an area of the pavement where the texture differs
visually from the texture of the surrounding pavement.
.2
All segregation will be evaluated by the Contract Administrator to determine repair
requirements.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 19 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 27 of 101
.3
The severity of segregation will be rated as follows:
.1
Slight - The matrix of asphalt cement and fine aggregate is in place
between the coarse aggregate particles, however there is more stone in
comparison to the surrounding acceptable mix.
.2
Moderate - Significantly more stone than the surrounding mix, and exhibit a
lack of surrounding matrix.
.3
Severe - Appears as an area of very stony mix, stone against stone, with
very little or no matrix.
.4
Segregated areas shall be repaired by the Contractor as directed by the Contract
Administrator. The following methods of repair are identified.
.1
Slight - Squeegee asphalt to completely fill the surface voids.
.2
Moderate - slurry seal for full mat width.
.3
Severe - removal and replacement or overlay.
.5
All repairs shall be regular in shape and finished using good workmanship
practices to provide an appearance suitable to the Contract Administrator.
.6
Any other methods of repair proposed by the Contractor will be subject to the
approval of the Contract Administrator.
.7
Repairs will be carried out by the Contractor at their expense.
6.0
MEASUREMENT AND PAYMENT
6.1
Measurement
.1
Asphalt Concrete supplied will be measured in square metres or tonnes of material
placed, as detailed in the Tender Form.
.2
The Unit Price for Asphalt Concrete shall be full compensation for all materials,
labour, tools, equipment and incidentals necessary to complete the work in
accordance with these specifications.
.3
The material shall be scaled and recorded by the Contractor on duplicate weight
slips. Weight slips must be supplied at the time of delivery and a copy supplied to
the Contract Administrator.
.4
The weight scale shall be inspected and certified by Weights and Measures
Inspection Services of the Federal Department of Consumer and Corporate Affairs,
at the Contractors' expense and as often as the Contract Administrator may direct.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 20 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 28 of 101
6.2
Payment Adjustment
.1
The Unit Price applicable to each Lot quantity of asphalt concrete will be calculated
as follows:
LOT UNIT PRICE = CONTRACT UNIT PRICE x PAAC x PACOM x PAAV x PAT
Where:
PAAC = Asphalt Content Payment Adjustment
PACOM = Compaction Payment Adjustment
PAAV = Air Void Payment Adjustment
PAT = Thickness Payment Adjustment
Table 4.2.4 - Pre-production Quality Control Minimum Requirements
Asphalt Cement Certification
-
Once per year or for change in supplier.
Aggregate Physical Properties
-
Once per year, or for change in source.
Crushed Coarse Aggregate
Gradation Analysis and Fracture
Content
ASTM C136
ASTM D5821
One for every 1000 tonne of each class
of material processed into stockpile, or
one analysis for each material every
production day when production rate is
less than 1000 tonne.
Manufactured Sand Aggregate
Gradation
ASTM C136
ASTM C117
Natural Fine Aggregate
Gradation
ASTM C136
ASTM C117
Blend Sand Aggregate Gradation
ASTM C136
ASTM C117
Reclaimed Asphalt Pavement
(RAP) Asphalt Content and
Extracted Aggregate Gradation
ASTM D2172
ASTM C136
ASTM C117
One for each 1000 tonne delivered to
stockpile or one for each location when
delivery rate is less than 1000 tonne.
Trial Mix Design by Marshall
Method
Asphalt
Institute MS-2
One per mix type every production year,
or as required for a change in asphalt
cement supply, aggregate gradation or
aggregate source. See Note 1.
Plant Calibration
-
As required
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 21 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 29 of 101
Table 4.2.5 - Post Production Quality Control Minimum Requirements
Hot Mix Asphalt Analysis (including
Asphalt Content, Aggregate
Gradation, Marshall Bulk Relative
Density and Void Properties)
ASTM D6307
ASTM C117
ASTM C136
ASTM D3203
One for every 500 tonne of
each mix type supplied under
this specification. See Note 1.
Quality Control Charts (including 2
test running average for Binder
Content, Aggregate Gradation,
Marshall Bulk Relative Density and
Void Properties).
-
For each hot mix analysis. Test
results and updated 2 test
running average to be submitted
to the Contract Administrator as
they become available. See
Note 2.
Hot Mix Asphalt Temperature
-
Minimum frequency not
specified.
Cold Feed Aggregate Analysis
ASTM C136
ASTM C117
Minimum frequency not
specified.
Maximum Relative Density of Hot
Mix Asphalt
ASTM D2041
Minimum frequency not
specified.
Compaction Monitoring (Core or
Nuclear Density)
ASTM D2726
ASTM D2950
Minimum frequency not
specified. See Note 3.
Note 1: Where an individual test indicates non-compliance, another test shall be initiated
immediately.
Note 2: In instances where the contractor is paving on consecutive days, asphalt content
and air voids shall be submitted to the Contract Administrator within 24hrs of sampling.
Note 3: Coring is subject to approval by the Contract Administrator.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 22 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 30 of 101
Table 4.4.4 - Quality Assurance Minimum Requirements
Hot Mix Asphalt Analysis (including
Binder Content, Aggregate
Gradation, Marshall Bulk Relative
Density, Maximum Relative
Density, Marshall Stability and
Flow and Void Properties)
ASTM D6307
ASTM C117
ASTM C136
ASTM D3203,
ASTM D6927,
ASTM D2041
For each mix type one test per lot or one
test per 4.0 hrs of continuous paving,
whichever is greater. See Note 1.
Compaction Testing (Core Density)
and Thickness Determination
ASTM D2726
ASTM D3549
For each mix type three tests per
complete lot. See Note 2.
Hot Mix Asphalt Temperature
-
No minimum frequency.
Note 1: The Contract Administrator may, at their discretion, acquire the minimum number of mix
samples, but reduce the number of tests to a minimum of one per lot. Should non-compliance be
indicated by the sample(s) tested, the Contract Administrator reserves the option to test the
remaining samples. The lot boundaries should be adjusted so the consecutive test can be a part
of the same lot.
Note 2: For partial lots where total paving is greater than 1500 m² one test per 500 m² should be
completed. When total paving area is less than 1500 m² a minimum of 3 tests should be
completed. The number of tests required for small paving areas less than 500 m² will be at the
discretion of the contract administrator, it is anticipated that at least 2 cores would be taken for
payment adjustment purposes.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 23 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 31 of 101
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 24 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 32 of 101
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 25 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 33 of 101
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Hot Mix Asphalt
Section 32 12 16S
Municipal Specifications
Concrete Paving
Page 26 of 26
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 34 of 101
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 14 01S
Municipal Specifications
Unit Paving
Page 1 of 4
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 35 of 101
1.7
Inspection and Testing
Add:
.2
Visual Inspection: Prior to installation, all pavers shall be sound and free
from defects that can interfere with proper placing of the pavers or impair
the serviceability of the pavement. Minor cracks incidental to the usual
methods of manufacture or minor chipping resulting from customary
methods of handling in shipment and delivery, shall not be deemed
grounds for rejection.
2.1
Materials
Replace:
.4
Granular laying course:
.1
Bedding Sand shall consist of hard, durable crushed stone particles,
free from clay lumps, cementation, organic material, frozen material
and other deleterious materials and shall comply with ASTM C33 or
CSA CAN/CSA A23.1.1-M90 with the following grading limits:
CAN/CSA-A23.1-M90
ASTM C33
Sieve Size
% Passing
Sieve Size
% Passing
100 mm
100
3/8 in.
100
5 mm
95 - 100
4
95 - 100
2.5 mm
80 - 100
8
80 - 100
1.25 mm
50 - 90
16
50 - 85
630 ųm
25 - 65
30
25 - 60
315 ųm
10 - 35
50
10 - 30
160 ųm
2 - 10
100
2 - 10
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 14 01S
Municipal Specifications
Unit Paving
Page 2 of 4
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 36 of 101
.2 Jointing sand shall be free of soluble salts or contaminants that can
contribute to efflorescence and shall comply with ASTM C144, CSA
A82.56M-1976 - Aggregate for Masonry Mortar with the following
grading limits.
CAN/CSA-A23.1-M90
ASTM C144
Sieve Size
% Passing
Sieve Size
% Passing
5 mm
100
4
100
2.5 mm
95 - 100
8
95 - 100
1.25 mm
60 - 100
16
70 - 100
600 ųm
35 - 80
30
40 - 75
315 ųm
15 - 50
50
10 - 35
160 ųm
2 - 15
100
2 - 15
Replace:
.5
Unit Pavers:
.1
Concrete Pavers shall be 225 mm x 112.5 (8-7/8"x 4-7/16") face
dimension x 60 mm (2-3/8") thickness, complete with spacer ribs.
Minimum cement content of 325 kg./m3. Coloured pavers with min.
10 kg./m3 of pigment. Allow 3 colours, 40% red; 30% salmon; 30%
grey. Final selection by architect from manufacturer's full range of
colours.
.2
Physical Requirements
.1
Comprehensive Strength: At the time of delivery to the work
site, the average compressive strength of the test samples of
pavers shall not be less than 60 Mpa (8500 psi) with no
individual unit less than 55 Mpa (8,000 psi) and the average
compressive strength of Normal pavers shall not be less than
55 Mpa (8,000 psi) with no individual unit less than 50 Mpa
(7,200). Sample and test units in accordance with ATM
Method C140.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 14 01S
Municipal Specifications
Unit Paving
Page 3 of 4
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 37 of 101
.2
Absorption: The average water absorption with ATM Method
C140, of the test samples shall not be greater than 4.5% with
no individual pave greater than 6% for DURA-FINISH pavers
and not greater than 5% with no individual paver greater than
7% for Normal pavers.
.3
Resistance to Freezing and Thawing: Pavers shall have a dry
mass loss not more than 0.5% and Normal pavers not more
than 1% dry mass loss for any individual paver when subjected
to 50 cycles of freezing and thawing in accordance with
Section 8 of ASTM Method C67.
.4
Abrasion Resistance: Pavers shall have a volume loss of less
than 6 cm3 per 50m2 (4 cu.in. per 8 sq. in.) and the average
thickness loss shall not be more than 2 mm (5/64"), when
tested in accordance with ASTM Method C418. Normal pavers
shall have a volume loss of less than 15 cm3 per 50 m2 (1 cu.
In per 8 sq. in.) and the thickness loss shall not be more than
3 mm (1/8") when tested in accordance with ASTM Method
C418.
.5
Tolerance in Dimensions: Length or widths of units shall not
differ by more than ±1,5 nn (± 1/16") from Westcon's stated
manufacturing dimension. Thickness of pavers shall not vary
by more than ± 3mm (± 1/8") from Westcon's stated dimension.
3.4
Granular Laying Course
Add: .2
The bedding sand shall be spread in a uniform layer. Under no
circumstances shall the bedding sand layer exceed 40 mm (1-1/2")
following compaction.
.3
The sand shall be maintained at a uniform density. Screeded sand left
overnight subjected to rain shall be rechecked for level and raked and
re-screeded where necessary.
.4
Do not allow any traffic on the bedding sand prior to paver installation.
.5
Bedding sand shall not be used for correcting out of tolerance base.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 14 01S
Municipal Specifications
Unit Paving
Page 4 of 4
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 38 of 101
3.5
Unit Paving
Replace:
.2
Install unit paving true to grade, in location, layout and pattern as
shown on Contract Drawings. Surface levels of the completed
pavement at drainage outlets and curbs shall be left 10mm (3/8") high
to ensure positive drainage.
Replace:
.3
Where required, cut units accurately without damaging edges. No
pieces shall be smaller than ¼ of a full paver.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 91 22S
Municipal Specifications
Soil Cells
Page 1 of 7
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 39 of 101
1
GENERAL
Section 32 91 22S refers to those portions of the work that are unique to the
use of soil cells for the planting of trees and landscaping in pedestrian and
vehicular areas. This section must be referenced to and interpreted
simultaneously with all other sections pertinent to the works described
herein.
1.1
Related Work .1
Concrete Walks, Curbs and Gutters Section 03 30 20
.2
Cast-in-Place Concrete Section 03 30 53
.3
Aggregates and Granular Materials Section 31 05 17
.4
Excavation, Trenching and Backfilling Section 31 23 01
.5
Roadway Excavation, Embankment and Compaction Section 31 24 13
.6
Geosynthetics Section 31 32 19
.7
Granular Base Section 32 11 23
.8
Irrigation System Section 32 94 01S
.9
Topsoil and Finish Grading Section 32 91 21
.10 Planting of Trees, Shrubs and Ground Covers Section 32 93 01
1.2
Site
Conditions
.1
Inspect all areas to receive soil cells prior to placement.
.2
Before proceeding with work check and verify dimensions, quantities,
grade elevations, drainage, compaction and contamination.
.3
Report defects in dimensions, quantities, grade elevations, drainage,
compaction and contamination to Contract Administrator immediately
and make good to satisfaction of Contract Administrator prior to
construction of soil cell system.
1.3
Delivery,
Storage and
Handling
.1
Deliver packaged materials in original, unopened containers showing
weight, certified analysis and name and address of manufacturer.
.2
Do not handle, deliver or place bulk materials in frozen, wet or muddy
conditions.
.3
Deliver materials to site at or near optimum compaction moisture
content.
.4
Protect excavation from freezing conditions, accumulation of water and
contamination until placement of soil cells, growing medium, geotextile
and root barrier. Maintain protection of excavation and placed material
until installation of hard surfaced roadway or pedestrian surface above.
.5
Growing medium, granular base and backfill that is excessively wet,
segregated or contaminated will be rejected. Remove rejected material
from site and replace with approved material at Contractor's expense.
1.4
Layout and
Elevation
Control
.1
Provide layout and elevation control during installation of soil cells.
Utilize grade stakes, benchmarks, surveying equipment and other
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 91 22S
Municipal Specifications
Soil Cells
Page 2 of 7
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 40 of 101
means and methods to ensure that layout and elevations conform to
layout and elevations shown on Contract Drawings
1.5
Scheduling
.1
Schedule installation of soil cells after all affecting walls, curbs, footings
and utility work in the area have been installed.
.2
Coordinate schedule with scheduling of other trades on site.
1.6
Measurement
and Payment
.1
Payment for soil cells will be made separately for each vertical column
of soil cell assembly, and includes all soil cell components, growing
medium, site preparation, placement, geogrid and geotextile, protection
of work and incidentals. Payment will be made separately for
assemblies comprised of one, two or three layers of soil cell frames.
.2
Payment for excavation, backfilling and embankment of soil cells will be
made under Section 31 23 01 - Excavating, Trenching and Backfilling
or Section 31 24 13 - Roadway Excavation, Embankment and
Compaction, as provided in the Schedule of Quantities and Unit Prices.
.3
Payment for placement and compaction of granular base will be made
under Section 32 11 23 - Granular Base, as provided in the Schedule
of Quantities and Unit Prices.
.4
Payment for pedestrian or vehicle surfaces above soil cells will be made
under separate sections as appropriate.
.5
Payment for tree planting, associated non-soil cell growing medium,
root barrier, tree grates and concrete surrounds will be made under
separate sections as appropriate.
1.7
Inspection
and Testing
.1
Refer to General Conditions, Clause 4.12, Inspections and Testing.
.2
Refer to Section 32 91 21 - Topsoil and Finish Grading - 1.3 and 1.5.
2.0
PRODUCTS
2.1
Soil Cell
.1
Soil cell to be fiberglass-reinforced polypropylene structure, or other
materials, designed to support sidewalk loads, designed to be filled with
growing medium for the purpose of growing tree roots, and for rainwater
filtration, detention and retention.
.2
Acceptable soil cell systems are listed in the approved materials list.
2.2
Anchor Spike .1
Galvanized steel spike with spiral twist, 8mm diameter and 250mm
length.
2.3
Drainage
Pipe
.1
Drainage pipe to be perforated drain pipe per Section 33 40 01 - Storm
Sewers - 2.7, as specified on Drawings.
.2
Fittings to be compatible with specified pipe and by same manufacturer.
.3
PVC pipe solvent and primer combinations shall be as recommended
by manufacturer and suitable for use with specified materials and
application.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 91 22S
Municipal Specifications
Soil Cells
Page 3 of 7
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 41 of 101
2.4
Geogrid
.1
Geogrid to be high molecular weight high tenacity polyester
multifilament yarns woven in tension and polymer-coated, with the
following ASTM D 6637 mechanical properties:
.1 Tensile strength: 29.2 kN/m
.2 Creep reduced strength: 18.5 kN/m
.3 Long term allowable design load: 18.5 kN/m
.4 Grid aperture size (machine direction): 22.2mm
.5 Grid aperture size: 25.4mm
.6 Mass /unit area (ASTM D 5261): 254.3 g/m2
2.5
Geotextile
.1
Geotextile to be non woven polypropylene fabric, with the following
properties:
.1 Grab tensile strength: 167.8 kg
.2 Grab tensile elongation: 50%
.3 Mullen burst strength: 2,620 kPa
.4 Puncture strength: 58.97 kg
.5 Apparent opening size: US sieve 80 (0.180mm)
.6 Water flow rate: 3,870.8 l/min/m2
.7 Minimum roll width: 3600 mm
2.6
Granular
Base
.1
Granular base and subbase to be as shown on Contract Drawings and
to conform to Section 32 11 23 - Granular Base.
2.7
Backfill
.1
Backfill material adjacent to soil cells to be as shown on Contract
Drawings.
2.8
Growing
Medium
.1
Growing medium to be as shown on Contract Drawings and to conform
to Section 32 91 21- Topsoil and Finish Grading.
3.0
EXECUTION
3.1
Soil Cell
Frame
.1
Confirm that granular base meets compaction requirements of 95% of
maximum dry density in accordance with ASTM D698 Standard Proctor
method prior to placement of soil cell frame units. Grade sub-base
surface on a plane parallel to the proposed finish grade above.
.2
Identify tree openings, utility routes and edges of hard surfaces above
soil cells on granular base using spiked string and/or spray paint.
.3
Confirm that width and length of excavation are a minimum of 150mm
beyond the edges of the Soil Cells. Layout location of all drain lines. Do
not locate drain lines within 150mm of any Soil Cell post. Provide field
engineering when drain lines are being installed to assure that the slope
on all drains is 1% minimum towards intended outfalls. Place frame
units by hand.
.4
Place first layer of frame units on prepared and approved granular base
and geotextile. Work away from tree and utility openings. Place frame
units no less than 25mm apart and no more than 75mm apart.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 91 22S
Municipal Specifications
Soil Cells
Page 4 of 7
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 42 of 101
.5
Verify that horizontal and vertical position of frame units are consistent
with required locations and dimensions of tree and utility openings,
paving edges, surfaces and other structures to be constructed above
soil cells. Report conflicts to Contract Administrator and make
adjustments as necessary.
.6
Ensure that each frame unit sits firmly on granular base. Ensure frames
do not rock or bend over any stone or other obstruction and do not bend
into dips in base.
.7
Check each frame unit for damage prior to placing in excavation. Do
not use frame units that are cracked or chipped
.8
Secure soil cell to granular base with four anchor spikes driven through
moulded holes in base of frame unit
.9
For applications where soil cells are installed over waterproofed
structures, develop a spacing system consistent with requirements of
waterproofing system and do not use anchor spikes that will come
within 150mm of any waterproofing material. Submit shop drawing of
spacing and anchoring system for approval by Contract Administrator.
.10 Do not walk on frame units.
.11 Install next layer of frame units on top of previous layer. Build layers as
stacks of frame units set one directly over the other. Do not set frame
unit
half
on
one
unit
below
and
half
on
another
unit.
.12 Register each upper frame unit on top of lower frame unit post. Ensure
contact points are free of dirt, mud and debris prior to placement.
Ensure each upper unit is solidly seated on unit below. Rotate each
frame registration arrow in the opposite direction from frame unit below
to ensure connector tabs firmly connect.
.13 Install no more than two layers of frame units before installation of
growing medium and backfill.
3.2
Modified Soil
Cell Frame
.1
Install modified frame unit on top of frame unit prior to installation of
growing medium and backfill.
.2
Modified frame unit is required only during installation and compaction
of growing medium and backfill.
.3
Do not walk on modified frame units.
.4
Remove modified frame unit prior to installation of deck unit and as
installation of growing medium and backfill progresses across soil cell
framework.
.5
Remove modified frame unit prior to installation of deck unit and as
installation of growing medium and backfill progresses across soil cell
framework.
.6
Place and remove modified frame units by hand.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 91 22S
Municipal Specifications
Soil Cells
Page 5 of 7
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 43 of 101
3.3
Geogrid
.1
Install geogrid curtain prior to installation of growing medium and
backfill.
.2
Geogrid curtain is required between edge of soil cell and any backfill or
granular base beyond extent of soil cell framework that will support
pedestrian or vehicular paving.
.3
Install geogrid curtain where required. Do not install geogrid curtain
between edge of soil cell and any planting area or tree opening adjacent
to soil cell.
.4
Pre-cut geogrid to allow for 150mm minimum underlap below backfill,
and 300mm minimum overlap above soil cell deck.
.5
Where soil cell layout causes a change of direction in plane of geogrid,
slice top and bottom flaps of geogrid and fold so it lies flat on top of soil
cell deck and granular base course along both planes.
.6
Provide 300mm minimum overlap between different sheets of geogrid.
.7
Secure geogrid to frame units and deck units with 4.5mm x 300mm
plastic zip ties in locations recommended by manufacturer.
.8
After deck unit is secured in place fold 300mm overlap of geogrid over
top of unit.
3.4
Growing
Medium and
Backfill
.1
Install root barrier as shown on Contract Drawings. Protect root barrier
from damage and displacement during installation of growing medium
and backfill.
.2
Install growing medium and backfill as indicated on Contract Drawings.
The process of installation requires that these two materials be installed
and compacted together in alternating lifts to achieve correct
compaction relationships between the materials.
.3
Place growing medium in soil cell framework and spread by hand or
hand tool through each soil cell in a maximum 200mm lift. Work soil
under horizontal beams of soil cell frame and utility conduit to eliminate
air pockets there. Ensure equipment bucket does not contact soil cell
framework. Hold plywood sheet against geogrid during placement and
compaction of growing medium to protect geogrid and maintain
consistent separation of materials.
.4
Finalize installation of utility conduit, drainage pipes and irrigation
where shown on Contract Drawings.
.5
Compact growing medium lift by stepping on entire exposed surface of
growing medium. Do not step on frame units. Ensure there is a
minimum of 250mm of growing medium over horizontal beams of frame
units before beginning compaction. Leave top 50mm of frame unit
exposed above growing medium to allow placement of next layer of
frame units.
.6
Compact growing medium to 85% of standard proctor density. Remove
growing medium that is over compacted and reinstall.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 91 22S
Municipal Specifications
Soil Cells
Page 6 of 7
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 44 of 101
.7
Place backfill to 95% of maximum dry density in space between geogrid
and sides of excavation and spread by hand adjacent to soil cell
framework to provide maximum 200nn lift. Ensure geogrid under lap
lays flat under backfill. Ensure equipment bucket does not contact soil
cell framework. Hold plywood sheet against geogrid during placement
and compaction of backfill to protect geogrid and maintain consistent
separation of materials. Do not place backfill material in tree or planting
bed opening.
.8
Compact backfill per Contract Documents. Ensure compaction
equipment does not contact soil cell frame or deck.
.9
Repeat placement and compaction of growing medium and backfill in
lifts to top of topmost frame unit. Finish grade of growing medium to be
25mm below bottom of deck unit, except as indicated otherwise on
Contract Drawings.
.10 Do not place final lift of backfill until adjacent deck unit is secured in
place. Then install and compact backfill flush with soil cell deck. Ensure
compaction equipment does not contact deck unit.
.11 Maintain modified frame unit in place until installation of deck unit.
3.5
Geotextile
.1
Supply and install geotextile under soil cell system as shown on
Contract Drawings and per Section -31 32 19 - Geosynthetics.
.2
Supply and install geotextile on soil cell deck as shown on Contract
Drawings and per Section 31 32 19 - Geosynthetics
.3
Place geotextile over top of soil cell deck and where indicated on
Drawings.
.4
Extend geotextile minimum 450mm beyond outside edge of excavation.
Overlap geotextile joints minimum 450mm. Cut geotextile to provide
minimum 200mm overlap of tree, planting and utility openings.
.5
Repair cut or damaged geotextile with a second piece of geotextile prior
to placement of granular base. Overlap edges of cut or damaged area
with second piece by a minimum of 300mm.
3.6
Granular
Base
.1
Supply and install granular sub-base course under soil cell system as
shown on Contract Drawings and as specified in Section 32 11 23 -
Granular Base.
.2
Supply and install aggregate base course above soil cell system as
shown on Contract Drawings and as specified in Section 32 11 23 -
Granular Base.
.3
Maximum tolerance for deviations in finished surface of granular base
for soil cell system is 6mm over a 1200mm distance. Adjust granular
base under each frame unit to provide a continuous solid base of
support to required grade elevation.
.4
Install granular base course on geotextile immediately after installation
of geotextile.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 91 22S
Municipal Specifications
Soil Cells
Page 7 of 7
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 45 of 101
.5
Place granular base on soil cell system from one side of soil cell deck
to other, to ensure geotextile and granular base conforms to cell deck
contours.
.6
Do not place or spread granular base in several positions at same time.
.7
Load granular base onto soil cell system from equipment located
outside limits of soil cell excavated area. Do not drive vehicles or
operate equipment directly on top of soil cell deck, geotextile or granular
base. Do not drive vehicles or operate equipment greater than 450kg
directly on granular base over soil cell deck.
.8
Spread granular base on soil cell system using hand tools or by light
use of equipment bucket.
.9
Compact granular base in Iifts not to exceed 150mm, to 95% of
maximum dry density. Compact granular base on top of soil cell system
using walk behind type vibratory plate tamper, vibratory roller or
jumping compacter having a maximum weight of 450kg.
.10 For alternate method of placing and compacting granular base on top
of soil cell system (e.g. for large area, small area, area of difficult
access) submit shop drawing of proposed equipment and procedure to
Contract Administration for approval.
3.7
Protection of
Work
.1
Protect soil cell system, geotextile and granular base from vehicles,
equipment, other materials and excessive moisture.
.2
Use temporary fencing or hoarding to keep vehicles and equipment
away off soil cell area until final surface materials are placed.
3.8
Clean Up
.1
Dispose of surplus materials and all construction debris off site.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 1 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 46 of 101
1.0
GENERAL
.1
Section 32 94 01S refers to those portions of the work that are
unique to the complete installation of a fully automatic
underground irrigation system, including all necessary
preparatory work and all electrical, wiring and plumbing
connections, and maintenance work during the guarantee
period. This section must be referenced and interpreted
simultaneously with all other sections pertinent to the works
described herein.
1.1
Related Work
.1
Project Record Documents Section 01 33
01
.2
Cast-in-Place Concrete Section 03 30 53
.3
Precast Concrete Section 03 40
01
.4
Aggregates and Granular Materials Section 31 05
17
.5
Topsoil and Finish Grading Section 32 91
21
.6
Hydraulic Seeding Section 32 92 19
.7
Seeding Section 32 92 20
.8
Sodding Section 32 92 23
.9
Planting of Trees, Shrubs Section 32 93 01
and Ground Covers
1.2
References
.1
The abbreviated standard specifications for testing, materials,
fabrication and supply, referred herein, are fully described in
References - Section 01 42 00.
1.3
Codes and
Permits
.1
Perform all work of this section in strict accordance with all
municipal, provincial, or federal guidelines, regulations, and
codes. Requirements of these specifications not conflicting
therewith, exceeding code requirements govern.
.2
Be responsible for obtaining all necessary permits and
approvals required to undertake and complete the work.
Include costs for required permits and approvals in tendered
prices.
1.4
Quality
Assurance
.1
Be a member in good standing of one of the following
organizations:
.1 Irrigation Industry Association of British Columbia (IIABC)
.2 The Irrigation Association (IA)
Provide documented proof of 5 years of industry experience,
good standing membership in one of the above associations
within 5 days of receipt of Notice to Proceed.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 2 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 47 of 101
.2
Be certified, or hire subcontractor who is certified, as a Field
Safety Representative - Class LO, Low Energy Systems and
registered with the British Columbia Safety Authority as an
Electrical Contractor. Provide documented proof of same
within 5 days of receipt of Notice to Proceed.
.3
If the design involves HPDE, be certified in Plastic Pipe Fusion
by the British Columbia Institute of Technology or an approved
equivalent to fuse and install High Density Polyethylene Pipe.
Provide documented proof of same within 5 days of receipt of
Notice to Proceed.
.4
All electrical components or products specified or used in
construction of the proposed irrigation system must be CSA
approved and installed in accordance with all local, provincial,
and national electrical codes.
.5
Install
all
irrigation
components
per
manufacturer's
recommendations, instructions and specifications. If unsure
on how to install or use a specific product consult
manufacturer to ensure proper installation and operation.
.6
All materials to be new and without flaws.
.7
All
equipment
specified
and
installed
from
various
manufacturers to be compatible with existing equipment and
other products specified for the irrigation system.
.8
The completed system to efficiently and uniformly irrigate all
areas and perform as required by these specifications.
1.5
Scheduling and
Shop Drawings
.1
Ensure that sequencing of irrigation work is carried out in
coordination with work of other trades and that sleeves, wire,
pipes, valves and other equipment are installed when
appropriate.
.2
Plan, schedule and execute work to ensure a supply of water
is available for landscape establishment and maintenance
purposes at the appropriate time, in adequate amounts, and
operating at design pressures to ensure satisfactory irrigation
of all landscaped areas.
1.6
Substitutions
.1
Where materials are specified by brand name and model
number, such specifications will be deemed to facilitate a
description of the materials and material quality and establish
a standard for performance and quality.
.2
Purchase or installation of materials that are not specified will
not be paid for unless:
.1 The materials have been reviewed and approved by
Contract Administrator and City of Salmon Arm as an
Approved Equal as per Section 7.0, Instructions to
Tenderers, or
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 3 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 48 of 101
.2 The materials have been reviewed and approved by
Contract Administrator and City of Salmon Arm as a
Change Order, per Section 7.3 of the General Conditions
.3
Installation of materials that are not specified or are not an
Approved Equal to be removed and replaced with the
specified material at Contractor's expense.
.4
Shop Drawings of irrigation system are required for any and
all aspects of irrigation system not included in the Drawings.
This includes but is not limited to:
.1 Revisions to irrigation system design not previously
addressed in Contract Documents, including revisions to
irrigation system design which markedly alter the original
design, as determined by the City Engineer.
.2 Tasks identified in project specifications as requiring a Shop
Drawing
.5
A revised Irrigation Design Report shall be required in tandem
with Shop Drawings for revisions that markedly alter the
original design, as determined by the City Engineer
.6
Submit Shop Drawing and revised Irrigation Design Report to
Contract Administrator and City of Salmon Arm, for review,
comment and approval or rejection.
1.7
Irrigation Record
Drawings
.1
Further to Schedule 3, maintain accurate scaled records of
installed irrigation system and its components on a
marked-up set of Contract Drawings on a daily basis during
construction.
Show
all
deviations
from
Contract
Drawings. Make marked-up Contract Drawings available to
Contract Administrator upon request.
.2
Retain a qualified survey instrument operator to record exact
location of all irrigation components as installed, including but
not limited to:
.1 All irrigation surface components: e.g. sprinklers, valve
locations, grounding point, controller components, wire
splice boxes, valve boxes, vaults
.2 All irrigation sub-surface components: e..g mainlines,
laterals, pipe tees, ells, thrust blocks, pipe size changes,
grounding components, sleeve ends
.3
Prepare surveyed Record Drawings. Clearly and legibly show
all components of the irrigation system as installed. Identify
each zone numerically, complete with precipitation rate and
USgpm per zone. Prepare Record Drawings in digital
(AutoCAD 2008 *.dwg and Adobe *.pdf) and hard copy
formats
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 4 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 49 of 101
1.8
Operating
Manual
.1
Prepare a complete Operating Manual for installed irrigation
system. Content of Operating Manual to include:
.1 Irrigation Design Report
.2 Equipment operating instructions
.3 Maintenance instructions including winterization and spring
start up procedures
.4 Product literature
.5 Parts lists
.6 Irrigation watering schedule
.7 Two (2) sets of all keys and specialized tools or equipment
required for commissioning, operation or maintenance of
irrigation system
.8 Signed copies of irrigation inspection reports and test
results
.9 Copies of plumbing permit, electrical permit and low voltage
certification
.10 Product warranty documentation for all controllers,
meters, backflow prevention devices, valves, filters,
sensors, electronic components and related irrigation
components. Date the warranties with the date of
Substantial Performance
.11 Written guarantee
1.9
Submittals
.1
Submit complete set of Record Drawings to Contract
Administrator prior to issuance of Certificate of Substantial
Performance. Submit digital and hard copy Record Drawings
in full size (22x34") and reduced (11x17") sizes, including one
(1) laminated, 11"x17" copy of Record Drawings in controller
cabinet.
.2
Submit complete Operating Manual to Contract Administrator
prior to issuance of Certificate of Substantial Performance.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 5 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 50 of 101
1.10 Measurement for
Payment
.1
Supply and installation of water service will be measured as a
lump sum. The work includes:
.1 Permits and fees
.2 Supply, installation, testing and adjustment of the
connection to water source and booster pump if required
.3 Master valve
.4 Water meter
.5 Flow sensor
.6 Backflow prevention device
.7 Blowout assembly
.8 Pressure reducing valve
.9 Filters
.10 Vaults, valve boxes & lids
.11 Fittings
.12 Excavation, trenching, sleeves, backfill and restoration
.13 All incidentals necessary for the proper installation and
operation of a complete water service to the irrigation
system
.2
Supply and installation of irrigation control system will be
measured as a lump sum. The work includes
.1 Permits & fees
.2 Supply, installation, testing, programming, and adjustment
of irrigation system controller
.3 Electrical conduits
.4 Controller cabinets
.5 Vaults, valve boxes & lids
.6 Fittings
.7 Excavation, trenching, backfill, and restoration
.8 All incidentals necessary for the proper installation and
operation of a complete irrigation control system
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 6 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 51 of 101
.3
Supply and installation of pipes, valves, sprinklers and dripline
will be measured as a lump sum. The work includes but is not
limited to:
.1 Supply, installation, testing and adjustment of irrigation pipe
.2 Sleeves and conduit,
.3 Zone control valves
.4 Micro-irrigation control zone kits
.5 Electric control wire, common wire, flow sensor wire, and
spare wires
.6 Drain valves
.7 Isolation valves
.8 Pressure regulators
.9 Swing joint assemblies
.10 Sprinklers
.11 Emitters, bubblers, dripline, and root watering systems
.12 Air / vacuum relief valves
.13 Fittings
.14 Vaults, valve boxes & lids
.15 Excavation, trenching, backfill and restoration
.16 All incidentals necessary for the proper installation and
operation of a complete irrigation system
.4
Payment for Record Drawings and Operating Manual will be
measured as a lump sum.
.5
Payment for irrigation system tests, inspections, maintenance,
winterization and spring start-up during the warranty period
will be incidental to the work under this section.
1.11 Tests and
Inspections
.1
Refer to General Conditions, Clause 4.12, Tests and
Inspections.
.2
At various milestones during construction inspection and
testing of components will be required to ensure performance
of irrigation system meets expected standards.
.3
Provide equipment and personnel necessary for performance
of inspections and tests.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 7 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 52 of 101
.4
As a condition of issuance of Certificate of Substantial
Performance confirm in writing to the City of Salmon Arm, at
least one week prior to application for Substantial
Performance, the following inspections and successful tests:
.1 Certified backflow prevention device test per BCWWA.
.2 Mainline pressure test
.3 System coverage and operation test
.4 Dripline/emitter inspection and test, if applicable
.5
Conduct all inspections and tests in presence of Contract
Administrator and request Contract Administrator issue signed
report to Contractor within three days regarding each test
result. Request attendance of Contract Administrator for
proposed inspection or test at least 3 days prior to proposed
inspection or test.
.6
Keep work uncovered and accessible until successful
completion of inspection or test.
1.12 Backflow
Prevention Test
.1
Conduct backflow prevention device test per American Water
Works Association standard using qualified personnel.
1.13 Mainline
Pressure Test
.1
Perform mainline pressure test to identify potential leaks and
ensure mainline is able to operate at design pressure and
maintain system pressure. These tests to include longest run
of pipe ¾" or larger within a distribution branch.
.2
Conduct mainline pressure test prior to backfilling of mainline.
.3
Fill mainline with water and expel all air from pipe. Maintain
water in pipe as follows:
.1 24 hours for PVC mainline
.2 3 hours for HDPE mainline
.4
Subject mainline to hydrostatic pressure of 150psi or twice the
optimum design operating pressure of the mainline and not to
exceed 200psi.
.5
Stop supply of make-up water to mainline and record
hydrostatic pressure in mainline.
.6
Visually inspect mainline and fittings for leaks.
.7
Record hydrostatic pressure in mainline 3 hours after supply
of make-up water stopped.
.8
Determine test result based on difference in recorded
pressures at beginning and end of test as follows:
.1 Passed test: Less than 5% difference
.2 Failed test: Difference of 5% or greater
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 8 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 53 of 101
.9
Identify source of leak and replace any and all defective
materials and workmanship as necessary to eliminate leak.
.10 Repeat mainline pressure test and make replacements as
necessary until a passed result is achieved.
1.15 System
Coverage and
Operation Test
.1
Conduct system coverage and operation test after installation
and operation of complete irrigation system and prior to
issuance of Certificate of Substantial Performance.
.2
Conduct visual inspection to confirm that:
.1 Head spacing does not exceed that shown on Contract
Drawings
.2 Where applicable, irrigation piping should be designed to
follow the contours of the land in an effort to minimize low head
drainage situations.
.3 Heads, boxes, vaults and trenches are at specified
elevation relevant to finished grade and not subject to
settlement or lifting
.3
Conduct operational tests to verify that:
.1 Controller can be programmed manually on site and
remotely via Owner's central irrigation control system
.2 Controller can send and receive communication with
Owner's central irrigation control system 10 consecutive times
without a missed communication
.3 Controller responds to flow sensor
.4
Operating pressure is within design parameters
.5
Each zone can be operated automatically and in succession
via programmed controller
.6
Performance provides head to head coverage
1.16 Dripline/Emitter
Inspection
.1
Perform inspection and testing of dripline/emitter manifold and
lines to identify potential leaks and confirm manifold, driplines
and emitters are able to operate at design pressure. Conduct
inspection and testing prior to backfilling of manifold, driplines
or emitters.
.2
Fill manifold and lines with water at operating pressure and
maintain pressure for 1 hour. Visually inspect manifold,
driplines and fittings for leaks. Confirm that emitters are
functioning correctly. Identify sources of leaks and replace any
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 9 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 54 of 101
and all defective materials and workmanship as necessary to
eliminate leak.
.3
Repeat inspection and testing and make replacements as
necessary until no further leaks are identified.
2.0
PRODUCTS
2.1
Water Service
and Meter
.1
Unless already installed or otherwise required by the water
utility having jurisdiction over the site provide a metered water
service, including but not limited to:
.1 Plumbing permit
.2 Backflow prevention device; with permit as required
.3 Establishment and verification of water account with
appropriate utility provider
.2
Supply and install water meter in accordance with
requirements of water utility.
.3
Conform size of water meter to mainline diameter and allow
for minimal pressure losses.
2.2
Isolation Valve
.1
Acceptable isolation valves include the following:
.1 Up to 2" see Approved Products List
.2 Greater than 2" per Contract Drawings
2.3
Flow Sensor
.1
Flow sensors impellors to be brass or stainless steel for up to
1" size, and glass filled nylon over 1" size, sized to match
system low and high flows.
.2
Acceptable wire for flow sensor to be shielded, direct burial
instrument cable and includes the following:
.1 Beldan
.2 Approved Equal
2.4
Master Valve
.1
Acceptable master valves are specified on the Approved
Products List.
.2
Ensure master valve is sized to maximum and minimum flow
parameters shown on Contract Drawings.
2.5
Pressure
Reducing Valve
.1
Acceptable water pressure reducing valves are specified on
the Approved Products List.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 10 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 55 of 101
2.6
Backflow
Prevention
.1
Acceptable double check valve assemblies (DCVA) are
specified on the Approved Products List.
.2
Acceptable Reduced Pressure Backflow Assemblies (RPBA)
are specified on the Approved Products List.
.3
Refer to section 1.12.1 for backflow prevention test
requirements.
2.7
Blowout
Assembly
.1
Blowout assembly to be 50mm brass gate valve with brass
hydrant adapter and threaded cap on swing joint assembly.
2.8
Vault and Lid
.1
Acceptable vaults and matching lids for point of connection
equipment and components are dependent on service size,
and are specified on the Approved Products List.
.2
Lids to have recessed hinges and locking hardware.
2.9
Irrigation
Controller
.1
Irrigation controller and associated components per Drawings.
2.10 Controller
Cabinet
.1
Acceptable controller cabinets include the following:
.1 Double post # KSH-21
.2
Irrigation cabinet to be finished using:
.1 One coat of Zinc Chromate Primer (General Paint or
Tremclad)
.2 Two coats of General Paint Exterior Alkyd #CW033W
.3
Cabinet hinges to allow for grease application.
2.11 Control Wire
.1
Control wire from irrigation controller to electric control valve
to be CSA approved, minimum #14 gauge, direct burial, type
TWU-40 wire. Control wire to be any colour other than white,
blue, purple, red or green.
.2
Common wire from irrigation controller to electric control valve
to be minimum #12 gauge direct burial, type TWU-40 wire.
Common wire to be white in colour.
.3
Master valve wire from the controller to valve to be minimum
#14 gauge direct burial, type TWU-40 wire. Wire to be red in
colour.
.4
Spare control wire to be blue in colour.
.5
Spare common wire to be white in colour.
.6
All connectors to be new, two-step, CSA approved for water
tight
applications
and
assembled
according
to
the
manufacturer's recommendations.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 11 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 56 of 101
2.12 Irrigation Sleeve
.1
Schedule 40 PVC for irrigation sleeve in bored hole or under
hard surface.
.2
Irrigation sleeve diameter to be minimum 4" or twice the
diameter of main or lateral line running through it, whichever
is greater.
.3
Control wire conduit to be a minimum 2" diameter electrical
conduit, per code.
2.13 Polyvinyl
Chloride (PVC)
Pipe
.1
Conform to CSA B137.3-93.
.2
New condition, extruded form virgin, high impact materials,
solvent
weldable
with
belled
ends,
continually
and
permanently marked showing manufacturer's name, material,
size, pressure rating, and CSA approval.
.3
PVC pipe to be as follows:
.1 Class 200 PVC pipe for pipe sizes ¾" to 2¼" in diameter
.2 Bell & Spigot gasket joint pipe c/w concrete thrust blocking
for pipe sizes 2½" in diameter and greater
2.14 Polyethylene
(PE) Pipe
.1
New condition CSA Series 100, MDPE in new condition,
extruded from virgin materials, continually and permanently
marked showing manufacturers name, material, size, and
pressure rating.
2.15 High Density
Polyethylene
(HDPE) Pipe
.1
New condition CSA Approved, extruded from virgin materials,
continually and permanently marked showing manufacturers
name, material, size, and pressure rating.
.2
Material to be listed by the Canadian Standards Association
(CSA) and Plastic Pipe Institute (PPI) as a PE-3408 resin with
a hydrostatic design basis (HDB) of 1600psi for water at 23°C.
Material to comply with ASTM D-1248 as a Type III Class C,
Category 5, Grade P34 material and with ASTM D-3350 as a
345434C cell material.
.3
Acceptable HDPE pipe is dependent on operating pressure
and to have Standard Density Ratios (SDR) as follows:
.1 Max. pressure up to 100psi: SDR-17.0
.2 Max. pressure exceeding 100psi: SDR-11.0
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 12 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 57 of 101
2.16 Fittings
.1
New condition Schedule 40 PVC conforming to ASTM D-
2466-97 (and F438-97 for CPVC) standards and of the same
material as pipe. Fittings to be designed for solvent welding to
PVC pipe except where valves and risers require threaded
joints.
.2
Nipples to be threaded Schedule 80 PVC and manufactured
from same material as the pipe.
.3
At the point where the supply source changes from metal to
PVC pipe, the metal end of the pipe must be an FIPT (female)
adapter and the PVC fitting a MIPT (male) adapter.
.4
Flange couplers may be used upon approval of Contract
Administrator.
.5
Fittings for HDPE pipe to be Schedule 80 PVC insert fittings
complete with stainless steel gear clamps.
.6
Fittings for HDPE pipe to be butt fusion type for end-to-end
joints.
.7
SDR rating of HDPE fittings must match the SDR rating of the
HDPE pipe specified.
.8
HDPE pipe fittings to be molded or fabricated by the pipe
manufacturer. HDPE pipe fittings and flange adapters made
by contractors or distributors are prohibited.
.9
Fittings for dripline and drip emitters to be compatible with
specified dripline or emitter and as recommended by
manufacturer.
2.17 Sprinklers -
general
.1
Make, model, nozzle size, and features of sprinklers as
specified on Contract Drawings.
.2
All sprinklers installed in sport field turf areas to be equipped
with the manufacturer-supplied rubber covers.
2.18 Sprayhead
Sprinkler
.1
Acceptable sprayhead sprinklers are specified on the
Approved Products List.
.2
Required pop-up height for sprayhead sprinklers to be as
shown on Contract Drawings.
2.19 Rotor Sprinkler
.1
Acceptable rotor sprinklers are specified on the Approved
Products List.
2.20 Dripline
.1
Dripline shall incorporate root intrusion technology and be as
shown on Contract Drawings.
.2
Pressure compensating driplines are specified on the
Approved Products List.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 13 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 58 of 101
2.21 Drip
Emitter/Bubbler
.1
Drip emitters/bubblers shall be as shown on Contract
Drawings.
.2
Drip emitters/bubblers are specified on the Approved Products
List.
2.22 Sand
.1
Sand to be pit run sand, per Section 31 05 17
2.23 Drain Rock
.1
Drain rock to be drain rock, per Section 31 05 17.
3.0
EXECUTION
3.1
Existing
Conditions
.1
Report existing conditions at variance with Contract Drawings
to Contract Administrator.
.2
Verify locations of underground utilities prior to commencing
excavation and conduct work so to prevent interruption and
damage to services and utilities. Make good all damages to
same at Contractor's cost.
.3
Verify location of all services in building walls before boring or
drilling holes. Make good all damages to same at Contractor's
cost.
.4
Protect existing conditions and completed work from
disturbance during Work. Make good all damages to same at
Contractor's cost.
.5
Adjustments to installation of irrigation system to avoid
existing conditions, completed work and utilities will be
permitted subject to prior approval by Contract Administrator.
3.2
Layout
.1
Locations of irrigation components shown on plans is
schematic in nature. Coordinate actual location of irrigation
components with landscaping, building and physical features
of site. Confirm proposed changes to location of irrigation
components in writing with Contract Administrator prior to
installation. Changes that markedly alter the irrigation design
in the opinion of the City Engineers require submission of
Shop Drawings and updated Irrigation Design Report to City
of Salmon Arm for their permission to proceed. Record all
approved revisions on a marked-up set of Contract Drawings
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 14 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 59 of 101
.2
Layout and stake irrigation system per Contract Drawings to
confirm:
.1 Layout is within project boundary and property lines
.2 Site grades are consistent with Contract Drawings
.3 Damage to root system of existing trees is minimized
.4 Installation of irrigation components to be a minimum of 1
meter outside the dripline of existing trees
.5 Minimum horizontal and vertical clearances from electrical
and other utilities are met
.6 Location of all sleeving, main lines, cabinets, vaults, valve
boxes, splice boxes and ground grid assembly
.3
Have layout inspected and approved by the Contract
Administrator before commencement of work. Adjust layout as
instructed by Contract Administrator.
.4
During construction it may be necessary to adjust the layout
of the irrigation system. Request layout changes to Contract
Administrator prior to execution of work.
.5
Do not modify irrigation layout without written approval of
Contract Administrator.
3.3
Excavation
.1
Excavate to ensure depth and bedding requirements are met.
.2
All excavation is unclassified. Report any material or site
condition that cannot be excavated by normal mechanical or
manual means or that may affect excavation to required depth
to Contract Administrator prior to excavation.
.3
Identify and recycle all suitable materials recovered during
construction.
.4
Remove and dispose of buried debris exposed during
excavation, including decommissioned irrigation materials
and underground utilities, which may impede the proper
installation and operation of irrigation system.
3.4
Water Meter
.1
Install water meter per Drawings and requirements of water
utility.
3.5
Isolation Valve
.1
Install isolation valve per Drawings.
3.6
Flow Sensor
.1
Install flow sensor in location specified on Drawings.
.2
Flow sensor wire to run continuously, with no splices, between
flow sensor and irrigation controller.
.3
Follow manufacturer's recommendations for installation and
wiring of flow sensor.
3.7
Master Valve
.1
Install master valve per Drawings.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 15 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 60 of 101
3.8
Pressure
Reducing Valve
.1
Install pressure reducing valve (PRV) per manufacturer's
recommendations in location shown on Contract Drawings
and as required to maintain operating pressure within
manufacturer's recommended range.
.2
Adjust PRV to provide water at design pressure for the
sprinkler furthest from control valve.
3.9
Backflow
Prevention
Device
.1
Install Double Check Valve Assembly (DCVA) in lockable
concrete vault or a locked mechanical room, per Drawings.
.2
Install Reduced Pressure Backflow Assembly (RPBA) a
minimum of 300mm above finished grade per manufacturer's
recommendations and Drawings. Install RPBA on reinforced
concrete pad with pipe restraints bolted to floor to restrain and
support assembly.
.3
Construct reinforced concrete pad for RPBA 150mm larger
than the proposed enclosure in all directions. Construct
reinforced concrete pad on a 150mm thickness of granular
base compacted to 95% S.P.D. Provide vault drain directly
below discharge valve and connect to drain pit, dry well,
manhole or catch basin.
.4
Install acceptable lockable enclosure over the RPBA large
enough to secure the assembly and any associated
components attached to this point.
.5
Install backflow prevention device in accordance with all
applicable codes and bylaws and in accordance with the
current
Cross
Connection
Control
Manual
Accepted
Procedure and Practice (American Water Works Association).
.6
Install backflow prevention devices with positive drainage and
room for maintenance and servicing.
.7
Support backflow prevention device with specified supports
per manufacturer's recommendations for locations of the
support points.
3.10 Blowout
Assembly
.1
Install blowout assembly per Drawings.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 16 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 61 of 101
3.11 Vault and Lid
.1
Install vault in location shown on Contract Drawings or in
alternate location approved or directed by Contract
Administrator.
.2
Support and brace point of connection components, piping
and valves within vault using adjustable aluminum pipe stands
complete with riser, pipe clamps, base plate and galvanized
or stainless steel fittings in the quantity per service size
indicated as follows:
.1 ¾" 2 supports
.2 1" to 2" 3 supports
.3 2 ½" to 3" 3 supports per vault
.4 Larger than 3" per Contract Drawings
.3
Lids to have recessed hinges and locking hardware.
.4
Use brass pipe for all piping inside vault and extend brass
piping outside the vault a minimum of 300mm beyond vault.
Make union of brass pipe with other pipe in valve box or vault
using specified fitting.
.5
Make connections of PVC pipe and metal pipe using male
threads on PVC pipe and female threads on metal pipe.
.6
Install vault drain and connect to drain pit, dry well, manhole
or catch basin.
3.12 Irrigation
Controller
.1
Install irrigation controller in controller cabinet.
.2
Coordinate controller installation with that of other electrical
components.
.3
Install controller and wiring in accordance with local, provincial
and national electrical codes.
.4
Install and test the ground assembly using a "Megger" to
ensure earth resistance to ground does not exceed controller
manufacturer's recommendations.
.5
Install communication components per manufacturer's
recommendations and establish communication between
controller and Owner's central irrigation control system,
including relays or boosters as necessary.
.6
Prior to issuance of Certificate of Substantial Performance
request irrigation program from Contract Administrator and set
controller program accordingly.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 17 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 62 of 101
3.13 Controller
Cabinet
.1
Install controller cabinet in location shown on Contract
Drawings or in alternate location approved or directed by
Contract Administrator.
.2
Orient alignment of controller cabinet as approved by Contract
Administrator to provide optimal observation of irrigation
system in operation.
.3
Install controller cabinet using a poured in place concrete pad
mount.
.4
Provide electrical service to controller cabinet as shown on
Contract Drawings.
.5
Install electric meter in the irrigation cabinet per electrical
utility's requirement.
.6
Install only GFI breakers in controller cabinet electrical panel.
.7
Install 1 duplex 120v AC GFI receptacle, on dedicated
breaker, in controller cabinet.
3.14 Electric Control
Valve
.1
Install in valve box per manufacturer's recommendations and
Drawings.
.2
Identify electric control valve with permanent label or tag
indicating zone number of valve.
3.15 Manual Control
Valve
.1
Install in valve box per manufacturer's recommendations and
Drawings.
.2
Identify manual control valve with permanent label or tag
indicating zone number of valve
3.16 Valve Box
.1
Install all manual and electric control valves, control zone kits
and quick coupler valves in valve boxes or concrete vault as
shown on Drawings.
.2
Except as shown otherwise on Contract Drawings or approved
otherwise by Contract Administrator, locate valve boxes in
planting beds and locate for ease of access, maintenance,
and testing.
.3
Install valve box flush with finish grade and arrange in a neat
and orderly manner.
.4
Provide minimum 150mm clearance between valve box and
all components within.
.5
Valve box must not contact irrigation pipe. Use 150mm height
matching valve box extensions as required.
.6
Up to three 1" control valves or two 1½" control valves may be
contained within a single valve box provided there is 100mm
of clearance between valves. Install valve 2" and larger in their
own valve box.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 18 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 63 of 101
3.17 Control Wire
.1
Install control wire per code and by qualified personnel
employed by the company holding the electrical permit.
.2
Bury control wire per applicable code and in no case above
the bottom side of parallel pipe.
.3
Bed control wire in sand with minimum 50mm sand around
control wire. Where control wire is in same trench as pipe,
place wire beside pipe with horizontal clearance of a minimum
of 50mm and in accordance with BC Electrical Code depth.
.4
Bundle multiple lengths of wire in same trench or conduit with
ties at maximum 3.0m intervals.
.5
Install wire with minimum 600mm length of coiled slack at all
changes of direction, in wire splice boxes and at connections
to controlled components.
.6
Identify all control wires entering controller cabinet with
permanent label or tag indicating zone number of valve
operated by each control wire.
.7
Maintain consistent wire colour through wire splice box.
.8
Minimize wire splices. Where wire splices are unavoidable
make splice only in wire splice box using specified connector.
.9
Identify spliced wire with permanent label or tag indicating
zone number of spliced control wire.
.10 Where specified on Contract Drawings, install extra control
wire to wire splice box. Provide 600mm length of coiled slack
of each wire end in wire splice box. Identify extra control wire
as 'extra' wire with permanent label or tag.
3.18 Wire Splice Box
.1
Locate wire splice box in planting bed where possible and
locate for ease of access, maintenance, and testing.
.2
Install wire splice box per Drawings and arrange in a neat and
orderly manner.
.3
Do not install valves in wire splice box.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 19 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 64 of 101
3.19 Irrigation Sleeve
.1
Install irrigation sleeves in locations shown on Contract
Drawings.
.2
Install irrigation sleeve to depth as follows:
.1 Mainline Piping
.1 600mm below walkways
.2 750mm below driveways, roads and plazas
.2 Lateral Piping
.1 300mm below walkways
.2 600mm below driveways, roads and plazas
.3
Install sleeve to extend 1.0m past edge of hard surface into
soft landscape surface.
.4
Cap sleeve with removable plug or cover. Maintain plug in
sleeve until such time as pipe or wire is ready to be installed.
.5
Bed sleeve as follows:
.1 Under walkways, 100mm of sand placed all around
.2 Under driveways, roads and plazas, compacted base
aggregate all around per materials shown on Drawings.
.6
Bury a piece of detectable metal on top of each end of sleeve
to enable location of sleeve end by metal detector after burial.
.7
Stake location of each end of sleeve prior to backfilling such
that top of stake is 300mm above finished grade and maintain.
Label exposed end of stake with the word "sleeve".
.8
Record location of sleeve ends and label size of sleeve on
Record Drawings.
.9
Remove sleeve stake after submission of Record Drawings.
3.20 Pipe and Fittings
.1
Verify that all pipe, fittings, primer and cements are compatible
for proper installation.
.2
Minimum burial depth and clearances for pipe and wire to be
per Drawings.
.3
Do not locate open side of trench any closer than 300mm from
hard surface or feature.
.4
Keep inside of pipe and outside of pipe ends clean at all times.
Cap or plug open pipe ends to keep out dirt and debris.
.5
Cut PVC pipe ends at right angle to pipe length. Clean burrs
prior to joining pipe and fittings.
.6
Do not apply cement or solvent weld pipe or fittings under wet
or muddy conditions.
.7
Follow manufacturer's recommendations for use of pipe
primer and cement.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 20 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 65 of 101
.8
Immediately prior to joining pipe and fittings wipe contact
surfaces clean with primer on clean rag.
.9
Apply light coat pipe of cement on inside of fitting and heavier
coat on outside of pipe. Insert pipe into fitting and give a
quarter turn to seat cement. Wipe excess cement from outside
of pipe.
.10 Make plastic to metal joints with plastic male adapters.
.11 Wrap male threads of threaded fittings with minimum 3 wraps
of Teflon tape immediately prior to making connection.
.12 Flush all irrigation pipe fully to remove accumulation of dirt and
debris prior to installation of heads, dripline, emitters and
filters. Flush all laterals in a manner approved by the
manufacturer to prevent clogging of screens, nozzles and
emitters.
.13 Follow manufacturer's recommendations to install pipe in a
manner that provides for expansion and contraction of pipe in
trench.
.14 Conduct water service flow test and obtain approval of
Contract Administrator prior to backfilling main line.
.15 Conduct mainline pressure test and HDPE pipe strap test and
obtain approval of Contract Administrator prior to backfilling
lines.
.16 For HDPE pipe conduct HDPE pipe strap test and obtain
approval of Contract Administrator prior to backfilling HDPE
pipe.
.17 Set mainlines and laterals on sand and backfill with sand to
clearance limit shown on Drawings.
.18 For pipe in growing medium of landscaped areas backfill
trench with growing medium and tamp in lifts to achieve
compaction equal to the adjacent growing medium.
.19 For pipe in native soil, sub-surface fill, rocky soils and
aggregate base or subbase material backfill remainder of
trench with suitable non-sand material under 25mm in
diameter and free of materials that could result in settling or
damage to pipe or surface improvements.
.20 Install 14 gauge insulated trace wire (purple) on top of all
mainline and lateral piping. Extend and fasten tracer wire into
valve boxes, vaults and sleeves.
.21 Install thrust blocks where required in Contract Drawings.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 21 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 66 of 101
3.21 Sprinkler
.1
Install per manufacturer's recommendations and in location
shown on Contract Drawings.
3.22 Dripline
.1
Install per manufacturer's recommendations in location shown
on Contract Drawings.
3.23 Emitter/Bubbler
.1
Install per manufacturer's recommendations and as shown on
Drawings.
3.24 Hose Bib
.1
Install as shown on Drawings
3.25 Clean-up and
Restoration
.1
Remove all waste and debris resulting from irrigation
installation from site.
.2
Restore all disturbed surfaces to original condition and repair
all trench settlement.
3.26 Instructions to
Owner
.1
Instruct Owner in complete operating and maintenance
procedures
for
irrigation
system,
including
start-up,
winterization, and programming.
.2
Review Record Drawings and Operating Manual with Owner
on site.
3.27 Maintenance
General
Inspect, operate, maintain and adjust irrigation system
through the Landscape Maintenance Period until issuance of
Certificate of Acceptance to ensure it operates as intended,
including but limited to:
.1 Adjust irrigation program to ensure survival, health and
growth of the plant material and respond to soil conditions,
climate and seasons of site
.2 Clean sprinkler heads and adjust coverage to eliminate
over watering, under watering and overspray onto adjacent
surfaces
.3 Monitor and clean filtration equipment
.4 Restore grass areas, planting beds, hard surfaces and
improvements affected by trench settlement and erosion
.5 Respond to requests from Contract Administrator for
program adjustments, servicing, adjustments and repairs
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Section 32 94 01S
Municipal Specifications
Irrigation System
Page 22 of 22
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 67 of 101
3.28 Maintenance
Winterization
.1
During Landscape Maintenance Period be responsible for
winterization of irrigation system at end of growing season and
prior to onset of air temperatures below 0º Celsius. Be liable
for any damage resulting from late or improper winterization.
.2
Request presence of Owner at winterization at least 5 days
prior to proposed winterization.
.3
Winterization includes but is not limited to:
.1 Saturation of soil with water to a depth of 300mm to provide
deep watering of all lawn areas, planting beds and tree pits
.2 Deactivation of controller
.3 Drainage and blow-out of entire irrigation system
.4
Contact water utility provider to determine if water meter is to
be removed for winter. Remove and store water meter, or
assist the water utility with removal of water meter, as directed
by water utility.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Waterworks
Section 33 11 01S
Municipal Specifications
Page 1 of 3
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 68 of 101
1.7
Scheduling of Work
Replace:
.2
Submit schedule of interruptions to Contract Administrator for approval at
least 48 hours prior to any planned interruption and adhere to approved
schedule.
Add:
.6
In the event water service has not been returned within one hour of the
anticipated time, the contractor shall re-notify all customers of the
unscheduled delay in resumption of water service.
2.2
Mainline Pipe, Joints and Fittings
Add:
.1.3
Minimum pressure class for ductile iron pipe shall be 350 for 100 mm to
300 mm, 250 for 350 mm to 500 mm, 200 for 600 mm and 150 for 900 mm.
Add:
.2.1.5
Colour: Blue
2.3
Valves and Valve Boxes
Add:
.2.8
Gate Valves shall be epoxy coated.
Remove: .6.1.1
(Rectangular not permitted)
Add:
7.6.
Colour: Curb stop valve boxes to be painted blue.
Add:
7.7.
Protective pre-cast concrete valve boxes with cast iron lids as specified on
contract drawings.
2.4
Valves and Large Meter Chambers
Replace:
.8
Refer to Section 33 44 01, 2.1.8 for Ladder Rung Specifications.
Add:
.11
Refer to Section 33 44 01, 2.1.24 for Manhole Liner Specifications.
Add:
.12
Refer to Section 33 44 01, 2.1.16 for Adjustment Ring Specifications.
2.5
Service Connections
Add:
.1.2
Service pipe shall be manufactured with a co-extruded UV shield made
from UV resistance high-density polyethylene, color Sky Blue (International
Thermoplastic Color Code, RAL 1501).
Add:
.6
14 Gauge Solid White Tracer wire required on all services.
2.6
Hydrants
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Waterworks
Section 33 11 01S
Municipal Specifications
Page 2 of 3
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 69 of 101
Add:
.1.12
Hydrants to be flow tested by the City or an approved consultant. A
completed form F-11 shall be submitted to the City.
Replace:
.2
Colour: All hydrants are to be painted in accordance with the City
Supplement Standard Drawing W-3.
2.10
Water Meters
Add:
.1
Water Meters: Water meters shall be supplied by the City of Salmon Arm
at the expense of the contractor to the specifications shown on the contract
drawings.
Add:
.2
Meter Vaults: As shown on the contract drawings.
3.3
Trenching
Replace:
.3
Trench depth to provide cover over pipe of not less than 1.8 m from finished
grade unless shown otherwise on Contract drawings.
3.6
Pipe Installation
Replace:
.6
Pipe to be laid on a horizontal curve shall not be permitted unless otherwise
specified by the Contract Drawings. If specified in the Contract Drawings,
horizontal deflections shall not exceed one half the maximum deflection
recommended by the manufacturer. For PVC pipe deflections exceeding
those stated above, use:
.1 PVC High Deflection coupling rated at 1380kPA (100mm - 300mm)
.2 PVC long radius 5 degree bend rated at 1620kPa (100mm - 750mm)
3.10
Service Connection Installation
Add:
.13
Where services are located in driveways, inspection chambers and curb
stops shall be located within protective concrete vaults.
Add:
.14
Install tracer wire from mainline corporation stop along service to finished
grade on curb stop.
3.12
Hydrants
Replace:
.6
Hydrants shall be covered with a black plastic bag and secured at the
bottom until such time as they have been accepted by the Contract
Administrator and City Engineer and the Salmon Arm Fire Department has
been notified that they are fully operational.
3.24
Bacteriological Tests
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Waterworks
Section 33 11 01S
Municipal Specifications
Page 3 of 3
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 70 of 101
Add:
.1
Bacteriological tests shall be as per the current ANSI/AWWA C651
Standard for Disinfecting Water Mains.
Add:
.2
Bacteriological water samples shall be collected from new watermain
installations following the satisfactory completion of main chlorination and
flushing. The owners' consulting engineer shall collect water samples.
Such bacteriological testing shall be done using full aseptic precautions.
The sample shall be taken from a copper gooseneck assembly provided by
the contractor. The contractor shall be responsible to ensure the
gooseneck assembly is contaminant free. Water shall be run from the
sample tap for a minimum of 2 minutes prior to sampling. The water shall
run at a constant rate prior to and during the sampling procedure. A sterile
water sampling bottle must be obtained from the local Health Unit, and shall
be used to collect the water sample. The cap of the bottle shall be removed
after the water has run for 2 minutes, taking special precautions to not touch
or contaminate the underside of the lid or the bottle rim. The bottle shall be
filled to the fill line and then recapped immediately. Hose pipe shall never
be used as a sample source. The sample shall be labelled completely
indicating time, location, project, contract number and sampler. Sample
bottles shall then be immediately placed in a cooler with an ice pack.
Samples shall be transported to a testing facility acceptable to the City
within 8 hours of sampling. The owners' consulting engineer is responsible
for delivery and obtaining and reporting the test results. In no case shall
samples take more than 24 hours to reach the testing facility approved by
City Engineer. At least one sample shall be collected from each new main.
In the case of long mains a sample shall be collected at 250 meter intervals
as well as at its ends. At least one sample shall be taken from the source
of water supply to determine the status of the distribution system at the time
of sampling. If, in the opinion of the City Engineer, the pipeline has been
contaminated with trench water, excessive quantities of dirt or debris,
bacteriological water samples shall be collected at 60 meters intervals after
water has stood in the main for at least sixteen (16) hours after final flushing
or recommended by the City Engineer. Re-disinfection and re-sampling
shall be required for all watermains that do not satisfactorily meet Interior
Health Authority bacteriological requirements as amended from time to
time.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Horizontal Directional Drilling
Section 33 11 02S
Municipal Specifications
Page 1 of 23
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 71 of 101
PART 1 GENERAL
1.1 General
.1
The work specified in this section consists of furnishing and installing
underground utilities using the horizontal directional drilling (HDD)
method of installation, also commonly referred to as directional
boring or guided horizontal boring. This work shall include all
services, equipment, materials, and labor for the complete and
utilities and environmental protection and restoration.
.2
This section must be referenced to and interpreted simultaneously
with all other sections pertinent to the works described herein.
1.2 Related work
.1
Excavating, Trenching, and Backfilling
.2
Traffic Control, Vehicle Access, and Parking
.3 Manholes & Catchbasins
.4
Water Works
Section 31 23 01
Section 01 55 00
Section 33 44 01
Section 33 11 01
1.3 Definitions
.1
Annular Space--The void created between the outside diameter of
pipe being installed and extreme outer limits created by HDD bore
process.
.2
Lubricant--A substance applied between the pipe and soil to minimize
friction and to fill the annular space.
.3
Horizontal Directional Drilling (HDD)
Directional drilling is a means of installing or replacing underground
utilities. Directional boring is a two-stage process. In stage one; a
steerable drill head bores a pilot hole to a pre-designated point. In
Stage two, the drill head is removed and, depending on the size of the
product being installed, is replaced with a reamer to help open the
path. A swivel is inserted between the reamer and the product to be
installed to allow the reamer to rotate without twisting the product. At
this point the entire assembly is pulled back through the pilot hole to
the entry pit.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Horizontal Directional Drilling
Section 33 11 02S
Municipal Specifications
Page 2 of 23
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 72 of 101
1.4 Quality Assurance
.1
The requirements set forth in this document specify a wide range of
procedural precautions necessary to insure that the very basic,
essential aspects of a proper directional bore installation are
adequately controlled. Strict adherence shall be required under
specifically covered conditions outlined in this specification.
Adherence to the specifications contained herein, or the Engineer's
approval of any aspect of any directional bore operation covered by
this specification, shall in no way relieve the Contractor of their
ultimate responsibility for the satisfactory completion of the work
authorized under the Contract.
1.5 Environmental
Protection
.2
All horizontal directional drilling works crossing a watercourse to be
done in accordance with Fisheries and Oceans Canada Pacific
Region Operational Statement Directional Drilling Notification
Package (Version 3 document DFO /2007 - 1283)
1.6 Codes and
Standards
.1
In addition to all codes and standards referenced elsewhere in the
Contract Documents, all materials and equipment supplied, and work
performed herein shall conform to the latest edition of the applicable
industry codes, standards, references and recommended practices.
1.7 HDD Process
.1
The Contractor shall furnish all material, supervision and labour,
including consumables and materials of a temporary nature, which are
not specifically provided by the owner as per Contract Documents.
The Contractor shall also furnish all other services and work
documents as required for the Work and in accordance with the
requirements set forth in the Contract Documents.
.2
The Contractor shall supply Horizontal Directional Drilling equipment,
tools, supplies and components in first class working order sufficient
and all-encompassing to enable the project to be carried out in a
continuous and uninterrupted manner. The directional drilling
equipment shall consist of a directional drilling rig of sufficient capacity
to perform the bore and pullback of the pipe; a drilling fluid mixing,
delivery and recovery system of sufficient capacity to successfully
complete the borehole; a drilling fluid recycling system to remove
solids from the drilling fluid so that the fluid can be re-used; a guidance
system to accurately guide boring operations; a vacuum truck of
sufficient capacity to handle the drilling fluid volume; and trained and
competent personnel to operate the system.
.3
All equipment shall be in good, safe operating condition with sufficient
supplies, materials and spare parts on hand to maintain the system in
good working order for the duration of the project.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Horizontal Directional Drilling
Section 33 11 02S
Municipal Specifications
Page 3 of 23
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 73 of 101
.4
The Contractor shall furnish all material, supervision and labour,
including readout instrumentation, steering tools, etc. The
instruments should provide data on pilot hole location at all times.
.5
The Contractor shall also provide a capable and experienced mud
engineer to monitor and maintain mud properties as necessary for this
procedure, sufficient drilling crews experienced and competent in the
operation of the above rigs, and surveyors experienced and capable
of operating the above equipment.
1.8 Incidental items
The Contractor shall supply and maintain:
.1
Temporary fences, fence repair materials, temporary gates,
permanent gates, if required.
.2
Sand bags (sack breakers) including bags, sand, earth and cement,
as required.
.3
All fusion bond, joint, patch and repair materials, and a data logger to
permit continuous recording during pipe jointing, McElroy DL2001, or
approved equivalent for PVS pipe fusion
.4
All welding supplies and materials, and a data logger to permit
continuous recording during pipe jointing for steel pipe welding.
.5
All pigs, launchers, receivers, test heads and compressors necessary
for cleaning, gauging, hydrostatic testing of the pipe.
.6
All dead weight testers, hoses, fittings, pressure and temperature
recorders and chart paper required for hydrostatic testing as outlined
in the specifications.
.7
All materials and equipment for hydrostatic testing.
.8
All materials and equipment to heat, hoard and cover work area, as
required, during inclement weather conditions.
.9
All dunnage, straps, chains, padding, spreader bars etc., required for
loading, hauling, stockpiling and stringing of pipe.
.10 All welding, pipe jointing consumables.
.11 Pipe pulling swivel and pipe pulling heads complete with connections
with a design rated strength equal to that of the rig capacity plus 25%
.12 All fuels, Oils, and greases.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Horizontal Directional Drilling
Section 33 11 02S
Municipal Specifications
Page 4 of 23
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 74 of 101
.13 All culverts, as required.
.14 All cement, cement additives, mixing water, cement mixing and
pumping equipment and grouting tools required to complete the
Works. The Contractor shall provide, if required by conditions of lost
circulation, suitable cement and grouting tools such as lightweight
slurry, open hole packers, and stage tools. All above tools shall be
drillable to full open inside diameter after serving their intended
function.
.15 All necessary mud pits and slurry mixing and cuttings separation
equipment. The Contractor Shall immediately clean up any drilling
mud, which spills or overflows from these pits or equipment. Disposal
of spilt or excess drilling fluid shall be the responsibility of the
Contractor.
.16 Sufficient spares or replacement items of above equipment to
maintain directional drilling capacity at all times.
1.9 Materials
Supplied by the
Owner
.1 The Owner will provide the Right of Way for the work and the Work and
Storage Areas.
.2 The Owner will provide water at a source near the site. The Contractor
shall provide an approved valve through which they can draw water.
The hydrant valve and/or hydrant shall not be used to control water. The
hydrant shall be securely closed when no work is actively being carried
out. Water shall not be wasted; if it is, the Engineer may terminate the
supply and Contractor shall then be responsible for obtaining water
elsewhere.
1.10 Mobilization
.1 Mobilization for the works covered by this Specification shall include the
assembly and transportation to the works Site of all equipment, materials
and personnel necessary to perform the Work. This shall include, but
not be limited to the following items:
Initial site survey (several survey reference points will be provided
by the Owner);
Drilling and downhole survey equipment;
Drilling materials;
Grouting equipment;
Grouting materials;
Procurement of all permits and licenses for the execution of the
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Horizontal Directional Drilling
Section 33 11 02S
Municipal Specifications
Page 5 of 23
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 75 of 101
Works, except for those obtained by the Owner; and Approval by
the Engineer of all preconstruction submittals required by this
Specification;
.2 Mobilization and site preparation shall not be considered complete until
the above equipment has been completely rigged up and in position at
the site and ready to commence work.
1.11 Right of Way
and Work and
Storage Area
.1 The right-of-way configuration is shown on the Drawings forming part
of the Contract Documents. The Contractor is advised that all
operations must be strictly confined to the areas identified unless they
obtain specific permission.
.2 The Contractor shall familiarize themselves with the layout areas and
make such allowances as may be necessary for any stops and
intermediate welds. Any additional working space required by the
Contractor for such uses as pipe(s) layout, Storage of spoil material,
equipment turnarounds, vehicle servicing and fueling yards, access to
the right-of-way and other requirements shall be obtained by the
Contractor at the Contractor's expense and such agreements shall
meet the Owner's requirements. The Contractor shall provide a copy
of all such agreements made with the occupants to the Owner prior to
the use of the additional work areas covered by those agreements.
.3 The pipe shall be installed to the alignment and elevation shown on
the drawings unless approved otherwise. The Owner shall have the
right to make any changes necessary in the location of the proposed
sanitary sewer or appurtenances, and if the change results in
increasing or decreasing the cost of the Contractor in comparison with
what its cost would have been had no change been made, the Contract
Price will be equitably adjusted.
1.12 Access
.1 Access to the site shall be through the existing Municipal Roadways
and Right of ways in accordance with the Contract Documents. The
Contractor shall provide cleared work areas at the entry and exit sites
and shall ensure suitably dry working conditions.
.2 Except as specifically noted herein, uninterrupted vehicle traffic
movement shall be maintained at all times on all public roads and
private access points. The Contractor shall identify within their work
plan the proposed site preparation work, equipment, and procedures
to satisfy this requirement. The Contractor shall be responsible for all
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traffic control, and obtaining traffic control permits and carrying out
their requirements if necessary.
.3 When its operations are conflicting with normal traffic, the Contractor
shall provide suitable detours, at the discretion of the Owner. All
detours shall be clearly marked to the satisfaction of the Engineer. The
Contractor shall furnish and maintain all necessary day and night
warning signs, flares lanterns, barricades and flagmen when working
on near roads, highways, or traffic ways, to protect all persons from
injury and property from damage, and to warn the drivers of vehicles
of the obstruction.
1.13 Fences
.1 Temporary fences shall be erected, and maintained, where necessary,
for the protection of public safety.
1.14 Demobilization
and Restoration
.1 Demobilization shall include the following:
Dismantling and removal of all equipment and material mobilized
by the Contractor.
Disbanding of the Contractor's personnel.
All site restoration and clean up.
Submission of all drilling, inspection, and test records and as-built
drawings to the Engineer.
.2 Restoration shall include cleaning, backfilling, paving and landscaping
with compatible turf (where appropriate) of the entry and exit pits, mud
and cutting separation pits with compacted general fill to pre-
construction conditions, in a manner acceptable to the Engineer.
.3 It is the Contractor's responsibility to remove all construction materials
from work site after completion, and to ensure that the clean-up and
site restoration are in accordance with the environmental requirements
defined herein, and to the satisfaction of the Owner, landowner and/or
occupant and the authority having jurisdiction.
.4 Upon completion of the remaining work, the Contractor shall be
responsible for removal from the site, and satisfactory disposal off site,
of all deleterious materials, including materials from sediment ponds,
excess excavation spoil., organic material, excess construction
materials, brush, broken or cast off machinery, and any other
construction debris. The Contractor shall remove from the work site
all equipment, tools unused materials and accessories used in the
construction.
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.5 No rubbish or garbage may be buried or burnt on any construction site.
It is the responsibility of the Contractor to make their own
arrangements for the disposal of all garbage.
.6 The Contractor shall pump and totally remove all drilling fluids and
cuttings and shall transport and dispose such material at an approved
disposal site in accordance with the environmental requirements
defined herein.
.7 The Contractor shall be responsible for the protection of existing road
pavements during construction and shall be responsible for any
damage to these pavements caused by their operations. The
contractor shall repair and make good the damage at their own
expense to the satisfaction of the Owner, landowner and/or occupant,
or other authorities having jurisdiction over said roads or properties.
.8 In the event that the Contractor is either unwilling or unable to obtain
damage releases for damages incurred by the Contractor off the right-
of-way and working space, the Owner shall have the right to settle such
damages on behalf of the Contractor. The costs of such settlements
shall be subtracted from monies owning to the Contractor.
.9 The Contractor shall be responsible for the supply, placement and
compaction of all materials required to carry out the site restoration
activities described in the Project Documents. Subject to approval by
the Engineer, it may be possible to re-use the existing site fills for the
site restoration activities, providing that they have been suitably
separated and stored.
.10 Upon completion of the Work, the Contractor is responsible for
providing an as-built survey of all the installations for the permanent
records of the Owner.
1.15 Directional
Drilling
Supervision and
Personnel
.1 The Contractor shall ensure that all directional drilling and pull-back
operations are performed with the operation of the equipment and
drilling in subsurface materials similar to those expected to be
encountered within the proposed installation.
1.16 Directional
Drilling
Surveying
.1 The Contractor shall survey the site to accurately establish the entry
points, exit points and azimuths of the pilot hole. The Contractor shall
place and maintain their own benchmarks, survey monuments and
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other positioning aids as required for the duration of the Works. The
Contractor shall be responsible for providing the necessary
construction surveys required for the entire construction work shown
on the drawings.
.2 The Contractor shall be responsible for survey monitoring of the
existing facilities, buried services, and lands as identified in the
Contract Documents.
.3 Upon completion of the Work, the Contractor is responsible for
providing an as-built survey of all the installations for the permanent
records of the Owner.
1.17 Drilling System
.1 DRILLING RIG: The directional drilling machine shall consist of a
hydraulically powered system to rotate push and pull hollow drill pipe
into the ground at a variable angle while delivering a pressurized fluid
mixture to a guidable drill (bore) head. The machine shall be anchored
to the ground to withstand the pulling, pushing and rotating pressure
required to complete the crossing. The hydraulic power system shall
be self-contained with sufficient pressure and volume to power drilling
operations. Hydraulic system shall be free of leaks. Rig shall have a
system to monitor and record maximum pullback pressure during
pullback operations.
The rig shall be grounded during drilling and pullback operations.
There shall be a system to detect electrical current from the drill string
and an audible alarm, which automatically sounds when an electrical
current is detected.
.2 DRILL HEAD: The drill head shall be steerable by changing its rotation
and shall provide the necessary cutting surfaces and drilling fluid jets.
.3 MUD MOTORS (if required): Mud motors shall be of adequate power
to turn the required drilling tools.
.4 DRILL PIPE: Shall be as specified on Contact Drawings
1.18 Drilling Fluid
(Mud) System
.1 MIXING SYSTEM: A self-contained, closed, drilling fluid mixing system
shall be of sufficient size to mix and deliver drilling fluid. The drilling
fluid reservoir tank shall have sufficient capacity to supply volume of
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drilling fluid. Mixing system shall continually agitate the drilling fluid
during drilling operations.
.2 DRILLING FLUIDS: Drilling fluid shall be composed of clean water and
appropriate additives and clay. Water shall be from an authorized
source with a pH of 8.5-10. Water of a lower pH or with excessive
calcium shall be treated with the appropriate amount of sodium
carbonate or equal. The water and additives shall be mixed thoroughly
and be absent of any clumps or clods. No potentially hazardous
material may be used in drilling fluid.
.3 The use of drilling muds or drilling mud additives that contain toxic
constituents is prohibited. Upon award of the Contract, the Contractor
shall supply copies of Material Safety Data Sheets (MSDS) for the
drilling muds and drilling mud additives, which are proposed to be used
during the project for review by the Engineer. By reviewing the MSDS
information to be supplied and submitted by the Contractor, the Owner
and Engineer shall in no way assume responsibility or liability for the
constituents of the drilling mud or drilling mud additives.
.4 Construction and excavation wastes, overburden, soil, drill cuttings or
fluid, or other substances deleterious to aquatic life must be disposed
of or placed in such a manner by the Contractor to prevent their entry
into watercourses.
.5 The Contractor shall recycle and reuse, as much as practically
possible, all drilling muds used in the HDD operations including, but
not limited to, drilling of the pilot hole, reaming of a larger size diameter
hole to facilitate pipeline placement and pulling of the pipeline through
.6 Drilling muds shall be directed or pumped into tank(s) and/or pond(s),
which must be adequately sized to prevent spillage or release of spent
drilling muds from entering watercourses. Upon completion of the
directional drilling activities, the spent drilling muds from entering
watercourses. Upon completion of the directional drilling activities, the
spent drilling mud must be removed from the site and disposed of
offsite to an approved landfill, or other approved facility.
.7 During the drilling of the pilot hole and reaming for the hole opening
operations, the Contractor shall continuously monitor for the potential
loss of drilling fluid by detaining the amount of fluid returned to the drill
pit in front of the drill rig and the quantity of make-up drilling fluid
required in the mixing tanks.
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.8 Line inspection personnel shall be onsite at all times during drilling,
reaming and pipe installation procedures to ensure all preventative
and, if necessary, emergency response measures will be implemented
effectively in the event of a mud release.
.9 The Contractor shall immediately inform the Engineer of any losses in
drilling fluid or losses in drilling fluid pressures and shall immediately
implement emergency response actions as required.
.10 Emergency response equipment necessary to contain drilling fluid
losses shall be onsite and available for immediate use at all times to
contain the movement of the drilling mud.
.11 Once a drill fluid loss is detected, the Contractor shall immediately halt
drilling operations and conduct a detailed examination of the drill path.
If no fluid migration to the ground surface is identified, drilling
operations may resume paying particular attention to drilling fluid
consumption and pressures.
.12 In the event of fluid migration to the surface occurring on land away
from the wetted perimeter of watercourses, the Contractor shall halt
drilling operations immediately, isolate the affected area using
sandbags or other suitable materials, and recover the drilling fluids
using vacuum trucks or mud/trash pumps. The drilling operations can
proceed only after these remedial measures have been taken to the
satisfaction of the Engineer.
.13 In the event of drilling fluid release into watercourses and/or into the
ditch or storm sewer which discharges into the Municipal storm sewer
system, the Contractor shall halt drilling operations immediately and
undertake the following remedial actions:
Contain the drilling muds to prevent further discharge into
watercourses and/or into the ditch. In the case of an instream mud
release, all reasonable efforts shall be made to prevent the
downstream movement of the drilling mud. This may involve the
installation of an instream containment structure.
Notify the Engineer of an inadvertent mud release and advise of the
efforts being undertaken to seal the leaking area and of any
mitigative measures implemented to address environmental
concerns.
Obtain representative water quality samples and photographs of
stations located upstream (control site), immediately downstream
of the drilling mud release location and approximately 500 meters
downstream (depending on creek conditions).
Evaluate the source of the drilling mud release and the location of
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the fracture points(s), and develop a plan for preventing further
release of drilling mud into watercourses and/or the ditch or storm
sewer which discharges into the Municipal storm sewer system.
Develop and implement a cleanup and remedial plan in
consultation with the Ministry of Environment and the Department
of Fisheries and Oceans (DFO).
Water for Hydrostatic Testing and Buoyancy Control: Water to be
used for the hydrostatic pressure testing and to control buoyancy
during pull-through of the pipeline shall be withdrawn from a
municipal fresh water source. The Owner will arrange for a source
of water in the vicinity of the work site.
The Contractor shall dispose of ttest water from the hydrostatic
pressure testing in a manner satisfactory to the Engineer.
.14 DELIVERY SYSTEM: The mud pumping system shall have a sufficient
capacity and be capable of delivering the drilling fluid at a constant
minimum pressure. The delivery system shall have filters in-line to
prevent solids from being pumped into the drill pipe. Connections
between the pump and drill pipe shall be relatively leak-free. Used
drilling fluid and drilling fluid spilled during drilling operations shall be
contained and conveyed to the drilling fluid recycling system. A berm,
minimum of 300 MM high, shall be maintained around drill rigs, drilling
fluid mixing system, entry and exit pits and drilling fluid recycling
system to prevent spills into the surrounding environment. Pumps and
or vacuum truck(s) of sufficient size shall be in place to convey excess
drilling fluid from containment areas to storage and recycling facilities.
.15 DRILLING FLUID RECYCLING SYSTEM: The drilling fluid recycling
system shall separate sand, dirt and other solids from the drilling fluid
to render the drilling fluid re-usable. Spoils separated from the drilling
fluid be stockpiled for later use or disposal.
1.20 Other
Equipment:
.1 PIPE ROLLERS: Pipe rollers shall be of sufficient size to fully support
the wight of the pipe while being hydro-tested and during pullback
operations. Sufficient number of rollers shall used to prevent excess
sagging of pipe.
.2 PIPE RAMMERS: Hydraulic or pneumatic pipe rammers may only be
used if necessary and with the authorization of Engineer.
.3 RESTRICTIONS: Other devices or utility placement systems for
providing horizontal thrust other than those previously defined in the
preceding sections shall not be used unless approved by the Engineer
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prior to commencement of the work. Consideration for approval will be
made on an individual basis for each specified location. The proposed
device or system will be evaluated prior to approval or rejection on its
potential ability to complete the utility placement satisfactorily without
undue stoppage and to maintain line and grade within the tolerances
prescribed by the particular conditions of the project.
1.21 Submittals
.1 The Contractor shall submit the following items for review and approval
by the Engineer. Approval of the submittal by the Engineer shall be
obtained prior to ordering pipe materials and/or the start of the HDD
operations.
.1 WORK PLAN: Prior to beginning work, the Contractor must submit to
Engineer a work plan detailing the staging area and procedure and
schedule to be used to execute the project. The work plan should
include a description of all equipment to be used, down-hole tools, a
list of personnel and their qualifications and experience personnel and
their qualifications and experience (including back-up personnel in the
event that an individual is unavailable), list of subcontractors, a
schedule of work activity, a safety plan (including MSDS of any
potentially hazardous substances to be used), traffic control plan (if
applicable), an environmental protection plan and contingency plans
for possible problems. Work plan should be comprehensive, realistic
and based on actual working conditions for this particular project. Plan
should document the thoughtful planning required to successfully
complete the project.
.2 EQUIPMENT: Contractor will submit specifications on directional
drilling equipment. Equipment shall include but not be limited to:
drilling rig, mud system, mud motors (if applicable), down-hole tools,
guidance system, rig safety systems. Calibration records for guidance
equipment shall be included. Specifications for any drilling fluid
additives that Contractor intends to use or might use will be submitted.
.3 MATERIAL: Specifications on material to be used shall be submitted
to Engineer. Material shall include the pipe, fittings and any other item,
which is to be an installed component of the project.
.4 Descriptions of methods to control and dispose of ground water, spoil,
temporary shoring, and other materials encountered in the
maintenance and construction of pits and shafts.
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.5 Shaft dimensions, location, surface construction, profile, depth,
method of excavation, shoring, bracing, and thrust block design.
.6 Pipe design data and specifications.
.7 A description of the grade and alignment control system.
.8 Description of lubrication and/or grouting system.
.9 Layout plans and description of operational sequence.
.10 Contingency plans for approval for the following potential conditions:
damage to pipeline structural integrity and repair; loss and return to
line and grade; and loss of ground.
.11 Procedures to meet all applicable WorkSafeBC requirements. These
procedures shall be submitted for a record purpose only and will not
be subject to approval by the Engineer. At a minimum, Contractor shall
provide the following:
a) Protection Equipment.
b) Protection against soil instability and ground water inflow.
c) Safety for shaft access and exit, including ladders, stairs,
walkways, and hoists.
d) Protection against mechanical and hydraulic equipment operations,
and for lifting and hoisting equipment and material.
e) Ventilation and lighting.
f) Monitoring for hazardous gases.
g) Protection against flooding and means for emergency evacuation.
h) Protection of shaft, including traffic barriers, accidental or
unauthorized entry, and falling objects.
i) Emergency.
j) Safety supervising responsibilities.
1.22 Subsurface
Conditions
.1 All subsurface investigations deemed necessary by the Contractor to
complete the work shall be included at no additional cost to the Owner.
Copies of all reports and information obtained by the Contractor shall
be provided to the owner.
.2 Unless otherwise specified, all existing surface improvements
damaged or removed as a result of drilling operations shall be restored
to their original conditions
1.23 Measurement
for Payment
.1 All units of measurements for payment will be as specified herein
unless shown otherwise in Form of Tender. If not shown in Form of
Tender, works are deemed to be incidental to other items of work.
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.2 Form of Tender describes separate payment items for various sections
of pipeline consistent with pipe diameters.
.3 The unit price per lineal meter for horizontal directional drilling shall
include full compensation for grouting and lubricants; providing
receiving or recovery shafts including excavation,
disposal,
dewatering,
backfill
and
replacement
of
surface
or
other
improvements; furnishing and installing pipe, excavating, and disposal
of materials encountered by installation of the pipe; and all other work
appurtenant to drilling within the limits described in the Contract
Documents.
.4 Horizontal measurements will be made along the centerline of the pipe.
Payment will include supply of all materials, labor and equipment
required to perform the installation, mobilization, cleanup, after
construction video inspection tapes with logs to Owner's standards and
all other work and materials necessary to complete the installation as
shown on Contract Drawings and specified herein.
.5 No separate payment will be made for excavation or pits.
.6 No separate payment will be made for diverting and pumping around
the pipe being installed.
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PART 2 PRODUCTS
2.1 Pipe
.1 All pipe used for horizontal directional drilling shall be:
300mm IPEX FUSABLE BRUTE FUSED-JOINT DR18 PVC PIPE
(CIOD). Fusible PVC pipe shall be certified to CSA B137.3 and
NSF61 and conform to AWWA C900 or AWWA C905. Testing shall
be in accordance with CSA B137.3 and AWWA standards for all
pipe types.
.2
All pipe shall be made of virgin material. No reworked material except
that obtained from the manufacturer's own production of the same
formulation shall be used
.3
The pipe shall be homogenous throughout and shall be free of cracks,
holes, foreign material, blisters or other deleterious faults.
.4
Material color shall be blue.
.5
Damaged pipe shall be removed. Other methods of repairing the
damaged conduit may be used, as recommended by the manufacturer
and approved by the Engineer.
.6
The pipe manufacturer's design pipe loads shall not be exceeded
during the installation process. The pipe shall be designed to take full
account of all temporary installation loads. The pipe materials
acceptable for drilling will be specified in the Contract Documents.
.7
The maximum pulling capacity used shall not exceed the allowable
pulling capacity of the pipe that has a minimum factor of safety of 2.0.
.1 Compliance
.1 Test for compliance with this specification shall be made in accordance
with the applicable ASTM Specification. Upon request, a certificate
shall be furnished by the manufacturer for all material furnished under
this specification. The Contractor shall submit, for approval, the
manufacturer's specific technical data with the complete information
on resin, physical properties and pipe dimensions pertinent to this
project. Polyethylene plastic pipe and fittings will be rejected if they fail
to meet any requirements of this specification.
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PART 3 EXECUTION
3.1 General:
.1 The Contractor shall implement the approved installation plan, and the
approved plan submittals to monitor ground movement.
.2 Codes and Standards. In addition to all codes and standards
referenced elsewhere in the Contract Documents, all materials and
equipment supplied, and work performed herein shall conform to the
latest edition of the applicable industry codes, standards, references
and recommended practices listed below. In case of conflict, the
requirements of this specification shall prevail.
.3 The Engineer must be notified 48 hours in advance of starting work.
The Directional Bore shall not begin until the Engineer is present at the
job site and agrees that proper preparations for the operation have
been made.
.4 The Engineer approval for beginning the installation shall in no way
relieve the Contractor of the ultimate responsibility for the satisfactory
completion of the work as authorized under the Contract. It shall be
the responsibility of Engineer to provide inspection personnel at such
times as appropriate without causing undue hardship by reason of
delay to the Contractor.
.5 Existing Facilities and Constraints
The Contractor shall be responsible for identifying the specific
requirements, features, and constraints that may affect the
equipment and procedures used for working around equipment and
facilities at this site. The Contractor shall receive no additional
compensation for extra work, equipment and expenses incurred in
overcoming site constraints and location of buried facilities,
including temporary and/or permanent relocation of utilities which
may be required to carry out work.
The Contractor is responsible for identifying, locating, and confining
all utilities (i.e. water lines, overhead and/or below ground power,
irrigation, fiber optic and telephone, etc.), as required, along and on
either side of the work areas. Unless otherwise instructed, the
Contractor shall notify Owners of all the utilities, and shall comply
with their requirements. All excavations within 1.5 m of buried
utilities shall be performed using manual methods.
.6
The Contractor shall be responsible for any damage to overhead and
underground utilities, roadways, and rail tracks caused by their
operations and shall repair and make good the damage at their own
expense and in a timely manner.
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3.2 Personnel
Requirements:
.1 All personnel shall be fully trained in their respective duties as part of
the directional drilling crew and in safety. Each person must have at
least 2 years directional drilling experience. A responsible
representative who is thoroughly familiar with the equipment and type
work to be performed, must be in direct charge and control of the
operation at all times. In all cases the supervisor must be continually
present at the job site during the actual directional Bore operation. The
Contractor shall have a sufficient number of competent workers on job
at all times to ensure the Directional Bore is made in a timely and
satisfactory manner.
3.3 Drilling
Procedure
.1 The Contractor shall carry out clearing, grubbing and stripping, as
necessary, and shall create a suitable working area of sufficient
dimensions to accommodate the drill rig, mud pits and tanks, mud
pumps, and other work site equipment.
.2 The Contractor shall erect sandbag barriers, or alternative system
approved by the Engineer, around the drill rig, mud pumps, mud pits
and tanks, and the entry and exit pits. The sandbag barriers shall be
a minimum of three (3) layers deep and shall adequately contain any
anticipated fluid spillage.
.3 DRILL PATH SURVEY: Entire drill path shall be accurately surveyed
with entry and exit stakes placed in the appropriate locations. If
Contractor is using a magnetic guidance system, drill path will be
surveyed for any surface magnetic variations or anomalies
.4 ENVIRONMENTAL PROTECTION: Contractor shall place silt fence
between all drilling operations and any drainage, wetland, waterway or
other area designated for such protection by contract documents,
provincial, federal and local regulations. Additional environmental
protection necessary to contain any hydraulic or drilling fluid spills shall
be put in place, including berms, liners turbidity curtains and other
measures. Contractor shall adhere to all applicable environmental
regulations. Fuel may not be stored in bulk containers within 60 meters
of any water-body or wetland.
.5 SAFETY: Contractor shall adhere to all applicable provincial, federal
and local safety regulations and all operations shall be conducted in a
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safe manner. Safety meetings shall be conducted at least weekly with
a written record of attendance and topic submitted to Engineer.
.6 PIPE: Pipe shall be welded/fused together in one length, if space
permits. Engineer may request that welds be X-rayed prior to being
placed in bore hole. Pipe will be placed on pipe rollers before pulling
into bore hole with rollers spaced close enough to prevent excessive
sagging of pipe.
3.4 Surface Casing
.1 In order to facilitate the HDD installation, a steel surface casing may
be required at the entry site, the exit site, or both. The requirement for
casings shall be determined by the Contractor, and shall be included
in the Contract Price. If required, the casings shall be of large enough
diameter to permit the passage of the final hole opener and product
pipe.
3.5 Directional Drill
Hole Alignment
and Profile
.1 The plan and profile for the pilot hole shall be as shown on the
Drawings. An alternate drill path may be designed by the Contractor.
The Contractor's design shall meet the criteria for the entry and exit
angles specified herein in order to match the tie-in connections at the
entry and exit locations.
.2 if an alternate drill path is proposed, it shall be submitted with
supporting pulling loads and pipe stress calculations to the Engineer
for approval. The Contractor's proposed drill path will be reviewed by
the Engineer. The Engineer's decision on acceptability of any
alternative shall be final. The Engineer's acceptance of the
Contractor's proposal shall be with respect to general installation and
operating considerations only, and shall not be construed in any way
as relieving the Contractor of any of their obligations under the
Contract.
.3 The final plan and profile for the pilot hole shall be designed by the
Contractor within the following constraints, unless prior written
approval is obtained from the Engineer for variances.
.4 The tightest compound radius of the directional drilling trajectory shall
be not less 100 meters, or as otherwise shown on design drawings as
governed by drill rod or pipe minimum bending radius. The drilled
radius shall be calculated over any three-joint segment.
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.5 The planned pipe alignment shall be centered within the identified
right-of-ways and/or land leases.
.6 The excavation for the drill entry and exit pits, and selection and any
regarding of the pipe lay-down area, shall be developed to avoid a
sudden radius change of the pipe, and consequent excessive
deformation at these locations.
3.6 Joining PVC Pipe
.1 The PVC Fusion contractor must be identified in the tender documents
and the Fusion Technician shall be fully qualified by IPEX to fuse
fusible PVC Pipe of the type(s) and size(s) being used. Qualification
shall be current as of the actual date of the tender and of fusion on the
project.
3.7 Directional Drill
Hole Control
.1 The Contractor shall utilize an approved surface tracking system and
a downhole steering system to monitor the position of the drill string
and compute the position in the x,y, and z axes relative to ground
surface a minimum of once per length of drill pipe drilled (every 10m).
Deviations between the recorded position of the drill string and the
specified position of the drill string shall be documented and
immediately brought to the attention of the Engineer.
.2 The Engineer shall have access to the Contractor's down hole survey
and data at all times and shall be provided with an as-built copy upon
completion of the pilot hole.
3.8 Directional Drill
Hole Vertical and
Horizontal
Tolerances
.1 The required directional tolerances are critical to facilitate the ultimate
objective of installing the pipe as specified. The Contractor shall
therefore maintain directional control at all times during pilot hole
drilling within the following tolerances:
.2 VERTICAL TOLERANCES: +/- 75 mm from the centerline of the
planned drill path profile.
.3 HORIZONTAL TOLERANCES: within right-of-ways, and maximum
+0.5 meters or -0.5 meters from the centerline of the planned drill path
plan alignment.
.4 ENTRY POINT LOCATION: It is envisaged that the pilot hole will enter
the ground from the entry point as shown on the Drawings. The
Contractor may propose an alternate configuration, but this will be
subject to review by the Engineer and other affected parties for
changes and acceptability. And may not be accepted. The Engineer's
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Horizontal Directional Drilling
Section 33 11 02S
Municipal Specifications
Page 20 of 23
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 90 of 101
decision in regard to alternate entry point locations will be final. Should
the Contractor's alternate proposal not be accepted, they shall locate
the entry point as shown on the Drawings, and carry out the work for
the agreed Contract Price and schedule, without any additional cost to
the Owner
.5 CURVE RADIUS: The Contractor shall ensure that the maximum
degree of deviation, or "dog-leg", in the pilot hole is less than 4.0
degrees or less over any 3 joint segments measured by the minimum
curvature method. In the event of any deviation exceeding 2.0
degrees, the Contractor shall pullback the re-drills to meet the
specifications at the Contractor's cost. If necessary, the Contractor
shall plug back with cement in order to re-drills to meet the
specifications at the Contractor's cost. If necessary, the Contractor
shall plug back with cement in order to re-drill any portion of the hole
to meet these criteria at the Contractor's cost.
.6 At the completion of pilot hole drilling, the Contractor shall provide to
the Engineer an as-built drawing drawn in AutoCAD 2010 or higher
format and tabulation that defines and locates the coordinates of the
drilled hole throughout its length. This shall include a copy of survey
data.
.7 All welding by Contractor or surface casing shall be in accordance with
CSA Z622-96 specifications and shall likewise be x-rayed by the
Contractor if desired by the Engineer.
.8 Pilot hole shall be drilled on bore path with no deviations greater than
5% of depth over a length of 30 meters. In the event that pilot does
deviate from bore path more than 5% of depth in 30 meters, contractor
will notify Engineer and Engineer may require contractor to pull-back
and re-drill from the location along bore path before the deviation. In
the event that a drilling fluid fracture, inadvertent returns or returns loss
occurs during pilot hole drilling operations, contractor shall cease
drilling, wait at least 30 minutes, inject a quantity of drilling fluid with a
viscosity exceeding 120 seconds as measured by a March funnel and
then wait another 30 minutes.
If mud fracture or returns loss continues, contractor will cease
operations and notify Engineer, Engineer and contractor will discuss
additional options and work will then proceed accordingly.
.9 HOLE EXIT LOCATION. The Contractor shall obtain written
confirmation from the Engineer that the actual exit location is within the
specified tolerances prior to reaming. If necessary, the Contractor
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Horizontal Directional Drilling
Section 33 11 02S
Municipal Specifications
Page 21 of 23
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 91 of 101
shall plug back with cement grout and re-drill pilot hole to exit within
the specified tolerances.
.10 REAMING: Upon successful completion of pilot hole, contractor will
ream bore hole to 25% to 50% (depending on ground conditions)
greater than outside diameter of pipe using the appropriate tools.
Contractor will not attempt to ream at one time more than the drilling
equipment and mud system are designed to safety handle.
.11 DRILLING FLUID CONTROL. The Contractor shall carry out the work
in such a manner as to minimize the possibility of drilling fluid loss to
the environment, or break outs of drilling fluid to surface.
.12 PIPE STRINGING, FABRICATION AND PRE-TESTING OF WATER
MAIN. The Contractor shall string the fabricate the pipe in sufficient
length such that any elastic strain recover in the pipe after pull back
can be accommodated for and that installation is completed as shown
on the drawings. Depending on the scheduling and approach to the
work, it may not be possible to assemble the pipes in one continuous
length for pulling. Prior to pull back, each section of pipe shall be
pressure tested as specified unless specified otherwise.
.13 PULL-BACK: Immediately upon completion of the cleaning pass(es)
the Contractor shall, as soon as possible, rig up and commence the
pull back operations. The pullback operation shall be continuous
without interruption until completed, except for planned intermediate
pipe joints. The Contractor shall have on hand sufficient labor and
equipment to minimize the length of time taken for making the pipe
joints.
Pipe pull back length shall be determined to ensure that tensile pull
stresses of the pipe are not exceeded.
The pull section shall be supported with cranes, side booms and pipe
rollers as it proceeds during pull back so that it moves freely without
damaging the pipe or any coating.
Cranes or extended side booms shall be used where necessary to
provide sufficient clearance over roadways, railway and access roads
to allow safe uninterrupted traffic during the entire pull back operations.
The Contractor shall, at their expense, provide equipment to
continuously monitor the pulling forces during the pull back operations.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Horizontal Directional Drilling
Section 33 11 02S
Municipal Specifications
Page 22 of 23
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 92 of 101
A record indicating break out force and average pull force for each drill
stem shall be kept along with the start and stop times.
The Contractor shall pull a sufficient length of pipe such that any elastic
strain recovery in the pipe after pull-back can be accommodated for,
and that the ends of the pipe are terminated at the specified elevations
in preparation for the tie-in connections at the entry and exit points as
per the drawings.
The Contractor is responsible for any damage to the pipe during the
work. The Engineer will inspect the first 10 meters of pipe coming out
of the hole on the rig side for any damage and if damage is observed,
the Contractor will be required to submit a plan to the Engineer
outlining proposed remedial measures and then implement the
remedial measures, at the Contractors expense.
.15 BUOYANCY CONTROL: The Contractor shall make provisions for
buoyancy control during the pull back operations. The weight of the
pipe and contents shall be controlled as it is pulled through the hole to
minimize the pulling forces, and maintain them within the specified pipe
tolerances and those established by the Contractor in their design.
After successfully reaming bore hole to the required diameter,
contractor will pull the pipe through the bore hole. In front of the pipe
will be swivel and reamer to compact bore hole walls. Once pullback
operations have commenced, operations must continue without
interruption until pipe is completely pulled into the borehole. During
pullback operations contractor will not apply more than the maximum
safe pipe pull pressures at any time. In the event that pipe becomes
stuck, contractor will cease pulling operations to allow any potential
hydro-lock to subside before re-commencing pulling operations. If
subside before re-commencing pulling operations. If pipe remains
stuck, contractor will notify Engineer. Engineer and contractor will
discuss options and then work will proceed accordingly.
Once the hole has been reamed to full diameter, the Contractor shall
pull back the water main and insert into the reamed hole. The
Contractor shall ensure the ends of the sanitary sewer main are
terminated at the specified elevations in preparation for the tie-in
connections at the entry and exit points as per drawings.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Horizontal Directional Drilling
Section 33 11 02S
Municipal Specifications
Page 23 of 23
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 93 of 101
The Contractor shall ensure that during the pull back of the pipe, that
the pipe is hydrostatically sealed so as to prevent ingress of any
material into the pipeline.
Upon completion of installation, the Contractor shall conduct final
hydrostatic pressure tests on the fully water main.
The Contractor shall be responsible for the supply and disposal of test
water from the designated source, subject to the specifications
included herein, and any other applicable regulatory requirements
3.10 Site
Restoration
.1 Following drilling operations, contractor will de-mobilize equipment
and restore the work-site to original or better condition. All
excavations will be backfilled and compacted to 95% of original
density.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Horizontal Directional Drilling
Section 33 11 02S
Municipal Specifications
Page 24 of 1
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 94 of 101
2.3
Service Connections
Add:
.11
Inspection Chambers to be installed as per City Supplement Standard
Drawing SAN-6 and lids shall be coloured red.
2.4
Concrete
Replace:
.2
Concrete to be a minimum compressive strength of 25mPa at 28 days.
2.5
Granular Pipe Bedding and Surround Material
Add:
.3
Trench dams as specified on the contract drawings.
3.6
Pipe Installation
Replace:
.3
Horizontal tolerances: plus or minus 10 mm from specified alignment;
Vertical tolerances: plus or minus 5 mm from specified grade. Reverse
grade is not acceptable
Replace:
.6
Joint and Pipe deflection not permitted unless otherwise approved by the
City Engineer.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Sanitary Pipe Relining
Section 33 30 02S
Municipal Specifications
Page 1 of 5
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 95 of 101
PART 1 GENERAL
1.1
General
.1
The works specified in the section consists of furnishing and installing underground
utilities using the manual relining method of installation. This work shall include all
services, equipment, materials, and labor for the complete and utilities and
environmental protection and restoration.
.2
This section must be referenced to and interpreted simultaneously with all other
sections pertinent to the works described herein.
1.2
Related Work
.1
Traffic Control, Vehicle Access, and Parking
Section 01 55 00
.2
Excavating, Trenching, and Backfilling
Section 31 23 01
.3
Trenchless Sewer Pipe Bursting
Section 33 05 23
.4
Cured in Place Pipe Liners
Section 33 05 24
.5
Sanitary Sewer
Section 33 30 01
.6
Manholes & Catchbasins
Section 33 44 01
1.3
Definitions
.1
Outside Diameter-- (OD) The average measured distance in a straight line from
one point on the outer wall of the pipe, through its center, to an opposite point also
on the outside of the pipe.
.2
Inside Diameter-- (ID) The average measured distance in a straight line from one
point on the inner wall of the pipe, through its center, to an opposite point also on
the inside of the pipe.
1.4
Quality Assurance
.1
The Contractor shall, at their expense, provide equipment to continuously monitor
the pulling forces during the pipe pull through pulling operations.
.2
The Contractor shall pull a sufficient length of pipe such that any elastic strain
recovery in the pipe after pull-back can be accommodated for, and that the ends
of the pipe are terminated at the specified elevations in preparation for the tie-in
connections at the entry and exit points as per the contract drawings.
.3
The Contractor is responsible for any damage to the pipe during the work. All
remedial works are to be at the Contractors expense.
.4
In the event that pipe becomes stuck, the contractor will cease pulling operations
to allow any potential hydro-lock to subside before re-commencing pulling
operations. If pipe remains stuck, contractor will notify the Engineer. Engineer and
contractor will discuss options and then work will proceed accordingly.
.5
The Contractor shall submit for approval the following information to the Contract
Administrator for each manhole-to-manhole section at least seven (7) days prior to
the commencement of any work:
.1
Proposed sequence of construction.
.2
Location and dimensions of entry and exist pits including staging areas and
pipe storage areas.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Sanitary Pipe Relining
Section 33 30 02S
Municipal Specifications
Page 2 of 5
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 96 of 101
.3
Method of dewatering including disposal (if required).
.4
Bypass pumping arrangement (in required).
.5
Method of pulling and description equipment.
.6
Copy of certificate for fusion equipment operator listing fusion training and
training organization.
.7
HDPE pipe manufacturer's recommended fusion procedures including
point interfacial pressures and heater temperature.
.8
Maintenance records and pressure gauge calibration for fusion machine.
.9
Maximum permissible tensile forces on HDPE.
.10
Details of selected lubrication product.
.11
Traffic management plan.
.12
Safety procedures and certificate of satisfactory first aid training.
.13
Sediment and lubrication control details.
.14
Schedule of expected interruptions and reconnect time.
.15
Method of construction and restoration of existing sewer to services and
manhole connections.
1.5
Codes and Standards
.1
In addition to all codes and standards referenced elsewhere in the Contract
Documents, all materials and equipment supplied and work performed herein shall
conform to the latest edition of the applicable industry codes, standards, references
and recommended practices listed below. In case of conflict, the requirements of
this specification shall prevail.
- ASTM F-714: Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-
PR). Based on outside diameter.
- ASTM D-1248: Standard Specification for Polyethylene Plastics Molding and
extrusion Materials.
- ASTM D-3350: Standard Specification for Polyethylene Plastics Pipe and
Fittings Materials. CSA B137.1: Polyethylene Pipe Tubing and Fittings for Cold
Water Pressure Services.
- ASTM D-3505: Standard Specification for Polyethylene (PE) Plastic Pipe (SDR-
PR). Based on Controlled Outside Diameter.
- ISO 9002: Model for Quality Assurance in Production and Installation.
- ASTM D-2657: Heat Joining Polyolefin Pipe and Fittings.
1.6
Materials Supplied by the Owner
.1
The Owner will provide the Right of Way for the work and the Work and Storage
Areas.
.2
The Owner will provide water at a source near the site. The Contractor shall provide
an approved valve through which they can draw water. The hydrant valve and/or
hydrant shall not be used to control water. The hydrant shall be securely closed
when no work is actively being carried out. Water shall not be wasted; if it is, the
Engineer may terminate the supply and the Contractor shall then be responsible
for obtaining water elsewhere.
1.7
Mobilization
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Sanitary Pipe Relining
Section 33 30 02S
Municipal Specifications
Page 3 of 5
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 97 of 101
.1
Mobilization for the works covered by this Specification shall include the assembly
and transportation to the works Site of all equipment, materials and personnel
necessary to perform the Work. This shall include, but not be limited to the following
items:
-
Relining materials
-
Relining Equipment
-
Grouting equipment
-
Procurement of all permits and licenses for the execution of the Works, except
for those obtained by the Owner; and Approval by the Engineer of all
preconstruction submittals required by this Specification.
.2
Mobilization and site preparation shall not be considered complete until the above
equipment has been completely rigged up and in position at the site and ready to
commence work.
1.8
Right of Way and Work and Storage Area
.1
The contractor is responsible for abiding to both City of Salmon Arm and Ministry
of Transportation and Infrastructure bylaws, regulations or as otherwise outlined in
subsequent permits. The Contractor is advised that all operations must be strictly
confined to the areas identified unless they obtain specific permission.
.2
The Contractor shall familiarize themselves with the layout areas and make such
allowances as may be necessary for any stops and intermediate welds. Any
additional working space required by the Contractor for such uses as pipe(s)
layout, Storage of spoil material, equipment turnarounds, vehicle servicing and
fueling yards, access to the right-of-way and other requirements shall be obtained
by the Contractor at the Contractor's expense and such agreements shall meet the
Owner's requirements. The Contractor shall provide a copy of all such agreements
made with the occupants to the Owner prior to the use of the additional work areas
covered by those agreements.
.3
The pipe shall be installed to the alignment and elevation shown on the drawings
unless approved otherwise. The Owner shall have the right to make any changes
necessary in the location of the proposed sanitary sewer or appurtenances, and if
the change results in increasing or decreasing the cost of the Contractor in
comparison with what its cost would have been had no change been made, the
Contract Price will be equitably adjusted.
1.9
Access
.1
Access to the site shall be through the existing Municipal Road ways and Right of
ways in accordance with the Contract Documents. The Contractor shall provide
cleared work areas at the entry and exit sites, and shall ensure suitably dry working
conditions.
.2
Except as specifically noted herein, uninterrupted vehicle traffic movement shall be
maintained at all times on all public roads and private access points. The
Contractor shall identify within their work plan the proposed site preparation work,
equipment, and procedures to satisfy this requirement. The Contractor shall be
responsible for all traffic control and obtaining traffic control permits and carrying
out their requirements if necessary.
.3
When its operations are conflicting with normal traffic, the Contractor shall provide
suitable detours, at the discretion of the Owner. All detours shall be clearly marked
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Sanitary Pipe Relining
Section 33 30 02S
Municipal Specifications
Page 4 of 5
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 98 of 101
to the satisfaction of the Engineer. The Contractor shall furnish and maintain all
necessary day and night warning signs, flares lanterns, barricades and flagmen
when working on near roads, highways, or traffic ways, to protect all persons from
injury and property from damage, and to warn the drivers of vehicles of the
obstruction.
1.10
Measurement and Payment
.1
All units of measurement for payment will be as specified herein unless shown
otherwise in Form of Tender. If not shown in Form of Tender, works are deemed
to be incidental to other items of work.
.2
Measurement for payment for sewer relining will be made in lineal meters for each
payment item described in Form of Tender.
.3
Measurement for payment for sewer relining will be made based on center to
center distances between manholes as measured in the field by Engineer's
Inspector and verified by the Contractor. An amount totaling 10% of agreed length
will be withheld from payment until final post lining and post sealing CCTV
inspection reports have been received and reviewed for acceptance by the
Engineer. CCTV inspection reports must be received by the Engineer no later than
two (2) weeks after completion of works.
2.1
Pipe
.1
All pipe used for horizontal directional drilling shall be:
-
175mm High Density Polyethylene (HDPE) DR 32.5.
.2
All pipe shall be made of virgin material. No reworked material except that obtained
from the manufacturer's own production of the same formulation shall be used.
.3
The pipe shall be homogenous throughout and shall be free of cracks, holes,
foreign material, blisters or other deleterious faults.
.4
Material color shall be black.
.5
Damaged pipe shall be removed. Other methods of repairing the damaged conduit
may be used, as recommended by the manufacturer and approved by the
Engineer.
.6
The pipe manufacturer's design pipe loads shall not be exceeded during the
installation process. The pipe shall be designed to take full account of all temporary
installation loads. The pipe materials acceptable for relining will be specified in the
Contract Documents.
.7
The maximum pulling capacity used shall not exceed the allowable pulling capacity
of the pipe that has a minimum factor of safety of 2.0.
3.1
Joining Polyethylene Pipe
.1
Polyethylene pipe shall be joined by thermal butt fusion in accordance with ASTM
D2657 and as recommended by the pipe manufacturer. The temperature of the
heater plate shall not exceed 210°C +/-5°C, 410°F +/10°F, and the joining pressure
shall not exceed 172 kpa, 25psi of projected end area excluding an allowance for
friction.
.2
Polyethylene pipe shall be joined to other systems by means of an assembly
consisting of polyethylene stub end, but fused to pipe, a backup flange of ductile
iron in accordance with ANSE B16.11 B16.5 modified as recommended by pipe
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Sanitary Pipe Relining
Section 33 30 02S
Municipal Specifications
Page 5 of 5
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 99 of 101
supplier. 316 Stainless steel bolts, and neoprene or red rubber gasket cut to fit the
joint. Care shall be taken to draw up the butts uniformly.
3.2
Pipe Installation
.1
The Contractor shall be responsible for the installation of the pipe and all
associated work unless specified otherwise. The method of installation will depend
on the type of liner used. The handling and installation of the pipe shall be in
accordance with the manufacturer's specifications.
.2
Line obstructions:
.1
The Contractor shall be responsible for clearing any line obstructions such as
solids, protruding connections, broken pipe or roots that will prevent the
insertion of the liner. If inspection reveals an obstruction that cannot be
removed by 'no dig' techniques, the Owner will make a point excavation to
uncover, remove or repair the obstruction.
.2
The Contractor will not be reimbursed for damages or lost time while the
Owner completes the point excavation and repair.
.3
Complete CCTV inspection before liner installation in accordance with
Specification 33 01 30.1, submit pre-lining inspection recording / DVD and
report to Contract Administrator with post-lining final inspection recording /
DVD and reports.
.3
The finished pipe shall be continuous over the entire length on an insertion run and
shall be free from visual defects such as foreign inclusions, dry spots, pinholes and
delamination.
.4
The pipe ends in the manhole shall be tight fitting and shall require application of
a watertight sealing product at the terminal points. The sealing product shall be
compatible with the pipe. Any lip or obstruction created by the pipe shall be gently
tapered. The liner ends shall not obstruct sewerage flow.
END OF SECTION
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Sanitary Pipe Relining
Section 33 30 02S
Municipal Specifications
Page 6 of 1
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 100 of 101
2.6
Service Connections
Replace:
.1
Storm sewer service connections to be 150 mm minimum diameter;
maximum diameter as specified on the Contract Drawings.
Replace:
.2
Storm sewer service connections 150 mm diameter to be PVC type PSM
DR 28 sewer pipe.
Add:
.11
Inspection Chambers to be installed as per City Supplement Standard
Drawing ST-6 and lids shall be coloured green.
2.8
Concrete
Replace:
.2
Concrete to be a minimum compressive strength of 25mPa at 28 days.
2.9
Granular Pipe Bedding and Surround Material
Add:
.3
Trench dams as specified on the contract drawings.
3.6
Pipe Installation
Replace:
.3
Horizontal tolerances: plus or minus 20 mm from specified alignment;
Vertical tolerances: plus or minus 10 mm from specified grade. Reverse
grade is not acceptable
Replace:
.6
Joint and Pipe deflection not permitted unless otherwise approved by the
City Engineer.
Subdivision and Development Servicing Bylaw No. 4293
Schedule B, Part 3 - Construction Specifications
CoSA Supplemental Master
Manholes
Section 33 44 01S
Municipal Specifications
and Catchbasins
Page 1 of 1
City of Salmon Arm Bylaw No. 4293 - Schedule B, Part 3
Page 101 of 101
2.1
Materials
Add:
.7.4
Cover must be labelled with the appropriate utility: "SANITARY",
"STORM", or "WATER".
Add:
.24
Fiberglass Manhole Liners
.1
Fibreglass manhole liners shall be one piece consisting of unlayered
homogeneous fibreglass reinforced plastic with full flow channels with
side walls to crown of pipe, watertight gasketed bells graded and
aligned to comply with design to suit specified pipe, inner surface of
liner benching to have anti skid surface, outer surface of liner to be
sand coated and to have sufficient steel spirals bonded to the
fibreglass reinforced plastic to assure a continuous physical
connection to the concrete base.
.2
Pre benched manhole fibreglass reinforced plastic liners as specified
on the contract drawings and in accordance with the Manufacturer's
specifications.
Add:
.25
Trapping Hoods: All catchbasin leads to be supplied with trapping hoods
within the catchbasin which shall be 200mm diameter aluminum.
Add:
.26
Orifice Control Devices shall be installed as per approved engineering
drawings.
Adopted by Council: June 26, 2023
Subdivision and Development Servicing Bylaw No. 4293
Schedule "C"
CITY OF SALMON ARM
FORMS
Subdivision and Development Services Bylaw No. 4293
Table of
Schedule C - Standard Forms
Contents
City of Salmon Arm Bylaw No. 4293 - Schedule C
CONTENTS
F-1
Permission to Construct
F-2
Certificate of Inspection
F-3
Certificate of Inspection - Strata Subdivision
F-4
Certificate of Substantial Completion
F-5
Certificate of Completion
F-6
Certificate of Final Acceptance
F-7
Private Well Certification
F-8
Professional Assurance Certificate
F-9
Form of Letter of Credit
F-10
Hydrant Flow Test Report Form (Available in Excel format from CSA)
F-11
Flushing / Testing / Disinfection Report
Subdivision and Development Services Bylaw No. 4293
Form F-1
Schedule C - Standard Forms
Permission to Construct
PERMISSION TO CONSTRUCT
Authorization to proceed with construction is hereby granted to:
NAME OF DEVELOPER:
ADDRESS:
For the works described generally as:
Authorized Start Date:
Estimated Completion Date:
Check the following:
Construction plans approved
Certificates of insurance received
Waterworks Construction Permit (provided by Interior Health Authority)
Security deposit has been paid
A Servicing Agreement has been completed - No. __________________
Latecomer Waiver/Agreement adopted
Design Engineer
Contact:
Business Tel:
Special Conditions:
CITY ENGINEER
c.c. Contractor
File No: ________________________
Subdivision and Development Services Bylaw No. 4293
Form F-2
Schedule C - Standard Forms
Certificate of Inspection
CERTIFICATE OF INSPECTION
I hereby certify that all engineering and construction services, required under Subdivision and
Development Servicing Bylaw No. 4163 of the City of Salmon Arm for the subdivision of:
LEGAL DESCRIPTION: _______________________________________________________
PROJECT NO: ______________________________________________________________
Which services were designed by:
NAME OF FIRM: _____________________________________________________________
ADDRESS: _________________________________________________________________
And approved for construction on drawing numbers:
Drawing No.
Date
Drawing No.
Date
Have been inspected by or under the direction of:
I further certify that the "Record Drawings" hereby submitted represent the works and services as
installed for the aforementioned subdivision.
Signature and name of the Professional
Engineer responsible for Design
Engineer's Seal
Subdivision and Development Services Bylaw No. 4293
Form F-3
Schedule C - Standard Forms
Certificate of Inspection - Strata Subdivision
CERTIFICATE OF INSPECTION
STRATA SUBDIVISION
I hereby certify that all engineering and construction services, required under Subdivision and
Development Servicing Bylaw No. 4163 of the City of Salmon Arm and/or good engineering practice for
the strata subdivision of:
LEGAL DESCRIPTION: _______________________________________________________
PROJECT NO: ______________________________________________________________
Which services were designed by:
NAME OF FIRM: _____________________________________________________________
ADDRESS: _________________________________________________________________
And approved for construction on drawing numbers:
Drawing No.
Date
Drawing No.
Date
Have been inspected by or under the direction of:
I further certify that the "Record Drawings" hereby submitted represent the works and services as
installed for the aforementioned subdivision.
Signature and name of the Professional
Engineer responsible for Design
Engineer's Seal
Subdivision and Development Services Bylaw No. 4293
Form F-4
Schedule C - Standard Forms
Certificate of Substantial Completion
CERTIFICATE OF
SUBSTANTIAL COMPLETION
DEVELOPER:
CONTRACTOR:
PROJECT NO:
FILE NO:
SERVICING AGREEMENT NO:
DATE:
This certificate is issued pursuant to Schedule "B", Part 1, of Subdivision and Development Servicing Bylaw No. 4163 and
applies to the following Works and Services:
Roads and Civil Works
Sanitary Sewer System
Drainage and Storm Sewer System
Waterworks System
The MAINTENANCE PERIOD of __ year(s) for the Works & Services will begin on .
Maintenance Bonding in the amount of $__________ has been received and will be returned upon Final Acceptance.
The Certificate of Completion will be issued when all deficiencies have been corrected. The Certificate of Final Acceptance
will be issued when the maintenance period expires and all deficiencies that have arisen over the year have been corrected, and
the City Engineer has been satisfied all conditions of the Servicing Agreement have been fulfilled.
This Certificate has been made to the best of the City Engineer's knowledge, information and belief. It does not constitute
acceptance of any work not in accordance with the requirements of Subdivision and Development Servicing Bylaw No. 4163,
and not listed as a deficiency herein, whether or not such defect(s) could have been observed or discovered during construction.
The following is a LIST OF DEFICIENCIES related to the Work:
City Engineer
c.c. Contractor/Engineer/Owner/Developer
Subdivision and Development Services Bylaw No. 4293
Form F-5
Schedule C - Standard Forms
Certificate of Completion
CERTIFICATE OF
COMPLETION
DEVELOPER:
CONTRACTOR:
PROJECT:
FILE NO:
LOCATION:
DATE:
The final construction inspection was held on __________________________ and all deficient items
have been addressed to City satisfaction.
I ________________________, Consulting Engineer of _____________________ hereby certify that all
works reflect City of Salmon Arm standards and specifications, and that all works have been completed
in accordance with the approved construction plans.
SEAL
Consulting Engineer
The City of Salmon Arm's acknowledgement of this certificate does not represent acceptance of the work,
nor shall this act by the City of Salmon Arm prejudice any requirements of the agreement with the
contractor, nor operate to relieve the contractor of any of his/her responsibilities thereunder.
City of Salmon Arm
Subdivision and Development Services Bylaw No. 4293
Form F-6
Schedule C - Standard Forms
Certificate of Final Acceptance
CERTIFICATE OF
FINAL ACCEPTANCE
DEVELOPER:
CONTRACTOR:
PROJECT NO:
FILE NO:
SERVICING AGREEMENT NO:
DATE:
All deficiencies, defects or faults in the Work observed or discovered within the period preceding the date
of this Certificate having been rectified, this Certificate is issued pursuant to the referenced Servicing
Agreement.
This Certificate has been made to the best of the City Engineer's knowledge, information and belief. It
does not constitute acceptance of any work not in accordance with the requirements of the Servicing
Agreement, whether or not such defect(s) could have been observed or discovered during construction.
This certificate permits the release of the project maintenance security in the amount of
$_________________.
City Engineer
c.c.
Contractor
Developer
Subdivision and Development Services Bylaw No. 4293
Form F-7
Schedule C - Standard Forms
Private Well Certification
PRIVATE WELL
CERTIFICATION
Pursuant the Subdivision and Development Servicing Bylaw No. 4163 which requires that each lot to be
created and/or each existing lot forming part of the proposed development can be serviced with potable
water in accordance with the requirements of the Bylaw for the development of:
LEGAL DESCRIPTION: ____________________________________________
PROJECT NO:
_____________________________________________
I certify that a quantity of not less than 2,500 litres per day on a year round basis has been proven for
each existing or proposed lot in the development.
I certify that each well within the subdivision has been tested and is capable of continuously providing
water at a rate of 9 litres per minute for a four hour period.
I certify that water quality tests have been conducted and that the "Canadian Drinking Water Standards,
1996, as amended" can be met for each existing or proposed lot in the development.
Certified by:
Signature and Name of Professional Engineer
or Qualified Well Driller (where applicable)
Address
Engineer's Seal
(where applicable)
Subdivision and Development Services Bylaw No. 4293
Form F-8
Schedule C - Standard Forms
Professional Assurance Certificate
Page 1 of 3
(on company letterhead)
"PROFESSIONAL ASSURANCE CERTIFICATE"
The City of Salmon Arm
PO Box 40
Salmon Arm, BC
V1E 4N2
Attention:
City Engineer
Dear Sir:
RE:
NAME OF SUBDIVISION OR DEVELOPMENT AND ADDRESS
I, (Owner's Name) have retained (Consultant's Name) as my/our Professional Engineer
("Consultant"), to undertake and/or co-ordinate and review all associated design criteria and
"field reviews" required for this project. It is understood that my "Consultant" will take all such
steps as regulated under the Provincial Statute for his/her profession and by the definition of
"field reviews" herein under 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 the City of
Salmon Arm's Subdivision and Development Servicing Bylaw No. 4163, all other amendment
thereof, and other applicable permits, Bylaws, Acts and regulations which apply to this project.
My "Consultant" will also ensure that all work is completed in accordance with the construction
drawings approved by the City of Salmon Arm. My consultant will ascertain that only qualified
personnel are retained to carry out tests, inspect or carry out design work and detailing "field
reviews".
As used herein, "field review" shall mean such reviews of the work at the project
site at the fabrication locations, where applicable, as the "Consultant", in his/her
professional discretion, considers 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 Salmon Arm. This will include keeping
records of all site visits and any corrective actions taken as a result thereof.
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 thereof. The "Consultant" will automatically submit
a monthly summary progress report to the City Engineer, including all field report and change
orders.
Subdivision and Development Services Bylaw No. 4293
Form F-8
Schedule C - Standard Forms
Professional Assurance Certificate
Page 2 of 3
Note:
The owner will notify the City Engineer in writing thirty (30) days prior to the intended termination
of or by the "Consultant". It is understood that the work on the above-project will cease as of
the effective date of termination, until such time as a new appointment is made.
Witness Name (Print)
Owner's Name (Print)
Witness Signature
(Owner or Owner's Appointed
Agents Signature)
Address (Print)
Date
Occupation
Title of Agent (if applicable)
Address (Print)
The Corporate Seal of
was hereunto affixed in the presence of:
The above must be signed by the Owner or his/her 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 it's duly authorized officers. The officers must also sign, setting
forth their positions in the company.
Subdivision and Development Services Bylaw No. 4293
Form F-8
Schedule C - Standard Forms
Professional Assurance Certificate
Page 3 of 3
This "Consultant" acknowledges that he/she has been retained to ascertain that the design will
comply and construction of the project will substantially conform in all material respects with the
Bylaws as set out above and will submit letter of Professional Design Assurances from others,
as needed, for the approval of the subdivision or development. Furthermore, the "Consultant"
hereby covenants that their firm presently carries liability insurance in the amount of
___________________________.
My "Consultant" will upon completion of the work provide "CERTIFICATE OF INSPECTION"
(Form F-2). My "Consultant" will further provide upon completion all supporting documentation
required by the City of Salmon Arm to verify conformance of the work.
Name of Professional (Print)
Signature of Professional
Date
Mailing Address (Print)
Phone
Subdivision and Development Services Bylaw No. 4293
Form F-9
Schedule C - Standard Forms
Form of Letter of Credit
FORM OF LETTER OF CREDIT
(TO BE ON BANK LETTERHEAD)
Letter of Credit No.:___________________
Amount $___________
Initial Expiry Date: ____________________
CITY OF SALMON ARM
500 - 2 AVENUE NE
BOX 40
SALMON ARM BC V1E 4N2
WE HEREBY AUTHORIZE YOU TO DRAW ON THE (name and address of bank) for the account of
(name of Developer/Contractor) UP TO AN AGGREGATE AMOUNT OF (dollars in writing and in
numbers) available on demand.
PURSUANT TO THE REQUEST OF our customer, (name of Developer/Contractor), we the (name of
bank) hereby establish and give you an Irrevocable Letter of Credit in your favour in the above amount
which may be drawn on by you at any time and from time to time, upon written demand for payment
made upon us by you, which demand we shall honour without enquiring whether you have the right as
between yourself and the said customer to make such demand, and without recognizing any claim or our
said customer, or objection by it to payment by us.
THE LETTER OF CREDIT we understand relates to those services and financial obligations set out in an
agreement between the customer and the CITY OF SALMON ARM and referred to as (description of
agreement and works covered).
THIS LETTER OF CREDIT will continue in force for a period of one year, but shall be subject to the
condition hereinafter set forth.
IT IS A CONDITION of this Letter of Credit that it shall be deemed to be automatically extended without
amendment from year to year from the present or any future expiration date hereof, unless at least 30 days
prior to the present or any future expiration date, we notify you in writing by registered mail that we elect
not to consider this Letter of Credit to be renewable for any additional period.
DATED at __________________, British Columbia this _____ day of ______________, ______
COUNTERSIGNED BY:
_______________________________________________
(name of bank)
per:
_______________________________________________
_______________________________________________
Subdivision and Development Services Bylaw No. 4293
Form F-10
Schedule C - Standard Forms
Hydrant Flow Test
CITY OF SALMON ARM
ENGINEERING DEPARTMENT
HYDRANT FLOW TEST
T EST DAT E:
COMPLETED BY:
T EST T IME:
GAUGE HYDRANT :
Flow T est # 1
Flow T est # 2
HYDRANT NUMBER:
MAKE & MODEL:
MAIN SIZE:
HYDRANT LOCATION:
VALVE LOCATION:
STATIC PRESSURE:
psi
0
psi
RESIDUAL PRESSURE:
psi
psi
FLOW HYDRANT :
Flow Test # 1
Flow Test # 2
HYDRANT NUMBER:
MAKE & MODEL:
MAIN SIZE:
HYDRANT LOCATION:
VALVE LOCATION:
STATIC PRESSURE:
psi
0
psi
PITOT GAUGE READING (PRESSURE):
psi
psi
FLOW OPENING DIAMETER:
2.5
inches
2.5
inches
NUMBER OF PORTS OPEN:
1
ports
2
ports
NFPA Section 2.3 : DROP IN PRESSURE>25% FOR VALID TEST
#DIV/0!
#DIV/0!
FLOW CALCULAT IONS
G = 24.84*D^2*C*P^.5
Q(r)=Q(f)*(H(r)/H(f))^0.54
G = FLOW IN igpm
Q(r) = COM PUTED DISHARGE AT THE SPECIFIED
D = NOZZLE DIAM ETER IN inches
RESIDUAL PRESSURE IN igpm.
P = PITOT GAUGE READING IN psi
Q(f) = TOTAL DISCHARGE DURING TEST IN igpm.
C = COEFFICIENT (USUALLY 0.9 FOR FULL FLOW)
H(r) = DROP IN PRESSURE FROM ORIGINAL VALUE
(STATIC PRESSURE AT GAUGE HYDRANT) TO
SPECIFIED RESIDUAL IN psi.
H(f) = PRESSURE DROP DURING TEST IN psi.
Flow Test # 1
Flow Test # 2
CALCULAT ED FLOW AT FLOW HYDRAN
0
=
0
igpm
0
igpm
T HEORET ICAL FLOW AT HYDRANT
0
AT A DESIRED RESIDUAL PRESSURE:
20
psi =
#DIV/0!
igpm.
#DIV/0!
igpm.
Based on this hydrant flow test, and background demand at time of the test, the theoretical
flow at Hydrant
0
is
igpm at a residual pressure of 20 psi.
Subdivision and Development Services Bylaw No. 4293
Form F-11
Schedule C - Standard Forms
Flushing/Testing/Disinfection Report
Page 1 of 2
FLUSHING/TESTING/
DISINFECTION REPORT
PROJECT:
DATE:
LOCATION:
FILE #:
DESCRIPTION:
FLUSHING:
Water source:__________________
Minimum flushing volume (Pipe volume x 3):___________
Estimated flow rate: __________ Estimated flow time required: __________ Flushing completed: __
PRESSURE TEST:
Allowable leakage = NDP1/2/(65000)(2Hr)
N = Number of pipe joints = __________ D = Nominal diameter of pipe (mm) = __________
Static Pressure: __________ P = Average test pressure during leakage test = __________
(Minimum 1,380 kPa (200 psi))
Allowable leakage calculated: __________ Start time: __________ End time: __________
Test leakage recorded: __________ Pass: __________ Fail: __________
DISINFECTION:
Chlorine source: __________ Calculated dosage: __________ Background residual: ________
Start time________ Starting residual: ________ End time : ________ End residual: ________
Chlorine flushed: __________ 24 Hour stand time Start: _______________ End: ______________
BIOLOGICAL TEST:
Sample: Date:________ Time: __________ Testing Lab: ____________________
Number of samples required: _______ Sample(s) collected by: ____________________
Test results: Pass: ______ Fail: _____ (Copy of lab results attached)
Testing/flushing points removed: ______
Subdivision and Development Services Bylaw No. 4293
Form F-11
Schedule C - Standard Forms
Flushing/Testing/Disinfection Report
Page 2 of 2
FLUSHING/TESTING/
DISINFECTION REPORT
CONSULTING ENGINEERS CERTIFICATION:
I hereby certify that all flushing, disinfection and testing has been completed in accordance with the
requirements of Subdivision and Development Servicing Bylaw No. 4293.
Signature and name of the Consulting
Engineer responsible for Design
Engineer's Seal
CITY CONNECTION APPROVAL:
Date
City Engineer
Adopted by Council: June 26, 2023
Subdivision and Development Servicing Bylaw No. 4293
Schedule "D"
CITY OF SALMON ARM
APPROVED MATERIAL LIST
Adopted by Council: June 26, 2023
Contact the City of Salmon Arm for a copy of the latest Approved
Material List:
Gabriel Bau Baiges, P.Eng.
City Engineer
[email protected]
(250) 803-4024