By-law 114 — Subdivision By-law (adopted December 2, 2025)
Kings, Nova Scotia
· adopted 2025-12-02
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BY-LAW 114
SUBDIVISION BY-LAW
Adopted by Municipal Council:
December 2, 2025
Approved by the Minister of
Municipal Affairs:
January 14, 2026
By-law #114 - Subdivision By-law
2
Table of Contents
TABLE OF CONTENTS
PART 1
GENERAL .................................................................................................................. 5
SECTION 1
ADMINISTRATION ................................................................................................................................. 6
1.1
Authority and Title ................................................................................................................. 6
1.2
AdministraƟon ........................................................................................................................ 6
1.3
EffecƟve Date ......................................................................................................................... 6
1.4
Severability ............................................................................................................................. 6
1.5
Compliance with Other LegislaƟon ........................................................................................ 6
SECTION 2
INTERPRETATION ................................................................................................................................... 7
2.1
Measurement ......................................................................................................................... 7
2.2
General InterpretaƟon ........................................................................................................... 7
2.3
Rules of InterpretaƟon ........................................................................................................... 7
PART 2
SUBDIVISION REQUIREMENTS .............................................................................. 8
SECTION 3
LOT REQUIREMENTS ............................................................................................................................. 9
3.1
Land Use By-law ..................................................................................................................... 9
3.2
Lots to Abut Roads ................................................................................................................. 9
3.3
Provincial On-site Sewage Disposal Systems RegulaƟons ...................................................... 9
3.4
Remainder Lots ...................................................................................................................... 9
3.5
ConfirmaƟon of Responsibility on ExisƟng Roads .................................................................. 9
3.6
Lot Area and Frontage Variance ............................................................................................. 9
3.7
Lot Boundary AlteraƟon ....................................................................................................... 10
3.8
Islands .................................................................................................................................. 10
3.9
RecƟficaƟon of Encroachments ............................................................................................ 10
3.10
Lot shapes and geometry ..................................................................................................... 10
3.11
Subdivision limitaƟons by calendar year .............................................................................. 11
SECTION 4
ROAD DEVELOPMENT ........................................................................................................................ 12
4.1
LimitaƟons on CreaƟon of New Roads ................................................................................. 12
4.2
Approval of Roads ................................................................................................................ 12
4.3
Public Roads ......................................................................................................................... 12
4.4
Public Road Approval ........................................................................................................... 13
4.5
Private Roads ........................................................................................................................ 14
4.6
System Design and ConnecƟvity .......................................................................................... 14
SECTION 5
PUBLIC OPEN SPACE........................................................................................................................... 16
5.1
DedicaƟon Required ............................................................................................................. 16
5.2
Waiver .................................................................................................................................. 16
5.3
Open Space Standards ......................................................................................................... 16
PART 3
PROCEDURE ........................................................................................................... 18
SECTION 6
GENERAL REQUIREMENTS FOR APPLICATIONS ...................................................................... 19
6.1
ApplicaƟon Form .................................................................................................................. 19
By-law #114 - Subdivision By-law
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Table of Contents
6.2
Agencies to Forward RecommendaƟons .............................................................................. 19
6.3
AddiƟonal InformaƟon ......................................................................................................... 19
6.4
Plan Contrary to Provincial Law or RegulaƟon ..................................................................... 19
6.5
NoƟficaƟon of Land RegistraƟon Office ............................................................................... 20
6.6
NoƟficaƟon of Subdivider .................................................................................................... 20
6.7
Fees ...................................................................................................................................... 20
SECTION 7
CONCEPT PLANS .................................................................................................................................. 21
7.1
Concept Plan (OpƟonal) ....................................................................................................... 21
7.2
Concept Plan Requirements ................................................................................................. 21
7.3
Concept Plan Procedure ....................................................................................................... 22
SECTION 8
TENTATIVE PLANS OF SUBDIVISION ............................................................................................ 23
8.1
TentaƟve Plan ....................................................................................................................... 23
8.2
TentaƟve Plan Requirements ................................................................................................ 23
8.3
TentaƟve Plan Procedure ...................................................................................................... 24
8.4
Stamps to Appear on TentaƟve Plan .................................................................................... 25
SECTION 9
FINAL PLANS OF SUBDIVISION ...................................................................................................... 26
9.1
Final Plan Requirements ....................................................................................................... 26
9.2
Final Plan Procedure ............................................................................................................. 28
9.3
Public Open Space ContribuƟon Required ........................................................................... 28
9.4
Sewer and Water Approvals Required .................................................................................. 28
9.5
Public Road ConstrucƟon or Agreement Required ............................................................... 29
9.6
Approval of ConsolidaƟon or AddiƟon ................................................................................. 29
9.7
Approval aŌer Conveyance .................................................................................................. 29
9.8
Stamps to Appear on Final Plan ........................................................................................... 29
SECTION 10
REPEAL OF SUBDIVISION .................................................................................................................. 31
10.1
Approval May be Repealed .................................................................................................. 31
10.2
ApplicaƟon to Repeal ........................................................................................................... 31
10.3
Provisions Applicable............................................................................................................ 31
10.4
Agency Assessments ............................................................................................................ 31
10.5
Compliance with By-laws...................................................................................................... 31
10.6
Approval NoƟficaƟon ........................................................................................................... 31
PART 4
DEFINITIONS .......................................................................................................... 32
By-law #114 - Subdivision By-law
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Table of Contents
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By-law #114 - Subdivision By-law 5
PART 1 - GENERAL
PART 1
GENERAL
SecƟon 1
ADMINISTRATION
SecƟon 2
INTERPRETATION
By-law #114 - Subdivision By-law 6
PART 1 - GENERAL
SECTION 1
ADMINISTRATION
1.1
Authority and Title
1.1.1
This By-law is enacted by Council of the Municipality under the provisions of sections 271-274 Municipal
Government Act (S.N.S. 1998, Ch. 18) hereinafter the "Act".
1.1.2
This By-law may be cited as the "Subdivision By-law" of the Municipality of the County of Kings.
1.1.3
This By-law may also be cited as "By-law" when used in a self-referential manner within the text.
1.1.4
All former Subdivision By-laws of the Municipality are repealed upon the effective date of this By-law.
1.2
Administration
1.2.1
This By-law shall be administered by the Development Officer of the Municipality appointed under the
authority of the Act.
1.2.2
Technical specifications related to creation of new infrastructure within a subdivision shall be administered
through the Municipal Service Systems Specifications Manual, based on the manual's version in effect at the
time of the subdivision application.
1.2.3
The Municipal Service Systems Specifications Manual, referred to throughout this By-law, is administered by
the Municipal Engineer appointed by Council. These Municipal Specifications may be reviewed and
amended by the Municipal Engineer in accordance with section 211(1)(a) of the Act and accepted current
engineering practices.
1.3
Effective Date
1.3.1
This By-law is effective at the date of publication of provincial approval by the Municipal Clerk in
accordance with the Act.
1.4
Severability
1.4.1
The invalidity or unenforceability of any provision of this By-law, as determined by a court of competent
jurisdiction, shall not affect the validity or enforceability of any other provision, and any invalid provision
will be severable.
1.5
Compliance with Other Legislation
1.5.1
Nothing in this By-law shall exempt any applicant or property owner from compliance with any other
applicable municipal, provincial or federal legislation or from any license, permission, permit authority or
approval required by this or any other By-law of the Municipality, or other lawful authority. Where the
provisions of this By-Law conflict with those of any other Government regulation, By-law or Code, the most
stringent requirements shall prevail.
By-law #114 - Subdivision By-law 7
PART 1 - GENERAL
SECTION 2
INTERPRETATION
2.1
Measurement
2.1.1
The metric system of measurement is used throughout this By-law. Imperial Measurement conversions are
identified in brackets and rounded up to the nearest whole number, for convenience only, and in all cases
of conflict between Imperial Measure and Metric Measure, the Metric Measure shall prevail.
2.2
General Interpretation
2.2.1
Unless otherwise provided, any enactments referenced herein are to the Act and the Provincial Subdivision
Regulations as amended, revised, consolidated or replaced from time to time. Any By-law referenced herein
is to an enactment of the Municipality of the County of Kings Council, as amended, revised, consolidated or
replaced from time to time.
2.3
Rules of Interpretation
2.3.1
Compliance with the regulations in this By-law shall be interpreted and applied as follows:
a) "shall" is mandatory;
b) "may" is discretionary.
2.3.2
Where a regulation involves two or more conditions, provisions or events connected by a conjunction, the
following shall apply:
a) "and" means all the connected items shall apply in combination;
b) "or" indicates that the connected items may apply singly or in combination.
2.3.3
Words shall have the same meaning as:
a) Per definition in this By-law;
b) In the absence of the above, as per definition in the Provincial Subdivision Regulations;
c) In the absence of the above two cases, as per definition in the Land Use By-law;
d) In the absence of the above three cases, as per definition in the Act; or,
e) In the absence of the above four cases, as per its customary meaning.
By-law #114 - Subdivision By-law 8
PART 2 - SUBDIVISION REQUIREMENTS
PART 2
SUBDIVISION
REQUIREMENTS
SecƟon 3
LOT REQUIREMENTS
SecƟon 4
ROAD DEVELOPMENT
By-law #114 - Subdivision By-law 9
PART 2 - SUBDIVISION REQUIREMENTS
SECTION 3
LOT REQUIREMENTS
3.1
Land Use By-law
3.1.1
All lots shall meet the applicable lot area and lot frontage requirements contained in the Land Use By-law,
unless otherwise provided for in this By-Law.
3.2
Lots to Abut Roads
3.2.1
All lots to be approved on a plan of subdivision shall, along their lot frontage, abut on:
a) A public road; or,
b) A private road.
3.2.2
A proposed lot planned to have access from a public road shall have that road access approved by the
authority having jurisdiction, unless it is an existing lot with an existing access to a public road.
3.3
Provincial On-site Sewage Disposal Systems Regulations
3.3.1
Notwithstanding any other provision of this By-law, any lot that is not serviced by an approved central
wastewater collection and treatment system needs to comply with minimum lot requirements as per On-site
Sewage Disposal Systems Regulations under the Environment Act as amended.
3.4
Remainder Lots
3.4.1
For the purposes of this By-law, remainder lots are considered approved lots. Remainder lots need not be
surveyed but the plan of subdivision shall demonstrate that remainder lot(s) meet all requirements applicable
to lots seeking formal approval.
3.5
Confirmation of Responsibility on Existing Roads
3.5.1
Where a proposed lot abuts an existing public road, the authority having jurisdiction shall verify the
ownership of the road and its maintenance commitment to the road prior to the Development Officer
approving the plan.
3.6
Lot Area and Frontage Variance
3.6.1
Notwithstanding the provisions of Subsection 3.1.1, and subject to Section 279 of the Act , the Development
Officer may approve a Plan of Subdivision showing no more than two lots that do not meet the lot frontage
and lot area requirements, provided that the lot frontage and area are not less than ninety (90%) per cent of
the required minimums.
By-law #114 - Subdivision By-law 10
PART 2 - SUBDIVISION REQUIREMENTS
3.7
Lot Boundary Alteration
3.7.1
Notwithstanding any other provision of this By-law, the Development Officer may approve a Plan of
Subdivision altering the boundaries of two or more parcels which do not abut a public road or do not meet
the requirements of the Land Use By-law where:
a) no additional lots are created;
b) each resulting lot:
(i) meets the minimum frontage requirement, or
(ii) has not had its frontage reduced;
and,
c) each resulting lot:
(i) meets the minimum lot area requirement, or
(ii) has not had its lot area reduced.
3.8
Islands
3.8.1
Notwithstanding the lot frontage requirement of Subsection 3.1.1, the Development Officer may approve a
Plan of Subdivision showing lots on an island which does not contain public streets or public highways,
provided each lot has water frontage equal or greater than the lot frontage requirement of the applicable
zone.
3.9
Rectification of Encroachments
3.9.1
Notwithstanding the lot area and frontage requirements of Subsection 3.1.1 where a development
component of a permanent nature such as an existing structure, driveway, well, or on-site sewage disposal
system is encroaching in or upon an immediately adjacent area of land, the Development Officer may
approve a plan of subdivision to the extent necessary and practical to remove the encroachment.
3.9.2
Where a lot created in accordance with Subsection 3.9.1 is not surveyed, the provisions of Subsection 9.1.9,
shall apply.
3.10 Lot shapes and geometry
3.10.1 Lots shall not be subdivided to create a width or depth of less than 6 metres (20 feet).
3.10.2 Wherever possible, the rear lot lines of a series of adjoining lots shall be continuous, not stepped or jogged.
3.10.3 Wherever possible, side lot lines shall be substantially at right angles to a public street or private road, or
radial to a curved public street or private road.
By-law #114 - Subdivision By-law 11
PART 2 - SUBDIVISION REQUIREMENTS
3.11 Subdivision limitations by calendar year
3.11.1 Within the Agricultural (A1) Zone as shown in the Land Use By-law, the subdivision of land in any calendar
year shall be limited to one additional lot, for which approval is requested, for any parcel of land existing on
January 1st of that year.
3.11.2 Within the Lakeshore Limited Development (S2) Zone as shown in the Land Use By-law, the subdivision of
land in any calendar year shall be limited to one additional lot, for which approval is requested, for any parcel
of land existing on January 1st of that year.
By-law #114 - Subdivision By-law 12
PART 2 - SUBDIVISION REQUIREMENTS
SECTION 4
ROAD DEVELOPMENT
4.1
Limitations on Creation of New Roads
4.1.1
The Development Officer shall not approve a plan of subdivision showing a proposed road to be created by
the same plan of subdivision, except for:
a) Public roads in areas designated as a 'Growth Centre' on Schedule A (Municipal Structure Map) of the
Municipal Planning Strategy;
b) Public roads in areas zoned as Country Residential (A4) Zone on Map 13 (Rural Zoning) of the Land
Use By-law; or,
c) Private roads in areas zoned as Lakeshore Residential (S1), Lakeshore Limited Development (S2), Tidal
Shoreland (T1) or Tidal Commercial (T2) Zones on Map 13 (Rural Zoning) of the Land Use By-law.
4.2
Approval of Roads
4.2.1
All proposed roads shall meet the standards of the Municipal Service Systems Specifications Manual as
confirmed by the Municipal Engineer.
4.2.2
The Municipal Service Systems Specifications Manual regulates the installation of infrastructure within the
right-of-way of proposed roads.
4.2.3
Roads proposed on a plan of subdivision may be required to include water, sewer, stormwater management
and/or active transportation infrastructure, as determined by the Municipality depending on the location. The
Municipal Engineer shall consult with and seek approval from authorities having jurisdiction.
4.3
Public Roads
4.3.1
Where they are permitted, public roads shall:
a) be shown on tentative and final plans of subdivision;
b) be designed in accordance with the Municipal Service Systems Specifications Manual and the
requirements of this section; and,
c) be constructed in accordance with the Municipal Service Systems Specifications Manual prior to
acceptance by the Municipal Engineer and granting of final approval by the Development Officer.
4.3.2
The minimum width of a proposed public road shown on a plan of subdivision shall be 20 metres (65.6 feet)
or such lesser width, not less than 16 metres (52.5 feet), as determined by the Municipal Engineer depending
on the location and its requirements.
4.3.3
Where a proposed municipal public road intersects a provincial public highway, that intersection shall be
approved by the Provincial authority having jurisdiction.
By-law #114 - Subdivision By-law 13
PART 2 - SUBDIVISION REQUIREMENTS
4.4
Public Road Approval
4.4.1
Following completion of any municipal public road and prior to acceptance by the Municipality of any road,
the subdivider shall:
a) post a maintenance bond in the amount of ten (10) per cent of the cost of construction of the street
for a minimum period of twenty-four (24) months. This bond amount shall be determined by the
Municipal Engineer and be based upon all construction related costs for the road and underground
infrastructure including, but not limited to, professional engineering contract management and site
supervision and inspection of all construction and work and;
b) provide "as-built", reproducible engineering design drawings for the street including plan and profile
of streets drawn to the required scale and certified by a professional engineer;
c) provide a digital copy of the final plan of subdivision showing the location and extent of the
municipal public road surface within the right-of-way and easements;
d) provide legal conveyance of ownership of the right-of-way for the municipal public road, road
reserve(s) and easement(s) to the Municipality. This conveyance shall be in the form of a warranty
deed and the subdivider shall, through their legal counsel, certify that all property to be conveyed is
free from all encumbrances; and
e) be responsible for all registration and other costs associated with the requirements of this section.
4.4.2
As an alternative to the complete construction and acceptance requirements of Subsection 4.3.1, the
subdivider may enter into a written agreement with the Municipality pursuant to the requirements of
Subsections 4.2.1, 4.4.3, 4.4.1 and 4.4.4.
4.4.3
Agreements entered into between a subdivider and the Municipality shall contain provisions with respect to
any or all of the following:
a) the time within which any municipal public road construction shall be completed;
b) the phasing of any street construction;
c) the acceptance of any street by the Municipality;
d) the provision and acceptance of easements and rights-of-way; and,
e) any other matter related to the requirements for road construction.
4.4.4
Where a subdivider proposes to complete construction of any municipal public road after receiving approval
of any final plan of subdivision the following shall be required:
a) the subdivider shall post a performance bond in the amount of one hundred and fifty (150) per cent
of the estimated cost to complete the infrastructure for a period of twenty-four (24) months;
b) the subdivider shall submit to the Development Officer for approval an estimate of costs to complete
the construction of the road and if in the opinion of the Municipal Engineer, the estimate value is
inadequate, the Municipal Engineer may seek clarification from the design engineer. Such estimates
shall be submitted by the design Engineer and shall include all construction related costs including,
but not limited to, professional engineering contract management and site supervision and
inspection of all construction and work;
c) the subdivider shall construct the asphalt of the road in two lifts: Type B -HF to be applied at initial
construction and 2nd lift type C-HF to be applied at substantial completion as detailed in Service
Systems Specification Manual; and,
By-law #114 - Subdivision By-law 14
PART 2 - SUBDIVISION REQUIREMENTS
d) the performance bond shall be posted before endorsement of approval of any final plan of
subdivision being given.
4.4.5
The performance bond and the maintenance bond shall be in the favour of the "Municipality of the County of
Kings" and may be in the form of cash, certified cheque or letter of credit or bond issued by a surety or
guarantee company licensed by the Province of Nova Scotia and conditional on the execution and
completion of the agreement in accordance with the terms of the agreement and the requirements of this
By-law and shall not be subject to cancellation, termination or expiration during the period of time for
completion of the work.
4.5
Private Roads
4.5.1
Where permitted, private roads:
a) shall be identified on tentative and final plan of subdivision;
b) shall be designed in accordance with the Municipal Service Systems Specifications Manual and the
requirements of this section.
4.5.2
Private roads may be approved as a separate lot on a plan of subdivision. The lot to be used as a private road
right-of-way is exempt from all minimum lot area, frontage or dimension requirements, except for those
requirements specifically applying to private roads and listed in this Subsection.
4.5.3
The minimum width of the right-of-way of a private road shall be 20 metres (66 feet).
4.5.4
All private roads shall be built to provide a clear travelled surface having a minimum width of 7.3 metres,
(24ft) with that travelled surface being fully contained within the road right-of-way.
4.5.5
Where a proposed private road intersects a public road, that intersection shall be approved by the authority
having jurisdiction over the public road.
4.5.6
The subdivider shall demonstrate clear access rights from the new Private Road to a public road and confirm
the access rights are transferable to infant parcels. Where all private roads involved in this access route to a
public road have been created on or after April 01, 1999 (i.e. the effective date of the Act), this requirement
shall be deemed satisfied pursuant to s.280(2) of the Act.
4.5.7
The Municipal Engineer shall be satisfied that the requirements of this section have been met prior to the
approval of the final plan of subdivision by the Development Officer.
4.6
System Design and Connectivity
4.6.1
All proposed roads and subdivision designs shall connect to existing roads.
4.6.2
The maximum number of approaches to any proposed intersection shall be four (4).
4.6.3
A right-of-way road reserve in compliance with the requirements of Subsection 4.3.2 is required to provide
access to at least one adjacent property and where required, must be conveyed to the Municipality. Where
practical, these accesses shall be no greater than 400 metres (1,313 feet) apart except where this requirement
would prejudice the proper subdivision of the land proposed to be subdivided or the adjacent land.
4.6.4
Where a public road in an adjoining subdivision abuts the boundaries of a plan of subdivision submitted for
approval, a public road or public highway in the latter shall, if reasonably feasible, be laid out in a
prolongation of such public roads or public highways, unless it would be in violation of this By-law.
4.6.5
The minimum length of road which is eligible for road acceptance by the Municipality is 150 metres (492
feet), not including permanent cul-de-sacs, unless otherwise deemed acceptable by the Municipal Engineer.
By-law #114 - Subdivision By-law 15
PART 2 - SUBDIVISION REQUIREMENTS
4.6.6
Cul-de sac street endings are not permitted on streets measuring more than 230 metres (755 feet) in length
from the closest intersection unless deemed acceptable by the Municipal Engineer due to topography.
4.6.7
Where a cul-de-sac length of more than 230 metres (755 feet) is deemed acceptable by the Municipal
Engineer, it requires a second access as approved by the Municipal Engineer to address emergency response
and active transportation, connecting to an existing nearby public road from that cul-de-sac's right-of-way.
By-law #114 - Subdivision By-law 16
PART 2 - SUBDIVISION REQUIREMENTS
SECTION 5
PUBLIC OPEN SPACE
5.1
Dedication Required
5.1.1
Before endorsement of approval on the final plan of subdivision by the Development Officer, and in
accordance with the Act, the subdivider shall reserve and convey to the Municipality, free of encumbrances,
for recreation, active transportation, protection of natural resources or similar public purposes, an area of
land equaling at a minimum 5% of the cumulative area of the new lots being created as shown on the final
plan of subdivision.
5.1.2
Where there is no useable land free of all encumbrances, or where the subdivider so desires, the Municipality
shall accept, in accordance with the Act, for park, playground or similar public purposes, a sum of money
equal to 5% of the cumulative assessed value of the new lots being created as shown on the final plan of
subdivision.
5.1.3
Newly created lots referred to in Subsections 5.1.1 and 5.1.2 shall include new remainder lots that have a lot
area of less than 200% of the minimum lot area requirement from Subsection 3.1.1.
5.1.4
For the purposes of dedication calculations, lots intended for road rights-of-way and remainder land
containing 200% or more of the minimum lot area requirement from Subsection 3.1.1 shall be excluded.
5.1.5
As an alternative to the requirements of Subsections 5.1.1 and 5.1.2, before endorsement of approval on the
final plan of subdivision, a subdivider may offer to the Municipality, and at the Municipal Engineer's option
the Municipality may accept, an amount of useable land of equivalent value or area to that required in
Subsections 5.1.1 and 5.1.2, outside the area of land to be subdivided but within the boundaries of the
Municipality.
5.1.6
At the option of the Municipality, a combination of land and money may be accepted by the Municipality
provided that it is equivalent in value to that required in 5.1.1 and 5.1.2.
5.2
Waiver
5.2.1
The requirements of Subsection 5.1 shall be waived where:
a) lot boundaries are changed but no new vacant lots are created;
b) The proposed lot on the final plan of subdivision contains a dwelling which was in existence before
the effective date of this By-law;
c) the subdivision is the result of a devise of land by will executed on or before January 1, 2000; or
d) the subdivider is a Federal Government Department or Agency, Provincial Government Department or
Agency, or the Municipality.
5.3
Open Space Standards
5.3.1
Public Open Space dedicated in accordance with Subsection 5.1.1 shall comply with the following
requirements:
a) consist of a parcel(s) having an area of 2,000 m2 (21,528 ft2) or more;
b) shall fully consist of land that is usable by the general public for recreation or active transportation
purposes, or contains historically or culturally important areas;
c) notwithstanding Clause b), may include up to 50% of dedication to natural heritage features such as
natural landmarks, floodplains, wetlands or rare species habitats; and,
d) excepting natural heritage features, shall abut a public road.
By-law #114 - Subdivision By-law 17
PART 2 - SUBDIVISION REQUIREMENTS
5.3.2
In Growth Centres, as shown on Schedule A of the Municipal Planning Strategy, the following lands shall be
prioritized for public dedication:
a) lands that provide public access to scenic and culturally significant points of interest, including but
not limited to views and historic sites;
b) lands that link residential areas to destinations and contribute to an active transportation network, in
particular related to access to trails;
c) lands that provide recreational value and also protect the natural landscape, including but not limited
to storm drainage ways, ravines, watercourses, and wellfields;
d) lands on the outer edges of Growth Centres that provide recreational value as well as a physical
separation to reduce land use conflict between residential uses and agricultural, resource, or forestry
uses; or,
e) where applicable, priority areas identified in a Secondary Plan of the Municipal Planning Strategy.
5.3.3
Outside of Growth Centres, as shown on Schedule A of the Municipal Planning Strategy, the following lands
shall be prioritized for public dedication:
a) lands that provide public access to scenic and culturally significant points of interest, including but
not limited to views and historic sites;
b) lands that provide public access to a lake;
c) lands that build on existing assets and partnerships with the Provincial government, Federal
government, villages or community groups;
d) lands connecting areas of interest and contributing to an active transportation network;
e) lands that prioritize the acquisition, development, and support of parks and trails that provide public
access to the water and scenic features along the Fundy Shore, Minas Basin and other watercourses;
or,
f)
land creating multiple points of public access on Aylesford, Gaspereau, and Black River lakes.
By-law #114 - Subdivision By-law 18
PART 3 - PROCEDURE
PART 3
PROCEDURE
SecƟon 6
GENERAL REQUIREMENTS
FOR APPLICATIONS
SecƟon 7
CONCEPT PLANS
SecƟon 8
TENTATIVE PLANS OF
SUBDIVISION
SecƟon 9
FINAL PLANS OF
SUBDIVISION
SecƟon 10
REPEAL OF SUBDIVISION
By-law #114 - Subdivision By-law 19
PART 3 - PROCEDURE
SECTION 6
GENERAL REQUIREMENTS FOR APPLICATIONS
6.1
Application Form
6.1.1
Any application for approval of a concept, tentative or final plan of subdivision shall be made to the
Development Officer in the form specified in Schedule A of this Subdivision By-law.
6.1.2
The Development Officer shall comply with all notification and approval provisions of the Act.
6.2
Agencies to Forward Recommendations
6.2.1
Any agency that has been forwarded a copy of a concept, tentative or final plan shall forward a written report
of its assessments or recommendations to the Development Officer. A copy of any repeal shall be sent to the
relevant agency.
6.3
Additional Information
6.3.1
Where the concept, tentative, or final plan of subdivision is to be forwarded to the Department of
Environment and Climate Change, the following additional information, if required by the Department of
Environment and Climate Change, shall be part of, or included with, the plan:
a) the lot layout including buildings, proposed on-site sewage disposal system, proposed driveway, and
water wells;
b) the location of any watercourse, wetland, marine water body, and other features that may influence
the design of the on-site sewage disposal system, including any ditch, road and driveway, or
easement;
c) the surface slopes and directions;
d) the location of any test pit;
e) the proposed on-site sewage disposal system, selected or designed;
f)
an explanation of the extent, volume and type of usage to which the system will be subjected;
g) an assessment report of the lot respecting its suitability to support an on-site sewage disposal system
including the results of a soil evaluation test; and
h) any other information necessary to determine whether the subdivision meets the Provincial On-site
Sewage Disposal Systems Regulations.
6.4
Plan Contrary to Provincial Law or Regulation
6.4.1
Approval of a concept, tentative, or final plan may not be refused or withheld as a result of the assessment or
recommendations made by the Department of Environment and Climate Change, the Department of Public
Works or of any other agency of the Province or the Municipality unless the plan is clearly contrary to a law
of the Province or regulation made pursuant to a law of the Province.
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6.5
Notification of Land Registration Office
6.5.1
For final plans of subdivision, the Development Officer shall forward to the Land Registration Office:
a) within seven (7) days of approving the plan, two (2) approved copies of the final plan of subdivision,
the form necessary to record and, if applicable, a notice of approval in the form specified in Schedule
'B' of this By-law; and
b) if applicable, the items required by Subsection 9.6 (Approval of Consolidation or Addition) of this By-
law.
6.5.2
For Repeals of Subdivision, the Development Officer shall forward to the Land Registration Office a Notice of
Repeal as outlined in the Provincial Subdivision Regulations.
6.6
Notification of Subdivider
6.6.1
The Development Officer shall forward an approved copy of the concept, tentative, or final plan or Notice of
Repeal to the subdivider.
6.6.2
Where the Development Officer refuses to approve a tentative, or final plan, or a repeal of subdivision, the
Development Officer shall:
a) give notice of the refusal to all agencies which were forwarded a plan; and
b) inform the subdivider of the reasons for the refusal in writing and advise the subdivider of the appeal
provisions of section 284 of the Act.
6.7
Fees
6.7.1
At the time of application for approval of a plan of subdivision, the subdivider shall submit to the
Development Officer:
a) the fees contained in the Costs and Fees Act and its regulations for filing the approved final plan of
subdivision and registering a notice of approval of the plan at the Land Registration Office; and
the fee set by Council.
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SECTION 7
CONCEPT PLANS
7.1
Concept Plan (Optional)
7.1.1
Concept Plans shall be optional, but are recommended:
a) where a new road (public or private) is being proposed;
b) where municipal wastewater, stormwater, and/or water systems are being extended and/or;
c) where a new phase is being added to an existing subdivision.
7.2
Concept Plan Requirements
7.2.1
A subdivider proposing to subdivide an area of land may submit to the Development Officer one (1) digital
copy of a concept plan drawn to scale and showing:
a) the name of the owner of the area of land being subdivided;
b) the names of all owners of all properties abutting the area of land being subdivided;
c) the civic number of main buildings on the area of land being subdivided and the unique Parcel
Identifier (PID) of all the areas of land being subdivided;
d) the approximate location of railways and railway rights-of-way;
e) existing and proposed public and private roads;
f)
the shape, dimensions, and area of the lots being created;
g) each proposed lot identified by a number, except in cases where a parcel is being added to or
subtracted from an existing area of land, in which case the parcel shall be identified by a letter and
the new lot identified by the existing area of land identifier, where available, and the letter. There shall
be no duplication of lot identifiers;
h) the graphic representation of lots being created shown by solid lines, and the vanishing boundaries
of existing areas of land being resubdivided, consolidated or both, shown as broken lines;
i)
the location of existing buildings within 10 metres (32.8 feet) of a property line;
j)
the general location of watercourses and wetlands;
k) contours at 5-metre (16.4-foot) intervals
l)
a location plan showing the approximate distance between the area of land being subdivided;
m) the north point;
n) the scale to which the plan of subdivision is drawn;
o) the location of any proposed public open space; and,
p) any other information necessary to determine whether this plan of subdivision may conform to this
Subdivision By-law.
7.2.2
Where the concept plan is to be forwarded to the Department of Environment and Climate Change, the
additional information required by the Department of Environment and Climate Change shall be part of, or
included with, the application.
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7.3
Concept Plan Procedure
7.3.1
In areas not served by central sewer, the Development Officer shall forward a copy of the concept plan to:
a) the Department of Environment and Climate Change to determine compliance with the On-site
Sewage Disposal Systems Regulations or--if the following conditions are met--for confirmation that
an on-site sewage disposal system is not needed due to the following:
(i) the proposed lot is more than 9,000 square metres (96,876 square feet) in area;
(ii) the proposed lot has a width of 76 metres (250 feet) or more; and
(iii) the subdivider has certified on the application that the proposed lot is not intended for a purpose
requiring an on-site sewage disposal system;
b) the authority having jurisdiction for public roads shown on the plan;
c) the Municipal Engineer where private roads are proposed; and,
d) any other agency the Development Officer deems necessary.
7.3.2
In areas serviced by central sewer, the Development Officer shall forward a copy of the concept plan to:
a) the authority having jurisdiction for public roads shown on the plan;
b) the authority having jurisdiction over central services; and
c) any other agency the Development Officer deems necessary.
7.3.3
The Development Officer shall inform the subdivider in writing of the results of the evaluation of the concept
plan.
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SECTION 8
TENTATIVE PLANS OF SUBDIVISION
8.1
Tentative Plan
8.1.1
Tentative Plans shall be mandatory with any installation of infrastructure such as water, wastewater or roads
but are optional where:
a) the lots being created abut an existing public road or an existing private road; and,
b) no central (public) wastewater and/or water systems are to be installed.
8.2
Tentative Plan Requirements
8.2.1
A subdivider proposing to subdivide an area of land shall submit to the Development Officer one (1) digital
copy of the tentative plan of the proposed subdivision meeting the requirements of this section.
8.2.2
Tentative plans of subdivision submitted to the Development Officer shall be:
a) drawn to a scale or scales sufficient for clarity of all particulars on the tentative plan of subdivision;
b) based on a description of the area of land to be subdivided, preferably but not necessarily as
surveyed;
c) if in paper format, folded to approximately 20x30 centimetres (8x12 inches) with the face of the
folded print being the title block which is located in the lower right-hand corner of the tentative plan
of subdivision.
8.2.3
Tentative plans of subdivision shall show the following:
a) the words "Plan of Subdivision" located in the title block;
b) the words "Tentative Plan" located above the title block;
c) a clear space for stamping being a minimum of 225 square centimetres (35 square inches) with a
minimum width of 8 centimetres (4 inches);
d) the name of the subdivision, if any, and the name of the owner of the area of land being subdivided;
e) if applicable, the book and page number of the deed to the area of land as recorded in the name of
the owner in the Land Registration Office;
f)
the unique Parcel Identifier (PID) of all areas of land being subdivided;
g) the civic number and location of main buildings on the area of land being subdivided;
h) the names of all owners or the identifiers of all properties abutting the area of land being subdivided;
i)
existing and proposed public roads and private roads, if applicable including proposed names as
approved pursuant to the civic addressing system;
j)
elevation profiles of intersections with existing public roads;
k) the width and location of railroads and railway rights-of-way;
l)
the shape, dimensions, and area of the proposed lots;
m) each proposed lot identified by a number, except in cases where a parcel is being added to or
subtracted from an existing area of land, in which case the parcel shall be identified by a letter and
the new lot identified by the existing area of land identifier, where applicable, and the letter. There
shall be no duplication of lot identifiers;
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n) the boundaries of lots being created shown by solid lines, and the vanishing boundaries of existing
areas of land being resubdivided, consolidated or both, shown as broken lines;
o) the location of existing buildings within 10 metres (33 feet) of a property boundary;
p) where applicable, a notation stating the lots are serviced by a central sewer and/or water system;
q) the general location of watercourses, wetlands, or prominent rock formations;
r)
if applicable, sight-stopping distance information provided by a Nova Scotia Land Surveyor;
s) the width, location, and nature of any easements on or affecting the area of land proposed to be
subdivided;
t)
the location of any existing access from a proposed lot to a public road;
u) the date on which the plan of subdivision was drawn and the date of any revisions;
v) a location map, drawn to a scale not smaller than 1:50,000 (such scale to be shown on the map),
preferably with the same orientation as the area of land;
w) the north point;
x) the scale to which the plan of subdivision is drawn; and
y) any other information necessary to determine whether the plan of subdivision conforms to this
Subdivision By-law.
8.2.4
Where applicable, a copy of the permit to construct from Department of Environment and Climate Change
for services under their jurisdiction shall be included in the application and is required prior to tentative
approval.
8.2.5
Where the tentative plan of subdivision is to be forwarded to the Department of Environment and Climate
Change additional information listed in Subsection 6.3 (Additional Information), if required by the
Department of Environment and Climate Change, shall be part of, or included with, the tentative plan.
8.2.6
Where the proposed lots front on a proposed public road, a tentative subdivision application shall include:
a) One (1) digital copy of a boundary survey of the area of land proposed to be subdivided, excluding
the remainder lot, certified and stamped by a Nova Scotia Land Surveyor in the manner required by
the Land Surveyors Act and its regulations;
b) One (1) digital copy of a plan showing:
(i) contours at 2-metre (6.6 feet) intervals;
(ii) drainage patterns pre and post-design;
(iii) the width and location of proposed public roads and their intersection with existing public roads;
(iv) if applicable, the location of existing and proposed central sewer and water systems and
proposed connections thereto; and
(v) centerline profiles of proposed public roads
8.3
Tentative Plan Procedure
8.3.1
In areas not served by central sewer, the Development Officer shall forward a copy of the tentative plan of
subdivision to:
a) the Department of Environment and Climate Change to determine compliance with the On-site
Sewage Disposal Systems Regulations or--if the following conditions are met--for confirmation that
an on-site sewage disposal system is not needed due to the following:
(i) the proposed lot is more than 9,000 square metres (96,876 square feet) in area;
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(ii) the proposed lot has a width of 76 metres (250 feet) or more; and
(iii) the subdivider has certified on the application that the proposed lot is not intended for a purpose
requiring an on-site sewage disposal system;
(iv) the Municipal Engineer where private roads are proposed;
(v) the authority having jurisdiction for public roads shown on the plan; and
(vi) any other agency the Development Officer deems necessary.
b) In areas serviced by central sewer, the Development Officer shall forward a copy of the tentative plan
of subdivision to:
(i) the Municipal Engineer or the Utility having jurisdiction for approval of the design of the system;
(ii) the authority having jurisdiction for public roads shown on the plan;
(iii) if a private road, the Municipal Engineer for confirmation design the requirements of this By-law
and the Municipal Service Systems Specifications Manual; and
(iv) any other agency the Development Officer deems necessary.
8.3.2
Where new municipal public or private roads, central water systems, or central sewer systems are required,
the Development Officer shall not approve a tentative plan of subdivision until the subdivider has submitted
plans, drawings and specifications that satisfy the requirements of Subsections 4.2 and the Municipal Service
Systems Specifications Manual as determined by the Municipal Engineer.
8.4
Stamps to Appear on Tentative Plan
8.4.1
The following information shall be stamped or written and completed by the Development Officer on any
tentative plan of subdivision which is approved together with any other information, including conditions,
necessary for the tentative plan to proceed to the final plan stage:
a) "This tentative plan of subdivision is approved for Lots ___________. Such approval lapses if the lots are
not shown on a final plan of subdivision approved within two years of the date of the approval of the
tentative plan";
b) the date of the approval of the tentative plan;
c) "This tentative plan of subdivision shall not be filed in the Land Registration Office as no subdivision
takes effect until a final plan of subdivision is approved by the Development Officer and filed in the
Land Registration Office."
8.4.2
The Development Officer shall forward a copy of the approved tentative plan of subdivision to the subdivider
and the surveyor and notify in writing, where applicable, Nova Scotia Public Works, Nova Scotia Environment
and Climate Change, and any other agency that the Development Officer requested review the plan, of the
decision to approve the tentative plan.
8.4.3
Where the Development Officer refuses a tentative plan of subdivision, they shall notify the subdivider and
the surveyor of the reasons for the refusal in writing pursuant to the Act, advising the subdivider of the
appeal provisions of the Act.
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SECTION 9
FINAL PLANS OF SUBDIVISION
9.1
Final Plan Requirements
9.1.1
A subdivider proposing to subdivide an area of land shall submit one (1) digital copy of the final plan of
subdivision meeting the requirements of this section to the Development Officer for approval.
9.1.2
Final plans of subdivision submitted to the Development Officer shall be:
a) drawn to a scale or scales sufficient for clarity of all particulars of the final plan of subdivision;
b) certified and stamped by a Nova Scotia Land Surveyor that the lots for which approval is requested
and any proposed public and/or private road have been surveyed in the manner required by the Land
Surveyors Act and its regulations; and
c) folded to approximately 20x30 centimetres (8x12 inches) with the face of the folded print being the
title block which is located in the lower right-hand corner of the final plan of subdivision.
9.1.3
Final plans of subdivision shall show the following:
a) the words "Plan of Subdivision" located in the title block;
b) a clear space for stamping being a minimum of 225 square centimetres (35 square inches) with a
minimum width of 8 centimetres (4 inches);
c) the name of the subdivision, if any, and the name of the owner of the area of land being subdivided;
d) if applicable, the book and page number of the deed to the area of land as recorded in the name of
the owner in the Land Registration Office;
e) the unique Parcel Identifier (PID) of all areas of land being subdivided;
f)
the civic number and the location of main buildings on all the areas of land being subdivided;
g) the names of all owners or the identifiers of all properties abutting the area of land being subdivided;
h) the name of existing and proposed public roads and private roads as pursuant to the civic addressing
system;
i)
the width and location of railroads and railway rights-of-way;
j)
the location of any existing access from a proposed lot to a public road;
k) the shape, dimensions, and area of the proposed lots and;
l)
if applicable, a notation of area and frontage of the remainder;
m) each proposed lot identified by a number, except in cases where a parcel is being added to or
subtracted from an existing area of land, in which case the parcel shall be identified by a letter and
the new lot identified by the existing area of land identifier, where applicable, and the letter. There
shall be no duplication of lot identifiers;
n) the boundaries of proposed lots shown by solid lines, and the vanishing boundaries of existing areas
of land being resubdivided, consolidated or both, shown as broken lines;
o) the location of existing buildings within 10 metres (33 feet) of a property boundary;
p) the geographical and mathematical location of all buildings within 3 metres (10 feet) of a proposed
boundary;
q) where applicable, a notation stating the lots are serviced by a central sewer and/or water system; and
r)
the width, location, and nature of any easements on or affecting the area of land proposed to be
subdivided; and
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s) the location of watercourses, wetlands, and prominent rock formations;
t)
if applicable, sight-stopping distance information provided by a Nova Scotia Land Surveyor;
u) the date on which the plan of subdivision was drawn and the date of any revisions;
v) a location map, drawn to a scale not smaller than 1:50,000 (such scale to be shown on the map),
preferably with the same orientation as the area of land;
w) the north point;
x) the scale to which the plan of subdivision is drawn; and
y) any other information necessary to determine whether this plan of subdivision conforms to this By-
law.
9.1.4
Where applicable, a copy of the permit to construct from Department of Environment and Climate Change
for services under their jurisdiction shall be included in the application and is required prior to approval.
9.1.5
Where the final plan of subdivision is to be forwarded to the Department of Environment and Climate
Change the additional information listed in Section 6.3 (Additional Information), if required by the
Department of Environment and Climate Change, shall be part of, or included with, the final plan.
9.1.6
Where the proposed lots front on a proposed public road, a final subdivision application shall include:
a) One digital copy of a plan showing:
(i) road contours at 2-metre (6.6 feet) intervals;
(ii) drainage patterns pre and post-design;
(iii) the width and location of proposed public roads and their intersection with existing public roads;
(iv) if applicable, the location of existing and proposed central sewer and water systems and
proposed connections thereto; and
(v) centerline profiles of proposed public roads.
9.1.7
The Development Officer shall not approve a Final Plan of Subdivision until all engineering drawings for any
services, including roads, are conveyed to the Municipality in accordance with the requirements of the
Municipal Service Specifications.
9.1.8
Where a new municipal public road, central water system or a central sewer system is required, the
Development Officer shall not approve a final plan of subdivision until the requirements of Section 4.4 (Public
Road ) have been met.
9.1.9
Where a Final Plan of Subdivision is submitted for the purpose of boundary adjustment and not fully
surveyed, the plan shall:
a) be certified and stamped by a Nova Scotia Land Surveyor that the boundaries of the parcel proposed
to be added to the existing area of land have been surveyed, shown as a heavy solid line, except the
common boundary between the existing areas of land is surveyed and certified as being the common
boundary shown as a heavy broken line;
b) show the remaining boundaries of the resulting lot for which approval is requested are described
graphically shown as a lighter solid line; and,
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PART 3 - PROCEDURE
c) have the following notation affixed to the plan adjacent to the certification required by the Nova
Scotia Land Surveyors' Act and regulations made thereunder, and such notation is signed by the
surveyor:
The only boundaries shown on this plan which have been surveyed are the boundaries of
_________________________________________________________. The common boundary between the
existing areas of land identified by ________ and ________ which is shown by a heavy broken line is
hereby certified as having been the common boundary. The remaining boundaries of resulting
lot __________ shown on this plan are a graphic representation only and do not represent the
accurate shape or position of the lot boundaries which are subject to a field survey.
9.2
Final Plan Procedure
9.2.1
The Development Officer shall forward a copy of the final plan of subdivision to:
a) the Department of Environment and Climate Change, if not serviced by central sewer, to determine
compliance with the On-site Sewage Disposal Systems Regulations or--if the following conditions are
met--for confirmation that an on-site sewage disposal system is not needed due to the following:
(i) the proposed lot is more than 9,000 square metres (96,876 square feet) in area;
(ii) the proposed lot has a width of 76 metres (250 feet) or more; and
(iii) the subdivider has certified on the application that the proposed lot is not intended for a purpose
requiring an on-site sewage disposal system;
b) a Building Official, if applicable;
c) the Municipal Engineer where private roads are proposed;
d) the authority having jurisdiction for public roads shown on the plan; and
e) any other agency the Development Officer deems necessary.
9.2.2
In areas serviced by central sewer, the Development Officer shall forward a copy of the final plan of
subdivision to:
a) the authority having jurisdiction;
b) the Building Official, if applicable;
c) the authority having jurisdiction for public roads shown on the plan; and
d) any other agency the Development Officer deems necessary.
9.3
Public Open Space Contribution Required
9.3.1
No approval of a final plan of subdivision shall be given unless the subdivider has conveyed to the
Municipality land, or a combination of land or money, that satisfies the requirements of Section 5 (Public
Open Space).
9.4
Sewer and Water Approvals Required
9.4.1
No approval of a final plan of subdivision shall be given until the subdivider has obtained the required
approvals of any central water system or a central sewer system.
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9.5
Public Road Construction or Agreement Required
9.5.1
No approval of a final plan of subdivision shall be given unless the subdivider has either constructed public
roads and any other services required or enter into a written agreement with the Municipality in accordance
with the provisions of Section 4.4 (Public Road Acceptance).
9.6
Approval of Consolidation or Addition
9.6.1
No approval of a final plan of subdivision that adds or consolidates parcels or areas of land in different
ownerships shall be given before the Development Officer has received:
a) the executed deeds suitable for registering to effect the addition or consolidation;
b) the fees for registering the deeds;
c) the affidavit of value, including particulars of any exemption, pursuant to Part V of the Act;
d) the municipal deed transfer tax applicable to the transaction, if any;
e) the provincial deed transfer tax applicable to the transaction, if any; and,
f)
forms sufficient to meet the requirement of the Land Registry Act.
9.7
Approval after Conveyance
9.7.1
A final plan of subdivision showing lots to be approved under circumstances described in subsection 287(3)
of the Act by special note on the plan shall:
a) identify such lots;
b) state the names of the grantor and the grantee of such lots; and
c) state the date, book and page number of the conveyance of such lots as recorded in the Land
Registration Office.
9.8
Stamps to Appear on Final Plan
9.8.1
The following information shall be stamped or written and completed by the Development Officer on any
final plan of subdivision which is approved:
a) "This final plan of subdivision is approved for Lots __________ ";
b) "This document, although endorsed as final approval, applies only to those laws, bylaws, and
regulaƟons administered directly by the Municipality and does not grant or imply other permissions
or licenses that may be required, such as permission for access to a public highway from the
Department of TransportaƟon and CommunicaƟon or the Municipality."
c) where applicable,
"[lot(s) approved and/or remainder] (is, are) suitable for the construcƟon or installaƟon of an on-site
sewage disposal system for [proposed use] and any condiƟons which apply are contained in a report
dated [date] and available from the Department of Environment and Climate Change.";
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" IMPORTANT NOTICE [lot(s) approved and/or remainder] (has, have) been created for a purpose
which does not require an on-site sewage disposal system and will not be eligible for a permit to
install a system unless the requirements of the Department of Environment and Climate Change are
met.";
"[lot(s) approved and/or remainder] (is, are) served by an exisƟng on-site system and should a
replacement system become necessary in future, approval of the replacement system from the
Department of Environment and Climate Change is required";
or
"lot(s) are serviced with central sanitary sewer; and
d) where applicable,
a notaƟon staƟng that access to the public road as shown has been approved for the lots created by
this final plan and any condiƟons which apply are listed on the plan or are contained in a report
dated _______________, available from the authority having jurisdicƟon for public roads;
or
where a lot which abuts a public road does not have an approved access point along the road, a
notaƟon staƟng that direct access to the road is not permited.
9.8.2
Where there are private roads. The following stamp shall appear:
"Private Road Status: Lot(s) ________ abut a private road and no provincial or municipal services shall be
provided to these lots. "
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SECTION 10 REPEAL OF SUBDIVISION
10.1 Approval May be Repealed
10.1.1 Where a plan of subdivision has been approved, the approval may be repealed for any or all of the lots
created by the plan of subdivision.
10.2 Application to Repeal
10.2.1 Any person requesting a repeal shall submit an application in the form specified in Schedule C to the
Development Officer.
10.2.2 At the time of application for the repeal of a subdivision the subdivider shall submit to the Development
Officer:
a) the fees contained in the Costs and Fees Act, and its regulations, for registering a repeal of a plan of
subdivision; and
b) the processing fee set by the Council.
10.3 Provisions Applicable
10.3.1 The Development Officer shall follow the provisions of the Provincial Subdivision Regulations for a repeal of
subdivision.
10.4 Agency Assessments
10.4.1 When the Development Officer is satisfied that an application for repeal is complete, the Development
Officer may forward a copy to any agency that provided an assessment or recommendations on the original
plan of subdivision.
10.5 Compliance with By-laws
10.5.1 Where buildings have been erected on the subject lands after the date of the subdivision approval sought to
be repealed, no repeal shall be granted which would cause these buildings to be in violation of any municipal
or provincial By-law, or regulations unless the violation will be rectified by the approval of a new plan of
subdivision filed at the Land Registration Office on the same day as the repeal is filed.
10.6 Approval Notification
10.6.1 The Development Officer shall forward the repeal in the form specified in the Provincial Subdivision
Regulations to the Land Registration Office;
By-law #114 - Subdivision By-law 32
PART 4 - DEFINITIONS
PART 4
DEFINITIONS
By-law #114 - Subdivision By-law 33
PART 4 - DEFINITIONS
DEFINITIONS
Act means the Municipal Government Act, Chapter 18 of the Acts of 1998.
AcƟve TransportaƟon Infrastructure means sidewalks, walkways, mulƟ-use paths or any other similar faciliƟes
which allow for non-motorized modes of mobility.
Agreement means a contract between the subdivider and the Municipality which describes the responsibiliƟes of
each party with respect to the subdivision and servicing of land.
Area of land means any exisƟng lot or parcel as described by its boundaries.
Authority having jurisdicƟon means the government body being in charge of the relevant piece of infrastructure.
Council means the Council of the Municipality of the County of Kings.
Cul-de-sac means a road having only one vehicular entrance and exit.
Department of Environment means the Department of Environment and Climate Change for the Province of Nova
ScoƟa, including any future successor enƟƟes or bodies that fulfil the department's mandate.
Department of Public Works means the Department of Public Works for the Province of Nova ScoƟa, including any
future successor enƟƟes or bodies that fulfil the department's mandate.
Development Officer means a municipal employee appointed by Council pursuant to the Municipal Government
Act of Nova ScoƟa and having the power and duty to administer this Bylaw.
ExisƟng means legally in existence on the first date this By-law came into effect.
Growth Centres are areas so designated in the Municipal Planning Strategy.
Island means a landmass fully surrounded by a waterway, as measured by the Ordinary High Water Mark, that is
not connected to lands beyond the waterway through any public or private road.
Land Use By-law means the Land Use Bylaw in effect for the Municipality of the County of Kings.
Municipal Planning Strategy means the Municipal Planning Strategy for the Municipality of the County of Kings.
Municipality means the Municipality of the County of Kings.
Private road means a private road as defined in the Provincial Subdivision Regulations.
Professional Engineer means a registered member, in good standing, of the AssociaƟon of Professional Engineers of
Nova ScoƟa.
Public road means any road or highway owned and maintained by a municipality or the Province of Nova ScoƟa
excluding designated controlled access highways pursuant to secƟon 21 of the Public Highways Act.
Subdivider means the owner or owners of the area of land proposed to be subdivided and includes anyone acƟng
with their writen consent.
By-law #114 - Subdivision By-law 34
PART 4 - DEFINITIONS
Subdivision means the division of any area of land into two (2) or more parcels and includes a re-subdivision or a
consolidaƟon of two (2) or more parcels into a lesser number of parcels.
Surveyor means a registered member, in good standing, of the AssociaƟon of Nova ScoƟa Land Surveyors.
Water frontage means the distance measured as a straight line between the two points where the side lot lines
meet a shoreline.
Municipal Service Systems
Specifications Manual
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Introduction / General Requirements.. ...................................................................................................................1
Section 1
Definitions .................................................................................................................................... 4
1.1.
Definitions ......................................................................................................................................... 4
Section 2
Submission Requirements ............................................................................................................ 7
2.1.
Submission Requirements ................................................................................................................. 7
2.2.
Concept Plan Approval ...................................................................................................................... 7
2.3.
Tentative Plan Approval .................................................................................................................... 7
2.3.1.
Survey Plan and Application ..................................................................................................... 7
2.3.2.
General Service Plan ................................................................................................................. 7
2.3.3.
N.S. Department of Environment and Climate Change Permit to Construct ............................. 7
2.3.4.
Other Permits ........................................................................................................................... 7
2.3.5.
Sanitary Sewer Systems ........................................................................................................... 8
2.3.6.
Water Systems ......................................................................................................................... 8
2.3.7.
Storm Drainage Systems .......................................................................................................... 9
Figure 1: Sample Subdivision Lot Grading/Drainage Plan ......................................................................... 10
2.3.8.
Municipal Streets .................................................................................................................... 10
2.4.
Final Plan Approval Submission Requirements ................................................................................ 10
2.4.1.
Close Out Report .................................................................................................................... 11
Section 3
Municipal Street Design .............................................................................................................. 14
3.1.
Scope .............................................................................................................................................. 14
3.2.
Geometric Design Specifications ..................................................................................................... 14
3.2.1.
General ................................................................................................................................... 14
3.2.2.
Road Layout ........................................................................................................................... 15
3.2.3.
Intersections ........................................................................................................................... 16
3.2.4.
Vertical Alignment ................................................................................................................... 17
3.2.5.
Horizontal Alignment .............................................................................................................. 17
3.3.
Walkways and Sidewalks .................................................................................................................. 17
3.3.1.
Sidewalks ................................................................................................................................ 17
3.3.2.
Walkways ............................................................................................................................... 18
3.3.3.
Multi-use AT Pathways ........................................................................................................... 18
3.4.
Road Construction ........................................................................................................................... 19
3.4.1.
Construction Season ............................................................................................................... 19
3.4.2.
Municipal Inspections ............................................................................................................. 19
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3.4.3.
Construction Requirements for Public Roads .......................................................................... 19
3.5.
Installation of a Driveway Entrance on a Municipal Public Road ....................................................... 20
Section 4
Storm Water Drainage Design .................................................................................................... 21
4.1.
Scope .............................................................................................................................................. 21
4.2.
Design Approach ............................................................................................................................. 21
4.2.1.
Storm Drainage Systems ........................................................................................................ 21
4.2.2.
Downstream Drainage Systems .............................................................................................. 21
4.2.3.
Design Storm Frequencies ...................................................................................................... 22
4.2.4.
Foundation Drains .................................................................................................................. 22
4.2.5.
Roof Drains ............................................................................................................................. 22
4.2.6.
Multi-Unit, Institutional, Commercial, and Industrial Connections .......................................... 22
4.2.7.
Connections to Public Property ............................................................................................... 22
4.2.8.
Stormwater Balance ............................................................................................................... 22
4.3.
Meteorological Data ........................................................................................................................ 23
4.4.
Design Method ................................................................................................................................ 23
4.4.1.
Rational Method ..................................................................................................................... 23
4.4.2.
US Soil Conservation Service (SCS) Method ............................................................................ 23
4.4.3.
Storage Indication (SI) Method ............................................................................................... 23
4.5.
Design Requirements ...................................................................................................................... 23
4.5.1.
Location ................................................................................................................................. 23
4.5.2.
Discharge to Adjacent Properties............................................................................................ 24
4.5.3.
Buried Storm Drainage Systems ............................................................................................. 24
4.5.4.
Ditches / Open Channel Drainage System ............................................................................... 26
4.5.5.
Headwalls & Grates ................................................................................................................ 26
4.5.6.
Detention Structures .............................................................................................................. 27
4.6.
Lot Plans for Breaking of Soils Permit (BSP) .................................................................................... 28
4.7.
Erosion and Sedimentation Control ................................................................................................. 28
Section 5
Sanitary Sewage System Design ................................................................................................. 30
5.1.
Scope .............................................................................................................................................. 30
5.2.
Design Requirements ...................................................................................................................... 30
5.2.1.
Gravity Systems ...................................................................................................................... 30
5.2.2.
Pumped Systems .................................................................................................................... 33
Section 6
Water Distribution System Design .............................................................................................. 40
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6.1.
Scope .............................................................................................................................................. 40
6.2.
Design Requirements ...................................................................................................................... 40
6.2.1.
System Requirements ............................................................................................................. 40
6.2.2.
Minimum / Maximum Pressure ............................................................................................... 40
6.2.3.
Pipe ........................................................................................................................................ 41
6.2.4.
Limiting Velocities .................................................................................................................. 42
6.2.5.
Looping .................................................................................................................................. 42
6.2.6.
Minimum Sizes ....................................................................................................................... 42
6.2.7.
Oversizing .............................................................................................................................. 42
6.2.8.
Minimum / Maximum Cover .................................................................................................... 42
6.2.9.
Location ................................................................................................................................. 42
6.2.10.
Valves ..................................................................................................................................... 43
6.2.11.
Trench Drainage Relief Systems ............................................................................................. 43
6.2.12.
Changes in Direction ............................................................................................................... 43
6.2.13.
Fire Hydrants .......................................................................................................................... 44
6.2.14.
Air Relief and Vacuum Valves .................................................................................................. 44
6.2.15.
Service Lateral ........................................................................................................................ 44
6.2.16.
Water Meter Chamber ............................................................................................................ 45
6.2.17.
Backflow Prevention Devices .................................................................................................. 45
Section 7
Standard Details ......................................................................................................................... 46
Appendices
Appendix A - Sample Statutory Declaration
Appendix B - Sample Street Services Agreement
Appendix C - Sample Letter of Credit
Appendix D - Sample Close-Out Report Checklist
Appendix E - Standard Details
Appendix F - Rainfall Data
Introduction / General Requirements
This document has been prepared for use with and shall be read in conjunction with the Municipality of the County
of Kings Subdivision By-law, the "Standard Specification for Municipal Services" as published by the Nova Scotia
Road Builders Association (NSRBA), the Nova Scotia Consulting Engineers Association (CENS), and the Joint
Committee on Contract Documents (JCCD). In case of discrepancy, the more stringent requirement shall apply.
These design standards have been prepared for setting minimum design and construction standards for Municipal
Services Systems within the Municipality of the County of Kings (Municipality); to list and suggest limiting values
for infrastructure to be conveyed to the Municipality; and to establish uniformity of practice in the Municipality. A
complete documentation of all parameters relating to the design and construction of municipal services is beyond
the scope of this document; however, an attempt has been made to touch upon the parameters of greatest
importance and to present the policies and accepted procedures of the Municipality.
This Municipal Specifications Manual shall apply to all proposed developments and infrastructure renewal projects
utilizing municipal sanitary sewer, water, storm drainage, municipal streets, and sidewalks. The standards
contained in this Manual may be incorporated into Policies, Bylaws, development agreements or other contracts
even where the municipal infrastructure is not directly involved.
The purpose of this document is to provide guidance for Design Engineers in the provision of Municipal services
which meet these criteria, and are also consistent with cost effective installation, operation, and maintenance. The
design of these services, when submitted to the Municipality, must be under the seal of a Professional Engineer in
accordance with the Engineering Profession Act. R.S., c. 148, s. 1.
This document is not intended to eliminate the necessity for detailed design, rather it is intended to provide
minimum standards for the materials, design criteria, and method of construction to be utilized in the installation
of Municipal services. Further, it is not the intention of the Municipality to stifle innovation. Where, in the judgment
of the Design Engineer, variations from this document are justified or required and where the Design Engineer can
show that alternate approaches can produce the desired results, such approaches will be considered for approval.
In considering requests for variations from these design criteria, the Municipal Engineer, or designate, shall take
into consideration such factors as safety, nuisance, system maintenance, capital costs, operational costs, life cycle
costs, environmental issues, natural topography, and the Municipality's Planning Documents.
Notwithstanding the consideration for approval from the Municipal Engineer, all Municipal services designed shall
comply with the latest editions of the Atlantic Canada Guidelines for the Supply, Treatment, Storage, Distribution,
and Operation of Drinking Water Supply Systems, the Atlantic Canada Guidelines Manual for the Collection,
Treatment, and Disposal of Sanitary Sewage and they shall have all approvals to construct necessary from the Nova
Scotia Department of the Environment and Climate Change (NSECC). All road connections to provincial roads or
highways shall comply with the Nova Scotia Department of Public Works (NSDPW), previously Nova Scotia
Department of Transportation & Infrastructure Renewal, "Specifications for Subdivision Roads in Urban and Rural
Areas". The most stringent requirements shall prevail.
Each submission shall be accompanied by a statement from a Professional Engineer that the submission is in
accordance with these Specifications except, if there are any deviations or variations proposed, the Design Engineer
shall indicate clearly, in all appropriate documents and plans included with the submission, the specific variances
from the design standards identified in these Specifications. Also, where the Design Engineer uses standards other
than those outlined in this document, all appropriate documents and plans shall clearly indicate those areas of
difference.
Acceptance by the Municipality of the design of proposed Municipal services does not relieve the Design Engineer
of the responsibility for proper design, nor does it imply that the Municipality has checked the design exhaustively
for compliance with this document. The Design Engineer retains full responsibility and liability for their work as a
Professional Engineer. Where the Municipality has accepted a design which does not comply with these standards
and where the Design Engineer has not brought variations from this document to the attention of the Municipal
Engineer, the provisions of this document still stand.
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All Municipal services shall conform to this document as well as any more stringent requirements established by
other authorities having jurisdiction within the Municipality. In addition to these design criteria, and in any case
where this document requires expansion or clarification, the latest revisions of all applicable and relevant codes and
standards shall be used for reference by the Design Engineer. These documents include, but are not limited to, the
latest editions of:
- American Water Works Association Standards.
- "Atlantic Canada Guidelines for the Supply, Treatment, Storage, Distribution and Operation of Drinking
Water Supply Systems", prepared by the Nova Scotia Department of the Environment and Climate
Change.
- "Atlantic Canada Standards and Guidelines Manual for the Collection, Treatment and Disposal of
Sanitary Sewage", prepared by the Nova Scotia Department of the Environment and Climate Change.
- Canadian Standards Association (CSA) National Building Code (NBC) of Canada.
- Land Use By-law and Subdivision By-laws for the Municipality of the County of Kings and successor
documents.
- National Electrical Manufacturing Association (NEMA).
- National Fire Protection Association (NFPA) Hydraulic Institute Standards.
- National Plumbing Code (NPC) of Canada National Fire Code (NFC) of Canada Canadian Electrical Code
(CEC) Underwriters Laboratories of Canada (ULC).
- Nova Scotia Department of Public Works (previously Nova Scotia Department of Transportation &
Infrastructure Renewal) Specifications for Subdivision Roads in Urban and Rural Areas.
- "Standard Specifications", prepared by the Nova Scotia Department of Public Works.
- "Standard Specification for Municipal Services", prepared by the Nova Scotia Road Builders Association
and the Nova Scotia Consulting Engineers Association.
- Transportation Association of Canada (TAC) Geometric Design Guide for Canadian Roads, Latest
Edition.
- Wastewater By-law.
- "Water Supply for Public Fire Protection", prepared by the Fire Underwriters Survey- Insurers Advisory
Organization (IAO).
All contract documents prepared for Municipal services within the Municipality shall contain a clause requiring the
Applicant and the Applicant's contractors and sub-contractors to carry out all work in compliance with all applicable
Municipal, Provincial, and Federal Regulations, including, but not limited to, the Nova Scotia Occupational Health
and Safety Act. 1996, c. 7, s. 1.
Any available recorded engineering drawings of Municipal services will be provided to the Design Engineer for
information only. Design Engineers are responsible for verifying the information in the field prior to any detailed
design.
No municipal services or streets shall be constructed until the design has been submitted to the Development
Officer and approved by the Municipal Engineer as part of the municipal approval process. The Municipal Engineer's
decision shall be final and binding in matters of design and construction. No alternatives to the construction of
the design are permitted unless approved in writing by both the Design Engineer and the Municipal
Engineer.
All permits and approvals from the Nova Scotia Environment and Climate Change, Nova Scotia Department of
Public Works, or their successor bodies (where necessary), and other applicable regulatory authorities shall be
obtained by the Applicant or their agent. Copies of the approved permits and approvals shall be submitted for
consideration by the Municipal Engineer prior to Tentative Approval as part of the approval process. Further
information on submission requirements is included in Section 2 of this document.
Prior to granting Tentative approval, it is recommended that a meeting be held between the Municipality and the
Applicant, which may include their designated Engineer. Final design documents must be submitted to the
Development Officer in accordance with Section 2 below and must include all pertinent requirements stipulated in
the Municipality's approval documents or required by other agencies.
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The Municipality will periodically revise the design criteria, guidelines, and specifications contained in this
document to conform with advances and improvements in engineering practices. The changes will be noted in a
revision record and will be available to users of this document. It is the responsibility of the Design Engineer to
remain current with revisions to this document.
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Section 1 Definitions
1.1. Definitions
Definitions within this document shall have their ordinary meaning, unless otherwise defined within the Land Use
By-law or the Subdivision By-law, or the Wastewater By-law unless defined below:
Agreement means a contract between the Applicant and the Municipality which describes the responsibilities of
each party with respect to the subdivision and servicing of land.
Approval means an approval of the Municipal Engineer. The decision of the Municipal Engineer will be final and
binding in all matters of design and construction. However, the Municipal Engineer does not certify any
installations, procedures, equipment, or materials nor do they approve or evaluate testing laboratories. Approvals
will be based on compliance with these Specifications and/or other appropriate standards as indicated throughout
this document. Tentative Approval and Final Approval requirements are as set out in the Municipality of the County
of Kings Subdivision By-Law.
Applicant means a person or company (developer, subdivider, owner, or consultant) who submits documentation
to the municipality for approval.
Arterial road means a road intended to move a relatively large volume of traffic at medium to high speeds, used
where traffic movement is the primary consideration and land access secondary.
Base course means the crushed rock or aggregate which is placed immediately upon the sub-base course.
Combined sewer means a sewer that was designed to receive both wastewater and storm water.
Design Engineer means the Professional Engineer representing the Applicant, who has affixed their professional
seal to the Engineering drawings, plans, and specifications for the proposed development and/or is the Professional
Engineer who is responsible for ensuring the services are constructed to meet and satisfy the approved design. This
person must be registered and/or licensed to practice engineering and must be in good standing in the Province of
Nova Scotia.
Diameter means the nominal internal diameter of the pipe unless noted otherwise.
Drainage plan means a detailed management plan, including, but not limited to drawings and calculations of storm
water runoff and the courses and channels of it, including floodplains, for one or more parts of an area of drainage
for all lands tributary to, or carrying drainage from, land that is proposed to be subdivided. May include the
requirement for a written comprehensive Drainage Report, depending on the extent and complexity of the
proposal.
Growth Centre refers to areas designated as Growth Centres on Schedule A (Municipal Structure Map) of the
Municipal Planning Strategy.
Inspection means a field inspection performed by a relevant and responsible Professional Engineer or qualified
designate at various stages of construction.
Multi-unit residential means any property consisting of greater than 4 residential units.
Multi-unit commercial means any property consisting of two or more commercial units, or combination of one
commercial unit and three or more residential units.
Municipal Engineer means the person appointed pursuant to the Municipal Government Act who has the power
and duty to administer provisions of the Act.
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Municipal services include sanitary sewer collection and treatment systems, water treatment and distribution
systems, storm sewers, stormwater management areas, sidewalks, walkways, and roads which are, or are to be,
owned, operated, and maintained by the Municipality.
Municipal sewer system means any sewer system which is owned by the Municipality.
Municipal water system means any water system which is owned by the Municipality.
Professional Engineer means a Professional Engineer who is a member in good standing of Engineers Nova Scotia.
Roadbed means the portion of the roadway extending from shoulder line to shoulder line.
Roadway means the portion of road included between the outside lines of gutters, or side ditches including all the
appertaining structures, and all slopes, ditches channels, waterways, etc. necessary for proper drainage and
protection.
Sanitary sewer means a sewer system receiving and carrying liquid and water-carried wastes and to which storm,
surface or ground waters are not intentionally admitted.
Sanitary sewage means wastewater from buildings but excluding storm water or surface run-off and groundwater.
It does not include contaminated liquid waste or sewage at concentrations greater than those commonly found in
domestic sewage.
Sanitary sewage collection system means the system consisting of all pipes, mains, equipment, buildings, and
structures for collecting and pumping of sanitary sewage (including trunk sewers and pumping stations) operated
by the Municipality of County of Kings. It is designed to collect and convey sanitary sewage from its point of origin
to a disposal or treatment location.
Service easement means an allotment of land required to maintain and repair municipal services. In the event that
sewer and/or water services are installed outside of public rights-of-way (ROW), the Applicant shall provide a service
easement in favour of the Authority Having Jurisdiction. The service easement shall be constructed to provide
access for maintenance.
Sewer lateral or service lateral means the Building Service Connection as defined by the Municipality. Sanitary
sewer lateral means the pipe which conveys sanitary sewage from the property line to the main sanitary sewer.
Storm sewer lateral means the pipe which conveys stormwater from the property line to the main storm sewer.
Sewer means system to convey sanitary sewage, groundwater, storm water or surface run-off and includes all
sewer drains, storm sewer, storm drains, and combined sewers.
Storm water means water from precipitation of all kinds and includes water from the melting of snow and ice,
groundwater, and surface water.
Storm water system means a method or means of carrying storm water, including ditches, swales, sewers, drains,
canals, ravines, gullies, stormwater management ponds, streams, watercourses, floodplains, springs, creeks,
streets or private roads, roadways, or driveways.
Storm sewer or storm sewer system means the system consisting of all pipes, mains, ditches, equipment, and
structures for collecting and conveying storm water and surface runoff water, excluding sewage, operated by the
Municipality. It is designed to collect and convey storm runoff from its point of origin to its point of discharge into
a natural drainage system. The system includes the collection of storm water from foundation drainage systems.
Street means the entire width between the boundary lines of a street, road, or highway.
Street line means the limit of the road right of way (ROW).
Sub-base course means the crushed rock aggregate which is placed immediately upon the Subgrade.
Subgrade means the undisturbed portion of the roadbed upon which the sub-base course is to be placed.
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Water system or distribution system means the system consisting of water mains, water service laterals from the
water mains to street property lines and appurtenances carrying and distributing potable water for domestic and/or
fire protection purposes and includes any pumping stations, pressure control facilities and reservoirs, treatment
facilities.
Water service lateral means the pipe that conveys water from a water main to the building requiring service.
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Section 2 Submission Requirements
2.1. Submission Requirements
This section is intended to assist the Design Engineer, acting on behalf of the Applicant for subdivision approval,
prepare a submission for the approval of municipal services. This section must be read in conjunction with the
Municipality's Subdivision By-law.
There are three stages of approval. The Subdivision By-law outlines when each type of approval is required.
1.
Concept Plan Approval.
2.
Tentative Plan Approval.
3.
Final Plan Approval.
2.2. Concept Plan Approval
Where land is to be subdivided into phases or new public streets or private roads are proposed, the Applicant must
submit one (1) electronic copy of a concept plan to the Development Officer for approval. The purpose of the
concept plan is to provide a preliminary layout, for a full review of the proposed development before any advanced
design work is done. To save time and expense, it is suggested the applicant contact the Development Officer to
discuss the proposal prior to submitting a concept plan.
A concept plan does not have to be surveyed; however, it must be drawn to scale. It must show contours at 5 metre
intervals and be consistent with the requirements of the Subdivision By-law for Concept Plans.
2.3. Tentative Plan Approval
The Applicant shall apply for a tentative plan approval before proceeding with construction of infrastructure. The
following material shall be submitted to the Municipal Engineer for review:
2.3.1.
Survey Plan and Application
Application for plan approval, one electronic (1) copy of a Tentative Plan of Subdivision.
2.3.2.
General Service Plan
One (1) electronic copy of a plan showing the width and location of proposed streets and/or roads and their
intersection with existing streets, tributary service areas, and proposed services, including power services,
sidewalks and trail infrastructure, pipe sizes, valves, hydrants, manholes, lift stations, catch basins and storm
drainage infrastructure, directions of flow, and points of connection to existing systems.
2.3.3.
N.S. Department of Environment and Climate Change Permit to Construct
A copy of the permit to construct from NSECC for services under their jurisdiction is required prior to tentative
approval being granted.
2.3.4.
Other Permits
Other permits, such as Work within Right-of-Way from the Nova Scotia Department of Public Works and
Watercourse Approvals from Nova Scotia Department of Environment and Climate Change may be required
and it is the responsibility of the Applicant to obtain these permits.
The Applicant requires formal signed confirmation of Tentative Approval. Tentative plan approval is mandatory
prior to the installation, or construction of municipal services.
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An application for Tentative Approval of Municipal Services shall provide a complete submission of the specified
requirements within the Subdivision By-law. The complete submission shall include the following as the
minimum requirements of conformity to the specified requirements.
2.3.5.
Sanitary Sewer Systems
2.3.5.1. General
Plan indicating tributary service areas, existing sanitary sewer system, and proposed sanitary sewer
system. The proposed sewer system shall include manhole locations, size of mains, flow direction, and
connection point(s) to the existing system. The plan shall also include calculations showing tributary
area to each pipe, peak flow to each pipe, and capacity of each pipe. Calculations, to be as per Section
5 Technical Specifications, are required to be provided to the Municipal Engineer.
2.3.5.2. Gravity Systems
-
Plan and profile drawings. Scale to be at least 1:500 Horizontal, 1:50 Vertical.
-
Cross sections and detail drawings.
-
Design summary in tabular form with the following design information:
o Population density.
o Peak flow.
o Design flow.
o Pipe size.
o Slope.
o Minimum and maximum flow velocity.
o Depth of flow.
2.3.5.3. Pump Station and Force Main
Detail drawing for each lift station giving pump data, invert elevations for gravity inlet, overflow, and
force main, float elevations, base elevation, top elevation, wet well size, bypass piping arrangement,
and other relevant details, such as system and pump curves.
Design information in tabular form with the following design information:
-
Minimum, average, and peak flow rates.
-
Pipe size and velocity in force main.
-
Pump cycle time.
2.3.6.
Water Systems
Plan indicating existing and proposed water system, including pipe diameter and material, valve location,
hydrant location, location of bends, tees, wyes, and connections to the existing system. Calculations, to be as
per Section 6 Technical Specifications, are required to be provided to the Municipal Engineer. Plan and profile
drawings scale to be at least 1:500 Horizontal, 1:50 Vertical.
Design information in tabular form with the following design information:
-
Population density.
-
Domestic demand.
-
Fire flow requirements.
-
Maximum and minimum static pressures under normal operating conditions.
-
Residual pressures under fire flow conditions.
-
Easements or right of way necessary to carry out the proposed work.
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2.3.7.
Storm Drainage Systems
Plan indicating the contributing area, the area tributary to each inlet, and the existing and proposed storm
drainage system. A report showing the calculation of flows and required storage for retention and detention
ponds.
Design information in tabular form with the following design information:
-
Runoff rates tributary to each inlet from minor and major rainfall event.
-
Design flow from minor and major rainfall events.
-
Pipe, culvert, or channel size.
-
Minimum and maximum flow velocity from minor and major rainfall events.
-
Depth of flow in channels from minor and major rainfall events.
-
Easement or rights-of-way necessary to carry out the proposed work.
A stormwater system report is to be prepared and included as part of the submission for any proposed
stormwater system extension. At a minimum, the stormwater system report must contain the design criteria
for the 1:5, 1:10, 1:25, 1:50 and 1:100 year events.
The stormwater design is also to address watercourse protection, erosion and sediment control, impact on
adjacent property, maintenance requirements, public safety, access, liability, and nuisance.
This submission is to include a stormwater drainage plan which will include pre-development runoff calculations
and post-development runoff calculations.
The plan will also show all stormwater management alternatives and output information demonstrating the
main steps of the calculations and the peak discharge at key points in the system. Peak flow must be shown at
the points of discharge from the proposed development.
Assessments of impact on services from upstream development and downstream storm water capacity.
Calculations, to be as per Section 4 Technical Specifications, are required to be provided to the Municipal
Engineer. Plan and profile drawings to be at 1:500 Horizontal, 1:50 Vertical. Cross sections and detail drawings
as well as a subdivision grading plan for the full development are required. Details of erosion and sedimentation
control measures, and other relevant details.
Subdivision drainage plans to include:
-
the location of the proposed development within the topographic drainage area.
-
the drainage area tributary to the proposed and existing storm drainage system(s).
-
the boundaries of all drainage sub-areas.
-
contours at intervals not exceeding 2.0 metres.
-
site layout including proposed streets and lots.
-
locations of proposed storm drainage system(s) and stormwater management facilities.
-
location of outfalls or connections into existing services, hydrologic and hydraulic data tables
and any other information required by the Engineer.
-
arrows on each lot showing surface runoff flow direction.
-
the flow route of the major drainage path shall be indicated.
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-
1:100-year flood elevation on any watercourses near, on, or adjacent to any proposed lot.
Figure 1: Sample Subdivision Lot Grading/Drainage Plan
2.3.8.
Municipal Streets
Plan and profile drawings indicating the following:
-
Existing and proposed profiles of road centerline.
-
Proposed grades (%).
-
Horizontal and vertical curve data sufficient to ensure compliance with these specifications.
-
Detail showing proposed road cross section elements complete with all elements of the roads
including right-of-way width to accommodate cut and fill operations.
-
Spot elevations of any watercourse, prominent rock formation, areas subject to flooding and
other natural features within or immediately adjacent to the proposed street right-of-way.
-
Sizes of roadway and driveway culverts (see Section 4.5.4.3).
2.4. Final Plan Approval Submission Requirements
This section specifies the submission to be made for review at the final approval stage. All services are to be
approved by the Municipal Engineer or accepted by the Authority Having Jurisdiction.
For final plan approval, all requirements for tentative plan approval must be met, along with the additional
requirements listed below.
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2.4.1.
Close Out Report
2.4.1.1. General
All requirements for final plan approval shall be presented in a single bound copy and an electronic copy
of the "Close Out Report" (.pdf). Any copies of plans required for tentative and final approval shall have
one (1) additional copy in the Close Out Report. The hard copy Close Out Report is to be provided in a
divided binder.
The Close Out Report shall be complete in all respects prior to the Municipality granting final approval
and shall follow the specific sequence set out in the requirements listed in Sections 2.4.1.1.1 to 2.4.1.1.7
below.
The Developer shall complete all revisions of the Close Out Report to meet the requirements of the
Municipality.
A Sample Close Out Report Checklist is provided in Appendix D.
2.4.1.1.1.
Survey Plan and Application (Section A of the Close Out Report)
-
Application for plan approval, and a copy of the Final Plan of subdivision.
-
Required processing fees.
2.4.1.1.2.
Certification of Compliance (Section B of the Close Out Report)
A certificate of compliance is required from a Professional Engineer stating that the streets and
services have been constructed in accordance with the approved drawings and requirements of
the Subdivision By-law and the Municipal Services Specification Manual, including a Professional
Engineer's certification of inspection and certification of compliance as per the NSECC permit to
construct.
2.4.1.1.3.
Maintenance Bond (Section C of the Close Out Report)
-
Statement of construction costs.
-
Statutory declaration indicating that all labour and materials used in the construction of
the infrastructure have been paid in full (see Appendix A - Sample Statutory Declaration).
-
Maintenance deposit in the amount of 10% of the cost of municipal infrastructure, to be
held for a period of two (2) years from the date of final approval and shall only be released
with the approval of the Municipal Engineer at the written request of the Developer. The
Municipal Engineer may, at their discretion, extend the term beyond two year.
2.4.1.1.4.
Plan of Streets, ROWs, and Easements (Section D of the Close Out Report)
-
Final Plan of Subdivision showing the municipal public streets, road reserves, easements
and all drainage rights-of-way clearly identified.
2.4.1.1.5.
Deeds and Easement Documentation (Section E of the Close Out Report)
-
Warranty deeds for all property to be transferred to the Municipality.
-
Legal easement documentation.
-
Title certificate by Developer's solicitor for land and easements being transferred.
-
Document registration fees.
2.4.1.1.6.
Operation and Maintenance Manuals (Section F of the Close Out Report)
Operation and maintenance manuals are required for pumps and other similar equipment. The
contractor is to provide this information for both private development projects and municipal
projects unless agreed to otherwise with the Municipality. See Section 6.2.2 for details.
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2.4.1.1.7.
Inspection and Testing Reports (Section G of the Close Out Report)
The following inspection and testing results, as applicable, must be provided. Municipal Staff are
to be on site for all tests and inspections with the option of choosing test locations. The contractor
is to provide this information for both private development projects and municipal projects unless
agreed to otherwise with the Municipality. Submitted documentation shall be certified by a
Professional Engineer or their designate.
Water, Sanitary, and Storm Systems
-
Video inspection and report for sanitary sewers in a format approved.
-
Vacuum test report for all manholes.
-
Pump station start-up report. Startup to be carried out in the presence of the Municipal
-
Engineer or their designate. Draw down test confirming pump system capacity to be
included.
-
Air test results for all sanitary sewers.
-
Hydrostatic leakage test results for water system.
-
Bacterial test results (presence / absence) for water lines provided by an accredited lab.
-
Chlorination / dechlorination test results.
-
Compaction test results on pipe bedding and trench backfill.
-
Approved shop drawings.
Road Systems
Before the constructed roads are approved and accepted, the Municipality must receive
confirmation that all requirements have been met. In addition, approval from NSDPW must also
be received for provincial intersecting streets. In addition, a certification shall be required from a
Professional Engineer confirming the roads and drainage systems within the subdivision have
been constructed in accordance with the approved specifications and plans. Submissions must
include:
-
Particle size analyses, fractured faces, absorption, LA abrasion, plasticity index, and micro-
deval for base and sub-base gravels.
-
Compaction test results on subgrade, sub-base, and base courses at a minimum of every 150
metres for each lift of material placed.
-
Test results for asphaltic concrete paving, mix design, and compaction results.
-
Test results for curb and gutter construction including tests on subgrade, subbase, and base
course.
-
Concrete test results for concrete curb and concrete sidewalks.
2.4.1.2. Record Drawings (Section H of the Close Out Report)
Electronic record drawings in an AutoCAD (*.dwg) file format and a GIS Shape File format (*.shp or
*.gdb) and coordinate data (for all constructed infrastructure) in spreadsheet form (*.xls or *.csv) and
reproducible record drawings stamped by a Professional Engineer with one (1) paper copy and an
electronic copy (.pdf).
When the preceding specifications have been satisfactorily adhered to, as determined by the Municipal
Engineer, the Municipal Engineer then will recommend to the Development Officer that the proposed
municipal street(s) be approved.
2.4.1.3. Alternative to Complete Construction and Acceptance Prior to Final Approval
Where a Developer wishes to obtain approval prior to completing construction of the street and
services, a street services agreement satisfactory to the Municipality shall be signed, sealed, and
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delivered for final approval. See Appendix B - Sample Street Services Agreement for a template of
this agreement.
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Section 3 Municipal Street Design
3.1. Scope
This section specifies the requirements for the design of all Municipal public streets within the Municipality. All
public streets shall meet all the specifications within this section.
A Municipal public street design consists of the roadway structure and all slopes, ditches, channels, waterways, and
appertaining structures necessary for proper drainage and protection as well as water, wastewater, and stormwater
infrastructure.
3.2. Geometric Design Specifications
Design: The function of locating roads and building lots relative to topographical features constitutes the practice
of engineering as defined by the Engineering Profession Act of Nova Scotia. Therefore, the design of roads and
their services when submitted to the Municipality must be under the Seal of a Professional Engineer.
3.2.1.
General
3.2.1.1. Design Standards
These specifications cover the more common aspects of design encountered in subdivision
development. In cases where these specifications need to be expanded or additional specifications are
required, the "Geometric Design Standards for Canadian Roads and Streets" as published by
Transportation Association of Canada (TAC) shall be used as a guide. In general, a design speed of 60
kilometres per hour will be used for all subdivision roads unless a higher design speed is required by the
Municipality. A design speed of 30 kilometres per hour is acceptable for cul-de-sacs, P-loops, or
crescents with a length of 400 metres or less.
Street designs should recognize and/or incorporate natural features such as watercourses, wet areas,
habitats, and rock outcrops.
See Appendix E-Standard Details for Typical Road Cross Sections (local urban, rural, and private).
All street names, street signs, and posts shall be approved by the Municipality. Street signs and posts
shall be installed by the developer in accordance with the Civic Addressing By-Law, and using the
material, size, and color stipulated by the Municipality. Locations to be approved by the Municipality.
3.2.1.2. Right-of-Way
The street classification hierarchy recognizes different street types and their role in accommodating
the modes of transportation and varying land uses. Local and collector streets are intended for short
trips and lead to arterial streets, which facilitate longer-distance travel.
The Municipality's street classifications align with TAC phrasing and are typically classified based on
vehicle volume.
Street Classifications are as follows:
-
Urban Residential Local
-
Rural Local
-
Urban Commercial Local
-
Rural Collector
-
Urban Commercial Collector
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3.2.1.3. Minimum Widths
The minimum right-of-way width will normally be 20 metres. In most cases this right of way will be
sufficient. However, in certain instances, the Municipality may require a greater right-of-way width to
facilitate traffic, construction, and/or maintenance requirements.
A 16 metre right-of-way may be accepted by the Municipality where the municipal street is fully
serviced with curb, gutter, asphalt, water, sanitary sewer, and stormwater systems.
3.2.1.4. Cut and Fill Slopes
Any property susceptible to damage because of construction must be within the right-of-way. All
slopes (either in cuts or fills), required for road and infrastructure construction, must be included within
the right-of-way.
All back slopes steeper than 3:1 sloping to the bottom of the ditch shall be included in the right of way.
A minimum 3 metre bench shall be provided on cut slopes that would not otherwise end at the edge of
the right-of-way.
Side slopes in cuts shall be no steeper than 2:1 (horizontal to vertical) and 1:4 in rock cuts (where
confirmed by a geotechnical engineer) or as otherwise required. All embankment slopes will be 2:1 or
flatter at the discretion of a geotechnical engineer.
Retaining walls are not permitted within the road right of way unless approved by the Municipal
Engineer.
3.2.1.5. Acceptable Access for Adjacent Properties / Road Reserves
Acceptable road reserves to adjacent properties must be identified and deeded to the Municipality.
These reserves must be not more than 400 metres apart. Road reserves and their spacing along with
their Municipal service stubs are subject to acceptance by the Municipal Engineer. The road reserves
shall be located along the subdivision boundary in such a manner as to not prejudice development of
the adjacent land.
The Developer shall be responsible for connecting to and upgrading existing road reserves to the final
design regardless of the level of construction.
3.2.2.
Road Layout
3.2.2.1. General
Where practical, proposed roads shall be laid out as extensions to existing roads, either in the same
subdivision or in adjacent subdivisions. Where a temporary cul-de-sac or turning areas exist in previous
developments, the Developer shall be responsible for removing the temporary works and reinstating
the road to its final design.
In cases where the proposed road ends within a property and there are plans to extend the road at a
future date, the Municipal Engineer may accept a temporary turning area in lieu of a temporary cul-de-
sac. A temporary cul-de-sac or turning area shall be constructed to the same standard as the road. In
un-serviced areas, the turning area shall be surfaced with gravel. In serviced areas, the normal curb
along the front of the turning area shall be deleted and the turning area shall be surfaced with asphalt.
The minimum length of road eligible for takeover is 150 m (not including permanent cul-de-sac); shorter
road lengths may be considered for takeover at the discretion of the Municipal Engineer.
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3.2.2.2. Cul-de-Sacs
All cul-de-sacs must end in a permanent or temporary turnaround area as approved by the Municipal
Engineer. Cul-de-sacs are not permitted where the land can be effectively serviced by other road
layouts.
The grade of the bulb of a permanent cul-de-sac shall not exceed 4%. The maximum length of a cul-de-
sac shall be as established in the Subdivision By-Law but shall not exceed 230 metres unless otherwise
approved by the Municipal Engineer.
In areas lacking any existing or planned streets with which to connect, the cul-de-sac shall include
prolongations (see Appendix E-Standard details), extending to adjoining parcels in locations where
future street connections appear to be feasible. Where no future vehicular traffic connection is feasible,
wherever possible, the end of cul-de-sacs shall include a 6 metre access to abutting properties to
provide potential access for emergency vehicles, municipal sewer, and water services, as well as
pedestrian traffic.
3.2.2.3. Sidewalk Boulevards
Sidewalk boulevards are to be provided between the sidewalk and curb, unless otherwise approved by
the Municipal Engineer. See Appendix E-Standard Details.
3.2.2.4. Guard Rail
Guard rails are required on fills of 3 metres or greater (unless a slope of 6:1 can be provided) and in
other hazardous areas.
3.2.2.5. Emergency Access Egress
Where there is an approved phasing plan and subdivision agreement in place confirming that a second
street access will be provided within a specified time approved by the Municipal Engineer, up to a
maximum of 300 dwelling units may be approved prior to the second access being provided.
Where, in the opinion of the Municipal Engineer, it is impractical to provide a second access, up to a
maximum of 100 dwelling units may be approved with a single access.
3.2.3.
Intersections
3.2.3.1. Intersections with Provincial Highways
Where any new roads meet existing Provincial highways, the minimum distance between these
intersections shall be in accordance with Provincial requirements. The Province shall review and
approve connections with Provincial roads or highways.
3.2.3.2. Intersections with Local Roads
The minimum distance between intersections of local roads will be 75 metres measured center line to
center line.
All intersecting roads must intersect at an angle of 70 to 90 degrees for a minimum distance of 30
metres from the intersection measured from the respective centre lines.
3.2.3.3. Offset Intersections
Offset intersections are not permitted, unless otherwise approved by the Municipal Engineer.
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3.2.4.
Vertical Alignment
3.2.4.1. Grades
Straight or gently rolling grades with proper vertical curves are required to provide adequate stopping
sight distance. In all cases a profile will be required, showing existing and proposed grades. In general,
a grade of 6% will be considered the maximum allowable; however, grades up to 8% may be approved
in exceptional circumstances and with prior approval by the Municipality. The minimum grade shall be
0.5%. Grades at intersections shall not exceed 4% for at least 15 metres measured from the shoulder or
face of curb of the intersecting road.
Ditch grades less than 1% require approval of the Municipal Engineer. Ditch grades more than 4%
require erosion protection acceptable to the Municipal Engineer. Minimum curb grade shall be 0.5%.
3.2.4.2. Vertical Curves
The vertical curve length for both sag and crest curves shall not be less than the minimum values
specified below:
Table 1: Minimum K Factors to Provide Stopping Sight Distances on Vertical Curves
Road Classification
Crest Vertical Curves
Sag Vertical Curves
Rate of Vertical
Curvature (K)
Rate of Vertical Curvature (K)
Headlight
Control
Comfort Control
Cul-de-sac, Crescent, or P Loop less
than 400 metres
4
7
4
Local Road
13
18
9
Streets without streetlights shall be designed using headlight control. For other road classifications
(such as collector roads), refer to TAC.
3.2.5.
Horizontal Alignment
Horizontal curves shall have a minimum horizontal curve radius of 90 metres. The horizontal alignment
centerline shall be a straight line for a minimum of 10 metres measured from and along the intersection of the
centerline of the approach street and the edge of the shoulder/ curb of the street to which it is connecting.
For local cul-de-sacs and P-loops or crescents with a length less than 400 metres a minimum radius of 30 metres
may be used.
3.3. Walkways and Sidewalks
3.3.1.
Sidewalks
Concrete sidewalks are required on any new Commercial Road constructed within Growth Centres.
The minimum width of concrete sidewalk shall be 1.8 metres (~6 feet). All sidewalks and driveway ramps
adjacent to sidewalks shall be designed and constructed using concrete. The minimum width of asphalt
pathways shall be 2.0 meters (~6.5 feet).
Pedestrian ramps shall be installed at all intersections where a sidewalk exists, and at walkway and trail
locations. All pedestrian ramps shall meet accessibility standards and include Tactile Walking Surface Indicators
(TWSI) as recommended by the Design Engineer and accepted by the Municipal Engineer.
Outside edges and expansion joints shall have tooled edges.
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The minimum grade across a sidewalk shall be 2%, but not more than 3%, unless otherwise approved by the
Municipal Engineer.
Construction joints of mastic fibrous material extending through the entire thickness of the concrete slab shall
be placed as follows:
-
Where concrete is to be placed against existing concrete.
-
Where the sidewalk abuts the curb.
-
Around all structures abutting the sidewalks including utility poles, catch basins, etc.
-
At maximum 18 metres (59 feet) intervals of sidewalk continuous placement.
In locations with sidewalks, curbs, and pedestrian ramps, Tactile Walking Surface Indicators (TWSI) shall be
installed on both sides of each road at all roadway intersections with sidewalk or a walkway.
3.3.2.
Walkways
Asphalt walkways are required within the road right-of-way on any new Residential road constructed within
Growth Centres. See standard detail.
Selection of locations for walkways shall consider the requirements for pedestrian circulation within the
neighborhood. Where possible, walkways shall be designed to suit the natural topography.
For stand-alone walkways, which are not located within a road right-of-way, the walkway shall have a minimum
right-of-way width of 6 metres (20 feet). At the discretion of the Municipal Engineer, additional easement or
right-of-way width may be required to facilitate construction and maintenance of municipal infrastructure (i.e.,
to accommodate wastewater and storm water mains).
A stand-alone walkway which is not located within a road right-of-way, the traveled portion shall be centered
within the right-of-way unless approved by the Municipal Engineer and shall have a minimum width of 2.0
meters (~6.5 feet). See standard detail.
Walkways shall be located and designed whenever possible so that the grade of the walkway shall not exceed
8%. Steeper grades may be permitted only where the topography makes it impractical for grades to be less than
8%, or to avoid the installation of stairs.
Pedestrian ramps shall be constructed at the ends of walkways where curb and gutter are present. Pedestrian
ramps shall be placed at all street crossing locations.
The right-of-way shall be graded to control surface water and major drainage within the right-of-way.
Landscaped and sodded swales, catch basins, pipe, and drains shall be provided to control erosion and maintain
a safe surface. Swales, where required, shall not be located closer than 600 millimetres from the edge of the
travelled portion.
Walkways shall be oriented to benefit from street lighting where possible. Lighting for walkways shall be
shielded and directed downward to ensure there is no light spilling, glare, or light cast over neighboring
properties. The maximum distance between lights on a walkway shall be 75 metres.
3.3.3.
Multi-use AT Pathways
Multi-use pathways including designated active transportation trails shall be in accordance with the detail in
Appendix E - Standard details and in consultation with the Municipal Engineer.
Multi-use AT Pathways shall have a minimum right-of-way width of 9 metres (30 feet). Trailheads to multi-use
pathways with wider access ramps resembling driveways may benefit from the installation of a barrier (e.g.,
bollard, gate, etc.) to discourage vehicle access. Bollards shall reflect light to enhance their visibility.
Multi-Use Pathways are spaces that are shared by bicyclists and pedestrians. They must be separated from
traffic, typically by a boulevard, curb, or ditch. Bicyclists on Multi-Use Pathways should travel at lower speeds
to safely share the space with pedestrians. Safe transitions to the street network must be considered.
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Multi-use pathway corridors shall have a minimum width of 5.0 metres, with a recommended total travel surface
width of 3.0 metres.
Cross slopes shall not exceed 2%; however, where this is not possible, for short distances the cross slope could
be a maximum of 4%
3.4. Road Construction
3.4.1.
Construction Season
The normal seasonal completion date for streets and related works constructed is November 30 of each year in
order to allow for inspection and approval by the Municipal Engineer.
3.4.2.
Municipal Inspections
The Municipal Engineer must be notified in advance before construction work begins on any public road.
Municipal Inspections shall not relieve the Design Engineer of responsibility for inspection of the work. Witness
inspections by the Municipal Engineer may be performed at the following stages before construction proceeds
to the next stage:
-
After clearing.
-
After grubbing.
-
After completion of subgrade (roll test).
-
After completion of base course.
-
After completion of surface course.
-
Upon project completion.
3.4.3.
Construction Requirements for Public Roads
The subgrade must be well drained and compaction tests shall be taken by a third-party testing firm, approved
by the Municipal Engineer. Any unsuitable material including soft or yielding material shall be removed,
replaced with suitable material, and compacted.
In addition to the specific requirements identified in this section, all public streets must be constructed in
accordance with the following:
-
Roots, stumps, limbs, moss, sod, and other organic or deleterious material shall not be placed in
roadway fills or allowed to remain under the roadway.
-
The road surface top width and travel surface width shall be in accordance with Typical Road Cross
Sections.
-
The travel surface shall have a sub-base and a base course of crushed, screened gravel.
-
The sub-base course shall conform to Gravel Type 2 as defined by NSDPW Standard
Specifications. The sub-base course must be applied to a compacted depth as noted in the Typical
Road Cross Section.
-
The Base Course shall conform to Gravel Type 1 as per NSDPW Standard Specifications. Base
course shall be applied to a compacted depth as noted in the Typical Road Cross Sections.
-
New public streets constructed must be coated with a minimum of two (2) lifts of an asphalt
concrete (base and top) in accordance with NSDPW Standard Specifications Division 4. The top
lift of asphalt cannot be placed until the substantial build-out of the development and the passing
of one (1) year from the date on base lift placement.
-
The developer shall be responsible for the following:
o
Arranging for complete inspection and testing of the installation of a street at various stages
as approved by the Municipal Engineer.
o
Giving reasonable notice to the Municipal Engineer of the proposed test date, site, and time.
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o
Allowing the Municipal Engineer to inspect the installation at any stage or to verify or confirm
any required test.
3.5. Installation of a Driveway Entrance on a Municipal Public Road
The Applicant is responsible for all aspects of construction, including but not limited to, the supply of culvert pipe
and backfill materials, headwalls, rip rap, labour, and traffic control. Work may be done by the Applicant, or a
contractor engaged by the applicant; however, the responsibility for installation rests with the Applicant.
The Applicant must notify the Municipality's Department of Engineering and Public Works when work is to
commence by requesting a Breaking Soils Permit (BSP). Once the driveway is completely installed, the applicant
must notify the Department of Engineering and Public Works to arrange for an inspection. If the Municipal Engineer
or designate is not satisfied with the installation, the applicant will be notified of the deficiencies and asked to
correct them. Subsequent reinspection will be necessary.
Driveways shall drain away from buildings toward the road. The minimum driveway grade shall be 2% and the
maximum grade shall be 6%. Reverse grades or steeper grades are not permitted without prior approval by the
Municipal Engineer.
In addition, the applicant shall:
-
Save and hold harmless the Municipality against all claims for personal injury and/or property
damage of whatsoever nature, both during and after the execution of work covered by this
section, where, in the opinion of the Municipality, any such claim arises from the execution of the
work.
-
Bear the cost of all damage occurring during the laying of the pipe or other work undertaken to
the road shoulders, curbs, ditches, culverts, pavements, and other installations and all subsequent
damage costs to the road/street that are, in the opinion of the Municipal Engineer, attributable to
the work under this section.
-
Provide that on completion of the work, the road shoulder shall be left in a neat condition and
dressed with gravel containing no stones larger than 20 millimetres (3/4 inch) in dimension.
-
Carry out the work in every respect satisfactory to the Municipal Engineer.
All driveway entrances outside the jurisdiction of the Municipality of the County of Kings shall be installed in
accordance with the Authority Having Jurisdiction, usually the Nova Scotia Department of Public Works.
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Section 4 Storm Water Drainage Design
4.1. Scope
This section specifies the requirements for a storm drainage system. A storm drainage system is a system which
receives, carries, and regulates flows in response to precipitation which includes overland flow, sub-surface flow,
groundwater flow, and snow melt.
The following design objectives are to be followed for the design of storm drainage systems in the Municipality:
-
Prevent loss of life and protect structures and property from damage due to a major storm event.
-
Provide for safe and convenient use of streets, lots, and other improvements during and following
storm events.
-
Preserve natural watercourses and minimize the long-term effect of development on receiving
watercourses and groundwater.
-
Convey storm water from upstream and on-site sources and mitigate the adverse effects of such
flow on downstream properties.
In addition to the following specifications, all storm drainage systems shall meet the requirements of NSECC. No
system that is required by the Municipality shall be constructed until the design has been approved by both the
Municipal Engineer and NSECC.
4.2. Design Approach
4.2.1.
Storm Drainage Systems
A Minor Drainage System consists of ditches, swales, driveway and roadway culverts, subsurface interceptor
drains, curb & gutter, catch basins, pipes, ponds, manholes and laterals.
A Major Drainage System consists of ditches, curbs, roadways, roadway culverts, open channels, retention and
detention ponds, floodplains, and natural water courses.
Developments shall preserve and/or integrate existing natural drainage corridors into stormwater management
plans where practical. Stormwater management shall also include low impact development (LID) best
management practices (BMPs) whenever practical. These may include:
-
Exfiltration Systems.
-
Bioretention Areas (Rain Gardens).
-
Green Roof.
-
Permeable Pavements.
-
Enhanced Swales.
The developer must provide a lot grading design stamped by a Professional Engineer indicating overall drainage
and identifying that a major storm condition will not affect building construction on the lot. Further, if the
Municipal Engineer determines it required, a formal Storm Water Report shall be prepared by a Professional
Engineer containing storm water design, calculations including overall assessment and recommendations.
4.2.2.
Downstream Drainage Systems
All downstream drainage systems must have adequate capacity to receive and carry discharge from the
proposed storm drainage system in addition to existing tributary discharge. An investigation of the downstream
system shall be carried out by the design engineer from the outfall location of the proposed storm drainage
system to a point sufficiently downstream that will demonstrate no adverse impacts on downstream lands, such
as erosion or flooding.
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The effect on downstream development will be assessed by the Design Engineer based on this investigation.
Mitigative measures may be required to alleviate any adverse downstream impacts.
4.2.3.
Design Storm Frequencies
4.2.3.1. Minor Systems
Driveway culverts, storm sewers, and other minor drainage systems shall be designed based on a
design storm frequency of 1 in 5 years.
Areas designated for commercial and industrial development in the Municipal Planning Strategy shall
be designed based on a design storm frequency of 1 in 10 years.
4.2.3.2. Major Systems
Roadways, road cross culverts, and other major drainage systems shall have a capacity to convey storm
water from a design storm frequency of 1 in 100 years.
For design purposes, the capacity of any watercourse crossings shall be based on a design storm
frequency of 1 in 100 years.
4.2.4.
Foundation Drains
Foundation drains shall normally be connected by gravity to the piped storm water system. Relative elevations
of the storm main and foundation drains shall be such that foundation drains are above the hydraulic grade line
of the major storm. Where the storm water system discharges into a watercourse, ditch, or drainage corridor,
foundation drains connected to the system shall be above the major storm flood elevation at the point of
discharge. Discharging a foundation drain to a roadside ditch is not recommended.
New developments shall preserve and integrate existing natural drainage features into all drainage plans and/or
include low-impact development drainage features where practical. Such solutions may include swales, french
drains., rain gardens, or permeable surfaces, etc.
4.2.5.
Roof Drains
Roof drains are not permitted to be connected to the stormwater system and must not discharge to a driveway
or other impervious surface draining to the road.
New developments shall preserve and integrate existing natural drainage features into all drainage plans and/or
include low-impact development drainage features where practical. Such solutions may include swales, french
drains., rain gardens, or permeable surfaces, etc.
4.2.6.
Multi-Unit, Institutional, Commercial, and Industrial Connections
Multi-unit, Institutional, Commercial, and Industrial developments shall employ flow control devices upstream
of the storm water system connection which will limit the peak flow to less than 40% of the uncontrolled fully
developed flow.
4.2.7.
Connections to Public Property
The Municipal Engineer may require an extension of an appropriately sized pipe from the storm water system
to an appropriate location on the boundary of existing or future public property.
4.2.8.
Stormwater Balance
Stormwater runoff is to be balanced to ensure matching of the pre and post-development stormwater runoff
conditions for the 1:5-year return design storm and the 1:100-year return design storm. This requirement may
be achieved using detention, or the temporary storage of stormwater. Pre-development conditions can be
considered the existing conditions before the project was initiated, or before the site was prepared for the
project.
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4.3. Meteorological Data
Intensity Duration Frequency Curves and Time; depth tables are included in Appendix F - Rainfall Data and are to
be used for storm drainage design calculations.
4.4. Design Method
The designer shall indicate the design method used. Techniques generally accepted are listed below.
4.4.1.
Rational Method
The Rational Method may be used for the calculation of peak runoff rates for drainage basins up to and including
40 hectares (100 acres) in area. It may be used for preliminary design of systems serving larger areas.
This method shall not be used for the design of storage facilities.
Where run-off from an area that includes a significant proportion of undeveloped land is to be determined,
winter run-off conditions must be determined, and the worst case used in design. For winter conditions, rainfall
data for winter conditions must be used.
4.4.2.
US Soil Conservation Service (SCS) Method
Previously known as the US Soil Conservation Service (SCS), the USDA Natural Resources Conservation Service
(NRCS) developed the runoff curve number to predict direct runoff and infiltration from rainfall. This method
known as SCS Technical Report 55, 1975 (SCS TR 55) is widely used and is an efficient method for determining
the approximate amount of direct runoff from a rainfall event in a particular area.
4.4.3.
Storage Indication (SI) Method
Storm water storage facilities shall be designed using the Storage Indication (SI) method. The design storm and
inflow hydrograph must be developed using accepted methods.
Storm water storage facilities to include an emergency spillway capable of discharging the 1 in 100-year flow.
The overflow spillway shall discharge into a watercourse or major storm drainage system capable of receiving
and carrying the 1 in 100-year discharge from the structure, in addition to its rate of discharge upstream to the
spillway.
Information must be supplied regarding maintenance and safety issues of a storm water storage facility
complete with long term maintenance and replacement considerations.
4.5. Design Requirements
4.5.1.
Location
All storm drainage shall be carried by either an unconfined natural watercourse, excavated ditch, or piped storm
drainage system. No storm drainage is to be carried on, through, or over private property without appropriate
easements.
Where storm drainage flows are directed onto abutting land, other than through a natural watercourse, a right-
of-way or easement must be provided. The minimum width of an easement is 6 metres (20 feet).
Where a need is identified by the Design Engineer to accommodate future upstream development, and where
no future road reserve is available, a drainage right-of-way or an easement in favour of the Municipality must
be provided.
Natural watercourses shall not be carried in roadside ditches or piped roadside storm drainage systems.
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4.5.2.
Discharge to Adjacent Properties
All concentrated storm drainage shall be self-contained, except natural run-off from undeveloped areas or run-
off not exceeding natural pre-development amounts.
All concentrated run-off from the developed limits of a development shall be directed to either a natural
watercourse or storm drainage system owned by the Developer, NSDPW or the Municipality, depending on the
situation.
Discharge of run-off to adjacent properties other than in a natural watercourse requires:
-
Approval from NSECC.
-
That the developer obtains written consent from the adjacent property owner(s). The written
consent must be filed in the Land Registration Office as an easement.
-
Drainage easements, with a minimum width of 6 metres, shall be provided in favour of the
Municipality, as required.
4.5.3.
Buried Storm Drainage Systems
4.5.3.1. General
Storm sewer pipes shall be designed to carry, without surcharging, the peak rate of storm flow. Design
must be approved by NSECC and the Municipal Engineer and have a Permit to Construct issued by
NSECC.
4.5.3.2. Velocities
The minimum design velocity for storm sewers shall be 0.6 metres per second. Consideration shall be
given to initial minimum cleansing velocity for phased development. This requirement shall be waived
for the end of pipe systems where the minimum pipe size is used.
The maximum design velocity for a storm sewer shall be 4.6 metres per second for pipes up to and
including 750 millimetres in diameter. The maximum design velocity for storm sewer pipes greater than
750 millimetres in diameter shall be 6.1 metres per second.
4.5.3.3. Pipe Size
The minimum diameter for a storm sewer main shall be 300 millimetres.
Pipe sizes shall not decrease in the downstream direction unless approved by the Municipal Engineer.
The exception is if the main to which the inlet is connected is 600 millimetre diameter or larger, and if
pipe storage is permitted or if oversized, inlet piping is required to overcome the effects of inlet control.
4.5.3.4. Pipe Material
Stormwater mains shall be green PVC DR35 pipe, reinforced CSA A257.2 concrete pipe, or green PVC
PS320 profile pipe; and
All storm water mains and catch basin leads shall be installed with gaskets.
4.5.3.5. Depths
The minimum permitted depth for a storm sewer main located within the road right-of-way is 1.5
metres (4.9 ft). The minimum permitted depth for storm laterals at the property line is 1.0 metres.
4.5.3.6. Manholes
Manholes shall be installed at any change in pipe size, material, grade, or horizontal alignment, and at
all storm water main intersections and end points. The spacing of manholes shall not exceed 120
metres.
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Manholes shall be pre-cast concrete with an iron frame and cover. Frames are to be adjustable. Covers
are to have 2 vent holes and be labelled "STORM". Off street manholes are to have bolt down frame
and cover.
Manholes shall be CSA A257 concrete, and all joints and connections shall have gaskets. Connections
to existing manholes shall be made by core drilling and with approved connectors and installed in
accordance with the manufacturer's instructions. Connections other than core drilling are subject to
approval by the Municipal Engineer.
The minimum internal diameter of a manhole shall be 1050 millimetres.
4.5.3.7. Service Laterals
As part of a Major Subdivision (new infrastructure being installed by developer), all laterals from the
main to 1.5 metres past the property line shall be provided by the developer or owner and shall have a
minimum grade of 2%. Laterals must be green DR35, minimum 100 millimetres in diameter and
installed between the potable water and sanitary sewer laterals.
Laterals for future development shall be brought to the property line, capped, and a marker stake 50 x
100 millimetres placed. Depth to lateral should be indicated and be marked "STORM".
Where a buried storm drainage system exists, foundation drains will normally be connected to the main
by laterals. The invert of the lateral at the property line must be at least 610 millimetres above the top
of the main at the point of connection.
Where a buried storm drainage system does not exist, Section 9.14 of the National Building Code of
Canada, latest revision, shall apply.
Under no circumstance shall foundation drains direct storm water to the street surface, sidewalk, or
adjacent property.
4.5.3.8. Catch Basins
Catch basins shall be installed at the curb of the street and shall be adequately spaced to prevent
ponding on the street and to prevent water from entering on or flowing in the travel lanes during storm
events corresponding to the design of the minor system. The spacing of catch basins shall not exceed
120 metres.
Catch basin leads shall be connected to a storm drainage manhole or a catch basin. No more than 2
catch basins shall be connected in series before connecting to a storm manhole.
-
Catch basin leads shall be gasketed CSA A257. A concrete pipe or green PVC DR35 pipe and shall
be a minimum of 200 millimetres in diameter.
-
Catch basin leads not connected to a manhole may be connected to a storm water main with a
fabricated fitting provided that the main is larger than the lead. Connections to existing mains
shall be made with approved connectors, installed in accordance with the manufacturer's
instructions.
-
Catch basin leads shall have a minimum cover of 1.2 metres below finished grade.
-
Catch basin leads shall have a minimum slope of 1%.
-
Catch basin leads shall be included in the CCTV report.
-
Catch basin leads shall be connected to a manhole such that the lead invert is no higher than the
obvert of the outgoing main or 1 m above the invert of the outgoing main whichever is higher,
unless approved otherwise by the Municipality.
-
Catch basin leads shall not protrude into catch basins or manholes by more than 50 mm.
-
Catch basin leads shall incorporate a flexible joint within 450 millimetres of the outside face of a
manhole or main.
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4.5.3.9. Inlets
Vertical grates shall be installed at inlets.
4.5.3.10. Outfalls
The design of outfalls shall take into consideration such factors as public safety, erosion control, and
appearance.
4.5.4.
Ditches / Open Channel Drainage System
4.5.4.1. Ditches
Roadway ditches shall conform to the standard cross section for local roads and shall have adequate
capacity for the 1 in 100-year storm.
4.5.4.2. Velocities
The maximum velocity during a 1 in 100-year storm event in ditches or open channels shall not exceed
the values which will cause erosion for the specified surface treatment (such as rock lining or grass).
4.5.4.3. Culverts
All culvert sizes shall be indicated on design drawings. The minimum size for any culvert shall be 450
millimetres. The minimum depth of bury for any culvert shall be 500 millimetres.
Culverts on a watercourse shall be designed for the 1 in 100-year peak flow with a headwater depth not
greater than the diameter of the pipe.
Driveway culverts (where applicable) shall be CSA A257.2 concrete, HDPE PS320 dual wall corrugated
pipe. or PVC PS320 profile pipe or an approved equivalent. Driveway culverts shall be designed for the
1 in 5-year peak flow with a headwater depth not greater than the diameter of the pipe (except in areas
designated for commercial and industrial development in the Municipal Planning Strategy, where the
1 in 10-year flow is to be used).
All road cross culverts shall be reinforced concrete pipe to CSA A257.2 unless alternate types are
approved by the Municipal Engineer. Road cross culverts shall be designed for the 1 in 10-year peak
flow with a headwater depth not greater than the diameter of the pipe.
Culvert installations require at least a minimum of 1 metre separation between the headwall and the
property line, to ensure adequate space for inspection and maintenance. Therefore, creating a 2 metre
minimum opening between adjoining properties.
4.5.5.
Headwalls & Grates
All culverts and storm water systems require headwalls for inlets and outlets. Culverts longer than 30 metres
and all storm water systems require inlet grates with vertical bars; outlet grates are not permitted. The following
standards shall be met:
-
Headwalls shall be precast concrete.
-
Grates shall be hot-dip galvanized steel.
-
Headwalls over 1050 millimetres high require hot-dip galvanized handrails.
-
Type 304 stainless steel anchors shall be used to fasten grates and handrails to headwalls.
-
Bedding material for inlet and outlet structures shall be a minimum of 150 millimetres Type 1
gravel or as recommended in the geotechnical report.
-
All steel components shall be completely fabricated prior to hot dip galvanizing.
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-
Streambed protection shall be installed upstream of the inlet structure and downstream of the
outlet structure as per NSECC requirements.
-
Bell ends of inlet pipes shall be grouted flush with the headwall to provide a smooth transition to
the pipe; outlet pipes shall be similarly grouted. Non-ferrous, non-shrink grout shall be used.
4.5.6.
Detention Structures
4.5.6.1. Design Volume
Stormwater management ponds are to be sized to provide adequate storage volume necessary to limit
post- development peak discharge rates to pre-development peak discharge rates for the 2-, 5-, 10-,
and 100-year design storm events.
An additional volume allowance must be made so that a 300 millimetres freeboard is available for the
100-year design storm event.
4.5.6.2. Inlet & Outlet
Energy dissipation measures should be employed to reduce velocities through the pond and reduce the
likelihood of re-suspending settled solids.
4.5.6.3. Flow Control Structures
Flow control structures typically include large diameter manholes with a concrete bulkhead separating
the inlet and outlet sides of the structure. A series of orifices and weirs are arranged in the bulkhead to
restrict peak discharge rates to pre-development levels.
An access manhole frame and cover shall be provided on both the inlet and the outlet sides of the flow
control structure to facilitate inspection and maintenance.
4.5.6.4. Low Flow Channel
Stormwater management ponds shall provide a low flow channel from the inlet structure to the flow
control structure, or the outlet structure. Low flow channels may consist of a concrete channel, half-
pipe, rock lined channel, or perforated pipe within a granular drain.
4.5.6.5. Emergency Overflow
Stormwater management ponds shall have an emergency overflow to manage excess flows that may
exceed the 1:100 design storm event or manage overflows if the outlet structure fails or becomes
blocked.
The emergency overflow elevation should be set at 300 millimetres above the 1:100 flood elevation in
order to meet minimum freeboard requirements and shall be integrated into the major drain system to
limit property damage from an overflow event.
4.5.6.6. Maximum Side Slopes
Stormwater management ponds shall be constructed with maximum internal side slope of 4:1 (H: V).
Side slopes of 5:1 (H: V) are preferred where conditions permit.
4.5.6.7. Minimum Bottom Slope
Stormwater management ponds shall be constructed with a minimum bottom slope of 1.0% to provide
positive drainage to the low flow channel/outlet.
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4.5.6.8. Fencing
In general, storm water management ponds do not require fencing. Construction using a specified
maximum side slope should allow for safe egress from the storm water management pond. However,
fencing may be required at inlet structures and outlet control structures in some instances.
Select planting and other landscaping features are a preferred access deterrent and a means of
providing natural visual screening of the storm water management pond.
Contingent upon location and proximity to private properties or lands for public purposes, fencing may
be required as a matter of public safety and as determined by the Municipality.
In instances where fencing is required, fencing shall be 2.44 metres high chain link wire mesh.
4.5.6.9. Access Road
Maintenance access roads shall be provided to access the storm water management pond including all
inlet structures, outlet control structures, and emergency overflow structures.
The base gravels are to be a minimum of 150 millimetres of Type 2 gravel and 150 millimetres of Type
1 gravel to a minimum width of 4.0 metres. Where grades exceed 6%, the surface shall be paved with
75 millimetres Type D-HF asphalt.
If a full loop road is not proposed, a turning circle, or a turning-tee must be provided so that
maintenance vehicles may exit the facility without requiring reverse maneuvers.
4.5.6.10. Stormwater Inline Storage
The Municipality may approve the use of oversized in-line pipe storage for storm water management.
If this approach is taken a rider storm water system may be required to be installed for storm water
service connections for adjacent lots. Street drainage would be directed to the oversized inline pipe
storage. Hydraulic grade lines (100 year) are to be shown on the design profiles.
Considerations for design of a constructed wetland or wet ponds for storm water management may be
allowed if it meets the pre / post development flows.
4.6. Lot Plans for Breaking of Soils Permit (BSP)
The property owner shall submit the following information with a BSP application that is consistent with the
approved storm water management plan:
-
Location of proposed driveway.
-
Location of proposed buildings.
-
Driveway culvert size (based on inlet control).
-
Finished property grade of buildings, foundation drains and driveway.
-
Directional arrows showing surface water flow pattern (must be away from building and adjacent
buildings).
4.7. Erosion and Sedimentation Control
An Erosion and Sediment control plan shall be provided in compliance with Provincial regulations and a copy
submitted to the Municipal Engineer. The plan shall address measures during construction of roads, services, and
houses, as well as long term measures which will be in effect following the completion of development.
During construction, surface water flows across the construction site must be minimized.
The Erosion and Sediment Control Plan, as well as control measures taken, shall comply with the Erosion and
Sedimentation Control Handbook for Construction Sites as prepared by NSECC.
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Long term environmental protection measures to be addressed in the subdivision design may include but are not
limited to:
-
Protection of wetlands and waterways in accordance with NSECC Guidelines.
-
Minimization of erosion and sediment transport.
-
Protection of outfall areas.
-
Utilization of wetland areas for filtration of storm water run-off.
-
Minimization of disruption to natural watercourses.
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Section 5 Sanitary Sewage System Design
5.1. Scope
The sanitary sewage collection system must meet the requirements of the Municipality before the system will be
considered for takeover. The following are minimum requirements to consider in the system design and are
intended to provide a directive to the Design Engineer responsible for the design and construction of Municipal
Services Systems in the Municipality.
Industrial, institutional, and commercial wastewater must meet the requirements of the Municipality's Wastewater
Sewer By-law 98. If the strength of the wastewater is greater than domestic wastewater, pre-treatment prior to
discharge may be required at the discretion of the Municipal Engineer.
This section specifies the requirements for a central sanitary sewer collection system. A sanitary sewer consists of
main lines, laterals, pressure sewers, and appurtenances (including manholes and lift stations) owned and
maintained by the Municipality.
In addition to these design criteria, all sanitary sewage systems shall conform to the Atlantic Canada Standards and
Guidelines for the Collection, Treatment and Disposal of Sanitary Sewage. No systems shall be constructed until
the design has been approved by the Municipal Engineer and by NSECC.
5.2. Design Requirements
5.2.1.
Gravity Systems
5.2.1.1. General
The sanitary sewage system shall be designed for flows generated from all lands within the Serviceable
Area which are naturally tributary to the drainage area as determined from topographic plans. Any
lands within the Serviceable Area which are tributary by pumping or regrading, which are at present or
anticipated to flow through the design area are to be included in the calculated flows for the system
being designed.
With respect to the depth of cover and grade of sewer mains, the design of the system shall take into
consideration possible future extensions so that, wherever practical, those mains shall be installed at
sufficient depth to service adjoining lands.
The sanitary sewage system shall be designed utilizing the standard criteria outlined below unless
actual flow measurement has been conducted:
-
Design shall be based on an appropriate population density according to intended land use.
-
Average Dry Weather Flow shall be calculated on the basis of an allowance of 380 liters per person
per day.
-
Design Peak Flow shall be calculated on the basis of an allowance of 1,665 liters per person per
day plus an inflow and infiltration allowance of 0.25 liters per second per hectare of area.
-
Peak Flow allowance can be based on the Harmon Peaking Factor plus an allowance for inflow
and infiltration.
5.2.1.2. Pipe
Polyvinyl Chloride (PVC), DR35 (colour green) shall be used for sanitary sewer main installations in the
Municipality, unless otherwise approved by the Municipal Engineer.
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5.2.1.3. Hydraulic Design
Sanitary sewer mains shall be designed to convey the calculated Design Peak Flows. The designer shall
ensure that surcharging of the system does not occur during such peak flow conditions by taking into
consideration such factors as energy loss at manholes. The capacity of the sanitary sewer mains is to
be calculated using the "Manning Formula" or an appropriate nomograph. A Manning Roughness
coefficient (n) equal to 0.010 shall be used for PVC pipe.
Under Design Peak Flow conditions from the tributary area when fully developed, sanitary sewage flow
velocities shall be a minimum of 0.6 metres per second and a maximum of 4.5 metres per second. This
requirement shall be waived for the end of pipe systems where the minimum pipe size is used.
Pipes to be sized such that pipe is not more than 80% full at peak design flow.
5.2.1.4. Minimum Pipe Size
No sanitary sewer main shall be less than 200 millimetres in diameter.
5.2.1.5. Minimum Slope
Sanitary sewer mains shall have a minimum slope of 1%. Under special conditions slopes less than 1%
may be permitted. Slopes less than 1% will be considered only where the depth of flow will be at least
30% of the diameter of the pipe for Design Peak Flow. In no case shall the slope be reduced to less than
0.5%. Sewer laterals shall have minimum slopes of 2%.
5.2.1.6. High Velocity Protection
Where velocities greater than 4.5 metres per second are attained, special provision shall be made to
protect against displacement by erosion and shock.
5.2.1.7. Depth
In general, the sanitary sewer shall be installed at a sufficient depth to provide service by gravity flow
to all proposed lots within the proposed subdivision and provide service to adjoining lands.
The depth of sanitary sewer mains shall not normally exceed a maximum of 4.5 metres. However, under
special conditions, if full and justifiable reasons are given (such as elimination of a pumping station),
the maximum depth of sanitary sewer mains may be increased to 5.5 metres with approval of the
Municipal Engineer. To minimize future maintenance costs, all services laterals shall be eliminated from
the deep section of the sewer main either by installation of a rider sewer for lateral connections or by
the installation of all laterals at manholes.
The minimum depth of sanitary sewer mains shall not be less than 1.5 metres without approval of the
Municipal Engineer. The depth of the sanitary sewer laterals shall not be less than 1 metre. In general,
sewer mains shall be sufficiently deep so to receive sewage from basements and to prevent freezing.
5.2.1.8. Location
Where possible, all sanitary sewer pipe and appurtenances shall be located within a street right-of-way
owned by the Municipality or the NSDPW. If approved by the Municipal Engineer, sanitary sewer mains
may be installed within an easement granted in favour of the Municipality. The actual width of the
easement shall depend upon the depth of any pipelines contained within the easement. The minimum
width of any such easement shall be 6 metres.
All sanitary sewer pipes shall be located as close as possible to the center line of the street or easement.
Depending upon the length and location of the easement, the Municipal Engineer may require a travel
way to be provided within the easement for access and maintenance purposes.
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Where a need is identified by the Municipal Engineer to accommodate future upstream lands naturally
tributary to the drainage area, an easement shall be provided from the edge of the street right of way
to the upstream limit of the subdivision.
5.2.1.9. Alignment
All sanitary sewer mains shall be laid with a straight alignment between manholes.
5.2.1.10. Manholes
A manhole is to be provided on a sanitary sewer at any change in pipe size, slope, or alignment and at
all pipe intersections. The interval between manholes is not to exceed 120 metres. All manholes shall
pass air testing and be wrapped (sides and bottom) with "Blue skin" or equivalent, to seal against
infiltration. Manholes to be precast concrete with an adjustable iron frame and cover, frame, and cover
to be adjustable. Cover to have one (1) 25 millimetre vent hole. Off street manholes to have bolt down
frame and covers.
The following criteria shall be used for pipe elevation and alignment in sanitary sewer manholes to
account for hydraulic losses through the manhole:
-
Minimum drop across manholes for pipes of similar diameters shall be:
o
Straight run - 30 millimetres.
o
Deflections up to 45 degrees - 30 millimetres.
o
Deflections 45 to 90 degrees - 60 millimetres.
-
The crown of a downstream pipe shall not be higher than the crown of an upstream pipe.
-
A drop manhole shall be constructed when the vertical drop between pipe inverts in the manhole
exceeds 1m.
-
Drop manholes shall have:
o
An exterior drop when the manhole is 1050 millimetres diameter or an interior drop for
manholes larger than 1050 millimetres.
o
The minimum internal diameter of a manhole shall be 1050 millimetres.
All sanitary sewer manholes are to be positioned to minimize the infiltration of surface water or ground
water. Manholes shall not be located at or near the following locations:
-
Drainage ditch or swale invert, or
-
Roadway gutters or low points.
In some situations where manholes cannot be easily relocated from the areas noted above, the use of
berms and/or water-tight frames and covers may be permitted by the Municipal Engineer.
5.2.1.11. Service Laterals
Minimum size for lateral piping shall be 100 mm in diameter (white in color). For laterals greater than
125 mm, connection to the sewer main shall be made by installing a manhole on the sanitary sewer
main (Doghouse Manholes are permitted). All 100 mm laterals shall be constructed with white PVC
DR28 pipe conforming to CSA standards.
All service laterals shall be installed according to the following provisions:
-
In any new subdivision a single sanitary sewer lateral shall be provided by the developer to each
existing or potential lot at the time of installation of services. The lateral shall extend from the
main to 1.5 metres past the property line or as directed by the Municipality.
-
A 100 mm lateral connection to the main shall be made using an inline tee, for connections to
existing sewers, a saddle may be permitted.
-
A lateral for any multi-unit residential property (greater than 4 residential units) shall be
constructed with a minimum 150 mm diameter pipe; the connection to the sewer main must be
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made with a manhole (Doghouse Manholes are permitted). Multi-unit residential laterals shall
be the responsibility for installation by the developer.
-
A lateral connection for any multi-unit commercial property (two or more commercial units, or
combination of one commercial unit and three or more residential units) shall be constructed
with a minimum 150 mm diameter pipe; the connection to the sewer main must be made with a
manhole (Doghouse Manholes are permitted). Multi-unit commercial laterals shall be the
responsibility for installation by the developer.
-
The lateral shall be laid at a minimum slope of 2%.
-
Service laterals with total length greater than 30m shall be installed complete with a wye type
clean-out in locations approved by the Municipal Engineer. Clean outs to be provided every 30
metres.
-
The depth of sanitary sewer laterals shall not be less than 1m within the street right of way.
-
Lot owners must obtain a sewer connection permit from the Municipality before connecting into
the system.
-
All sewer laterals shall be capped at the lot line and have a 50 x 100 millimetres wooden marker
indicating depth of bury and painted "Green".
-
All structures require a "Protection from Backflow" as required the National Plumbing Code
(1995).
-
A minimum clearance of 450 millimetres shall be provided between wastewater laterals and
existing water mains with the wastewater lateral being below the water main.
-
All wastewater laterals must be inspected and accepted by the Municipality before backfilling.
-
The invert elevations of wastewater laterals at the property line shall be shown on Tentative
Approval Drawings and confirmed on the Record Drawings.
5.2.1.11.1.
Wastewater Service Connection Requirements
-
Only buildings with a sewer main along their frontage may connect.
-
Every building is required to be connected separately to the mains from any other building,
except that of an ancillary building on the same property that may be serviced by the same
connection.
-
A single Wastewater Service Connection, from the main line to the property line, to each
lot is required for all system extensions.
5.2.2.
Pumped Systems
5.2.2.1. General
Pumping stations shall be provided when, in the opinion of the Designer and/or Municipal Engineer, a
gravity system is neither possible nor economically feasible.
Sewage pumping station structures and electrical and mechanical equipment shall be protected from
physical damage from the 1 in 100-year flood. Sewage pumping stations should remain fully
operational and accessible during the 1 in 25-year flood.
All enclosures to meet the requirements of NEMA 4. Electrical systems to be in accordance with the
Canadian Electrical Code.
5.2.2.2. Private Pumps
Where private or on-site pumps are required, such installations must be designed by a Professional
Engineer. The Design Engineer shall indicate on the drawings those locations requiring private pumping
installations. Private pumps shall be owned and operated by the property owner. Each property must
be independently serviced to the Municipal wastewater main.
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5.2.2.3. Joints
Sewer joints shall be designed to minimize infiltration and to prevent the entrance of roots and shall be
made in accordance with the manufacture's recommendations.
5.2.2.4. Groundwater Movement
The designer shall assess the possible change in groundwater movement caused by the use of pervious
bedding material and shall be responsible for the design of corrective measures to prevent flooding as
a result of this groundwater movement.
Clay plugs at services lateral trenches may be required for low lying lots. Trench relief drains shall be
incorporated in the design at valleys.
Unless otherwise approved by the Municipal Engineer, all pumping stations, pumps, and force mains
shall be designed for the ultimate sanitary sewer flows from the tributary drainage area. In the selection
of pumps, both present and future conditions shall be considered, and pump overloading situations
avoided.
Design parameters such as the roughness coefficient of pipe and flow volumes can vary over time, and
such variances shall be considered in the selection of the pumps.
5.2.2.5. Pumping Stations
5.2.2.5.1.
Wet Well Size
Wet wells are to be designed in accordance with the pump manufacturer's recommendations. For
any pumping station, the wet well shall be of sufficient size to allow for a minimum of a fifteen-
minute cycle time for each pump. For a duplex station, the volume in cubic metres between pump
start and pump stop shall be 0.225 times the pumping rate of one pump expressed in liters per
second. The wet well size and control settings shall be appropriate to avoid heat build-up in the
pump motor due to frequent starting and to avoid septic conditions due to excessive detention
time. The Municipality may consider alternatives on a case-by-case basis.
5.2.2.5.2.
Pump Manufacturers
The following pump manufacturers are approved for use in sewage pumping stations in the
Municipality. Other pump manufacturers may be considered, by the Municipal Engineer, as
approved equals.
-
Submersible pumps shall be manufactured by "ITT Flygt".
-
Self-priming pumps shall be manufactured by "Gorman Rupp".
Submersible Pumps shall be designed to minimize the deposition of solids in the wet well using
flush valves manufactured by ITT Flygt or approved equal (one hydraulically operated flush valve
per pumping station).
Pumps shall be designed specifically for pumping raw, unscreened, domestic sanitary sewage
(non-clog, solids handling type). All pumps shall be solids handling type complete with electric
motors.
5.2.2.5.3.
Emergency Overflows
To prevent or minimize overflows, each pumping station shall be designed with a retention
capacity calculated on the basis of peak design flow for a duration related to frequency and length
of power outages for the area established by NS Power. In the absence of reliable data regarding
the frequency and length of power outages, a minimum retention capacity of 4.5 hours at peak
design flow shall be used. An auxiliary power supply may be used as a substitute for retention
capacity at the pumping station.
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Subject to NSECC approval, an emergency overflow pipe may be provided under the following
conditions:
The invert of the emergency overflow of the pumping station must be lower than the lowest
wastewater lateral at the property line and high enough to prevent backup into the pumping
station from the high-water mark of the receiving watercourse. The emergency overflow pipe
must be provided with a normally- open backwater valve conforming to National Plumbing Code
of Canada and readily accessible for maintenance. Where public water supplies, shellfish
production, or water used for culinary or food processing purposes exist, overflows are not
permitted.
Provisions for chlorination and de-chlorination of overflows must be in accordance with NSECC
requirements.
5.2.2.5.4.
Safety Precautions
The pumping station and appurtenances shall be designed in such a manner to ensure the safety
of operations, in accordance with all applicable Municipal, Provincial and Federal regulations
including the Occupational Health and Safety Act. All moving equipment shall be covered with
suitable guards to prevent accidental contact.
Equipment that starts automatically shall be suitably designed to ensure that the operators are
aware of this condition. Lockout devices shall be supplied on all equipment to ensure that the
equipment is completely out of service when maintenance or servicing is being carried out.
5.2.2.5.5.
Phased Development
In situations of phased development, the effects of minimum flow conditions shall be investigated
to ensure that the retention time in the wet well will not create an odor or septic problem, and
that pumping equipment will not operate too infrequently based on the manufacture's
recommendations.
5.2.2.5.6.
Pump Selection
Pumping equipment is to be selected to perform at maximum efficiencies under normal operating
conditions.
Pumping stations, wet wells, and dry wells are to be designed such that all pumps will operate
under a continuous positive prime condition during the entire pump cycle. System head
calculations and curves shall be provided for the extreme operating conditions of high and low
water levels in the wet well, as well as the normal operating range in the wet well (medium water
level). The curve representing the normal operating conditions shall be used to select the pump
and motor; however, the pump and motor shall be proven to be capable of operating satisfactorily
over the full range of operating conditions.
5.2.2.5.7.
Surcharge
Pumping stations are to be designed such that the incoming sewers will not surcharge under the
peak flow conditions.
5.2.2.5.8.
Flow Velocities
Suction and discharge piping shall be sized to carry the anticipated peak flows. Flow velocities
shall be:
-
Minimum cleansing velocity of 0.8 metres per second.
-
Maximum velocity of 2.0 metres per second.
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Regardless of the above conditions, piping less than 100 mm in diameter is not acceptable, unless
approved by the Municipal Engineer.
5.2.2.5.9.
Piping
Pumping station internal piping shall be either PVC piping, Schedule 80, HDPE or stainless steel,
Type 316 or 316L, 11 Gauge. Regular steel pipe spool pieces are not permitted.
Pressed or rolled Vanstone neck flanges shall be used for all stainless-steel pipe joints, fittings,
and connections. All piping within the pumping station shall be properly supported and shall be
designed with appropriate fittings to allow for expansion and contraction, thrust restraint, etc.
5.2.2.5.10.
Inlet Arrangements
Only one inlet shall be permitted. If more than one inlet pipe flows into the wet well, a manhole
shall be provided outside of the lift station to collect the flow from contributing mains.
5.2.2.5.11.
Hydraulic Analyses
A hydraulic transit analysis shall be undertaken to ensure that transients (water hammer) resulting
from pumps starting, stopping, full load rejection during power failure; etc. do not adversely affect
the pipe or valves in the system.
5.2.2.5.12.
Valves
Hand operated gate or plug valves must be provided on discharge and suction piping to allow for
proper maintenance. A check valve shall be provided on the discharge lines between the isolation
gate valve and the pump. Check valves shall be accessible for maintenance.
5.2.2.5.13.
Wet Well Ventilation
A ventilation system capable of delivering a complete air change to the wet well in 10 minutes or
delivering fresh air to the wet well at a minimum rate of 110 liters per second at 2.0 kPa static
pressure, whichever is greater, shall be provided. A separate circuit with a ground fault interrupter
shall be provided for the fan. The ventilation fan shall be controlled by a switch at the pumping
station control panel set to operate when the control panel door is opened. The ventilation fan
control shall also provide for automatic operation of the fan at least 4 times during a 24-hour
period. The operation duration of each time shall be adjustable and shall be 10 minutes minimum.
The ventilation fan shall be mounted on the pumping station control panel mounting structure
adjacent to the control panel. Above ground ventilation piping must be stainless steel and must
be goose- necked with a bird screen on the open end.
Continuous ventilation shall provide a complete change of air in not more than 5 minutes and
intermittent ventilation shall provide a complete change in not more than 2 minutes as per NSECC
requirements.
5.2.2.5.14.
Access and Removal
Adequate access hatchways and doorways shall be provided with inherent safety protection
devices installed. All pumping stations shall be provided with an acceptable device for the removal
of pumps and motors for repair and maintenance. Submersible pumps shall be readily removable
and replaceable without dewatering the wet well or disconnecting any piping in the wet well.
"Retro-Grate" style grating (or equivalent) to be installed in lift stations to provide a minimum
(200 mm) access to the LS without requirement of grate removal, for inspection and routine
maintenance (float checks, float cleaning, etc.).
Lift hatches must be able to be "locked-in" in the upright position.
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A non-corroding working platform shall be constructed in the wet well of each submersible station
to provide access to check valves and gate valves. The platform shall be set on a concrete lintel
cast integrally with the station walls. Alternatively, a separate valve chamber shall be provided.
All locks shall be keyed alike to the Municipality standard system.
5.2.2.5.15.
Pumping Arrangements
All pumping stations shall have a minimum of two pumping assemblies. If only two pumps are
provided, they each shall have the same capacity, with each pump capable of handling the
expected Design Peak Flow. Where three or more units are provided, they shall be designed to fit
actual flow conditions and must be of such capacity that, with any one unit out of service, the
remaining units will have capacity to handle maximum sewage flows, taking into account head
losses with parallel operation.
The pump control circuitry shall be designed to automatically alternate pumps for each pump
cycle. Run time metres shall be provided to record run time for two pumps operating
simultaneously.
5.2.2.5.16.
Electrical
Electric motors less than 7.5 kilowatts (10 horsepower) shall be 208-volt, 3 phase; electric motors,
7.5 kilowatts (10 horsepower) and larger shall be 600 volt, 3 phase.
Single phase pumps will be permitted only if in the opinion of the Municipal Engineer three phase
power is not feasible.
All pumping station control equipment is to be mounted in a CSA approved NEMA 4X stainless
steel enclosure that is watertight, and heated. Alternatively, control equipment may be mounted
in an aboveground, packaged valve enclosure as manufactured by Gorman Rupp. The Municipality
currently operates a Supervisory Control and Data Acquisition (SCADA) system for its pumping
stations; therefore, each installation shall be equipped with a pump controller complete with
communications hardware, including but not limited to, telephone sim card, power supply,
antenna, and interface cable. Communication software shall be provided and must be fully
compatible with the current central monitoring system presently in use in the Municipality.
Electrical service between the control panel and the wet well shall be by way of buried conduit a
minimum size of 50 millimetres, shall be sealed gas tight using EYS Conduit Sealing fittings
(Explosion-proof) or approved equal and an approved junction box. Each pump cable shall be
installed in a separate conduit and a spare conduit shall be provided for future use. All conduits
entering or leaving must be adequately sealed to protect against corrosion from harmful gases.
Equip pump stations with a quick connect feature for a portable generator consistent with existing
municipal portable generator connections.
The SCADA unit shall have two extra digital points and two extra analog points and shall be
capable of transmitting the following signals and alarms to the monitoring system for that
location:
-
Hand-off-automatic selector switch status.
-
Output control through SCADA system.
-
Low level alarm.
-
High level alarm.
-
Panic alarm on panel support structure.
-
Power failure alarm.
-
Illegal entry alarm.
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-
Pump information (overload, motor current, pump status and phase monitoring).
-
Any other information at the request of the Municipal Engineer.
Specifications shall be provided complete with SCADA requirements.
5.2.2.5.17.
Site Considerations:
All pumping stations and control panels must be located off the street ROW in an appropriate area
specifically designated for that purpose. The panel back shall face the road to minimize damage
due to road salt. The property on which these facilities are located shall be sized to accommodate
proper access, maintenance and all features associated with the station. The pumping station
shall not be sited in a floodplain. The ownership of this property shall be deeded to the
Municipality. All pumping station land shall be graded such that ponding of water does not occur.
All exposed areas shall be sodded. The station shall blend into the anticipated surrounding
development. An access driveway accepted by the Municipal Engineer shall be provided for access
to the pumping station. The driveway shall be constructed of 100 millimetres of Type 1 gravel over
200 mm of Type 2 gravel (at a minimum) to a minimum width of 4.5 metres and a minimum length
of 10.0 metres; an adequate turning area for service vehicles shall be provided.
5.2.2.5.18.
Operations and Maintenance Manual
Pumping station operations and maintenance manual must be prepared in a form acceptable to
the Municipal Engineer and provided to the Municipal Engineer prior to acceptance of the
pumping station. This manual must contain at least the following:
-
System description.
-
Design parameters, system hydraulics and design calculations (including curves).
-
As constructed civil, mechanical, and electrical drawings.
-
Pump literature, pump curves and operating instructions.
-
Manufacturer's operation and maintenance instructions of all equipment.
-
Name, address, and telephone number of all equipment suppliers and installers.
-
Information on guarantees/warranties for all equipment. All special tools and standard
spare parts for all pumping station equipment are to be provided by the contractor prior
to acceptance of the system by the Municipal Engineer.
5.2.2.6. Force Main
5.2.2.6.1.
Pipe
PVC DR21 and High-Density Polyethylene (HDPE) DR11 are approved for use for sanitary sewer
force mains in the Municipality. Pipe shall be designed and installed as per the recommendations
of the manufacturer, including thrust blocks and mechanical restraints. The Design Engineer is to
confirm pipe pressure ratings for specific applications.
Force main shall be clearly marked with trench tape as "Force main" or "Sewer" if installed near a
water main of the same material.
5.2.2.6.2.
Valves
To prevent air locks in the pipe, automatic air relief and vacuum valves shall be located in a
chamber at all high points of the force main system or in such other locations as directed by the
Municipal Engineer. The hydraulic losses in the force main shall be calculated using the Hazen-
Williams Formula or an appropriate nomograph assuming a roughness coefficient of C = 120 for
any type of pipe material.
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5.2.2.6.3.
Limiting Velocities
The force main shall be designed such that a minimum cleansing velocity of 0.6 metres per second
is maintained. The maximum velocity in any force main shall not exceed 2.4 metre per second.
Regardless of the above conditions, piping less than 100 millimetres in diameter is not acceptable,
unless approved by the Municipal Engineer.
5.2.2.6.4.
Minimum/Maximum Depths
Force mains shall have a minimum cover of 1.5 metres and a maximum cover of 2.4 metres. The
depth of cover shall be measured from the design grade at finished surface to the crown of the
pipeline.
5.2.2.6.5.
Slope
Force main slope does not significantly affect the hydraulic design or capacity of the pipeline itself.
Under no circumstance; however, shall any force main be installed at zero slope. Zero slope
installation makes line filling and pressure testing difficult and promotes accumulation of air and
wastewater gases.
5.2.2.6.6.
Location
Force mains shall not be located in a common trench with a water main. The soil between the
mains shall be undisturbed. Force mains crossing water mains shall be laid to provide a minimum
vertical distance of 450 millimetres between the outside of the force main and the outside of the
water main. The water main shall be above the force main. At crossings, one full length of water
pipe shall be located so both joints will be as far from the force main as possible. Special structural
support for the water main and force main may be required.
5.2.2.6.7.
Termination
Force mains should enter the gravity sewer system at a point not more than 0.6 metres above the
flow line of the receiving manhole. A 45-degree bend may be considered to direct the flow
downward.
5.2.2.6.8.
Changes in Direction
Any change in direction which is in excess of the pipe joint deflection tolerance shall require a
suitable fitting as approved by the Municipal Engineer. Thrust blocks shall be provided at any
change of direction and shall be designed considering the operating pressure, surge pressure,
peak flow velocity, and in-situ material which the thrust block bears against.
Thrust blocks shall be constructed of "ready mix" concrete and shall have a minimum 28-day
compressive strength of 25MPa. In the case of vertical bends, the thrust block shall be located
below the fitting and shall be connected to the force main using stainless-steel tie rods securely
embedded in concrete. The use of restrained joints is not permitted unless used in conjunction
with a thrust block and of a design acceptable to the Municipal Engineer.
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Section 6 Water Distribution System Design
6.1. Scope
This section specifies the requirements for a central water distribution system. A water distribution system consists
of water mains, laterals, and appurtenances, including pumping / booster stations, pressure control facilities, and
reservoirs, which is designed to carry and distribute an adequate supply of potable water for domestic, institutional,
commercial, industrial, and fire protection purposes.
Reference standards and organizations supported by these specifications include:
-
Atlantic Canada Water Supply Guidelines prepared by ACWWA.
-
"Water Supply for Public Fire Protection" prepared by the Fire Underwriters Survey.
-
National Fire Protection Association (NFPA).
-
American Water Works Association (AWWA).
-
Canadian Standards Association (CSA).
-
National Building Code (NBC).
-
National Plumbing Code (CPC).
-
Underwriters Laboratories of Canada (ULC).
In addition, all water distribution systems shall conform to any requirements established by NSECC. No system shall
be constructed until the design has been approved by the Municipal Engineer and by NSECC.
Water quality is monitored and maintained by the Municipality, and the system must be designed such that the
quality is maintained and distributed to the customers at an adequate pressure to supply their needs.
6.2. Design Requirements
6.2.1.
System Requirements
Water distribution systems shall be designed to accommodate fire flow plus maximum daily demand unless
otherwise approved by the Municipal Engineer. Hydraulic analysis of any system shall be carried out by the
Design Engineer using the Hydraulic Grade Line for that particular Serviceable Area.
Fire flow demand shall be established in accordance with the latest requirements contained in "Water Supply
for Public Fire Protection".
Residential water distribution systems shall be designed to accommodate the following water demands:
-
Average daily demand: 410 liters per capita per day.
-
Maximum daily demand: 680 liters per capita per day.
-
Maximum hourly demand: 1025 liters per capita per day.
Water distribution systems shall be designed for a gross population density of 45 persons per hectare. In
developments where the anticipated population exceeds or is anticipated to exceed the population density of
45 persons per hectare or in areas of commercial or industrial development, the domestic demand shall be
adjusted accordingly. The design population or assumed domestic demand must be clearly specified in the
calculations submitted for review and approval.
6.2.2.
Minimum / Maximum Pressure
Water distribution systems shall be designed and sized such that during a fire flow condition a residual positive
pressure of 150 kPa (22psi) is maintained at all points in the water system.
For any water system extension, minimum residual water pressure of 275 kPa (40psi) at all points along the
distribution mains in the water system during maximum hourly demand conditions shall be maintained unless
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approved otherwise by the Municipality. Maximum water pressure during minimum demand periods shall not
exceed 620 kPa (90psi) unless approved otherwise by the Municipal Engineer. Where pressures exceed 620 kPa
(90psi), private pressure reducing valves (PRVs) may be required.
Calculations to determine residual water pressure shall be based on the Hydraulic Grade Line of the water
distribution system.
6.2.3.
Pipe
The following types of pipes are approved for use as water mains when installed in accordance with the
manufacturer's recommendations and these Municipal standards:
6.2.3.1. Polyvinyl Chloride (PVC) Pipe
-
PVC pipe to AWWA C900, PC 235, DR18.
-
PVC pipe is approved for installation in all available diameters.
-
Valves, hydrants, and metallic fittings shall be installed with an attached zinc anode Z- 12-24
to ASTM B418 Type II.
-
Fittings for PVC pipe to AWWA C104, C111 and C153.
-
Tapping sleeves for branch lines over 50 mm diameter to AWWA C223, Type 304 and 304L
stainless steel.
-
PVC pipe installation shall include the installation of an approved trace wire system for location
purposes.
-
Water lateral taps up to 50 millimetre diameter must be completed using an approved saddle;
direct tapping is not permitted. Wet tapping of PVC pipe is not permitted when the pipe or
ambient trench temperature is below 4°C. Adjacent taps in the same pipe length must be
staggered circumferentially and separated by a minimum of 450 millimetre longitudinally. No
taps are permitted within 600 millimetres of the pipe bell or spigot insertion line.
6.2.3.2. Molecularly Oriented Polyvinyl Chloride (PVCO) Pipe
-
PVCO pipe to AWWA C909, PC 235.
-
PVCO pipe is approved for installation in all available diameters.
-
Valves, hydrants, and metallic fittings shall be installed with an attached zinc anode Z- 12-24
to ASTM B418 Type II.
-
Fittings for PVCO pipe to AWWA C104, C111 and C153.
-
Tapping sleeves for branch lines over 50 mm diameter to AWWA C223, Type 304 and 304L
stainless steel.
-
PVCO pipe installation shall include the installation of an approved trace wire system for
location purposes.
-
Water lateral taps up to 50 millimetre diameter must be completed using an approved saddle;
direct tapping is not permitted. Wet tapping of PVCO pipe is not permitted when the pipe or
ambient trench temperature is below 4°C. Adjacent taps in the same pipe length must be
staggered circumferentially and separated by a minimum of 450 millimetre longitudinally. No
taps are permitted within 600 millimetres of the pipe bell or spigot insertion line.
6.2.3.3. Ductile Iron (DI) Pipe
-
DI pipe to AWWA C151, Class 52, cement mortar lined.
-
DI will be considered for installation over 300 mm diameter subject to acceptance by the
Municipal Engineer.
-
DI pipe and fittings must be installed with polyethylene encasement.
-
Valves, hydrants, and fittings shall be installed with an attached zinc anode Z-12-24 to ASTM
B418 Type II.
-
DI pipe is not approved for installation below the salt water tidal zone.
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The Hazen-Williams Formula or an appropriate nomograph using a pipe friction factor of C = 120 for PVC and C
= 100 for ductile iron shall be used in the design calculations of the water distribution system.
6.2.4.
Limiting Velocities
The water main shall be sized such that the maximum velocity in the pipe shall not exceed 1.5 metres per second
during maximum hourly domestic flow conditions or 3 metres per second during fire flow conditions.
6.2.5.
Looping
Water distribution systems shall be designed to provide looping of water mains and interconnection with
adjacent developments as frequently as road and service easement layout permit. Additional looping may be
required to increase the reliability of the system where a need is identified by the Municipal Engineer. Dead-end
pipes shall be avoided where possible. Dead-end pipe sections longer than 100 meters shall be designed to
include an automatic flushing station.
6.2.6.
Minimum Sizes
The water distribution system shall be sized as outlined in the above clauses. However, in no instance shall the
main be:
- Smaller than 150 millimetre in diameter for looped lines.
- Smaller than 200 millimetre in diameter for dead-end lines in excess of 90m in length.
6.2.7.
Oversizing
Oversizing of water mains to accommodate the water supply requirements of future off-site development may
be required as instructed by the Municipal Engineer.
6.2.8.
Minimum / Maximum Cover
All water mains shall be designed with a minimum cover of 1.5 metre in common material or at suitable depth
to prevent freezing of either the water main or the services. In no situation is the depth of cover over the water
main to exceed 2.4 metre unless approved by the Municipal Engineer.
The depth of cover shall be measured from the design grade at the finished surface to the crown of the pipeline.
6.2.9.
Location
-
Water mains shall be installed at a uniform grade of not less than 0.4 % to avoid localized high points unless
accepted otherwise by the Municipal Engineer. Water mains shall be installed in the same trench as gravity
wastewater and storm water pipes and must maintain a minimum 300 mm horizontal and vertical
clearance from wastewater and storm water mains with the water main at the higher elevation. If this
clearance cannot be achieved, water mains must be installed in a separate trench with a minimum of 3.0
metres of undisturbed soil between the trenches.
-
Water mains must maintain a minimum clearance of 300 millimetres from manholes. Manholes shall be
insulated adjacent to the water main where the clearance is less than 1.2 metres.
-
Whenever wastewater and storm water mains must cross underwater mains, a clearance of at least 450
millimetres must be maintained between the wastewater/storm water main and the water main. When the
elevation of the wastewater/storm water main cannot be varied to meet this requirement, the water main
shall be relocated to provide this clearance and reconstructed with restrained fittings for a distance of 3.0
metres on each side of the wastewater/storm water main. One full length of water main shall be centered
over the wastewater/storm water main. Concrete thrust blocks shall be used at all bends.
-
When it is not possible to obtain proper horizontal and vertical clearance as stipulated above, the
wastewater and storm water mains shall be designed and constructed to water main standards. This
requirement shall apply to catch basin leads as well.
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- Water mains must be located within the public street right of way or within a service easement. Service
easements must be a minimum width of 6.0 metres in favour of the Municipality. Depending on the length
and location of the service easement, an appropriate access road may be required for maintenance and
operation purposes. Where service easements contain multiple services, the easement must be a minimum
width of 6.0 metres plus the distance between pipes.
- Water mains shall be installed in a straight line within the traveled way portion of the street right-of-way.
On existing streets without curb and gutter, the water main may be installed within the gravel shoulder
area at the discretion of the Municipal Engineer.
- Changes in alignment shall be accomplished by the use of manufactured bends. Minor curvature of pipe at
joints may be permitted under certain site conditions at the discretion of the Municipal Engineer.
Deflection must be within tolerances recommended by the pipe manufacturer.
- Where there is a need to facilitate future development on adjacent lands, water mains shall be extended
to the limit of the property boundary.
6.2.10. Valves
All connections to an existing water system shall be valved so that the system can be isolated by the valve at the
start of the extension. The connection to the existing water system must be coordinated through the
Municipality.
All water system valves shall be mechanical joint, double disc, or resilient seal gate valves and shall conform to
AWWA standards. All valves must be accessible through valve boxes or chambers.
Valves shall be provided on the water mains at the following locations:
- Where required to adequately isolate sections of the water system as determined by the Municipal
Engineer.
- Four valves per cross, one on each leg.
- Three valves per tee intersection, one on each leg.
- One valve per 400 metres of water main where there are no intersections.
6.2.11. Trench Drainage Relief Systems
The designer shall assess the possible change in groundwater movement caused by the use of pervious bedding
material and shall be responsible for the design of corrective measures to prevent flooding as a result of this
groundwater movement. Water mains installed in a single trench or in areas where sanitary sewer and/or storm
sewer mains are not installed shall require a "Trench Drainage Relief System" to lower the hydraulic grade line
of the groundwater in the trench below the invert of the water main.
6.2.12. Changes in Direction
Any change in direction which is in excess of the pipe joint deflection tolerance shall require a suitable fitting as
approved by the Municipal Engineer. Thrust blocks shall be provided at any change in direction and shall be
designed considering the operating pressure, surge pressure, peak flow velocity and in-situ material which the
thrust block bears against. Thrust blocks shall be constructed of "ready mix" concrete and shall have a minimum
28-day compressive strength of 25 MPa.
In the case of vertical bends, the thrust block or anchor shall be located below the fitting. Anchors shall be
connected to the water main using stainless-steel tie rods securely embedded in the concrete. The use of
restrained joints is not permitted unless used in conjunction with a thrust block and of a design acceptable to
the Municipal Engineer.
Gradient restraint anchor blocks shall be provided for pipes installed at grades steeper than 16%. Approved
thrust restraint shall be provided for valves on PVC pipe over 100 millimetres diameter.
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Thrust blocks shall be provided for service lateral connections over 100 mm diameter.
6.2.13. Fire Hydrants
Fire hydrants shall be provided at spacing in accordance with the requirements contained in the latest revision
of the publication "Water Supply for Public Fire Protection". In no case shall the maximum spacing exceed 150
m. The following are desirable hydrant locations:
- At high points of the water main profile unless an automatic air release valve is required at that location.
- At low points of the water main profile.
- At intersections of roads.
- Near middle of long blocks.
- At the end of dead-end streets or cul-de-sacs greater than 90 metres in length.
All fire hydrants shall be Clow/McAvity M67 or approved equal.
Fire hydrant laterals shall have a minimum diameter of 150 millimetres, shall be provided with a gate valve and
the hydrant drain is to be plugged. Hydrants to be painted safety red.
Where a hydrant is to be installed on a street with ditches, a 4 metres wide driveway with a culvert must be
installed to provide access to the hydrant.
Private hydrants shall be installed after the water meter unless approved otherwise by the Municipality.
6.2.14. Air Relief and Vacuum Valves
Air relief valves and vacuum valves shall be installed in a chamber at all significant high points in the distribution
system and at such other locations as required by good engineering design practice and as approved by the
Municipal Engineer.
6.2.15. Service Lateral
All services shall be installed with a minimum cover of 1.5 metres in common material or a suitable depth to
prevent freezing of the service. Where that depth is not achievable, a method of insulating approved by the
Municipal Engineer may be used to achieve the equivalent depth of burial. In no case will the depth of burial be
less than 1m.
All water distribution system laterals from the main line to the property line shall be provided by the developer
or the property owner. A single service lateral is to be supplied to each existing lot or potential future lot which
could be created under the zoning in effect at the time of installation of services. Whenever possible, service
laterals shall not be installed in private driveways or other traveled areas.
To avoid high friction losses in service piping, the maximum length of any 19 millimetre diameter service lateral
shall be limited to 50 metres from the curb stop to the house. Services longer than 50 metres shall require at
least 25 millimetre diameter piping.
For services which are longer than 20 metres, the number of compression couplings used is to be kept to a
minimum. Compression couplings shall not be used within 1.5 metres of the foundation of any serviced building.
All water service connections between the corporation stop and curb stop shall be a minimum of 19 millimetres
in diameter, blue PEX or PEXa, or approved equal. The outside diameter of the pipe shall be copper tube size
(CTS) and must have a standard dimension ratio (SDR) of 9.
Services for future development are to be brought to the property line as directed by the Municipality, capped,
and marked with a 50 millimetre x 100 millimetre member painted "Blue". Where the lateral is being installed
adjacent to a sidewalk the service is to be installed 2 metres beyond the street line.
M u n i c i p a l S e r v i c e S y s t e m s S p e c i f i c a t i o n M a n u a l
P a g e | 45
6.2.15.1. Water Service Connection Requirements
-
Only buildings with a water main along their frontage may connect.
-
Every building is required to be connected separately to the mains from any other building, except
that of an ancillary building on the same property that may be serviced by the same connection.
-
A single Water Service Connection, from the main line to the property line, to each lot is required
for all system extensions.
6.2.16. Water Meter Chamber
A Water Service Connection that is set back 50 metres or greater from the public right of way or public easement
boundary requires the water metre and backflow prevention device be installed in a private meter chamber, on
private property, adjacent to the right of way or easement boundary. Meter chamber to be designed by a
licensed Professional Engineer. See Error! Reference source not found. for standard water meter chamber
details (residential and commercial applications).
6.2.17. Backflow Prevention Devices
Backflow prevention devices are required on all new services as per the National Plumbing code (2015). Backflow
devices shall also be installed in accordance with the applicable standard specifications on the following types
of services:
-
Industrial and commercial buildings.
-
Apartment buildings larger than four units.
-
Sprinkler services lines.
M u n i c i p a l S e r v i c e S y s t e m s S p e c i f i c a t i o n M a n u a l
P a g e | 46
Section 7 Standard Details
Please refer to Appendix E for the following Standard Details:
-
Urban Local Road Cross Section.
-
Urban Collector Road Cross Section.
-
Rural Local Road Cross Section.
-
Rural Collector Road Cross Section.
-
Private Road Cross Section.
-
Curb.
-
Cul de Sac.
-
Turning Tee.
-
Sidewalk.
-
Driveway Ramp.
-
Pedestrian Ramp.
-
Walkway.
-
AT Trail.
-
Guardrail.
-
Pipe Trench.
-
Precast Manhole.
-
Cast in Place Manhole Base.
-
Precast Headwall.
-
Urban Fire Hydrant.
-
Air Release/Vacuum Release Valve.
-
19 mm to 50 mm Service - Water Meter Chambers.
-
75 mm and Greater Service - Water Meter Chambers.
-
Single Family Service Laterals.
-
Semi-Detached Unit Service Laterals.
-
Townhouse Unit Service Laterals.
-
Typical Water Service Connection.
-
Typical Storm and Sanitary Service Connection.
-
Clay Plug.
-
Underdrain.
-
Catch Basin.
-
Trench Drain.
Appendix A - Sample Statutory Declaration
CANADA
PROVINCE OF NOVA SCOTIA
COUNTY
OF
KINGS
S.S.
To:
Municipality of the County of Kings
IN THE MATTER OF:
the Canada Evidence Act
-and-
IN THE MATTER OF:
Construction Contract entered into by
(Incorporated or Limited), "the Contractor", for the
Construction of:
Highway
Water Line
Sanitary Sewer
Storm Sewer
Other:
in the
subdivision
at
, Kings County.
I, ( Name of Declarant) of (Address)
, Province of Nova Scotia, do solemnly declare:
1.
THAT I am President and/or the Secretary or Treasurer of
(Incorporated or Limited) named in the contract abovementioned, and as such
have personal knowledge of the facts herein deposed to except where otherwise stated.
2.
THAT all accounts payable by the Contractor on or before the date hereof with respect to
subcontractors, labour and materials with respect to the above Contract have been paid in full.
3.
THAT all wages have been paid in full.
4.
THAT all amounts owing by the Contractor for Workers' Compensation, employee's income tax
deducted at source, employment insurance and Canada Pension Plan deducted from wages and
salaries, and including the employer's portion, vacation pay allowances and all other charges of
whatsoever nature due or payable by reason of the performance of that work covered by the said
Contract have been duly deducted and paid according to law.
5.
THAT I am authorized by the Contractor to make this declaration on its behalf.
AND I make this solemn declaration conscientiously believing it to be true and knowing that it is
of the same force and effect as if made under oath and by virtue of the Canada Evidence Act.
DECLARED BEFORE ME at
)
, in the
)
County of
, )
Province of Nova Scotia, this
)
day of
, A.D., 20 . )
)
)
A BARRISTER/COMMISSIONER OF
) President and/or Secretary or Treasurer of
THE SUPREME COURT OF NOVA
)
SCOTIA
)
) (Incorporated or Limited)
)
)
A Barrister (Commissioner) of the
President or responsible Official
Supreme Court of Nova Scotia
Appendix B - Sample Street Services Agreement
This Agreement made this
day of
, 20
.
Between :
, a body corporate with head office at
, in
the County of
and Province of Nova Scotia.
"the Developer"
OR
(and
both) of
in
the County of
and Province of Nova Scotia.
"the Developer"
and
The Municipality of the County of Kings, a body corporate pursuant to the Municipal
Act, having its chief place of business at 181 Coldbrook Village Park Drive,
Coldbrook, in the County of Kings and the Province of Nova Scotia.
"the Municipality"
Whereas the Developer has applied to the Development Officer of the Municipality for final subdivision
approval of lots within the Subdivision ("the Subdivision") located at
in the
County of Kings.
And Whereas the Municipality has agreed to authorize the Development Officer to give final approval
to such lots within the Subdivision upon the terms herein provided upon the Developer entering into and
carrying out this Agreement.
And Whereas the Municipal Government Act S. 271(5) authorizes a sub-divider to enter into a bond or
other security satisfactory to Council to install and provide the streets and other services to the standards
set out in the Subdivision By-law.
Witnesses that in consideration of the premises and of the promises and undertakings herein contained
the parties agree to and with one another as follows:
Street
Dedication
1. The Developer will forthwith convey to the Municipality any roads, streets
or highway within the Subdivision required to be so conveyed together
with any required easements or right-of-ways and will simultaneously
cause its solicitor to provide a certificate of title to the
Municipality that the Developer has good title to such roads, street or
highways, easements and right-of-ways free and clear of encumbrances,
and this certificate shall be satisfactory to the Municipality, and that the
Developer (has corporate capacity and) has taken all required actions to
authorize the execution and delivery to the Municipality of the deed of
the said roads, streets or highways, easements and right-of-ways.
Security
2. The Developer will provide to the Municipality cash, certified cheque, bond
or irrevocable letter of credit for street completion and for deficiencies
in accordance with the requirements of the Subdivision By- law of the
Municipality, which security shall be satisfactory to Counsel acting on
behalf of the Municipality.
Amount of
Security
3. The amount of the security referred to in paragraph 3 shall be 110% of the
cost of construction, as estimated by the Engineer, and in any event shall
be not less than $
Completion
Date and
Requirements
4. The Developer will within 30 days of completion of construction of the
roads, streets or highways referred to herein, which completion of
construction will be completed by no later than
20
"the
Completion Date", provide to the Development Officer a certificate of a
licensed Professional Engineer (Civil) that the roads, streets or highways
meet all standards of the Subdivision By-law and the Municipal Services
Specification Manual of the Municipality.
Approval by
Development
Officer
5. The Municipality will authorize the Development Officer, subject to
compliance by the Developer with all relevant matters specified in the
Subdivision By-law other than as dealt with herein, to grant final
approval to the lots within the Subdivision qualifying for approval under
this Agreement.
Acceptance
of Dedication
6.
The Municipality will accept dedication of the roads, streets or highway
together with required easements and right-of-ways.
Steps on
Default
7. If the Developer fails to complete the said work by the Completion Date, all
security deposited by the Developer is forfeited. The Municipality may
serve notice on the Developer by registered mailpostedat Coldbrook,
Nova Scotia and addressed to the Developer at Nova Scotia
, requiring the Developer to proceed
with said work immediately.
Right
to Cure
8. If the Developer fails to complete said work forthwith or within thirty days
after the service of such notice, the Municipality may complete the work
pursuant to the direction of the Engineer at the expense of the
Developer. The cost of such work completed by the Municipality shall
be certified by the Engineer and shall be due and payable by the
Developer immediately upon the completion of work.
Rights on Default
in Performance 9. If said sum so due and payable is not paid by the Developer to the Municipality
immediately, the same may be realized out of the security held by the
Municipality hereunder and any balance may be sued for in any court of
competent jurisdiction and the Developer shall be responsible for the
payment of the same together with costs on a solicitor and client basis.
Release of
Security
10. Upon the completion of the said work by the Developer and the approval
of the same by the Engineer appointed by the Municipality, and upon
compliance with all other terms of this agreement by the Developer and
payment of all sums of money owing to the Municipality under the terms
of this agreement, any security delivered to the Municipality under
Section 3 of this agreement or any agreement collateral hereto shall be
released.
Maintenance
Agreement
11. The Developer agrees to maintain and keep in good repair the streets and
services to a level prescribed by the Subdivision By-law (which streets
were constructed by the Developer and conveyed to the Municipality)
for a period of two years from the date all of the said streets and all work
contemplated by this agreement is finally completed and the Subdivider
agrees to abide by any direction reasonably made by the Engineer
regarding such maintenance and repair. This maintenance and repair
obligation does not include removal of snow and ice which is the
responsibility of the Municipality. Any wear and tear of the street caused
by use or maintenance activities (i.e., ice and snow removal) shall be
repaired by the Developer prior laying of asphalt.
Maintenance
Bond
12. The Developer will also upon request by the Development Officer post a
maintenance bond or bonds in favour of the Municipality as
contemplated by s. 44 (a) of the Subdivision By-law. Such security shall
be in the form of cash, certified cheques, bond or irrevocable letter of
credit satisfactory to Council acting on behalf of the Municipality, and
shall be provided to the Municipality as follows:
(a)
a maintenance bond in the amount of 10% of the actual cost of
construction and installation of the water and sanitary sewer
services, to be held by the Municipality for a period of two
years from the date of this Agreement; and
(b)
a maintenance bond in the amount of 10% of the actual cost of
construction of the roads, streets or highways referred to herein,
to be held by the Municipality for a period of two years from the
Completion Date referred to in this Agreement.
Steps on Default
of Maintenance
Agreement
13. If the Developer fails to maintain the streets and services as provided in
Section 11 of this Agreement, all security deposited by the Developer is
forfeited. The Municipality may serve notice on the Developer by
registered mail addressed to the Developer, requiring the Developer to
proceed with the said work immediately. If the Developer fails to
complete said work within thirty days after the service of such notice, the
Municipality may complete the work under the direction of the Engineer
at the expense of the Developer. The cost of such work completed by
the Municipality shall be certified by the Engineer and shall be due and
payable by the Developer immediately upon the completion of the work.
If said sum so due and payable is not paid by the Developer to the
Municipality immediately, the same may be realized out of the security
held by the Municipality hereunder and any balance may be sued for in
any court of competent jurisdiction and the Developer shall be
responsible for the payment of the same together with costs on a solicitor
and client basis.
Settlement of
Disagreement
14. Should the parties hereto disagree as to whether the said work or
maintenance is being done or has been done in accordance with the said
regulations or with due diligence, the matters in dispute shall be referred
to the Engineer whose decision shall be final and binding upon the
parties hereto.
A certificate signed by the Engineer disclosing the Developer's failure to
complete the work or maintenance contemplated by this agreement shall
be conclusive evidence that the Developer has breached this agreement
and the Municipality therefore is entitled to realize on its security as
provided herein.
Ownership
15. The Developer covenants with the Municipality that it is the owner in fee
simple of the lands referred to herein, that they are free from all
encumbrances, that the Developer has the right to convey the same and
the Developer shall procure such further assurances as may be
reasonably required.
Remedies
16. The Municipality may, in its sole discretion, grant
extensions of time for completion of work by the Developer
without in any way releasing the Developer from its
obligations pursuant to the terms of this Agreement, and
nothing but the actual completion of the work set forth in
this Agreement shall release the Developer from its liability.
All rights of the Municipality are cumulative and the taking
of one action by the Municipality shall not act as a merger
of the other rights of the Municipality pursuant to the terms
of this Agreement.
Time
17. Time shall be the essence of this Agreement.
Benefit and
Binding
18.
This Agreement shall enure for the benefit of and be binding
upon not only the parties hereto but also their respective
heirs, representatives, successors and assigns.
IN WITNESS WHEREOF the Developer and the Municipality have executed this
Agreementthe day and year first above written.
SIGNED, SEALED AND DELIVERED
Witness
)
Witness
____________________________ (Developer)
)
) Per:
)
) Per:
_______________________________
) MUNICIPALITY OF THE COUNTY OF
) KINGS
)
) Per:
)
) Per:
Appendix C - Sample Letter of Credit
LETTER OF CREDIT
NAME OF BANK:
Date Issued:
Branch:
Letter of Credit No.
Amount:
Issued subject to the Uniform Customs and Practices for Documentary Credits being ICC
Publication UCP 500.
TO:
The Municipality of the County of Kings
ADDRESS:
181 Coldbrook Village Park Drive, Coldbrook, Nova Scotia B4R 1B9
WE HEREBY AUTHORIZE YOU TO DRAW ON THE
(Name of Bank), being a Schedule 1 or Schedule 2 chartered bank
for the account of
(Name of Customer)
UP TO AN AGGREGATE AMOUNT OF
Dollars ($
) available on demand.
PURSUANT TO THE REQUEST OF our Customer:
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 of our said Customer, or objection by it to payment by us.
DEMAND shall be by way of a Letter signed by the Clerk of the Municipality under the corporate
seal attached to which shall be the original Letter of Credit. Presentation shall be made to the Bank
at:
(Address)
THE LETTER OF CREDIT we understand relates to those Municipal services and
financial obligations set out in an Agreement between the Customer and the Municipality
and referred to as:
(Name of Project or Agreement)
THE AMOUNT of this Letter of Credit may be reduced from time-to-time as
advised by notice in writing to the undersigned by the Clerk of the Municipality.
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 is 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
, Nova Scotia this
day of
, 20
COUNTERSIGNED BY:
(NAME OF BANK)
_
Per
Authorized Signing Officer
M u n i c i p a l S e r v i c e S y s t e m s S p e c i f i c a t i o n M a n u a l
Appendix D - Sample Close-Out Report
Checklist
M u n i c i p a l S e r v i c e S y s t e m s S p e c i f i c a t i o n M a n u a l
The Municipality of the County of Kings
Subdivision
Final Approval
Close-Out
Report
SECTION
DESCRIPTION
MOK
SPECIFICATION
PROVIDED BY
RECEIVED
BY MOK
A
Application for Final Approval
2.3
Development
Officer
Final Plan of Subdivision
2.3.2
Developer's
Engineer
B
Certificate of Compliance
2.3.3
Developer's
Engineer
C
Statement of Construction
Costs
2.3.4
Developer's
Engineer
Statutory Declaration
2.3.4
Developer
Maintenance Bond - 10% of
Cost Estimate
2.3.4
Developer
D
Plan of Streets, Drainage Right-
of-Ways, Easements
2.3.5
Developer's
Engineer
E
Warranty Deeds
2.3.6
Developer
Easement Plans & Descriptions
2.3.6
Developer
Title Certificate
2.3.6
Developer
F
Operation & Maintenance
Manuals
2.3.7
Developer
G
Inspection & Testing Reports
2.3.8
Developer's
Engineer
H
Record Drawings
2.3.9
Developer's
Engineer
Refer to Section 2.4 (Final Plan Approval Submission Requirements) of the Municipal Services
Specifications Manual, provided by the Municipality of the County of Kings, for further
information
M u n i c i p a l S e r v i c e S y s t e m s S p e c i f i c a t i o n M a n u a l
Appendix E - Standard Details
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
25 m MIN. RIGHT OF WAY
40 mm THICK TYPE C-HF ASPHALT
50 mm THICK TYPE B-HF ASPHALT
150 mm THICK GRAVEL TYPE 1
200 mm THICK GRAVEL TYPE 2
300 mm SURGE ROCK
FILTER FABRIC - TERRAFIX 400W WOVEN GEOTEXTILE OR APPROVED EQUIVALENT
APPROVED SUBGRADE
3.2 m LANE
3.2 m LANE
2 m SHOULDER
10.4 m ROADWAY WIDTH
2%
4%
2%
1
1
1
1
2
2
3
3
0.6 m MIN
2 m SHOULDER
4%
1
2
1
2
90mm THICK TYPE 1S GRAVEL
0.2 m MIN
0.5 m
1 m MIN
ROCK CUT SLOPE
SUBGRADE TO BE REVIEWED AND CONFIRMED BY
GEOTECHNICAL ENGINEER.
URBAN RESIDENTIAL LOCAL ROAD CROSS SECTION - WITHOUT STORM SEWER
N.T.S.
August 27, 2025
MOK-01
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
CULVERTS TO BE 450 mm MINIMUM. SIZE TO
BE APPROVED BY MUNICIPAL ENGINEER.
2 m PATHWAY
75 mm THICK TYPE D-HF ASPHALT
150 mm THICK GRAVEL TYPE 1
250 mm THICK GRAVEL TYPE 2
2%
0.5 m
SODDING
1
2
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
16 m MIN. RIGHT OF WAY (LOCAL ROADS)
20 m MIN RIGHT OF WAY (COLLECTOR AND ARTERIAL ROADS)
40 mm THICK TYPE C-HF ASPHALT
50 mm THICK TYPE B-HF ASPHALT
150 mm THICK GRAVEL TYPE 1
200 mm THICK GRAVEL TYPE 2
300 mm SURGE ROCK
FILTER FABRIC - TERRAFIX 400W WOVEN GEOTEXTILE OR APPROVED EQUIVALENT
APPROVED SUBGRADE
4.5 m LANE
4.5 m LANE
CONCRETE CURB AND GUTTER (TYP)
9 m TRAVELED WAY
2%
2%
2%
2%
1
1
3
3
0.6 m MIN.
0.6 m MIN.
0.75 m MIN.
SUBGRADE TO BE REVIEWED AND CONFIRMED BY
GEOTECHNICAL ENGINEER.
3.5 m SODDING
1
1
3
3
100 mm PVC DR35 PERFORATED PIPE TO BE CONNECTED
TO CATCH BASIN. LOCATION TO BE DETERMINED IN FIELD.
REQUIREMENT FOR UNDER DRAIN MAY BE ELIMINATED
BASED ON FIELD CONDITIONS, AS APPROVED BY
MUNICIPAL ENGINEER.
0.2 m
25 mm CLEARSTONE
100 mm THICK CONCRETE
150 mm THICK GRAVEL TYPE 1
(GRAVEL EXTENDS 150 mm BEYOND EDGE OF SIDEWALK)
1.8 m
SIDEWALK
1.5 m
SODDING
URBAN COMMERCIAL LOCAL ROAD CROSS SECTION - FULLY SERVICED
N.T.S.
August 27, 2025
MOK-02
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
ADDITIONAL RIGHT OF WAY REQUIRED
WHERE UNDER DRAIN IS NEEDED.
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
URBAN COMMERCIAL COLLECTOR ROAD CROSS SECTION - FULLY SERVICED
N.T.S.
August 27, 2025
MOK-03
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
16 m MIN. RIGHT OF WAY
50 mm THICK TYPE C-HF ASPHALT
75 mm THICK TYPE B-HF ASPHALT
150 mm THICK GRAVEL TYPE 1
300 mm THICK MIN. GRAVEL TYPE 2
300 MM SURGE ROCK
FILTER FABRIC - TERRAFIX 400W WOVEN GEOTEXTILE
OR APPROVED EQUIVALENT
APPROVED SUBGRADE
0.2 m
SODDING
1.8 m
SIDEWALK
4.5 m LANE
4.5 m LANE
CONCRETE CURB AND GUTTER (TYP)
9 m TRAVELED WAY
100 mm THICK CONCRETE
150 mm THICK GRAVEL
TYPE 1
2%
2%
2%
1
1
1
1
2
2
3
3
0.2 m
SODDING
1.8 m
SIDEWALK
0.45 m MIN
0.6 m MIN
1.5 m
SODDING
0.8 m MIN
SUBGRADE TO BE REVIEWED AND CONFIRMED
BY GEOTECHNICAL ENGINEER.
ADDITIONAL RIGHT OF WAY REQUIRED
WHERE UNDER DRAIN IS NEEDED.
100 mm PVC DR35 PERFORATED PIPE TO BE CONNECTED
TO CATCH BASIN. LOCATION TO BE DETERMINED IN FIELD.
REQUIREMENT FOR UNDER DRAIN MAY BE ELIMINATED
BASED ON FIELD CONDITIONS, AS APPROVED BY
MUNICIPAL ENGINEER.
25 mm CLEARSTONE
2%
1.5 m
SODDING
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
URBAN COMMERCIAL LOCAL ROAD WITH AT TRAIL CROSS SECTION - FULLY SERVICED
N.T.S.
August 27, 2025
MOK-04
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
20 m MIN. RIGHT OF WAY
50 mm THICK TYPE C-HF ASPHALT
75 mm THICK TYPE B-HF ASPHALT
150 mm THICK GRAVEL TYPE 1
300 mm THICK MIN. GRAVEL TYPE 2
300 MM SURGE ROCK
FILTER FABRIC - TERRAFIX 400W WOVEN
GEOTEXTILE OR APPROVED EQUIVALENT
APPROVED SUBGRADE
4.5 m LANE
4.5 m LANE
CONCRETE CURB AND GUTTER (TYP)
9 m TRAVELED WAY
2%
2%
2%
1
1
2
3
0.45 m MIN
0.6 m MIN
1.5 m
SODDING
0.8 m MIN
SUBGRADE TO BE REVIEWED AND
CONFIRMED BY GEOTECHNICAL
ENGINEER.
2%
1.5 m
SODDING
0.5 m
SODDING
3 m PATHWAY
75 mm THICK TYPE D-HF ASPHALT
150 mm THICK GRAVEL TYPE 1
250 mm THICK GRAVEL TYPE 2
2%
1
1
2
3
1.5 m
SODDING
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
20 m MIN. RIGHT OF WAY
40 mm THICK TYPE C-HF ASPHALT
50 mm THICK TYPE B-HF ASPHALT
150 mm THICK GRAVEL TYPE 1
200 mm THICK GRAVEL TYPE 2
300 mm SURGE ROCK
FILTER FABRIC - TERRAFIX 400W WOVEN GEOTEXTILE OR APPROVED EQUIVALENT
APPROVED SUBGRADE
3.2 m LANE
3.2 m LANE
2 m SHOULDER
10.4 m ROADWAY WIDTH
2%
4%
2%
1
1
2
3
0.6 m MIN
2 m SHOULDER
4%
2%
1
2
1
2
3 m BENCHING
90mm THICK TYPE 1S GRAVEL
0.2 m MIN
0.5 m
1 m MIN
ROCK CUT SLOPE
SUBGRADE TO BE REVIEWED AND CONFIRMED BY
GEOTECHNICAL ENGINEER.
RURAL LOCAL ROAD CROSS SECTION - WITHOUT STORM SEWER
N.T.S.
August 27, 2025
MOK-05
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
CULVERTS TO BE 450 mm MINIMUM. SIZE TO
BE APPROVED BY MUNICIPAL ENGINEER.
1
1
2
3
2%
1
2
1
2
3 m BENCHING
0.2 m MIN
0.5 m
1 m MIN
ROCK CUT SLOPE
CULVERTS TO BE 450 mm MINIMUM. SIZE TO
BE APPROVED BY MUNICIPAL ENGINEER.
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
RURAL COLLECTOR ROAD CROSS SECTION - WITHOUT STORM SEWER
N.T.S.
August 27, 2025
MOK-06
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
25 m MIN. RIGHT OF WAY
50 mm THICK TYPE C-HF ASPHALT
75 mm THICK TYPE B-HF ASPHALT
150 mm THICK GRAVEL TYPE 1
300 mm THICK MIN. GRAVEL TYPE 2
SURGE ROCK AS REQUIRED
APPROVED SUBGRADE
4.5 m LANE
4.5 m LANE
1 m SHOULDER
11 m ROADWAY WIDTH
2%
2%
1
1
2
3
0.6 m MIN
1 m SHOULDER
4%
2%
1
2
1
2
3 m BENCHING
100mm THICK TYPE 1S GRAVEL
0.2 m MIN
0.5 m
1 m MIN
ROCK CUT SLOPE
NOTE:
ASPHALT SWALES TO BE INSTALLED ON
SHOULDER WHERE ROAD GRADE EXCEEDS 7%.
SUBGRADE TO BE REVIEWED AND CONFIRMED
BY GEOTECHNICAL ENGINEER.
4%
1
1
2
3
2%
1
2
1
2
3 m BENCHING
0.2 m MIN
0.5 m
1 m MIN
ROCK CUT SLOPE
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
20 m MIN. RIGHT OF WAY
7.3 m MIN. ROADWAY WIDTH
2%
2%
1
1
2
3
1
2
0.5 m
1 m MIN
PRIVATE ROAD CROSS SECTION
N.T.S.
August 27, 2025
MOK-07
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
CULVERTS TO BE 450 mm MINIMUM.
SIZE TO BE APPROVED BY MUNICIPAL
ENGINEER.
SUBGRADE
150 mm THICK CRUSHED,
SCREENED, OR PIT RUN GRAVEL.
NOTES:
1.
SUBGRADE TO BE CLEAR OF ORGANIC MATERIAL TO
A DEPTH OF 1.5 m
2.
RIGHT OF WAY MAY BE REDUCED TO 15 m WIDE IF
ALL ROAD BED, SLOPES, AND DITCHES CAN BE
CONSTRUCTED WITHIN THE RIGHT OF WAY.
3.
CULVERTS TO BE CONCRETE OR HDPE AND PLACED
90° TO THE ROAD CENTERLINE AT 500 mm BELOW THE
ROAD SURFACE.
1
1
2
3
1
2
0.5 m
1 m MIN
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
0.1
0.21
6.1
15.61
12.1
78.45
18.1
118.09
0.2
0.42
6.2
15.94
12.2
81.38
18.2
118.41
0.3
0.63
6.3
16.27
12.3
83.58
18.3
118.72
0.4
0.84
6.4
16.60
12.4
85.39
18.4
119.03
0.5
1.06
6.5
16.94
12.5
86.96
18.5
119.33
0.6
1.27
6.6
17.28
12.6
88.34
18.6
119.64
0.7
1.49
6.7
17.63
12.7
89.60
18.7
119.94
0.8
1.71
6.8
17.98
12.8
90.75
18.8
120.23
0.9
1.92
6.9
18.33
12.9
91.82
18.9
120.53
1.0
2.14
7.0
18.69
13.0
92.82
19.0
120.82
1.1
2.36
7.1
19.05
13.1
93.76
19.1
121.11
1.2
2.59
7.2
19.42
13.2
94.65
19.2
121.40
1.3
2.81
7.3
19.79
13.3
95.49
19.3
121.68
1.4
3.03
7.4
20.17
13.4
96.29
19.4
121.97
1.5
3.26
7.5
20.55
13.5
97.07
19.5
122.25
1.6
3.49
7.6
20.94
13.6
97.81
19.6
122.52
1.7
3.72
7.7
21.34
13.7
98.52
19.7
122.80
1.8
3.95
7.8
21.74
13.8
99.20
19.8
123.07
1.9
4.18
7.9
22.14
13.9
99.87
19.9
123.34
2.0
4.41
8.0
22.55
14.0
100.51
20.0
123.61
2.1
4.65
8.1
22.97
14.1
101.13
20.1
123.88
2.2
4.88
8.2
23.40
14.2
101.74
20.2
124.14
2.3
5.12
8.3
23.83
14.3
102.33
20.3
124.41
2.4
5.36
8.4
24.27
14.4
102.90
20.4
124.67
2.5
5.60
8.5
24.72
14.5
103.46
20.5
124.93
2.6
5.84
8.6
25.17
14.6
104.00
20.6
125.18
2.7
6.09
8.7
25.64
14.7
104.53
20.7
125.44
2.8
6.33
8.8
26.11
14.8
105.05
20.8
125.69
2.9
6.58
8.9
26.59
14.9
105.56
20.9
125.94
3.0
6.83
9.0
27.09
15.0
106.06
21.0
126.19
3.1
7.08
9.1
27.59
15.1
106.55
21.1
126.44
3.2
7.33
9.2
28.10
15.2
107.02
21.2
126.69
3.3
7.59
9.3
28.63
15.3
107.49
21.3
126.93
3.4
7.84
9.4
29.17
15.4
107.95
21.4
127.17
3.5
8.10
9.5
29.72
15.5
108.40
21.5
127.42
3.6
8.36
9.6
30.28
15.6
108.85
21.6
127.66
3.7
8.62
9.7
30.86
15.7
109.28
21.7
127.89
3.8
8.88
9.8
31.46
15.8
109.71
21.8
128.13
3.9
9.15
9.9
32.07
15.9
110.13
21.9
128.37
4.0
9.42
10.0
32.70
16.0
110.55
22.0
128.60
4.1
9.69
10.1
33.36
16.1
110.96
22.1
128.83
4.2
9.96
10.2
34.03
16.2
111.36
22.2
129.06
4.3
10.23
10.3
34.73
16.3
111.76
22.3
129.29
4.4
10.51
10.4
35.46
16.4
112.15
22.4
129.52
4.5
10.79
10.5
36.21
16.5
112.53
22.5
129.75
4.6
11.07
10.6
37.00
16.6
112.91
22.6
129.97
4.7
11.35
10.7
37.82
16.7
113.29
22.7
130.20
4.8
11.64
10.8
38.69
16.8
113.66
22.8
130.42
4.9
11.93
10.9
39.60
16.9
114.02
22.9
130.64
5.0
12.22
11.0
40.57
17.0
114.39
23.0
130.86
5.1
12.51
11.1
41.60
17.1
114.74
23.1
131.08
5.2
12.81
11.2
42.71
17.2
115.09
23.2
131.30
5.3
13.11
11.3
43.91
17.3
115.44
23.3
131.52
5.4
13.41
11.4
45.23
17.4
115.79
23.4
131.73
5.5
13.72
11.5
46.70
17.5
116.13
23.5
131.95
5.6
14.02
11.6
48.37
17.6
116.46
23.6
132.16
5.7
14.33
11.7
50.35
17.7
116.80
23.7
132.37
5.8
14.65
11.8
52.85
17.8
117.12
23.8
132.58
5.9
14.96
11.9
56.47
17.9
117.45
23.9
132.79
6.0
15.29
12.0
73.41
18.0
117.77
24.0
133.00
1:100-YEAR WINTER DESIGN STORM
Rainfall data from Environment Canada and Climate Change. Rainfall Frequency Atlas Of Canada for
Kentville, N.S. amounts include an additional 1.5mm/hr of snow melt and a 15% increase for climate
change.
WINTER STORM
1:100-Year Winter Design Storm: Cumulative Depth Table
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
305 mm
A
B
140 mm
R13 mm
R40 mm
180 mm
370 mm
25 mm
4% SLOPE
NOTES:
LINE A INDICATES CURB AT PEDESTRIAN RAMPS.
LINE B INDICATES CURB AT DRIVEWAYS
200 mm
CURB AND GUTTER
MOUNTABLE CURB AND GUTTER
270 mm
200 mm
175 mm
32 mm
CONCRETE CURB
N.T.S.
August 27, 2025
MOK-08
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
560 mm
100 mm
100 mm
560 mm
A
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
URBAN ROAD CUL-DE-SAC
FULLY SERVICED
OFFSET BULB
OFFSET BULB
RURAL CUL-DE-SAC
WITHOUT STORM SEWERS
SYMMETRICAL BULB
SYMMETRICAL BULB
9.0 m
16.0 m MIN.
1.8 m
RIGHT OF WAY
FACE OF CURB
SIDEWALK
RIGHT OF WAY
FACE OF CURB
1.8 m
R=15.5 m
R=15.5 m
R=14.0 m
R=17.5 m
21.685 m
9.0 m
16 m MIN
R=14.0 m
R=17.5 m
27.568 m
9.5 m
R=13.0 m
R=19.8 m
21.507 m
RIGHT OF WAY
EDGE OF ASPHALT
DITCH CL
EDGE OF SHOULDER
RIGHT OF WAY
EDGE OF ASPHALT
6.4 m
20 MIN.
6.4 m
20.12 m MIN.
R=13.0 m
R=19.8 m
27.075 m
9.8 m
R=15.5 m
R=15.5 m
R=15.5 m
R=15.5 m
TYPICAL CUL-DE-SAC BULB
N.T.S.
August 27, 2025
MOK-09
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
ROAD RESERVE
(AS REQUIRED)
ROAD RESERVE
(AS REQUIRED)
ROAD RESERVE
(AS REQUIRED)
ROAD RESERVE
(AS REQUIRED)
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
NOTES:
1.
ALL DIMENSIONS ARE METRIC
2.
IF THE DEVELOPER DOES NOT OWN
THE PROPERTY BEYOND THE
PROPERTY BOUNDARY, A PERMANENT
CUL-DE-SAC MUST BE BUILT.
URBAN ROAD
FULLY SERVICED
RURAL ROAD
WITHOUT STORM SEWER
FUTURE ROAD
FUTURE ROAD
RESERVE
FUTURE ROAD
RESERVE
FUTURE ROAD
PROPERTY BOUNDARY
PROPERTY BOUNDARY
9 m
16 m MIN.
6.4 m
20 m MIN
10.4 m
EDGE OF ASPHALT
EDGE OF SHOULDER
RIGHT OF WAY
FACE OF CURB
SIDEWALK
RIGHT OF WAY
R=7.5 m
9 m
10 m
ALL ROADWAY GRAVELS
TO BE APPLIED AND
COMPACTED WITHIN
SHADED AREA
ALL ROADWAY GRAVELS
TO BE APPLIED AND
COMPACTED WITHIN
SHADED AREA
10 m
10.4 m
R=4.5 m
TEMPORARY TURNING AREA
N.T.S.
August 27, 2025
MOK-10
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
DRIVEWAY
RIGHT OF WAY
ROADWAY
FACE OF CURB
RIGHT OF WAY
2% SLOPE
NOTES:
1.
CONCRETE SIDEWALK TO BE 100 mm THICK.
2.
CONCRETE TO BE 32 MPa AT 28 DAYS
3.
CONTROL JOINTS TO AT 1.8 m INTERVALS MAY BE SAW CUT OR
HAND TOOLED.
4.
EXPANSION JOINTS TO BE PLACED EVERY 50 m.
5.
GREASE PORTION OF BARS ON ONE SIDE OF EXPANSION JOINT.
6.
DRIVEWAY RAMPS TO BE 150 mm THICK CONCCRETE c/w WWM.
SEE STANDARD DETAIL MOK-07.
7.
SIDEWALK BASE COURSE SHALL EXTEND 150 mm OUTSIDE OF
EACH EDGE OF THE SIDEWALK.
A
A
FACE OF CURB
SECTION A-A
B
B
C
C
1.5 m WIDE
TOPSOIL AND SOD
1.8 m WIDE CONCRETE
SIDEWALK
50 m MIN. BETWEEN
EXPANSION JOINTS
1.8 m
1.5 m WIDE
TOPSOIL AND SOD
1.8 m WIDE
CONCRETE
SIDEWALK
CURB AND GUTTER
SECTION B-B
CONTROL JOINT
FINISH WITH EDGER 6R
OR SAWCUT
25 mm
100 mm
SECTION C-C
EXPANSION JOINT
FINISH WITH EDGER 6R
15 mm
PREMOULDED EXPANSION JOINT
FILLER - AS PER SPECIFICATIONS
10M SMOOTH STEEL BARS
6 mm MAX.
TYPICAL SIDEWALK
N.T.S.
August 27, 2025
MOK-11
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
150 mm
1.0 m
CONTROL JOINT (TYP.)
100 mm THICK CONCRETE SIDEWALK
150 mm THICK TYPE 1 GRAVEL
150 mm THICK TYPE 2 GRAVEL
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
3.0 m MIN.
1.0 m MIN.
1.0 m MIN.
DRIVEWAY
RIGHT OF WAY
150 mm THICK
CONCRETE SIDEWALK
SIDEWALK
SIDEWALK
ROADWAY
FACE OF CURB
RIGHT OF WAY
10% SLOPE
(MAX.)
2% SLOPE
NOTES:
1.
FOR DRIVEWAYS PLACE 150x150 mm WELDED WIRE MESH 4 GAUGE PLACED 50
mm FROM BOTTOM OF CONCRETE RAMP AND SIDEWALK.
2.
WHEN BOULEVARD IS LESS THAN 1.8 m OR WHEN THE SIDEWALK ABUTS THE
CURB & GUTTER, SLOPE SIDEWALK IN A STRAIGHT LINE GRADE FROM BACK OF
SIDEWALK TO LIP ON CURB OPENING.
3.
MINIMUM DISTANCE BETWEEN CONTROL JOINTS IS 1200 mm. PROVIDE CONTROL
JOINTS WITHIN 150 OF CHANGE IN CROSS SECTION CURB
SEE NOTE #2
SEE NOTE #3
DRIVEWAY SURFACE
(SEE NOTE #1)
A
A
150 mm THICK CONCRETE RAMP
FACE OF CURB
SECTION A-A
1.5 m RAMP
TOPSOIL AND SOD
1.5 m
1.8 m
3 m MIN.
1.8 m SIDEWALK
MOUNTABLE CURB AND GUTTER
DRIVEWAY RAMP DETAILS
N.T.S.
August 27, 2025
MOK-12
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
TOPSOIL
AND SOD
150 mm THICK CONCRETE SIDEWALK c/w WWM
150 mm THICK TYPE 1 GRAVEL
150 mm THICK TYPE 2 GRAVEL
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
TACTILE WALKING SURFACE INDICATOR PLATE NOTES:
1.
NATURAL CAST IRON ATTENTION TWSI (TACTILE
WALKING SURFACE INDICATOR) PLATES TO CSA
B651, AND AS INDICATED IN THE PROJECT
DOCUMENTS.
2.
DESIGN AND INSTALLATION MUST MEET ALL
ACCESSIBILITY STANDARDS.
3.
AT LEAST ONE CORNER OF EACH PLATE TO TOUCH
ANOTHER. MAXIMUM GAP BETWEEN EACH PLATE TO
BE 150 mm.
4.
MAXIMUM GAP BETWEEN PLATES AND START OF
TAPER TO BE 100 mm.
5.
FOR STREETS OF LESS THAN 8%, TRANSITION CURB
AND SIDEWALK TO MAXIMUM GRADE OF 8%, OR TIE
IN AT 3 m FOR SIDEWALK, 1.3 m FOR CURB.
6.
IF THE DISTANCE FROM BACK OF THE CURB TO BACK
OF THE SIDEWALK IS LESS THAN 2.0 m, SLOPE AT 2%
FROM BACK OF CURB TO BACK OF SIDEWALK.
7.
PLATES SHALL BE PLACED WITH THE TOP OF THE
BASE PLATE (BOTTOM OF DOMES) LEVEL WITH
CONCRETE SURFACE.
8.
ALL PLATES TO BE 610 mm DEEP
9.
PEDESTRIAN RAMP OPENING TO BE 1.8 m MINIMUM
10.
WHERE APPLICABLE, THE CONTRACTOR SHALL
ALLOW TWSI PLATES TO OXIDIZE PRIOR TO
INSTALLATION.(4-6 MONTHS)
SOD
1.8 m MIN.
SOD
1.0 m MIN.
TAPER
STREET LINE
4.5 m MIN. CUTBACK
CONCRETE
SIDEWALK
FACE OF CURB
EDGE OF ASPHALT
A
A
FACE OF CURB
SECTION A-A
1.5 m
8% MAX
100 mm CONCRETE c/w 150x150 mm WWM 4 GAUGE
150 mm TYPE 1 GRAVEL
NOTES:
1.
CONCRETE TO BE 32 MPa AT 28 DAYS.
2.
MINIMUM RAMP WIDTH IS 1.8 m
3.
WHERE SIDEWALK ABUTS THE CURB, A
1.0 m TRANITION TAPER IS REQUIRED
IN THE CURB AND SIDEWALK ALONG
ITS LENGTH.
SIDEWALK
TWSI PLATES
RIGHT OF WAY
FACE OF CURB
1.8 m MIN.
MID-BLOCK RAMP
INTERSECTION RAMP
TWSI PLATE
1.8 m
1.8 m MIN.
1.0 m
1.0 m MIN.
TAPER
1.5 m
1.8 m
PEDESTRIAN RAMP DETAILS
N.T.S.
August 27, 2025
MOK-13
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
TACTILE WALKING SURFACE
INDICATOR (TWSI) PLATES
SEE NOTE 10
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
TYPICAL WALKWAY DETAIL
N.T.S.
August 27, 2025
MOK-14
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
6 m MIN. WALKWAY RIGHT OF WAY
(ADDITIONAL RIGHT OF WAY OR EASEMENT
WHERE MUNICIPAL SERVICES ARE REQUIRED)
1.8 m WALKWAY
SODDING
SODDING
0.3 m
0.3 m
2%
100 mm THICK TYPE D-HF ASPHALT
100 mm THICK GRAVEL TYPE 1
200 mm THICK GRAVEL TYPE 2
NOTES:
1.
WALKWAY SHOULD HAVE MINIMUM LONGITUDINAL
SLOPE OF 2% WHERE POSSIBLE.
2.
ADDITIONAL R.O.W MAY BE REQUIRED TO
ACCOMODATE CUT/FILL SLOPES OR SWALES.
3.
TOPSOIL AND SOD TO BE 150 mm THICK.
4.
IN LOCATIONS WHERE MAINTENANCE OF SOD IS
DIFFICULT, MULCH OR OTHER GROUND COVER MAY
BE USED.
1.2 m CHAINLINK FENCE
X
X
X
X
0.1 m
X
X
SIDEWALK
150 mm THICK CONCRETE
TACTILE WALKING SURFACE
INDICATOR PLATES
1.8 m WIDE
ASPHALT
WALKWAY
CHAINLINK FENCE
STREET RIGHT OF WAY
FACE OF CURB
X
X
150 mm THICK CONCRETE
TACTILE WALKING SURFACE
INDICATOR PLATES
1.8 m WIDE
ASPHALT
WALKWAY
CHAINLINK FENCE
STREET RIGHT OF WAY
FACE OF CURB
1.5 m
1.8 m
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
AT TRAIL DETAIL
N.T.S.
August 27, 2025
MOK-15
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
2
1
1.0 m
1.0 m
3.0 m
2%
SOD OR GRAVEL (TYP.)
2
1
75 mm THICK TYPE D-HF ASPHALTIC CONCRETE (SEE NOTE 2)
150 mm THICK GRAVEL TYPE 1
250 mm THICK GRAVEL TYPE 2
NOTES:
1.
ADDITIONAL SLOPE STABALIZATION AS PER GEOTECHNICAL REPORT
2.
SURFACE MATERIAL TO BE ASPHALTIC CONCRETE UNLESS DIRECTED BY THE
ENGINEER
3.
RAILING REQUIRED IN FILL GREATER THAN 1.5 m, OR ADJACENT TO WATER
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
TANGENT
P1
P2
P3
P4
P5
P6
P7
Y
(1.35 m)
RADIUS = 195 m ±
3.81 m
(TYP.)
B.C.
X
(22.81 m)
LAP JOINT IN
DIRECTION OF TRAFFIC
(SEE SPLICE DETAIL)
4 STANDARD BEAM SECTIONS
PLAN - FILL OR CUT
POST OFFSET
TABLE
POST
#
X (m)
Y (m)
P1-P2
3.81
0.04
P2-P3
7.62
0.15
P3-P4
11.42
0.34
P4-P5
15.22
0.60
P5-P6
19.02
0.94
P6-P7
22.81
1.35
NOTE:
FOR 2-LANE /
2-WAY ROADWAYS,
BURRY BOTH ENDS
311 mm
83 mm
19x64 mm SLOT FOR
POST CONNECTION
2.8 STEEL
23x29 mm SLOTTED
HOLES FOR SPLICE
BEAM SECTION (TYP.)
316 mm
TRAFFIC FLOW
SPLICE DETAIL
725 mm
AS
REQ'D
254 mm
311 mm
52 mm
108 mm
108 mm
AS REQ'D
TERMINAL END
BUFFER END
NOTES:
1.
TWO 50x75 DELINEATORS ARE REQUIRED FOR
EACH POST.
2.
A WHITE DELINEATOR SHALL BE PLACED ON
THE SIDE OF THE POST FACING TRAFFIC
3.
A YELLOW DELINEATOR SHALL BE PLACED ON
THE OPPOSITE SIDE
4.
THE DELINEATOR SHALL BE LOCATED AT THE
EDGE OF THE POST NEAREST THE ROAD,
VERTICAL, WITH THE TOP 75 BELOW THE
LOWEST POINT OF THE GUARDRAIL PANEL.
5.
THE DELINEATOR SHALL BE ATTACHED WITH
GALVANIZED NAILS.
200 mm
200 mm
83 mm
320 mm
600 mm
180 mm
1320 mm
MIN.
2100 mm
CURB & GUTTER
POSTS
200x200x2100 mm
- IF 150x200x2100
mm POSTS ARE
USED, MATERIAL
SHALL BE
HARDWOOD
83 mm
200 mm
75 mm
180 mm
600 mm
1320 mm
MIN.
2100 mm
FACE OF CURB
250x16 BOLT 75 THREAD
c/w ONE WASHER NEXT
TO POST
ELEVATION
GUARD RAIL INSTALLATION
N.T.S.
August 27, 2025
MOK-16
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
APPROVED, WELL
GRADED, SELECTED
BACKFILL, COMPACTED
IN 300mm THICK LAYERS
(TYP.)
SUBGRADE
SUBGRADE
SUBGRADE
WASTEWATER
SEWER
STORMWATER
SEWER
WASTEWATER
SEWER
STORMWATER
SEWER
WATER
TYPE 1 BEDDING AND
PROTECTION PLACED BY
HAND AND COMPACTED IN
150mm THICK LAYERS
(TYP.)
NOTES
1.
DIMENSION "C" IS GOVERNED BY THE LARGER PIPE DIAMETER.
2.
SIDES OF TRENCHES TO REQUIREMENTS OF NOVA SCOTIA
OCCUPATIONAL HEALTH AND SAFETY ACT.
3.
IF CROWNS OF STORMWATER AND WASTEWATER SEWER ARE NOT
MATCHED, THE INVERT OF THE STORMWATER SEWER MUST BE AT
LEAST 100 mm BELOW THE INVERT OF THE WASTEWATER SEWER.
4.
MINIMUM GRAVEL COVER OVER WASTEWATER AND STORMWATER
SEWERS IS TO BE 300 mm.
UNDISTURBED NATIVE SOIL (TYP.)
PIPE SIZE NOM.
DIA.
DIMENSIONS (mm)
B
C
UP TO 375 mm
300
250
376 TO 500 mm
300
300
501 TO 750 mm
400
300
751 TO 1200 mm
400
400
150 mm
B
300 mm MIN.
B
300 mm MIN.
150 mm
B
C
B
150 mm
150 mm
500 mm MIN.
O.D.
C
O.D.
B
150 mm
SEE NOTE 3
150 mm
B
1600 mm
300 mm MIN.
1600 mm
1600 mm
UNDISTURBED NATIVE SOIL (TYP.)
UNDISTURBED NATIVE SOIL (TYP.)
TRENCH AND BACKFILL CROSS SECTIONS
N.T.S.
August 27, 2025
MOK-17
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
FINISHED GRADE
1050 mm Ø MIN.
MIN 1.5m COVER
O-RING GASKET (TYP)
250mm TYPE 1 GRAVEL
NOTES:
1.
SHOP DRAWINGS TO BE PROVIDED TO ENGINEER
FOR REVIEW AND APPROVAL PRIOR TO
CONSTRUCTION.
2.
MANHOLE ANTI-FLOATATION TO BE CONSIDERED
AS PART OF DESIGN.
ELEVATION SHOWN
ON DRAWING.
A-LOK OR O-RING
GASKET (TYP)
MANHOLE TO BE WRAPPED
ON SIDES AND BOTTOM WITH
WATERPROOFING MEMBRANE
TO BE APPROVED BY
MUNICIPAL ENGINEER.
BENCHING TO DIRECT
FLOW TO OUTLET
IMP C-56M ADJUSTABLE FRAME w/ R-10 COVER
CENTERED ON UPSTREAM SIDE.
35MPa CAST IN
PLACE CONCRETE
GRADE ADJUSTMENT
ECCENTRIC CONE
ALTERNATE FLAT TOP
COVER ARRANGEMENT
100 mm MIN.
PIPE O.D.
+ 200 mm
MIN.
1800 mm MIN.
AS REQUIRED
COVER
150 mm
MIN.
300 mm
MAX
FRAME AND GRATE
SLOPED TO MATCH
FINISHED SURFACE
GROUT MAX. 10 mm THICK
35MPa CAST IN
PLACE CONCRETE
GRADE ADJUSTMENT
MIN. 150 mm THICK
PRECAST COVER
PRECAST SECTION
SHAFT RING (300 mm MIN.)
PRECAST MANHOLE
N.T.S.
August 27, 2025
MOK-18
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
1050 mm Ø MIN.
250mm TYPE 1 GRAVEL
ELEVATION SHOWN
ON DRAWING.
A-LOK OR O-RING
GASKET (TYP)
BENCHING TO DIRECT
FLOW TO OUTLET
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
200 mm MIN.
PIPE O.D.
+ 200 mm
MIN.
100 mm ABOVE LARGEST PIPE
20 MPa CONCRETE CRADLE TO
BE USED WHEN NEAREST PIPE
JOINT IS MORE THAN 300 mm
FROM MANHOLE WALL.
100 mm MIN.
BITUMINOUS GASKET
GROUT
BENCHING TO DIRECT
FLOW TO OUTLET
COVER LOCATION
OPTIONAL CIRCULAR BASE
100 mm
20 MPa CONCRETE CRADLE TO
BE USED WHEN NEAREST PIPE
JOINT IS MORE THAN 300 mm
FROM MANHOLE WALL.
CAST-IN-PLACE BASE FOR PRECAST MANHOLE
N.T.S.
August 27, 2025
MOK-19
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
150 mm MIN.
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
RIP RAP ARMOUR
PRECAST CONCRETE HEADWALL
PRECAST CONCRETE HEADWALL
INLET PIPE
INLET PIPE
150 mm THICK TYPE 1 GRAVEL
GRATE
GRATE
FINISHED GRADE
NOTES:
1.
ANY PIPE SYSTEMS OR CULVERTS LONGER THAN 30 m TO HAVE HEADWALL GRATES ON INLETS.
2.
BARS TO BE VERTICAL ON INLET GRATES. GRATES ARE NOT PERMITTED ON OUTLETS.
3.
AREA OF HEADWALL GRATE (WHERE REQUIRED) TO BE MINIMUM 6 TIME LARGER THAN PIPE
CROSS SECTIONAL AREA.
4.
GRATES TO BE GALVANIZED STEEL.
5.
HEADWALL TO BE SIZED BASED ON PIPE SIZE AS PER PRECAST MANUFACTURER'S
RECOMMENDATION.
6.
FENCING/HANDRAIL ON TOP OF HEADWALL AS DIRECTED BY MUNICIPALITY.
PRECAST CONCRETE HEADWALL
N.T.S.
August 27, 2025
MOK-20
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
3:1 SLOPE MAX.
100 - 150 mm ROCK LINING
(UNLESS SPECIFIED OTHERWISE)
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
NOTE: WHERE HYDRANT
LEAD IS PVC PIPE, VALVE
TO BE ANCHORED TO 2 m³
CONCRETE THRUST BLOCK
150 - 200 mm
150mm GATE VALVE
VALVE BOX SET TO
FINISHED GRADE
25 mm CLEAR STONE PLACED BY HAND
AND COMPACTED IN 150 mm LAYERS TO
150 mm ABOVE PIPE
24-48 ZINC ANODES
CONCRETE
THRUST BLOCK
CONCRETE THRUST BLOCK.
DRAIN TO BE PLUGGED.
MECHANICALLY RESTRAIN
HYDRANT BACK TO
VALVE/ANCHOR TEE
SLOPE BOTTOM OF TRENCH MIN 2%
TOWARDS WATER MAIN
PIPE BEDDING AND PROTECTION
PLACED BY HAND AND
COMPACTED IN 150mm LAYERS
TO A MINIMUM 300mm THICK.
WATER MAIN
1 LAYER OF GEOSYNTHETIC
FABRIC SEPARATING PIPE
PROTECTION FROM CLEAR
STONE
APPROVED BACKFILL
COMPACTED IN 300 mm
LAYERS
FINISHED GRADE
NOTES:
1. ANODE TO BE ZINC 24-48 TYPE INSTALLED BY USE OF DOUBLE NUT.
2. HYRDANT TO BE CLOW/McAVITY M67 BRIGADIER OR APPROVED EQUIVALENT.
·
HYDRANT INLET: 150 mm MECHANICAL JOINT OR APPROVED EQUIVALENT
·
HOSE NOZZLES: 2x65 mm THREADED OR APPROVED EQUIVALENT
·
PUMPER NOZZLE: 114 mm THREADED OR APPROVED EQUIVALENT
3. USE ONLY APPROVED PRODUCTS FOR MECHANICAL RESTRAINT.
FACE OF CURB
HYDRANT CL
HYDRANT ANCHOR TEE
FLANGE ELEVATION AS
SHOWN ON DRAWINGS
URBAN FIRE HYDRANT INSTALLATION - FULLY SERVICED
N.T.S.
August 27, 2025
MOK-21
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
600 mm MIN
NOTE: WHERE HYDRANT
LEAD IS PVC PIPE, VALVE
TO BE ANCHORED TO 2 m³
CONCRETE THRUST BLOCK
150 - 200 mm
150mm GATE VALVE
ASPHALT APRON
AROUND VALVE BOX
850mm MIN
25 mm CLEAR STONE PLACED BY HAND AND
COMPACTED IN 150 mm LAYERS TO 150 mm ABOVE PIPE
24-48 ZINC ANODES
CONCRETE
THRUST BLOCK
CONCRETE THRUST BLOCK.
DRAIN TO BE PLUGGED.
MECHANICALLY RESTRAIN
HYDRANT BACK TO
VALVE/ANCHOR TEE
SLOPE BOTTOM OF TRENCH MIN 2%
TOWARDS WATER MAIN
PIPE BEDDING AND
PROTECTION PLACED BY
HAND AND COMPACTED IN
150mm LAYERS TO A
MINIMUM 300mm THICK.
WATER MAIN
1 LAYER OF GEOSYNTHETIC
FABRIC SEPARATING PIPE
PROTECTION FROM CLEAR
STONE
APPROVED BACKFILL
COMPACTED IN 300 mm
LAYERS
FINISHED GRADE
NOTES:
1. ANODE TO BE ZINC 24-48 TYPE INSTALLED BY USE OF DOUBLE NUT.
2. HYRDANT TO BE CLOW/McAVITY M67 BRIGADIER OR APPROVED EQUIVALENT.
·
HYDRANT INLET: 150 MM MECHANICAL JOINT OR APPROVED EQUIVALENT
·
HOSE NOZZLES: 2X65 MM THREADED OR APPROVED EQUIVALENT
·
PUMPER NOZZLE: 114 MM THREADED OR APPROVED EQUIVALENT
3. USE ONLY APPROVED PRODUCTS FOR MECHANICAL RESTRAINT.
4. ALL SURFACES 2m FROM HYDRANT MUST BE STABILIZED.
5. BOTH ENDS OF CULVERT REQUIRE PRECAST HEADWALL.
6. FINISHED GRADE AT HYDRANT MUST BE THE SAME AS AT ROAD SHOULDER ±0.5m.
PROVIDE MIN 4m WIDE
RAMP. TO HYDRANT
1m MIN
100mm THICK TOP,
50mm THICK SIDES
STYROFOAM HI-40
INSULATION "INVERT -
U" CONFIGUARTION
FLANGE ELEVATION AS
SHOWN ON DRAWINGS
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
RURAL FIRE HYDRANT INSTALLATION - WITHOUT STORM SEWER
N.T.S.
August 27, 2025
MOK-22
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
WHERE SIDE SLOPES INTO DITCH ARE > 3:1,
SLOPES TO BE STABILIZED WITH RIPRAP
A-LOK GASKET
SLOPE FLOOR TO SUMP
50 mm THICK RIGID INSULATION
AROUND ALL SIDES OF ARV SECURED
WITH 150 mm LONG SPIKES AND
SCREWS
300 mm SQUARE FLOOR SUMP AT A MIN. DEPTH OF 100 mm
BELOW FLOOR SURFACE. SUMP TO BE CONNECTED TO
STORM DRAINAGE SYSTEM AND FITTED WITH A SUITABLE
BACKFLOW PREVENTOR UNLESS OTHERWISE DIRECTED
BY THE ENGINEER.
PRECAST CONCRETE BASE
PIPE SUPPORTS TO MATCH
PIPE CROSS-SECTION.
250 mm
300 mm
900 mm
750 mm
1200 mm Ø MIN.
PRECAST CONCRETE
(SEE NOTE 1)
IMP R-90 FRAME & COVER
CAST-IN-PLACE
GRADE ADJUSTMENT
450 mm MAX
WATER MAIN
(DEPTH VARIES)
50 mm S.S. DOUBLE
STRAP SADDLE
STAINLESS STEEL BALL VALVE
STAINLESS
STEEL SPOOL
PIECES
1200 mm
50 mm COMBINATION
AIR RELEASE / VACUUM
VALVE (AS APPROVED)
50 mm RIGID
POLYSTYRENE
INSULATION (TYP)
O-RING GASKET
INSULATED COVER C/W HANDLE, 10 mm PLYWOOD, &
100 mm INSULATION. ADHERE INSULATION TO PLYWOOD
USING ADHESIVE COMPATIBLE WITH INSULATION. COVER
TO BE CONSTRUCTED IN TWO PIECES. DIAMETER OF
COVER TO MATCH OPENING IN CHAMBER COVER.
25x25x6 mm ANGLE AROUND
OPENING ANCHORED TO CONCRETE
NOTES:
1.
FOR WATER MAIN SIZES LARGER THAN 300 mm, CHAMBER DIAMETER SHALL BE 1500 mm. FOR WATER
MAIN SIZES LARGER THAN 600 mm, THE CHAMBER WILL BE DESIGNED SPECIFICALLY FOR THE
INSTALLATION.
2.
WHERE DITCHING IS APPLICABLE, VENT PIPE IS TO BE LOCATED ON PRIVATE SIDE OF DITCH. INSTALL
CULVERT IF NECESSARY.
3.
PVC SCH80 IS PERMITTED FOR BURIED VENT PIPING.
1800 mm
100 mm Ø GALVANIZED STEEL
VENT PIPE c/w BIRD SCREEN.
(SEE NOTE 3)
1% SLOPE
1800 mm MIN.
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
100 mm
200 mm
BIRD SCREEN
FASTENERS
100 mm
50 mm
RESIDENTIAL AIR RELEASE/AIR VACUUM VALVE CHAMBER (50 mm)
N.T.S.
August 27, 2025
MOK-23
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
ARV CHAMBER TO BE WRAPPED ON
SIDES AND BOTTOM WITH
WATERPROOFING MEMBRANE TO BE
APPROVED BY MUNICIPAL ENGINEER.
250 mm THICK
TYPE 1 GRAVEL
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
PLAN OF 19 mm TO 50 mm WATER METER CHAMBER
N.T.S.
August 27, 2025
MOK-24
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
PRECAST CONCRETE MANHOLE
c/w R10 FRAME AND COVER
PROPERTY LINE
WATER MAIN
DOUBLE STRAP SADDLE
CORPORATION STOP
ANODE AND GROUNDING CLAMP
CURB STOP AND VALVE BOX
SHUT OF VALVE 1
SHUT OF VALVE 2
BACKFLOW
PREVENTION DEVICE
(IF REQUIRED)
M
P
PRESSURE REDUCING
VALVE (IF REQUIRED)
WATER METER
NOTES:
1.
ALL PIPE, MANHOLE, FRAME AND COVER, VALVES, AND FITTINGS TO BE
SUPPLIED BY CONTRACTOR. WATER METER TO BE SUPPLIED BY MOK
2.
MANHOLE DIAMETER TO BE 2400 mm WITH B.F.P, 1800 mm WITHOUT B.F.P.
3.
CONTRACTOR TO INSTALL CONDUIT AND SUPPORT/PROTECTION FOR
REMOTE REGISTER, SUBJECT TO APPROVAL BY MOK.
4.
MINIMUM DEPTH OF METER FROM FINISHED GRADE 1600 mm.
5.
INSULATION IS REQUIRED. SEE MOK-20 FOR DETAILS.
50 mm THICK HI40 RIGID STYROFOAM
INSULATION ON TOP AND SIDES
(1200 mm BELOW FINISHED GRADE)
METER CHAMBER TO BE
WRAPPED ON SIDES AND
BOTTOM WITH WATERPROOFING
MEMBRANE TO BE APPROVED BY
MUNICIPAL ENGINEER.
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
75 mm & GREATER WATER METER AND BACKFLOW PREVENTION DEVICES
N.T.S.
August 27, 2025
MOK-25
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
M
P
M
GATE VALVE
WALL FLANGE (TYP.)
GATE VALVE
GATE VALVE
GATE VALVE
GATE VALVE
PRESSURE REDUCING VALVE (IF REQUIRED)
BY-PASS TEE
WATER METER
600 mm
MIN.
600 mm
MIN.
BY-PASS TEE
750 mm MIN.
300 mm
300 mm
BACKFLOW
PREVENTION
DEVICE
BACKFLOW PREVENTION DEVICE
DETECTOR ASSEMBLY c/w OS&Y
GATE VALVES
SPRINKLER SERVICE
CONNECTION
WATER SERVICE
CONNECTION
NOTES:
1.
ALL NOTED DIMENSIONS/SPACING REQUIREMENTS WITH REGARDS
TO CHAMBER WALLS.
2.
REDUCED PRESSURE PRINCIPLE BACKFLOW PREVENTION DEVICES
ARE NOT PERMITTED IN BELOW GRADE CHAMBERS.
3.
ALL GATE VALVES TO BE ACCESSIBLE FROM SURFACE.
50 mm THICK HI40 RIGID STYROFOAM
INSULATION ON TOP AND SIDES
(1200 mm BELOW FINISHED GRADE)
METER CHAMBER TO BE WRAPPED ON SIDES AND
BOTTOM WITH WATERPROOFING MEMBRANE (HDPE
DIMPLE MEMBRANE OR APPROVED EQUIVALENT).
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
SINGLE FAMILY UNIT SERVICE LATERALS
N.T.S.
August 27, 2025
MOK-26
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
EDGE OF ROW
2 @ 300mm MIN
CURB STOP
STORM
SANITARY
WATER
HORIZONTAL GOOSENECK
CONNECTION TO BE INLINE PVC
TEE WHEN CONNECTING TO
PVC MAIN OR KOR-N-TEE WHEN
CONNECTING TO CONCRETE.
LONG RADIUS 22.5° BEND
CORPORATION STOP
125mmØ PVC DR28 WHITE SANITARY SEWER LATERAL @ 2% MIN
100mmØ PVC DR35 GREEN STORM SEWER LATERAL @ 2% MIN
19 mm MUNICIPEX WATER LATERAL
≥ 90°
≥ 90°
300mm
LONG RADIUS 22.5° BEND
BELL END w/ PLUG
NOTE:
WHERE SIDEWALK IS PRESENT, EXTEND ALL LATERALS AND
CURB STOPS 1 m MIN. BEYOND THE OUTSIDE EDGE OF THE
SIDEWALK.
WHERE BEDROCK IS PRESENT, CONTRACTOR TO BREAK ROCK
1.5 m MIN. BEYOND END OF LATERALS.
INSTALL 2" x 4" TIMBER MARKER FROM PIPE ENDS TO MINIMUM
600 mm ABOVE GRADE. MARKERS TO BE PAINTED AND LABELED
AS FOLLOWS:
MARKERS TO BE INSTALLED NEATLY AND EVENLY SPACED IN A
VERTICAL ORIENTATION WITH LABELS FACING THE STREET.
LATERAL
COLOUR
LABEL
WATER
BLUE
WATER
SANITARY
RED
SAN
STORM
GREEN
STORM
WATER
SAN
STORM
BLACK LETTERING
BLUE
RED
GREEN
MIN.
600 mm
2" x 4" TIMBER
MARKERS
1.5 m
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
SEMI-DETACHED UNIT SERVICE LATERALS
N.T.S.
August 27, 2025
MOK-27
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
EDGE OF ROW
300mm MIN
STORM
SANITARY
WATER
HORIZONTAL GOOSENECK
CONNECTION TO BE INLINE PVC
TEE WHEN CONNECTING TO
PVC MAIN OR KOR-N-TEE WHEN
CONNECTING TO CONCRETE.
LONG RADIUS 22.5° BEND
CORPORATION STOP
≥ 90°
≥ 90°
LONG RADIUS 22.5° BEND
BELL END w/ PLUG
NOTE:
WHERE SIDEWALK IS PRESENT, CURB STOP TO BE LOCATED 1 m
MIN. BEYOND THE OUTSIDE EDGE OF THE SIDEWALK.
WHERE BEDROCK IS PRESENT, CONTRACTOR TO BREAK ROCK
TO 1.5 m MIN. BEYOND END OF LATERALS.
INSTALL 2" x 4" TIMBER MARKER FROM PIPE ENDS TO MINIMUM
600 mm ABOVE GRADE. MARKERS TO BE PAINTED AND LABELED
AS FOLLOWS:
MARKERS TO BE INSTALLED NEATLY AND EVENLY SPACED IN A
VERTICAL ORIENTATION WITH LABELS FACING THE STREET.
LATERAL
COLOUR
LABEL
WATER
BLUE
WATER
SANITARY
RED
SAN
STORM
GREEN
STORM
WATER
SAN
STORM
BLACK
LETTERING
BLUE
RED
GREEN
MIN.
600 mm
2" x 4" TIMBER
MARKERS
19 mm MUNICIPEX WATER LATERAL
500 mm
CURB STOP
1.5 m
100mmØ PVC DR35 GREEN STORM SEWER LATERAL @ 2% MIN
125mmØ PVC DR28 WHITE SANITARY SEWER LATERAL @ 2% MIN
300mm
125mmØ PVC DR28 WHITE SANITARY SEWER LATERAL @ 2% MIN
19 mm MUNICIPEX WATER LATERAL
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
TOWNHOUSE UNIT SERVICE LATERALS
N.T.S.
August 27, 2025
MOK-28
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
EDGE OF ROW
300mm MIN
STORM
SANITARY
WATER
CONNECTION TO BE INLINE PVC
TEE WHEN CONNECTING TO
PVC MAIN OR KOR-N-TEE WHEN
CONNECTING TO CONCRETE.
LONG RADIUS 22.5° BEND
CORPORATION STOP
125mmØ PVC DR28 WHITE SANITARY SEWER LATERAL @ 2% MIN
19 mm MUNICIPEX WATER LATERAL
≥ 90°
≥ 90°
300mm
LONG RADIUS
22.5° BEND
BELL END w/ PLUG
NOTE:
WHERE SIDEWALK IS PRESENT, CURB STOP TO BE LOCATED 1 m
MIN. BEYOND THE OUTSIDE EDGE OF THE SIDEWALK.
INSTALL ONE STORM LATERAL FOR EACH TOWNHOUSE BLOCK
AT THE DOWNSTREAM END OF BLOCK.
WHERE BEDROCK IS PRESENT, CONTRACTOR TO BREAK ROCK
1.5 m MIN. BEYOND END OF LATERALS.
INSTALL 2" x 4" TIMBER MARKER FROM PIPE ENDS TO MINIMUM
600 mm ABOVE GRADE. MARKERS TO BE PAINTED AND LABELED
AS FOLLOWS:
MARKERS TO BE INSTALLED NEATLY AND EVENLY SPACED IN A
VERTICAL ORIENTATION WITH LABELS FACING THE STREET.
LATERAL
COLOUR
LABEL
WATER
BLUE
WATER
SANITARY
RED
SAN
STORM
GREEN
STORM
WATER
SAN
STORM
BLACK
LETTERING
BLUE
RED
GREEN
MIN.
600 mm
2" x 4" TIMBER
MARKERS
125mmØ PVC DR28 WHITE SANITARY SEWER LATERAL @ 2% MIN
19 mm MUNICIPEX WATER LATERAL
500 mm
CURB STOP
1.5 m
HORIZONTAL GOOSENECK
125mmØ PVC DR28 WHITE SANITARY SEWER LATERAL @ 2% MIN
19 mm MUNICIPEX WATER LATERAL
125mmØ PVC DR28 WHITE SANITARY SEWER LATERAL @ 2% MIN
100mmØ PVC DR35 GREEN STORM SEWER LATERAL @ 2% MIN
19 mm MUNICIPEX WATER LATERAL
BELL END w/ PLUG
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
DITCH
SET/RAISED TO FINISHED
GRADE AS DETERMINED
BY MUNICIPAL ENGINEER.
STREET LINE
CORPORATION STOP
HORIZONTAL GOOSENECK
(SEE DETAIL 1)
WATER MAIN
CURB STOP
SERVICE PIPE (19 mm Ø MUNICIPEX)
1200x50 mm HI40 RIGID INSULATION
1.0 m
MIN.
SERVICE BOX
75° OR 90°
300 mm OF TYPE 1 GRAVEL
℄
ROAD
1.5 m
MIN.
DETAIL 1
HORIZONTAL GOOSENECK
NOTES:
1.
MINIMUM 300 mm VERTICAL AND HORIZONTAL SEPARATION TO
BE MAINTAINED BETWEEN WATER AND WASTEWATER /
STORMWATER PIPES.
2.
SERVICES BOXES TO HAVE S.S. OPERATING RODS AND
COTTER PINS.
3.
PLACE SELECT BACKFILL MATERIAL, MAX. 50 mm AROUND
SERVICE BOX TO SUB GRADE.
4.
TAPE POLYWRAPPING AT TAP LOCATION
5.
PROVIDE 6.0 m HORIZONTAL SEPARATION FROM ANY PORTION
OF A WASTEWATER DISPOSAL FIELD.
6.
MINIMUM SERVICE SIZE OF MUNICIPEX SERVICE PIPE IS 19 mm.
7.
INSULATION REQUIRED WHERE COVER IS LESS THAN 1.6 m.
1.0 m±
2.5 m
2.5 m
MARKER STAKE PAINTED BLUE
TYPICAL WATER SERVICE CONNECTION
N.T.S.
August 27, 2025
MOK-29
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
CURB AND GUTTER
WHERE FULLY SERVICED
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
TYPICAL STORM AND SANITARY SERVICE LATERAL CROSS SECTION
N.T.S.
August 27, 2025
MOK-30
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
WATER
SANITARY
STORM
22.5° LONG-RADIUS BEND
STREET LINE
150mm TYPE 1 GRAVEL
FINISHED GRADE
MIN 450 mm
NOTES:
1.
STORM LATERAL TO BE 100 mm PVC DR18 WHERE
450 mm SEPARATION FROM WATER MAIN
CANNOT BE ACHIEVED.
2.
SANITARY LATERAL TO BE 150 mm PVC DR18
WHERE 450 mm SEPARATION FROM WATER MAIN
CANNOT BE ACHIEVED.
3.
SERVICE LATERALS TO BE CONNECTED TO PVC
MAINS WITH IN-LINE TEES AND CONCRETE MAINS
WITH KOR-N-TEE OR APPROVED EQUIVALENT.
125 mm PVC DR28 (WHITE) SANITARY SERVICE
100 mm PVC DR35 (GREEN) STORM SERVICE
MIN 1500 mm
MIN 300 mm
TYPE 1 GRAVEL
MARKER POSTS PAINTED
RED FOR SANITARY AND
GREEN FOR STORM
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
PROPERTY LINE
TOPSOIL
TOPSOIL
900 mm MAX.
900 mm
CLAY PLUG
SELECT NATIVE
BACKFILL
SELECT
NATIVE
BACKFILL
BEDDING AND
COVER MATERIAL
A
A
ELEVATION - CLAY PLUG
SECTION A-A
CLAY PLUG - IMPERVIOUS
SOIL AS APPROVED BY
ENGINEER
WATER SERVICE (TYP.)
SEWER SERVICE (TYP.)
300
mm
O.D.
300
mm
O.D.
300
mm
150 mm
O.D.
300 mm
O.D.
1600 mm MIN.
NOTES:
1.
ALL DIMENSIONS ARE IN METRIC
2.
WHERE NO WATER SERVICE IS TO BE INSTALLED,
INSTALL SEWER LATERAL A MINIMUM OF 1200 mm
BELOW DRIVEWAY OR STREET AND NOT LESS
THAN 900 mm BELOW BOTTOM OF DITCH.
3.
CLAY PLUGS TO BE INSTALLED IN TRENCHES AS
REQUIRED BY THE MUNICIPALITY.
CLAY PLUG
N.T.S.
August 27, 2025
MOK-31
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
TRENCH
GRADE
CLAY
PLUG
SPACING
<0.5%
600 m
0.5% - 1.5%
200 m
1.5% - 2.5%
120 m
2.5% - 3.5%
90 m
3.5% - 10%
30 m
>10%
15 m
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
UNDER DRAIN
N.T.S.
August 27, 2025
MOK-32
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
100 YR
100 YR
100 YR
100 YR
100 YR
100 YR
100 YR
0.25 m
100 YEAR FLOOD LEVEL
0.5 m
0.15 m
0.9 m
1
3
25 mm CLEARSTONE
GEOTEXTILE FILTER FABRIC (MARAFI P150
OR EQUIVALENT)
TOPSOIL AND SOD
PERFORATED PVC DR35
DRAIN PIPE
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
TYPICAL CATCH BASIN DETAIL
N.T.S.
August 27, 2025
MOK-33
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
IMP S401 CATCH BASIN GRATE
EDGE OF ASPHALT
FACE OF CURB
IMP S401 CATCH BASIN GRATE
TOP OF CURB @ ROAD GRADE
IMP S401 CATCH BASIN GRATE.
CROSS SLOPE ON GRATE TO
MATCH GUTTER GRADE.
FINISHED GRADE
450 mm SUMP
1050 mm Ø MIN.
CATCH BASIN LEAD
@ 1% SLOPE MIN.
MIN 1.3m COVER
O-RING GASKET (TYP)
150 mm TYPE 1 GRAVEL (COMPACTED)
FINISHED GRADE
A
A
B
B
SECTION A-A
SECTION B-B
NOTE:
SHOP DRAWINGS TO BE
PROVIDED TO ENGINEER
FOR REVIEW AND APPROVAL
PRIOR TO CONSTRUCTION.
FOR CATCH BASINS ON ROADWAY,
SET TOP OF GRATE 25 mm LOWER
THAN NORMAL GUTTER GRADE
CONCRETE CURB
35MPa CAST IN
PLACE CONCRETE
GRADE ADJUSTMENT
600 mm
600 mm
ELEVATION SHOWN
ON DRAWING.
A-LOK OR O-RING
GASKET (TYP)
FLEXIBLE JOINT
450 mm
MAX.
CATCH BASINS TO BE
WRAPPED IN BLUESKIN OR
APPROVED EQUIVALENT
25 mm
CUT ALL PIPES FLUSH WITH
THE INSIDE OF THE MANHOLE
Plot Date: 2025-Aug-27, Plot Size: ANSI FULL BLEED A (11.00 X 8.50 INCHES)
TRENCH DRAIN DETAIL
N.T.S.
August 27, 2025
MOK-34
MUNICIPALITY OF THE COUNTY OF KINGS
STANDARD DETAIL
DATE
SCALE
DRAWING NO.
APPROVED
3048 mm
457 mm
PRECAST CONCRETE TRENCH DRAIN WITH TRAFFIC
RATED CL625 W102-30 57 x 4.8 BAR GRATING.
457 mm
600 mm
300 mm THICK TYPE 1 GRAVEL BEDDING
300 mm THICK TYPE 1
GRAVEL BEDDING
600 mm
457 mm
333 mm
231 mm
457 mm
SLOPE FINISHED GRADE
TO TRENCH DRAIN
PLAN
ELEVATION
TYPICAL SECTION
100 mm
25 MPa CONCRETE
100 mm PVC PIPE TO CATCH
BASIN OR STORM MANHOLE
INSULATE PIPE WHEN
COVER IS LESS THAN 1.2 m
100 mm PVC PIPE TO CATCH
BASIN OR STORM MANHOLE
NOTE:
TRENCH DRAIN SECTIONS TO BE CONNECTED WITH 10M REBAR
DOWELS c/w EPOXYAND 300 mm EMBEDMENT. SHOP DRAWINGS
TO BE SUBMITTED FOR PRECAST TRENCH DRAIN AND GRATE.
M u n i c i p a l S e r v i c e S y s t e m s S p e c i f i c a t i o n M a n u a l
Appendix F - Rainfall Data
`
`
R = A*TB
R interpolated rainfall fate (mm/hr)
T rainfall duartion (hr)
A coefficient
B exponential coefficient
STORM
A
B
2-YR
17.4
-0.568
5-YR
24.1
-0.593
10-YR
28.5
-0.603
100-YR
42.2
-0.622
Duration (hr)
2-YR
5-YR
10-YR
100-YR
0.083
71.371
105.189
127.524
197.954
0.167
48.144
69.737
83.960
128.624
0.3
38.240
54.833
65.749
99.953
0.5
25.795
36.352
43.288
64.946
1.0
17.400
24.100
28.500
42.200
2.0
11.737
15.977
18.764
27.420
6.0
6.289
8.329
9.674
13.845
12.0
4.242
5.522
6.369
8.996
24.0
2.861
3.661
4.194
5.845
Intensity Duration Frequency Tables and Curves
INTENSITY (mm/hr)
2.000
20.000
200.000
0.0
0.1
1.0
10.0
INTENSITY (mm/hr)
INTENSITY DURATION FREQUENCY CURVES
2-YR
5-YR
10-YR
100-YR
5 10 15
1 2 6 12
24
MINUTES HOURS
DURATION
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
0.1
0.13
6.1
9.56
12.1
40.96
18.1
62.85
0.2
0.26
6.2
9.76
12.2
42.39
18.2
63.04
0.3
0.39
6.3
9.96
12.3
43.49
18.3
63.23
0.4
0.53
6.4
10.16
12.4
44.42
18.4
63.42
0.5
0.66
6.5
10.36
12.5
45.23
18.5
63.60
0.6
0.79
6.6
10.56
12.6
45.95
18.6
63.79
0.7
0.93
6.7
10.77
12.7
46.62
18.7
63.97
0.8
1.06
6.8
10.98
12.8
47.23
18.8
64.15
0.9
1.20
6.9
11.19
12.9
47.81
18.9
64.33
1.0
1.34
7.0
11.40
13.0
48.34
19.0
64.50
1.1
1.47
7.1
11.62
13.1
48.85
19.1
64.68
1.2
1.61
7.2
11.83
13.2
49.34
19.2
64.85
1.3
1.75
7.3
12.05
13.3
49.80
19.3
65.03
1.4
1.89
7.4
12.28
13.4
50.25
19.4
65.20
1.5
2.03
7.5
12.50
13.5
50.67
19.5
65.37
1.6
2.17
7.6
12.73
13.6
51.08
19.6
65.54
1.7
2.31
7.7
12.97
13.7
51.48
19.7
65.70
1.8
2.45
7.8
13.20
13.8
51.87
19.8
65.87
1.9
2.60
7.9
13.44
13.9
52.24
19.9
66.04
2.0
2.74
8.0
13.68
14.0
52.60
20.0
66.20
2.1
2.89
8.1
13.93
14.1
52.95
20.1
66.36
2.2
3.03
8.2
14.17
14.2
53.29
20.2
66.52
2.3
3.18
8.3
14.43
14.3
53.63
20.3
66.68
2.4
3.33
8.4
14.68
14.4
53.95
20.4
66.84
2.5
3.48
8.5
14.94
14.5
54.27
20.5
67.00
2.6
3.62
8.6
15.21
14.6
54.58
20.6
67.16
2.7
3.78
8.7
15.48
14.7
54.89
20.7
67.32
2.8
3.93
8.8
15.75
14.8
55.18
20.8
67.47
2.9
4.08
8.9
16.03
14.9
55.48
20.9
67.63
3.0
4.23
9.0
16.31
15.0
55.76
21.0
67.78
3.1
4.39
9.1
16.60
15.1
56.04
21.1
67.93
3.2
4.54
9.2
16.90
15.2
56.32
21.2
68.08
3.3
4.70
9.3
17.20
15.3
56.59
21.3
68.23
3.4
4.85
9.4
17.51
15.4
56.86
21.4
68.38
3.5
5.01
9.5
17.82
15.5
57.12
21.5
68.53
3.6
5.17
9.6
18.14
15.6
57.38
21.6
68.68
3.7
5.33
9.7
18.47
15.7
57.63
21.7
68.83
3.8
5.49
9.8
18.81
15.8
57.89
21.8
68.97
3.9
5.65
9.9
19.16
15.9
58.13
21.9
69.12
4.0
5.82
10.0
19.52
16.0
58.38
22.0
69.26
4.1
5.98
10.1
19.88
16.1
58.62
22.1
69.41
4.2
6.15
10.2
20.26
16.2
58.85
22.2
69.55
4.3
6.31
10.3
20.65
16.3
59.09
22.3
69.69
4.4
6.48
10.4
21.05
16.4
59.32
22.4
69.83
4.5
6.65
10.5
21.47
16.5
59.54
22.5
69.98
4.6
6.82
10.6
21.91
16.6
59.77
22.6
70.12
4.7
7.00
10.7
22.36
16.7
59.99
22.7
70.25
4.8
7.17
10.8
22.83
16.8
60.21
22.8
70.39
4.9
7.34
10.9
23.33
16.9
60.43
22.9
70.53
5.0
7.52
11.0
23.86
17.0
60.64
23.0
70.67
5.1
7.70
11.1
24.41
17.1
60.85
23.1
70.80
5.2
7.88
11.2
25.00
17.2
61.06
23.2
70.94
5.3
8.06
11.3
25.64
17.3
61.27
23.3
71.07
5.4
8.24
11.4
26.34
17.4
61.47
23.4
71.21
5.5
8.42
11.5
27.10
17.5
61.68
23.5
71.34
5.6
8.61
11.6
27.96
17.6
61.88
23.6
71.47
5.7
8.80
11.7
28.97
17.7
62.08
23.7
71.61
5.8
8.99
11.8
30.21
17.8
62.27
23.8
71.74
5.9
9.18
11.9
31.94
17.9
62.47
23.9
71.87
6.0
9.37
12.0
38.61
18.0
62.66
24.0
72.00
1:2-YEAR DESIGN STORM
Rainfall data from Environment Canada and Climate Change. Rainfall Frequency Atlas Of Canada for Kentville,
N.S. amounts include a 15% increase for climate change.
1:2-Year Design Storm: Cumulative Depth Table
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
0.1
0.16
6.1
12.09
12.1
55.45
18.1
84.44
0.2
0.33
6.2
12.34
12.2
57.45
18.2
84.68
0.3
0.49
6.3
12.60
12.3
58.98
18.3
84.92
0.4
0.66
6.4
12.85
12.4
60.25
18.4
85.16
0.5
0.83
6.5
13.11
12.5
61.35
18.5
85.39
0.6
1.00
6.6
13.37
12.6
62.34
18.6
85.63
0.7
1.16
6.7
13.63
12.7
63.24
18.7
85.86
0.8
1.33
6.8
13.90
12.8
64.06
18.8
86.09
0.9
1.50
6.9
14.17
12.9
64.83
18.9
86.31
1.0
1.68
7.0
14.45
13.0
65.55
19.0
86.54
1.1
1.85
7.1
14.72
13.1
66.23
19.1
86.76
1.2
2.02
7.2
15.00
13.2
66.88
19.2
86.98
1.3
2.20
7.3
15.28
13.3
67.49
19.3
87.20
1.4
2.37
7.4
15.57
13.4
68.08
19.4
87.42
1.5
2.55
7.5
15.86
13.5
68.65
19.5
87.64
1.6
2.73
7.6
16.16
13.6
69.19
19.6
87.85
1.7
2.90
7.7
16.46
13.7
69.71
19.7
88.06
1.8
3.08
7.8
16.76
13.8
70.22
19.8
88.28
1.9
3.26
7.9
17.07
13.9
70.71
19.9
88.48
2.0
3.45
8.0
17.38
14.0
71.18
20.0
88.69
2.1
3.63
8.1
17.69
14.1
71.65
20.1
88.90
2.2
3.81
8.2
18.01
14.2
72.09
20.2
89.10
2.3
4.00
8.3
18.34
14.3
72.53
20.3
89.31
2.4
4.18
8.4
18.67
14.4
72.96
20.4
89.51
2.5
4.37
8.5
19.01
14.5
73.37
20.5
89.71
2.6
4.56
8.6
19.35
14.6
73.78
20.6
89.91
2.7
4.75
8.7
19.70
14.7
74.18
20.7
90.11
2.8
4.94
8.8
20.06
14.8
74.56
20.8
90.30
2.9
5.13
8.9
20.42
14.9
74.94
20.9
90.50
3.0
5.32
9.0
20.79
15.0
75.32
21.0
90.69
3.1
5.52
9.1
21.16
15.1
75.68
21.1
90.88
3.2
5.71
9.2
21.55
15.2
76.04
21.2
91.08
3.3
5.91
9.3
21.94
15.3
76.39
21.3
91.27
3.4
6.11
9.4
22.34
15.4
76.74
21.4
91.45
3.5
6.31
9.5
22.75
15.5
77.08
21.5
91.64
3.6
6.51
9.6
23.17
15.6
77.41
21.6
91.83
3.7
6.71
9.7
23.60
15.7
77.74
21.7
92.01
3.8
6.92
9.8
24.05
15.8
78.07
21.8
92.20
3.9
7.12
9.9
24.50
15.9
78.38
21.9
92.38
4.0
7.33
10.0
24.97
16.0
78.70
22.0
92.56
4.1
7.54
10.1
25.45
16.1
79.01
22.1
92.74
4.2
7.75
10.2
25.95
16.2
79.31
22.2
92.92
4.3
7.96
10.3
26.46
16.3
79.61
22.3
93.10
4.4
8.17
10.4
27.00
16.4
79.91
22.4
93.28
4.5
8.39
10.5
27.55
16.5
80.20
22.5
93.46
4.6
8.61
10.6
28.13
16.6
80.49
22.6
93.63
4.7
8.82
10.7
28.73
16.7
80.78
22.7
93.81
4.8
9.04
10.8
29.36
16.8
81.06
22.8
93.98
4.9
9.27
10.9
30.02
16.9
81.34
22.9
94.16
5.0
9.49
11.0
30.72
17.0
81.61
23.0
94.33
5.1
9.72
11.1
31.47
17.1
81.88
23.1
94.50
5.2
9.94
11.2
32.26
17.2
82.15
23.2
94.67
5.3
10.17
11.3
33.12
17.3
82.42
23.3
94.84
5.4
10.41
11.4
34.06
17.4
82.68
23.4
95.01
5.5
10.64
11.5
35.10
17.5
82.94
23.5
95.17
5.6
10.88
11.6
36.28
17.6
83.20
23.6
95.34
5.7
11.12
11.7
37.66
17.7
83.45
23.7
95.51
5.8
11.36
11.8
39.39
17.8
83.70
23.8
95.67
5.9
11.60
11.9
41.84
17.9
83.95
23.9
95.84
6.0
11.84
12.0
52.10
18.0
84.20
24.0
96.00
1:5-YEAR DESIGN STORM
Rainfall data from Environment Canada and Climate Change. Rainfall Frequency Atlas Of Canada for Kentville,
N.S. amounts include a 15% increase for climate change.
1:5-Year Design Storm: Cumulative Depth Table
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
0.1
0.19
6.1
13.78
12.1
65.14
18.1
98.83
0.2
0.37
6.2
14.07
12.2
67.52
18.2
99.11
0.3
0.56
6.3
14.36
12.3
69.33
18.3
99.38
0.4
0.75
6.4
14.65
12.4
70.83
18.4
99.65
0.5
0.94
6.5
14.94
12.5
72.13
18.5
99.92
0.6
1.13
6.6
15.24
12.6
73.28
18.6
100.19
0.7
1.32
6.7
15.54
12.7
74.33
18.7
100.45
0.8
1.52
6.8
15.85
12.8
75.30
18.8
100.71
0.9
1.71
6.9
16.16
12.9
76.20
18.9
100.97
1.0
1.90
7.0
16.47
13.0
77.04
19.0
101.23
1.1
2.10
7.1
16.79
13.1
77.84
19.1
101.48
1.2
2.30
7.2
17.11
13.2
78.59
19.2
101.74
1.3
2.50
7.3
17.44
13.3
79.30
19.3
101.99
1.4
2.69
7.4
17.77
13.4
79.99
19.4
102.24
1.5
2.90
7.5
18.10
13.5
80.64
19.5
102.48
1.6
3.10
7.6
18.44
13.6
81.27
19.6
102.73
1.7
3.30
7.7
18.78
13.7
81.88
19.7
102.97
1.8
3.50
7.8
19.13
13.8
82.47
19.8
103.21
1.9
3.71
7.9
19.48
13.9
83.04
19.9
103.45
2.0
3.92
8.0
19.84
14.0
83.59
20.0
103.69
2.1
4.12
8.1
20.20
14.1
84.12
20.1
103.92
2.2
4.33
8.2
20.57
14.2
84.64
20.2
104.16
2.3
4.54
8.3
20.95
14.3
85.14
20.3
104.39
2.4
4.75
8.4
21.33
14.4
85.64
20.4
104.62
2.5
4.97
8.5
21.72
14.5
86.12
20.5
104.85
2.6
5.18
8.6
22.11
14.6
86.58
20.6
105.07
2.7
5.40
8.7
22.51
14.7
87.04
20.7
105.30
2.8
5.61
8.8
22.92
14.8
87.49
20.8
105.52
2.9
5.83
8.9
23.34
14.9
87.93
20.9
105.74
3.0
6.05
9.0
23.76
15.0
88.36
21.0
105.96
3.1
6.27
9.1
24.20
15.1
88.78
21.1
106.18
3.2
6.50
9.2
24.64
15.2
89.19
21.2
106.40
3.3
6.72
9.3
25.09
15.3
89.60
21.3
106.62
3.4
6.95
9.4
25.56
15.4
90.00
21.4
106.83
3.5
7.18
9.5
26.03
15.5
90.39
21.5
107.05
3.6
7.40
9.6
26.52
15.6
90.77
21.6
107.26
3.7
7.64
9.7
27.01
15.7
91.15
21.7
107.47
3.8
7.87
9.8
27.53
15.8
91.52
21.8
107.68
3.9
8.10
9.9
28.05
15.9
91.89
21.9
107.89
4.0
8.34
10.0
28.59
16.0
92.25
22.0
108.10
4.1
8.58
10.1
29.15
16.1
92.60
22.1
108.30
4.2
8.82
10.2
29.73
16.2
92.95
22.2
108.51
4.3
9.06
10.3
30.33
16.3
93.30
22.3
108.71
4.4
9.30
10.4
30.95
16.4
93.64
22.4
108.91
4.5
9.55
10.5
31.59
16.5
93.98
22.5
109.11
4.6
9.79
10.6
32.26
16.6
94.31
22.6
109.31
4.7
10.04
10.7
32.96
16.7
94.63
22.7
109.51
4.8
10.30
10.8
33.69
16.8
94.96
22.8
109.71
4.9
10.55
10.9
34.46
16.9
95.28
22.9
109.91
5.0
10.81
11.0
35.28
17.0
95.59
23.0
110.10
5.1
11.06
11.1
36.15
17.1
95.90
23.1
110.30
5.2
11.32
11.2
37.08
17.2
96.21
23.2
110.49
5.3
11.59
11.3
38.09
17.3
96.51
23.3
110.68
5.4
11.85
11.4
39.19
17.4
96.81
23.4
110.87
5.5
12.12
11.5
40.41
17.5
97.11
23.5
111.06
5.6
12.39
11.6
41.80
17.6
97.41
23.6
111.25
5.7
12.66
11.7
43.43
17.7
97.70
23.7
111.44
5.8
12.94
11.8
45.48
17.8
97.99
23.8
111.63
5.9
13.21
11.9
48.40
17.9
98.27
23.9
111.81
6.0
13.50
12.0
61.11
18.0
98.55
24.0
112.00
1:10-YEAR DESIGN STORM
Rainfall data from Environment Canada and Climate Change. Rainfall Frequency Atlas Of Canada for Kentville,
N.S. amounts include a 15% increase for climate change.
1:10-Year Design Storm: Cumulative Depth Table
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
0.1
0.26
6.1
19.13
12.1
96.15
18.1
144.73
0.2
0.51
6.2
19.53
12.2
99.73
18.2
145.11
0.3
0.77
6.3
19.94
12.3
102.43
18.3
145.50
0.4
1.03
6.4
20.35
12.4
104.65
18.4
145.87
0.5
1.30
6.5
20.76
12.5
106.57
18.5
146.25
0.6
1.56
6.6
21.18
12.6
108.27
18.6
146.62
0.7
1.82
6.7
21.60
12.7
109.81
18.7
146.99
0.8
2.09
6.8
22.03
12.8
111.22
18.8
147.35
0.9
2.36
6.9
22.47
12.9
112.53
18.9
147.72
1.0
2.63
7.0
22.91
13.0
113.75
19.0
148.07
1.1
2.90
7.1
23.35
13.1
114.91
19.1
148.43
1.2
3.17
7.2
23.80
13.2
115.99
19.2
148.78
1.3
3.44
7.3
24.26
13.3
117.03
19.3
149.13
1.4
3.72
7.4
24.72
13.4
118.02
19.4
149.48
1.5
4.00
7.5
25.19
13.5
118.96
19.5
149.82
1.6
4.28
7.6
25.67
13.6
119.87
19.6
150.16
1.7
4.56
7.7
26.15
13.7
120.74
19.7
150.50
1.8
4.84
7.8
26.64
13.8
121.58
19.8
150.83
1.9
5.12
7.9
27.14
13.9
122.39
19.9
151.16
2.0
5.41
8.0
27.64
14.0
123.18
20.0
151.49
2.1
5.70
8.1
28.15
14.1
123.95
20.1
151.82
2.2
5.98
8.2
28.68
14.2
124.69
20.2
152.15
2.3
6.28
8.3
29.21
14.3
125.41
20.3
152.47
2.4
6.57
8.4
29.74
14.4
126.11
20.4
152.79
2.5
6.86
8.5
30.29
14.5
126.79
20.5
153.10
2.6
7.16
8.6
30.85
14.6
127.46
20.6
153.42
2.7
7.46
8.7
31.42
14.7
128.11
20.7
153.73
2.8
7.76
8.8
32.00
14.8
128.75
20.8
154.04
2.9
8.06
8.9
32.59
14.9
129.37
20.9
154.35
3.0
8.37
9.0
33.19
15.0
129.98
21.0
154.66
3.1
8.68
9.1
33.81
15.1
130.58
21.1
154.96
3.2
8.98
9.2
34.44
15.2
131.16
21.2
155.26
3.3
9.30
9.3
35.08
15.3
131.74
21.3
155.56
3.4
9.61
9.4
35.74
15.4
132.30
21.4
155.86
3.5
9.93
9.5
36.42
15.5
132.85
21.5
156.16
3.6
10.24
9.6
37.11
15.6
133.40
21.6
156.45
3.7
10.57
9.7
37.82
15.7
133.93
21.7
156.74
3.8
10.89
9.8
38.55
15.8
134.46
21.8
157.03
3.9
11.21
9.9
39.31
15.9
134.98
21.9
157.32
4.0
11.54
10.0
40.08
16.0
135.48
22.0
157.61
4.1
11.87
10.1
40.88
16.1
135.99
22.1
157.89
4.2
12.21
10.2
41.71
16.2
136.48
22.2
158.18
4.3
12.54
10.3
42.57
16.3
136.96
22.3
158.46
4.4
12.88
10.4
43.45
16.4
137.44
22.4
158.74
4.5
13.22
10.5
44.38
16.5
137.92
22.5
159.01
4.6
13.57
10.6
45.34
16.6
138.38
22.6
159.29
4.7
13.92
10.7
46.35
16.7
138.84
22.7
159.57
4.8
14.27
10.8
47.42
16.8
139.30
22.8
159.84
4.9
14.62
10.9
48.53
16.9
139.74
22.9
160.11
5.0
14.98
11.0
49.72
17.0
140.19
23.0
160.38
5.1
15.34
11.1
50.98
17.1
140.62
23.1
160.65
5.2
15.70
11.2
52.34
17.2
141.06
23.2
160.92
5.3
16.07
11.3
53.81
17.3
141.48
23.3
161.18
5.4
16.44
11.4
55.43
17.4
141.90
23.4
161.45
5.5
16.81
11.5
57.23
17.5
142.32
23.5
161.71
5.6
17.19
11.6
59.28
17.6
142.73
23.6
161.97
5.7
17.57
11.7
61.71
17.7
143.14
23.7
162.23
5.8
17.95
11.8
64.77
17.8
143.54
23.8
162.49
5.9
18.34
11.9
69.21
17.9
143.94
23.9
162.74
6.0
18.73
12.0
89.97
18.0
144.34
24.0
163.00
1:100-YEAR DESIGN STORM
Rainfall data from Environment Canada and Climate Change. Rainfall Frequency Atlas Of Canada for Kentville,
N.S. amounts include a 15% increase for climate change.
1:100-Year Design Storm: Cumulative Depth Table
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
0.1
0.18
6.1
12.88
12.1
55.18
18.1
84.68
0.2
0.35
6.2
13.15
12.2
57.10
18.2
84.93
0.3
0.53
6.3
13.41
12.3
58.59
18.3
85.19
0.4
0.71
6.4
13.68
12.4
59.84
18.4
85.44
0.5
0.89
6.5
13.95
12.5
60.93
18.5
85.69
0.6
1.07
6.6
14.23
12.6
61.91
18.6
85.93
0.7
1.25
6.7
14.51
12.7
62.81
18.7
86.18
0.8
1.43
6.8
14.79
12.8
63.63
18.8
86.42
0.9
1.62
6.9
15.07
12.9
64.40
18.9
86.66
1.0
1.80
7.0
15.36
13.0
65.13
19.0
86.90
1.1
1.98
7.1
15.65
13.1
65.82
19.1
87.14
1.2
2.17
7.2
15.94
13.2
66.47
19.2
87.37
1.3
2.36
7.3
16.24
13.3
67.10
19.3
87.60
1.4
2.55
7.4
16.54
13.4
67.69
19.4
87.83
1.5
2.73
7.5
16.85
13.5
68.27
19.5
88.06
1.6
2.92
7.6
17.15
13.6
68.82
19.6
88.29
1.7
3.12
7.7
17.47
13.7
69.36
19.7
88.52
1.8
3.31
7.8
17.78
13.8
69.87
19.8
88.74
1.9
3.50
7.9
18.11
13.9
70.38
19.9
88.96
2.0
3.69
8.0
18.43
14.0
70.86
20.0
89.19
2.1
3.89
8.1
18.76
14.1
71.34
20.1
89.40
2.2
4.09
8.2
19.10
14.2
71.80
20.2
89.62
2.3
4.28
8.3
19.44
14.3
72.25
20.3
89.84
2.4
4.48
8.4
19.78
14.4
72.69
20.4
90.05
2.5
4.68
8.5
20.13
14.5
73.11
20.5
90.27
2.6
4.88
8.6
20.49
14.6
73.53
20.6
90.48
2.7
5.09
8.7
20.85
14.7
73.94
20.7
90.69
2.8
5.29
8.8
21.22
14.8
74.35
20.8
90.90
2.9
5.49
8.9
21.60
14.9
74.74
20.9
91.11
3.0
5.70
9.0
21.98
15.0
75.13
21.0
91.32
3.1
5.91
9.1
22.37
15.1
75.50
21.1
91.52
3.2
6.12
9.2
22.77
15.2
75.88
21.2
91.72
3.3
6.33
9.3
23.17
15.3
76.24
21.3
91.93
3.4
6.54
9.4
23.59
15.4
76.60
21.4
92.13
3.5
6.75
9.5
24.01
15.5
76.96
21.5
92.33
3.6
6.97
9.6
24.44
15.6
77.30
21.6
92.53
3.7
7.18
9.7
24.89
15.7
77.65
21.7
92.73
3.8
7.40
9.8
25.34
15.8
77.98
21.8
92.92
3.9
7.62
9.9
25.81
15.9
78.32
21.9
93.12
4.0
7.84
10.0
26.29
16.0
78.65
22.0
93.31
4.1
8.06
10.1
26.79
16.1
78.97
22.1
93.51
4.2
8.28
10.2
27.29
16.2
79.29
22.2
93.70
4.3
8.51
10.3
27.82
16.3
79.60
22.3
93.89
4.4
8.73
10.4
28.36
16.4
79.91
22.4
94.08
4.5
8.96
10.5
28.93
16.5
80.22
22.5
94.27
4.6
9.19
10.6
29.51
16.6
80.52
22.6
94.46
4.7
9.42
10.7
30.12
16.7
80.82
22.7
94.65
4.8
9.66
10.8
30.76
16.8
81.12
22.8
94.83
4.9
9.89
10.9
31.43
16.9
81.41
22.9
95.02
5.0
10.13
11.0
32.14
17.0
81.70
23.0
95.20
5.1
10.37
11.1
32.89
17.1
81.98
23.1
95.39
5.2
10.61
11.2
33.69
17.2
82.26
23.2
95.57
5.3
10.86
11.3
34.54
17.3
82.54
23.3
95.75
5.4
11.10
11.4
35.48
17.4
82.82
23.4
95.93
5.5
11.35
11.5
36.51
17.5
83.09
23.5
96.11
5.6
11.60
11.6
37.67
17.6
83.36
23.6
96.29
5.7
11.85
11.7
39.03
17.7
83.63
23.7
96.47
5.8
12.11
11.8
40.70
17.8
83.90
23.8
96.65
5.9
12.36
11.9
43.03
17.9
84.16
23.9
96.82
6.0
12.62
12.0
52.02
18.0
84.42
24.0
97.00
WINTER STORM
1:2-YEAR WINTER DESIGN STORM
Rainfall data from Environment Canada and Climate Change. Rainfall Frequency Atlas Of Canada for Kentville,
N.S. amounts include an additional 1.5mm/hr of snow melt and a 15% increase for climate change.
1:2-Year Winter Design Storm: Cumulative Depth Table
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
0.1
0.18
6.1
13.23
12.1
60.65
18.1
92.36
0.2
0.36
6.2
13.50
12.2
62.83
18.2
92.62
0.3
0.54
6.3
13.78
12.3
64.51
18.3
92.88
0.4
0.72
6.4
14.06
12.4
65.90
18.4
93.14
0.5
0.90
6.5
14.34
12.5
67.10
18.5
93.40
0.6
1.09
6.6
14.62
12.6
68.18
18.6
93.66
0.7
1.27
6.7
14.91
12.7
69.16
18.7
93.91
0.8
1.46
6.8
15.21
12.8
70.07
18.8
94.16
0.9
1.65
6.9
15.50
12.9
70.91
18.9
94.41
1.0
1.83
7.0
15.80
13.0
71.70
19.0
94.65
1.1
2.02
7.1
16.10
13.1
72.44
19.1
94.90
1.2
2.21
7.2
16.41
13.2
73.15
19.2
95.14
1.3
2.40
7.3
16.72
13.3
73.82
19.3
95.38
1.4
2.59
7.4
17.03
13.4
74.47
19.4
95.62
1.5
2.79
7.5
17.35
13.5
75.08
19.5
95.85
1.6
2.98
7.6
17.67
13.6
75.68
19.6
96.09
1.7
3.18
7.7
18.00
13.7
76.25
19.7
96.32
1.8
3.37
7.8
18.33
13.8
76.80
19.8
96.55
1.9
3.57
7.9
18.67
13.9
77.34
19.9
96.78
2.0
3.77
8.0
19.01
14.0
77.86
20.0
97.01
2.1
3.97
8.1
19.35
14.1
78.36
20.1
97.23
2.2
4.17
8.2
19.70
14.2
78.85
20.2
97.46
2.3
4.37
8.3
20.06
14.3
79.33
20.3
97.68
2.4
4.57
8.4
20.42
14.4
79.80
20.4
97.90
2.5
4.78
8.5
20.79
14.5
80.25
20.5
98.12
2.6
4.99
8.6
21.17
14.6
80.70
20.6
98.34
2.7
5.19
8.7
21.55
14.7
81.13
20.7
98.55
2.8
5.40
8.8
21.94
14.8
81.55
20.8
98.77
2.9
5.61
8.9
22.33
14.9
81.97
20.9
98.98
3.0
5.82
9.0
22.74
15.0
82.38
21.0
99.19
3.1
6.04
9.1
23.15
15.1
82.78
21.1
99.40
3.2
6.25
9.2
23.57
15.2
83.17
21.2
99.61
3.3
6.46
9.3
24.00
15.3
83.55
21.3
99.82
3.4
6.68
9.4
24.44
15.4
83.93
21.4
100.03
3.5
6.90
9.5
24.89
15.5
84.30
21.5
100.23
3.6
7.12
9.6
25.35
15.6
84.67
21.6
100.44
3.7
7.34
9.7
25.82
15.7
85.03
21.7
100.64
3.8
7.57
9.8
26.30
15.8
85.38
21.8
100.84
3.9
7.79
9.9
26.80
15.9
85.73
21.9
101.04
4.0
8.02
10.0
27.31
16.0
86.08
22.0
101.24
4.1
8.25
10.1
27.84
16.1
86.41
22.1
101.44
4.2
8.47
10.2
28.38
16.2
86.75
22.2
101.64
4.3
8.71
10.3
28.94
16.3
87.08
22.3
101.83
4.4
8.94
10.4
29.53
16.4
87.40
22.4
102.03
4.5
9.18
10.5
30.13
16.5
87.72
22.5
102.22
4.6
9.41
10.6
30.76
16.6
88.04
22.6
102.41
4.7
9.65
10.7
31.42
16.7
88.35
22.7
102.60
4.8
9.89
10.8
32.11
16.8
88.66
22.8
102.79
4.9
10.14
10.9
32.84
16.9
88.96
22.9
102.98
5.0
10.38
11.0
33.60
17.0
89.26
23.0
103.17
5.1
10.63
11.1
34.42
17.1
89.56
23.1
103.36
5.2
10.88
11.2
35.29
17.2
89.85
23.2
103.54
5.3
11.13
11.3
36.23
17.3
90.14
23.3
103.73
5.4
11.38
11.4
37.25
17.4
90.43
23.4
103.91
5.5
11.64
11.5
38.39
17.5
90.71
23.5
104.10
5.6
11.90
11.6
39.68
17.6
90.99
23.6
104.28
5.7
12.16
11.7
41.20
17.7
91.27
23.7
104.46
5.8
12.42
11.8
43.08
17.8
91.55
23.8
104.64
5.9
12.69
11.9
45.76
17.9
91.82
23.9
104.82
6.0
12.96
12.0
56.98
18.0
92.09
24.0
105.00
1:5-Year Winter Design Storm: Cumulative Depth Table
1:5-YEAR WINTER DESIGN STORM
Rainfall data from Environment Canada and Climate Change. Rainfall Frequency Atlas Of Canada for Kentville,
N.S. amounts include an additional 1.5mm/hr of snow melt and a 15% increase for climate change.
WINTER STORM
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
0.1
0.19
6.1
13.78
12.1
65.14
18.1
98.83
0.2
0.37
6.2
14.07
12.2
67.52
18.2
99.11
0.3
0.56
6.3
14.36
12.3
69.33
18.3
99.38
0.4
0.75
6.4
14.65
12.4
70.83
18.4
99.65
0.5
0.94
6.5
14.94
12.5
72.13
18.5
99.92
0.6
1.13
6.6
15.24
12.6
73.28
18.6
100.19
0.7
1.32
6.7
15.54
12.7
74.33
18.7
100.45
0.8
1.52
6.8
15.85
12.8
75.30
18.8
100.71
0.9
1.71
6.9
16.16
12.9
76.20
18.9
100.97
1.0
1.90
7.0
16.47
13.0
77.04
19.0
101.23
1.1
2.10
7.1
16.79
13.1
77.84
19.1
101.48
1.2
2.30
7.2
17.11
13.2
78.59
19.2
101.74
1.3
2.50
7.3
17.44
13.3
79.30
19.3
101.99
1.4
2.69
7.4
17.77
13.4
79.99
19.4
102.24
1.5
2.90
7.5
18.10
13.5
80.64
19.5
102.48
1.6
3.10
7.6
18.44
13.6
81.27
19.6
102.73
1.7
3.30
7.7
18.78
13.7
81.88
19.7
102.97
1.8
3.50
7.8
19.13
13.8
82.47
19.8
103.21
1.9
3.71
7.9
19.48
13.9
83.04
19.9
103.45
2.0
3.92
8.0
19.84
14.0
83.59
20.0
103.69
2.1
4.12
8.1
20.20
14.1
84.12
20.1
103.92
2.2
4.33
8.2
20.57
14.2
84.64
20.2
104.16
2.3
4.54
8.3
20.95
14.3
85.14
20.3
104.39
2.4
4.75
8.4
21.33
14.4
85.64
20.4
104.62
2.5
4.97
8.5
21.72
14.5
86.12
20.5
104.85
2.6
5.18
8.6
22.11
14.6
86.58
20.6
105.07
2.7
5.40
8.7
22.51
14.7
87.04
20.7
105.30
2.8
5.61
8.8
22.92
14.8
87.49
20.8
105.52
2.9
5.83
8.9
23.34
14.9
87.93
20.9
105.74
3.0
6.05
9.0
23.76
15.0
88.36
21.0
105.96
3.1
6.27
9.1
24.20
15.1
88.78
21.1
106.18
3.2
6.50
9.2
24.64
15.2
89.19
21.2
106.40
3.3
6.72
9.3
25.09
15.3
89.60
21.3
106.62
3.4
6.95
9.4
25.56
15.4
90.00
21.4
106.83
3.5
7.18
9.5
26.03
15.5
90.39
21.5
107.05
3.6
7.40
9.6
26.52
15.6
90.77
21.6
107.26
3.7
7.64
9.7
27.01
15.7
91.15
21.7
107.47
3.8
7.87
9.8
27.53
15.8
91.52
21.8
107.68
3.9
8.10
9.9
28.05
15.9
91.89
21.9
107.89
4.0
8.34
10.0
28.59
16.0
92.25
22.0
108.10
4.1
8.58
10.1
29.15
16.1
92.60
22.1
108.30
4.2
8.82
10.2
29.73
16.2
92.95
22.2
108.51
4.3
9.06
10.3
30.33
16.3
93.30
22.3
108.71
4.4
9.30
10.4
30.95
16.4
93.64
22.4
108.91
4.5
9.55
10.5
31.59
16.5
93.98
22.5
109.11
4.6
9.79
10.6
32.26
16.6
94.31
22.6
109.31
4.7
10.04
10.7
32.96
16.7
94.63
22.7
109.51
4.8
10.30
10.8
33.69
16.8
94.96
22.8
109.71
4.9
10.55
10.9
34.46
16.9
95.28
22.9
109.91
5.0
10.81
11.0
35.28
17.0
95.59
23.0
110.10
5.1
11.06
11.1
36.15
17.1
95.90
23.1
110.30
5.2
11.32
11.2
37.08
17.2
96.21
23.2
110.49
5.3
11.59
11.3
38.09
17.3
96.51
23.3
110.68
5.4
11.85
11.4
39.19
17.4
96.81
23.4
110.87
5.5
12.12
11.5
40.41
17.5
97.11
23.5
111.06
5.6
12.39
11.6
41.80
17.6
97.41
23.6
111.25
5.7
12.66
11.7
43.43
17.7
97.70
23.7
111.44
5.8
12.94
11.8
45.48
17.8
97.99
23.8
111.63
5.9
13.21
11.9
48.40
17.9
98.27
23.9
111.81
6.0
13.50
12.0
61.11
18.0
98.55
24.0
112.00
WINTER STORM
1:10-YEAR WINTER DESIGN STORM
Rainfall data from Environment Canada and Climate Change. Rainfall Frequency Atlas Of Canada for Kentville,
N.S. amounts include an additional 1.5mm/hr of snow melt and a 15% increase for climate change.
1:10-Year Winter Design Storm: Cumulative Depth Table
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
Time
(hours)
Cumulative
Depth
(mm)
0.1
0.21
6.1
15.61
12.1
78.45
18.1
118.09
0.2
0.42
6.2
15.94
12.2
81.38
18.2
118.41
0.3
0.63
6.3
16.27
12.3
83.58
18.3
118.72
0.4
0.84
6.4
16.60
12.4
85.39
18.4
119.03
0.5
1.06
6.5
16.94
12.5
86.96
18.5
119.33
0.6
1.27
6.6
17.28
12.6
88.34
18.6
119.64
0.7
1.49
6.7
17.63
12.7
89.60
18.7
119.94
0.8
1.71
6.8
17.98
12.8
90.75
18.8
120.23
0.9
1.92
6.9
18.33
12.9
91.82
18.9
120.53
1.0
2.14
7.0
18.69
13.0
92.82
19.0
120.82
1.1
2.36
7.1
19.05
13.1
93.76
19.1
121.11
1.2
2.59
7.2
19.42
13.2
94.65
19.2
121.40
1.3
2.81
7.3
19.79
13.3
95.49
19.3
121.68
1.4
3.03
7.4
20.17
13.4
96.29
19.4
121.97
1.5
3.26
7.5
20.55
13.5
97.07
19.5
122.25
1.6
3.49
7.6
20.94
13.6
97.81
19.6
122.52
1.7
3.72
7.7
21.34
13.7
98.52
19.7
122.80
1.8
3.95
7.8
21.74
13.8
99.20
19.8
123.07
1.9
4.18
7.9
22.14
13.9
99.87
19.9
123.34
2.0
4.41
8.0
22.55
14.0
100.51
20.0
123.61
2.1
4.65
8.1
22.97
14.1
101.13
20.1
123.88
2.2
4.88
8.2
23.40
14.2
101.74
20.2
124.14
2.3
5.12
8.3
23.83
14.3
102.33
20.3
124.41
2.4
5.36
8.4
24.27
14.4
102.90
20.4
124.67
2.5
5.60
8.5
24.72
14.5
103.46
20.5
124.93
2.6
5.84
8.6
25.17
14.6
104.00
20.6
125.18
2.7
6.09
8.7
25.64
14.7
104.53
20.7
125.44
2.8
6.33
8.8
26.11
14.8
105.05
20.8
125.69
2.9
6.58
8.9
26.59
14.9
105.56
20.9
125.94
3.0
6.83
9.0
27.09
15.0
106.06
21.0
126.19
3.1
7.08
9.1
27.59
15.1
106.55
21.1
126.44
3.2
7.33
9.2
28.10
15.2
107.02
21.2
126.69
3.3
7.59
9.3
28.63
15.3
107.49
21.3
126.93
3.4
7.84
9.4
29.17
15.4
107.95
21.4
127.17
3.5
8.10
9.5
29.72
15.5
108.40
21.5
127.42
3.6
8.36
9.6
30.28
15.6
108.85
21.6
127.66
3.7
8.62
9.7
30.86
15.7
109.28
21.7
127.89
3.8
8.88
9.8
31.46
15.8
109.71
21.8
128.13
3.9
9.15
9.9
32.07
15.9
110.13
21.9
128.37
4.0
9.42
10.0
32.70
16.0
110.55
22.0
128.60
4.1
9.69
10.1
33.36
16.1
110.96
22.1
128.83
4.2
9.96
10.2
34.03
16.2
111.36
22.2
129.06
4.3
10.23
10.3
34.73
16.3
111.76
22.3
129.29
4.4
10.51
10.4
35.46
16.4
112.15
22.4
129.52
4.5
10.79
10.5
36.21
16.5
112.53
22.5
129.75
4.6
11.07
10.6
37.00
16.6
112.91
22.6
129.97
4.7
11.35
10.7
37.82
16.7
113.29
22.7
130.20
4.8
11.64
10.8
38.69
16.8
113.66
22.8
130.42
4.9
11.93
10.9
39.60
16.9
114.02
22.9
130.64
5.0
12.22
11.0
40.57
17.0
114.39
23.0
130.86
5.1
12.51
11.1
41.60
17.1
114.74
23.1
131.08
5.2
12.81
11.2
42.71
17.2
115.09
23.2
131.30
5.3
13.11
11.3
43.91
17.3
115.44
23.3
131.52
5.4
13.41
11.4
45.23
17.4
115.79
23.4
131.73
5.5
13.72
11.5
46.70
17.5
116.13
23.5
131.95
5.6
14.02
11.6
48.37
17.6
116.46
23.6
132.16
5.7
14.33
11.7
50.35
17.7
116.80
23.7
132.37
5.8
14.65
11.8
52.85
17.8
117.12
23.8
132.58
5.9
14.96
11.9
56.47
17.9
117.45
23.9
132.79
6.0
15.29
12.0
73.41
18.0
117.77
24.0
133.00
1:100-YEAR WINTER DESIGN STORM
Rainfall data from Environment Canada and Climate Change. Rainfall Frequency Atlas Of Canada for
Kentville, N.S. amounts include an additional 1.5mm/hr of snow melt and a 15% increase for climate
change.
WINTER STORM
1:100-Year Winter Design Storm: Cumulative Depth Table