HomeMy WebLinkAbout5-16 Policy and Document Combined POLICY
Department Policy No. Page
ii! Development Control 5-16 1
21t4111.111j.
Policy Title Date: Resolution
No.
General Municipal Servicing Standards August 15,2017 422/17
Policy Statement
Kneehill County has developed a General Municipal Servicing Standards (GMSS) manual that is to be
treated as a "guide" governing the engineering and design parameters, and the preparation and
submission of plans and specifications for the orderly and satisfactory development of subdivisions
and other municipal services within the County.
These standards and specifications are intended to serve as the "minimum" allowable levels to which
the improvements discussed are to be built, and to enable standardization within the County. Where
questionable or complicated design situations arise, sound engineering methods and practices shall
prevail.
The County reserves the right to deviate from these standards wherein, at the County's sole
discretion, it is determined that conditions warrant it.
No departure from these design standards and specifications shall be permitted without the
expressed written approval of the County.
Where Acts, Bylaws, Codes or other Standards are not noted, they shall refer to the latest revision
thereof.
Regulation
1. The GMSS will be updated periodically as needed.
2. The CAO or designate is hereby authorized to make amendments to the GMSS as deemed
necessary, with the sole exception of Section B Guidelines for General Compliance. Such
amendments must be approved by Council.
3. The use of the GMSS is intended for general information only, detailed specifications and
guidelines for projects within the County will be determined by the County on a site specific
basis at the time of development.
4. In the event of conflicting specifications the CAO or designate shall be the sole authority in
determining all approved specifications.
5. All specifications contained in the manual are intended to meet or exceed Alberta
Transportation standards and specifications.
POLICY
Department Policy No. Page
Development Control 5-16 2
Policy Title Date: Resolution
No.
General Municipal Servicing Standards August 15,2017 422/17
6. The manual will include sections regarding:
A. General
B. Guidelines for General Compliance
C. Engineering Plans and Drawings
D. Land Use Level of Service
E. Water Distribution System
F. Wastewater Collection
G. Transportation
H. Stormwater Drainage
I. Service Connections
J. Utility Construction
7. A copy of the manual may be obtained on the County website at www.kneehillcountv.com
under the Planning tab.
I 8. Hard copies of the manual may be obtained from the County office at the price specified in
the Master Rates Bylaw.
(1
(----1/-2
Bob Long Hoggan
Reeve I CAO
I
Approved: August 15, 2017
Amended:
Review Date: August 15,2020
Co nty
General MunicipaL Servicing
Standards
-2, _IC/i.iiill
Co nty
GMSS INDEX
SECTION A - GENERAL
SECTION B - GUIDELINES FOR GENERAL COMPLIANCE
SECTION C - ENGINEERING PLANS & DRAWINGS
SECTION D - LAND USE LEVEL OF SERVICE
SECTION E - WATER DISTRIBUTION SYSTEM
SECTION F - WASTEWATER COLLECTION
SECTION G - TRANSPORTATION
SECTION H - STORMWATER DRAINAGE
SECTION I - SERVICE CONNECTIONS
SECTION J - UTILITY CONSTRUCTION
APPENDIX A - DEFINITIONS
APPENDIX B - REPORTS, STUDIES, PLANS
APPENDIX C - DRAWINGS
-.1,&ill
co nty
SECTION "A"
GENERAL
1 ,QZZ� SECTION A
,__L,OntY GENERAL
Al INTRODUCTION
The General Municipal Servicing Standards (GMSS) is intended to provide specific
guidelines to assist the County and the Developer in the design, preparation and
submission of Plans and Specifications for approval and/or construction of
Municipal Improvements and Systems that will meet the servicing requirements for
commercial, industrial and residential subdivision Development within the County.
The GMSS presented in this document should only be considered as minimum
requirements. It is the responsibility of the Developer to apply sound principles and
industry best practices to provide an end product that is practical, economical,
efficient, safe and sustainable to be operated and maintained by the Municipality. The
Developer remains fully responsible for the design and construction of Municipal
Improvements according to accepted engineering practice and standards that
address and meet the specific needs and site conditions of the Development.
Certain site-specific conditions may warrant the use of standards that are more
stringent. It is not the intent of the GMSS to stifle innovation or discourage creative
solutions, but to create a benchmark by which the County can objectively and
consistently evaluate a Development proposal and facilitate the necessary
approvals.
The GMSS, as well as the latest editions of any referenced legislation or document,
form part of the requirements for the design and construction of any project within the
County. In association with the GMSS, the Developer and the Developer's
Engineer must be familiar with the County's planning documents prior to initiating
design considerations for their specific project:
• Municipal Development Plan (MDP) puts forward general policies and
guidelines with respect to land Development within the County.
• Area Structure Plans and Outline Plans, if available, represent the next level of
planning.
• The Land Use Bylaw puts forward a list of permitted and discretionary uses for
each land use district in addition to providing Development requirements.
The standards and criteria outlined in the GMSS, as well as other statutory
documents, are subject to review and modifications from time to time and as such,
responsibilities lie with the proponents of any new project to apprise themselves of
the current standards and criterion prior to proceeding beyond the Planning approval
A-1
hill SECTION A
nay GENERAL
phase. Nothing in this document releases a Developer, Contractor or Consultant
from their obligation to design and perform their work consistent with acceptable and
acknowledged industry standards. A Developer, Contractor or Consultant must be
fully responsible to rectify any deficiencies in the performance of their work,
regardless of whether it meets the minimum standards provided herein or is for work
not specifically referenced in this document.
A-2
,_9,unty
SECTION " B"
GUIDELINES FOR
GENERAL COMPLIANCE
SECTION B
o nty GUIDELINES FOR GENERAL COMPLIANCE
B1 DEVELOPMENT AGREEMENT & SECURITY
The Developer shall enter into a Development Agreement with the County prior
to the construction and installation of any Municipal improvement.
The County will require cost estimates for all municipal improvements
associated with the proposed Development. These estimated figures will be
verified by the Municipal Engineer and inserted into the Security Schedule of
the Development Agreement.
a) The County may require up to 100% of the total costs outlined within the
Security Schedule of the Development Agreement, either in the form of a
certified bank draft or a self-renewing irrevocable letter of credit for
security purposes.
b) The security will be held in its entirety until:
• A Final acceptance certificate (FAC) is issued by the
Developer's engineer and accepted by the County;
• The submission of the Record Drawings have been received;
• Quality control tests and reports have been submitted to the
satisfaction of the County; and
• Until the warranty period has ended.
B2 DEVELOPER'S RESPONSIBILITY
The Developer, at their own cost and expense, will be responsible for the
following if deemed necessary by the Development Authority:
• The detailed design and construction of all required Municipal
improvements including necessary off-site upgrade and utility
oversizing associated with the development. The County will, on
request, supply all available information on existing utilities including
available capacities, locations, restrictions and limitations; however, the
Developer must confirm the information provided, in the field, as the
County does not guarantee the accuracy or completeness of any
information provided.
• Establishing the location and alignment of all existing and proposed
Municipal improvements including coordination with the shallow
Utilities. Unless approved otherwise by the CAO, the location of all
underground Utilities shall generally conform to the Typical Utilities
Layout as illustrated in Standard Detail Drawings (Appendix C).
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• Surveys and investigations necessary to prepare the design as well as
identifying the need for any easements or additional right-of-way
required. The plans and related documents shall be prepared by a
qualified licensed Alberta Land Surveyor at the Developer's expense.
• Quality control and materials testing by an independent qualified
professional Engineer during utility installation and roadway construction.
Certification by the Developer's engineer that the construction has been
completed in accordance with the approved drawings and specifications
will be required.
• Acquisition of additional land for road widening and municipal services as
required.
• Registration with Alberta Land Titles all easements including plans and
documents for the construction of Municipal improvements outside of
the municipal right-of-way.
• Satisfying all statutory requirements governing such works and obtaining
approvals for compliance with those requirements from the authorities
having jurisdiction. Where conflicts or inconsistencies with the GMSS and
referenced documents arise due to compliance with or amendment of
statutory requirements, the Developer shall be responsible for satisfying
the more stringent requirement.
• For complying with the requirements outlined in the GMSS and all other
applicable legislation, regulations, codes, standards, agreements,
permits, and licenses. Additional information may be requested by the
County as deemed necessary.
• Nothing in these Standards relieves either the County or the Developer
of any of the obligations contained in the Development Agreement.
B3 ADDITIONAL PLAN, STUDIES, REPORTS
Additional plans, studies, and/or reports that may be required by the County may
be found in Appendix B. Where Acts, Bylaw and Standards are referred to, they
will be the current amended and updated issues of such.
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B4 ENGINEERING DESIGN
The Applicant will retain a Professional Engineer who is licensed to practice in
the Province of Alberta and who is a member of The Association of
Professional Engineers and Geoscientists of Alberta. This Engineer will be
responsible for the design and preparation of drawings and specifications for all
services as required within the County in accordance with the County GMSS,
and sound engineering principles.
All drawings will identify the Developer and the Developer's engineer, and will
be stamped, signed, and sealed by engineer.
The Design Drawings will display all existing and proposed services. It will be
the Developer Engineer's responsibility to coordinate with the utility companies
to establish the location of their existing and proposed services, and the
specifications for their installation.
B5 SUBMISSION & REVIEW OF ENGINEERING DESIGN
Three (3) complete sets of plans and specifications for the proposed subject
will be submitted to the County. Plans and drawings are to be in conformance
with the requirements of this document.
The Developer's engineer will identify the need for any rights-of-way outside
the area to be serviced. Where easement or rights-of-way documents and plans
are deemed necessary, they will be prepared by a licensed Alberta Land
Surveyor at the Applicant's expense.
All design drawings, specifications and relevant data will be reviewed by the
County, and all necessary revisions will be incorporated by the Developer's
engineer in the final design drawings. Such revisions will in no way lessen the
responsibility of the Developer and their Engineer for the work.
Upon completion of all revisions, the Developer's engineer will submit three
(3) sets of Contract Drawings to the County for approval. Following approval
the County will return one (1) approved set to the Consulting Developer's
engineer.
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B6 APPROVAL TO PROCEED
No work will commence until the County has reviewed the Design Drawings
and Plans, and written authorization has been issued. The exception to this is
general stripping and grading work, which may be carried out based on prior
written approval from the County, and with the understanding that such work is
carried out solely at the Developer's own risk.
The Developer will give 48 hours written notice to the County before
commencement of work, changes in work schedules, or working hours in order
to coordinate adequate County inspection staff.
B7 AREA STRUCTURE PLAN
B7.1 Area Structure Plans should describe at a minimum:
• The sequence of Development for the area.
• Contour information with an interval of a maximum two (2)
meters superimposed over the plan.
• The land uses proposed for the area, either generally or with
respect to specific parts of the area.
• Location, dimension and boundaries of the existing parcel(s).
• Location of all existing buildings on or immediately adjacent
to the lands.
• A density pattern of Development that reflects the
characteristics of the site and surrounding lands.
• Provide geotechnical information (soil type, water table) to
enable a determination of the suitability for Development of
the type being proposed.
• Delineation of top-of-bank adjacent to ravines, creeks, and
escarpments, to be confirmed by site survey.
• Geotechnical slope stability analysis of banks, slopes and/or
escarpments.
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SECTION B
my GUIDELINES FOR GENERAL COMPLIANCE
• Consideration for the provision of open space in the form of
municipal and/or environmental reserve. The design should
allocate lands for open space that create a contiguous linkage
of open spaces and foster use as open space.
• Environmental reserve dedication to preserve and protect
environmentally significant/sensitive areas.
• Location and dimensions of all proposed municipal and
environmental reserve parcels and public utility lots.
• Environmental impact statement for environmentally sensitive
areas, discuss how proposal conforms to Environmental
policies of the Municipal Development Plan (MDP) and the
Environmental Significant Areas (ESA).
• Land uses (initial and future) in impact zones of active oil and
gas wells.
• Location, status (reclaimed or not), and setback for
abandoned oil and gas wells, flow lines, and pipelines.
• Location, level, and impact zones of sour gas pipelines, flow
lines, and/or production facilities.
• Information regarding the proximity of sewage treatment
plants or waste management facilities.
• Breakdown by area and percentage of all land uses, roads,
municipal and school reserves, and public utility lots within
Area Structure Plan area.
• Desired proposed land use district including: land use,
setbacks, and other standard information.
• Area and proposed dimensions of all parcels including
location of public spaces and community services, public utility
lots, roads, and points of access to all the proposed parcels.
• Location and siting of all natural and man-made physical
features.
• Dwelling unit density for proposed residential areas,
(residences/ha).
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SECTION B
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• Density and pattern of the Development that is consistent
with the capabilities of the site and surrounding resources.
• Delineation of setbacks to back-of-lots and setbacks to
building.
• Development setbacks from top-of-bank.
• Visual impact assessment and mitigation measures for
features which may either add or detract from the primary
Development proposed on the site.
• School student generation projections.
• Capacity of offsite water mains and pumping stations, sanitary
sewers, storm drainage facilities, and natural gas facilities to
accommodate the proposed Development.
• Describe on-site storm drainage facilities and overland
drainage routes for major storm events and proposed
methods of handling surface drainage.
• Proposed methods of on-site servicing for potable water and
sewage.
• Capacity of existing/proposed water treatment plant, water
pumping stations, water reservoirs, wastewater treatment
plant, and sewage pumping stations to accommodate the
proposed Development and adjacent properties.
• Over sizing of Utilities within area to accommodate adjacent
future Developments.
• Licensing requirements for infrastructure under the Water Act.
• Capacity of power, telephone, and/or cable television systems
to serve the proposed area.
• Location and design criteria for fire ponds.
• The general location of major transportation routes and public
Utilities.
• Classification of all roadways as arterial, collector, or local
roadways.
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SECTION B
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• Location of buffer zones adjacent to arterial roadway or
highways.
• Road tie-ins to adjacent undeveloped quarter-sections.
• Access to all parcels from an internal subdivision road,
wherever possible and practical.
• The internal subdivision road to link or be located so it can link
with internal subdivision road in an adjacent quarter section.
• General location of all pedestrian linkages, walkways, and
trails to existing or proposed major walkways.
B8 OUTLINE PLANS
• Description of the plan area and existing conditions.
• The existing and proposed land use for the subdivision area.
• The existing land use on adjacent parcels.
• Information regarding the proximity of oil and gas wells, sour gas
facilities, sewage treatment plants, or waste management facilities.
• The general alignment and cross section of roadways including
discussion on proposed surfacing strategy.
• Area and dimensions of all proposed parcels including location of
public spaces and community services, public utility lots, municipal
reserve, environmental reserve, roads, and points of access to all
the proposed parcels.
• Describe on-site storm drainage facilities, overland drainage routes
for major storm events, and proposed methods of handling surface
drainage.
• Proposed water and wastewater servicing concepts including
analysis and capacity calculations.
• Proposed power, gas, and communications alignments and
confirmation of available capacity.
B-7
SECTION B
nay GUIDELINES FOR GENERAL COMPLIANCE
• Provide groundwater assessment report for subdivisions with six (6)
or more lots to be serviced by wells.
• Additional site-specific technical details that may be required by the
County.
• Provide details on project phasing.
B8.1 Detailed Engineering Design:
The following may be required as a condition of development approval:
• A letter covering the subject and purpose of the application, an
estimated construction starting date.
• Three (3) complete sets of the detailed engineering drawings,
signed and sealed by the Developer's engineer.
• Geotechnical/Hydrogeological Report presenting the results of a
field investigation completed by a qualified geotechnical
engineering firm. At this stage, the level of detail of this
investigation, analysis, and report must be much more extensive
than at the Area Structure Plan stage and address the following:
a) Identify areas of high groundwater tables.
b) Identify conditions that will require special design
considerations.
c) Provide detailed recommendations for design and
construction of roadways, pavement structure designs,
deep and shallow utilities, site grading, stormwater
management facilities, and buildings.
d) Clearly identify the limits of any site contamination and
outline the site remediation to be completed.
e) Soil alkalinity (sulfate levels) and resistivity test results, and
recommendations regarding concrete to be used and
corrosion protection.
f) Identify any conditions that will have special operation
and/or maintenance implications.
g) Top of bank setbacks adjacent to creeks or ravines with
stability problems.
• Engineering Design Summary for the stage of development
clearly demonstrating that the designs of the infrastructure
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SECTION B
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systems for the stage fit into the overall development systems
designs presented in the Engineering Design Report for the Area
Structure Plan. The details of any interim stormwater
management, staged servicing schemes, or temporary facilities
(emergency access, construction access, etc.) must also be
presented.
• An estimated construction schedule outlining the sequence of
construction to be followed and applicable critical dates.
• Additional technical detail as required by the County to satisfy the
conditions of subdivision approval.
• A cost estimate for each proposed improvement.
• Copies of all letters of application for all applicable approvals,
permits, licenses, or agreements from Provincial, Federal, or
private agencies, including, but not limited to, Alberta Environment
and Alberta Transportation.
• Copies of the formal approvals, permits, licenses, or agreements
must be received by the County before construction
commencement.
B9 ENGINEERING AND SUPERVISION
Where the Development Agreement requires that the Developer construct
local improvements, the Developer will appoint an accredited Engineer to carry
out preliminary surveys, prepare and submit detailed design drawings for
approval, supply construction survey layout and supervision during
construction, certify acceptable completion of the work, and submit as-built
(record) drawings of all work performed.
The Developer will be responsible to have the necessary construction layout
carried out to ensure the finished construction conforms to the lines and grades
shown on the approved design drawings.
The Developer's engineer will carry out the necessary construction
supervision to ensure all construction is carried in conformance with the
standards specified by the County and the requirements of the approved plans
and specifications. Upon completion of the work, the Developer's engineer
will provide a written and sealed Construction Completion Certificate (CCC)
attesting to the acceptable completion of the work. The wording of the CCC will
be to the satisfaction of the County.
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The Developer will appoint an accredited materials testing firm to carry out any
testing deemed necessary by the County to determine whether all
workmanship and materials incorporated into the work meet the specified
requirements.
B10 CONSTRUCTION APPROVAL
Upon receipt of the approved drawings, specifications, Letter of Authorization
from Alberta Environment, and receipt of any other approvals or authorizations
required for the development, the Developer may proceed to install Municipal
services, provided that a Development Agreement has been entered into and a
Development Permit has been obtained from the County.
A copy of all approved drawings and specifications will be maintained at the
construction site during the installation of these services.
Underground subdivision services will not be permitted to operate as part of
the existing Municipal services until the respective subdivision services have
been inspected, tested, and approved in writing by the County.
B11 ALBERTA ENVIRONMENT - LETTER OF AUTHORIZATION
/APPROVALS
Extensions or replacements of watermains, sanitary sewers, and/or storm
sewers may require written notification where necessary including a Letter of
Authorization from Alberta Environmental Protection before construction can
commence.
For projects that include new storm water ponds and/or outfall(s) to a water
body or drainage course, the Developer must also obtain an approval or have
the County wastewater approval amended as required by the Environmental
Protection and Enhancement Act and its associated regulations. The
Developer must also note that a separate application under the Water Act may
also be required for projects involving storm water pond(s) and/or outfall(s).
The Developer is responsible to obtain all other approvals appropriate to the
specific requirements of the project prior to commencing construction, and to
ensure sufficient time in their development schedule to allow for all necessary
review and approvals. The County will not be responsible for any costs
associated with delays in the approval process, nor will the County circumvent
any approval process to maintain a development schedule.
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B12 LAND ACQUISITION AND AGREEMENTS FOR CONSTRUCTION
B12.1 Land Acquisition:
The Developer is responsible for negotiation and payment of any land
acquisitions such as road widening, public utility lots, easements, or
acquisition of any other lands for municipal purposes. The Developer is
responsible for all costs of relocating or repairing fences and any other
costs which are incurred in the acquisition.
B12.2 Backsloping Agreement:
In cases where the acquisition of road widening is not possible or where
large cuts or fills are encountered, the Developer will secure a
backsloping agreement with the adjacent landowner that is agreeable to
the County. A back-sloping agreement entitles the County to extend
ditch and/or fill slopes into the affected property to the slopes and
conditions outlined in the signed agreement. All damage costs, such as
crop damage and removal of trees resulting from the construction of
backsloping upon private property, will be paid to the landowner by the
Developer at the rates and in the amounts indicated in the signed
agreements.
B12.3 Borrow Areas:
Where borrow areas are required for the construction or reconstruction of
a County road, or other municipal improvements, borrow pit
agreements, agreeable to the County, will be entered into between the
Developer and the landowners. All damage costs, such as crop damage
and removal of trees created due to the removal of the borrow material,
will be paid by the Developer to the landowner at the rates and in the
amounts indicated in the signed agreements. In some cases, the costs
will include a payment to the landowner for the volume of material
removed.
The Developer is responsible (own cost and expense) for acquiring
lands where required that are outside the boundaries of the proposed
development. All easements that are attributable to the proposed
development will be registered in the name of the County and the costs
incurred in negotiating, preparing, and executing the respective
easements will be borne by the Developer.
The Developer is also responsible for other agreements such as crossing,
road use, and haul route agreements. These agreements may be required
dependent on the location and type of development.
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B13 SAFETY
The Developer is responsible for all aspects of site safety, including traffic control
and signage. With respect to site safety, the Developer will be considered to be
acting as the Prime Contractor, and will save harmless the County, its
employees and agents, from all actions arising from issues of safety.
All contractors, at a minimum, must follow our contractor safety manual.
B14 ACCOMMODATION OF TRAFFIC
The Developer is solely responsible for safety on the site. Nothing contained
herein removes, lessens, or transfers this responsibility. Signage,
accommodation of traffic, and other related issues will conform to industry
standards.
The Developer or the Contractor will (own expense), make suitable provisions
to accommodate all traffic, whether pedestrian or vehicular, over or around any
part of the project upon which work is being performed, and will supply and
maintain such signs, barriers, fences, lights, and flagpersons as may be
required for this purpose. Where the traffic is required to use a route over or
around the work which is of a lower standard than was available before the
work commenced, the Contractor will (own cost), continuously provide
assistance to traffic as required on a 24 hour per day and 7 day per week basis,
particularly during periods of inclement weather. The Contractor will provide
dust control for the safety of the traveling public.
Flagpersons will be instructed in the proper traffic control procedures for the
work and will be dressed and equipped in a manner consistent with Alberta
Transportation requirements.
When work is not in progress and on days such as holidays and Sundays, the
Contractor will remove or cover all regulatory signs not essential for the
protection of the public, in order to reduce inconvenience to a minimum.
All County signs and guide posts encountered that must be temporarily
removed during the course of construction will be carefully salvaged by the
Developer. Certain signs, such as those marking railroad crossings,
intersection warning or stop signs, will be maintained on the work for the
protection of traffic using the highway/roadway.
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Where the project is closed and traffic diverted entirely off the right-of-way, the
Contractor will (own expense), provide and maintain such signs, barriers,
lights, and flagpersons as may be necessary to direct the traveling public over
the detour.
Traffic must be controlled by flagmen and sufficient warning signs to ensure the
safety of the public when any traveled roadway is being entered or crossed by
hauling equipment to the satisfaction of the County.
Road closures and detours must be submitted to and approved by the County
a minimum of 48 hours prior to scheduled work.
Haul routes must be kept clear and free from dust by grading and sprinkling.
Trucks must be loaded in such a manner that no spillage occurs. The
Developer may be required to enter into a haul agreement.
Where, in the opinion of the County, additional warning signs or other safety
devices are required on the work, the Contractor will supply, erect, and
maintain the additional facilities requested.
B15 MINIMUM CONSTRUCTION SIGNING
Where required, the minimum construction signing will be set so that the
farthest sign from the work is a minimum of 300 m to a maximum of 600 m from
the start of construction. There will be 90 m separating each sign and 90 m
from the beginning of construction to the closest signs. The minimum signing
will be in the order below:
A 120 cm x 120 cm "Construction Ahead" sign
A 60 cm x 75 cm "Reduce Speed" sign
A 60 cm x 75 cm "Maximum Speed" sign
Where required for public safety, additional signs will be used. Signage and
sign placement will be consistent with TAC "Manual of Uniform Traffic Control
Devices for Canada".
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B16 EXISTING UTILITY PRECAUTIONS
The Developer or the Contractor will take all precautionary measures as may
be necessary when working over or adjacent to utilities, whether above or
below ground, and will control their equipment and method of construction to
prevent any damage to the utility and/or appurtenances.
The Developer will be responsible to secure an appropriate crossing
agreement with the utility company, and provide proof of such an agreement to
the County prior to construction.
Under no circumstances will any construction operations be carried out over or
adjacent to any pipeline until the required adjustments and protection required
for the proposed construction have been completed. The Developer is
responsible to act in full compliance with the conditions of the crossing
agreement with the utility company.
Upon completion of the pipeline work, the Contractor will continue to work in
close liaison with the pipeline company and, if required, ensure that a
representative of the affected utility company is present at all times during
active equipment operations. The contractor will ensure that no equipment
crosses or operates over any pipeline at locations other than where protection
has specifically been provided.
The County will not be responsible for the installation of power, natural gas,
and communication services in the subdivision. Any other utilities that may be
required will be provided at the sole expense of the Developer or landowner.
The Developer of the proposed subdivision is responsible for all arrangements
with the utility companies as to the locating and moving of all existing utilities
such as power poles, pipelines, communication system, buried cables, or any
other utility as may be required.
If lines cannot be installed in the streets or lanes of the subdivision, the
Developer will provide registered easements or rights-of-way in the name of
the County to accommodate the utility services. The required easements or
rights-of-way will be registered on each individual lot prior to the sale of any lot
in the development area.
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B17 ENVIRONMENTAL CONCERNS
The Developer will conduct their operations in accordance with all current
environmental legislation.
It will be the Developer's responsibility to familiarize themselves with applicable
legislation and regulations and obtain the necessary permits and/or approvals
for their operations.
The Developer will immediately advise the County, and applicable agencies,
of an environmental incident or infraction.
1318 TESTING
It will be the responsibility of the Developer's engineer to ensure that all
improvements are tested and found to conform to the County standards for
such improvements prior to acceptance by the County. Copies of all test
results must be forwarded to the County.
B19 AS-BUILT (RECORD) DRAWINGS
Within four (4) months of the completion of all of the services to be installed, the
Developer's engineer will deliver "as-built" (record) drawings: two sets of
bound prints and one set of digitized drawing files (in current County format) to
the County. Where construction of the underground and road work has been
separated into stages, record drawings for the utilities may be deferred until
completion of the road system, provided they are provided within a year of
installation of the utilities, or upon a schedule agreed to by the County. The
entire County infrastructure will be incorporated on the reproducible copies of
the County overall drawings for each utility.
B20 MAINTENANCE & WARRANTY PERIOD
The Developer will, for a period of two years after the acceptance of a
Construction Completion Certificate for a Development by the County, be
responsible for regular maintenance and all repairs and replacements to any
local improvements that, in the opinion of the County, become necessary for
any cause whatsoever. This period of time may be extended at the discretion of
the County based on level of maintenance required.
B-15
SECTION B
o nty GUIDELINES FOR GENERAL COMPLIANCE
The Developer will provide, for the duration of the Maintenance and Warranty
Period, an Irrevocable Letter of Credit as required by the County.
B21 FINAL INSPECTIONS & ACCEPTANCE
Upon completion of all servicing requirements, and at the close of the Warranty
Period, the Developer will give notice to the County and arrange for an
inspection. All deficiencies will be rectified to the satisfaction of the County
prior to the acceptance of municipal services, with a Final acceptance
certificate issued and authorized.
Where staged construction has been approved by the County, the County may
issue separate Construction Completion or Final acceptance certificates for
distinct components of the development, with separate Warranty Periods as
appropriate. Separation of the project into components will be at the sole
discretion of the County.
B22 SUITABILITY OF LOTS FOR DEVELOPMENT - RURAL AND
COUNTRY RESIDENTIAL
This section deals with suitability of rural or "Country Residential" lots: lots in a
rural development setting and meeting the minimum size requirement for
Country Residential designation.
This section applies where such lots will not be serviced for sewage disposal
and/or potable water supply by a County system or other County approved
licensed sources and means. In addition to criteria provided here, such
developments must conform to other sections of these standards.
The Developer applying for Country Residential of 5 or more lots will provide a
hydrogeological report, prepared by a consultant competent in the field,
showing that an adequate aquifer exists to accommodate the individual wells
required for the development and that the development will not have an
adverse effect on the aquifer or adjacent wells.
The County will require that each Country Residential lot will have adequate
developable area for a building site. The Developer will therefore, prior to the
registration of the Subdivision Plan, identify on a separate plan a suitable
Building Site and Sewage Disposal Ground on each proposed lot.
B-16
SECTION B
o nty GUIDELINES FOR GENERAL COMPLIANCE
Each lot will have tests performed for water table levels and soil classification.
When the tests are completed, the Developer will show on a separate plan the
following:
• The area of land within a proposed lot which is classified as
developable;
• In percentages, the relationship of developable land to the rest of
the lot area;
• The relationship in elevation difference between the proposed
Building Site and Sewage Disposal Site; and
• The soil classification at the proposed Sewage Disposal Site.
B-17
2<cotiti
SECTION "C"
ENGINEERING PLANS &
DRAWINGS
SECTION C
k„o my ENGINEERING PLANS & DRAWINGS
Cl GENERAL
All detailed engineering plans submitted to Kneehill County for review and
approval must comply with the following standards and specifications or a
pre-approved project specific standard submitted by the Developer's
Engineer. Regardless of standards used, all drawings must be legible and
contain sufficient information to the satisfaction of the County to permit a
full review of the proposed work and survey lay-out in the field.
C1.1 Drawing Size, Material & Layout:
A standard A-1 drawing size of 600 mm x 850 mm will be used, with
the profile located at the bottom of the sheet. The plan will not extend
onto the profile section and the profiles must be shown only on the
profile section. Originals will be prepared in ink on paper and
identified appropriately, with the County being provided with a digital
copy as required by the County.
C1.2 Scales:
Type Scale
Overall Plans 1:1000
Plan/Profile Horizontal 1:500 Vertical 1:50
Cross Sections Horizontal 1:100 Vertical 1:50
For rural developments, it may be appropriate to provide overall plans
to a scale of 1:2000 with plan/profiles at 1:1000. This will require the
approval of the County.
C1.3 Dimensions:
Dimensions must be given from an iron pin, lot line, chainage station, a
center line, or any other reference that can be readily established. All
dimensions and elevations will be in the SI system.
C1.4 Elevations:
All elevations will be relative to a Geodetic Datum, with all reference
benchmarks and elevations clearly identified on the drawing.
C1.5 Drawing Technique:
Points of drawing technology that are significant to the preparation of
drawings and plans are:
c-i
SECTION C
k„o my ENGINEERING PLANS & DRAWINGS
• a balanced distribution of detail throughout the drawing;
• legible letters and figures, two (2) mm (0.08") size or larger,
well spread, properly formed and proportioned (Leroy or
equivalent); and
• lines will be uniform in density and weight.
A north arrow (oriented towards the top of the plan where possible),
adjacent lots and plan numbers, street names and the legal
description of the parcel being developed will be shown on all drawings
submitted.
C2 DESIGN DRAWINGS
C2.1 General:
All engineering plans submitted for review and approval must comply
with the specifications herein stated:
• Street names and subdivision names approved by the County
must appear on the drawings.
• Clarity and legibility will be the governing criteria when preparing
drawings.
• All plans will show the legal subdivision, including lot and block
numbers.
• All plan sets will be bound along the left hand margin.
• All drawings must clearly show the following in the title block:
a) developer/owner's name;
b) developer engineer's name;
c) subdivision name, including staging and/or phasing;
d) drawing name;
e) drawing number and job number if applicable;
f) revision number and description;
g) horizontal and vertical scales;
h) space for signature of the designer, draftsperson, checker
and approving authority;
C-2
Chijj SECTION C
I�n�y ENGINEERING PLANS & DRAWINGS
i) Space for the number, date, description, designer and
approving authority for all revisions and drawings issued
including preliminary, approval, tender, construction and
record drawings;
j) Space for professional stamps, permit stamps and
preliminary acceptance for construction stamp;
k) date issued;
I) legend; and
m) notes.
• The number and type of drawings required will depend on the
type of development and the nature of the local improvements.
Requirements must be confirmed with the County.
• See Appendix B for detailed descriptions of Plans and Reports
that may be required.
C2.2 Cover Sheet:
A cover sheet and index sheet may be combined at the discretion of the
Developer. The information provided will include:
• subdivision's name;
• developer/owner's name;
• developer engineer's name;
• a drawing index;
• project location plan (key plan) with Legal Description;
• drawing legend; and
• list of symbols and abbreviations.
C2.3 Legal Plans:
The following plans will be provided:
• plan of survey;
• utility right-of-way/easements;
• drainage easement plan; and
• plan showing access easements, walkways, mutual drives, fences.
C-3
hijj SECTION C
o�n�y ENGINEERING PLANS & DRAWINGS
C2.4 Overall Plans:
Separate overall plans will be submitted for each of the following, as
applicable:
• watermains, sanitary sewer and stormwater;
• roads, sidewalks and walkways;
• franchise utilities;
• lot grading plan and Municipal addresses; and
• overland drainage plan.
C2.5 Watermain, Sanitary Sewer, and Stormwater:
This plan will include the following:
• legal base plan;
• easements/right-of-way, streets and lanes;
• sewer mains and water mains;
• crossings, hydrant locations, valve locations, plugs and other
appurtenances;
• manhole locations;
• service to each lot, including inspection chambers;
• special details, such as inverted siphons, weirs, protection for high
velocities, etc;
• off-site connections; and
• service details.
C2.6 Roads, Sidewalks and Walkways Plan:
This plan will include the following:
• base plan including easements;
• whole site and proposed roadway system;
• access onto existing roadway system;
• road names where required, existing and proposed;
• approaches;
• drainage easements, utility right-of-way, lot configuration;
• sidewalks, curbs and walkways;
• roadway and right-of-way alignment with dimensions;
• roadway traffic signing;
• easements with dimensions; and
C-4
hijj SECTION C
in ENGINEERING PLANS & DRAWINGS
• drainage features including waterways, lakes, ponds, canals,
swales, ditches and culverts, noting direction of flows.
C2.7 Franchise Utilities Plan:
This plan will include the following:
• typical line assignments within utility right-of-way;
• off-site connections;
• easements required; and
• drawings for crossing permits for any oil, power, gas, or other
transmission lines or railways.
C2.8 Lot Grading Plan:
This plan will include the following:
• legal base plan including easements;
• original contours at 1 m intervals;
• proposed lot elevations and building grades;
• direction of proposed drainage; and
• municipal addresses.
C2.9 Overland Drainage Plan:
This plan will include the following:
• legal base plan including easements;
• original contours at 1 m intervals;
• proposed roadway system;
• drainage easements;
• proposed retention ponds;
• culverts;
• major drainage system;
• proposed site grading contours and elevations; and
• direction of proposed drainage.
C2.10 Plan Profiles:
1. Plan Portion. The following information will be shown on the plan
portion of the drawing:
• all of the items listed for Overall Plans are applicable with some
additional details and dimensions;
C-5
SECTION C
k„o my ENGINEERING PLANS & DRAWINGS
• locations and dimensions of lot approaches and culverts;
• station location and dimension of road culverts;
• direction of storm drainage flow and location of control feature
such as ditch blocks and swales;
• horizontal curve data including chainages of BC and EC, delta
angle, radius, and arc length for centerline;
• alignment and dimensions of sewer mains and water mains, lot
services, manholes, hydrants, valves, and water system facilities;
• indicate edge of pavement line assignment where curbs are not
proposed;
• dimension all corner radii;
• indicate all tie-ins to existing utilities;
• indicate all traffic signage;
• bench marks;
• right-of-way width;
• utility right-of-way/easements;
• road drainage patterns;
• existing buildings;
• road names; and
• overland drainage swales.
2. Profile Portion. The following information will be shown on the
profile portion of the drawing:
• a vertical scale indexing the survey datum;
• a horizontal scale of the project chainage;
• profile chainage must be aligned with the plan view;
• existing ground profiles along centerline and both property lines;
• proposed design profiles for centerline and ditches including all
slope grades;
• vertical curve data, including chainage and elevations of BVC, PVI,
and EVC; length of curve; k values;
• approach locations;
• location of all culverts complete with dimensions and invert
elevations;
• ditch checks;
• sewer main and water main profiles;
C-6
SECTION C
k„o my ENGINEERING PLANS & DRAWINGS
• size, type and class of sewer main and water main pipe as well as
class of bedding;
• consistent stationing (i.e. 0+900 m); and
• stationing must start from 0+000 for each new section of roadway.
C3 DETAILS &TYPICAL SECTIONS
C3.1 Standard Details:
Standard detail drawings may include typical road cross-sections,
trenching details, pipe bedding, valves, hydrants, pavement structure,
etc. The details will be included on a standard A-1 size sheet or may
be bound into project specifications on 8 ' x 11" sheets. The scale of
individual details will be commensurate with the amount of information
to be shown, along with clarity and legibility.
C3.2 Typical Cross-sections:
A minimum of one typical roadway cross-section will be included within
the standard detail drawings. Additional cross-sections will be provided
for roadway sections requiring over 1 m of cut or 2 m of fill. Details on
the cross sections will include:
• width of right-of-way;
• finished width of roadway surface;
• width of subgrade;
• slope ratios of side slope and back slope;
• depth of ditches;
• surface crown slope; and
• pavement structure details including depth, class, designation, and
grade of materials.
C4 RECORD INFORMATION
C4.1 Record Drawings:
Within four (4) months of submitting for a Construction Completion
Certificate, the Developer will include two complete sets of record
drawings for review. The plans will show the "as-constructed" locations,
profiles and details of the constructed utilities and surface
improvements. All record drawings must be received by the County
prior to issuance of a Final Acceptance Certificate. Once the
drawings are approved, the Developer will submit two bound sets
drawings, and the digital files, as stipulated by in Section A.
C-7
SECTION C
k„o my ENGINEERING PLANS & DRAWINGS
Record drawings must be signed and sealed by a Professional
Engineer registered in Alberta.
C4.2 Digital File Specifications:
The digital file will be in a digital file format acceptable to the County,
NAD83, geo-referenced. This method of data storage is required by
the County. Digital file specifications are to be confirmed with the
County.
C4.3 Information Requirements:
Record drawings must contain, at a minimum, the information contained
on the project design drawings. They will also include:
• All hydrant, valve, plugs, bends, crosses, tees, reducers, manholes,
and other fittings dimensioned in two directions.
• Completion date of all mains noted on each plan profile.
• Detailed description of all fittings.
• Any revisions made to construction drawings to create record plans
will be made on all plans that indicate the area of the revision. (i.e.
revisions shown on detail plans and profiles, will be shown also on
overlapping detail drawings where they appear, as well as on the
composite plan.)
• The pipe manufacturer, material, and the class of pipe installed.
C-8
--1, ,*) hji
SECTION " D "
LAND USE & LEVEL OF
SERVICE
ill SECTION D
Co n-ty LAND USE AND LEVEL OF SERVICE
D1 INTENT
This section is intended to assist the County and/or Developer with a general
guideline outlining the level of service for a particular Development based on the
land use district. The Developer may use this section to determine the most
appropriate servicing standards presented in the following sections.
The level of service applicable to any particular Development is subject to
review by the County. The County reserves the right to require a higher level of
service for any particular Development.
The guidelines and standards presented in this document should only be
considered as minimum requirements. The Developer remains fully responsible
for the design and construction of Municipal Improvements according to
accepted engineering practice and standards that address and meet the specific
needs and site conditions of the Development. Certain site-specific conditions
may warrant that standards that are more stringent be met.
It is the Developer's responsibility to satisfy, in addition to these requirements, all
regulations and conditions required by referenced legislation or document,
Municipal Bylaws and Policies, and Provincial/Federal Government Authorities.
D2 LAND USE DISTRICTS
The following is a list of the land use districts in place. Levels of service for land
use districts created after this document was printed shall be specified by the
County in the current Land Use Bylaw.
Land Use Districts (Kneehill County Land Use Bylaw):
A Agriculture District (A)
AB Agriculture Business District (AB)
CR Country Residential District (CR)
HR Hamlet Residential District (HR)
HC Hamlet Commercial District (HC)
HI Hamlet Industrial District (HI)
HG Hamlet General District (HG)
XH Ex-Hamlet District (XH)
HWY-C Highway Commercial District (HWY-C)
LRC Local Rural Commercial District (LRC)
LI Light Industrial District (LI)
D-1
ill SECTION D
Co my LAND USE AND LEVEL OF SERVICE
I Industrial District (I)
R Recreation District (R)
MH Manufactured Home District (MH)
DC Direct Control District (DC)
D3 LAND USE DISTRICTS AND LEVEL OF SERVICE
This section is intended to provide the Developer with a general guideline for the
minimum servicing requirements for Developments within specific Land Use
Districts. The County reserves the right to require a higher level of service for
any particular Development in order to stay consistent with existing levels of
service on adjacent Developments.
D3.1 Agriculture District (A):
• The County will determine applicable roadway standards on a project
specific basis.
• Private or Municipal water and sanitary sewer serving, depending on
existing infrastructure,
• Private on-site stormwater management system.
• If Development is within 100 m of a current water line, water
modelling is required.
D3.2 Agriculture Business District (AB):
• The County will determine applicable roadway standards on a project
specific basis.
• Private or Municipal water and sanitary sewer serving, depending on
existing infrastructure,
• Private on-site stormwater management system.
• If Development is within 100 m of a current water line, water
modelling is required.
•
D3.3 Country Residential District (CR):
• Private or municipal water and sewer servicing depending on existing
infrastructure.
D-2
hill SECTION D
Co cnty LAND USE AND LEVEL OF SERVICE
D3.4 Hamlet Residential District (HR):
• Urban cross section with curb and gutter required when connecting to
existing urban cross section roadway.
• Sidewalk requirements shall be determined on an individual basis.
• Sidewalks shall generally be required for subdivisions with five (5) or
more lots constructed Adjacent to Developments with established
sidewalks.
• Serviced lots: Piped water, sanitary sewer, and storm sewer systems
where existing piped networks exist.
D3.5 Hamlet Commercial District (HC):
• Urban cross section with curb and gutter required when connecting to
existing urban cross section roadway.
• Serviced lots: Piped water, sanitary sewer, and storm sewer systems
where existing piped networks exist.
D3.6 Hamlet Industrial District (HI):
• Private or municipal water and sanitary sewer servicing depending on
existing infrastructure.
• Private on-site stormwater management system.
D3.7 Hamlet General District (HG):
• Urban cross section with curb and gutter required when connecting to
existing urban cross section roadway.
• Sidewalk requirements shall be determined on an individual basis.
• Sidewalks shall generally be required for subdivisions with five (5) or
more lots constructed Adjacent to Developments with established
sidewalks.
• Serviced lots: Piped water, sanitary sewer, and storm sewer systems
where existing piped networks exist.
D3.8 Ex-Hamlet District (XH):
• Sidewalk requirements shall be determined on an individual basis.
• Sidewalks shall generally be required for subdivisions with five (5) or
more lots constructed Adjacent to Developments with established
sidewalks.
D-3
ill SECTION D
Co my LAND USE AND LEVEL OF SERVICE
• Private or municipal water and sewer servicing depending on existing
infrastructure.
D3.9 Highway Commercial District (HWY-C):
• Private or municipal water and sewer servicing depending on existing
infrastructure.
D3.10 Local Rural Commercial District (LRC):
• Private or municipal water and sewer servicing depending on existing
infrastructure.
D3.11 Light Industrial District (LI):
• Private or Municipal water and sanitary sewer serving, depending on
existing infrastructure.
D3.12 Industrial District (I):
• Private or Municipal water and sanitary sewer serving, depending on
existing infrastructure.
D3.13 Recreation District (R):
• Private or municipal water and sewer servicing depending on existing
infrastructure.
D3.14 Manufactured Home District (MH):
• Urban cross section with curb and gutter required when connecting to
existing urban cross section roadway.
• Sidewalk requirements shall be determined on an individual basis.
• Sidewalks shall generally be required for subdivisions with five (5) or
more lots constructed Adjacent to Developments with established
sidewalks.
• Serviced lots: Piped water, sanitary sewer, and storm sewer systems
where existing piped networks exist.
D3.15 Direct Control (DC):
• The County will determine applicable roadway standards on a
project specific basis.
• The County will determine applicable water and sewer servicing
standards on a project specific basis.
D-4
hill SECTION D
Co cnty LAND USE AND LEVEL OF SERVICE
D4 LEVEL OF SERVICE
D4.1 Roadways:
The Developer's Engineer shall be responsible for determining an estimated
annual average daily traffic (AADT) generated by the Development in order to
determine the required cross sectional elements and pavement structure.
The standard roadway cross sections included in Appendix C (Drawing G-02 to
Drawing G-05) are as follows:
• 5 m Single Residential / Farm Access Road (gravel) (Drawing G-01)
• 8 m Standard Local Road (gravel) (Drawing G-02)
• 9 m Arterial / Collector Road (gravel) (Drawing G-03)
• 9 m Arterial / Collector Road (paved) (Drawing G-04)
• 10 mArterial Road (paved) (Drawing G-05)
The minimum roadway cross sectional requirements for individual land use
classifications have been selected from the above list.
D4.2 Water System Developments may require one of the following types of
water distribution systems:
• Private Water Systems - Private water systems consist of individual
wells or water cisterns. Systems must be designed and installed
according to the Canadian Plumbing Code and applicable Alberta
Provincial Regulations.
• Piped Water Distribution Systems - Piped water distribution
systems may consist of a piped network at normal operating pressure
or a trickle system that delivers water at lower than normal operating
pressure. The specific type of system will depend on the layout, size,
and type of Development as well as the existing infrastructure in the
area.
All piped systems must be designed and installed according to
standards outlined in this document. Other applicable standards
include the American Water Works Association (AWWA) Standards,
the Alberta Environment, Standards, and Guidelines for Municipal
D-5
hill SECTION D
Co cnty LAND USE AND LEVEL OF SERVICE
Waterworks, Wastewater and Storm Drainage Systems, and the Fire
Underwriters Survey: Water Supply for Public Fire Protection.
D4.3 Sanitary Sewer System Developments may require one of the following
types of sanitary sewer systems:
• Private Sewage System - Private sewage systems may consist of
any sewage collection or treatment system located entirely within
Private Property. Systems may consist of septic tanks or holding
tanks, disposal fields, treatment mounds, sewage lagoons,
mechanical treatment units, and related piping. All private sewage
systems must be designed and installed in accordance with the
Alberta Private Sewage Treatment and Disposal Regulations and
Canadian Plumbing Code.
• Communal Piped Sewage System - Piped sewage collection
systems may consist of either gravity lines or low-pressure lines. The
specific type of system will depend on the layout, size, and type of
Development as well as the existing infrastructure in the area. All
communal sewage systems, including municipal and co-op systems
must be designed and installed according to the minimum standards
outlined in this document. Other applicable standards include the
Alberta Environment, Standards and Guidelines for Municipal
Waterworks, Wastewater and Storm Drainage Systems and EUB
regulations for co-op systems.
D4.4 Stormwater Management Systems:
The type of stormwater management system will largely be dictated by the
roadway standards. All urban cross sections with curb and gutter will
require a piped storm sewer system. Under certain circumstances, a
combination of piped system and overland drainage may be accepted for
an urban type Development. Rural cross sections will employ an overland
drainage system consisting of ditches and swales.
All stormwater management systems will comply with the standards
outlined in this document. Other applicable standards include the Alberta
Environment, Standards and Guidelines for Municipal Waterworks,
Wastewater and Storm Drainage Systems.
The Developer is responsible for the supply, placement, and compaction
of necessary fill for rough grading for the entire subdivision area including
D-6
, K hill SECTION D
Co my LAND USE AND LEVEL OF SERVICE
road rights-of-way, laneways, drainage/utility easements, and municipal
reserve on all lots. The rough grades should ensure that all stormwater is
properly directed and managed regardless of the stage of lot Development
on either public or Private Property. Low areas that could promote
standing water will not be permitted at the rough grading stage.
D-7
:-7"114
SECTION " E"
WATER DISTRIBUTION
SYSTEM
ca7kehill SECTION E
Cuunty WATER DISTRIBUTION SYSTEM
El GENERAL
The specific requirements of the water distribution system will depend on
whether the development is defined as a rural or urban development.
Regardless, the intent of the water distribution system design is to properly
distribute potable water throughout the development, including appropriate
supply and treatment systems as necessary. The supply, treatment, and
distribution systems are to be approved by the County and must meet
current design standards. A tracer wire must also be placed with all water
lines.
Water Supply and Distribution is regulated provincially under both the
Environmental Protection Act and the Water Act. The Developer is
responsible to ensure that all water treatment, distribution facilities, and
infrastructure is designed and constructed in accordance with the
manufacturer's design guidelines, Alberta Environment approvals, and good
construction practices.
Plans, Engineered Drawings, specifications, and a report prepared by a
qualified Professional Engineer must be submitted to the County and Alberta
Environment for review and approval prior to construction of any water
treatment or distribution system.
If the proposed water supply is to be via a common water supply and
distribution system, then the water supplier is required to provide proof of
supply and Alberta Environmental approvals, licenses, and permits to the
satisfaction of the County.
The Developer is responsible to ensure that the requirements of all
Provincial legislation, regulations, guidelines and standards for water supply,
treatment and distribution are complied with including but not limited to:
• Water Act.
• Environmental Protection and Enhancement Act.
• Standards and Guidelines for Municipal Waterworks,
Wastewater, and Storm Drainage Systems.
• Subdivision and Development Regulations.
• Copy of Kneehill County Water and Wastewater Bylaws.
All materials used in the development shall be new and in compliance with
the most recent standards of American Water Works Association (AWWA),
American Society or Testing and Materials (ASTM), or Canadian Standards
Association (CSA).
E-1
SECTION E
Villi
WATER DISTRIBUTION SYSTEM
The Developer is responsible to confirm adequate capacity in any existing
system to be extended into the development area, if such information is
not readily available from the system owner.
Generally, rural systems of five (5) residential lots or more that involve
individual wells on each lot, or a communal well and treatment system, with
appropriate distribution must meet Alberta Environment requirements.
Suitability of the existing aquifer to sustain the development demand with
no adverse impact on existing wells is to be documented in the
Geotechnical/Hydrogeological Report for the site.
Where the Developer's proposal includes a high-pressure pipeline or other
such crossings, the Developer will be fully responsible for the preparation
and submission of drawings to the owner(s) and/or proper authorities, and
for obtaining the necessary permission to enter upon, cross over, or
construct under any gas or oil transmission lines or other structures. The
Developer will bear the full responsibility for any works, extra costs,
damage claims, or insurance costs related to any of the above mentioned
crossings. Submission of documentary evidence that such permits have
been obtained at the time of the Developer's initial submission of drawings
to the County will also be required.
The Developer will ensure that application is made to the Department of
Environment for a permit to construct the work as required by the Clean
Water Act (latest revision) of the Province of Alberta.
E2 GUIDELINES FOR URBAN WATER DISTRIBUTION SYSTEM
DESIGN
E2.1 Pipe:
• Unless specified otherwise in the Development Agreement, the
minimum design standards and guidelines will be in accordance with
the Alberta Environment Standards and Guidelines for Municipal
Waterworks, Wastewater, and Storm Drainage.
E2.2 Water mains:
• Unless specified otherwise in the Development Agreement, the
minimum design standards and guidelines will be in accordance with
the Alberta Environment Standards and Guidelines for Municipal
Waterworks, Wastewater, and Storm Drainage.
E-2
SECTION E
Villi
WATER DISTRIBUTION SYSTEM
E2.3 Consumption:
Unless specified otherwise in the Development Agreement, the
minimum design standards and guidelines will be in accordance with
the Alberta Environment Standards and Guidelines for Municipal
Waterworks, Wastewater, and Storm Drainage.
E2.4 Valves:
• Location - Valves will be located such that during a shutdown:
i) no more than three valves are required to effect a shutdown;
ii) no more than one hydrant is taken out of service; and
iii) no more than twenty residential units are taken out of service.
• Position -All valves will be set in a vertical position and valve boxes
must be adjustable. The top of valve boxes are to be set to grade
in unpaved areas and 5 mm to 10 mm below grade within paved
areas.
E2.5 Hydrants:
• Hydrants will be AVK Series or Canada Valve, of the same style
and make as presently exist in the County, and will be complete
with:
i) Two (2) 65 mm hose nozzles at 180°;
ii) One (1) 115 mm pumper connection; and
iii) Threads on hose and pumper connections conforming to the
Alberta Mutual Aid Standards.
• Fire Hydrants must be located as follows:
Hydrants will be installed on the distribution mains at the
projection of property lines wherever possible. Unless specified
otherwise in the Development Agreement the minimum design
standards and guidelines will be in accordance with the County
Design Standards and Alberta Environment Standards and
Guidelines:
• Valves — Valves will be of the same styles and make as
presently existing in the County. There will be a gate valve in
the lead to each hydrant. This valve will conform to the grade of
the surrounding area.
E-3
ca7kehill SECTION E
Caunty WATER DISTRIBUTION SYSTEM
• If a mechanically bolted fire hydrant, valve and tee assembly is
specified, it will include stainless steel hardware wrapped with
denso tape.
E2.6 Thrust Blocks: (Refer to Drawing E-01 in Appendix C)
• Thrust blocks will be installed at all fittings between solid ground
and the fitting to be anchored so that the pipe and fitting joints are
accessible for repair. Metal harnesses of corrosive resistant tie
rods and pipe clamps will be used to prevent movement when
requested by the County.
E3 MATERIALS
All materials used for the water distribution system will meet the latest
applicable CSA, AWWA, or ASTM Standards, or as approved by the
County, and will be supplied by the Developer. If other than approved
materials are incorporated in the works, such materials will be removed and
replaced with approved materials, all at the Developer's expense and to the
satisfaction of the County. The Developer may be required to produce
certification by an independent testing authority to confirm that the material
conform to the specified standards at any time.
E3.1 Pipe & Joints:
All pipe and jointing material will comply with the appropriate AWWA
Specification, or as otherwise approved to by the County in writing:
• Poly Vinyl Chloride (PVC) Pressure Pipe - PVC Pipe will conform
to CAN 3- B.137.3 and the Standard Specification for Class 150
AWWA Specification C- 900 or C-905 as applicable, SDR 18
colored blue. Joints will be flexible Elastomeric Seals designed for
use in pressurized pipes, or as otherwise approved in writing by
the County.
• Reinforced concrete cylindrical pipes (Hyprescon) - Reinforced
concrete cylindrical pipe will comply with AWWA Specifications
C301 and C303, latest revision thereof.
E-4
SECTION E
Vilitili
WATER DISTRIBUTION SYSTEM
E3.2 Valves:
• Gate Valves - Gate valves will conform to AWWA Specification
C500-571, latest revision thereof, and will meet the following
supplementary requirements:
i) operating pressure will be 1034 kPa;
ii) bronze mounted, resistant to de-zincification under high pH
water;
iii) resilient seat assembly;
iv) "o" - ring type stem seal;
v) non-rising stem type;
vi) 50 mm square operating nut turning counter clock-wise to open;
vii) type 304 stainless steel stem; and
viii) valve Boxes - Valve boxes will be a two section cast iron,
asphalt coated, of the sliding type (Type "A") and of sufficient
length to provide for adjustments of 300 mm. The internal
extension spindle will be at least 6 feet long and will include a
rock disk and operating nut. The valve box will have a minimum
of 300 mm overlap in the installed position. The operating nut
will be no closer than 300 mm from the finished ground surface
nor more than 600 mm below the finished ground surface.
E3.3 Hydrants:
Fire hydrants will be the compression-type, closing with pressure and
conforming to AWWA Specification C502, latest revision thereof, and
meet the following requirements:
• designed for a working pressure of 1033 kPa;
• number 6 three-sided operating nut, opening left (counter-
clockwise);
• bottom connection with drip valve;
• come with a minimum 300 mm extension;
• minimum flange to bonnet distance of 600 mm; and
• hydrants will be set plumb with the larger pumper nozzle at
right angles (90°) to the road alignment. The bottom of ground
flanges will be set to an elevation 50 mm above finished
grade. Hydrants will be located to provide complete
accessibility and to minimize possibility of damage from
vehicles or injury to pedestrians. Unless otherwise approved,
the location of the hydrant will conform to the approved plans.
E-5
ca7kehill SECTION E
County WATER DISTRIBUTION SYSTEM
E3.4 Fittings:
All fittings will be coated cast iron conforming to AWWA C110 or
PVC Injected Moulded to CSA 137B for 150 mm and 200 mm sizes
With compatible rubber joints and belled ends for the pipe, or as
otherwise approved by the County in writing.
E3.5 Aggregates:
Bedding Sand - All bedding sand must be clean and meet the
requirements noted in Section H3.1 — Stormwater Drainage Systems.
E3.6 Flush Valves: (Refer to Drawing E-02 in Appendix C)
Flush valves will be installed at all high points and dead ends of the
main, except where the hydrants are located within 15 m of a dead end,
unless approved otherwise by the County.
E3.7 Cathodic Protection: (Refer to Drawing E-03 in Appendix C)
All buried metallic fittings and valves will be cathodically protected with
2.3 kg zinc anodes and all hydrants will be cathodically protected with a
5.5 kg zinc anode. Zinc anodes will conform to B418-73 Type II.
All old steel, cast iron, or ductile iron being connected to must have at
least two 7.7 kg (17 lb) magnesium anodes at point of connection as
specified by the Engineer.
E4 CONSTRUCTION
E4.1 Excavation/Pipelaying:
See Excavation and pipelaying requirements as provided in Section
H3.3 to H3.5 — Storm Water Drainage Systems.
E4.2 Fittings:
Bends, tees, crosses, valves, and reducers will be lowered into the
trench, inspected, and cleaned as specified. Thrust blocks will be placed
at all fittings. Where a metal harness of tie rods and pipe clamps are
used they will be corrosive protected. All underground nuts and bolts on
valves, hydrants, and water main appurtenances will be stainless steel.
E4.3 Hydrants: (Refer to Drawing E-04 in Appendix C)
Hydrants will be thoroughly cleaned of dirt or other foreign matter before
setting.
E-6
Vtill
SECTION E
nty
WATER DISTRIBUTION SYSTEM
All hydrants will stand plumb +/- 10 mm from Centre at top of hydrant.
The larger pumper nozzle will be at right angles to and facing the
roadway. Bottom of ground flanges will be set to an elevation of 50 mm
above finished grade.
Hydrants are to be placed on a seat of completely treated rough fir on
undisturbed ground. An area 1 sq. metre and 300 mm (minimum) above
the drainage outlet will be filled with 25 mm washed rock and covered
with a single 150 micro-metre layer of polyethylene film.
Where the water table is above the hydrant drain, the hydrant may
require plugging. The County is to be consulted to determine drain
plugging requirements.
E4.4 Valves & Valve Casings:
All valves will be set in a vertical position and a sliding Type A valve casing
will be installed vertically over each valve. The valve casing bonnets will
be set on 2 or more layers of 50 x 200 x 600 mm treated timber blocks
and centered over the operating nut.
The top of the operating stem of the valve will be 300 mm - 600 mm from
final grade. The top part of the assembly will be in such a position that the
plug over it is flush with the adjacent surface.
E4.5 Dead Ends:
Standard plugs will be inserted into the bells of all dead end fittings and
plain ends of pipe. A concrete thrust block will then be placed behind this
plug backing onto undisturbed material. A valve will be placed within a
distance of two (2)full pipe lengths (12 m typical)from the end of the pipe
or between the plug and fitting, as required.
E4.6 Backfilling & Compaction:
• Work will conform to the requirements provided in Section
H3.6 — Storm Water Drainage System.
• Water Flushing - Water flushing will be permitted under
special circumstances, as approved in writing by the County.
• Testing - For all density tests indicating insufficient
compaction, two more density tests, proportionately
representative of the ditch length tested, will be taken at that
depth. If the average of the three tests is below the required
density, the area of deficient density will be re-excavated and
re-compacted to meet the specified density. Densities greater
E-7
SECTION E
Vilitili
WATER DISTRIBUTION SYSTEM
than 100% will be deemed to be at 100% for calculating the
average of the three tests.
• Augering - All service connections into multi-family sites will
be installed by augering under existing streets and sidewalks
except where augering is not feasible due to adverse soil
conditions. Open trenching may be permitted subject to the
County's acceptance of the need and acceptance of the
backfill material.
• Backfill of auger pit excavation over 300 mm above the pipe
will be compacted in lifts not to exceed 150 mm in depth, to a
minimum of 98% Standard Proctor Density within the road
right-of-way and 95% outside the road right-of-way.
E5 GUIDELINES FOR RURAL WATER DISTRIBUTION SYSTEM
DESIGN
The guidelines developed by the County are intended to be consistent with
the Water Act, its regulations and any related guidelines developed by
Alberta Environment. Where any discrepancy exists, Alberta Environment
requirements will apply.
This section provides information on the use of groundwater for proposed
subdivisions. It may not be feasible to connect a proposed residential
subdivision to a waterworks system that supplies Municipal standard water.
E5.1 Groundwater:
• Groundwater Supply:
There are two basic groundwater supply alternatives in rural areas
of Alberta, these include:
i) A private groundwater supply system (based upon a central
well with a piped water distribution systems), or
ii) The use of privately owned household water supply systems
where each lot has its own system.
For alternative i) the applicant must submit an application under
the Water Act to the appropriate regional office of the Water
Administration Branch of Alberta Environment. The direction and
evaluation of aquifer testing for wells requiring a license under this
Act will require the assistance of a person competent in
groundwater evaluations and who is a member of the Association
of Professional Engineers Geologists and Geophysicists of
Alberta.
E-8
��� SECTION E
Vnt�yy
WATER DISTRIBUTION SYSTEM
Alberta Environment, Standards and Guidelines Branch
recommends that the groundwater potential be evaluated when:
i) the number of unserviced residential parcels per quarter section,
or per river lot, both existing and proposed, using the underlying
groundwater resource is six or more; or
ii) whenever there is a possibility that each proposed parcel will not
have access to an adequate long term supply of potable
groundwater using a privately owned household well (potable
means suitable for drinking).
• Well Drilling:
Wells used for water supply must be drilled by Alberta licensed
water well drillers.
• Groundwater Specialist:
If the subdivision authority decides that these guidelines apply, a
Groundwater Supply Evaluation Report must be prepared by a
groundwater geologist (hydrogeologist) or professional engineer
whose area of competence encompasses groundwater
evaluations, and who is a member in good standing with APEGGA.
The household groundwater supply potential must be evaluated by
using the following five criteria:
i) The potential of one or more aquifers, if present, to provide a
sufficient supply of groundwater to meet the needs of any existing
development and proposed unserviced residential subdivision
within a quarter section during peak demand periods and over
the long term (an aquifer is a water bearing formation which is
capable of transmitting and yielding water in usable quantities).
ii) The extent to which each aquifer is continuous beneath the
proposed development area (if discontinuous, each proposed
parcel may not be able to have a privately owned household
well).
iii) The potability of each aquifer's water in its current state
considering its natural quality and possible existing
anthropogenic contamination (anthropogenic refers to the
impact of man on nature; existing contamination may be from
agricultural, industrial activities, etc.; refer to the Local Health
Unit's criteria for potable water).
iv) Feasibility of treating groundwater if needed.
v) The susceptibility of each aquifer to potential contamination
taking into account aquifer depth, overlaying low permeability
E-9
ca7kehill SECTION E
Caunty WATER DISTRIBUTION SYSTEM
layers such as clay and shale, and the presence of fractures,
fissures or cracks in these fine textured layers. Each parcel
within an unserviced residential subdivision is serviced by on
site private sewage disposal system, therefore, the potential
for contamination by sewage effluent is of primary concern.
• Quantity of Water:
A central well must be capable of meeting the household
requirements of all the existing and proposed lots within a
quarter section, calculated based on an average meter
consumption of 1250 m3/year/household (0.523
igpm/household). These requirements do not provide for fire
protection, irrigation, livestock, or any other use.
• Groundwater Supply Evaluation Report must include, but not be
limited to, the following:
i) Collection and Summary of Existing Local Groundwater
Data - the Groundwater Supply Evaluation Report must be
prepared by a groundwater geologist (hydrogeologist) or
professional engineer whose area of competence lies within the
groundwater field, and who is a member in good standing with
APEGGA. The consultant must collect and summarize in the
report existing local groundwater data for an area termed the
Evaluation Area which includes the proposed subdivision and
surrounding land within a minimum of 3.2 km (2 miles) from the
subdivision boundary.
ii) Assessment of Existing Information - Using the information
collected, the developer must assess with respect to each of
the groundwater supply evaluation criteria, whether there is
sufficient existing hydrogeological information to confidently
estimate the groundwater supply potential in the vicinity of the
proposed subdivision. This assessment must be presented in
the report.
iii) Aquifer Testing if Existing Information Insufficient - Any
testing of aquifer capacity will be carried out in strict accordance
with AEP guidelines, with the Developer responsible for all
necessary licensing.
iv) Determination of the Adequacy of the Groundwater Supply
Using the above information in the groundwater water supply
evaluation criteria, the developer must determine whether the
groundwater supply is adequate to meet the needs of both the
existing development and the proposed subdivision.
E-10
Vtill
SECTION E
nty
WATER DISTRIBUTION SYSTEM
Discussion and findings must be presented in the report.
v) Conclusion - In the conclusion of the report, the developer
must clearly state that there is an adequate groundwater supply
potential to meet the needs of any existing development and
the domestic requirements of the proposed residential
subdivision.
In addition, the consultant must state in the conclusion
whether the evaluation was performed in conformance with
these guidelines. If the report does not contain a
recommendation on the groundwater supply potential and/or
statement of conformance to these guidelines, the subdivision
approval authority must identify this as a major deficiency and
not proceed with the application until this has been remedied;
and
vi) Recommendations -The developer must recommend
appropriate ongoing monitoring and well maintenance
schedules, any water servicing devices or any other means to
protect the ground water source. Copies of the report must be
submitted to the subdivision approving authority for circulation
to the municipality (if applicable) and the Local Health Unit, and
sent to the Groundwater Information Centre.
• Sources of Existing Groundwater Data:
The collection and summary of the existing groundwater data must
be performed by a groundwater geologist (hydrogeologist) or
professional engineer whose area of competence lies within the
groundwater field, and who is a member in good standing with
APEGGA.
Sources of Data - the Groundwater Information Center (GIC)
maintains a provincial groundwater data archive of Water Well
Driller's Reports, aquifer tests, chemical analysis, provincial
observation, well hydrograph data, electric logs, records on flowing
shot holes from seismic exploration, groundwater consultant's
reports, and most of the hydrogeological reports from the Alberta
Geological Survey Information Sales (formerly Alberta Research
Council).
E-11
SECTION E
Villi
WATER DISTRIBUTION SYSTEM
E6 INSPECTION
Before acceptance of the work, the entire water system will be subjected to
a hydrostatic pressure test under the direction of the Developer's
Engineer and in the presence of the County representative. The
Developer will provide all necessary labor, materials, and equipment for
the test including a suitable pump, measuring tank, pressure hoses,
connections, plugs, caps, gauges, and all other apparatus necessary for
filling the main, pumping to the required test pressure, and recording the
pressure and leakage losses.
• The Developer will provide evidence that the gauges used are
accurate.
• The water distribution systems may only be charged through
one valve. Only one valve may be operated during pressure
and leakage testing as well.
• Prior to the start of pressure and leakage, chlorination, and
bacteria testing, the Developer's consultant will be required to
provide a plan outlining how the testing is to be accomplished.
The plan must include the sequence of valve turning, sections
of water main to undergo pressure and leakage testing, how
chlorination is to be accomplished, and locations when
chlorine residual and bacteria tests are to be taken. Testing
will not be allowed to proceed until the above is approved by
the County representative.
• The Developer will be required to give a minimum of 48 hours'
notice to the County representative.
• The system will be filled with water slowly and air bled off at
each hydrant within the area being tested. If there are sections
that cannot be bled from hydrants due to the profile of the
main, the Developer may be required to tap the main at high
points and install temporary bleeder valves at the ends of each
tested area. At the completion of testing, these taps will be
satisfactorily plugged at the Developer's expense.
• When the line has been filled and most of the air expelled,
time must be allowed for the remaining air and water to reach
a constant temperature.
• The test section may be pressured through a hydrant or a tap
may be installed in the line. After testing, the pipe will be
plugged at the Developer's expense.
• The mains or section of mains will be subject to a pressure of
not less than 1035 kPa. Test sections will not exceed 450 m of
main.
E-12
ca7k4hill SECTION E
county WATER DISTRIBUTION SYSTEM
Leakage tests will be made only after completion of services, partial or
complete backfill, and a minimum of 24 hours after the pipe has been filled
with water. No test will be applied until at least 36 hours after the last
concrete reaction or thrust block has been cast with high early strength
cement, or at least 7 days after the last concrete reaction or thrust block
has been cast with standard cement. The duration of each test will be two
(2) hours.
The allowable leakage will be determined by the following table:
PVC LEAKAGE ALLOWANCE TABLE
(NEW CONSTRUCTION)
LEAKAGE ALLOWANCE IN
LITERS PER 100 JOINTS PER
HOUR
TEST PRESSURE (kPa)
Pipe 0 345 515 690 860 1035 1380 1550
(mm)
150 2.17 2.65 3.07 3.42 3.76 4.34 4.60
200 2.89 3.54 4.09 4.57 5.02 5.79 6.14
250 3.62 4.42 5.19 5.71 6.27 7.24 7.67
300 4.34 5.31 6.14 6.86 7.52 8.69 9.21
450 6.51 7.96 9.21 10.29 11.28 13.03 13.81
600 8.69 10.61 12.28 13.71 15.05 17.37 18.41
750 10.86 13.27 15.35 17.14 18.81 21.72 23.01
900 13.03 15.92 18.42 20.57 22.57 26.06 27.62
Above leakage allowances calculated from the following formula from
AWWA Manual # M23 (PVC Pipe - Design and Installation):
* L = NDP1/2 / 1283
Where: * L = allowable leakage (L/h)
N = total number of joints/100
D = pipe diameter (mm)
P = test pressure (kPa)
E-13
SECTION E
Vilitili
WATER DISTRIBUTION SYSTEM
Leakage allowance for new construction for materials of other than PVC
or ductile iron will be in accordance with the applicable AWWA
standard.
No mains will be charged and no pressure and leakage tests will be
permitted between October 15th to April 15th inclusive, unless approved
by the County.
Each section between valves will be brought to test pressures with the
valves closed to test the valves under pressure. Test pressure will be
held without loss for two (2) minutes before opening the valve and
releasing the pressure into the next section.
Prior to the initial acceptance of the water system, water mains are to
be disinfected in accordance with AWWA C651 continuous feed
method. Procedural method of disinfection including chlorine
concentration calculations and contact times are to be submitted to the
County representative for acceptance. Upon completion of the
disinfection and of the waterlines flushed, one bacteria sample will be
submitted for each 300 linear metres of water main installed. The water
main is to remain valved off until such time as the bacteria sample
results are approved.
Under Alberta Environmental Protection standards and regulations,
super chlorinated water used for disinfection of the system cannot be
directed into a storm sewer or open water body. Dechlorination will be
required prior to being discharged into the environment.
Prior to initial acceptance of the water system and the system put into
service, bacteriological testing will be carried out on all water mains and
acceptable test results achieved.
Prior to issuance of the Construction Completion Certificate,
hydrants flow testing will be conducted by the Developer's consulting
engineer to verify that the flows and pressures identified in the design
calculations are being provided in the field. The Developer's
consulting engineer will coordinate the testing with the County
representative to ensure he is present for all testing. Results of the
testing will be compiled by the Developer's consulting engineer and
submitted to the County representative with a comparison of the actual
flows and design flows for the same hydrant. Where the actual flows do
not meet the minimum fire and service requirements all hydrants in the
project must be tested and the Developer must advise the corrective
action he will be taking to provide the necessary service level. The
location and extent of initial testing will be as required by the County
representative.
E-14
SECTION E
Cuunty WATER DISTRIBUTION SYSTEM
E7 RECORD DRAWINGS
Record drawings will be made according to the requirements outlined in
Section C — Engineering Plans & Drawings.
E-1 5
SECTION " F"
WASTEWATER
COLLECTION
SECTION F
Co n WASTEWATER COLLECTION
Fl GENERAL
Wastewater and sewage is regulated provincially by the Environmental
Protection and Enhancement Act. The Developer is responsible to ensure
that all wastewater and sanitary sewer facilities and infrastructure is
designed and constructed in accordance with the manufacturer's design
guidelines, Alberta Environment approvals, and good construction practices.
Plans, engineered drawings, specifications, and a letter report prepared by
a qualified professional engineer must be submitted to the County and
Alberta Environment for review and approval prior to construction of any
wastewater system.
The Developer is responsible to ensure that the requirements of all
provincial legislation, regulations, guidelines, and standards for water
supply, treatment, and distribution are complied with including but not
limited to:
• Environmental Protection and Enhancement Act
• Wastewater and Stormwater Drainage Guidelines
• Standards and Guidelines for Municipal Waterworks, Wastewater,
and Storm Drainage Systems
• Subdivision and Development Regulations
All materials used in the Development shall be new and in compliance with
the most recent standards of American Water Works Association (AWWA),
America Society of Testing and Materials (ASTM), or Canadian Standards
Association (CSA).
The Developer and the Developer's Engineer are responsible to ensure
that the sanitary sewer system is designed and constructed according to
accepted engineering practice. These guidelines are intended as a guide
only and shall not be considered as a substitute for a detailed material and
construction specification to be prepared by the Developer's Engineer.
The specific requirements of the sanitary sewage system will depend on
whether the Development is defined as a rural or urban Development.
Regardless, the intent of the sanitary system design is to properly convey
sewage generated from the Development to an appropriate treatment
system. The conveyance and treatment systems are to be approved by the
County and must meet current design standards.
The Developer is responsible to confirm adequate capacity in any existing
downstream collection or treatment system, if such information is not readily
available from the system owner.
F-1
SECTION F
Co n WASTEWATER COLLECTION
Generally, rural systems will involve individual disposal fields on each lot, or
a collection system and communal treatment/disposal component. The
selected system must meet Alberta Environment requirements. Site
suitability for disposal fields is to be documented in the
Geotechnical/Hydrogeological Report for the site.
The requirements for urban Sanitary Sewerage Systems will be dependent
upon the existing and proposed population numbers, the site suitability, the
establishment of contributing sanitary basins or benefiting sanitary areas,
existing system capacities and flows, and future growth areas. If this
specification does not cover an area of sanitary sewerage system concern,
the onus will be upon the Developer to make recommendations and
present alternative corrective measures based on sound economic,
engineering, environmental, and operational and maintenance criteria for
approval by the County. The system will meet the recommended standards
of Alberta Environment Standards and Guidelines for Municipal Water
Supply, Wastewater & Storm Drainage Facilities.
Weeping tile or storm run-off connections, or any stormwater contribution to
the sanitary system, will not be permitted.
F2 GUIDELINES FOR URBAN SANITARY SEWER DESIGN
The sanitary sewer system will be designed to include all of the total
tributary area intended to be serviced by the sewer main at any particular
point including any proposed future Development areas as outlined in the
Area Structure Plan. All specifications and standards listed herein will refer
to the latest revision thereof.
F2.1 Design Flow:
Unless specified otherwise in the Development Agreement, the
minimum design standards and guidelines will be in accordance with
Alberta Environment Standards and Guidelines for Municipal
Waterworks, Wastewater, and Storm Drainage.
F2.2 Pipe Design:
Unless specified otherwise in the Development Agreement, the
minimum design standards and guidelines will be in accordance with
the Alberta Environment Standards and Guidelines for Municipal
Waterworks, Wastewater, and Storm Drainage.
F-2
hill SECTION F
County. WASTEWATER COLLECTION
F2.3 Sewer Main Installation & Location:
Unless specified otherwise in the Development Agreement, the
minimum design standards and guidelines will be in accordance with
Alberta Environment Standards and Guidelines for Municipal
Waterworks, Wastewater, and Storm Drainage.
F2.4 Manholes: (Refer to Drawings F-01, F-02 and F-03 in Appendix C)
Unless specified otherwise in the Development Agreement, the
minimum design standards and guidelines will be in accordance with
Alberta Environment Standards and Guidelines for Municipal
Waterworks, Wastewater, and Storm Drainage.
F3 MATERIALS
All materials for main lines and manholes will be to the approved standards
listed herein or as provided in Section C — Storm Water Drainage Systems.
Unapproved material will be removed and replaced with acceptable
materials at the Developer's expense. Manhole tops will be grey iron
castings, NF 39 or equal.
F3.1 PIPE & JOINTS:
• Lay and join pipe in accordance with manufacturer's
recommendations.
• When no pipe laying is occurring, the open end of the pipe is to be
securely closed. No water will be allowed to drain through a newly
laid pipe. Upon completion, the sewer must be thoroughly cleaned
and camera inspected. One copy of the video and report will be
forwarded to the County.
• All jointing will be made between clean pipe ends, as
recommended by the pipe manufacturer. Pipe will not be deflected
either vertically or horizontally in excess of that recommended by
the manufacturer or as noted in these specifications.
F3.2 DEVELOPER'S RESPONSIBILITY FOR MATERIAL:
• Only approved materials are to be incorporated into the work. The
Developer will be responsible for all materials furnished by them
and will produce certification by an independent testing authority
that the materials used conform to the standards. The Developer
will be responsible for the safe transit, delivery and storage of all
materials. Unapproved materials will be removed and replaced with
acceptable materials, all at the Developer's expense.
F-3
SECTION F
Co n WASTEWATER COLLECTION
• All materials are to be approved by the County in order to ensure
consistency and compatibility with materials currently in use.
F4 CONSTRUCTION
F4.1 Excavation/Pipelaying:
See Excavation and Pipe Laying Requirements as provided in Section
H — Stormwater Drainage.
F4.2 Inspection:
• General: See Section H — Stormwater Drainage.
• Mechanical & Electrical Equipment:
All lift stations, valves, control structures or other sewer
appurtenances will have operating manuals prepared for them by
the Developer. A manual will include, but not be limited to, the
following: All manufacturers' literature, parts listings, suppliers'
addresses, special and normal maintenance requirements and
schedules, proper operating sequence and as-built plans. A
minimum of two (2) copies of all such manuals will be provided to
the County.
F5 LOW PRESSURE SEWERAGE SYSTEMS
The requirements listed herein include components to be installed on
private property and public rights-of-way. The limits of responsibility must
be determined by the Developer at the commencement of the planning and
design stage.
• Septic tanks and pumps - all properties to be serviced will have an
adequately sized two-compartment septic tank. The pump will have
an open impeller design suitable for handling septic tank effluent.
• Sewer mains will be either PVC pressure class of 150 or
polyethylene Series 100, and will be capable of operating at a
continuous pressure level of 875 kpa at 23°C. The minimum pipe size
for sewer mains will be 50 mm I.D.
• Service pipes will be 1 ' inch series 160 polyethylene or
polybutylene tubing.
F-4
SECTION F
Co n WASTEWATER COLLECTION
Fittings and joints - PVC fittings for use with PVC pipe will be a
rubber gasket joint manufactured for the type of pipe used in the
mains. Polyethylene pipe will be jointed by the butt fusion method
and connected to fittings as recommended by the pipe manufacturer.
• Fittings will be PVC polyethylene or cast iron conforming to CAN3-
B137.3, CAN- B137.1 or CAN3-B131.9 as appropriate. Fittings will
be designed for a working pressure of 900 kpa. Where flanged joints
are used the bolts will be manufactured from stainless steel.
• Service tees for use on 50 mm diameter mains will be tapped to
accept 37 mm or adapters. Only bronze reducing bushings will be
used to decrease the size of threaded opening in PVC tees down to
37 mm.
Service tees on pipes 75 mm diameter or larger will be made using
Smith Blair Service Saddles as follows:
1. Smith Blair Style 342 for 75 mm and 100 mm mains.
2. Smith Blair Style 352 for 150 mm and larger mains.
Only bronze reducing bushings will be used to reduce the opening
in the service saddle to 37 mm.
• Corporation stops for plastic service tubing will have a compression
joint. Stainless steel stiffeners of the correct size will be used at all
compression joints on polyethylene and polybutylene service tubing.
• Curb stops for plastic pipe will have a compression type joint. The
curb stop will be of the ball valve type. Curb stops will be equipped
with an extension type valve box suitable for 3.0 m bury in the
extended position. Stainless steel stiffeners of the correct size will be
used at all compression joints on polyethylene or polybutylene pipe.
• Valves - ball valve curb stops will be used as valves on 50 mm
diameter pipe and will be supplied with an extension type valve box
suitable for 3.0 meter bury. Valve boxes will be protected against
damage. Joints will be of the compression type for both outlets.
• For 75 mm and larger pipe, valves will be epoxy lined water works
gate valves conforming to AWWA specification C500.
• Valve boxes for 75 mm and larger valves will be Norwood Foundry
Type A or approved equivalent.
• Testing - the low pressure sewerage system will be subjected to, and
pass, a leakage test for 1 hour at 875 kpa pressure. The allowable
leakage will not exceed the pipe manufacturers recommended
allowance.
F-5
hiJJ
SECTION F
C WASTEWATER COLLECTION
• The use of repair clamps will not be permitted when making repairs
to the pipe of the low pressure sewerage system. Regardless of the
pipe being used, the bedding will be placed to provide a minimum of
150 mm of sand bedding over the pipe.
F6 FORCE MAINS
• General - A "system-head" curve will be provided for each force main.
Supplementary information to be provided with the curves will include but
not be limited to, population estimates, area served, plan and profile of line,
friction coefficients, and line head losses.
• Design Criteria - The minimum permissible velocity will be 0.60 m/sec.
Where velocities in excess of 3.00 m/sec are attained, special provisions
will be made as required by the Municipal Engineer. At each high point in
line, gas relief will be provided.
• Material selected should be adapted to local conditions such as character of
wastes, possibility of septicity, soil characteristics, exceptional heavy
external loadings, abrasion, and hydrogen sulphide corrosion.
• Sewage force mains will be adequately sized to carry the anticipated peak
hourly sewage flow. Pressure rating of the pipe will be at least twice the
normal operating pressure of the pipe.
Surge pressures during starting and stopping of the pumps will not exceed
the safe operating capacity of the force main.
If necessary the force main will be oversized to serve areas outside the
Development area. A gate valve will be provided at both ends of the
sewage force main.
F7 RURAL SYSTEM CONSIDERATIONS
F7.1 Water Table:
See Section B22, Suitability of Lots for Development— Rural and
Country Residential.
F-6
SECTION F
Co n WASTEWATER COLLECTION
F7.2 Subsurface Soils Assessment:
If a proposed subdivision is not to be served by a municipal
wastewater system, the Developer will be required to submit a report
confirming the acceptability of the subsurface characteristics of the
land for an on-site sewage disposal system.
Each report will include all pertinent information and recommendations
of a qualified professional engineer. This report will contain:
• proposed septic field sites;
• accurate location of the above;
• location of any existing septic fields;
• any water wells and their locations;
• methodology of investigation;
• soils analysis;
• results; and
• conclusions and recommendations.
Sealed sewer holding tanks are not accepted unless in extra ordinary
circumstances and the system is approved.
F8 PLANS AND SUBMISSIONS
F8.1 General:
All construction plans will conform to the standards outlined in Section
B of this Manual.
F8.2 Plan Submission:
A description of existing and proposed sewer facilities and areas
served must be submitted, including the following information as
required:
• Soils Reports
• Approved drawings for all crossings
F-7
SECTION F
Co n WASTEWATER COLLECTION
Prior to the issuance of the Final Acceptance Certificate, the
following will be submitted:
• As-built Plans
• Maintenance & Operations Manuals
• Video Inspection Reports
• Exfiltration and Infiltration Reports
• Registered easements and caveats
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SECTION " G"
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G1 INTENT
The County's long term roadway network is being developed with consideration to
future land use Development and forecasted traffic volume. The planned
Development of the road network has taken into consideration the future growth of
residential, recreational, commercial, and industrial land uses.
The County has over 2,415 kilometers of developed roadways that range from low
volume local roads with gravel surfacing, to paved high volume arterial roads. The
County follows a road classification system that is based on daily traffic volumes,
traffic type, and travel speed. The road classification system also provides access
control, intersection spacing, and parking requirements.
This section is intended to provide guidelines to assist the Developer in the design of
road, sidewalk, and trail improvements that will meet the servicing requirements for
commercial, industrial, and residential Development within the County.
The servicing standards have been developed with goals in mind:
i) To ensure that the County is provided with a quality product that will meet an
acceptable long term life expectancy while maintaining cost efficiency and
practicality so as not to prohibit land Development.
ii) To minimize the Maintenance requirements associated with roads and
subdivisions.
Roadways and subdivision's containing five (5) or more lots in the Development
Areas within the County, shall typically be developed to a rural cross-section with an
asphalt surface and roadway ditches to accommodate stormwater and snowmelt
runoff.
The guidelines and standards presented in this section should only be considered as
minimum requirements. The Geotechnical Investigation must include specific
recommendations for pavement structure, based on the site specific conditions and
the projected traffic volume. The stronger of the 20 year structure recommended by
the Geotechnical Investigation or the structure outlined in each road classification
shall be used.
The Developer remains fully responsible for the design and construction of Municipal
Improvements according to accepted engineering practice and standards that
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address and meet the specific needs and site conditions of the Development. Certain
site-specific conditions may warrant more stringent standards are met.
G2 LEVEL OF SERVICE ROADWAYS
The Developer's engineer shall be responsible for determining an estimated annual
average daily traffic (AADT) generated by the Development in order to determine the
required cross sectional elements and pavement structure.
Roadway classifications and designations in subdivision Development areas shall
generally follow the classifications system outlined in the Alberta Transportation
Highway Geometric Design Guide, and this document.
G2.1 Residential Access Road: (Refer to Drawing G-01 in Appendix C)
The "residential access road" classification is applicable to internal country
residential subdivision roads whose primary purpose is to provide Property
access. The classification is also applicable to County roads that provide access
to a limited number of properties, such as properties along a short dead-end road
or cul-de-sacs.
G2.2 Local Road: (Refer to Drawing G-02 in Appendix C)
The function of local roads is to provide access to adjacent properties carrying
traffic from higher order roads to individual land parcels. Local roads are typically
low speed and low volume roadways. They connect to other local roadways or
collectors.
G2.3 Collector Road: (Refer to Drawings G-03 and G-04 in Appendix C)
A collector road is a low-to-moderate-capacity road which serves to move traffic
from local roads to arterial roads.
G2.4 Arterial Road: (Refer to Drawings G-04 and G-05 in Appendix C)
An arterial road is a high-capacity road designed to deliver traffic from collector
roads to highways, and between urban centers at the highest level of service
possible. As such, many arteries have limited-access and features as they must
allow greater flow traffic over longer distances and minimal interruptions. Arterial
roads may be 2 or 4 lanes wide, with controlled access.
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G3 GENERAL REQUIREMENTS
For each new Development, the appropriate roadway classifications and design
designation shall be determined during the planning stages in consultation with the
County.
Where conflicts or inconsistencies with the General Municipal Servicing Standards
arise due to adoption of other transportation planning documents, the Developer shall
be responsible for satisfying the more stringent requirement. Should the need arise
that any of the standards cannot be met, a written request outlining the variance is to
be forwarded to the CAO. The request will be reviewed and a written response will be
returned.
For proposed multi-lot residential, confined feeding operations, industrial, or
commercial Development, the County may cost share with the Developer for the
building of a road within an undeveloped road allowance with approval from Council.
The Developer shall be responsible for quality control testing related to the roadway
construction including but not necessarily limited to sieve analysis, densities, mix
design, core sampling, and concrete testing. Quality control shall be performed by an
independent party and certified by a professional Engineer licensed to practice in the
province of Alberta.
G4 DESIGN CRITERIA
G4.1 Road Right of Ways:
All public roadways will be located within a road right-of-way (ROW) established
by statute in the name of the County. The developed road rights-of-way shall be
adequate width to accommodate the roadway surface and the roadside ditches
complete with the required side slopes and back slopes, public utilities,
pathways, traffic signs etc.
Minimum right-of-way would be determined by class of roadway.
It is the Developer's responsibility to assess the traffic impacts associated with a
proposed land Development. This assessment must include a projection of the
average annual daily traffic (AADT) over a 20-year design life for the internal
subdivision roads as well as any adjacent provincial highways or municipal
roadways.
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All off-site road improvements required as a result of land Development must be
identified in the design stage by the Developer.
It is the responsibility of the Developer to obtain any necessary additional road
right-of-way width necessary to accommodate proposed road improvements.
If the road improvements are covered by an off-site levy the Developer will be
assessed and charged the applicable rates.
If the improvement is not covered under an existing levy bylaw the Developer will
be responsible for the offsite improvements under terms of a Development
Agreement.
The County will require a design life of 20 years for all future road classifications.
G4.2 Cul-De-Sacs: (Refer to Drawing G-06 in Appendix C)
Cul-de-sacs should be graded to drain towards the intersection unless a PUL is
provided to allow drainage to escape.
The minimum cul-de-sac bulb radius for residential areas is 18 m measured to the
face of curb or shoulder. Industrial radius for bulbs is minimum 24 m.
G4.3 Dead-end Roads:
All dead-end roads in multi-lot residential subdivisions with five or more lots shall
be provided with a paved cul-de-sac or turnaround area consistent with the
requirements of these Servicing Standards.
G4.4 Emergency Access Routes: (Refer to Drawing G-07 in Appendix C)
When the primary access route at a buildings principal entrance measured from
the center line of the primary access road to the closest point of the access route
exceeds 120 m but is less than 200 m and/or the total number of residences
exceeds 100 m, an emergency access route is required to be provided. (National
Fire Protection Association (NFPA) 1141)
The minimum width of the emergency access route is 6m and must be designed
to support a load of 38,556 kg and will be required to meet the requirements set
out in the Alberta Building Code, Article 3.2.5.6.
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The intent of an emergency access route is to provide a secondary
entrance/egress to a building site, complex, Development, or subdivision.
The emergency access route is to be supplied by the Developer at the
Developer's expense.
The emergency access route is to be installed as remote from the primary access
as possible or practical and is to be connected to a thoroughfare.
The emergency access route will be made available for emergency services
vehicles/personnel only and restricted from Unauthorized Use by way of
approved bollards (break-away style) or approved access gate.
"No-parking" signs shall be posted 20 m apart and 2.3 m above surrounding
grade.
G4.5 Second Public Access:
A second public access is required when the distance from the centre line of the
primary access road to the closest point of the access route at a building's
principal entrance exceeds 200 m and/or the total number of households exceeds
100 (National Fire Protection Association (NFPA) 1141).
It shall be designed to the same standard of the adjoining road, a minimum 7.3 m
wide.
The second public access is to be installed in the early stages of the
Development or in conjunction with the primary access.
The second public access provides an additional route into and out of building
sites, complexes, Developments, or subdivisions. These roads are to remain
accessible to all, be maintained, and remain unobstructed.
These roads shall be provided by the Developer for every building or
Development constructed or moved into, full or partial, within the County. This
would apply to public and private roads.
The second public access is to be installed as remote from the primary access as
possible or practical.
The second public access shall be connected to a primary road.
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G4.6 Approaches: (Refer to Drawings G-08, G-09, and G-13 in Appendix C)
Unless approved otherwise by the CAO, access to the County road system for a
subdivision is to be channeled to a single location. For subdivisions consisting of
three (3) or more contiguous lots, a connecting service road is to be constructed.
With five (5) or more lots, the service road is to be paved.
An approach links a private parcel of land to a County road. Before constructing
an approach, residents must obtain County approval. Approval will only be
granted where the requested location is considered practical and safe by the
County.
If approved, the approach must be constructed to the County specifications and
must receive final approval from the County upon completion. Any access
approach not approved by the County will be removed at the expense of the
registered landowner.
Approaches must meet the requirements of County Policy 13-15 —Approaches
Construction Guidelines, and amendments thereto. This policy provides additional
guidance on the number of approaches allowed.
Approaches shall be situated such that they do not access directly onto a
roadway with an estimated Average Annual Daily Traffic (AADT) of greater than
4000.
Approaches shall have a minimum clearance of 1.5 metres from any surface
feature such as hydrants, power poles, and curb cocks.
Approaches shall not be situated on a curb return.
For corner lots, the approaches should access the road with a lesser traffic
volume wherever possible. Wherever possible, approaches should not be located
within 40 m of an intersection with the exception of multi-lot subdivisions.
All approaches shall typically have the same structure as the adjoining roadway
and will have an 8.6 m width.
Industrial approach widths are subject to review for specific vehicle movements
anticipated with the Development.
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All residential subdivision Development shall require the Developer to construct
access to each lot off the required access road.
The following unobstructed sight distance requirement must be obtained for any
approach:
• 180 m for a gravel roadway
• 200 m for a paved roadway
Access roads or approaches entering a County road shall be set back a
minimum of 40 m from any intersection or railway right-of-way.
A minimum spacing of 40 m is required between individual approaches.
All existing approaches will be inspected at the time of subdivision, and will be
required to meet the standard prior to endorsement.
G4.7 Intersections: (Refer to Drawing G-08 in Appendix C)
Intersections shall be designed at 90° wherever possible.
The minimum angle of intersection for two roadways shall be 75° unless
otherwise approved by the CAO.
Intersection design shall incorporate accepted sight distances based on the
roadway classification and good engineering practice minimum of 300 m.
The grades at intersections for all roadway classifications shall not exceed 2%
for a minimum distance of 30 m, measured from the shoulder edge of the
receiving road.
Flares at intersecting roadways shall have the following minimum radius from
shoulder to shoulder:
• Residential access 10 m
• Residential collector and local 15 m
• Industrial local and collector 15 m
Minimum intersection spacing shall be 60 m measured from centreline to
centreline.
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Intersectional treatments shall be designed based on estimated 20-year traffic
volumes. All necessary widening of existing right-of-ways shall be provided by
the Developer. Sight distance shall be minimum 300 m in both directions.
G4.7 Roadway Surface Finishes:
The County presently approves three types of roadway surface finishes:
• Gravel surface,
• Asphaltic concrete (hot mix asphalt) pavement surface (A.C.P.), and
• Chip seal, cape seal, microsurface.
Irrespective of the roadway surface finish approved by the County for a specific
Development, good roadway industry construction practices and techniques shall
be employed at all times. Furthermore, roadway subgrade and base construction
shall be undertaken with the view that an asphaltic concrete pavement will
ultimately be placed as the surface finish for the roadway.
Should a gravelled surface be approved, even for an interim period, the surface
gravel shall be a minimum compacted layer of 50 mm depth of 20 mm crushed
gravel. All approaches shall be similarly treated.
Designation 4, Class 20 (Modified)
For gravel surfacing
% Fracture by Weight (2 faces) 60 +
Plastic Index 0-8
Metric Sieve
(CGSB — GP—2M) pm % Passing
100% 100%
35—75% 35 —75%
15-50% 15 -50%
0-25% 0-25%
2- 10% 2- 10%
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G4.8 Road Graveling (Rural Roads):
The roadway gravelling application rate shall be determined by the CAO based on
the roadway use and soil conditions.
All rural residential driveways shall be gravelled at a minimum rate of 8 cubic
metres per approach, from the roadway shoulder to the Property line.
Gradation of surface gravel shall be approved by the CAO or designate.
G4.9 Pavement Structure:
The pavement structures indicated on the cross sections are intended as
minimum standards only. Roadway subgrade and pavement structures shall be
based on results of a geotechnical investigation.
A report shall be submitted specifying the required structure and all design factors
including design, traffic loading, and the pavement design life.
It is the Developer's responsibility to design the roadways to meet or exceed
these standards in accordance with good engineering practices and specific site
conditions (min 120 mil pavement ACP).
Paved roadways shall be designed in accordance with the Asphalt Institute
method of pavement design using minimum design loadings of 8165 kg (18,000
Ibs) axle loads for local streets and 10,886 kg (24,000 Ibs) axle loads for collector
streets. All industrial/commercial roads shall be designed using a minimum design
loading of 10,886 kg (24,000 Ibs) axle loads. The design parameters such as
traffic count, percentage of trucks, measure, or estimated Resilient Modulus (MR
or California Bearing Ratio (CBR) etc., are to be outlined to the CAO. The CAO
reserves the right to request the Developer to engage a geotechnical engineering
agency to carry out MR or CBR tests on the subgrade prior to having to confirm
adequacy of design.
G4.10 Pipeline Crossing:
In order to facilitate work with a minimum disturbance to an existing pipeline, the
Developer must coordinate activities with the pipeline owner and provide to the
County copies of crossing agreements.
If no depth is pre-specified, the top of pipe is to be a minimum of 2.5 m below the
single lowest elevation within the road construction limits.
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The top of pipe is to be level throughout the road widening limits.
Top of pipe elevation is to be labelled on the cross section and profile. Dimensions
must be correctly labelled to ensure proper pipe elevation.
Heavy wall pipe is to be utilized throughout the road construction or road widening
limits of the pipeline location.
No open cuts are permitted.
Roadway centreline profile information for 200 m in either direction from the
proposed crossing location is required to be submitted for review and
acceptance by the CAO to confirm minimum crossing elevations as compared
to future profile improvements.
All elevations are to be reported and illustrated as geodetic.
No assumed elevations are permitted.
G4.11 Shallow Utility Crossings:
The full width of the crossing shall be within a conduit.
Depth of cover shall be dependent on the utility requirements.
G4.12 Concrete Curb and Gutter:
(Refer to Drawings G-10, G-11 and G-12 in Appendix C)
The vertical face curb and gutter cross section shall be used on all roads
fronting public lands such as parks and public utility lots. Vertical face curbs
shall also be used within the right-of-way when crossing pipelines unless
separate vehicle barriers are provided to prevent unauthorized access.
The rolled face curb and gutter cross section may be used on all
local/residential roadways allowing driveway access.
Curb returns on all residential street intersections shall have a minimum radius
of 9 m.
Curb returns on all commercial/industrial intersections shall have a minimum
radius of 15 m and shall be designed to accommodate truck turning movements.
The minimum gutter grade shall be 0.5% except for cul-de-sac bulbs, curb
returns, and catch basin approaches, which shall be 0.8%. The 0.5% minimum
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grade shall be maintained throughout sag vertical curves to avoid the short
length at near horizontal grade.
Curbs shall be constructed using Portland cement to Canadian Standards
Association (CSA) A3000. Materials, production, delivery, placement, and
finishing shall conform to Canadian Standards Association (CSA) A23.1.
The minimum 28 day compressive strength of concrete shall be 25 MPa. Air
entrainment shall be within five (5) — eight (8) % by volume. Concrete testing is
required for every 60 m3 of cast in place concrete.
Curbs shall be constructed on prepared subgrade, cement stabilized subgrade,
granular base course, soil cement, or asphalt concrete.
For all urban cross sections, wick drains shall be placed below the curb,
between the subgrade and granular base course. The wick drain shall be
connected to the nearest catch basin.
Curbs must be backfilled with suitable clay within 7 days of concrete placement
and prior to placement of the roadway structure. The clay material shall be
backfilled to within 100 mm of the top of curb to allow for the placement of
topsoil material.
The use of swale gutters shall be limited to minor and residential streets. Swale
gutter cross section shall be a minimum of 1 m wide and 200 mm thick with
steel reinforcing.
All driveways crossing a swale shall be reinforced with a minimum of two No. 4
rebar.
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Geometric Design Requirements
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* AADT=Average Annual Daily Traffic
** ROW=Right-of-Way
t SSD=Stopping Sight Distance
Note: The recommended design speeds are for Internal Roadway systems only. Geometric standards
are from Alberta Transportation's Highway Geometric Design Guide. It has been assumed that the
maximum superelevation rate will be o.08 m/m for gravel surfaced roads and o.06 m/m for asphalt
surfaced roads.
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G5 CONSTRUCTION STANDARDS
G5.1 Preparatory Work:
The entire road right-of-way (ROW) shall be cleared of all vegetation (trees,
shrubs, brush, etc.) including removal of all tree roots and stumps. All such
material shall be removed from the site for disposal at approved locations. No
burying of this material, or any portion thereof, shall be permitted within the
ROW.
Organic soil and material are not acceptable as subgrade materials and shall be
stripped within the roadway, ditch and back slope portion of the new
construction.
Organic soils (horizon A) shall be stockpiled in approved locations for the re-
spreading on the ditches and back slopes after completion of the roadway
construction. Any remaining topsoil shall be stockpiled at approved locations and
shall become the Property of the County. The topsoil, when used as fill, shall be
placed such as to add to existing topsoil, thereby utilizing it for landscaping
purposes. Surplus topsoil is to be stockpiled for use in final grading of parks,
boulevards, buffer strips, and developed lots. (10 mm of top soil minimum for
final grading of ditch).
G5.2 Roadway Excavation:
All materials excavated for placing in roadway embankment shall be suitable road
construction material.
Where the subgrade is in transition from excavation to embankment the transition
area shall be undercut to a minimum depth of 600 mm and replaced with suitable
material.
Where unsuitable material is encountered at the subgrade level of a cut, the
subgrade shall be undercut and replaced with suitable material as directed by the
Developer's engineer.
Where suitable material is encountered at the subgrade level the subgrade shall
be scarified to a minimum depth of 200 mm, shaped, and compacted.
The compaction of subgrade surfaces in excavations and the placement and
compaction of materials replacing undercuts shall be in accordance with section
G5.3 Roadway Embankment and section G5.4 Subgrade Preparation.
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Excavation shall be carried out to conform to the lines, grades, and cross-section
of the approved roadway design.
G5.3 Roadway Embankment:
All material used in roadway embankment shall be approved road construction
material free from all wood, brush, roots, topsoil, and other organic materials.
Where the depth of embankment is less than 1 m, all topsoil and/or organic
materials shall be excavated prior to embankment placement.
Where the proposed depth of embankment is less than 1 m from the finished
subgrade, the stripped surface shall be excavated to a minimum depth of 1 m
from the proposed finished subgrade before any embankment material is placed.
Where embankments are to be placed on a slope or against an existing slope,
the sloped shall be benched and scarified in a manner that the new material will
bond with the existing surface.
Prior to fill being placed, the exposed surface shall be scarified to a minimum
depth of 150 mm and compacted to 95% of Standard Proctor Density.
Successive lifts of embankment material shall be placed in uniform layers of 150
mm maximum thickness across the entire width of the embankment.
Suitable compaction equipment shall be used to thoroughly compact each layer
of embankment material.
The embankment material shall be compacted to not less than 95% of standard
Proctor Density at optimum moisture content, except that the top 300 mm shall
be compacted to not less than 100% of standard Proctor Density.
Embankment construction shall be carried to the lines, grade, and cross-section
of the approved roadway design.
G5.4 Subgrade Preparation:
The completed subgrade shall be scarified to a minimum depth of 150 mm or as
designated in the Typical Minimum Roadway Structures table on page 17.
The subgrade shall be prepared by compacting the soil below the subgrade to an
average of 100% Standard Proctor Density, with no test result being less than
97% Standard Proctor Density. The soil below the subgrade shall be compacted
in layers not exceeding 150 mm. Each compacted layer shall be accurately
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shaped and graded parallel to the design grades and cross-sections. If
compaction range cannot be met then the subgrade is to receive cement
stabilization treatment as determined by a qualified Geotechnical Engineer.
During compaction, the soil shall be at its optimum moisture content as
determined by a qualified Geotechnical Engineer. When a deficiency in moisture
content exists, the soil shall be watered and thoroughly mixed until optimum
moisture content is uniformly attained. When there is an excess of moisture. the
soil shall be worked and aerated until the optimum moisture content is reached.
One-mould proctor density testing will not be permitted as an alternate testing
procedure due to wet soil conditions. The Developer's engineer will be required
to suggest appropriate measures such as drying in-site material or importing
suitable material in order to meet the required standard Proctor Densities.
The finished subgrade shall be shaped to conform to the required lines, grades,
and cross sections of the approved roadway design.
G5.5 Pit-Run Material:
Pit-run shall be used to stabilize the sub-base in areas where silty in-situ
materials exist. The minimum structure requirements are listed on the standard
cross section drawings. Filter cloth, or geogrid, or proven engineered method can
be used as alternative to pit run.
After over-excavation of any unsuitable sub-base material, pit-run shall be placed
in the excavation and compacted to 100% of Standard Proctor Density.
Additional layers of pit-run required to bring the sub-base elevation to the bottom
of the base course shall be placed in layers not exceeding 150 mm in depth and
compacted to 100% of Standard Proctor Density. Water shall be applied and
mixed uniformly with the crushed gravel until the final moisture content is at least
the optimum moisture for the mixture, and preferably from 1% to 2% above the
optimum moisture. The optimum moisture content for the mixture shall be
determined by a qualified Geotechnical Engineer or firm. If necessary, water
shall be added or applied to the material during compaction to maintain the
required uniform moisture content.
G5.6 Base Course:
Base course shall consist of a mixture of crushed aggregate and water, which is
placed in layers upon the previously prepared surface, compacted, and finished
to the specified thickness, approved grade, lines, and typical cross-section.
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Each lift shall be compacted to 100% Standard Proctor Density. Water shall be
applied and mixed uniformly with the crushed gravel until the final moisture
content is at least the optimum moisture for the mixture, and preferably from 1%
to 2% above the optimum moisture. The optimum moisture content for the
mixture shall be determined by a qualified Geotechnical Engineer or firm. If
necessary, water shall be added or applied to the material during compaction to
maintain the required uniform moisture content.
Base course material shall be laid and compacted in a single layer when the
compacted thickness specified does not exceed 150 mm. When a thickness in
excess of 150 mm is specified the material shall be laid and compacted in layers
not exceeding 150 mm.
The depth or thickness of granular base course will depend upon the soil
conditions and the anticipated traffic, but should typically not be less than the
thickness outlined in the Typical Minimum Roadway Structures table on page 17.
Base course material shall be consistent with the Alberta Transportation specification for Aggregate
Gradation Designation 2, Class 20 as follows:
Sieve Size (um) Percent Passing
20,000 100
16,000 84—94
10,000 63—86
5,000 40—67
1,250 20—43
630 14—34
315 9—26
160 5- 18
80 2- 10
% Fractures by Weight(2 faces) 60+
Plasticity Index WP+0.6
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Typical Minimum Roadway Structures
Residential Land Use Commercial/Industrial
Roadway Low Density High Density Land Use
150 mm Subgrade Prep. 300 mm Subgrade Prep.
150 mm Subgrade Prep.
200 mm Granular (300 mm Pit run for heavy
150 mm Granular Base Course Commercial/Industrial)
Local Base Course
90 mm Asphaltic Concrete 300 mm Granular Base Course
Access 75 mm Asphaltic Surface 125 mm Asphaltic
Concrete Surface
2 lifts 50 mm/40 mm final* Concrete Surface
2 lifts 80 mm/45 mm final*
150 mm Subgrade Prep. 150 mm Subgrade Prep.
300 mm Subgrade Prep.
200 mm Granular 300 mm Granular Base
Base Course Course 300 mm Granular Base Course
Collector 125 mm Asphaltic Concrete
75 mm Asphaltic 100 mm Asphaltic Concrete
Concrete Surface Surface
Surface 2 lifts 60 mm/40 mm final* 2 lifts 80 mm/45 mm final*
*NOTE: The final lift of asphaltic concrete shall be placed in the second year of the Maintenance period.
G5.7 Asphalt Concrete Pavement
Asphaltic concrete pavement (ACP) shall consist of mineral aggregate, filler and
asphaltic binder, and shall be laid and compacted to specified thickness and
shall conform to the approved lines, grades, and typical cross-sections.
Aggregate shall consist of hard, durable, uniformly graded, crushed gravel, free
of coatings of silt or clay, and shall not contain organic or soft materials that
break up when alternately frozen and thawed, or wetted and dried, nor other
deleterious materials.
Coarse aggregate is aggregate retained on the 5,000 pm sieve. Fine aggregate
is aggregate passing the 5,000 pm sieve. The combined aggregates shall meet
the following gradation requirements when tested to American Society for
Testing and Materials (ASTM) C136 and C117. 3.
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Mix Type 132,1VI1,Ll
Sieve Size(µm) % Passing by Mass
12,500 100
10,000 83 —92
5.000 55 - 70
1250 26 —45
630 18 — 38
315 12 —30
160 8 —20
80 4 - 10
Mix Type RI
Sieve Size (Qim) % Passing by Mass
16,000 100
12,500 E0 —92.
10,000 70 — 84
5,000 50 —65
1250 26 —45
630 1 g —3 g
315 12. —30
160 S —2.0
80 4 - 10
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Additional properties that shall be met are as follows:
• Material retained on the 5,000 micron sieve shall not contain more than 3%
detrimental matter based on the total mass of the combined aggregates in
the final product. The detrimental Matter in Coarse Aggregate shall be
carried out in accordance with Alberta Transportation TLT-107 test method.
• The asphaltic binder shall be uniform in character, shall not foam when
heated to 177 °C, and shall meet the following requirements:
i) Designation AC — 150 — 200,
ii) Penetration at 25 °C, 100gm, 5 sec. 150 — 200,
iii) Flash point (C.O.C.) -°C 205 min,
iv) Ductility at 25°C, -cm. 100 min,
v) Solubility in Carbon Tetrachloride - % 99.9 min,
vi) Penetration after thin film oven test, at 25°C - % of original 40 min,
vii) Kinematic Viscosity in Centistokes @ 135 °C 150 min.
• A mix design shall follow the Marshall Method as outlined in the most
recent version of the Asphalt Institute's Mix Design Methods for Asphalt
Concrete (MS-2) as outlined in the table below.
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Mix Designs
Heavy Arterial/ Collector Local
Industrial Industrial Residential
HI H2 MI L1
Number of compaction blows each 75 75 75 50
face of specimen
Min. Stability (kN) at 60°C 12.0 11.5 8 5.3
EMF
Flow (mm) L 2 to 3.5 2 to 3.5 2 to 3.5 2 to 4
% Air Voids total mix (Note 1) 3.5 to 4 3.5 to 4 3.5 to 4 3.5 to 4
% Air Voids in Mineral Aggregate
(min)
At 3.5% air voids 13.0 13.5 13.5 13.5
At 4% air voids 13.5 14 14 14
% Aggregate Voids Filled with 65 to 75 65 to 75 65 to 75 65 to 78
Asphalt
Retained Stability (%) (min) 70 70 70 70
Minimum Theoretical Film
Thickness (pm)
Design Air Voids (%)
4.0 and 3.9 6.0 6.0 6.0 6.5
3.7 and 3.8 6.1 6.1 6.1 6.6
3.5 and 3.6 6.2 6.2 6.2 6.7
•
Crushed Fragments: minimum
material retain on the 5000 pm 98 (one face)
90 80 ii. 60
with two crushed faces
Manufactured fines content as a
percentage of fine aggregate mass 80 70 50 Note 2
(minimum)
Note 1-The Design Air Voids shall be chosen as the lowest value,within the range of 3.5 to 4.0%inclusive,such that all other mix design criteria are
met.
Note 2-All fines manufactured by the process of crushing shall be incorporated into the mix.
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The mix produced shall conform to the job mix formula approved by the
Developer's engineer and to the following tolerances:
• The percent of asphalt cement in the mix shall not vary by more than 0.3%
from the percentage indicated in the approved mix design.
• The mix design shall be carried out by an accredited testing agency and
shall be submitted to the CAO for approval. A minimum of 10 working days
shall be required to evaluate the mix design and issue an approval.
G5.8 Surface Smoothness:
The finished surface shall be uniform and true to established crown and grade and
have entirely smooth riding quality. The surface shall have a tightly knit texture and
shall be free from segregation and surface cracking.
The surface of the finished pavement shall be free from depressions exceeding 6
mm as measured with a 3 m straight edge, parallel to the center of the road.
Any low or defective areas shall be immediately remedied by cutting out the
asphalt layer and using fresh hot mixtures and compacting immediately to conform
to the surrounding area and be thoroughly bonded to the underlying and adjacent
asphalt surfaces.
G5.9 Weather Limitations:
Asphaltic Concrete Surfaces shall be placed and compacted during daylight hours,
when the air temperature is not less than 0°C and the road surface is dry from frost
or rain.
G5.10 Final Density Results:
All asphaltic concrete to be compacted to minimum 97% of Marshal Density
prepared from the samples of the asphalt mixture being used.
Asphaltic densities less than 96% of Marshal Density require asphalt to be
removed, or alternately the Developer may be required to provide an extended
Maintenance period at his entire cost.
G5.11 Asphalt Thickness:
All asphaltic concrete pavements shall be of the thickness indicated on the
approved design drawings.
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Areas deficient in thickness by more than 10% of the design thickness shall
require the Developer to place an additional 25 mm thickness of asphalt over the
portion of roadway that is deficient.
G5.12 Testing:
The following tests shall be carried out for each 1000 tonnes of asphalt pavement
or at least one each shift during placing operations:
• Sieve analysis,
• Bulk specific gravity of compacted mixture,
• Bitumen content,
• % voids in the mineral aggregate,
• Air voids in compacted mix.
A minimum of three core density tests are required to obtain on average for each
project, with a maximum of one test for each 1000 m2 of compacted asphalt.
G5.13 Staged Asphalt Construction:
All roadways shall be constructed with the final lift placed in the year the
subdivision is eligible for Final Acceptance.
Asphalt placement shall bring the roadway to its original design crown as shown
on the approved engineering drawings.
An additional one (1) year materials and workmanship warranty shall be required
for the final lift after the Final Acceptance Certificate is issued for surface
improvements.
G5.14 Asphalt Stabilized Base Course:
Asphalt stabilized base course shall consist of an intimate mixture of crushed
aggregate and asphalt, which is placed upon the previously prepared surface,
compacted, and finished to the specified thickness, approved grades, lines, and
typical cross-section.
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G5.15 Aggregate in Mix:
When tested by means of laboratory sieves, the combined aggregates in the
mix shall meet the following gradation:
Sieve Size Cumulative % Passing by Weight
16 mm 100
12.5 mm 89 — 100
10 mm 78 - 94
5 mm 55 — 70
1.25 mm 26 — 45
0.630 mm 18 — 38
0.315mm 12 - 30
0.160 mm 8 — 20
0.080 mm 4 — 10
G5.16 Asphaltic Binder:
The asphaltic binder shall be MC 250 or HF 500 m.
G5.17 ASBC Mix Design:
The ASBC mix design shall follow the Marshall Method of Mix Design
(modified as described below) and meet the following design criteria at the
recommended design cutback asphalt:
MC 250 HF
500m
Blows per Face 75 75
Marshall Stability (N) at 25°C (water bath) 6700+ 3000+
Marshall flow (mm) at 25°C 2 — 4 2 — 4
Air Voids (%) 3 — 6 3 — 6
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Modifications to the Marshall Design Procedure:
The design procedure shall be performed using MC 250 asphalt with 50% of
the solvent removed,
• Stability — use a water bath at 25°C with a soak time of 35 minutes.
G5.18 Approval of Mix Design:
The Developer shall retain the service of a Professional Engineer and a
qualified testing laboratory to prepare an ASBC mix design for submission
to the CAO for approval, it should include the following information:
• The gradation of each aggregate to be used in the mixture,
• The percentage by mass of each aggregate to be used in the
mixture,
• The job mix formula gradation of the combined aggregates,
• All Marshall Mix design characteristics including graphs used to
arrive at the final mix design, the bulk specific gravity of the
combined aggregates, and the asphalt absorption of the
combined aggregates,
• The recommended design residual asphalt content as a
percentage of the dry weight of the aggregates, and
• NOTE: Residual asphalt is determined at the optimum cutback
asphalt content and is calculated based on the cutback asphalt
asphalt/solvent ration.
Void calculations are based on the MC 250 content with 50% solvent
removed.
The CAO will require a minimum of 10 working days from the time of receipt
of the design to evaluate the mix design.
A separate and complete mix design will be required from the Developer for
any changes in the source and/or nature of the aggregate.
An asphalt mix supplied or placed by the Developer without receiving
written approval of the mix design from the CAO may not be accepted.
G5.19 Production:
Asphalt stabilized material shall be mixed through a central mixing plant.
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The asphalt plant shall be calibrated to produce the designated mix
graduation and asphalt content to ensure mix uniformly and consistency.
Crushed aggregate shall be dried such that the moisture content of the final
mix is 1% or less at the plant discharge. Asphalt binder shall be uniformly
applied to the crushed aggregate at the rate designated in the mix design.
Neither aggregate nor asphalt shall exceed 95°C at the time of plant
mixing. Mixing shall continue until all asphalt is uniformly dispersed
throughout the mix and the aggregate particles are coated with asphalt.
The drying and mixing process shall not reduce the cutback level to such a
degree that the mix cannot be properly placed. Up to the time of spreading
and placing, the amount of cutback in the mix shall not be reduced to less
than 40% of the original cutback weight.
G5.20 Spreading and Compaction
The mix shall be spread and compacted to specified grade and cross-
section, be uniform in gradation, density and asphalt content at the values
specified, and the finished surface shall be smooth, waterproof, and free of
roller marks.
The mix design shall be compacted to not less than 98% of Marshall
Density.
The mix design shall be produced, placed, and compacted in a uniform and
non-segregated manner at the application rate and asphalt temperatures
designated. Air temperature in the extreme shade at the time of application
shall be 10°C or higher. All necessary steps should be taken to remedy any
of the causes of aggregate segregation of non-uniform asphalt distribution
that may occur. Any areas, which are segregated, or excessively rich, lean,
or wet shall be corrected by whatever means necessary.
Additions such as asphalt binder, mixing, and/or aeration of the mix to
reduce cutback shall be performed as is necessary to produce a
satisfactory mix prior to final spreading and compaction.
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G5.21 Final Density Requirements:
All asphaltic stabilized base courses shall to be compacted to minimum
98% of Standard Proctor Dry Density.
Asphaltic densities less than 95% may require asphalt to be removed, or
alternately, the Developer may be required to provide an extended
Maintenance period at their entire cost.
G5.22 Asphaltic Thickness:
All asphaltic stabilized base courses shall be of the thickness indicated on
the approved design drawings.
Areas deficient in thickness by more than 10% of the total design thickness
shall require the Developer to place an additional 25 mm thickness of
asphalt over the portion of roadway deficient.
G5.23 Testing:
A minimum of one (1) moisture content and one (1) extraction test shall be
taken for each 1000 tonnes of mix placed.
2
A minimum of one (1) density test for each 1500 m of compacted 50 mm
lift of ASBC shall be taken.
A minimum of three (3) material thickness tests per 100 linear metres of
compacted ASBC shall be taken.
G5.24 Prime Coats, Tack Coats and Fog Coats:
Prime coats shall be the application of bituminous material to subgrade on
previously prepared gravel base course prior to placing bituminous
surfacing materials.
Tack coats shall be the applications of bituminous material to a previously
constructed asphalt surface of any type in preparation of placing
bituminous surfacing materials.
Fog coat shall be the application of bituminous material to seal small
cracks and surface voids and as a curing seal for asphalt stabilized base
course.
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The bituminous material for priming the base course shall be liquid asphalt.
The asphalt types may vary from MC30 to MC250, from SS-1 to a special
emulsified primer (S.E.P.1) top suit the conditions of the base. The rate of
application may vary from 0.50 L/m to 1.50 L/m based on the nature of the
base materials. The rate should permit a good penetration of the base
without ponding on the surface. Excess asphalt materials remaining 6
hours after applications shall be absorbed and removed with sand blotter
material. Temperature of application shall fall within the following limits:
Medium Curina Asphalt: Emulsified Asphalt:
MC30 — (51°C — 68°C) SS-1 — (24°C — 54°C)
MC70 — (74°C — 88°C) S.E.P.1 — (15°C — 50°C)
MC250— (100°C —110°C)
The asphalt for the tack coat may vary from SS-1 to SS-1 H; from RC 30 to
RC 250 depending on conditions to suit the base. The SS emulsion shall
be applied by adding an equal amount of water prior to application. The
rate of application shall be 0.25 L/m to 0.90 L/m, based on the application
of the asphalt base. The rate shall ensure that a uniform coverage
providing a good bond after curing is achieved.
Temperatures of application shall fall within the following limits:
Rapid Curina Asphalts: Emulsified Asphalt:
RC 30 — (51°C — 68°C) SS-1 — (24°C — 54°C)
RC70 — (74°C — 88°C) SS-1 H — (24°C — 54°C)
The bituminous material for the fog coat shall be SS-1 or MC30 to suit the
conditions of the ASBC surface. The rate of applications may vary from 0.3
L/m to 0.7 L/m. The rate shall ensure that a uniform coverage is achieved.
Temperatures of application shall fall within the following limits:
Medium Curina Asphalts: Emulsified Asphalt:
MC30 — (51°C - 68°C) SS-1 — (24°C — 54°C)
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G5.25 Quality Control and Testing:
The Developer shall be responsible for quality control and the cost of all
testing related to roadway construction, including sieve analysis, densities,
mix designs, core sampling, at his entire cost.
Copies of all quality control testing shall be forwarded for review to the CAO
prior to the issuance of a Construction Completion Certificate (CCC).
G5.26 Pavement Payment Penalties:
If the average core thickness does not meet specifications, at the discretion
of the CAO, the asphalt may be assigned a pay factor according to the
design specs of material, Hot-Mix Asphalt Paving, Table 02741.1 Asphalt
Thickness Pay Factors.
If the average core density does not meet specifications, at the discretion of
the CAO, the asphalt may be assigned a pay factor according to the Hot-Mix
Asphalt Paving, Table 02741.2, Asphalt Density Pay Factors.
It shall be the responsibility of the Developer's engineer to submit the pay
factor calculations as applied to the contract price to the County for approval
prior to acceptance of the Construction Completion Certificate (CCC).
G6 CONCRETE
Material requirements to be met are Portland cement to Canadian Standards
Association (CSA) A3000, Type 10 Normal, Type 30 High Early Strength or Type
50 Sulphite Resistant.
Aggregate requirements to be met are to Canadian Standards Association (CSA)
—A23.1, Clause 5.3.2, Table 1.
Water requirements are to be to CSA-A23.1, Clause 4, clear and free of
deleterious materials, oil, acid, alkali, organics, sediments, and any other foreign
material harmful to the mixing or curing of concrete.
If Air-Entraining Admixtures are required for use they are to be in accordance
with American Society for Testing and Materials (ASTM) C260.
Chemical Admixtures will be in accordance with American Society for Testing
and Materials (ASTM) C494. Chemical admixtures include water reduction
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agents, accelerators, or retarders. The use of Admixtures must have prior
approval in writing from the CAO.
The pouring of concrete in cold weather conditions must have prior approval from
the CAO. Approval requests must include mix design, additives, and hoarding
details.
Placement of hot or cold weather concrete is to conform to CSA-A23.1.
Flyash to CSA-A23.5.
Production of concrete is to conform to CSA-A23.1, Clause 18, and is to be in
conformance with all approved mix design requirements.
All concrete reinforcement structures, formwork, inserts, or accessories are
securely fastened and will not move during concrete placement. All form work is
to be inspected to verify this work may properly commence. The CAO is to
receive 48 hours' notice prior to the placement of concrete.
Delivery of concrete to the jobsite to be in conformance with Clause 18.4, CSA-
A23.1.
Transport of concrete only with equipment with mixing capability, rotating drum
truck. Prior to discharge the drum is to be rotated at mixing speed for 3 minutes.
Retempering of concrete is only permitted to be performed by a qualified Quality
Control Technician. The QC Technician shall perform a slump test and air
content test on each load of concrete retempered and shall provide the results
immediately to the CAO.
Concrete is to be discharged within 1.5 hours or prior to 300 revolutions of the
drum, whichever occurs first, after the initial introduction of the mixing water to
the cement and aggregates at the plant.
Provide the Municipal Engineer with the delivery ticket showing the batch plant
location, ticket and truck number, and supplier's name. The date and time are to
be mechanically punched recording the initial mixing time at the plant. The class
and mix designation are to be identified illustrating the cement type, aggregate
size, type and amount of admixtures, water added, volume of concrete, the site
arrival time, and time of discharge.
Concrete placement is to be in accordance with Clause 19 of CSA-A23.1.
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Forms and substrate surfaces are to be slightly moistened to minimize absorption
of water drawn from the concrete mix.
Concrete is not to be placed during periods of rain. Subgrade following rain
events must be checked to ensure concrete is not placed on mud or pooled
water.
Reinforcing steel materials are to meet CAN/CSA-G30.18. Steel wire to meet
CSA-G30.3M. Welded steel wire fabric to CSA-G30.5M. Epoxy coating to
American Society for Testing and Materials (ASTM) A775/A775M. Galvanizing to
CAN/CSA-G164. Supplementary materials and their use to meet CSA-A23.5.
Field bending or welding of reinforcement is permitted only where authorized by
the Developer's engineer. Any bars that develop cracks or splits will be
replaced.
Place reinforcements as indicated on the approved drawings and in accordance
with CSA-A23.1. Approval of reinforcement material placement is required before
placing of concrete.
All vertical face curb structures require a minimum compressive strength of
concrete at 28 days of 30 MPa.
All other curb and gutter to have 25 MPa compressive strengths at 28 days.
Cured in place samples must be provided with test results provided.
All other concrete structures require a minimum compressive strength of
concrete at 28 days of 30 MPa.
Concrete placement is to be poured as rapidly and continuously as possible
between the predetermined construction joints as designed by the Developer's
engineer.
Concrete is to be consolidated and finished in accordance with CSA-A23.1 and
to good industry practice. Provide cover as required to protect the work.
G7 SIGNAGE
The supply and installation of a traffic control and street identification signs is the
responsibility of the Developer.
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Traffic control signs shall be manufactured and installed in accordance with the
latest edition of"Uniform Traffic Control Devices for Canada".
Street addressing signs shall be located within 10 m of the intersection in the
direction of the near-side approaching traffic. Signs shall be offset at least 1 m
from the edge of the road and mounted 3 m to 3.5 m above the finished road
surface. Street addressing signs shall be a minimum size of 15 cm x 60 cm and
a maximum of 15 cm x 90 cm. The lettering shall be 10 cm high. If the address
does not fit on the maximum size, two signs may be joined with an end bracket
and H-clip. Signs shall have silver lettering with a blue background.
Except in urban areas, a clearly visible panel containing the proper number of the
parcel of land accompanied by the proper road number or number which
complies with the following specifications; numbers and letters are not to be less
than 10 cm (4 inches) in height, light reflective, white in color, mounted on a light
reflective green panel, and the sign is to be posted 1.8 m (6 feet) to the left of the
access/entrance of the parcel of land, and 0.3 m (one (1) foot) inside the
Property line and a minimum of 1.22 m (4 feet) above the natural ground level
so as to be clearly visible from the road.
In urban areas, the proper number for the parcel of land, such numbers being not
less than 10 cm (4 inches) in height.
All signs shall be placed so as not to obstruct the view of oncoming vehicles.
Permanent subdivision identification signs located at the entrance shall:
• Be designed to be Maintenance free for a minimum of 15 years,
• Be constructed and installed to hold signs rigidly in their proper and
permanent position,
• Be constructed of concrete, masonry, stone, non-ferrous metal or a
combination thereof,
• Be maintained by the Developer to the end of the Maintenance
period.
Material for temporary signs, such as subdivision layout signs, shall be approved
by the County prior to installation. Removal of temporary signs shall be the
responsibility of the Developer prior to the end of the Maintenance period.
The County shall install rural address signs within the proposed Property.
Developer will be responsible for all costs, both new and replacement.
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All parcels of land fronting upon a County road, which are occupied by a
residence, shall be assigned a municipal address by the County.
G-33
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SECTION " H "
STORMWATER
DRAINAGE
hill SECTION H
C my STORM WATER DRAINAGE SYSTEMS
H1 GENERAL
H1.1 Stormwater Management:
The specific requirements of the storm sewage system will depend on
whether the development is defined as a rural or urban development.
In either case, the intent of the stormwater management system is to
prevent any negative downstream effects as a result of the
development.
Detailed design of the stormwater system will be consistent with a
stormwater management plan to be submitted by the Developer and
approved by the County. Deviation from the intent of the stormwater
management plan must be approved by the County and supported by
engineering analysis.
For both rural and urban development, the stormwater system will
either be designed based upon a "net-zero" impact (runoff rates for a
24 hour duration, 1:100 year post development design storm will not
exceed rates for the same design storm under pre-development
conditions) or on the available capacity of the receiving stream and
appropriate area contributions.
If these standards and specifications do not cover an area of drainage
concern, the onus will be upon the Developer to present alternative
corrective measures and recommend proposed drainage standards to
be used, based on sound economic, engineering, environmental,
maintenance, and operational criteria for approval by the County. The
system will meet the recommended standards of Alberta
Environmental Protection and the Plumbing and Drainage Act of
Alberta.
The Developer will provide rights-of-way or easements for drainage
and have them registered in the name of the County so that future
maintenance may be provided.
The Developer will be responsible not only for the drainage within the
development, but also for drainage in the adjoining properties that
would be affected by this development.
Any type of drainage diversion will be approved and licensed by
Alberta Environment. Drainages works will include the constructions of
ditches, berms, ditch checks, the installations of culverts, rip-raps, and
other means of erosion control.
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C my STORM WATER DRAINAGE SYSTEMS
H1.2 Urban Systems:
The storm sewerage system will be designed as a separate system.
Pipes and their appurtenances (manholes, catchbasins, outfall
structures, etc.) will comprise the minor system. This system will
convey runoff from snow melt and rainfall events without sustaining
any surface ponding or excessive surface flows from a 1-in-5 year
event. The road system, detention/retention facilities, parkland, and
other land will comprise the major system. The major system will
convey runoff from up to a 1-in-100 year storm event and will be
sufficient to prevent any significant property damage (e.g. flooding of
buildings).
H1.3 Rural Systems:
It is expected that a rural system will be comprised primarily of swales,
ditches, culverts, and similar open flow components. The system will
convey runoff from snowmelt and rainfall events consistent with the
stormwater management plan. The system will be considered the
major system, and will convey runoff for the design storm sufficient to
prevent property damage.
H2 DESIGN CRITERIA
H2.1 System Design:
The Rational Method may be used for analysis of minor drainage
systems up to a maximum catchment area of 50 hectares. Computer
simulation methods must be used for analysis of major drainage
systems (catchment areas greater than 50 ha) and is recommended
for all final analysis and detailed designs.
The Rational formula is expressed as Q=CIA/360 where:
Q = runoff discharge in cubic meters per second;
C = dimensionless runoff coefficient;
I = rainfall intensity in millimeters per hour; and
A = catchment area in hectares.
i) The runoff coefficient, C, must be consistent with the following
guidelines and based on sound engineering and best
management practice:
H-2
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C my STORM WATER DRAINAGE SYSTEMS
Description Storm Frequency
1:5 1:100
Undeveloped Farm Land 0.10 0.20
Lawns, Parks, Playgrounds 0.20 0.30
Residential (Urban) 0.35 0.60
Commercial (Urban) 0.60 0.80
Apartments (Urban) 0.70 0.80
Paved Surfaces 0.90 0.95
Gravel Surfaces 0.30 0.70
These values may be further modified based upon the specific
development proposed. In rural developments or where a
mixture of land uses or surface characteristics are proposed, the
weighted average of pervious and impervious area runoff
coefficients will be used.
ii) Rainfall intensity, I, will be determined using appropriate
Intensity Duration Frequency (IDF) or rainfall data within the
County. The maximum inlet time will be 15 minutes unless
approved otherwise by the County.
iii) Effluent from sanitary sewers and any drainage from industrial,
agricultural or commercial operations that may potentially be
contaminated will not be discharged into the storm sewer
system.
iv) Roof drainage from one-family and two-family dwellings will
discharge to grassed or pervious areas. The point of discharge
will be a sufficient distance to ensure the water flows away from
the building. Roof drainage from apartment buildings,
commercial areas and industrial areas will also be discharged
to the surface drainage system.
v) Best management practices will be provided to minimize
sediment discharge to the storm sewers. This will be in the
form of properly graded and surfaced streets and lanes,
landscaping, catchbasin sumps, sediment control structures at
pond and lake inlets, or other means where appropriate.
H-3
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C my STORM WATER DRAINAGE SYSTEMS
H2.2 Pipe:
• Storm sewer pipe will be designed to convey the design flow when
flowing full with the hydraulic gradeline at the pipe crown. All pipe
crown elevations will match at manhole junctions.
• Storm sewer pipe hydraulics will be calculated using Manning's
equation. The minimum Manning's "n" value will be 0.013 for
smooth-walled pipes. For corrugated steel and open channels the
values suggested in "Modern Sewer Design", latest edition, will be
used but will not be less than 0.013.
• Storm sewer velocities will not be less than 0.60 m/s when flowing
full. When the flow velocity exceeds 3.0 m/s, special consideration
will be given to minor losses in the system and bedding
requirements.
• Storm sewers 900 mm diameter and smaller will be PVC SDR 35
or Ultra Rib PVC storm sewer pipe, provided that manufacturer
recommended pipe loadings are not exceeded. Storm sewers
greater than 900 mm diameter will be of concrete pipe unless
approved otherwise by the County. Concrete pipe will be of sulfate
resistant concrete with a gasketed jointing system. On steep
slopes, welded steel pipe or another rigid piping system will be
constructed as approved by the County.
• The minimum inside diameter for storm sewers will be 300 mm.
The minimum inside diameter for catchbasin leads will be 250 mm.
• The Developer is responsible for providing the engineering
expertise relating to the structural design of storm sewers,
providing all test results and the quality control of all materials
proposed to be used. All storm sewers will be designed to prevent
damage from superimposed loads. Notwithstanding information
contained herein, all materials and loading calculation will be
consistent with current ASTM and CSA standards.
i) For rigid pipes a 0.025 cm crack will be determined as
exceeding the working strength and the pipe rejected.
For flexible pipe, when deflection greater than seven
and one-half percent (7 '/2%) of the original diameter is
reached, then the pipe will be considered to have
exceeded the limit of serviceability and will be rejected.
H-4
hill SECTION H
C my STORM WATER DRAINAGE SYSTEMS
ii) Proper allowances will be made with regard to the class
of bedding and the trench dimensions (width, depth)
when determining the loadings on pipes. The
recommended unit weight of soil is 2100 kg/m3 metre.
iii) The minimum depth of cover to pipe crown will be 1.20
m, or 2.6 m to invert, whichever is greater.
iv) The Marston Theory is to be used in analyzing loadings
in the single trench applications for rigid pipe. For
flexible pipe, the modified IOWA formula will be used.
v) Concrete pipe specified under ASTM C655 may have
combinations of circular and elliptical reinforcement with
minimum steel requirements at all outer and inner
points as specified under ASTM C76. The Developer
will specify the horizontal and structural strength of all
pipe.
• Changes in flow direction at a manhole will not exceed 90 degrees
in pipes greater than 600 mm diameter.
• Curved sewers - It is recommended that sewers 600 mm inside
diameter or less be installed with straight alignment between
manholes, but curved sewers will be permitted providing that the
following requirements are met:
i) Permissible joint deflections will be in accordance with
the manufacture's guidelines;
ii) Manholes are to be located at the beginning and end of
curve;
iii) The curve will run parallel to the street centerline; and
iv) The minimum grade for curved sewers will be fifty
percent (50%) greater than the minimum grade
required for straight runs.
H2.3 Manholes:
• The maximum spacing of manholes will be 150 m. Manholes will be
located at the upstream end of each line, at changes in size or
alignment and at all junctions. The downstream invert in a manhole at
a change in direction will be a minimum of 30 mm lower than the
lowest upstream invert.
H-5
�� rieehi2� SECTION H
� cnty STORM WATER DRAINAGE SYSTEMS
• Manholes will be a minimum of 1200 mm in diameter. Precast (Type
50) reinforced concrete manhole barrels conforming to ASTM C478
will be used. The base will be constructed of 25 Mpa sulphate
resistant (Type 50) concrete. Galvanized iron safety steps are
required.
Manhole frames and covers will be of cast iron. Grated or standard
manhole covers will be used as required. A Norwood NF - 49 or
approved equal frame and cover must be used on manholes. Located
in carriageways and an appropriate locking manhole frame and cover
must be used on manholes located in parkland areas.
H2.4 Catchbasins: (Refer to Drawing H-01 in Appendix C)
• For urban design, surface water will not be permitted to run a
distance greater than 300 m along roadways without provision for
interception by a catchbasin, except in lanes or walkways where
200 m in either direction may be permitted.
• Surface water will be intercepted with a number of catchbasins
such that the combined inlet capacity is sufficient to receive the
design stormwater flow.
• Minimum gutter grade will be 0.40% except in cul-de-sacs and
around curb returns where minimum gutter grade will be 0.70%.
• All catchbasin bodies will be 900 mm pre-cast sulfate resistant
concrete sections. The body will be constructed to provide a
minimum 600 mm sump, unless otherwise approved.
• All catchbasin leads will discharge directly into storm sewer
manholes. The minimum catchbasin lead size will be 250 mm with
a minimum slope of 1% and a maximum length of 30 m. For leads
of greater length or for those from a CBMH to a manhole the
minimum lead size will be 300 mm.
Catchbasin frames and covers will be combination precast iron
inlet type. Norwood F41 & F51, Trojan K2 or approved equal will
be used with 900 mm concrete sections.
H3 RIP RAP
When required by the plans, or as ordered by the Engineer, embankments,
the ends of culverts, and ditch bottoms will be protected by rip-rap as
directed. This item consists of supplying materials and constructing a
protective covering of approved stone or sacked concrete on an earth bed,
H-6
hill SECTION H
C my STORM WATER DRAINAGE SYSTEMS
granular filter blanket, or filter fabric in accordance with these specifications.
Rip-rap will be constructed at the locations and in conformity with the lines
and grades shown on the plans or as designated by the Engineer.
The developer will supply all rip-rap materials including filter fabrics. The
materials supplied will be subject to the approval of the CAO.
The County reserves the right to select an independent testing firm to
conduct visual inspections and testing, and compile its own data during or
after the construction period. Any costs associated with inspections and
testing conducted by the County for areas that fail initial testing will be
borne by the developer and taken from the security held by the County.
These results will be made available to the Developer and Engineer. This
quality assurance testing program does not relieve the developer of their
responsibility to conduct their own quality control testing program.
H3.1 Type of Rip-Rap:
• Stone Rip-Rap - materials will consist of sound, hard and dense
stones, boulders or quarry rocks resistant to the action of air and
water and free from seams, cracks or other structural defects. The
particles will be generally of equal dimensions in all directions, with
a minimum of flat and/or elongated particles.
i) Stone rip-rap used for corrugated steel pipe culverts, ditch
checks and ditch blocks will meet the requirements of
"normal stone rip-rap". Normal stone rip-rap will consist of
particles having dimensions of not less than one hundred
and fifty (150) mm in any one direction.
ii) Stone rip-rap materials used for corrugated structural plate
pipe culverts, bridges, and major stream bank protection will
meet the requirements for "heavy stone rip-rap" or "armour
stone rip-rap".
Heavy Stone Rip-Ran:
Weight of stones (Kg.) Percentage
400 - 600 40 - 60
200 - 400 20 - 40
25 - 200 10 - 30
Under 25 0
H-7
�� rieehi2� SECTION H
� cnty STORM WATER DRAINAGE SYSTEMS
Armour Stone Rip Rap:
Weight of stones (Kg.) Percentage
600 - 900 60 - 70
300 - 600 20 - 30
100 - 200 10 - 20
Under 100 0
• Hand Laid Rip-Rap - Hand laid rip-rap will be sound, durable
stones and in no case measure less than 150 mm. The stones will
be placed with their beds at right angles to the slope, with larger
stones used in the bottom courses, and the smaller stones at the
top. They will be laid in close contact so as to break joints, and in
such manner that the weight of the stone is carried by the earth
and not by the adjacent stones. The spaces between the larger
stones will be filled with spalls, securely rammed into place. The
finished work will present an even, tight, and reasonably plain
surface, varying not more than 75 mm from the required contour.
• Random Rip-Rap - Random rip-rap, graded so that the smaller
stone is uniformly distributed throughout the mass, will be dumped
randomly over the areas until the required depth is attained. The
occasional manual handling of rocks or stones will in no manner
be construed to transform the classification of random rip-rap into
that of hand laid rip-rap.
• Sacked Concrete Rip-Rap - granular material will be used for the
concrete and consist of a well graded gravel with a maximum
particle size of seventy-five (75) millimeters. Sacks will be
manufactured from burlap and will have a capacity of
approximately 0.03 cubic metres. The cement will be Portland
cement conforming to the latest C.S.A. Specifications A5, type 1.
H3.2 Construction:
1. Preparation of foundation: Aprons and slopes to be rip-rapped will
be excavated as shown on the Plans or as designated by the
CAO. The foundation bed will be fine graded to form a uniform and
even surface. Granular filter blankets or filter fabrics when required
by the CAO will be placed as specified by the CAO. A thin lift of
fine grained material will be placed over filter fabric to prevent
damage to the fabric by the stones.
H-8
�� rieehi2� SECTION H
� cnty STORM WATER DRAINAGE SYSTEMS
2. Application of rip-rap
i) Hand placed rip-rap: The stones, boulders or quarry rocks will
be placed by hand to conform to the lines and grades as
shown on the Plans or designated by the CAO. The stones will
be firmly bedded into the bed and against adjoining stones
and smaller stones used to fill in the voids. Hand placing will
generally be designated for Normal Stone Rip-Rap.
Machine placed rip-rap: The stones, boulders or quarry rocks
will be sorted and placed by machine to produce a uniform
blanket or rip-rap conforming to the lines and grades shown
on the Plans or designated by the CAO. The equipment used
will be capable of handling and positioning individual rip-rap
particles. Machine placing will generally be designated for
Heavy Stone Rip-Rap and Armour Stone Rip-Rap.
ii) Random rip-rap: The stones, boulders or quarry rock will be
dumped onto the surface to be rip-rapped and sufficient hand
and/or machine work will be done to produce a uniform mat
conforming with the lines and grades shown on the Plans or
designated by the CAO. Random placing may be designated
for all types of stone rip-rap.
iii) Sacked concrete rip-rap: The CAO will establish the mix
design for the concrete to be used and it will be based on a
minimum compressive strength of fourteen (14) MPa after 28
days. Each burlap sack will be filled with at least forty (40) kg
of concrete and securely stapled or tied with wire ties. Within
one half hour after mixing of the concrete, the filled sacks will
be placed in their final position on the prepared base and
packed into conformance with the base and the adjacent
sacks already in place. The pattern to which the sacks are laid
will be as required by the Plans or as designated by the CAO.
Following placing, the sacked concrete rip-rap will be kept
moist for 24 hours by sprinkling or by covering with at least
one hundred (100) mm thickness of moistened earth.
H4 DITCHES
H4.1 Cross Section Elements for Ditches:
• Sideslope and backslope of channels or ditches will be 3:1
minimum.
• For a flat bottom ditch, the minimum width will be 1 m for local and
collector roads and a minimum of 3 m for arterials, unless otherwise
H-9
hill SECTION H
C my STORM WATER DRAINAGE SYSTEMS
approved by the Municipal Engineer.
• Minimum depth of ditch will be 1 m.
• All drainage channels will be topsoil and seeded. In channels,
ditches and slopes that are highly susceptible to erosion, sodding
will be provided, or other erosion treatments as recommended by
the Developer's Engineer and approved by the County.
H4.2 Ditch Checks
Ditch checks are required for any ditch that has a 4% or greater grade.
This ditch check will be considered as part of the design of the
subdivision and addressed in the storm water management plan.
Ditch checks will be of a permanent nature and will be maintained by
the Developer until final acceptance of the subdivision of the
Municipality. The distance between ditch checks will be a minimum of
5 m from any culvert invert; and have a maximum spacing of 20 m.
Ditches with grades exceeding 3% must include erosion control design
measures.
H5 GRADING
H5.1 General:
The intent is to achieve a proper balance between the street elevation,
building grade elevation, surrounding development and existing
topography. Basic to the grading design of lots is the selection of the
proper building plan to meet and complement the land it is situated on.
Site grading will be done to ensure proper drainage of private
property and to establish an adequate drainage system for the entire
development.
The criteria recommended for the major system are:
• provide a level of protection for the 1-in-100 year frequency;
• no damage to structures due to flooding; and
• continuous road grades or overflow easements to open areas.
H-10
hill SECTION H
C my STORM WATER DRAINAGE SYSTEMS
H5.2 Design:
Lot Grading (Urban Conditions)
i) The finished grade elevation at buildings are to be based
upon CMHC guidelines found under "Finished Grade
Elevation at the Building for Residential Lots".
ii) Back-to-front drainage must be the standard practice in
laneless subdivisions. They must be graded to achieve a
minimum slope of 2% or greater away from buildings
and along the lot lines. Provisions must be made to keep
the runoff at least 3 meters away from buildings where
practical.
iii) Split drainage or front-to-back drainage may be allowed
when a road, lane or public right-of-way exists at both
the front and back of the lot, or as approved otherwise
by the County.
iv) Reserves and public lands will be graded to drain
towards developed roadway, lanes and/or the storm
drainage system according to a specific landscape or
site plan submitted by the Developer and approved by
the County.
v) The construction of all overland drainage control will be
completed to the satisfaction of the County, in
accordance with approved plans, prior to the issuance of
the construction completion certificate for storm
sewer mains.
H6 PLANS
H6.1 General:
All construction plans will conform to the standards outlined in Section B
of this Manual.
H6.2 Plan Submission:
A description of existing and proposed storm sewer facilities and areas
served must be submitted, including the following information as
required:
• Soils reports.
• Stormwater Management Design Report.
H-11
�� rieehi2� SECTION H
- c linty STORM WATER DRAINAGE SYSTEMS
• Storm flow computations (including catchment areas) using the
Rational Method and/or computer modeling analysis.
• Approved drawings for all crossings.
Prior to the issuance of the Final Acceptance Certificate, the
following will be submitted:
• Recent plans.
• Maintenance & operations manuals.
• Video inspection reports.
• Registered easements and caveats.
H6.3 Detail Plans:
At least four (4) copies of the Plans as amended will be supplied to the
County after final approval, before any construction work will be
authorized. Plans and profiles will show:
• Location of streets and storm sewers within same.
• Details of all storm sewer appurtenances (special manholes or
junctions, inspection chambers, inverted siphons, sampling
devices, weirs, etc.)
• Details of special protection for pipe where high velocities are
encountered.
• Drawings for crossing permits for any oil, power, gas, or other
transmission lines or railways.
H-12
ZCritehnityll
cou
SECTION " I "
SERVICE
CONNECTIONS
.r iZZ SECTION
Co my SERVICE CONNECTIONS
11. GENERAL
The sizes and locations of all services will be subject to the approval of the
County. The scope of the work described herein pertains only to that
portion from the connection at the main to the property line.
If this specification does not cover an area of concern regarding sewer and
water services, the onus will be upon the Developer to make
recommendations and present alternative corrective measures based on
sound economic, engineering, environmental, operational, and
maintenance criteria for approval by the County. All specifications and
standards noted herein will refer to the latest revision thereof.
12. SPECIFICATIONS FOR SEWER &WATER SERVICE
CONNECTIONS
12.1 Minimum Requirements:
• Size of Service - The minimum diameter of service connections to a
single family dwelling will be as follows:
i) Sanitary Service 100 mm
ii) Water Service 25 mm
Services of sizes larger than these will be required where deemed
necessary by the County as the length of service pipe (> 20 m) or other
conditions warrant. Where more than one service is required, the sizes
and locations must be approved by the County. A 20 mm water service
line is acceptable where Type "K" copper tubing is used.
No water service exceeding 50 mm in diameter will be permitted
unless approved otherwise.
• Grade - The minimum grade on a sanitary sewer service will be
2.0%, unless approved otherwise.
• Tie-in to Main - The sewer connection will be by means of an in-line
"wye" or "tee" for new installations, or by means of a saddle at the top
gradient of the main for tie-ins to existing lines. Water services 50 mm
and smaller will be tapped at the top gradient of the water main, under
pressure. The maximum size of tapping without the utilization of service
clamps will be:
I-1
hiZZ SECTION
Co my SERVICE CONNECTIONS
i) 25 mm tap on 150 mm and 200 mm main
• Bends - The long radius type or a combination of 22-1/2° bends and
straight pipe will be used when bends are required.
12.2 Sewer Service:
Unless specified otherwise in the Development Agreement the
minimum design standards and guidelines will be in accordance with
the Alberta Environment Standards and Guidelines.
12.3 Water Service:
Unless specified otherwise in the minimum design standards and
guidelines will be in accordance with the Alberta Environment
Standards and Guidelines.
Separate water service connections shall be provided for each titled
lot.
Connections for all water services shall be installed at the time of initial
subdivision development.
13. CONSTRUCTION
See Construction Requirements as provided in Section J — Utility
Construction.
13.1 Installation Requirements:
• Location - Where the water service is 50 mm or smaller in size
(continuous length), it will be laid in the same trench as the sanitary
service to the right of the sanitary service when facing the property.
Water services 100 mm or larger in size will be laid in a separate trench
and at a minimum separation of 3.0 m from any sewer service (typical),
and 1.800 m from any other utility.
• Depth - The minimum depth of cover at the property line will be 2.90
m. Where services are required to connect to mains in excess of 4.25 m
in depth, risers will be installed and firmly supported and anchored to
the trench wall.
• Bedding. - Class "B" - Method of bedding in which the pipe is set in
compacted sand, as specified, on a trench bottom shaped to fit the
1-2
iZZ SECTION
Co my SERVICE CONNECTIONS
pipe. The pipe is entirely encased with sand to a minimum of 300 mm
above its top in layers not exceeding 150 mm in thickness.
• Backfill - Sand bedding is to be placed over the full width of the trench
and tamped in maximum compacted lifts of 150 mm to a level 300 mm
above the crown of the highest service point in the trench. The balance
of the backfill will be machine placed native or imported material in
maximum compacted lifts of 300 mm. The backfilling around curb stops
will be done by hand tamping to the finished grade.
• Marker Post - A blue painted stake 50 X 100 X 1200 mm in size with 600
mm protruding above ground will be placed directly behind the curb
stop and/or sanitary stub.
• Tapping - The utmost care will be exercised in tapping the mains for the
connection of services. Watermains will be drilled and tapped under
pressure by means of a tapping machine and the corporation main stop
threaded in by a tapping machine. The minimum allowable distance
between adjacent main stops will be 600 mm and the minimum
allowable distance between a main stop and an adjacent coupling or
collar will be 300 mm.
• Bends - On sanitary services long radius type bends or a combination
of 22-1/2° bends, straight pipe will be used. This is to facilitate rodding
in case of blockage. For a water copper service, there will be a
minimum of one gooseneck bend near the main stop and an additional
gooseneck at each sewer crossing. The circular cross-section of the
pipe is to be maintained.
• Curb stops - All residential service valves to pre-serviced residential lots
will be installed 300 mm back from the property line (or easement line),
complete with curb stop, box, and rod. Curb stops are to be placed
according to the indicated direction of flow. Curb stop and valve casings
will be placed plumb over the curb stop and a check will be made after
backfilling that the curb stop is operational. Caps for the casings will be
placed so as to be flush with the finished grade. Curbstops shall be
located as such that they do not conflict with driveway locations and
shall not be placed within concrete sidewalks or driveways.
• Water meters — all connections shall be metered. Type of meter will be
determined by the County. Meters must be placed in a frost free
location or where applicable the County may request or use a meter
lift.
1-3
.r iZZ SECTION
Co my SERVICE CONNECTIONS
i) Meter lifts, if required, are to be Plainsman Model 18 Meter lift
or similar quality to be approved by the County. Parts
configuration will be determined upon any needs of the service
connection (ie flow central,
13.2 Record Drawings:
Legible grade sheets for service connections will be provided to the
County prior to the commencement of work. Accurate records of GPS
locations including survey information of the elevations and locations of
the service pipe, fittings, curb, and main stops with respect to property
lines and street locations will be provided upon completion of the work.
A table providing information on each service will be placed on the plan
profile drawing of the respective service as required in Section C -
Engineering Plans and Drawings.
1-4
¶21eehull
SECTION "J "
UTILITY
CONSTRUCTION
. t eh• SECTION J
Cafinty UTILITY CONSTRUCTION
J1 CONSTRUCTION
J1.1 Materials:
The requirements for this section will also apply to sanitary sewers as
appropriate.
All materials used for storm sewer mains will be of the approved
standards as listed herein or the latest revision thereof:
• Non-Reinforced Concrete Pipe - The non-reinforced concrete pipe will
conform to the Standard Specification "Non-Reinforced Concrete
Sewer (ASTM C14)", designed for flexible rubber gasket joints to
ASTM C443. Sulfate resistant cement will be used.
• Reinforced Concrete Pipe - Reinforced concrete pipe will conform to
the Standard Specification for "Reinforced Concrete Sewer-Storm
Drain and Culvert Pipe (ASTM C76)", designed for flexible rubber
gasket joints to ASTM C443. Sulfate resistant cement will be used.
• Poly Vinyl Chloride (PVC) Pipe - PVC pipe will conform to the
Standard Specification for "Type PSM Poly Vinyl Chloride (PVC)
Sewer Pipe and Fittings (ASTM D3034)", CAN 3 — B182.1 and CAN 3
— B182.2 - minimum Class SDR 35, separate gasket and intergraded
bell system. Joints will meet the Standard Specification "Joints for
Drain and Sewer Plastic Pipes using Flexible Elastomeric Seals
(ASTM D3212)." Pipe may be any colour except blue.
• Ultra-Rib PVC Pipe - Will conform to ASTM F794 and Uni-bell B-9,
and fittings will conform to CSA B182.4 specifications. Pipe may be
any colour except blue.
• Manhole and Catchbasin Barrels, Cones & Rings - Manhole and
catchbasin sections will conform to the Standard Specification for
"Precast Reinforced Concrete Manhole Sections (ASTM C478)". All
manhole barrels will be a minimum of 1200 mm inside diameter and
all cones will be eccentric. Reducing rings or slabs may be used.
• Manhole Frames & Covers - Manhole frames and covers will be of
cast iron conforming to Class 20, ASTM C48 and have at least four
(4) lift holes.
• Manhole Steps - Manhole steps will be standard safety type of hot
dipped 20 mm (3/4") galvanized iron spaced at 400 mm (maximum)
distance.
J-1
. t eh• SECTION J
Cafinty UTILITY CONSTRUCTION
• Manhole Bases - Manhole bases will be reinforced precast slabs,
vault, or precast tees (reinforced). The concrete base is to be of a
minimum of 150 mm in thickness constructed on compacted granular
material or undisturbed native material. Perched manhole bases will
be a minimum of 200 mm in thickness.
• Catchbasin Leads - corrugated steel pipe, 1.6 mm wall thickness
conforming to CAN 3-6401 with watertight couplers with rubber
gaskets conforming to ASTM C361 M, or ultra-rib PVC pipe and
fittings meeting CSA B182.4, ASTM F794 and uni-bell Uni B-9, with a
minimum pipe stiffness of 320 kPa as measured in accordance with
ASTM D2412.
J1.2 Aggregates:
Note: The requirements for this section will also apply to sanitary
sewers, watermains, and other utility pipe installation.
• Bedding Sand - All bedding sand must be clean and meet the
following requirements:
Sieve Size Passing % Passing, By Mass
2500 100
630 60 ore more
315 30 or less
160 20 or less
• Mortar Sand - All mortar sand will be clean, contain no deleterious
material, and conform to CAN 3-AS-M, Sulphate resistant (type 50).
• Washed Rock - Washed rock must be washed and will contain no
deleterious materials or other impurities and will meet the following
grading requirements:
Sieve Size Passing % Passing, By Mass
25,000 100
5000 10
80 2
• Backfill Sand & Gravel - Sand and gravel used for backfill will be
well graded and approved by the County before use.
• Concrete - Concrete will meet the specifications outlined in Section
G - 8 Transportation, and other applicable sections of these
J-2
. t ehiUU SECTION J
Cafinty UTILITY CONSTRUCTION
standards. Sulfate resistant cement will be used unless otherwise
approved.
• Developer's Responsibility for Material - Only approved materials
are to be incorporated into the Work. The Developer will be
responsible for all materials furnished by them and will produce
certification by an independent testing authority that the materials
used conform to the standards. The Developer will be responsible
for the safe transit, delivery, and storage of all materials.
Unapproved materials will be removed and replaced with
acceptable materials, all at the Developer's expense.
J1.3 Excavation: (Refer to Drawing H-02 in Appendix C)
Note: The requirements for this section will also apply to sanitary
sewers, watermains, and other utility pipe installation.
• The trench will be excavated to the line and grade stipulated on the
Contract drawings to a depth necessary to accommodate the
bedding. The base under each bell must be hollowed sufficiently to
allow bearing throughout its entire length. Where the trench has
been excavated, it must be properly refilled to the corrent level with
approved material, properly compacted. The Developer will not
use blocks or any other such items to raise the pipe to the required
elevation, unless concrete bedding is being used and with the
approval of the County. The trench will be braced and drained
when necessary. Adjacent property will be protected at all times.
• Trench walls will be vertical to 300 mm above the top of pipe.
• The maximum trench width for single pipe will be:
Pipe Diameter Max. Trench Width
Less than 750 mm diameter O.D. + 450 mm
750 mm diameter or larger O.D. + 600 mm
J1.4 Bedding: (Refer to Drawing H-03 in Appendix C)
Note: The requirements for this section will also apply to sanitary
sewers, watermains, and other utility pipe installation.
The pipe will be laid in the class of bedding shown on the plans as
specified herein.
J-3
. t ehiUU SECTION J
Cafinty UTILITY CONSTRUCTION
• Class "A" - Method of bedding on which the lower part of the pipe
exterior is set in concrete of suitable thickness to encase at least
one quarter of the pipe diameter for the full trench width.
Compacted sand will be placed to a minimum depth of 300 mm
above the top of the pipe.
• Class "B" - Method of bedding in which the pipe is set in
compacted sand or gravel, as specified, on a trench bottom
shaped to fit the pipe. The pipe is entirely encased with sand to a
minimum of 300 mm above its top in layers not exceeding 150 mm
in thickness. Depth of bedding below the pipe to be a minimum of
75 mm for 675 mm diameter pipe or smaller at 100 mm for pipe
750 mm diameter or greater.
• Class "C" - Method of bedding in which the pipe is placed on an
earth foundation shaped to fit the lower part of the pipe. The
remainder of the pipe is encased in sand, compacted to a height of
at least 150 mm above the top of pipe.
• Class "D" - Method of bedding in which the foundation is not
shaped to fit the lower part of the pipe but the pipe must be evenly
supported throughout its length (except for the pipe bells).
J1.5 Pipe Laying:
Note: The requirements for this section will also apply to sanitary
sewers, watermains, and other utility pipe installation.
• Install pipe to the prescribed grade in accordance with
manufacturer's standard instructions and specifications.
• Pipe will not be deflected either vertically or horizontally in excess
of that recommended by the manufacturer.
• All jointing will be made between clean pipe ends.
• The trench must be kept dry during pipe laying operations and no
water will be allowed to drain through the newly laid pipe for at least
two hours where mortar joints have been used.
• When pipe laying is not in progress, the open ends of installed pipe
will be closed by an approved plug or cap to prevent entrance of
trench water and/or any foreign or other material into the line.
• Adequate backfill will be placed on the pipe to prevent floating. Any
pipe which has floated will be removed from the trench and be re-
J-4
iii SECTION J
C nty UTILITY CONSTRUCTION
laid as directed by the County.
• No pipe will be laid in wet trench conditions that preclude proper
bedding or on frozen trench bottom or when, in the opinion of the
Engineer, the trench conditions or the weather are unsuitable for
proper installation.
• Each cast iron valve, hydrant, or fitting will have a bell with an
inside profile such that a seal can be made between the machined
pipe end and the bell with a rubber ring. Fittings used with PVC
pipe will be manufactured with a TYTON joint.
• Before laying valves, hydrants, or fittings, all lumps, blisters, and
excess coating will be removed from the bell. The inside of the bell
will then be wire-brushed and both the inside of the bell and the
spigot end of the pipe wiped clean and dry. All surfaces to be joined
will be kept clean until joints are made.
• All bell and spigot joints will be sealed with rubber rings, unless
otherwise approved in writing by the County. All defective joints will
be cut out and entirely replaced with new material.
• The cutting of pipe for closure to fittings, valves, and other reasons
will be done in a neat and workmanlike manner, without damage to
the pipe and so as to leave a smooth end at right angles to the axis
of the pipe. Pipe cutting for valves and fittings will be done
accurately so as to bring all valves and fittings to their correct
positions. Cut standard pipe used with rubber gasket joints will be
field machined and chamfered as required by the manufacturer's
instructions.
• Upon completion, the storm sewer must be thoroughly cleaned.
J1.6 Backfilling & Compaction:
Note: The requirements for this section will also apply to sanitary
sewers, watermains, and other utility pipe installation.
• General - Backfill material will be the soil excavated from the ditch
or trench although sand or gravel may be substituted for poor
existing soils. All backfill material will be subject to approval by the
County. If possible, the excavated material will be placed back in
the ditch in the vertical and horizontal order in which it was
excavated. Backfill will be placed in uniform lifts not exceeding 300
mm loose depth. Where clay is used as backfill material, its
J-5
SECTION J
C nty UTILITY CONSTRUCTION
moisture content will not exceed the Plastic Limit by more than
fifteen percent (15%).
Under no circumstances will backfill material within roadways
contain ice, snow, straw, organic or frozen, or other deleterious
material be used.
• Densities
i) Prior to Street Construction - All excavations under proposed
carriageways, sidewalks, street lights, or other similar surface
structures will be backfilled and compacted to minimum
density of not less than 98% of the maximum standard Proctor
Density, or as otherwise approved by the County. Backfill will
be placed in uniform lifts not exceeding 300 mm loose depth.
A minimum of two density tests per 100 lineal meters of trench
per 1.5 m of compacted backfill depth will be taken. Additional
tests may be called for as deemed necessary. Any free water
in a trench will be removed prior to placing additional lifts.
ii) Under Existing Carriageways - All excavations under existing
carriageways, sidewalks, lanes, or other similar surface
structures will be backfilled to meet the following
specifications:
1. 300 mm or more below final grade - compaction in
this zone will be compacted to minimum density of
not less than 98% of the maximum standard Proctor
Density.
2. 0 - 300 mm below final grade - compaction in this
zone will be to a minimum of 100% of the maximum
standard Proctor Density and based on a minimum
of two field tests per 100 lineal meters of trench of
compacted backfill. Backfill will be placed in uniform
lifts not exceeding 150 mm compacted depth.
• Adiacent to Existing Carriageways - All material 300 mm below the
finished grade will be compacted to a density not less than 95% of
the maximum density of a five point Standard Proctor Compaction
Test and based on a minimum of one field test per 150 lineal meters
of trench for each 1.5 meters of compacted vertical backfill.
• Sand or Gravel Backfill - Sand or gravel backfill will be compacted to
meet the following density requirements:
J-6
SECTION J
C nty UTILITY CONSTRUCTION
i) 300 mm or more below grade - the minimum acceptable
density will be 98% of the maximum standard Proctor
Density.
ii) 0 - 300 mm below grade - all sand or gravel in this zone
will compact to 100% of the maximum standard Proctor
Density.
• Water Flushing - Water flushing will be permitted only under special
circumstances, as approved in writing by the County.
• Testing - For all density tests indicating insufficient compaction, two
more density tests, proportionately representative of the ditch length
tested, will be taken at that depth. If the average of the three tests is
below the required density, the area of deficient density will be re-
excavated and re-compacted to meet the specified density.
Densities greater than 100% will be deemed to be at 100% for
calculating the average of the three tests.
J2 INSPECTION
Note: The requirements for this section will also apply to sanitary sewers,
watermains, and other utility pipe installation.
J2.1 General:
All excavating, laying, joining of pipes, backfilling, and completion of all
works will be subject to inspection by the County's authorized
representatives. Unsatisfactory conditions will be remedied at the
Developer's expense. All equipment, tools, and labor for testing will
also be provided by the Developer at their expense.
J2.2 Video Sewer Inspection:
Prior to the Construction Completion Certificate Inspection,
televising of all storm sewers will be completed. A video tape and
written report will be submitted to the County. A written report
indicating any deficiencies and recommending repair measures will be
prepared within sixty (60) calendar days from the date of issuance of a
Construction Completion Certificate.
J-7
iii SECTION J
C nty UTILITY CONSTRUCTION
J3 CULVERTS, STORM WATER POND FACILITIES &SPECIAL
STRUCTURES
J3.1 Culverts:
• Culverts will be placed so that the minimum distance from the
finished grade of the roadway to the top of the pipe will be not less
than one-half the diameter of the pipe or a minimum of 300 mm,
whichever is greater, unless approved otherwise.
• A trench will be excavated to the required depth and grade with the
bottom shaped to conform to the bottom of the pipe to afford a firm
and uniform bearing over the entire length of the culvert. If the
material in the bottom of the excavation is unsuitable, the trench will
be dug 100 mm below the grade as ordered, and backfilled with
approved granular material and thoroughly tamped, or otherwise
compacted, to ensure an unyielding foundation.
• Where the trench is in solid rock or other hard material, it will be
excavated to a depth of at least 100 mm below the grade
established for the bottom of the pipe. This additional excavation will
be backfilled with suitable material in such manner as to ensure a
uniform bearing for the length of the culvert.
• Selected backfilling material, free from stones, frozen lumps, and
other deleterious material, will be placed under and around the pipe
and thoroughly tamped or otherwise compacted in place. The trench
will be completely filled and the pipe covered to a depth of at least
300 mm with hand placed and properly compacted material before
the construction of the embankment over the culvert proceeds.
• If a trench is not required, the culvert pipe will be laid true to line and
grade, on a bed that is uniformly firm throughout its entire length,
and the backfilling, a minimum 100 mm granular over the pipe, will
be completed as specified in the preceding paragraph.
• When using corrugated pipe, the pipe will be laid in the trench with
the separate sections firmly joined together and with outside laps of
circumferential joints pointing upstream and with longitudinal laps on
the side. Corrugated pipe will be so handled as to prevent bruising
and scaling. In no case will pipe culverts be dragged on the ground.
J-8
. t eh• SECTION J
Cafinty UTILITY CONSTRUCTION
• Where it is necessary to remove any existing culvert or structures
from the grade or right-of-way, the Developer will carefully remove
and pile or place the materials as directed by the Engineer.
• All drainage culverts will be rip-rapped at both inlet and outlet. The
size and type of rip-rap will conform to good engineering practice
and acceptable to the County.
• Minimum size of roadway culvert will be 600 mm (wall thickness 1.6
mm or as required by the loading criteria).
• Minimum size of entrance culvert will be 400 mm (wall thickness 1.6
mm or as required by the loading criteria).
J3.2 Storm Water Pond Facilities:
• Detention facilities will be designed as part of both the minor and
the major drainage systems. They must control the peak runoff
conditions for events up to the 1-in-100 year return period.
• Detention facilities become municipal property. The need for a
specific detention facility will require the approval of the County. In
assessing the need for specific detention facilities, the Engineer
must consider the impacts of uncontrolled drainage.
• The ratio of land area for open space use around the pond will be
twice the area of the water surface for the 1:100 year runoff event,
unless approved otherwise.
• Soils investigations specific to the detention facility will be
undertaken to determine appropriate design factors. Where the
facility is sited above a shallow aquifer or high water table, the
potential for groundwater contamination must be minimized.
• Wet pond detention facilities must be constructed in impervious
soils to minimize water losses during dry weather periods.
Intruding silt, sand, or gravel seams must be sealed off.
• Where a detention facility is to have multiple functions, its design
must consider the aesthetic implications of shape, grading,
landscape features, and use.
J-9
SECTION J
C nty UTILITY CONSTRUCTION
• An emergency overflow system will drain to a receiving
watercourse, or outlet acceptable to the County, for storms
greater than the 1:100 year event.
• The effects of the maximum pond water levels will be considered
in the design of the minor system and lot grading. The crown
elevations of the pipes in the first manhole upstream of a facility
will be at or above the maximum detention pond level during the
1:5 year storm event.
• The maximum water level fluctuations for detention ponds in
residential areas during the 1:100 year storm event will be 2.0 m.
All inhabited building space, including basements, will be
constructed above the 100 year flood level.
• In design, wet ponds (retention) will:
i) be located at local low points or adjacent to an existing
water course;
ii) have a minimum depth of 2.4 m at normal water level;
iii) have side slopes no steeper than 3:1 from the bottom of
the pond to 1 1/2 m below normal water level; from here to
5 m (horizontal) beyond the 100 year flood level the side
slopes will be no steeper than 7:1 (a slope of 4:1 will be
considered if appropriate slope protection is constructed);
iv) have inorganic shoreline treatment for 1.5 m horizontal
below and 3.0 m horizontal above the normal water level
(the edge treatment will be compatible with adjacent land
use and consider safety, maintenance, access, and
erosion reduction);
v) have inlets and outlets submerged below ice level and
above the level of anticipated sediment accumulation
(the invert will be at least 1 m below normal water level);
vi) have provision for sediment accumulation at the points of
inflow, and for the later removal of the sediment;
vii) address all safety issues;
viii) have no dead bay areas;
ix) have an annual volume exchange at least twice per year;
x) have an inspection manhole located no greater than 18 m
from shore on both the inlet and outlet lines; and
J-10
SECTION J
C nty UTILITY CONSTRUCTION
xi) have a 0.3 m freeboard between the 1:100 year water
level and area basements.
• In design dry ponds (detention) will:
i) be off-line storage areas designed to temporarily detain
excess runoff and thereby reduce the peak outflow rates
when a greater than 1:5 year rainfall event occurs;
ii) have a low flow bypass for flows from minor events and
be designed to meet current Alberta Environment
guidelines. The maximum depth of storage in a dry pond
for a 1:100 year rainfall event will be 1.5 m;
iii) have a pond bottom graded to a minimum grade of 1.0%
and will properly drain all areas after its operation;
iv) be designed to have a maximum side slope of 5:1
(vertical) unless otherwise approved by the County;
v) all inlet and outlet structures of the pond will have grates
and accompanying hardware of corrosive resistant metal
over their openings to preclude access by children and
animals. These structures will be designed for a hydraulic
capacity of twice the required capacity and address all
safety and maintenance issues (particularly during
operation);
vi) roadways can be considered as a temporary storage
facility for major storm events as long as the ponding
does not cause flooding of adjoining properties;
vii) the Developer will provide equipment and
documentation as required by the County for the
maintenance of the storm water ponds;
viii) the pond's perimeter may require fencing in a manner
approved by the County; and
ix) have a 0.3 m freeboard between the 1:100 year water
level and area basements.
J3.3 Outfalls:
• Obverts of outfall pipes will be at least 150 mm above the 1:5 year
flood level in the receiving watercourse. Inverts of outfall pipes will
be above the winter ice level. Otherwise, outfall pipes will be
submerged below the bottom of ice level. In addition, outfalls will
be located to avoid damage from moving ice during breakup.
J-11
iii SECTION J
C nty UTILITY CONSTRUCTION
• Drop structures, slope protection material and energy dissipaters
will be used where necessary to prevent erosion.
• Facilities must be provided which will prevent entry by children and
animals.
J3.4 Receiving Waters:
• Measures must be incorporated in new developments to prevent
any increase in the amount of downstream erosion.
• If a development causes downstream erosion despite the use of
on-site peak runoff rate controls, appropriate mitigating measures
are to be taken in the downstream areas.
• Preservation of watercourse aesthetics and wildlife habitat must be
considered in erosion and bank stability work.
J-12
C� n APPENDIX A
DEFINITIONS
Adjacent refers to those lands next to the Development or subdivision area
and includes those lands severed by a road, utility right-of-way,
railroad, river, stream, reserve lands, or other means of natural
barrier.
Applicant shall mean a person or entity that has applied for approval of a
proposed subdivision or Development application, whether as the
owner or an agent for the owner of the land included therein.
ASTM shall mean the American Society for Testing and Materials
AWWA shall mean the American Water Works Association
Chief Administrative shall mean the Chief Administrative Officer or designate is known as
Officer (CAO) the CAO of Kneehill County.
Consulting Engineer Shall mean the professional engineer and/or firm employed by the
County to provide independent expertise in engineering, science and
related areas to governments, industries, developers and
construction firms.
Construction Completion shall mean a certificate issued pursuant to the Development
Certificate (CCC) Agreement and shall be in the format as attached to the
Development Agreement. The Construction Completion Certificate is
issued by the Developer's Engineer and accepted by the County
upon completion of the municipal improvements, certifying that the
work is complete and in accordance with the provisions of the
contract.
Contractor shall mean any person, persons, or corporation, which shall
undertake the construction of municipal improvement on behalf of the
Developer.
Council shall mean persons duly elected to the Council of Kneehill County
County shall mean the municipality of Kneehill County in the Province of
Alberta as represented by the Council of Kneehill County.
County Property i) any Property owned or leased by the County developed for use as
public park, sports field, playground, or other recreational area;
ii) un-developed reserve land as either; reserve, municipal reserve,
school reserve, environment reserve, or combination of reserves;
iii) municipal right-of-way including all forms of public roadways
(roads, lanes streets, highways) sidewalks, boulevards, road
allowances, utility right-of-ways, public spaces undeveloped right-of-
1
ways and stormwater management facilities, bridges, culverts, and
public utility lots (PULs);
iv) any Property developed as a pathway or park trail system, within
any land owned or leased by the County;
v) any Property owned or titled to the County including buildings,
structures, and parking facilities.
CSA shall mean the Canadian Standards Association (CSA).
Developer shall mean the proponent of a land Development proposal, or the
Owner as defined in the Development Agreement.
Development Approving shall mean that person(s) designated and known to be the
Authority(s) Development Authority to exercise the duties and powers and
perform the functions prescribed in the Land Use Bylaw pursuant to
the municipality.
Developer's Engineer shall mean a qualified Professional Licensee (Engineering) - P.L.
(Eng.), Professional Technologist (Engineering) - P.Tech (Eng) or a
Professional Engineer— P.Eng. who is licensed to practice
engineering in the Province of Alberta with membership with ASET or
APEGA, retained by the Developer for the preparation of design,
reports, studies, engineering drawings, specifications, and all other
documents associated with the design and for provisions of
engineering supervision of the construction of the Municipal
Improvements associated with the Development.
Development Area shall mean the lands as described in the Development Agreement.
Development i) an excavation or stockpile and the creation of either of them,
ii) a building or an addition to or replacement or repair of a building
and the construction or placing of any of them on, in, over, or under
land,
iii) a change of use of land or a building or an act done in relation to
land or a building that results in or is likely to result in a change in the
use of the land or building,
iv) a change in the intensity of use of land or a building or an act
done in relation to land or a building that results in or is likely to result
in a change in the intensity of use of the land or building.
External Road means any public road which is not an Internal Road or provincial
highway.
Final Acceptance shall mean a certificate issued pursuant to the Development
Certificate (FAC) Agreement and shall be in the format as attached to the
Development Agreement. The purpose of the Final Acceptance
Certificate is to transfer responsibility for a municipal improvement to
the County upon expiry of the warranty period.
2
General Design shall mean the General Municipal Servicing Standards as amended
Standards by the County and approved by the Municipal Engineer for
construction and installation of the Local Improvements.
Geotechnical Report shall mean a document prepared by an Engineer, Geological, or
Geophysical Professional licensed to practice in the Province of
Alberta and that bears the seals or stamps signed and dated by the
professional in accordance with the enactments that govern their
profession.
Grading shall mean to level or grade the Development Area to a desired
vertical and horizontal gradient.
Internal Road means a public road, the primary function of which is to provide
access to individual sites within a multi-lot subdivision, with the
exception of mobile home communities or bare land condominium
Developments in which case the Internal Roads are privately owned.
Maintenance shall mean the Developer shall only be responsible for defects and
deficiencies in materials or workmanship and any failure of the Local
Improvements to comply with the General Municipal Servicing
Standards and the Plans and Specifications.
Municipal Engineer shall mean the professional engineer(s) and/or firm employed by the
County to review, inspect, and recommend approval or rejection of
the work proposed or performed by the Developer under the terms of
the Development Agreement.
Municipal or Local shall mean the installation of municipal services, internal or external
Improvements to the development area, including, but not limited to, roads,
walkways, water and sewer systems, storm sewer and stormwater
management systems, landscaping, street lighting, power, gas and
telecommunication, signage, fencing, and other improvements as
required and specified in the Development Agreement which shall
become the Property of the County to operate and maintain as
described in the development agreement.
Order shall mean an order issued under the Land Use Bylaw in accordance
with the Municipal Government Act. Or an order issued under
provisions of other municipal bylaws and the governing Provincial
Act.
Permit, Building shall mean a certificate or document permitting the construction or
alteration of a building or structure which constitutes part, or all, of
the specified Development. The permit issuance is in accordance
with the minimum requirements of the Alberta Building Code.
Permit, Development shall mean a certificate or document permitting a specified
Development and includes, where applicable, a plan or drawing, or a
set of plans or drawings, specifications or other documents as
authorized by the Development Approving Authority to proceed with
the specific Development.
3
Person shall mean one or more individuals, partnerships, corporate bodies,
unincorporated organizations, government body, trustees, executors,
administrators or legal representative other than those of the County
or its legal counsel.
Plans and Specifications shall mean plans, specifications, material lists, and performance
criteria for the Local Improvements approved by the Municipal
Engineer covering design, construction, and installation of the Local
Improvements.
Private Property shall mean land owned by a person, group, corporation, or entity that
is not a government body.
Private Sewage Disposal shall mean a system for the on-site treatment and/or disposal of
System sewage and includes all components downstream of a point starting
1.8 m (6 ft.) or less, upstream of any septic tank, packaged sewage
treatment plant, sewage holding tank, or the berm of a sewage
lagoon but does not include a building drain.
Property shall mean any land, building, structures, or premises including any
personal Property located on, over, or in the Property that is located
within the municipal boundaries of the County.
Suitable Development shall mean any lot created by subdivision for either single or multi lot
Area Development that is suitable for its intended purpose or use and can
be serviced either by private water or sanitary systems or by
municipal services.
Unauthorized Use shall mean the use of County Property either by constructing, storing,
landscaping, erecting, placement, or removal of any structure, item,
or thing on, over, or in County Property without written authorization
from the County:
i) The placement of surface structures such as a driveway, parking
area, walkway, patio, deck, stairs, or retaining wall;
ii) Permanent buildings, relocatable structures or accessory
structures such as a detached garage, barn, shed, greenhouse, lean-
to, composter;
iii) Landscaping including fencing, fire pits, or fire wood storage, the
addition or removal of vegetation or a use that interferes with the
growth of vegetation;
iv) Installation of Utilities, antenna, satellite receiving dish or other
telecommunication facilities;
v) Storage of vehicle(s) or trailer(s) or off-road equipment, building
material, rubble, stockpiles, debris, or chattel;
vi) Site drainage including the use of pipes, culverts, catch basins,
ditches, swales, sump drainage, dry wells, sewage disposal systems,
detention ponds, or related ancillary structures,
vii) Digging, cutting excavating, or filling.
4
Units of Measurement the standard unit of measurement is metric and any reference to
imperial measurement units is for convenience purposes only.
Utilities shall mean those Utilities together with all necessary appurtenances
which are described in Schedule E of the Development Agreement.
Utilities, franchise shall mean those Utilities provided by a service company such as;
electrical service, natural gas, telephone, or cable television.
Warranty Period shall mean the Warranty Period as defined in the Development
Agreement and will be for a minimum term of two (2) years from the
date of issuance of the Construction Completion Certificate (CCC).
The Development Agreement will include wording to allow the
County to extend this Warranty Period up to a term of five (5) years if
performance issues arise during construction or during the Warranty
Period that require remediation.
Industry Minimum — 2 years
Residential Minimum — 1 year
Commercial Minimum — 2 years
5
STANDARD UNITS AND ABBREVIATIONS
The following units and abbreviations can be found throughout this document:
Percent
Kilograms kg
Pounds lb
Tonnes t
Metre m
Millimetre mm
Foot ft.
Kilometre km
Thousandths of an Inch mil
Micrometre pm
Square metres m2
Litre L
Millilitre ml
Imperial Gallons per Minute igpm
Parts per Million ppm
Kilopascals kPa
Pounds per square inch psi
Degrees Celsius °C
Metres per second m/s
Litres per second L/S
Diameter dia.
Inside Diameter I.D.
Outside Diameter O.D.
Litres per capita per day L/cap/d
Litres per person per day L/per/d
Litres per hectare per day L/ha/d
Cubic metre m3
Megapascal MPa
6
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Co my APPENDIX B
REPORTS, STUDIES, PLANS, ASSESSMENTS
The following outlines submittal requirements for various technical documents that
may be requested by the County in support of a proposed Development at various
stages of approval. This list is in no way inclusive, and the County has the right to
request any other report, study, plan, or assessment it deems appropriate in support
of a development application.
Area Structure Plan — means a statutory plan, adopted by Council pursuant to the
Municipal Government Act, providing a framework for subsequent subdivision and
development of an area.
Outline Plan — means a detailed Land Use plan for an area of land that is typically
smaller than the land covered by an Area Structure Plan and which conforms to all
Statutory Plans. An Outline Plan is adopted by resolution of Council, Pursuant to
Part 17 of the Act, and is otherwise equivalent to a "Conceptual Scheme" as
described in the Act.
Potable Water Supply Report - demonstrates there is sufficient volume for each of
the proposed lots.
Geotechnical Investigation — assesses the site geotechnical conditions and their
effect on the Development or subdivision. The report should outline any findings of
contamination that may exist and any general recommendations. Geotechnical
Investigations can be complete to various levels of detail. The County may request
any of the following levels as a condition of approval:
• Desktop Study - is generally carried out to assess the suitability of a site for
the proposed project. No boreholes are drilled on site during the desktop
review.
• Preliminary Geotechnical Reports - is conducted in situations where details
on type, size, and orientation of the proposed Development are not available.
• Detailed/Site Specific Geotechnical Investigation - completed once the
Development details, such as type, size, orientation, and structure of a
specific Development is well established. The site specific investigation
focuses on drilling a sufficient number of boreholes to support
recommendations for trenching, shoring, road structure, and foundation
design.
1
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Cv rity APPENDIX B
REPORTS, STUDIES, PLANS, ASSESSMENTS
Paleontological Study— outlines the study of forms of life existing in prehistoric or
geologic times, as represented by the fossils of plants, animals, and other
organisms.
Hydrogeological Study— outlines the regional hydrogeologic conditions, historical
land use, direction, and velocity of groundwater flow, existing groundwater quality,
as well as other considerations dependent on the scope of the proposed
development.
Stormwater Management Plan (SWMP) - outlines the proposed drainage concept
including calculation of pre and post-Development run-off rates and the proposed
method of stormwater control.
Environmental Review — as outlined in the County's current Land Use Bylaw, a
basic or full environmental review may be required. Refer to this statutory document
for descriptive requirements of each type of review.
Environmental Site Assessments — may be required in accordance with Canadian
Standards Association (CSA), and shall comply with all provincial and/or federal
regulatory needs. There are three different types of assessment:
• Phase I Environmental Site Assessment - evaluates the potential for
contamination of soil, water, and/or a sensitive entity on a Property and/or
surrounding areas. Assessment will include historic ownership records, aerial
photographs, municipal records, provincial agency records, etc. Visual
inspection of the site shall also be completed documenting site conditions
with photographs, GPS coordinates, and drawings. Report shall summarize
findings and any additional needs for further investigations.
• Phase II Environmental Site Assessment — creates a written record of the
environmental state of a property based on intrusive investigations through
the collection of soil and groundwater data and interpretation of the results.
The report must provide documentation of the completed work, present and
interpret the findings, and provide conclusions and recommendations drawn
from results. The Phase 2 report should have a section which should indicate
evidence/ no evidence of contamination in connection with the proposed
property, evidence of actual or potential contamination. The report should be
signed-off by a professional who is explicitly allowed to conduct remediation
and reclamation work in Alberta.
2
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Cv rity APPENDIX B
REPORTS, STUDIES, PLANS, ASSESSMENTS
• Phase III Environmental Site Assessment - involves remediation and/or
exposure control. It includes various types of remediation technology which
may include excavation and disposal, soil vapour extraction, risk
management, and/or exposure control of the site or a combination of the
above.
Environmental Impact Assessments - examines a proposed project Development
to determine the environmental, social, cultural, economic, and potential health
implications of the associated project.
Wetland Assessment - a detailed wetland impact assessment report is required to
comply with the Water Act and Provincial Wetland Policy when a project has the
potential to impact a wetland area. The assessment requirements will be defined by
the provincial authority.
Fish Habitat Assessment - involves habitat assessment of the fish bearing creeks
and watercourses that are impacted by the proposed Development. This will also
include a historical review of fish presence and species, and any potential impacts to
fish and fish habitat caused by the Development. The assessment requirements will
be defined by the provincial authority.
Biophysical Impact Assessment - assesses the biological and physical elements
for the purpose of reducing the potential impacts of the proposed Development on
the natural environment. The report details specific components of the environment
such as topography, geology, hydrology, soils, vegetation, wildlife, and biodiversity
(terrestrial and aquatic) for a specific Development Area. Mitigation measures are
suggested to minimize or eliminate potential environmental concerns.
Historical Impact Assessment — identifies any significant historical resources
within the boundaries of the proposed Development including a review for
archaeological and paleontological resources, in consultation with the appropriate
provincial authority.
Flood Plain Analysis — should a creek, river, or other major watercourse cross the
site, a plan of the floodplain and a letter outlining the recommended measures to
ensure that the Development would not be exposed to flooding is required.
Erosion and Sediment Control Plan — prepared in accordance with the Alberta
Soil Conservation Act, the objective of this plan is to control erosion and prevent
sediment from leaving the site. The Erosion and Sediment Control Plan should
3
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Cv rity APPENDIX B
REPORTS, STUDIES, PLANS, ASSESSMENTS
provide for the interception and treatment of all potential silt-laden runoff that could
occur during Development activities.
Traffic Impact Assessment — completed by a qualified Traffic Engineer, the
assessment shall include a description of the scope and scale of the proposed
project, a summary of the projected impacts and any required mitigation measures
to ensure that the roadway can safely accommodate the proposed subdivision or
Development.
Noise Impact Assessment — Completed by a qualified Technician, the assessment
shall include an analytical examination of noise that emits from a facility or the
modelling for a proposed facility, its significance relative to local regulatory
requirements and what needs to be done to ensure compliance. Impacts within a
specific radius and the exceptions must be noted.
4
L1 &4uII
Co nt~j APPENDIX C - DRAWINGS
Drawing E-01 Horizontal Concrete Thrust Block Details
Drawing E-02 Flush Point Detail
Drawing E-03 Typical Anode Installation at Valves Iron Fittings & Hydrants
Drawing E-04 Typical Hydrant Connection
Drawing F-01 Interior Drop Manhole Detail
Drawing F-02 Typical Perched Manhole for 600 to 1050 mm Diameter Pipes
Drawing F-03 External Drop Manhole
Drawing F-05 Precast 610 Catch Basin
Drawing F-06 Standard 900 Catch Basin with type DK-7 Grating & Frame
Drawing F-10 Slab tops for Standard 900 Catch Basin
Drawing G-01 Typical Gravel Cross Section Residential Access Road
Drawing G-02 Typical Gravel Cross Section 8m Standard Local Road
Drawing G-03 Typical Gravel Cross Section 9m Arterial/Collector Road
Drawing G-04 Typical ACP Cross Section 9m Arterial/Collector (paved)
Road
Drawing G-05 Typical Paved Cross Section 10m Arterial Road
Drawing G-06 Typical Cul-De-Sac Detail Urban and Rural Standard
Drawing G-07 Emergency Lane Access Detail
Drawing G-08 Residential/Non-Residential Approach Standard
Drawing G-09 Major Intersection Layout Industrial — Rural Standard
Drawing G-10 150mm Curb with 250mm Gutter
Drawing G-11 Roll Face Curb and Gutter
Drawing G-12 Depressed Curb and Gutter for Catch Basin
Drawing G-13 Hand Placed Rip-Rap for Pipe Culverts
Drawing G-14 Typical Mailbox Pullout Locations
Drawing G-15 Typical Views of a Ditch Block
Drawing H-01 Catch Basin Typical 900 mm
Drawing H-02 Standard Trench Dimensions for Circular Pipe
Drawing H-03 Standard Trench Bedding for Circular Pipes
Certificate 1 Construction Completion Certificate
Certificate 2 Final Acceptance Certificate
L..
F
! +- F
fr
+y •' a- 4R088
+fi,
+
+ •• + 45'B
F + G
1 k
•r
.6s, „
m.„
iimisql•
ANGLE' TEE
'i•
TEE ••�• ii•.•`+
::\ A i% a
SECTU F—F iF. .' ' a•*`
ALL DIMENSIONS ' „.. ' i{'
IN MILLI.IETRES UNLESS - - '
OTHERAISE NOTED I
8 ` a
SECT Ertl D-G e�
REQUIRED fEARI1lG AREA
L7K lamer!a 1 MT 4 1� 1
pram rwoma,{mm NO E50 enL50 lab I30D F110 isa 11� 49 '1
INC P5U 2S4 144 I340 R 0 200 15a Ilan
—
A {ray}
973 77-5 554 375474 3ilR En ON 3.50 ine aao 454 3Ts 300 eaa I
0 y} 77 75 73 74 73 IM O 23 10 73 173 15) 12S 100 73 ra 1325 350 J04 E00 150
C }r _ I I 45G 400 334 344 2LU
Ir1 C II UN MI r 14T! WS IIIln1 1,7I kLAJ OM GU UV UM CM R106 ins L� 11.43 Lan 87N bAN OLD
NOTES;
1, UESl l AASi&
4. I•}5R*I_ILiC PitESSLCE 1035iP (iS4 FAD
Ir. SOIL 9E.4RY45 CAPACITY 7204 {1500 lb/life ) (LiE61UN S4i'T CLAY}
2. TEkIIMP RY BLEadroG MI5T EIE JPPR.E4E13 BY THE ENGINEER
3 CnMrCF TE STft EMGTM Sr mu_ RE 1.2611,4 AT 21I DAYS
4- C0HCRETE To 8E C EM OF BELLS ,1110 PIPE MID UNKR AC 11111IH65
I
General Municipal Servicing Standards
Co nty
Frey
HORIZONTAL CONCAVE THRiJ T
Porgy, BLOCK DETAIIB
R . I lIPErOred;
DOE Drawing E-01
1
m
.5m _e 1..Em I7 3m 1..5m 1.5m
i
F
T5Ornm WATER ..MAIN . t
Crmri {'.CPPFR �
mm AUAFTER g
tat tk R PVC TO COPPER
11111
ER THRUST BLOC[
Sams WC PIPE OSA B137.3 THRUST BLOCF[
SERIES 20D SDR zt PLAN li+1EW
SEER .I
I_ 1"5m
LLa
1.5rn
SICEWALK
(Ir APPUCABLE)
CAST IRON Or
6RA55 Fnfr F VALVE PLUG
BOO 155 AMA BRASS CAP
FOR BRASS CAW, OPERATING ROD 55 AMA ADAPTER 'TO
MO CASINO , REFER TO 55 MALE THREAD
STANDARDS MC 0-09 `-
COldrr2ES94H FlTTIRC
TO 50mm Dl4 PIPE
STEL 1500 OPERATING
ROD FASTENED WITH BRASS •
COTTER KEY TO CURB STOP
C.C. CASING I 4.
,...„.. ..„,..,,,,.. ClOrnra COPPER
CAST IRON MOT
50mm PVC PIPE OSA 13137.5 ft 1 STANDARD VALVE 5GNNET TAPE -Er
SERIES 204 SOR 2F ♦'
THRUST BLOCK # - 50mm w 15Dmm w 300mm
75 x SD REDUCER s TREATED 'NOCD SUPPORT BLOCKNO
% FOR BONNET ON COMPACTED CLAY
154mm 4EATE } D. kg WC mitiDE '` _ .L
kWIJ '��-
PIC P '''...Alito:\1
SIB • - •
I ' I _ = J�Yy:'v ALL DIMENSIONS
� � � { q�: � ,- IN OTHERwh$� NOTED ILLIMETRES M
/y
' * CONCRETE THRUST BLOCS
* SO' BEND
50mm ALMP'TOR COMPACT° CLOT
PVC TO COPPER
I SD 175 REDUCER 50mm COPPER 50ewn C"C. ( ELF DRAPING )
MIN. OF C.J CU METERS OF 25rnm CAST IRON CHAIR
4AS1-1E0 ROCK SOOrnm DEEP CONEREO SCtnm x 150mrn a 300rnm
B4 A LATER OF 5 n'I POLY1E I-MiPiE TREATED WOOD BLOCK
SECTION
i-r,7,±c=irth.. .ii
General Municipal Servicing Standards
Co nty
Rev.
Rev. FLLSM POINT DETAIL
Hew.
Rev. Approved: - -
Date: Drawing E-02
58m rtl m
YPI
} 5.5kq (129431
MAGNESIUM A IE( iiisk,. ° ¢ ii.,..-FIRE FIVORAMT
4
(Wo
a
0
k
YtisKi
7 4°12_34 1541
ZING AMOCE
, ,
..ett\
riii— '''',.. /-vC11 ALva
i �. A.
i 1 CAST IRON OR P.V.C.
TEE
Ir-N.-....i
b !III
2.3109 15Ib1
ZINC ANODE
<( I. MIN DISTANCE FROM ANODE 6, ZMIO ANODES TO BE EIMENCCD
TO PIPE 43 i5Omm, INTO TRENCH *ALL TO MCP/PEC
F. INSTALL ANODE AT APFROx. € A MIMFAtJh1 OF SOftMm OF
.. i. " /. .4 PIPE DEPTH IN NATIVE SOt. NATIVE CLAY COMPLETELY
SURROUNDING THE ANODE,
3. ALL ZII1D ANODES OH FITTINGS
AND VALVES ARE 2.3 hq {5I6]. G. ANODES TO NE AT LEAST J40mm
CLEAR OF THiY$i BLOCK,
4. ALL ZINC ANODES ON HYDRANTS
ARE 5.5 kg U21b1. T. REPLACE CLAY OVER ANODES
AND COMPACT.
TITLE: SCALE: I.T.S.
iZ� INSTALLATION
TYPICAL ANODE DATE.
IN TALL TI ON AT VALVES STD. DING NO.APPROVED E-03
IRON FITTINGS & HYDRANTS By:
TFEAKIER MULE
r9 FACE STREET
BDTT9u Cr HYDRANT FLrMO€ TL]
FF 3Omm Ag94E PROPOSED
FlNI9"Ep GRADE
3
x
IrINIIIUI Or
LO Cale MET11E#
OF 'WASHED R08q
15rurn (¢ea)
LATER CF
POLYETNYLEId
ALL DRAIN
HCUES TO DAMA LED CLAY CCACRETE
LMIOBSTRUC1EO - THRUST PILOZIc
AND FREE TO '{'
DRAW IIINPAUN .100mm
SAND CORER ti
•
r i •.'
. •` w WC PIPE I PWC PIPE
1
T TE MN}MN}}
THRUST
aLiaiN
75rnm SI 3M 1 A=kin 5DYnm tO rnrr, TREATED ELCCIUNG CWCREIE THRUST 0JQQC
TREATED ROUQFI F1R 3JI'FORTS 1iLWE INEEFE7d Ew1L' 1TJ BE EMBEDDED P1 TRENCH' WALL
HYERAN1 9LAT CIF PIPE UNTIL CONCRETE 15 5r1
CONORICTe TO BE
50fIVA BELU I FLAME Nuts
CN FitLRSNr A N YALYT< ALL 01MENSICNS
IN MILLIMETRE5 UNLESS
OTHERWISE NOTED
NOTES.
i, ARLE AT BOTTOM Ef HAIRANT FLANGE 16 3017.1m PL.us
241nIn PER WINE DISTANCE FRCMM FACE OF CuRI3
ABM ESTABLISHED (DIMINO On PR ED) CURB
Tap ELEwAnau.
.11
IGenerai Municipal Servicing Standards
Co nty
F eY. TYPICAL iiit YALA 1
Pry
F IY. f
"-.e: 31JiTsY ;315 I Drawing E-04
FRAh AND COWER 4JO M4( FROM FINISHED GAAOE To
AS SPECIFIED TOP OF CONE
STREET GRADE
2 ���¢ SECTION 'A-, '
20 Of A. STEEL anLwarI12E0 CONICAL TOP N.T,$
n MOO CAST IN WALL OF
BARREL SPACED AT 400 i�00
RI I \ _ PRECAST REINFORCED
1 CONCRETE BARREL
1200 UNLESS TO ASTIIA C47B
OTHERWISE CUT 150mni I . OPENING II TOP OF TEE
SPECIFIED /To ALLOW FOR CLEAIWG
,313
13
E JOINT CONNECTION
R Don AB AS SPECIFIER
SAFETY TYPE 20 DM. CAP
MANHOLE RUNG STEEL
• E cre PLUS
IGALvAMEED AFTER FNORICATM INI
PIPE JOINT CONNECTION PLAN PLAN
AS SPECIFIED 40°9ENG SFRnPPINO MAXIMUM SPACING 1.0m
150mm 4EPT„ iI
Of Of?IAPAOTEOZE. POJRED.'J.PLACE OR PRE-CAST CONCRETE
9EECf7O } 1 •—.- hib: BASE AND BENCHING
MATERIAL
nj qq
:+ : . - '.. • -- : I'i '1.
¢ •
s LL7
L ¢'u •
' MW. 150 pEPTI{ OF COW'ACTED 2OInm DIP.
EMIs UNDISTURBED SOIL SLOPE 4%L GRAVEL
I, ALL PAC-CAST MANHOLE'S MUST CONFORM TO A_S.T.M. al
SPECIFICATIONS 047e. k[ G MI
�
2. !POURED-IMF-PLACE CONCRETE SHALL HAVE 29 DAYS y 'Tr
II
EOMPRESSIVE STRENGTH OF AT LEAST 25 I�u.
3. ALL JOINTS TO OE SET PATH RUBBER GASKET MO SET WITH A A
NOH-SliRem
FER tROur, 'NM G AND OJT, FOR THE FULL
OII?CU>~IFERENCE_ ...7041."1%
jit
4. FORM FLOW THROUGH IN PARTIALLY SET CONCRETE AND v.I ®i
rPOwEL SMOOTH .'
5_ ALL DI ENSIONS ARE GIVEN IN MILL&ETRES IMILESS MAX
I pTNERWISE STATED MO
r
liV
6. MAR. DST. FRCM RAI TO TOP RUNG IS we n.n• AO BOLT
7. B,acPcFILL AROUND MH. WITH SELECT NATIVE AIATEFNAL fib
COMPACT TO 9.11%. S.P.D. 111111
FLOW TI-IROug•m$
Irl
B. FLAT TOP SECTION TO BE USED FOR MANHOLES UP TO 4.0 rI
@URY.
9. ALL JOINT$ TO J8E WA.TERTIU1aT. NIETHOOS TO OE CONSISTENT WITH SITE GONJ]ITION5, M.T.S
ID. FOR MANHOLES 5.0 rn III DEPTH AND GREATER, A SAFETY PLATFORM SHALL BE INSTALLED.
II. MANHOLES TO MEET REQuIREMENTS OF IWIHOLE CC TANA AND SPEdFICATIoms.
13, LA5 BOLTS AND STRAPPIND ARE TO BE INSTALLED BOADNATELY BELOW THE TEE AND A COIITINIJAL 1.0 m VERTICAL SPACING To THE
BASE.
13. DIAMETER, SIZE, ANC TYRE OF VERTICAL PIPE TO MATCH INLET PIPE.
14, SAFETY STEPS TO BE PROVIDED, SPACED AT 400 MAX. FIRST STEP ISO MAX. BELOW FRAME. LAST STEP 300 MAX, ABOVE DASE,
TITLE: SCALE: N.T.S.
Cn ri till INTERIOR DROP MANHOLE DETAIL DWG NO. F-01
I
Ho DES,
I. PRECAST CONOHETE COMPONENTS #14$T CONFORM
TO A_S.T.0_ SPECFIICATIGI»$ C470,
7 CGwEF LOC.TIOR 2, POUiED-IN-PLACE CONCRETE TO HAVE 2$ DAYS
COMPRESSIVE STRENGTH OF AT LEAST 25 MPm
A 1 A 3, ALL .IOOITS TO ME SET WITH RUBRER GASKET AND
FINISHED wail NoN-srpINK Ga4UT, INSIDE AN)
111 OUTSIDE. FOR THE FULL CIRCUMFERENCE.
— — I. FOAM FLOW 'ROUOl id PARTIALLY SET CONCRETE
ANO 'MOTEL SMOOTH.
5. ALL DIMENSIONS GIVEN IN MILLIMETRES UNLESS
_..111.7.)...
OTI•ERwiSE STATED.
5_ MAX_ DIET. FROM RIM TO TOP AuN0 IS BOO rim,
IDEMCNOAD lit SLOPE
7. OAc1'FILL AROUND NIH, WITH SELECT NATIVE
MATERIAL COMPACT TO $A% S.P.O.
.-L-----t > a_ FLAT TOP SECTION TO OE USED F`pI} MANHOLES
PLAN 4JP To Le m wpm
9. ALL JOINTS TO HE *ATERTIG4T, MET?IOOS TO CE
MANHOLE FRAM 0 COvER CONSISTENT w17H SITE CONOTIONS.
AS SPEcFIED - TOP ELEVATION
AS SPECIFIED W STREET SPECIFICATIONS 10- FOR MANHOLES $.0 m IN DEPTH OR GREATER, A
r SAFETY PLATFORM SHALL EIE PISTALLED.
M o II. MANHOLES TO MEET RECIIHEMENT'S OF NIANHIOLE
GRADE RINGS AS REQI EQ DETAILS AND SPECIFICATIONS.
WITH WATERTIGHT J4f#TS_ x
/ - _ 1 g 12, SAFETY STEPS TO SE SPACED AT 400 MAX
fi r y{ o DISTANCE. FIRST STEP TO HE ISO MAx. BELOW
INSUL.CRETE FROM tt ° FRALC. LAST STEP TO CE 3OO MAX. AHOVE
CONE BOTTOM rp F DENCHNO_
%4DOIiAVE DA5•E • - °
°
a I}. HANh LLINIO imp OCKI-vi TO DE FINISHED TO
••
�-.� TROWEL SMOOTHNESS_
--"v-- m
—N.^ 4
NOTE
PAATi QBvERrs I—...I—... }c
- 1200*
F
NECTED FLUSH ,
- M4YTH WALL r .
1:I2 SLOPE 1
100 MIN -' -
WATERT•GHT JOINTS ^+
AND CONNECTION'S I 1
' -200 rely
75 r:isteirt0
CORCRET
BEDDING TO + .TEI
IRST rQINT25 MP* CON €TE , y . ',I
. 11,.. • )' ....)
2L DISTURf3EG SUITABLE SOLID SOIL O0 GALVANIZED IRON MANHOLE
oil N. f? NICALLV COMPACTED To SECTION r �A SAFETY STEPS
E
99x STANDARD PROCTOR DENSITY
I
T"LE: I SCALE_ IN.T_$_
GATE:
tZ TYPICAL PERCHED MANHOLE 1 STD_ 01MG NO,
F-02
4146 FOR 600 TO 1050 rnrn DIAMETER PIPES IETY:APPIRCMED
I
VIES;
I. ALL PRE-CAST MAN-HOLES MKT CONFORM TO A.S.T,M.
SPEtrFICAMod C470
2, POURED-IN-PLACE CONCRETE SHALL HAVE A 20 DAY
15o rOO COMPRESSIVE STRENGTH OF AT LEAST 25 MP0.
7
3. ALL JOINTS TO BE SET WITH ALNER CASKET ANC SET *iTH
NON-SHRINK GROUT, INSANE AND ovi, AROUND FULL
I: - I:" I CIROuMFEPENC,E_
..-N, • .. -,•
'.1
4. FORM FLOW TROUGH IN PARiIdLUr SET CONCRETE MD TROWEL
I SM4�4 TH_
L
5. ::: :: :: :
IILS,1 ..._,C — — — 5, TOP RUNG IS 00C MT.
I
r
i_ BrkCKFILL AROUND MN_ WITH SELECT NATIVE HATEFUAL COPOACT
TO 9Nlk S.P.D.
J. FLAT TOP SECTION TO RE USED FOR MANHOLES IIWP TO LIS rri
BURY,
9. ALL JOINTS TO BE WATERIIUHT. METHOD TN} OE COMPS-TUT
r WITH SITE COr;CITIorr$,
I10. FOR MANHOLES 5_0 m IN DEPTH CFe EREarER, a SAFETY
PLAN SECTION B-B PLATFORM SHALL BE INSTALLED.
II. M81w4LES TO MEET REGUIREkIENTS OF MAAIHOLE DETAILS AMC
SPECIFlCATIWIS.
MANHOLE FRAME 9 COVEN I . SAFETY STEPS TO 6E PROvICEO, SPACED AT 400 MAX. FIFFST
AS SPECIFIEO - TOR ELEvATIOr1 STEP MO MAX. BELOW FRAME. LAST STEP 300 HAN. ABOVE
AS SPECIFIED CI STREET SPECIFICATIONS EASE.
13. CHANNELING AN& BENCHING TO 9E FIN!SHED TO 'ROwEI
SSIODTI#YESS.
4COM JbOOMIMr'E IWSULCRETE F OPS CONE h 50
1� �f, ``' IsoTTOw TV SUB-ORAr]E
BASE
RI G`. .
FP •
NA RTI�NT , ••
TS
•
'''',...47. _a.....")
/j,
JRON MANHOLE SAFETY STEPS 4200 GALVAMZE
'.1
.3
1 MIN 204 PIPE SELL REouiRED AT CONCRETE Fader.
9 12Co4 ' . INCOMING SEWER
. I . . /
LA
, I MAC 200 T BRANCH SPUR SAME��
NW. !I *IETER AS SEWER
�
APPROVED 5RAr1ULAR waTERIAL
�' I:13 SLOPE COMPACTED TO SO% STANDARD
PROCTOR DENSITY
CROP INLET
+ r ?5 MPa CONCRETE
} L?Ye3Y."..VA +W.A.V 11Y.00."7J1.7.AV i%-W S,YA.V.A.W.W.I
UNDISTURBED SUITABLE SOLID SOIL?
OR MECFMNICALLY COMPACTED TO 5ECTION A-A
967E STANDARD PROCTOR DENSITY
r!ILE: SCALE: N.T.S,
DATE:
ill EXTERNAL DROP MANHOLESTD. owe �,o, F-03
I CO my APPROVED
I
I
E.
h
SECTION A—A
TAPE 2A
C$ SINGLE FRAME AND GRATE
PESION GRADE II 44 SIDEWALK CR ElAULEVAAD
., ,.....
15Dmm E
TYPE 2A MIN.
SIN DLE FRAME AND GRATE r
-
NECK RING •' . 52•
ww ■
ill —I 'NY
TrFE 2A E FT FRAME AND GRATE "' ; ,
SHOULDER RING
s,aT, • -
25mm GI A. 25mm DA.
LIFTING HOLEUFTING HOLE
UDIT14R .BINr a � ( 1
cv
0/
P.
E
I F
M1 C
A v A
250mm DIAL CONC. PIPE 8 E
SET FLUSH YATH WALL AND N
MORTARED IN POSITION } ,
>• +} i POrew T — 10Drnm)
ALL 1R MEHSION5 /
IN IALUMETRES LIKEN
OINFRINSE NOTED VNDISTUReEo SOIL •- OCMPACIED GRANULAR
TAMPED 9ACKFILL LEVELLING COURSE
H OTESe
L WWES4R O&tT• KEUT SCAI OA EWI'.'M NT TO 6E 0.1rw.E4 FETMgN
&WEL ALL SHOIiLLEA AM '•FCx RAGS MO LATCH 9A9N ERWE•
2 ALL*GM?i Jr}lTS SHALL SE NNN1ID N1hi waW1AR TO
ENSURE SNOOTINESS,
. AiL G'T41 DANN 4314PCHEHrs TO BE ri AcesodANGE NTH As TM G47t
.7 kill
Co my General Municipal Servicing Standards
L
f v. PST MO CATCH folied
Rev. Approviril
i L F Drawing 5
TYPE DK-7 GRAIWG
AND FRAME
SIDEWALK DR FINISHED
BOULEVARD ROAD
SURFACE
COH7E
T
2
2
=- 1�Id
4.
I a
V—ri
#
w �� - x
•
•
a SEES 4..C.9_ I
lif
PiAll VIEW OF C.B. w I I
•
Ai
DIENSiORS N urn SOD E B HEIGHT9. 53
UNLESS OTERNISE NOD ABOVE A$E TO
FORM SVk1P
t
l
COMPACTED GRANULAR
GROUND
LE G SE 0.0 rnM. = 100 max.)
SECTION A—A
MOTE&
1, ITEM 5 COLILO 9E MADE UP FROM TWO hTEMS (BASE A!W BARRED.
2, ITEM a COULD 9E MADE LIP FROM TWO ITEMS (SHOLIIDER RAMC SLAB TOP AIVO eARREL
3- I1EIIS 5 AND E COULD BE MADE AS ONE UNIT.
4. OPPOSITE ORIENTATION OF JOIMs IS AOGEPTAa_
1-----4:-An-ty.
General Municipal Servicing Standards
-ate.
Re. _ STAWNWO 0U0 CATCH BASIN
Rev_ Will Ti!!DIC4'GRATIFdp APV FRAME
Rar. Apprmi7t 1 Orawing
Da F—06 +I
•
0
o1A.11
}}r r
x�
r ; �dAe5
�
r t o
r
r =7:] I 1so
r 1
I
\\, P }} BMW- MOWN JOINT
''—`1----' SECTION A—A
A l 900X635 SLALT_OP
(TOP BELOW NECK FOR USE YATH 4A, $, a FRAME AND GRATING)
CO
Ot+l1120
A A I 70 1 i
1.....t 7
CEE NOTE 1
SECTION A—A
D -7TOP
SLAB ice FOR UuE tong DIi-7 FRAME AND BRAiM10)
4
?# ,rt d_. 1fA6 F
I 17y
irX ROPE —
xos 127
C+°ENINC MAX
SEE NOTE f
ALL DIMENSIONS III mfiry
°° SECTION A—A
UNLESS OTIIIMIRSE NO 4+j
T—TOP
(TEE TOP FOR USE WITH F-51 W1TI SIDE INLET)
NO TES:
1, A CONCENTRIC CRpp4£ LOCATEO AT MID CROSS SECTION, SUITABLE
FOR SEALANT IS REWIRED FOR NECK RINGS AND EXTENSION RINGS,
•/1
o 1--r-41-7<11:7- it.� General Municipal Servicing Standards
I I - _ - -
Ne
'• we Tope aye sr wart
aew. KG CATCH BMW
Tau. ____i
Cate_ APprowO;
- j7210
frim
.,!
i v
n
0 • 20 m Row R � .�.;sir.
1 BACK SLOPE
AGREEMENTS
@ACKSLOPE AGREEMENTS REQUIRED TO
�� * RECJ fI TO FA IUTATE G L.— SI,B^RAC_ WI:11Hlk...nal i FACILITATE
3:1 BACKS'LOPES r3:1 BACKSLOPES
CC Tu"ftmlii.
O- mfm MINIMIKi 517mm
\\/3 I 3 I 3 3
�1 Ai 1E ' 71 IF
I
p co I-3-5m—I I—^3" ,-1
6 co
en
n
Alto
ri-} rt
�I I .
CD
Q
I_
0
CI_
01
:I' f glg
4
CI . HALF SECTION FILL 20 m Row
HALF SECTION CUT i
71 o
Z:k..."4.4 S Om SUBGRADE
re
!.6884 1 0.03 mom
GRAVEL suRFA I
._j_ . . —.
1l
"x t5-' I
EXCAVATE A FANIMUN OF 1:1-.3m
G} BELOW DES-ON SUS-SRAM 1
_ ID AND RESTORE TO GRADE 1N1H 1-3.5m---1
[1
M COMPACTED PLL
CD d ORIGINAL GROUND
M
Z
C}
0> e—
FILL SECTIOS NON THIS STANDARD IS INTENDED FOR
-3c1 9-OP
Cl)
FOR ALL FILLS LOW VOLUME LOCAL ROADS midi
P CI -ONFILLS GREATER THAN COm N1LL BE GRAVEL SJRFACFD ONLT.THE USE OF QJARORAL SHOULD TYPICALLY THIS 8-Cm ROADWAY!S
EC CONSIDERED FOR ROADS WITH AN MOTS < 100.
C!y •NIIERE GUARDRAIL. IS INSTALLED
j A 2-1 SIDESLCPE IS ADEQUATE
— il till
II CA
Co M.
to a
0
a
F IF If
1
t
1 5.10m BASIC (20.+}„ DESIRABLE) 15.0m BASIC MDT DESIRABLE)
HALF SECTION FILL HALF SE4�1Q I C JT
alrak..II: = 9-Ern SUOE 2ADi
Q
o
02
OLk3 mfrn
L
GRAVE �� SURFACE-- -
i ii". \\\ 7
EXCAVATE A MINIMUM OF 0t3m
0 EIELDVI DESIGII SUB GRADE
MC RESTORE TO GiA4E MB — -5Frt
COMPACTEC FILL
OD
R. OR101HAL GROUND
O
3
i $ "0
II-ILL 'AL!P ON I--- NOTE: 1HDAM IS STANDA IS INTENDED FOR
C •#:1 SLOPE FOR ALL FILLS Law VOLUME LOCAL ROAC511SG�11
CIF
-ON FILLS MEALIER THAN 9-0n w1LL 9E GRAM SURFACED ONLY-
THE USE OF GUARDRAIL SHOULD TIil9 - ROADWAY IS CALL
Y
USED FOR AADTS ] 2ffG-
BE COs+IE4DEP€D
• -WERE GUARDRAIL IS INSTALLED
i A 2i1 SIE ESLOPE IS ADEQUATE
ILI g z
Iyi c,
Z
[,N CiL
II! I rif
c .
rn POW
I I
I GI-NP SEAL
ftml1 SURFACING COURSE
Z Z # EIACKSLOPE AGREEMENTS 9.0m FINILED MTh MA4IMUM 100mm A.C,P.•
leloma REOuIRED TO FACIUTAIE DES.% CLASS 15 or 20
4 7.I BACKSLOPES I MINMUM 250rnm
GRANULAR BASE COURSE
i 0_� ffifir 0.02 Wm DES.2. CLASS 20
S'JBtRACE PREPARATION 150mm 1+INIMUTA
7 4 4• 4
.2. _7__ -----,,,,c.L.,
T1 j
C) .. ExCAVA1F A MIN IUM OF U.Jm
SD I-3,5m BELOW DESIGN SUEGRAAE I— 6m—
AND RESTORE TO GRADE WITH FENCE BEM
COMPACTED FILL (AS REQUIRED)
0 ��
120m SUBGRADC MOTH "
C
3_
!FILL SECTiCr'I ' LIFT TNIGY(t+lE4i5ES TO BE DESIGN FOR
r.1 G .4.1 SLOPE FOR AU. FILLS NOTE: THIS STANDARD AND EXTENDED TRUCK ESALS FOR A BAN FREE ROAD.
•CH FILLS GREATER THAN B.pm IRFAC�NG STRtfCTUFE IS LIFT THICKNESSES SHOWN ARE IlNMU
03144
THE VSE Cr GUARDRAIL SHOULD I4TENDED FOR LOCAL ROADS ,, SUBGRADE 1NDTH UEFFE716ENT ON
BE CO GUARDRAIL
Y/iTH AN AADT SpC. SURFACING STRUCTURAL OESIt L
•WHERE GUARDRAIL IS INSTALLED
A 2-1 SIDESLOPE IS ADEQUATE
$ [7
a
a qa
of tn
I o� J
a
0
a
'S
to
I rliklg
,1*
I _ 1S_Dm BASIC (20_0n DESIRED) 15.Om BASIC (20.an DESIRED) _
1PALF SECTICR FILL I HALF SECTION CUT
- 1i2m 3UBCRAUE`• -
14.0m FIN5i1ED WITH.— DE5,1, CLASS 16 ar 20
YINILiLJ11 341dnrm SAM COLPN50
DES 2, GLASS 20Zramell
suscpADE PREPARAT10f+ 1$6mm 1ArNIIUM
g'B2 mom
x• 1,4rt1
3.Sm '1'
1 I U AVA1E A MINIMUM # corn
BELOW DESIGN SU9GRA0E
AND RESTORE TO GRADE NTH I- 3.51, -I
t w COMPACTED SILL
ORIGINAL GROUND
a
K
7
CI
H Q MDTEt THIS STANDARD MID * LJF[ THICKNESSES 10 RE DESIGNED FOR
— - 31CCSECT1DrI SI.PRFACVIG STRUGTLlRE IS E1nE+i4ID TRUCK E5f1 5 FOR A B 4h1 FR€€ RQ ,
!MEWED FOR LOCAL ROADS LLFt THICKNESSES 5f1015TI ARE MINIMUMS,
[/� .4:1 SLOPE FOR ALL FILLS YATIi AN A >t C 8044.
co • FILLS GREATER THAN H n I,* ACIUAL 511BCR,4DE 4110TH DEPENDENT ON
1 USE OF .f1JARQR�4IL SHOULD SURFACING STRUCTURAL PES+I 4,
BE 44►+15IDERED
2. .wri IE C�IJAPORAIL 1S INSTALLED
A 2 1 SIDE-SLOPE IS ADEQUAIE
ca
o
a 1 a
O D
a
CL
KIP
CURB FACE OR ` * HATCH BOULEVARD
SMOULDER WIDTH ON TANGENT
t 4
l I
11
1 /
MIN. 3.0m TANGENT
:9-1(
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a Ir
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CHAMFER AS REQUIRED TO
ACCO IODATE I'rlcwNG
6.Orn
R— Corn
-------------
Co
ntyGeneral Municipal Servicing S#andards
TYPICAL -DE43664 OCTAL
URBaw AND RURAL 5TA11IW
kriv. xp'ooaq;
dew Drawing G-06
ee
La
r`iw o
3NI1 13dnd r U
-
1 — i ti 1
6
Lit 1 h
il 1
A-171-1 E 1g 4.,t•
1 ,...4$7_, -
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HILL..
- - - -_
.7 hill
General Municipal Servicing' Standards
Co nty
•
Rw.
Ref. EIMEPIGIENCY LINE ACCESS bLT+VL
Raw.
Rev _ Appro�ed: Drodng
ba_ _07
CA OF SUBDIVISION ROAD
VARIES 1 VARIES
r` "-` "1 SHOULDER EDGE
TOE OF SI DESLOPE _
_---7-..\\ 771--
t.. RIP-RAP TOE OF BAGKSLoPE
RIP-RAP
I irOP OF AC4<SLOPE
---—----- RAN 90UNDARY
WE DITCH WHEN 1 B. m }
NECESSARY J S/B i -
CULVERT LOCATION IN CUT SECTION
6 1 (WHEN REWIRED) MIN. DIA, 500mm,
LENGTH DEPENDS ON AMOUNT OF
GL EARTH COVER.
e �e APPROACH
ci
of_
C
I MIN. iLlm VERTCAL CURVE (l)
1— MID. 1X I 1 AP ��
MAX. 2X VERTICAL CURVE CO1'MIN- 1X
SN�MllDER EDGE of r��x
MAX. 2x
alt
SUBDIVISION ROAD SHOULDER EDGE OF
%minor; AOAD
PROFILE — APPROACH IN FILL PROFILE — APPROACH IN CUT
APPROACH FILL
MINIMUM LENGTH S-+DULDER EDGE OF CULVERT LOCATION
OF VERTICAL CURVE SUea+nslON ROAD
ALGEBRAIC LENGTH L (METRES) WEN REDIJ�AE6
DIFFERENCE IN RADIUS 4. 30ornrn-1
GRADIENT (if;) CREST SAG
7.5 DETAIL OF DITCH & CULVERT LOCATION
2 t2 15
3 18 23
4 25 30 I
5 30 38 AU. ENTRANCES ARE TO BE FROM THE
6 37 +6 INTERNAL ROAD SYSTEM AND ARE TO
7 45 PROVIDE REASONABLE ACCESS TO THE
g 445 LOTS, EACH LOT IS TO HAVE A PRIVATE
9 48 APPROACH.
l
�gi- ill ��Ieral Municipal Servicing Standards
K:il<74'ff
•
RIFT_
Raw_ RESIOENTIAL I NON-IILSIDENTIAL
APPROACH STANDARD
Rev_
key._ Approved:
Drawing G-08
CENTRELINE OF ROAD ALLOWANCE
x a a
IN
ei
1..(1111:1
R/W BOUNDARY
y
w+4•-, 7 1
I
r
I \
F Mwr ENTR,SMCE
OF FII1 3_DFE RATE MINIMA' PPE 4, 6D0mm
I U Tp 2m $;1 I M y MUM ErRTlitbrt
600mm
OSER 2m _1 I'IF'L 10 ELL LOCATED
Al 20m FROM EDGE OF
of PAVEMENT OF ROAD
W NOTE:
g ORQES AT INTERSEC11CM
SHALL NOT EXCEED
FOR A MINIMUM
* \ o OISTANCE OF 60m
wI
x
I
W
W
U
w
w - FINISI1EO PAYED ti'11D111-I
r—.4ntli
General Municipal Servicing Standards
i•
Rev.
MruOF1 IJTtHSECTION LAYOUT
Rev.
R IM]LSrHlru. - RURAL STANDARD
Rev- - Approved: I Drawing
D4. —as
150 250
0
50 R
- 15
25 R CU
LU
• £
t.
n,
.0
ALL DIMENSIONS
IN MILLIMETRES UNLESS
OTHERWISE NOTED
NOTES_
1. DEPTH OF GUTTER FACE TO MATCH !DEPTH OF ROAD STRUCTURE,
o general Municipal Servicing Standards nty
i5crrrn CURB wrrW 25crrrn GUTTER
Appro+rcd- Drawing
I 0-10
6O4
5_9L 2.50
r,5o R
, iii
4 ' . a- O s
,0 n
i A • di 4
-
— it
ALL DIMENSIONS
NOTES: IH MILLIMETRES UNLESS
1. DEPTH OF GUTTER FACE TO MATCH DEPTH OF ROAD STRUCTURE, O71-1EIiIh15E NOTED
-ty General Municipal Servicing Standards
r-,__,*:4,n.
R .
Ray. ROLL we CURB AND OUITER
Rom.
Rev. Approved: Drudrea
—1 1
.
ti-
DEPTH DR
T❑P LIFT
DEFERRED cyp
��e:e4tr., ,e:Fe
ti
Or-
{ ,
�ooe
m0000
V
ALL DIMENSIONS
PLAN VIEW IN MILLIMETRES UNLESS
OTHERWISE NOTED
NOTES
1. TYPICA! CJRP. & CUTTER TREATMENT AT CATCH DOM WHEN A$$PHAALT TOP LIFT* DEFERRED.
LC•k104 -0 BE DETERMINED Eli EMCIIEER,
1--;02: _i .lit,
l
Co .ty General Municipal Servicing Standards
Ray_
P . DEPPEIKED CURB&OUTTER
FOR CATCH BASIN
Rew_
Row_ Approved- D•awing
Data- - I G—1
p 4 DIAMETER EQUIVALENT SIZE
OF PIPE Cr PIPE AIZH
D
10
T.%eitil ,•
I scot.. S$OrS�mx90+�r�ri
T+� elt
Bork. 8SCrimx48Omm
Till
° BOOmm 93♦rnm x845mm
+ I 1Q00mm 11COmm7( mm
D 11 RI I '200mm 1425mmxY60mm
'Wilk al .41.0 4111rwary
ii _ I 1404rnm 1660<nm 9Ck X14nm
1500rrrm 1870mm%1230mm
w ;'GI I 1€101:1mm 2130mmk14D11rrm
40I ' 6
a
g TOP VIEW (OUTLET)
.30vnm SHOULDER LINE
SIZE OF ROCK 150m m-4 50 m rn
NOT TO PROJECT MCRE TWAN 30CenmV •
+, 15I3rnm ABOW PLANE OF SLOPE
— '
NQi TOMAC?. MORE THAN r M
APPROX. 10amm AEI GROUND SURFACE D
-1/1 SLOPE - lip
GROUND LINE
'- - - 4.40764-1114111014101Arlik 1.44Airell1441,44
la TO DE 1.3 APNoN Teo IH
J 3D 313 ._J
CI
SIDE VIEW OUTLET �f NT VIEW (OUTLET)
D
0
6
300mm SHOULDER LINE
SIZE Cr ROC1 133mm-4S41mm
NOT TO PROJECT MORE THAN
15Crnm ABOVE PLANE OF SLOPE • • 1-
illeimi— — — '
WOO .+�
iliAlt,1 D J. i
GROUND LINE
tkilo _dm*. •
3OOmmib i' noir i_
} 3D
SIDE VIEW (INLET) FRONT VIEW (INLET)
DIRE ED F 500rnm 600mrn BSJCmrn 10SJmm 120Crnm 14GOmr- 1 FrDOrnm 170Crnm 1800mr�l
I + QUANTITY 2 3 5 10 1.3 16 20 26 33
APRON DEPTH 505mm 60flrrlm 750mm
*TOTAL QUANTITY OF RIP-RAP IN CUBIC METRES
r—.1_7*.i:1 nt;
General Municipal Serviclng Standards
Rey_
HANG] PLACED PIP-RAP
Rev FOR PIPE CLLVERTS
R .
R
.
ppr d Drawing G-13
I
I I IHT(ONLY LRN AL SUBDIVISION ROADS)
i
i 'Cr" I ism
1
k-10Drn
I
I (r—
I a
I
CORNER LOCATION
(SU8DIVISICH ROADS)
(LOCAL and MINOR COLLECTORS
ism lflrn 15m
I-- -1
-- --- — — —�--F— — — — — --
R=1UOm — 1 R.1O0m
4 w
MID BLOCK LOCATION ¢4
(19
I
1
p
I a (SU9DI11$ICti ROADS)
I (LOCAL Inc' MINOR COLLECTORS}
«_
hn
R=11:14m1 — — Rm1ODm
15rn 1 irn -I- 15m -
I-
aE LOCATION
—...,51±(7. •/I
Co .ty General Municipal Servicing Standards
Rev.
Rev, TYPICAL MAILBOX PULLOLR LOCATFONS
Rev.
Rip. AR:ror :
Drawing G-14
0ake,
PLAN VIEW
W 4d
�. EL 0 0 _
J J
V7 U) —
W w
_ _ n_ a _
FA.
1
,\N„....____.)
- Nj r`?
_ :::-_-_-____. / ...
M/_.4c L 1 I II I I I Ok
— )1,.,-_,I -_,,,-,---,,.,:. -J'- _, -
Om MAX.
\ 7 i r IF
___
1 ,.,._,
3:1
4
_ L� w_
--,„v7 J
ei_
_ _
W fl7
11S
_ _
f
r..
(RQAOTDP) VARIES SIDESLOPE l DITCH
T VARIES 'I VARIES I
SOOrrtirn CAI IMUM
jüILESS OTH RV1SE SPECIFIED Vit
4, .6, F
4
TYPICALCROSS- SECTION
i
nifty.
� Generai Municipal Servicing Standards
Rqv.
Rev, TYPICAL VIEWS Of
Rev. A DITCrli BLOCK
Row. Approved I Drawing
Date' I G— 1 5
I
AND {1RF2, AA, OR li-E TYPE CATCH BASIN OOU$LE !RAMIE
AND ATE
..P.O. 150
GRADE TO BE DEPRESSED BT MIN- 150 \ N t
SO OR TO SECOND CouRSE 1 -
PAVEMENT CEP TN
PREQRE-CASTUIRED GRADE RINGS AS _ . .
SLAB TOP TO SLIT FRAME
AND COVE •
R
1200 HIM.
' APPROVED GRANULAR ITAATERFAL
4 DO IPACTED TO OR $-P-0,
•
NON•SHRINK GROUT
WATERTIGHT .JDF T AND ' -
FINISH • d R{JB$ES GASKET JOINT
• +-_ i ,
FRE•CAST CONCRETE CATCH BASIN
BARREL
- .6.4:i f
MIN. 250 DIAMETER CATCH
BASIN LEAD a MIN. OF I%
GRADE IFULL LENGTH OF PIPE
TO CE USED wrERE LEAD .
ENTERS CATC1-1 CA51NI. PIPE BOO M1M.
CAPACITY SHOULD COMPLEMENT , SUMP
INLET CAPACITY,
..11I : r
300
-. MAR. ..1 r
4 M I, _' •
PRE.CAST CONCRETE BASE • '• {,-.
UNEISTURCED SUITABLE 501L
COMPACTED TO 98k S.P.D.
NOTESE
I. SAFETY STEPS TO CE SPACED AT 400 MAx. FIRST STEP 150 MAX- SELOW FRAME, LAST 5TEP 30D MAx. ABOVE BENCHING,
2. PRE-OAST CONCRETE COMPONENTS TO MEET CURRENT A-S-T.M. C478 STANDAAOS.
3. CAST-IN.PLAcE- CONCRETE TO 9E 25 MPu AT 2C OATS.
4. ALL JOINTS TO BE WATERTIGHT; SET WITH RUBBER GASKET WITH NON-SHRINK GROUT ASIDE AND OUTSICE FOR THE FULL
CIRCUMFERENCE. THIS INCLUDES JOINTS BETWEEN GRADE RINGS, GRACE RINGS AND FRAMES, AND BETWEEN GRADE RINGS AND SLAB TOPS-
5. PRECAST CONCRETE BASE THICKNESS AND REINFORCEMENT MUST BE DESIGNED FOR THE SPECIFIC CATgiBASIN DEPTH ANS SOIL
CONDITIONS.
C. JOINTS BETWEEN GRADE FI1IOS. GRADE RINDS AND coNES, AND RWOS AND FRAMES MUST BE WATERTIGHT- RAM NECK MATERIAL
FINISHED MATERIAL FINISHEO WITH NON-SSHPDA GROUT MAY BE USED IF WATERTIGHT JOINTS CAN BE ACHEIVED.
7. WICK DRAINS TO CONNECT TO C.ATO BASIN SIKH AS TO ENSURE WATERTGHT JOINTS.
B_ ALL DIMENSIONS ARE IN MILLIMETRES UNLESS OTHERWISE STATED.
TITLE: SCALE: N.T.S.
,�C hi2� CATCH BASIN DATE:
Co nay TYP I L 9 0 rn m STD. D c "° H-01
I + 6GB
FLNISHE0 GROUND LEVEL
111
RBE SOIL
•
* • 225D UNLESS ` .
•
• ON DRAVINGSg ORDINARY
'+
HACIEFD_L y+ $
BEDDING
•
[ BEDDING rrrr ....LINE�r h U [S THE EkTERhpL
0IS TER ff THE 0f 0 s
ionic. Or THE PIPE
kmTH LF
WO+450 N[N TRENCH AS
- VERTICAL CUT
1-u
sTJMmuRn TimeN STAMM) raacH
VERTICAL CUT SLIMS CUT
410 SE SHORED AS PER cTO IRE SLOPED AS PER
OCCLPATIONAL HEALTH AND OCCUPATIONAL HEALTH
SAFETY STPNDARDSP AND SAFETY STANDARDS]
MA2]MJH TRENCH VIDTI CUR SINGLE PIPES DEPTH OF BEDDING BELOW PIPE BARREL 0)
-LIP TO MD INCLUDING 40Omm EXCRETER - 100[]rnm -EITEFRAL DNMETEIR OF 700mm AND BELOW :7S
-i0Cmm DIAMETER AND MEW- OD + BOOmm -EXTERNAL DNAIETER GREATER THAN 700mm :100
ALL DIMENSIONS
IN MILLIMETRES UNLESS
OTHERWISE NOTED
r—.-- C*/
n� General Municipal Servicing Standards
Raw.
Rev STANDARD TRENCH OIHEN&ONS
Rev_ FOR CIRCULAR PPE
R.Y, A�fVYid:
Weld 1 Drawing H-02 '
CLASS A BEDDING CLASS B BEDDING
LT . Lf - 1.9
e C
u7E m E
Q5-g, C.
' r
Lit..- 12 . O.U. .
i ....2 ,f
r .. v v v v �� w .K
CLASS C BEDDING CLASS B BEDDING
Li - 1.5 ALTERNATE - 375mr, I.D. # UNOER
c Lr - 1.9
{
till
'- a E :
a R''' : Vi
�-
1 11; : M 0 `/f
ii
KN-NeN
`
NOTES'
w - 1REMCH WI NH - UD, + 45Gmm (I IllIMUMt)
I OA,= OUTSIDE RPE UTAM- ETEA1900mm min. R PIPES UP TO ► O 'HOWLING
449m DIAMETER
- OD. + 444mm mar. (ON EEITHER SIDE I80Dnwn TOTILE) FOR PIPE DIAMETERS 459mm 41D ABOVE
I.Q. - NSW PIPE [1m MT-A
L 1- LOAD FACTOR
d - DEPTH OF BEDDING BELAA4 PIPE
I.D.- 675rrm OR SW&LER - 4 miry - 150mm
I.D.- 75Omm TO 1500mm - 4 miry - 15Gmm
ID,- 11e50mrn MID LARDER - d m i - 15Ornm
ROTE all dime aidana in millimeters unless' noted otherwise
r-.1_7*1.) nty.
General Municipal Servicing Standards
lie' STANDARD TRrNcll BEDDIN1;
NV.
FOR CIRCULAR' PIES
Rw, foprowd;
Drawing H-03
KNEEHILL COUNTYCONSTRUCTION
� BOX 40D COMPLETION
1600, nd STREET NE CERTIFICATE
ti County THREE HILLS, AB TOM A
Develapmeit Application No.
Developer:
Contractor:
Municipal Improvement:
Location of Municipal Improvement:
(or see attached location plan)
Date of Application for Construction Completion:
PURSUANT TO THE DEVELOPMENT AGREEMENT, I OF THE FIRF!
"CONSULTING ENGINEERS", HEREBY CERTIFY COMPLIANCE WITH THE SERVICING
STANDARDS AS SET OUT IN THE DEVELOPMENT AGREEMENT, AND I HEREBY RECOMMEND APPROVAL
FOR THE MUNICIPAL IMPROVEMENTS_
Project Engineer(Consulting Engineering Firm) Date
Signing Officer (Consulting Engineering Firm) Date
Authorized County Inspector Date
Date Approved CAO or Designate
Date Conditionally Approved CAO or Designate
Reason for conditional approval: (see attached report)
Date Rejected CAO or Designate
Reason for rejection: (see attached report)
I HEREBY CERTIFY THAT THE ITEMS LISTED AS REASONS FOR CONDITIONAL APPROVAL OR FOR
REJECTION HAVE BEEN CORRECTED.
Project Engineer(Consulting Engineering Firm) Date
Approved:
CAO or Designate Date
Date Maintenance Period to Start: Scheduled Maintenance Expiry Date:
3‹ KNEEHILL COUNTY FINAL
� BOX 400 ACCEPTANCE
o, .,Y t 1600, 2nd STREET NE CERTIFICATE
THREE HILLS, AB TOM 2A0
Development Application No.
Developer:
Contractor:
Municipal Improvement:
Location of Municipal Improvement:
(g,.see attached location plan)
Date of Application for Final Acceptance:
Scheduled Maintenance Expiry Date:
PURSUANT TO THE DEVELOPMENT AGREEMENT, I OF THE FIRM
`CONSULTING ENGINEERS". HEREBY CERTIFY AS OF THE
ABOVE DATE. THE SAID MUNICIPAL IMPROVEMENT MEETS ALL THE REQUIREMENTS FOR FINAL
ACCEPTANCE AS SPECIFIED BY DEVELOPMENT AGREEMENT, AND I HEREBY RECOMMEND
THIS MUNICIPAL IMPROVEMENT FOR FINAL ACCEPTANCE.
Project Engineer (Consulting Engineering Firm) Date
Signing Officer (Consulting Engineering Firm) Date
Authorized County Inspector Date
Date Approved CAO or Designate
Date Rejected CAO or Designate
Reason for rejection: (see attached report)
I HEREBY CERTIFY THAT THE ITEMS LISTED AS REASONS FOR REJECTION HAVE BEEN
CORRECTED_
Project Engineer (Consulting Engineering Firm) Date
Approved:
CAO or Designate Date
Date Maintenance Period to Expire: