2013-178 A By-law to Adopt Engineering Standards and DrawingsTHE CORPORATION OF THE TOWNSHIP OF ORO- MEDONTE
BY -LAW NO. 2013 -178
A By -law to Adopt Engineering Standards and Drawings
And to Repeal By -law No. 1995 -104
WHEREAS the Municipal Act, 2001, S.O. 2001, c.25, Section 224, as amended, states
that it is the role of Council to ensure that administrative practices and procedures are in
place to implement the decisions of Council;
AND WHEREAS the Council of The Corporation of the Township of Oro - Medonte
deems it desirable to adopt Engineering Standards and Drawings pursuant to Motion
No. C130717 -28;
NOW,THEREFORE the Council of the Township of Oro - Medonte hereby enacts as
follows:
1. That the Engineering Design Criteria and Drawings attached hereto as Schedule
"A" form part of this By -law and shall be the Engineering Standards and
Drawings for the Township of Oro - Medonte;
2. That the Director of Transportation and Environmental Services, or his /her
designate, is authorized to revise the Engineering Standards and Drawings as
deemed appropriate. Such revisions shall be documented accordingly, and the
revised document shall be publicly available;
3. That By -law No. 1995 -104 is hereby repealed in its entirety.
4. This by -law shall take effect on the final passing thereof.
BY -LAW READ A FIRST, SECOND AND THIRD TIME, AND PASSED THIS 25TH DAY
OF SEPTEMBER, 2013.
THE CORPORATION OF THE TOWNSHIP OF ORO- MEDONTE
, H.SJ Hughes
las Irwin
Schedule "A" to By -law No. 2013 -178
Township of
Proud Heritage, Exciting Future
TOWNSHIP OF ORO- MEDONTE
Engineering Design Criteria
prepared by:
C.C. Tatham & Associates Ltd.
50 Andrew Street South, Suite 100
Orillia, ON L3V 7T5
Tel: (705) 325 -1753 Fax: (705) 325 -7420
info @cctatham.com
prepared for
Township of Oro - Medonte
May, 2013
CCTA File 312814
Revision Information Sheet
The following table indicates all revisions including any additions, deletions and modifications to this
manual subsequent to its issuance on 17 May, 2013. Revisions to these standards are subject to the
approval of the Township Engineer.
Revision details should include the all related section titles, section numbers and page numbers.
Revision
1
Revision
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
23
Township of Oro - Medonte Engineering Criteria Page i
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TABLE OF CONTENTS
Revision Information Sheet
1
General Requirements
1
1.1
Introduction
1
1.2
Definitions
1
1.3
Submissions to Government and Other Agencies
2
1.4
Pre - Servicing Policy for Subdivision Development
2
1.5
Model Homes and /or Sales Office
3
1.5.1 Model Homes
3
1.5.2 Sales Office
4
1.6
Subdivision Agreement Schedule
5
1.6.1 Preparation of Subdivision Agreement
5
1.6.2 Requirements Prior to Commencement of Construction
7
1.7
Certificate of Substantial Completion and Final Acceptance
7
1.8
Administration Fees, Securities, Development Charges
9
1.9
Existing Infrastructure
9
2
Submission Requirements
11
2.1
Introduction
11
2.1.1 Engineering Requirements for Draft Plan Approval
11
2.2
First Engineering Submission
13
2.3
Subsequent Submissions
16
2.3.1 Second Engineering Submission
16
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2.3.2 Final Engineering Submission
17
3
Drawing Requirements
18
3.1
Specifications for Engineering Drawings
18
3.2
General Drawing Requirements
18
3.3
Computer Aided Drawings (CAD)
19
3.4
General Servicing Plans
19
3.5
Storm Drainage Plans
21
3.6
Sanitary Drainage Plans
22
3.7
Grading Plans
22
3.8
Plan - Profile Drawings
24
3.9
Utility Coordination Plan
25
3.10
Detail Drawings
25
3.11
Parkland Development Drawings
26
3.12
Trails and Walkways
28
3.13
Landscaping
28
3.13.1 General Requirements
28
3.13.2 Notes for Streetscape Submission Drawings
29
3.13.3 Notes for Naturalization Submission Drawings
30
3.14
As- Constructed Drawings
30
3.14.1 General
30
3.14.2 "As- Constructed" Field Survey
31
3.14.3 Drawing Revisions
31
3.14.4 Storm Sewers
33
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3.14.5 Sanitary Sewers 33
3.14.6 Watermains 33
3.14.7 Roadways 34
4 Servicing Design Requirements
3
4.1 Introduction
35
4.2 Storm Drainage System
35
4.2.1 General Requirements
35
4.2.2 Stormwater Management
35
4.2.3 Storm Sewer Design
39
4.2.4 Channel, Culvert and Overland Flow
49
4.2.5 Watercourse Erosion and Bank Instability
50
4.2.6 Floodline Calculations
50
4.2.7 Overland Flow Routes
51
4.2.8 Inlet/Outlet and Special Structures
51
4.3 Sanitary Sewer System
52
4.3.1 General Requirements
52
4.3.2 Sanitary Drainage System
52
4.4 Water Distribution System Supply
62
4.4.1 General Requirements
62
4.4.2 Watermain Design Criteria
62
4.4.3 Pipe Sizing and Specifications
65
4.4.5 Meters
72
4.4.6 Testing and Acceptance
72
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4.5
Roadways
73
4.5.1 Street Classification
73
4.5.2 Geometric Design Requirements
74
4.5.2 Cul -de -Sacs
75
4.5.3 Driveway Entrances
76
4.5.4 Special Road Works
78
4.5.5 Pavement Design (Roadways)
78
4.5.6 Top Course Asphalt Placement
79
4.5.7 Curbs and Gutters
80
4.6
Street Name and Traffic Signs
80
4.6.1 Plan
80
4.6.2 Street Name Signs
80
4.6.3 Traffic Control and Advisory Signs
80
4.7
Roadway Markings
81
4.8
Traffic Signals
82
4.9
Street Lighting
82
4.9.1 Street Light Locations
82
4.9.2 Light Source, Fixture and Pole
82
4.9.3 Approval and Construction
83
4.9.4 Decorative Street Lighting
83
4.10
Pedestrian Ways
84
4.10.1 Sidewalks
84
4.10.2 Trailways
85
4.11
Fencing
85
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4.12
Lot Grading
86
4.12.1 General Requirements
86
4.12.2 Drawing Requirements - Residential
86
4.12.3 Certification
87
4.12.4 Lot Grading Design - Residential
88
4.12.5 Sodding
90
4.12.6 Retaining Walls
90
4.12.7 Area Grading
90
4.13
Easement and Block Requirements
91
4.13.1 General Requirements
91
4.13.2 Easement Width Requirements
92
4.13.3 Block Width Requirements
92
4.14
Erosion and Sediment Control
93
4.14.1 General Requirements
93
4.14.2 ESCP Measures and Requirements
94
4.14.3 Drawing and Report Requirements
96
4.15
Utilities
97
4.15.1 General Requirements
97
4.15.2 Electrical Design Requirements
97
4.15.3 Electrical Services Plan
97
4.16
Canada Post
97
4.17
Municipal Address Numbering
98
4.18
Landscaping
98
4.18.1 Tree Planting Requirements
98
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4.19
Parkland Development
98
5
Geotechnical Report Requirements
100
6
Site Plan Developments
102
6.1
General Requirements
102
6.2
Submission Requirements
102
6.3
Drawing and Design Requirements
103
6.3.1 General Requirements
103
6.3.2 Site Servicing Plan and Design
104
6.3.3 Site Grading Plan and Design
106
6.3.4 Roadway Design
107
6.3.5 Landscaping Requirements
108
6.4
"As- Constructed" Drawings
108
6.5
Certification
108
6.6
Final Inspection
108
7
Landscaping Implementation Procedures
109
7.1
Streetscape Works
109
7.2
Naturalization Works
109
7.3
Maintenance Agreement for Naturalization Areas
109
8
Standard Drawings Index
111
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1 General Requirements
1.1 Introduction
The Township of Oro - Medonte Engineering Design Criteria and Standard Drawings presented herein
are intended as guidelines for land development to ensure uniform design throughout the Township.
Innovative technological changes that improve or maintain the quality of the design on a life cycle cost
basis may be considered at the discretion of the Township.
These standards are to be read in conjunction with the latest editions of the Ontario Provincial
Standard Specifications (OPSS), the Ontario Provincial Standard Drawings (OPSD), the Township of
Oro - Medonte Standard Drawings and the Township of Oro - Medonte Standard Subdivision Agreement.
In the case of a discrepancy the Township Standards shall prevail.
It is the applicant's responsibility to obtain and check with the Township of Oro - Medonte for new
revisions. Copies are available from the Township of Oro - Medonte or can be downloaded from the
web site at www.oro- medonte.ca. Standard drawings are available on CD in .pdf format.
1.2 Definitions
In this document the following definitions shall apply:
"Township" shall mean the Township of Oro - Medonte.
"Clerk" means the Clerk of the Township.
"Contractor" shall mean the firm of Contractors, the company or individual acting as the Contractor and
having entered into a contract with the Developer /Owner to install the services.
"Developer(s) /Owner(s)" shall mean the person(s) entering into the subdivision agreement with the
Corporation of the Township of Oro - Medonte.
"Township Representative" shall mean any person assigned to a project by the Township to carry out
work on their behalf. The name of the Representative shall be specified prior to the start of
construction on any project.
"Standard Drawings" shall mean the drawings included as part of this manual, illustrating typical
installations and /or specifying materials as adopted by the Township of Oro - Medonte.
"Consultant" shall mean a competent professional engineer or firm of engineers employed by the
Developer which is skilled and experienced in Township work and land development projects and
Township of Oro - Medonte Engineering Criteria Page 1
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registered with Professional Engineers Ontario, possessing a current Certificate of Authorization to
practice professional engineering as required by the Professional Engineers Act.
"Landscape Architect and Arborist" shall both be in good standing with their respective professional
organizations.
Trails/Walkways shall also refer to sidewalks.
Abbreviations
"AWWA" shall mean the American Water Works Association.
"CSA" shall mean the Canadian Standards Association.
"DFO" shall mean the Department of Fisheries and Oceans, Canada.
"LSRCA" shall mean the Lake Simcoe Region Conservation Authority.
"NVCA" shall mean the Nottawasaga Valley Conservation Authority.
"MNR" shall mean the Ontario Ministry of Natural Resources.
"MOE" shall mean the Ontario Ministry of the Environment.
"MTO" shall mean the Ontario Ministry of Transportation.
"OHBDC" shall mean the Ontario Highway Bridge Design Code.
"OPSD" shall mean the Ontario Provincial Standard Drawings.
"OPSS" shall mean the Ontario Provincial Standard Specification.
1.3 Submissions to Government and Other Agencies
The Consultant shall be required to make all submissions and representations necessary to obtain
approval from all other affected authorities (such as DFO, LSRCA, NVCA, MNR, MOE, MTO, Canada
Post Corporation, Transport Canada, etc.) and any other agencies for works which fall within their
jurisdiction. It is the responsibility of the Consultant to ensure all correspondence, comments and
approvals are provided to the Township.
1.4 Pre - Servicing Policy for Subdivision Development
Subsequent to Draft Plan Approval and prior to execution of a Subdivision Agreement, the Township
may consider agreeing to pre - servicing of a subdivision at the Owner's risk when the following
conditions have been met:
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a) Written acceptance from the Township for specific works for which pre - servicing can proceed.
b) Engineering drawings have been accepted for construction of the works under consideration.
c) Written approval of various agencies, e.g., LSRCA, NVCA, MOE, MNR, MTO, Ministry of
Citizenship, Culture and Recreation, where they relate to installation of services permitted by
pre - servicing.
d) Written confirmation from utility companies including, but not limited to, Hydro One, Bell
Canada, Rogers Cable and Enbridge Gas, that satisfactory agreement has been reached for
provision of respective services.
e) No permission will be given to construct external services prior to full registration unless a
Letter of Credit for the total cost of the services including all restoration has been deposited
with the Township. Connections to existing services may not be permitted until the plan of
subdivision is registered.
f) All other documents considered necessary to the works including 0.3 m reserves, easements,
etc., must be approved as to form and description.
g) Cash deposits for engineering and legal fees for the Township, in an amount determined by the
Township, must be paid to the Township prior to the commencement of any works.
h) An Insurance Certificate is to be submitted with minimum coverage to be determined by the
Township.
i) A cash or Letter of Credit deposit as security to facilitate siltation and erosion control and
potential emergency maintenance work by the Township is to be submitted in an amount
determined by the Township.
j) Any required zoning by -laws must be in effect.
k) If the underground pre - servicing has been completed to the satisfaction of the Township prior to
the registration of the plan of subdivision, the Township will not require the full value of the
Letter of Credit provided an appropriate reduction request has been submitted and approved by
the Township.
1) The Owner is required to enter into a formal Pre - Servicing Agreement based on the scope of
development.
1.5 Model Homes and /or Sales Office
1.5.1 Model Homes
Subsequent to Draft Plan Approval and >I rior to execution of a Subdivision Agreement, the Township
may consider allowing the construction of model homes, which may or may not be used as a sales
office, at the Owner's risk, when the following conditions have been met:
a) A Pre - Servicing Agreement has been executed and all requirements are met.
b) Zoning for the proposed development is in place.
c) An agreement for the construction of model homes has been executed with the Township
dealing with:
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• Provision of a builder's road.
• Provision of fire protection.
• Provision of services (sewer, water, hydro) if available. If not Fire Department approval will
be required.
• The overall grading plan has been approved and there has been preliminary acceptance of
the drainage system for the model home lots.
• For each model home building permit application, security is provided to the Township in
the amount of $10,000.00 to ensure that the obligations of the Developer are carried out as
required by the terms of the Agreement or provide for the demolition and removal of the
structure if the subdivision plan does not proceed to registration within one year.
• Confirmation that the model homes shall not be occupied until after the registration of the
Subdivision Agreement and Plan and all requirements within the Subdivision Agreement
are met.
• Confirmation that issuance of building permits for model homes is entirely at the risk of the
Developer and without liability or responsibility to the Township. The Developer shall
indemnify the Township from all damages arising in connection with the issuance of
building permits for model homes.
• Confirmation that the Developer agrees that the use of model home lots shall be restricted
to the following: parking; a sales office; model homes display.
• The number of model homes permitted. One model unit will be allowed for every ten (10)
units however the total shall not exceed five (5).
1.5.2 Sales Office
In the event the owner intends to utilize a trailer or temporary structure or combination of both as a
sales office subsequent to Draft Plan Approval or registration of a Site Plan Agreement and prior to
execution of a Subdivision Agreement the Township may consider allowing the construction under the
following conditions:
a) The sales office is to be located on a proposed lot fronting on an existing opened road
allowance.
b) Zoning for the proposed development is in place.
c) An agreement for the sales office has been executed with the Township dealing with:
• An acceptable site plan.
• Provision of fire protection.
• Provision of services (sewer, water, hydro) if available. If not Fire Department approval
will be required.
• The overall grading plan has been approved and there has been preliminary acceptance
of the drainage system for the sales office lot.
• Security is provided to the Township in the amount of $10,000.00 to ensure the obligations
of the Developer are carried out as required by the terms of the Agreement or provide for
the demolition and removal of the structure if the subdivision plan does not proceed to
registration within one year.
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• Confirmation that issuance of a building permit for the sales office is entirely at the risk of
the Developer and without liability or responsibility to the Township. The Developer shall
indemnify the Township from all damages arising in connection with the issuance of
building permits for the sales office.
• Confirmation the Developer agrees the use of the sales office lot shall be restricted to
parking and the sales office.
• One sales office will be allowed for marketing homes within the development.
1.6 Subdivision Agreement Schedule
1.6.1 Preparation of Subdivision Agreement
The draft of the Subdivision Agreement will be prepared by the Township and may be subject to review
by the Township Solicitor. The final Subdivision Agreement will be prepared under the direction of the
Director of Development Services in consultation with various Township departments, who will obtain
Council's approval for the execution of the Agreement.
The Director of Development Services must be in a position to clear ALL conditions of Draft Plan
Approval prior to the preparation of the Final Subdivision Agreement.
Note: In conjunction with preparation of the Subdivision Agreement the Developer's Consulting
Engineer shall provide the Township with the appropriate number of copies of the following:
a) Ministry of Environment Applications for approval for Township services to be constructed for
the proposed subdivision.
b) The name of the person and title and /or company and Mortgagees with whom the Subdivision
Agreement will be executed. The Developer's address and telephone number shall be
provided.
C) The name, address and telephone number of the Developer's lawyer.
d) A breakdown of the number of units proposed within the subdivision:
• Single- family units
• Semi - detached units
• Townhouse units
• Apartment units:
• one bedroom and bachelor
• two or more bedrooms
p) The Reference Plan for the subdivision.
f) The legal description of the subdivision, based on the Reference Plan.
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g) The proposed final plan for registration (M -Plan) complete with the street names, lot numbers,
surveyor's certificate, Owner's certificate and all other pertinent information required by the
registry office.
h) The final draft reference plans for any easements to be granted to the Township.
i) The engineering drawings, acceptable to the Township.
j) The "M" and "R" Plans reduced to legal size.
k) An O.L.S. certificate in tabular form identifying and certifying all lots and corresponding
frontages, depths and areas are in compliance with the appropriate Zoning By -Law.
1) A detailed cost estimate of Township services to be constructed for the subdivision. The cost
estimate shall be signed and sealed by a Professional Engineer.
The estimated cost of Services shall be detailed to show individual items of construction. The
total estimated cost of Services shall include the following:
i. Detailed cost of services, in the format provided by the Township;
ii. The actual estimated cost of street lighting and associated underground distribution
system;
iii. Any other miscellaneous expenditures required by the Subdivision Agreement as the
Developer's obligation, such as park equipment, park landscaping, development of
open space, walkways and sidewalks, fencing, etc.;
iv. Allowances for contingencies and engineering in the amount of 15% of the estimated
cost of services;
V. H.S.T.
This estimate will be used as a basis for calculation of the security to be posted for the
development.
m) The Developer shall provide the Township with written confirmation from the following utility
authorities that satisfactory arrangements have been made for the installation of services in
the proposed subdivision, at no cost to the Township:
• Bell Canada
• Cable TV Company
• Canada Post
• Hydro One
• Enbridge Gas
• Any other Authority where required.
In addition to the above, Location Approvals shall also be submitted by the appropriate utility
authorities. Where requested, easements shall be provided for utilities, at no cost to the utility
company or Township.
n) Proposed timetable for construction of services.
o) Proposed landscaping plan and /or park development plan where necessary or required.
P) Proposed phasing plans.
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q) Other information as required for the Subdivision Agreement.
1.6.2 Requirements Prior to Commencement of Construction
Prior to commencement of construction, the Developer's Consulting Engineer shall submit the
following information to the Township for approval (Allow at least 2 weeks for review).
a) 3 sets of all construction specifications.
b) The proposed contractor and subcontractors.
C) The contractor's list of suppliers.
d) One copy of the signed contract documents complete with unit prices.
e) All other information specified in the Subdivision Agreement as a requirement prior to
commencement of construction or other information required by the Township.
f) Ministry of Natural Resources, NVCA, LSRCA and /or DFO work permits for works within water
bodies.
1.7 Certificate of Substantial Completion and Final Acceptance
The term "Underground Services" shall mean storm drainage works (including culverts, storm sewers
and detention pond), waterworks, sanitary works, underground electrical distribution system and street
lighting serving the development (as applicable).
The term "Certificate of Substantial Completion and Acceptance (Municipal Underground Services)"
shall mean a Certificate issued by the Township upon the recommendation of the Township Engineer
confirming that the Municipal Underground Services to be installed by the Developer under the
provisions of the Subdivision Agreement, have been substantially completed in accordance with plans
and specifications reviewed and accepted by the Township Engineer. The issuance of a Certificate of
Substantial Completion and Acceptance (Municipal Underground Services) shall not constitute an
assumption of the Municipal Underground Services by the Township.
Building Permits will not be issued until the Township Engineer has given the Certificate of Substantial
Completion and Acceptance (Municipal Underground Services). The two (2) years maintenance
period for the underground services will commence when this Certificate is issued.
During the maintenance period, the Developer shall be responsible for the normal operation and
maintenance, and all repairs for the services noted in the Certificate.
If, during the two (2) year maintenance period, the Developer fails to carry out rectification and repair
work as requested by the Township, then the Township may carry out the work and be reimbursed the
cost of the work from the Developer's securities.
The term "Certificate of Maintenance and Final Acceptance (Municipal Underground Services)" shall
mean a Certificate issued by the Township upon the recommendation of the Township Engineer
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confirming that the Municipal Underground Services constructed by the Developer, in accordance with
the terms of the Subdivision Agreement, have been satisfactorily completed and maintained by the
Developer during the two (2) year maintenance period, and issuance of the said Certificate shall
constitute final acceptance and assumption of the Municipal Underground Services by the Township.
On receipt of the Developer's request for a final inspection of the underground services, the Township
Engineer will again inspect the work and if satisfied, will recommend to the Township that the
Certificate of Maintenance and Final Acceptance (Municipal Underground Services) be issued. It
should be noted that the Certificate of Maintenance and Final Acceptance (Municipal Underground
Services) can be applied for by the Developer two (2) years after the receipt of the Certificate of
Substantial Completion and Acceptance (Municipal Underground Services).
Notwithstanding anything hereinafter set out, the Township shall not be obligated to assume the
responsibility for and take over the subdivision services until fifty per cent (50 %) of the lots on the
subdivision or stage of the subdivision have completed dwellings erected therein and Occupancy
Permits have been issued. The Developer shall be responsible for the normal operation, maintenance
and all repairs of the services in this case until the Township has assumed the responsibility of the
services.
The term "Aboveground Services" shall mean all Municipal services to be constructed by the
Developer pursuant to the terms of the Subdivision Agreement, excluding Underground Services as
previously defined.
The term "Certificate of Substantial Completion and Acceptance (Aboveground Services)" shall mean
a Certificate issued by the Township upon the recommendation of the Township Engineer confirming
that the Aboveground Services to be installed by the Developer under the provisions of the Subdivision
Agreement have been substantially completed, in accordance with plans and specifications reviewed
and accepted by the Township Engineer. The issuance of a Certificate of Substantial Completion and
Acceptance (Aboveground Services) shall constitute an assumption of the Aboveground Services by
the Township for winter maintenance only.
When all of the services have been completed, including the surface lift of asphalt, the Township
Engineer and Public Works Official shall make an inspection to ensure that the Township will accept
the road system. The Township Engineer shall issue a Certificate of Substantial Completion and
Acceptance (Aboveground Services) when the works are accepted by the Township. This Certificate
may contain a list of minor deficiencies, which have to be corrected by the Developer, but which are
not considered of sufficient importance to delay the issuance of the Certificate and the acceptance of
the services by the Township. The two (2) year maintenance period will commence when the
Township Council approves the issuance of the Certificate.
The Developer will be responsible for the repair and maintenance of all the subdivision services for a
period of two (2) years from the date the Township Council approves the Certificate of Substantial
Completion and Acceptance (Aboveground Services). This shall be called the Maintenance Period.
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The maintenance shall include the maintaining and mowing of grass within the road allowances, as
well as the parkland area and detention pond, on a regular basis. If the Township is requested to carry
out this maintenance, the Developer shall pay all charges to the Township.
The term "Certificate of Maintenance and Final Acceptance (Aboveground Services)" shall mean a
Certificate issued by the Township upon the recommendation of the Township Engineer confirming
that the Aboveground Services constructed by the Developer in accordance with the terms of the
Subdivision Agreement have been satisfactorily completed and maintained by the Developer during
the two (2) year maintenance period, and issuance of the said Certificate shall constitute final
acceptance and assumption of the Aboveground Services by the Township.
Upon receipt of the Developer's request for a final inspection of the Aboveground Services, the
Township Engineer will again inspect the work and if satisfied, will recommend to the Township that
the Certificate of Maintenance and Final Acceptance by issued.
Note: Security for landscaping will be held by the Township for 12 months following Final Acceptance.
1.8 Administration Fees, Securities, Development Charges
The administration fees, securities and development charges applicable to subdivision development
are stipulated in the Subdivision Agreement. Reductions in will be considered in accordance
with the provisions of the Subdivision Agreement. A sample letter is enclosed on Page 10.
1.9 Existing Infrastructure
In general, the Owner may be required to design and construct upgrades to existing infrastructure or
new infrastructure outside the limits of the proposed development, to support the development,
including but not limited to sewer works, water works, drainage and stormwater management,
parkland, roads and sidewalks.
During construction the Owner will be responsible to protect all adjacent infrastructure and make
repairs to any damage as a result of construction of the development.
Township of Oro - Medonte Engineering Criteria Page 9
May, 2013
Sample Letter - Request For Reduction In Letter of Credit
Date:
Township of Oro - Medonte
148 Line 7 South
Oro, ON LOL 2X0
Attention: Director of Development Services
Re: (Name of Subdivision)
On behalf of the owners of the above development, we are requesting your consideration and approval
of a reduction in the amount of the letter of credit held by the Township as performance and
maintenance security.
We have attached hereto a summary listing the value of the work completed to date, based upon the
Schedule of Construction Costs included in the Subdivision Agreement, revised as noted to reflect all
required alterations to the works. The current value of securities is calculated as follows:
1) Value of outstanding work
(incl. contingency, engineering fees and HST)
2) Maintenance Holdback $
(10% of original securities)
Total $
We are also attaching a Statutory Declaration by the owner that all outstanding accounts relative to
work in this subdivision have been paid.
Yours very truly,
(Signature of Engineer)
Name of Engineering Firm
Township of Oro - Medonte Engineering Criteria Page 10
May, 2013
2 Submission Requirements
2.1 Introduction
This section outlines the required submissions to be made to the Township. All submissions are to be
coordinated by the Consulting Engineer.
Second and Final submissions are not to be made until the Township's comments regarding the first
and second submission, respectively, have been received and incorporated.
Prints of drawings for all submissions shall be in accordance with Township standards and each print
shall be stamped with the submission number (1, 2, or 3) and date of submission.
Engineering drawings shall be submitted to the Township. The Consulting Engineer is advised to
review the Ministry of Transportation and /or County of Simcoe design criteria for adjacent roads to
determine the requirements for submission of engineering drawings to MTO and /or the County, if
applicable.
2.1.1 Engineering Requirements for Draft Plan Approval
A Preliminary Engineering Report must be submitted by the Developer's Consultant. This report must
be presented in a readable, comprehensive and professional manner. The Report must be signed and
sealed by a Professional Engineer.
This Preliminary Report shall contain the following and be submitted in duplicate:
a) The Draft Plan
The Draft Plan must be in compliance with the Planning Act, as amended, and in a form
acceptable to the Planning Department of the Township. Reductions of the Draft Plan (11" x 17 "),
to scale, must be submitted.
b) Contour Plan
This plan must be at a scale of no larger than 1:1000 giving contour lines at sufficient intervals to
permit assessment of existing surface drainage patterns. Contour intervals shall not be greater
than 1.5 metres. This plan is to extend to the limits of the drainage area to be served by proposed
sanitary and storm sewer systems, including lands beyond the boundaries of the subdivision. For
large external drainage areas, separate Contour Plans at a larger scale may be provided. All
elevations are to refer to Geodetic Datum.
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May, 2013
c) General Plan of Services
This will be a plan based on the Draft Plan and must schematically show the proposed storm and
sanitary sewer systems and watermains and their connection to existing systems. Direction of
flow must be indicated on all sewers. This plan is to be accompanied by preliminary engineering
calculations indicating the quantity of flows at the connection to existing systems and /or at
proposed outfalls. Consideration must be given to the whole catchment area to ultimately be
developed. Blocks and easements for storm and sanitary sewers, stormwater management
facilities and watermain systems shall also be shown.
Preliminary road profiles and area grading requirements must also be identified in the Preliminary
Report. Blocks of land for community mail centres must be identified on the Draft Plan and the
General Plan of Services.
Proposed noise attenuation barriers are to be shown.
d) Drainage Plan
When a natural drainage channel passes through and is affected by the construction of the
subdivision, drawings must be submitted to indicate the location and typical cross - sections of the
existing channel and of any proposed changes. In general, creek diversions will not be permitted.
An erosion - sediment control plan will be required. A preliminary stormwater management plan
and report will be required by the Township in accordance with the requirements outlined in this
document. The Consultant must submit an outline of the siltation and erosion control plan in
accordance with the requirements of these standards.
All drainage designs shall be carried out in general compliance with the MOE, Stormwater
Management Planning and Design Manual (March 2003) as amended. Site specific stormwater
management reports shall be consistent with all applicable background reports prepared by the
Township or Conservation Authority (ie, Watershed Planning Studies, Master Drainage Plans,
Stormwater Management Master Plan, etc.), including the Lake Simcoe Protection Plan.
If the overland flow route travels across downstream property not municipally owned, the
Developer must obtain the necessary agreement(s) from downstream owner(s) accepting the
increased quantity of runoff.
Any proposed modifications to an existing channel and /or floodplain will (if applicable) require
MNR, LSRCA, NVCA and /or DFO review and approval. The Consulting Engineer must consult
with staff from the appropriate agency(s) and confirm their requirements, prior to proceeding with
the preliminary engineering report.
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May, 2013
e) Soils Report
A preliminary soils investigation and report from a qualified geotechnical consultant will be
required, with particular attention to sub - surface soil and groundwater conditions and the ability of
the soils to structurally support underground services, roadways and foundations for residential,
commercial, or industrial type structures. The report must determine the elevation of seasonal high
groundwater and comment on minimum foundation elevations to avoid buildings constructed
below groundwater.
f) Hydrogeologic Report — Rural Development
The proponents of a draft plan application proposing individual water supply wells and sewage
disposal systems shall provide a detailed Hydrogeological Report prepared by a qualified
Hydrogeologist, relating to the soil types and their ability to physically accommodate private
sewage disposal systems, the availability of potable groundwater supplies from the proposed
water supply sources, the anticipated quantitative and qualitative impacts within the development
and with neighbouring water sources, and proposed mitigative measures. Preliminary on -site
testing must be reviewed with the Township and must be sufficient to support the proposed
residential density. Test wells shall be drilled and pump testing performed to carry out the
hydrogeological investigation, in accordance with the latest MOE guideline(s). The proposed
monitoring program, prior to, during and after construction shall be submitted by the
hydrogeologist to the Township for review.
(g) Water Mains and Sanitary Sewers
Where water mains and sanitary sewers are proposed, comprehensive servicing reports shall be
prepared and submitted to the Township. Available capacity in existing water treatment and
sewage treatment plants must be taken into consideration. Where public communal water
systems are proposed the requirements of Section 4.4 shall apply.
(h) Traffic Study
A Traffic Study may be required at the sole discretion of the Township.
2.2 First Engineering Submission
The following submissions shall be compiled and submitted to the Township simultaneously:
Engineering Submission
A Letter of Retainer from the Consulting Engineer stating they have been engaged for the
design and general construction inspection of all works, and coordination of sub - consultants.
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May, 2013
2) Five complete sets (unless noted otherwise) of the following drawings are required:
a. Approved Draft Plan
b. Proposed Plan for Registration (M Plan) showing all lot and block numbering and
dimensioning
c. General servicing plan
d. Composite utility plan
e. Storm drainage plans
f. Sanitary drainage plan
g. Erosion and siltation control plan
h. Plan and profile drawings
i. Miscellaneous and special detail drawings
j. Grading plan
i. overall grading plan
ii. rough grading plan
k. Landscape and /or park development plan and streetscape plan
I. Street light plan including electrical
m. Grading plans for park blocks
n. Grading plan for school blocks
o. Copies of detail drawings for outlets and watercourse improvements
p. Preliminary R Plan(s) showing proposed easements (if required)
3) Five copies of the Stormwater Management Report and storm sewer calculations on standard
design sheets.
4) Five copies of water supply and distribution report providing calculations to support the design of
the distribution works including main sizes, fire flows and anticipated flows and pressures for
domestic and other users.
5) Five copies of sanitary design calculations on standard design sheets.
6) Five copies of the Traffic Report (if required).
7) Five copies of the Acoustical Report (if required).
8) Five copies of the Arborist Report (if required).
9) Five copies of the Geotechnical Report.
10) Archaeological Assessment (if required).
11) Illumination calculations (if required).
12) A letter from the Consultant, summarizing the contents of the submission and certifying the
design conforms to the Township Design Criteria.
13) Any other reports as required by the Draft Plan Conditions /Approval.
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May, 2013
Municipal Structures Submission
When a new roadway structure (ie. bridges, culverts, water crossings) is proposed, a specific
submission related to the structure is required, which includes the following information.
1) Three copies of the General Arrangement drawing(s), prepared in general accordance with the
MTO Structural Manual. It includes the roadway structure plan, profile, elevation and cross
sections.
2) Three copies of the Design Report which includes but is not limited to the description of the works,
how the detail was arrived at, different options and cost analysis /least expensive alternate.
3) Three copies of the Design Criteria Sheet which includes but is not limited to the type /class of
roadway, volume of traffic, geometric information and cost estimate.
4) Three copies of the Geotechnical Report.
5) Three copies of the Hydrology Report.
6) A letter from the Engineer responsible for the design which certifies that:
• The bridge type, length and width are appropriate;
• HBDC requirements are met;
• Ministry standards have been followed;
• The most economical life cycle cost solution has been selected for the site;
• Canadian Highway Bridge Design Code.
7) The structural design drawings and details included as part of the Subdivision Agreement shall be
stamped and signed by the Engineer who designed the roadway structure and by the professional
engineer who check the structural design drawings.
Parks and Landscaping Submission
1) A Letter of Retainer from the Consulting Landscape Architect stating they have been engaged
for the design and complete general construction inspection of all landscape works, plus an
outline of the items contained within the submission.
2) A covering letter from the Consulting Engineer and /or Landscape Architect stating the
landscape work is in conformity with the proposed grading and Township services for the
development, plus an outline of the items contained within the submission.
3) Three copies of the following drawings (where applicable):
• Existing Natural Features Assessment
• Tree Survey /Vegetation Analysis and Tree Preservation Plan
• Streetscape and Buffer Planting Plans
• Detailed Park Development Plans
• Stormwater Management Pond Planting Plan
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May, 2013
Note: Developer may request jointly obtaining a Landscape Architect with the Township (costs to be
borne by the Developer).
2.3 Subsequent Submissions
Subsequent submissions shall be made, as required, until the drawings and designs are acceptable to
the Township. The design of the underground electrical distribution system shall be completed by
Hydro One. This design of the streetlight system shall be completed by an Electrical Engineer retained
by the proponent. These designs shall be submitted to the Township and shall be approved prior to
the final approval of the engineering drawings. The design of the Bell telephone system, Cable TV
system and gas mains shall follow the same format as the Hydro One requirements, for a joint trench
scenario.
All utility information is to be shown on a Utility Coordination Plan, prepared by the Consultant.
The following submissions shall be compiled and submitted to the Township simultaneously,
comprised of the number of copies shown.
2.3.1 Second Engineering Submission
The following submissions shall be compiled and submitted to the Township simultaneously:
Engineering Submission
1) First submission drawings "red lined" by the Township from the First Submission review.
2) Detailed chart or report with all of the First Submission comments and how they have been
met.
3) Copies of all other applicable approval agencies comments.
4) Five complete sets of all revised drawings, proposed M- and R- Plans.
5) Original plus one copy of Ministry of Environment application forms, signed by the Developer
and the Consulting Engineer.
6) Three copies of the Subdivision Agreement Schedules Pertaining to Engineering Submission
and all applicable cost estimates.
7) Five copies of Utility Coordination Plan.
8) Five copies of street light design plans.
9) In addition to storm sewers, sanitary sewers and water mains, MOE approval is required for
proposed engineered channels, storm water detention ponds and storm water management
features. The Township will not sign the MOE Application until satisfied with the engineering
design. It is the Consultant's responsibility to forward the complete application to the MOE.
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May, 2013
Parks and Landscaping Submission
A covering letter from the Consulting Landscape Architect outlining the submission contents. Three
sets of revised landscape drawings as per Township comments. Three complete sets of landscaping
cost breakdowns.
2.3.2 Final Engineering Submission
The following plans and documents shall be compiled and submitted in their entirety by the Consultant
in one complete package. Any incomplete submissions, delivered to the Township, shall be returned
immediately.
1) One copy of the Proposed M -Plan and R -Plan.
2) Two complete sets of all drawings listed in the Subdivision Agreement.
3) Drawing originals stamped and signed by the Consulting Engineer and /or Landscape
Architect (where applicable).
4) A digital copy of the complete set of engineering drawings in accordance with the Township
CAD requirements.
5) Two copies of the final storm drainage plan and the storm sewer design sheet labelled final
design.
6) Copies of all required approvals — ie. MOE, MTO, NVCA, LSRCA, etc.
7) Detailed cost estimate of all proposed works.
8) Two copies of the Owner's insurance certificate as per the Subdivision Agreement.
9) The Developer shall submit evidence in writing that agreements are in place with Hydro One,
Bell Telephone Company, natural gas company and Cable TV for the installation of these
utilities in a common trench in the prescribed locations on road allowances within the plan of
subdivision.
10) The Developer shall submit evidence in writing that agreements are in place with Hydro One
or any other approved Contractor for the installation of street lighting.
11) The Developer shall submit evidence in writing that satisfactory arrangements are in place
with Canada Post for the location of mailboxes.
The drawing originals will be signed and stamped "Reviewed" for construction and will be
returned to the Consultant. Five copies of the complete set shall be returned to the
Township. Only drawings accepted for construction shall be utilized during construction of
the works. Any changes in drawing originals by the Consulting Engineer are subject to
approval by the Township.
Upon completion of the construction of the services, the Consultant shall obtain the 'as-
constructed' field information and revise the original drawings accordingly.
12) A summary of lot area and frontage for each Lot/Block to confirm compliance with the
Township Zoning By -law.
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May, 2013
3 Drawing Requirements
3.1 Specifications for Engineering Drawings
Size:
• Drawings to be Metric Standard Al (594 mm x 841 mm) or Imp. equivalent
Format:
• Same as Township standard sheets unless otherwise approved.
Materials for Final Submission and "as- constructed" drawings:
• Bond for Final Submission
• Bond for "as- constructed"
• Black Ink (permanent)
Digital copies on CD (all submissions)
Materials for Preliminary Submissions:
• Bond
• Black Ink (permanent)
3.2 General Drawing Requirements
All engineering drawings shall be prepared in metric and in a neat and legible fashion. The design
information presented on these drawings shall be completed in ink.
The standard Township of Oro - Medonte title block as shown in the detail drawings shall be used
on all engineering drawings. A title sheet is required for the engineering drawings.
Storm and Sanitary Drainage Area Plans may be prepared on a paper size other than Metric
Standard Al in order for the entire drainage system to be presented on one sheet.
The lot numbering and block identification on all engineering drawings shall be the same as shown
on the Registered Plan for the area.
All elevations shown on the engineering drawings are to be of geodetic origin (stating NAD 1927 or
NAD 1983). Aerial photo interpretation methods for securing existing contours and elevations will
not be accepted by the Township for base plan information on engineering drawings. A local
benchmark (stating NAD 1927 or NAD 1983) note must appear in each drawing.
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May, 2013
All plan and profile drawings are to be prepared so that each street can be filed separately. The
street names shall be identified on the plan portion of the drawings.
When streets are of a length that requires more than one drawing, match lines are to be used with
no overlapping of information.
The reference drawing numbers and centreline stations for all intersecting streets and match lines
shall be shown on all plan and profile drawings.
A north arrow and key plan shall be included on the top right hand side on all drawings.
All engineering drawings shall be stamped by a Professional Engineer. The Engineer's stamp
must be signed and dated, and the drawings are to be signed by the Township Engineer prior to
the issuance of drawings for tendering.
All landscape drawings shall be stamped by a certified Landscape Architect.
Existing information shall be shown light or background line weight. Proposed information shall be
shown bold or foreground line weight.
In general east -west streets shall have zero chainage at their westerly limit and north -south streets
shall have their zero chainage at their southerly limits. The intersection of centrelines of street
shall be used as zero chainage. Chainage on a plan - profile shall increase from left to right.
3.3 Computer Aided Drawings (CAD)
Digital software compatible with the Township version of AutoCAD .DWG file format shall be used
to prepare all drawings, in accordance with industry accepted standards and protocols.
3.4 General Servicing Plans
A "General Plan of Services" drawing showing aboveground services and appurtenances shall be
prepared for all developments at a maximum scale of 1:1,000.
When more than one "General Plan of Services" drawing is required for any development then the
division of drawings shall reflect the limits of the Registered Plans as closely as possible. Where
more than one plan is prepared, a supplementary "General Plan of Services" at a smaller scale
shall be prepared to show the entire plan of subdivision on one drawing.
The reference Geodetic Benchmark and the Site Benchmarks to be used for construction shall be
identified on the General Plan of Services.
A Key Plan at a scale of 1:10,000 shall be shown on all "General Plan of Services" drawings and
the area covered by the drawing shall be clearly identified.
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May, 2013
A drawing index shall be shown on all "General Plans of Services" to identify the Plan and Profile
Drawing number for each street or easement shown.
All road allowances, lots, blocks, easements and reserves are to be shown and are to be identified
in the same manner as shown on the Registered Plan.
All existing services, utilities and abutting properties are to be shown in light or background weight
lines.
All services to be constructed are to be shown on the "General Plan of Services" in solid lines.
Dimensioning of utilities and roadways is not required on the "General Plan of Services ".
All sites for parks, schools, churches, commercial and industrial development must be shown.
If a subdivision encroaches on an existing floodplain, the approved fill line restrictions must be
shown on all applicable drawings.
General Plans shall indicate, but not be limited to the following:
• roadways with curb lines and street names;
• horizontal control data;
• watermains with notes indicating material, diameter and length;
• water valves, curb stop valves, hydrants, connections and services;
• maintenance hole numbers;
• sewers with direction of flow and notes indicating diameter, length, grade;
• inlets and sewer connections and services;
signage:
• traffic control
• school
future land use
• barricades;
• fencing indicating height and type;
• retaining walls;
• community mail boxes with number of units serviced;
• hydro vaults, street lights, sidewalks;
• boulevard trees.
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May, 2013
3.5 Storm Drainage Plans
Watershed Area
The watershed area shall be determined from contour plans and shall include all areas that
naturally drain into the system and any fringe areas not accommodated in adjacent storm drainage
systems, as well as other areas which may become tributary by reason of regrading. This
information shall be confirmed with the Township Engineer prior to the start of the design of the
internal servicing of the site.
External Areas
A plan shall be prepared to a scale of 1:1,000 to 1:2,000 dependent upon the size of the watershed
area, to show the nature of the drainage of the lands surrounding the development site and to
show all external drainage areas that are contributory to the drainage system for the development.
The external drainage areas shall be divided into smaller tributary areas and the area and the
location to which the tributary area is considered to drain in the design shall be clearly shown. The
plan shall clearly show all existing contours used to justify the limits of the external drainage areas.
In lieu of precise information on development as a whole or any part of a watershed area, the latest
Zoning By -law and Official Plan issued by the Township shall be used to determine the correct
values of the run -off parameters to be used for all external areas in the design and to determine the
specific areas to which these values apply.
This external drainage area plan shall be prepared and shall be submitted to the Township
Engineer at the functional report stage and prior to the commencement of the detailed storm sewer
design.
Internal Areas
An internal storm drainage plan shall be prepared to a scale of 1:1,000 and shall include all streets,
lots, blocks and other lands within the development. The proposed storm sewer system shall be
shown on this plan with all maintenance holes numbered consecutively from the outlet. These
maintenance holes shall be the tributary points in the design and the area contributing to each
maintenance hole shall be clearly outlined on this plan. The area, in hectares, of each contributing
area (to the nearest hundredth) and the run -off parameter used shall be shown in a circle located
within the contributing area. In cases where areas of different run -off parameters may be tributary
to the same maintenance hole, the areas and the parameters shall be separately indicated on the
plan.
In determining the tributary area to each maintenance hole, the proposed grading of the lots must
be considered to maintain consistency in the design.
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May, 2013
In the case of large areas under single ownership or blocks requiring future site plan agreements,
the design shall be prepared on the basis of the whole area being contributory to one maintenance
hole in the abutting storm sewer unless more than one private storm connection is necessary to
sere the property, in which case the appropriate area tributary to each connection shall be clearly
shown and taken into account in the storm sewer design.
The storm drainage plan shall indicate but not be limited to the following:
• existing contours;
• drainage patterns of adjacent lands;
• runoff coefficients and areas (ha) of tributary areas outside the development and for each
section of the storm sewers within the development;
• direction of runoff;
street names;
• maintenance hole numbers;
• sewer sizes, slope and directions of flow;
• any catch basins or swales, on the lots or blocks, required to collect the runoff;
• temporary or permanent quantity and quality stormwater management facilities;
• major and minor overland flow routes;
• culverts and other drainage appurtenances.
3.6 Sanitary Drainage Plans
All tributary areas used for the determination of the design flows shall be shown on a plan at the
scale of 1:1,000. The plan shall indicate the land use, area and population density or number of
units.
Standard sanitary sewer design sheets shall be used to compute the design flow for each leg of
sewer. Each sanitary drainage area on the plan shall show an identification number along with
population and area.
3.7 Grading Plans
Scale: 1:500 for single - family or semi - detached urban areas, 1:200 for multi - family areas and
1:1,000 for rural estate areas.
The specified lot grade shall be shown at a location 8 m from the street line. For "split" or "walkout"
type drainage patterns, the specified rear of house grade shall be shown. The specified minimum
basement floor elevation and minimum apron grades for each lot shall also be shown.
The grading plans shall indicate, but not be limited to the following:
• elevations to be referenced to geodetic datum;
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May, 2013
• all lots and blocks within the subdivision, numbered in accordance with the plan proposed for
registration;
• existing contours at maximum 0.5 m intervals within the subdivision and extended outside the
subject lands far enough to determine the existing drainage pattern;
• driveway, water service box locations and building envelopes;
• elevations at existing trees, structures, watercourses, etc.;
• centreline elevations of proposed and existing roads at 20 m intervals;
• proposed elevations at front and rear building envelope;
• proposed elevations at the corners of each lot and block and intermediate point of grade
change;
• proposed elevations at side yard highpoints if applicable;
• proposed 0.5 m contours for grading within large blocks and parks;
• proposed grades for major and minor overland flow routes;
• lot fabric of subject lands including lot, block and easement description;
• physical structures such as fencing, retaining walls, etc.;
• proposed and existing culverts;
• proposed and existing storm sewer / drainage structures, including rim elevations. All rear lot
catch basins shall also include the invert elevation of the outlet pipe;
• an arrow indicating the direction of the surface water run -off from all lots;
• all swales, other than the normal side yard swales, along with percent grade and the invert
elevation of the swale at regular intervals;
• all swales to be topsoiled (minimum 100 mm) and sodded;
• all terracing required with the intermediate grades specified;
• all rear lot surfaces shall be constructed to a maximum lot grade of 12 % for 6 m behind the
house, remaining are to have slopes of 3:1 maximum;
• the lot grading plan shall make note of the Township Standard Drawings that are applicable to
the grading of the development. The Township reserves the right to refuse any house type,
which is incompatible with the lot grading design, specified for a lot;
• a 0.6 m strip shall be left undisturbed along the boundary of the subdivision next to adjacent
properties unless grading is required to eliminate drainage problems on adjacent properties.
Such grading must be stipulated on the approved Lot Grading Plan. Silt Control fencing shall
be shown within the undisturbed strip along the boundary of the subdivision;
• lot drainage is to be self- contained within the subdivision limits, where possible;
proposed locations for building envelopes and envelopes for private sewage disposal where
required;
• all proposed easements for registration;
• heights of proposed retaining walls, fences, etc.;
• all retaining walls in excess of 1.2 m to be engineered by Professional Engineer.
Township of Oro - Medonte Engineering Criteria Page 23
May, 2013
3.8 Plan - Profile Drawings
Plan — profile drawings are required for all Township roadways, blocks and easements where
services are proposed within the development, for all outfalls beyond the development to the
permanent outlet, for all boundary roadways abutting the development and for other areas where
utilities are being installed below grade. Plan — profile drawings are to be drawn to a maximum
horizontal scale of 1:500 and a maximum vertical scale of 1:50 and are to include the following:
• complete legend;
• all existing or proposed services, utilities and abutting properties are to be shown in light or
background weight lines;
• all services to be constructed are to be shown in solid lines;
the profile portion of the drawing shall be a vertical projection of the plan portion whenever
possible;
• all road allowances, lots, blocks, easements and reserves are to be shown and are to be
identified in the same manner as on the Registered Plan.
• all curb and gutter and sidewalks shall be shown and dimensioned on the plan portion of the
drawing;
• where multiple drawings are required for one street, match lines must be used with no overlap
or duplication of information;
• where intersecting streets or easements are shown on a plan - profile, only the diameter of the
pipe and direction of flow of the intersecting sewers shall be shown;
• on profile portion of drawings the type of sewer, diameter, length and grade shall be shown;
• on profile portion of drawings the watermain diameter and length, shall be shown;
only the type, direction of flow and diameter of pipe shall be shown in the plan portion;
• all maintenance holes shall be shown on the plan and on the profile portions of the drawing
and be identified by chainage and I.D. number and shall also be referred to the applicable
Standard Drawing or to a special detail on the profile portion of the drawing. All invert
elevations shall be shown on the profile with each having reference to the north arrow;
• all sewer maintenance holes which have safety platforms are to be noted;
• all drop connections are to be noted and referred to the Standard Drawing;
• all catch basins and catch basin connections shall be shown. Catch basins are to be
numbered for easy reference. All rim and invert elevations for rear lot catch basins are to be
shown;
• all watermains, hydrants, valves, bends and fittings, etc. shall be shown, described and
dimensioned on the plan portion of the drawing. In addition, the watermain shall be plotted to
true scale size on the profile portion of the drawing, complete with details on the depth of
cover;
• the location of all storm, water and sanitary service connections shall be shown on the plan
portion of the drawing using different symbols for each service. These services need only be
dimensioned when the location differs from the standard location as shown on the Township
Standard Drawings. The connections to all blocks in the development shall be fully described
and dimensioned (size, length, grade, invert elevations, materials, class of pipe, bedding, etc.);
Township of Oro - Medonte Engineering Criteria Page 24
May, 2013
• the existing and proposed centreline road grades shall be shown every 20 m with stations
shown measured in metres (ie. STA 0 +000, STA 0 +020). Even 10 m intervals to be indicated
in vertical curves;
• beginning and end of curve stations, intersections and end stations shall also be shown to
three decimal points;
• the original ground at centreline and the proposed centreline road profile shall be plotted on the
profile. The proposed centreline road profile shall be fully described (length, grade, P.I.
elevations, vertical curve data, high point chainages, low point chainages, etc.);
• details of the gutter grades around all 90 degree crescents, intersections and cul -de -sac shall
be provided on the plan portion of the drawing as a separate detail at a scale of 1:100;
• special notes necessary to detail construction procedures or requirements are to be shown;
• chainage for the centreline of construction are to be shown on the profile portion of the
drawing. The P.V.I., B.H.C., E.H.C., B.V.C. and E.V.C. chainages are to be noted;
• the basement elevation of all existing dwellings on streets where sewers are to be constructed
shall be noted on the profile;
• all existing services, utilities and features are to be shown on the plan portion. Those services
and utilities below grade that are critical to the new construction shall also be shown in the
profile. Test holes may be required to determine actual elevation of these services and
utilities;
• profiles of roadways shall be produced sufficiently beyond the limits of the proposed roads, to
confirm the feasibility of possible future extensions;
• the location of all luminaire poles shall be clearly shown on the plan portion;
• the proposed location and type of all street names and traffic control signs shall be shown on
the plan portion;
• proposed locations and types of all trees to be shown on the plan portion;
• where possibility of conflict with other services exist, connections are to be plotted on the
profile or a crossings chart included;
• the detail information from all borehole logs is be plotted on the profile drawings and located on
the plan.
3.9 Utility Coordination Plan
The Utility Coordination Plan shall be prepared in the same format as the "General Plan of
Services" and show all the same aboveground information as well as the proposed location of
driveways, Bell Canada, Hydro, Gas and Cable TV. All locations must be established and resolved
by the Consulting Engineer in conjunction with the Utility companies and in accordance with the
locations shown on the typical cross - section.
3.10 Detail Drawings
The Township of Oro - Medonte Standard Drawings shall be utilized whenever applicable. The use
of the latest revision of the Ontario Provincial Standard Drawings may be utilized as specified in
this document or when approved by the Township. These drawings shall be reproduced as part of
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May, 2013
the engineering drawings for the development and must be referred to by number on the affected
plan and profile drawings. The Consulting Engineer shall be responsible to check the suitability of
the details provided on these standard drawings for the application proposed. Individual details
shall be provided by the Consulting Engineer for all special features not covered by the Township
of Oro - Medonte Standard Drawings. These special details shall be drawn on standard sized
sheets and shall be included as part of the engineering drawings. The minimum scale to be used
for any special maintenance hole or sewer detail shall be 1:25.
3.11 Parkland Development Drawings
General Requirements
The Developer shall be responsible to prepare a detailed Park Master Plan for approval by the
Township, for all lands to be dedicated for park purposes. This plan shall show all existing trees
and features that are in conformity with the end use of the park and that are to remain. All other
trees shall be removed by the Developer subject to Township approval. Prior to preparing park
development plans, the Developer shall meet with Township staff to review Township recreational
needs, i.e. soccer pitches, ball diamonds, etc. considering the guidelines included herein (Figure
1).
A Master Plan shall be prepared at a scale of 1:500 and form part of the approved Engineering
Drawings, indicating the following, at a minimum:
• existing contours at maximum 0.5 m intervals;
• drainage structures and direction of overland drainage;
• species and size of existing plant material to remain and be protected;
• species and size of plant material to be removed;
proposed underground services, as required;
• layout of all proposed recreation facilities;
• layout of parking lot and spaces (including handicapped parking);
• layout of all trails;
• proposed site amenities including benches, bike racks, trash receptacles, signs,
washrooms, playground equipment;
• perimeter fencing;
• park lighting;
• all surface treatments;
• all proposed plant materials.
The developer may be required to design and construct some or all of the items identified in the
Master Plan.
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May, 2013
Hierarchy and Planning Guidelines
Parks, Open Space and Leisure Facilities - Township of Oro - Medonte, 2010 Figure 1
Introduction
This hierarchy is intended to categorize parks, other public and publicly available open spaces and leisure facilities into three distinct levels of provision. The classification system will help to differentiate parks and other open spaces
intended to serve close -to -home needs from those intended to attract most of their use from a specific population centre%ommunity, or from across the entire Township and beyond. The size and scale of leisure facilities should align with the
three levels of parks /open space in the hierarchy.
Township-wide/Regional
• The scale, size and appeal of the parks /open spaces and facilities in this
category are intended to attract most visitors from across the Municipality
and beyond.
• Includes: municipal parks (e.g., Bayview Memorial); County forests;
Provincial lands (parks, the Copeland Forest); wetlands, forests and
meadows under the auspices of The Couchiching Conservancy; major
trails; future conservation authority lands; utility corridors and other
prominent linear open space corridors /parks; heritage sites /museums;
outdoor performance venue (potential): golf courses; ski areas; equestrian
facilities; and other similar sites.
• Typically attract day -use activities, but could include a campground.
• Generally should incorporate indoor and outdoor facilities that are high
order /major in scale and quality - often clusters of similar facilities such as
two or more soccer fields or a twin -pad arena.
• Can accommodate ancillary facilities such as a food concession,
washrooms, change facilities, a club house.
• Ensure that playgrounds, sitting /viewing areas and picnic areas are well
shaded.
• Generally should be large sites, but could also be a small specialized
property or facility (e.g., an historic site or a public docking/boat launch
area).
• Are often resource -based (natural or built heritage) and therefore not
necessarily located based on good access, visibility or proximity to
population centres.
• If not resource - based, the location should be driven by criteria such as:
good vehicular and pedestrian access and visibility, and suitability of the site
to support desired development/uses.
• Sites intended to accommodate lighted /major sports venues should not
directly abut a residential area.
• Whenever possible, sites should be linked to township -wide trail systems
and natural heritage corridors.
• Incorporate sufficient on -site parking to support uses.
Community Parks and Open Space
• The scale, size and appeal of the parks /open spaces and facilities in this
category are intended to attract most visitors from within a settlement area
such as Moonstone, Warminster, Craighurst, Sugarbush, Hawkestone or
Shanty Bay.
• For the most part, this category includes municipal parks (e.g., Ramey,
Vasey, Sweetwater, Line 4, Danny McHugh, Shanty Bay, Craighurst),
community halls, and secondary schools (potential).
• Sometimes community -scale sites are combined into a jointly planned and
developed park - school campus with shared indoor and outdoor facilities.
• Generally may incorporate outdoor and indoor facilities that are
intermediate to high order in scale and quality such as: lighted ball
diamonds, lighted multiple tennis courts, full size and large mini soccer
fields, an arena, a community hall, a picnic area, a major playground, a
large floral garden, etc.
• If the site is large enough, two or more of one type of facility could be
accommodated.
• If large enough, a community -scale site may include ancillary facilities such
as: washrooms, change facilities, a small food concession, etc.
• Community parks should be sited and designed to minimize negative
impacts on the adjacent residential area through such measures as
planting, fencing, and provision of appropriate parking and access.
• Ensure that playgrounds, sifting /viewing areas and picnic areas are well
shaded.
• Although most sites should be predominantly or entirely >table land= to
support the focus on >active= recreation facilities, some sites (and parts of
sites) can incorporate wooded areas, watercourses and sloped lands,
especially suitable for nature appreciation and tobogganing, and to provide
visual and topographic relief.
• Whenever possible, sites should be linked to the local, community and
township -wide trail systems and natural heritage corridors.
• Sites should be accessible to the community with active parks located on or
near very main transportation routes.
• All sites should be visible, ideally with at least 25% of the perimeter fronting
onto a street, and where possible, a major roadway (particularly so if an
>active= park).
• Minimize the use of fencing around the perimeter of the site.
• Sports facilities (especially lighted) should not abut residences.
• Generally, this category of park should be a minimum of 10 acres (4
hectares) in size.
and Open Space
• The scale, size and appeal of the parks /open spaces and facilities in this
category are intended to attract mostly visitors from nearby residences
(within a five to ten minute walk), predominantly for less organized, lower
scale leisure activities.
• Neighbourhood children should not have to cross a busy street to access
the closest neighbourhood park.
• For the most part, this open space category includes municipal parks (e.g.,
Ravines of Medonte, Shelswell, Barrillia, Railside, Price, Emily, Lloyd W.
Scott,) and elementary schools. Church sites with turfed, usable open
space should be included in this category. Also includes neighbourhood -
scale open space linkages and walkways.
• Where possible and desirable, combine parks and schools into a jointly
planned and developed park - school campus with shared indoor and
outdoor facilities and no fencing between jurisdictions. It is appropriate to
also incorporate a church with a usable and accessible >yard= into an
open space campus (with or without a school).
• Generally, Neighbourhood parks should incorporate outdoor facilities that
are junior to intermediate in scale and quality such as: a junior ball
diamond, a small mini or large mini soccer field, playground(s), a multi-
purpose sport pad, a small picnic area; walking path(s), etc. Due to usual
location within a residential area, recreational facilities should not be
lighted.
• Neighbourhood parks should not accommodate indoor facilities.
• Neighbourhood parks should be sited and designed to minimize negative
impacts on the adjacent residential area through such measures as
planting, fencing, and provision of appropriate access.
• Ensure that playgrounds, sitting areas and picnic areas are well shaded.
• Whenever possible, sites should be linked into the local, community and
township -wide trail systems and natural heritage corridors.
• Ensure that a minimum of 25% of the perimeter of the site fronts onto a
street, and most of the site is visible from the street(s).
• Minimize the use of fencing along the frontage of the site.
• Although natural heritage features are desirable, most of the site should be
table land quality.
• Most Neighbourhood parks should range in size from 3 to 8 acres (1.2 to
3.25 hectares). Occasionally, it is appropriate to create a smaller parkette
to augment a park- deficient area, or to meet a specific need such as
providing a specialized site for a childrens= play area, a sitting area or a
local amenity /accent/signage area. However, even parkettes should not
usually be less than 0.5 acres (0.2 hectares) in size.
Township of Oro - Medonte Engineering Criteria Page 27
May, 2013
A Park Development Cost Estimate based on estimated quantities with corresponding unit prices is
required along with the drawing submission.
3.12 Trails and Walkways
The developer may be required to design and construct a trail system, pathways, and linkages to
existing trail systems. Trail development will be implemented according to Township of Oro -
Medonte Standards. Pathways will be required adjacent to parkland and walkway easements
adjoining parallel roads or acting as service access and shall be fenced, gated and planted
according to Township standards. The provision of new trails shall be consistent and support the
existing Township -wide trails network.
The Township's trails network is generally comprised of:
multi -use urban cycle trails, 3.0 m width (hard surface, multiple users);
• multi -use rural soft surface trails, 3.0 m width (crusher fines, multiple users);
• greenway trails, 2.0 m width (soft surface, 4- season multi -use trails);
• snowmobile trails; and
• road based cycle routes.
Proposed trails should link together local points of interest, all open space amenities, civic
institutions and connect to the regional trails network. To the extent possible the route should
utilize public open spaces, unopened right -of -ways, blocks and easements away from roadways.
In the event trails are located along roadways additional right -of -way may be required by the
Township.
Trails connecting through urban area located within the road right -of -way should be paved multi-
purpose cycle ways.
Entrance points to the trail system should be marked with signage co- ordinated with the Township.
3.13 Landscaping
3.13.1 General Requirements
All landscape plans shall be drawn and stamped by a Full Member of the Ontario Association of
Landscape Architects. All landscape plans shall be drawn at a minimum scale of 1:500.
The landscape documents may include but not limited to the following drawings:
• Existing Natural Features Assessment;
• Tree SurveyNegetation Analysis;
• Tree Preservation Plan and Details;
• Streetscape and Buffer Planting Plans and Details;
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May, 2013
• Detailed Park Development Plans and Details;
• Trails Master Plans and Details;
• Landscape Restoration Plans and Details;
• Stormwater Management Facility Planting Plan;
• Lighting Plans;
• Planting Plans.
Detailed Cost Estimates will be required for all approved landscape plans. This estimate will be
used for security purposes. All streetscape plans shall be consistent with the Township of Oro -
Medonte Engineering Design Criteria and will require Township approval before implementation of
the plans.
The Streetscape Plan shall show the following:
• existing trees and natural features to remain;
• building envelopes, driveways and sidewalks;
• walkways, trails and easements;
• required fencing including privacy, acoustic and chain link;
• proposed plantings;
• location of street lighting;
• location of public utility boxes and easements and hydrants;
• heights of existing and proposed retaining walls, fences etc.
Construction details will be required for all landscape elements to be implemented as part of the
development.
Any required landscape Restoration Plans and Stormwater Management Facility Planting Plans will
require Township approval prior to implementation of the plans.
Developers are required to display approved landscape plans at the sales pavilions for the
homebuilders in any new subdivision.
3.13.2 Notes for Streetscape Submission Drawings
The following notes pertaining to layout requirements are to be included on all streetscape
submission drawings:
NOTE 1
Depicted on this plan are the species and the approximate location of street trees. Once
driveways, utilities and light standards have been installed, the exact location of street trees will be
staked on site by the Landscape Architect and approved by the Township prior to planting.
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May, 2013
NOTE 2
Minimum clearances for Street Trees (trees to be planted on private property, 2m offset from the
front lot line):
• 2.0 m from fire hydrants,
• 2.0 m from driveways;
• 2.0 m from neighbourhood mailboxes,
• 3.0 m from hydro transformers;
• 5.0 m from street light poles;
• 15.0 m minimum from street line (street intersection as measured from back of curb) and
behind the daylight triangle as per the Geometric Design Standards for Ontario Highways;
• 18.0 m from face of all warning signs.
NOTE 3
The tree pits and planting beds for all trees and shrubs located within 1.0 m of underground utilities
are to be hand dug.
NOTE 4
Minimum clearance for fences from fire hydrants is 2.0 m.
NOTE 5
All plant material must conform to the Canadian Standards for Nursery Stock and must be
guaranteed for a minimum period of 12 months following acceptance of the work by the Township.
3.13.3 Notes for Naturalization Submission Drawings
The following layout note is to be included on the submission drawings for all areas to be
naturalized:
NOTE 1
All plantings and hard landscape features are to be staked out on site and approved by the
Landscape Architect and Township prior to installation. Any deviations from the approved
landscape plans require Township approval.
3.14 As- Constructed Drawings
3.14.1 General
The "As- Constructed" drawings constitute the original engineering drawings that have been
amended to incorporate the construction changes and variances in order to provide accurate
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May, 2013
information on the works as installed in the development.
3.14.2 "As- Constructed" Field Survey
The "As- Constructed" revisions shall be based upon a final survey of all the subdivision services
and the consulting Engineer's construction records. The final survey of the subdivision services
shall include a field check of the following items:
(a) Location and invert elevations of all sewer maintenance holes.
(b) Distances between all sewer maintenance holes.
(c) Location of all roadway catch basins.
(d) Location, rim and invert elevations for all rear yard and lot catch basins.
(e) Location of all sidewalks and curbs.
(f) Location and ties to all valve boxes and valve chambers.
(g) Location of all hydrants.
(h) Location to all special watermain appurtenances (ie, blow offs, etc.)
(i) Road centreline elevations.
0) Site benchmarks.
(k) Location of all service connections to all lots and blocks and location of connection from
nearest downstream maintenance hole (i.e. 0 +023).
(1) Sewer pipe sizes.
(m) Location of all fencing constructed as part of the subdivision services.
(n) Streetscape landscaping /boulevard plantings.
(o) Park development plan.
Locations of the applicable street furniture described above shall also include swing ties to three
fixed reference points. Swing ties shall be dimensioned on the as- constructed drawings.
3.14.3 Drawing Revisions
The original drawings shall be revised to incorporate all changes and variances found during the
field surrey and to provide the ties and additional information to readily locate all underground
services.
All sewer and road grades are to be recalculated to two decimal places.
All Street line invert elevations of storm and sanitary house connections to each block shall be
noted on the drawing.
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All street names, lot numbering and block identification shall be checked against the Registered
Plan and corrected if required.
The "As- Constructed" revision note shall be placed on all drawings in the revision block. The title
sheet of the Engineering Drawings shall be clearly marked with "As- constructed ".
The Contract Number, and /or Township Job File Number, if applicable, shall be added to the
drawings.
Tolerances
A maximum vertical plotting tolerance of 0.2 m on the 1:50 vertical profile portion of the drawings
and a maximum horizontal plotting tolerance of 1 metre on the 1:500 scale drawing shall be
considered acceptable without replotting.
All sewer lengths are to be shown to the nearest 0.5 m.
The information shown on the "As- Constructed" drawings may be checked by the Township at any
time up to two years after final acceptance of the subdivision and if discrepancies are found
between the information shown on the drawings and the field conditions, then the drawings will be
returned to the Consultant for rechecking and further revision.
The consultant shall be required to explain in writing any major difference between the design and
the "As- Constructed" data and to provide verification that alteration does not adversely affect the
design of the subdivision services.
Submissions
Upon completion of all construction work and the "As- Constructed" revisions, the original drawings
shall be submitted to the Township for their permanent records.
The submission of the "As- constructed" drawings and digital format to the Township must be
completed before "Final Acceptance" of the subdivision will be given.
The Consulting Engineer shall provide a written declaration to the Township stating that all
subdivision works have been constructed in accordance with the terms of the Subdivision
Agreement, approved Engineering Drawings and the Township's Design Criteria, prior to "Final
Acceptance ".
Drawings supplied in a digital format in addition to the standard hard copy shall conform to the
most recent requirements and AutoCAD standards of the Township.
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May, 2013
3.14.4 Storm Sewers
All actual storm system invert elevations shall be indicated on the "as- constructed" drawings. If the
difference is greater than 150 mm from the design vertical alignment, affected portions of the sewer
or overland drainage route shall be redrawn in profile. Any maintenance hole which differs from
the proposed horizontal location by more than 1.50 m shall be redrawn in both plan and profile.
In addition the following shall be indicated on the "as- constructed" drawings:
• pipe /culvert size, grade, type, class;
• chainage from MH along main to service tees.
NOTE: If as- constructed grade of sewer differs by more than 1% of the design grade, the
Consultant shall submit revised hydraulic calculations.
3.14.5 Sanitary Sewers
All actual sanitary sewer invert elevations shall be indicated on the "as- constructed" drawings. If
difference is greater than 150 mm from the design vertical alignment, affected portions of the sewer
shall be redrawn in profile. Any maintenance hole which differs from proposed horizontal location
by more than 1.50 m shall be redrawn in both plan and profile.
In addition the following shall be indicated on the "as- constructed" drawings:
pipe size, grade, type, class;
• chainage from MH along main to service tees;
• dimensions from lot corners and elevations for service laterals.
NOTE: If as- constructed grade of sewer differs by more than 1% of the design grade, the
Consultant shall submit revised hydraulic calculations.
3.14.6 Watermains
All actual watermain obvert elevations at 30 m intervals shall be indicated on the "as- constructed"
drawings. If the difference is greater than 150 mm from design vertical alignment, affected portions
of the watermain shall be redrawn in profile. If horizontal alignment changes exceed 1.0 m the
affected portions of the watermain shall be redrawn in plan.
In addition the following shall be indicated on the "as- constructed" drawings:
pipe size, type, class;
swing ties to all main appurtenances (valves, bends, tees, etc);
chainage from appurtenance along main to main stops;
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swing ties from lot corners to the curb stop valve box and the invert elevation of each curb
stop.
3.14.7 Roadways
All actual roadway centre line elevations, at a maximum 20 m interval, shall be indicated on the
"as- constructed" drawings. Gutter elevations shall be indicated for cul -de -sacs and intersections to
show drainage into storm system. If horizontal road alignment changes more than 1.0 m or vertical
geometry changes greater than 150 mm the plan and /or profile shall be redrawn as appropriate.
In addition the following shall be indicated on the "as- constructed" drawings:
• driveways, lay -bys, curb depressions;
• road signage;
• lane marking and stop bar locations.
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4 Servicing Design Requirements
4.1 Introduction
The purpose of this section is to outline the minimum design requirements for the construction of
municipal services in the Township. These requirements are intended to provide guidance to the
designer and do not relieve the Owner and its Consultant of the responsibility for submitting a
completed product demonstrating competent engineering design in full compliance with all
applicable legislation.
Any deviation from the minimum Township standards shall be specifically referred to by the
applicant and /or his agent with a copy of written approval of the Township attached.
4.2 Storm Drainage System
4.2.1 General Requirements
To assist in the attainment of proper drainage, the Township has set the following objectives for
drainage management within its boundaries:
• Prevent loss of life and minimize impact to adjacent properties;
• Prevent inconvenience from surface ponding and flooding;
• Prevent adverse impacts on the local groundwater systems and base flows in receiving
watercourses;
• Prevent downstream flooding and erosion;
• Prevent pollution discharges to watercourses;
• Prevent soil losses and sediments to sewer systems and waterbodies from construction
activity;
• Prevent impairment of aquatic life and habitat; and
• Promote orderly development in a cost - effective manner.
4.2.2 Stormwater Management
The stormwater management requirements generally must reflect distinct solutions and vary
depending upon the watershed, and in some cases the storm sewer shed, that the site is located.
Site - specific requirements can be obtained from the Township. A stormwater management report
will be required for all development applications.
Site specific stormwater management reports shall be consistent with all applicable background
reports prepared by the Township or Conservation Authority (ie, Watershed Planning Studies,
Master Drainage Plans, Stormwater Management Master Plan, etc.), including the Lake Simcoe
Protection Plan.
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May, 2013
Stormwater management designs must also be in accordance with NVCA or LSRCA requirements
and receive its approval, accordingly.
In general, stormwater management reports shall address the following:
a) stormwater quantity;
b) stormwater quality;
c) sediment and erosion control;
d) baseflow maintenance.
Quantity Control
The Township implements a Major and Minor system approach to stormwater conveyance and
control, comprised as follows:
Minor (convenience) System - 5 year return period — storm sewers, catch basins, driveway culverts
and surface swales.
Major (overland) System -100 year return period — streams, valleys, man -made channels,
roadways, roadside ditches and ponds.
In general, quantity control measures are to be designed in accordance with the MOE Stormwater
Management Planning and Design Manual — March 2003 or latest version NVCA or LSRCA criteria
where applicable.
In addition to introducing pond storage into a stormwater management system, increased flows
resulting from increased impervious areas may be mitigated by utilizing measures such as:
discharging rainwater leaders onto grassed areas, providing temporary rooftop and parking lot
storage, or using grassed swales rather than piped flow.
Other factors, such as snowmelt run -off with large volume and longer duration and potential
adverse downstream effects due to uncoordinated timing of peak flows must be considered when
designing stormwater management facilities.
Underground storage tanks and `superpipe' systems for stormwater storage are discouraged as
part of the Township system due to inherent long term, high replacement and maintenance costs
and will only be considered in exceptional cases.
Joint use facilities i.e. detention ponds over recreational playing fields and passive parks, will be
considered on an individual basis subject to suitably designed control measures and the intended
park use.
The degree of control on the quantity of run -off from a proposed development shall be as follows:
• The post - development peak flow shall not be greater than the corresponding pre -
development peak flow for the 1:5 year, 1:10 year, 1:25 year and 1:100 year storms.
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May, 2013
Other regulatory agencies may require other storm flows to be analyzed (i.e. 2 year
and /or Regional flows).
Runoff Quantity
Rural Catchments — shall be modelled with OTTHYMO using the SCS 24 hr design storm to
generate peak flow value.
Urban Catchments— shall be modelled with OTTHYMO using the Chicago 4 hr design storm.
In general, the SCS design storms should be used for determining the hydrographs for
undeveloped watersheds and for checking detention storages required for quantity control. The
Chicago design storms should be used for determining hydrographs in urban areas and also for
checking detention storage. In most cases, the consultant will be required to run both sets of
design storms to make sure that the more stringent is used for each individual element of the
drainage system (pipe flow, street flow, channel flow, detention storage).
The time step for discretization of the design storm can vary according to the size of the sub -
watershed, but must not exceed the estimated time of concentration. The maximum rainfall
intensity should be compatible with that of real storms on record.
All parameter assumptions used in the OTTHYMO input shall be clearly identified in the stormwater
management report.
Quality Control
In general, water quality controls are to be designed in accordance with the MOE Stormwater
Management Planning and Design Manual — March 2003 or latest version, the Lake Simcoe
Protection Plan and NVCA or LSRCA criteria, as applicable.
Prior to initiating design, the Consultant shall contact the Township for acceptability of specific
measures in consideration of long term maintenance and effectiveness.
Specific pond design requirements which are particular to the Township are as follows:
Pond Requirements
The design of stormwater management ponds shall be completed with consideration of the
following aesthetic and landscape design criteria:
• Stormwater management dry ponds shall be designed to limit the maximum depth of water
to 1.8 m above the lowest point of the stormwater basin. An additional 0.3 m freeboard is
required above the maximum flood level. The maximum depth of the extended detention
zone shall not exceed 1.0 m above the lowest point of the pond.
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May, 2013
• Maximum side slope will be 5:1 from the bottom of the dry pond to the limit of maximum
extended detention, with a minimum horizontal length of 3.0 m. The minimum allowable
gradient on the bottom of the basin shall be 1.0% and the maximum gradient shall be 5 %.
Stormwater management wetlands shall be designed to limit the maximum depth of water
to 2.1 m above the lowest point of the stormwater basin excluding micropools. An
additional 0.3 m freeboard is required above the maximum flood level. The maximum
depth of the extended detention zone shall not exceed 1.0 m above the permanent pool
elevation. Maximum peak flow attenuation zone shall not exceed 1.8 m above the
permanent pool elevation. The permanent pool depth shall range between a minimum
depth of 0.15 m to a maximum depth of 0.45 m.
A maximum 5:1 slope below the permanent pool level shall be permitted around the entire
stormwater management wetland. A maximum 5:1 slope above the permanent pool level
shall be permitted around the entire stormwater management wetland. The slope shall
extend from the permanent pool level, to the limit of maximum extended detention. The
horizontal distance of this slope must be a minimum of 3.0 m.
Stormwater management wet ponds shall be designed to limit the maximum depth of water
to 3.3 m above the lowest point of the stormwater basin. An additional 0.3 m freeboard is
required above the maximum flood level. The maximum depth of the extended detention
zone shall not exceed 1.0 m above the permanent pool elevation. The permanent pool
depth shall range between a minimum depth of 1.0 m to a maximum depth of 1.5 m.
A maximum 5:1 slope shall be permitted around the entire stormwater management wet
pond. The slope shall extend from the bottom of the permanent pool to the limit of
maximum extended detention.
• Fencing of stormwater management facilities shall be minimized. Where stormwater
management facilities to be owned by the Township abut private property, fencing may be
required at the discretion of the Township. At a minimum, demarcation of property
boundaries is required. Fencing, signage and /or property demarcation shall be to
Township standards.
• In situations where existing natural areas are proposed to be used for stormwater
management, exemptions to the depth and slope criteria may be provided to minimize
disturbance to the natural feature, at the discretion of the Township.
• Designed pedestrian access areas shall not exceed a maximum slope of 12:1.
• Notwithstanding the above slope and depth criteria, in the case of headwall design, the
depth of water related to adjoining sideslopes may vary and fencing is required for safety
purposes.
• Areas subject to the collection of contaminants or spills shall be fitted with adequate oil /grit
separators.
• Maintenance access requirements are to be determined on a site -by -site basis, however,
the following general criteria are recommended: Controlled maintenance access routes
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May, 2013
shall be provided to both inlet and outlet structures and forebays. A minimum 3.0 m wide
surface to accommodate maintenance vehicles within a minimum 10 m turning radius
(inside radius) and a flat 10 m loading areas is required. Maintenance access routes shall
not exceed a maximum slope of 10:1. The design of maintenance routes and loading
areas shall be to the approval of the Public Works Department.
Sediment drying area may be required adjacent to the forebay area to facilitate
dewatering of sediment prior to removal to an approved disposal location.
• Maintenance by -pass shall be provided via a maintenance hole upstream of the entry to
the pond to divert all flow from the pond during maintenance and sediment removal
procedures.
4.2.3 Storm Sewer Design
Storm sewers, designed and constructed in accordance with the most recent requirements and
specifications of the Township, shall be of adequate size and depth to provide service for the
development of lands within the upstream watershed and /or for the drainage of any areas
designated by the Township. Storm drainage shall be directed to an outlet considered adequate in
the opinion of the Township and applicable agencies.
Channel works, bridges, culverts and all other drainage structures or works shall be designed,
approved and constructed in accordance with the most recent drawings and specifications of all
applicable agencies having jurisdiction, such as the Township, LSRCA, NVCA, MOE, MTO, MNR,
DFO, etc.
4.2.3.1 Hydrology and Design Flows
Storm sewers shall be designed to drain all lands based on the Rational Method. The Rational
Method calculations must be checked using a model approved by the Township where the
drainage area is greater than 10 hectares. The larger of the flows is to be used in the design of the
sewer system unless approved otherwise.
Q = 0.0028 C I A where: Q = Flow in cubic metres per second
A = Area in Hectares
C = Run -off coefficient
I = Intensity in mm /hr
Storm sewers shall generally be designed to accommodate 1:5 year storm flows.
Intensity of Rainfall
The intensity of rainfall is to be determined from the Intensity- Duration - Frequency values from the
Atmospheric Environment Services Orillia Station.
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Where I = A x tB and I is in mm /hr, t is time of concentration in hours; A and B are as follows:
Storm Return Period
A
B
2 year
22.5
-0.728
5 year
29.9
-0.725
10 year
34.8
-0.724
25 year
40.9
-0.723
50 year
45.5
-0.722
100 year
50.0
-0.722
Time of Concentration
The minimum initial time of concentration is to be 10 minutes.
Pre - Development Areas:
To calculate the initial time of concentration (tc) for upstream, undeveloped lands, the following
formulas may be used: Bransby - Williams or Airport Method. The most appropriate method will be
determined at the discretion of the Township.
Run -off Coefficient
The consultant shall submit calculations and sketches, as required to support the run -off
coefficients used for storm sewer design with the Rational Method. In general, run -off coefficients
shall be as follows:
Parks over 4 hectares
0.20*
Parks 4 hectares and under
0.25*
Single- family Residential (Urban)
0.45
Single- family Residential (Suburban)
0.40
Semi - detached Residential
0.60
Townhouses, Maisonettes, Row Houses, etc.
0.70
Apartments
0.75
Schools and Churches
0.75
Industrial (rural)
0.75
Industrial (urban)
0.90
Commercial
0.90
Heavily Developed Areas
0.90
Paved Areas
0.95
*Parks with increased impermeable area will require a higher run -off coefficient.
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A minimum run -off coefficient of 0.55 is to be used for undeveloped upstream area where future
residential development is expected and 0.75 where future industrial, high- density residential or
commercial development is expected.
Drainage Area
Drainage systems must be designed to accommodate all upstream drainage areas considering
interim and ultimate conditions.
4.2.3.2 Pipe Sizing and Specifications
Pipe Capacities
Manning's formula shall be used in determining the capacity of all storm sewers. The capacity of
the sewer shall be determined on the basis of the pipe flowing full.
The value of the roughness coefficient `n' used in the Manning's formula shall be as follows:
• concrete pipe 0.013
• concrete box culverts 0.013
• corrugated metal 68 x 13mm corrugations 0.024
• corrugated metal 25% paved invert 0.021
• PVC pipe 0.013
• HDPE smooth wall ribbed pipe 0.013
Flow Velocities (Flowing full)
For circular pipes the minimum acceptable velocity is 0.8 m/s and the maximum acceptable
velocity is 3.5 m/s during the 5 year storm event.
Minimum Sizes
The minimum size for an on- street storm sewer shall be 300 mm diameter.
Minimum Grades
Regardless of flow velocities obtained, the minimum design grades for pipe storm sewers shall be
as follows:
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Depth of Storm Sewers
The depth of a deep storm sewer shall be sufficient to provide a suitable outlet for the building
foundation weeping tiles. The minimum cover to the top outside pipe barrel of a deep storm sewer
shall generally be 2.5 to 3.0 metres. The minimum cover to the top outside pipe barrel of a shallow
storm sewer system shall not be less than 1.5 metres from the centre -line of the roadway unless
alternate measures are implemented as approved by the Township.
Location
The storm sewers shall be located as shown on the standard Township road cross - section
drawings. This standard location shall be generally 2.1 metres north or east of the centreline of the
road allowance. In the case of crescents, looped and curvilinear streets, this standard location may
be varied to the extent that the storm sewer remains on the same side of the centreline of the
street (i.e., left or right) to avoid crossing the sanitary sewer trenches at the changes in direction of
the street.
Pipe Crossings
A minimum clearance of 0.20 metres shall be provided between the outside of all pipe barrels at all
points of crossing. In cases where the storm sewer crosses a recent utility trench at an elevation
higher than the elevation of the utility, a support system shall be designed to prevent settlements of
the storm sewer, or alternatively the original trench will be re- excavated to the top of the utility and
shall be backfilled with non - shrinkable fill (low strength concrete) to adequately support the storm
sewer. When the storm sewer passes under an existing utility, adequate support shall be provided
for the utility during and after construction to prevent damage to that utility.
Radius Pipes
Radius pipe shall be allowed for storm sewers 1050 mm in diameter and larger provided that a
maintenance hole is located at the beginning or at the end of the radial section. The minimum
centre line radius allowable shall be in accordance with the minimum radii table as provided by the
pipe manufacturer.
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Limits of Construction
Sewers shall be terminated with a maintenance hole at the upstream subdivision limits when
external drainage areas are considered in the design. The design of the terminal maintenance
holes must allow for the future extension of the sewer.
When external areas are not included in the sewer design, the sewer shall extend at least half way
across the frontage and /or flankage of any lot or block in the subdivision.
Sewer Alignment
Storm sewers shall be laid in a straight line between maintenance holes unless radius pipe has
been designed. Joint burial (common trenching) with sanitary sewers will be considered when
supported by the recommendations of a soils report prepared by a qualified geotechnical
engineering consultant.
Changes in Pipe Size
No decrease of pipe size from a larger size upstream to a smaller size downstream will be allowed
regardless of the increase in grade.
Pipe Material Classification and Bedding
All storm sewer mains shall generally be constructed of reinforced concrete with suitable strength
class recommended by the Consultant. Smooth wall ribbed PVC may be used for mains up to 900
mm diameter. Storm sewer leads from catch basins shall be constructed with non - reinforced
concrete pipe or PVC pipe.
The class of pipe and the type of bedding shall be selected to suit loading and proposed
construction conditions. For rigid pipe, Class B bedding (compacted Granular A bedding and cover
over the sewer) in accordance with OPSD shall be used.
Embedment for flexible pipe shall be homogeneous Granular A in accordance with OPSD.
Alternate granular materials for pipe bedding may be specified, subject to the approval of the
Township, however clear stone bedding is generally not permitted. In areas where it is difficult to
control the infiltration of ground water into the sewer trenches clear stone bedding may be
considered provided it is completely wrapped in a suitable geotextile, selected and installed in
accordance with the manufacturer's requirement.
The width of trench at the top of the pipe must be carefully controlled to ensure that the maximum
trench width is not exceeded unless additional bedding or higher strength pipe is used. Where poor
soil conditions and high ground water levels are present, the Consulting Engineer shall prepare
special designs for the Township's approval.
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• Reinforced concrete pipe shall conform to the requirements of OPSS 1820.
Polyvinyl chloride (PVC) pipe products shall conform to the requirements of OPSS 1841.
The pipe must be manufactured with factory assembled spigot gasket and integral bell
joints.
• Polyethylene pipe products shall conform to the requirements of OPSS 1840.
Testing and Acceptance
A CCTV inspection (including flushing) as per OPSS 409 shall be conducted upon satisfactory
completion of all other testing, prior to the Township's recommendation for issuance of "Substantial
Completion" and prior to the placement of surface course asphalt. A CCTV inspection (including
flushing) will also be required prior to the issuance of "Final Acceptance" if 18 months have lapsed
since the placement of surface course asphalt.
4.2.3.3 Maintenance Hole Requirements
Maintenance holes must be precast concrete and shall be designed and constructed in accordance
with the most recent OPSS and OPSD. Where the standard drawings are not applicable, the
maintenance holes shall be individually designed and detailed.
Location and Spacing
Maintenance hole shall be located at each change in alignment, grade or pipe material, at all pipe
junctions, at the beginning or end of all radius pipe sections and at intervals along the pipe to
permit entry for maintenance to the sewer.
Maximum Spacing
The maximum spacing between maintenance holes shall be as follows:
Maintenance Hole Design
a) Minimum size of maintenance holes to be 1500 mm diameter.
b) All maintenance hole chamber openings shall be located on the side of the maintenance hole
parallel to the flow for a straight run maintenance hole, or on the upstream side of the
maintenance hole at all junctions.
c) The change in direction of flow in any maintenance hole shall not be permitted at acute interior
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angles.
d) Safety gratings shall be provided in all maintenance holes when the depth of the maintenance
hole exceeds 5 m. The maximum spacing between safety gratings shall not exceed 5 m.
e) The obvert(s) on the upstream side of a maintenance hole shall not be lower than the obvert
of the outlet pipe.
f) The maximum change in direction of flow in a maintenance hole, for sewer sizes 1050 mm
diameter and over, shall be 450
.
g) Where the difference in elevation between the obvert of the inlet and outlet pipes exceeds 0.6
m, a drop structure shall be placed on the inlet pipe.
h) All storm sewer maintenance holes shall be benched to the obvert of the outlet pipe for pipe
sizes 600 mm or less and to the spring line of the outlet pipe for pipe sizes 675 mm and
greater.
i) The minimum width of benching in all maintenance holes shall be 230 mm.
j) All maintenance holes and catch basin structures shall have frost straps in accordance with
OPSD 701.100.
k) Maintenance holes in boulevards shall be located, wherever possible, a minimum of 1.5 m
from the face of curb or other service.
1) Minimum size of any maintenance hole stack shall be 685 mm square.
Elevations for Maintenance Hole Frames and Covers
All maintenance holes, located within the travelled portion of a roadway, shall have the rim
elevation set flush with the surface of the base course asphalt. The concreting and setting of the
frame and cover shall be completed in accordance with the details provided in the standard
drawing. A maximum of 300 mm of modular rings shall be permitted on maintenance holes in new
subdivisions. No concrete shall extend over the edge of the maintenance hole.
Prior to the placement of the final lift of asphalt, maintenance hole frames shall be reset to final
elevations.
Head Losses and Drops
Suitable drops shall be provided across all maintenance holes to compensate for the loss in energy
due to the change in flow velocity and for the difference in the depth of flow in the sewers.
In order to reduce the amount of drop required, the designer shall, wherever possible, restrict the
change in velocity between the inlet and outlet pipes to 0.6 metres /sec.
Hydraulic calculations shall be submitted for all junction and transition maintenance holes on
sewers where the outlet is 1,050 mm or greater. In addition, hydraulic calculations may be required
for maintenance holes where the outlet pipe is less than 1,050 mm dia. if, in the opinion of the
Township, there is insufficient invert drop provided across the maintenance hole.
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Regardless of the invert drop across a maintenance hole as required by calculations, the obvert of
the outlet pipe shall not be higher than the obvert of the inlet pipe in any maintenance hole.
The minimum drops across maintenance holes shall be as follows:
Frame and Grate
All maintenance hole frames shall be as per OPSD 401.010 with Type A closed cover labeled
"Storm ".
4.2.3.4 Catch Basin Requirements
Location and Spacing
Catch basins shall be selected, located and spaced in accordance with the conditions of design.
The design of the catch basin location and type shall take into consideration the lot areas, the lot
grades, pavement widths, road grades and intersection locations.
All catch basins and their leads shall be of the single or double type. To ensure that the capture or
inlet capacity matches that of the storm sewer, the spacing of catch basins on streets may be
varied.
If detailed analysis of the major -minor system and SWM analysis of the pipe system indicate the
need for inlet controls, additional constrictions should be implemented. Since reduction in the size
of the standard catch basin covers is not desirable, an orifice plate can be located in the catch
basin. This is applicable only to private development. Orifice plates are not permitted within the
Township right -of -way.
Catch basins shall be generally located upstream of sidewalk crossings at intersections and
upstream of all pedestrian crossings. Catch basins shall not be located in driveway curb
depressions. Double catch basins shall be required when the catch basin intercepts flow from
more than one direction.
Generally, rear yard catch basins shall be eliminated whenever possible.
Maximum spacing for catch basins including cul -de -sac gutters shall be as follows:
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Catch Basin Types
Catch basins must be pre -cast concrete and shall be designed and constructed in accordance with
the most recent OPSS and OPSD.
Special catch basins and inlet structures shall be fully designed and detailed by the Consultant.
Double catch basins are to be installed at the low point of any road.
Catch Basin Leads
For single catch basins, the minimum size of connection shall be 300 mm diameter and the
minimum grade shall be 1.0 %.
For double catch basins, the minimum size of connection shall be 375 mm diameter and the
minimum grade shall be 1.0 %.
For rear lot catch basins, the minimum size of the connection shall be 300 mm diameter and the
minimum grade shall be 1.0 %.
In general, catch basins located in close proximity to a maintenance hole shall have their leads
connected to the maintenance hole. Catch basin leads may not exceed 30.0 m when connected to
the maintenance hole or sewer. Alternatively, a longer lead can be connected to the sewer and a
1200 mm diameter maintenance hole catch basin used in lieu of the normal 600 mm. square catch
basin.
Frame and Grate
In general, the "bike— proof" catch basin grate shall be required for all catch basins located in
roadway or walkway areas, and the pyramidal type shall be used for rear lot and ditch located
catch basins.
The frame and cover for catch basins in roadway or walkway areas shall be as detailed in OPSD
400.100. Catch basins located in grassed areas shall have a Birdcage Grate per OPSD 400.120.
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Catch Basins at Intersections
All catch basins at street intersections shall be located on the tangent section of the curb at a
minimum of 0.6 metres distant from the beginning or the end of the radial portion of the curb.
Elevations for Catch Basin Frames and Grates
All catch basins located within the travelled portion of a roadway, shall have the frame elevation set
flush with the surface of the base course asphalt. The adjusting and setting of the frames and
grates shall be completed in accordance with the details provided in OPSD 704.010 upon
placement of surface course asphalt.
Temporary asphalt curbing shall be placed behind all catch basins within the travelled portion of
the roadway at the stage of base course asphalt. Asphalt curbing shall be placed in accordance
with OPSD 601.010 - Type "D ", between the two adjacent expansion joints.
Prior to placing surface course asphalt, temporary asphalt curbs shall be removed and replaced by
concrete curb.
4.2.3.5 Rainwater Leaders, Foundation Drains and Storm Connections
Rainwater Leaders
Rainwater leaders on all single family and semi - detached residential units shall be discharged onto
grassed or garden areas and away from wells or tile bed areas. Rainwater leaders shall not
encroach over other adjacent private lands.
The rainwater leaders of all townhouses shall be discharged onto grassed or garden areas.
Pre -cast concrete splash pads shall be placed at each rainwater leader downspout.
The rainwater leaders from all commercial, industrial, institutional and high density residential
buildings should be discharged onto grassed or garden areas, if possible and if acceptable to the
Township.
Foundation Drains
The Township requires that a sump pump system be installed in every building.
In every case, the underside of footing shall be set above the seasonal high ground water level, as
determined in the geotechnical report.
Where sump pumps are installed in residential developments with open ditches, discharge
pipelines shall not be placed within the Township's ditch lines of the road allowances. Sump pump
discharge pipelines shall be directed to rear or side yard drainage swales.
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In no case will sump pump discharge pipelines be connected to a storm sewer system.
4.2.4 Channel, Culvert and Overland Flow
For channel, culvert, bridge and/or erosion control projects the proponent is responsible for
obtaining all necessary approvals from the governing agencies, such as the NVCA, LSRCA, MNR,
DFO and /or MOE.
4.2.4.1 Culverts and Bridges
Culvert and Bridge Hydraulic Capacity
Only arterials and collectors should, if feasible, be permitted to cross the major system
watercourses. It is also recommended that designers consider the need to design culverts and
bridges on such arterials and collectors for at least the 1:100 year storm flow, if not for the Regional
Storm flow. If smaller culverts or bridges are provided, the backwater effects for the 1:100 year and
Regional Storm flows must be determined. Concrete box culverts shall be designed and placed for
all watercourse crossings subject to the approval of the Township. MNR, DFO, NVCA and /or
LSRCA approval may be required for watercourse /valley crossings under their regulations.
All culverts must be of sufficient length to provide for a preferred 5:1 (minimum 3:1) slope off the
driving surface to the ditch invert. All driveway culverts must be at least 7.0 m long and require
entrance approval. Driveway width to conform to Zoning By -law requirements, if applicable.
Driveway to be minimum 2.0 m from hydro poles and utility boxes.
Bridges and other major drainage structures shall require special designs as determined by the
Township. Hydraulic calculations will be required.
The frequency and magnitude of flooding or erosion shall not be increased on upstream or
downstream properties.
4.2.4.2 Open Channels
The proposed criteria for an open channel design shall be submitted to the Township for approval
prior to the actual design being undertaken. Open channels shall be defined as major system
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Arterial
1:100 Year to Regional
Collector
1:50 Year
Urban Local
1:25 Year
Rural Local
1:25 Year
Temporary Detour
1:10 Year
Driveway
1:5 Year
All culverts must be of sufficient length to provide for a preferred 5:1 (minimum 3:1) slope off the
driving surface to the ditch invert. All driveway culverts must be at least 7.0 m long and require
entrance approval. Driveway width to conform to Zoning By -law requirements, if applicable.
Driveway to be minimum 2.0 m from hydro poles and utility boxes.
Bridges and other major drainage structures shall require special designs as determined by the
Township. Hydraulic calculations will be required.
The frequency and magnitude of flooding or erosion shall not be increased on upstream or
downstream properties.
4.2.4.2 Open Channels
The proposed criteria for an open channel design shall be submitted to the Township for approval
prior to the actual design being undertaken. Open channels shall be defined as major system
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overland flow channels, minor system outfall channels or natural channels. Major system overland
flow channel designs may be required to accommodate the Regional Storm or the 100 -year storm
for new development.
The Consultant shall also be responsible for obtaining the approval of the design from the MNR,
DFO, NVCA, LSRCA and the MOE, if the open channel concept is favourably considered.
"Natural" channel design criteria will be determined on a site by site basis. The following guidelines
must be considered:
4.2.5 Watercourse Erosion and Bank Instability
Where erosion or bank instability is already evident in an area to be developed or re- developed,
the Township requires that the situation be stabilized by appropriate remedial measures. Where
development will potentially cause significantly increased downstream erosion, the Township also
requires the Developer to mitigate further damage by appropriate remedial and preventative
measures.
Where designing remedial erosion or bank stabilization works, preservation of the watercourse
dynamics and natural valley aesthetics must be secondary only to achieving a sound technical
solution. The proposed design shall reference the MNR Natural Channel Design Manual. A
normal bank flow channel has a capacity of about the 1:2 year flood. Protection to this level will be
adequate provided care is taken to prevent any damage by higher floods and provided that the
channel bank is not coincident with a higher valley bank. In this latter case, it may be necessary to
protect the bank to a level as high as the 1:100 year flood or even the flood resulting from the
Regional Storm.
The proposed criteria for an erosion or bank stability design shall be submitted to the Township for
approval prior to the actual design being undertaken.
4.2.6 Floodline Calculations
All floodline calculations are to be performed by a recognized engineering method and are to
conform to the Ministry of Natural Resources "Flood Plain Management in Ontario Technical
Guidelines" in consultation with the Township. An acceptable method would include the HEC 2
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computer model. All supporting documentation is to be included in the submission including a hard
copy of the computer printout and a digital copy containing all input and output files.
4.2.7 Overland Flow Routes
An overland flow route continuous to the nearest major channel must be established through all
areas and shall be contained within either the road right -of -way or by easements.
If the overland flow route travels across downstream property not municipally owned, the developer
must obtain the necessary agreement(s) from downstream owner(s) accepting the increased
quantity of runoff.
The depths of flooding permitted on streets and at intersections during the 1 :100 year storm are as
follows:
• no building shall be inundated at the ground line, unless the building has been flood
proofed;
• for all classes of roads, the depth of water at the gutter shall not exceed 0.3 m.
Flow across road intersections shall not be permitted for minor storms (generally 1:10 year). To
meet the criteria for major storm run -off, low points in roads must have adequate provision for safe
overland flow.
4.2.8 Inlet /Outlet and Special Structures
Inlet and outlet structures shall be fully designed on the engineering drawings. The details provided
shall include the existing topography, proposed grading and the work necessary to protect against
erosion.
Inlets
Inlet structures shall be fully designed by the Consultant when OPSD structures are not deemed
suitable. Inlet grates shall generally consist of inclined parallel bars or rods set in a plane at
approximately 180 degrees with the top away from the direction of flow. Gabions, riprap or
concrete shall be provided at all inlets to protect against erosion and to channel the flow to the inlet
structure.
Hydraulic design calculations for inlet structures must be performed in accordance with guidelines
established by the Ministry of Transportation Drainage Manual.
The design of any culvert on a new or reconstructed watercourse where an inlet grating is required
must provide a measure of safety and minimize the risk of entanglement or entrapment of a
person.
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Outlets
The OPSD headwall standards shall be used for all storm sewers up to 2,400 mm diameter. For
sewers over 2,400 mm the headwalls shall be individually designed. All headwalls shall be
equipped with a grating over the outlet end of the pipe and a railing across the top of the headwall
for the protection of the public. Outfall grates will consist of horizontal bars or rods spacing shall not
exceed 150 mm clear. All metal parts from inlet/outlet grates to be protected from rusting.
All outlets shall blend in the direction of flow of the watercourse with the directional change being
taken up in the sewer rather than the channel.
Storm sewer outfalls shall not be connected to existing or proposed road crossing culverts. Storm
sewer outfalls must be terminated at separate headwall structures, adjacent to the outlet side of
road crossing culverts.
Gabions, Terra -fix blocks, riprap, concrete or other erosion protection shall be provided at all
outlets to prevent erosion of the watercourse and the area adjacent to the headwall. The extent of
the erosion protection shall be indicated on the engineering drawings and shall be dependent upon
the velocity of the flow in the storm sewer outlet, the soil conditions, the flow in the existing
watercourse and site conditions.
4.3 Sanitary Sewer System
4.3.1 General Requirements
The Township holds the responsibility for the local collection and treatment of sanitary waste by
means of a sewage treatment plant.
Prior to the commencement of any design for any sanitary sewage works, the applicant shall obtain
confirmation from the Township that adequate treatment plant capacity is available for the
development proposed.
Sanitary sewers designed and constructed in accordance with the most recent requirements and
specifications of the Township are required to carry domestic, commercial and industrial sewage
from each area of the development under consideration. Flow is to be by gravity, in general.
Pumped systems will be considered only where other alternatives are not possible and only with
the approval of the Township.
4.3.2 Sanitary Drainage System
4.3.2.1 Design Flows
The design flow in each length of sewer shall be computed on the standard sanitary sewer design
sheets. For each area entered on the design sheet, the maintenance hole numbers, the size and
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grade of the sewers, and the plan and profile drawing reference number for each section of the
sanitary sewer shall also be shown.
Calculations shall be based be the following:
Infiltration Rates
A peak design flow of 0.23 Us /ha shall be used for infiltration. To satisfy self - cleaning
requirements in sanitary sewers, assume dry weather infiltration reduces to zero for several days
during dry months.
Residential Sewage Flows
The following formula shall be used to calculate the sewage flow for residential areas:
Q (d) = PgMM + IA
86.4
Where;
Q (d) = Peak domestic flow plus extraneous flows, in Us
P = Design population, in thousands
q = Average daily per capita flow, in Ucap /d
M = Peaking factor
I = Unit of peak extraneous flow, in Us /ha
A = Gross tributary area, in hectares
An average daily per capita flow of 450 Uc /d shall be used for new development.
The value of peak extraneous flow shall be 0.23 Us /ha.
The peaking factor shall be calculated based on the Harmon formula,
M = 1 + 14
4 +Po.5
Where;
P = population, in thousands
Maximum M — 4.0
Minimum M —1.5
The design population shall be derived from the drainage area and expected maximum population
over a design period of 20 years.
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For areas where the lands are zoned for specific residential use, but detailed planning information
is not available, the following population densities shall apply for calculation of sewage flows only:
Type of Housing Units /Hectare
Single Family Residential, 12
Multiple Residential 42
When the number and type of housing units within a proposed development are known, the
calculation of population for the proposed development shall be based on the following:
Type of Housing Person /Unit
Single Family Dwelling, 2.2
Semi - detached & Duplex,
Townhouse
Apartment 2.2
Future land use and population shall be based on the approved Official Plan and Secondary Plans
of the area.
Commercial Sewage Flows
An average design flow of 28 m3 /ha/day shall be used for the design of al local sewers, with a peak
factor of 1.60.
A peak design flow of 0.10 Us /ha shall be used for infiltration.
The area shall be based on the gross lot area.
Industrial Sewage Flows
An average day design flow of 36 m3 /ha/day for industry shall be used (excludes infiltration and
peaking effects).
The area shall be calculated using the gross area included in the industrial block or development.
Peak flow and infiltration factors shall be applied as per the MOE Design Guidelines.
Institutional Sewage Flows
A design flow of 28 m3 /ha/day shall be used for the design of all local sewers, with a peak factor of
1.60.
A peak design flow of 0.10 Us /ha shall be used for infiltration.
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The area shall be calculated using the gross area included in the school or institutional site.
4.3.2.2 Pipe Sizing and Specifications
Pipe Capacities
Manning's formula shall be used in determining the capacity of all sanitary sewers. The capacity of
the sewer shall be determined on the basis of the pipe flowing full.
For all types of pipe a roughness coefficient of n = 0.013 shall be used.
Flow Velocities
Minimum acceptable velocity = 0.6 m/s
Maximum acceptable velocity = 3.0 m/s
The velocity change in a maintenance hole from one pipe to another shall not exceed 0.6 m /s.
Pipe Grades
The maximum and minimum grades for pipes shall be the grade necessary to meet the maximum
and minimum velocity requirements except that the required grade for the minimum velocity
requirement shall not exceed 2% or the road grade where the road grade exceeds 2 %.
Minimum Sizes
The minimum size for an on street sanitary sewer shall be 200 mm diameter.
Depth of Sanitary Sewers
The minimum desirable design grades shall be 0.5% for all local sewers and 1% for the first
upstream leg.
The depth of the sewer shall be measured from the final centreline finished road elevation to the
top of the sanitary sewer.
In all instances, the proposed sanitary sewer shall be installed at a depth sufficient to also service
lands external to the site as determined by the Township.
For residential, commercial and institutional areas the minimum depth shall be 2.8 m.
For industrial areas, the minimum depth shall be 2.15 m.
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Sanitary sewers shall be located below basement floor elevations to allow for the installation of
sewer laterals. Generally, the sanitary sewer shall be at least 1.0 m below the basement floor
elevations.
Location
All sanitary sewers shall be located as shown on the typical Township roadway cross sections.
In general, this location is along the centreline of the roadway. A minimum horizontal clearance of
3.0 m is required between the sanitary sewer and watermain.
Storm Sewer and Watermain Crossings
A minimum clearance of 0.50 m shall be provided at the point of crossing between the outside of
the pipe barrels of all sewers, services and watermains.
The sanitary sewer connections are required to go under the storm sewer.
Limits of Construction
Sewers shall be terminated with a maintenance hole at the upstream subdivision limits when
external drainage areas are considered in the design. The design of the terminal maintenance
holes must allow for the future extension of the sewer.
Sewer Alignment
Sanitary sewers shall be laid in a straight line between maintenance holes unless radius pipe has
been designed. Joint burial (common trenching) with storm sewers will be considered when
supported by the recommendations of a soils report prepared by a qualified geotechnical
engineering consultant.
Changes in Pipe Size
No decrease of pipe size from a larger size upstream to a smaller size downstream will be allowed
regardless of the increase in grade.
Pipe Bedding
The class of pipe and the type of bedding shall be designed to suit loading and proposed
construction conditions. Details are illustrated in the OPSD standard Bedding and Backfill details.
In general, Type B bedding and cover (compacted Granular A bedding and cover over the sewer)
shall be used for rigid pipe sewers.
Embedment for flexible pipe shall be homogeneous Granular A material in accordance with OPSD
requirements.
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The width of trench at the top of the pipe must be carefully controlled to ensure that the maximum
trench width is not exceeded unless additional bedding or higher strength pipe is used.
Alternate granular materials for pipe bedding may be specified, subject to the approval of the
Township, however clear stone bedding is generally not permitted. In areas where it is difficult to
control the infiltration of ground water into the sewer trenches clear stone bedding may be
considered provided it is completely wrapped in a suitable geotextile, selected and installed in
accordance with the manufacturer's requirement.
Where poor soil conditions and high ground water levels are present, the Consultant shall prepare
special designs for the Township's approval.
KbtArIAiC
For single family and semi - detached units, multiple family, and other residential blocks, the service
connections shall be PVC.
All bends on sanitary service connections shall be long radius, sweep bends.
Sanitary sewers shall be constructed of reinforced concrete pipe, Polyvinyl Chloride (PVC) pipe or
polyethylene.
The type and classification of all sanitary sewer pipe shall be clearly indicated on all profile
drawings for each sewer length.
Reinforced concrete pipe shall be used for sewers 600 mm diameter or larger. PVC pipe may only
be used for sanitary sewers up to and including 600 mm in diameter.
• Reinforced Concrete Pipe shall be steel reinforced and conform to OPSS 1820.
• Polyvinyl Chloride Pipe (PVC) shall conform to OPSS 1841.
• Dimension ratio (DR) of PVC sewer pipe shall not exceed 35.
• Polyethylene pipe shall conform to OPSS 1840.
For sewer applications requiring pressure pipe, pipe design should reference MOE guidelines.
Testing and Acceptance
All testing shall be carried out from maintenance hole to maintenance hole including house service
connections as work progresses.
An infiltration or exfiltration test as per OPSS 410 shall be completed on all sewers 1200 mm in
diameter and smaller. The Township shall determine which test is to be undertaken. Low pressure
air testing may be considered.
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Deflection Test
A deflection test shall be performed on all sewers constructed using PVC pipe material.
Deformation gauge (Pig) test as per OPSS is required on all pipe works prior to Substantial
Performance, but a minimum 30 days after installation.
Video Record
A CCTV inspection (including flushing) as per OPSS 409 shall be conducted upon satisfactory
completion of all other testing, prior to the Township's recommendation for issuance of "Substantial
Completion" and prior to the placement of surface course asphalt. A CCTV inspection (including
flushing) will also be required prior to the issuance of "Final Acceptance" if 18 months have lapsed
since the placement of surface course asphalt.
A permanent record in DVD form shall be supplied, illustrating a continuous record of the sewer
installations, service connections, maintenance hole, etc. A report identifying any unusual or sub-
standard conditions shall also be submitted.
4.3.2.3 Maintenance Hole Requirements
Maintenance holes to be precast concrete and shall be designed and constructed in accordance
with the most recent OPSS and OPSD. Where the standard drawings are not applicable, the
maintenance holes shall be individually designed and detailed.
Location and Spacing
Maintenance holes shall be located at each change in alignment, grade or pipe material, at all pipe
junctions and at intervals along the pipe to permit entry for maintenance to the sewer.
Maximum spacing of maintenance holes shall be 110 m for sewers 900 mm or less in diameter and
180 m for sewers 975 mm or greater in diameter.
Maintenance Hole Details
a) All maintenance holes to be minimum 1500 mm diameter.
b) All maintenance hole chamber openings shall be located on the side of the maintenance hole
parallel to the flow for straight run maintenance hole, or on the upstream side of the
maintenance hole at all junctions.
c) The maintenance holes shall be centered on the sanitary sewer main.
d) The maximum change in the direction of flow in any sanitary sewer maintenance hole shall be
90 degrees. A change of flow direction at acute interior angles shall not be permitted.
e) A maximum invert drop of 0.25 m within the maintenance hole will only be allowed if the design
of the sewer cannot be modified to reduce the drop or modified to accommodate a drop
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structure.
f) If the design of the sewer system is such that the difference in elevation between the
maintenance hole inlet and outlet exceeds 0.6 m, then a drop structure will be required.
g) Whenever feasible, sewer systems should be designed to avoid the use of drop structures.
h) When pipe size does not change through a maintenance hole and the upstream flow velocity
does not exceed 1.5 m /s, the following minimum invert drops across the maintenance hole
shall be made to compensate for hydraulic losses:
When the upstream flow velocity exceeds 1.5 m /s, the drop required through a maintenance
hole shall be calculated using the standard calculation sheet, "Hydraulic Calculations for
Maintenance Holes" found in the MOE Design Guidelines.
j) For all junction and transition maintenance holes, the drop required shall be calculated using
the standard calculation sheet "Hydraulic Calculations for Maintenance Holes" found in the
MOE Design Guidelines.
k) The obvert(s) on the upstream side of a maintenance hole shall in no case be lower than the
obvert(s) on the downstream side of the maintenance hole.
1) All maintenance holes shall be benched as detailed on the Standard Drawings.
m) All maintenance holes shall have frost straps in accordance with OPSD 701.100.
n) When any dimension of a maintenance hole exceeds those on the Standard Drawings, the
maintenance hole must be individually designed and detailed.
a. Safety gratings shall be required in all maintenance holes greater than 5.0 m in depth.
Safety gratings shall not be more than 5.0 m apart and shall be constructed in
accordance with the Standard Drawings.
Whenever practical, a safety grating shall be located 0.5 m above the drop structure inlet pipe.
Frame and Grate
All maintenance holes located within the travelled portion of a roadway shall have the rim elevation
initially set flush with the surface of the base course asphalt. The concreting and setting of the
frame and cover shall be completed in accordance with the applicable OPSS /OPSD. A minimum of
two modular rings and a maximum of 300 mm of modular rings shall be permitted on maintenance
holes in new subdivisions. Use Denso Re- instatement Tape Seam Seal Mastic or equivalent. No
concrete shall extend over the edge of the maintenance hole.
Prior to the placement of the final lift of asphalt, maintenance hole frames shall be reset to final
elevation.
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Where maintenance holes are located in areas to be flooded by the major design storm,
maintenance hole covers shall be water tight and the maintenance hole is to be suitably vented.
All other maintenance hole covers shall be as per OPSD 401.010 with Type A closed cover
labelled "Sanitary".
4.3.2.4 Service Connections
All sanitary sewer service connections for single and semi - detached dwellings and townhouse units
shall be individual services.
Location
The proposed locations for the sanitary sewer service connections shall be shown on the plan and
profile drawings and shall be in accordance with the locations specified on the Standard Drawings.
Sanitary connections shall be in accordance with the following Standards:
• OPSD 1006.010 Sewer Service Connection for Rigid Pipe;
• OPSD 1006.020 Sewer Service Connection for Flexible Pipe.
Residential connections shall terminate at the center of the property line with a test fitting, plug
suitably braced to withstand test pressures and 89 mm x 38 mm marker placed from the invert of
the connection to 600 mm above grade painted green. All service connections to be equipped with
a cleanout to the surface as illustrated in the Standard Detail Drawinas.
Connection to Main
The connection to the main sewer shall be made with an approved manufactured tee. Approved
saddles shall only be used for connecting to existing sewer mains.
No service connection of a size greater than half the diameter of the main sewer shall be cut into
the main sewer. A maintenance hole shall be installed on the main sewer at the intersection of a
service connection, which has a size greater than half the diameter of the main sewer except as
provided below:
A 150 mm service connection will be permitted to connect to a 200 mm or 250 mm main sewer
providing an approved manufactured tee is installed and providing the invert of the service
connection is above the springline of the main sewer.
Size
Sanitary connections are to be sized as follows:
Single family residential:
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• single 125 mm diameter (min.) PVC SDR 28
• Joints; Bell and Spigot with rubber gasket. Watertight test fitting, plugged and braced at
property line.
• PVC pipe to be green in colour.
Service Connection to all block developments:
An inspection maintenance hole shall be required on private property 1.50 m from property line to
centre of rim.
Multiple family residential block, institutional, commercial and industrial blocks:
• designed in accordance with Section 4.3.2.2.;
• Min. size 150 mm diameter.
Depth
The depth of the service connections for single - family units and semi - detached units at the
property line, measured from the final centreline road elevation shall be:
Minimum - 2.60 m
Risers shall be used when the depth to obvert of the sewer main exceeds 4.50 m. The riser
connection shall not exceed 3.0 m in depth.
Grade
The minimum and maximum grades for sanitary sewer service connections shall be as follows:
Joints and Bedding
Joints and bedding for connections are to be equivalent to joints and bedding as specified for
sanitary sewer pipe.
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4.4 Water Distribution System Supply
4.4.1 General Requirements
Jurisdiction
Within the boundaries of the Township, the responsibility for the supply, treatment and storage of
water for the Township water system rests with the Township.
The Township is responsible for the distribution of the treated water to the individual users.
Watermains designed and constructed in accordance with the most recent requirements and
specifications of the Township are required on every street within all proposed plans of subdivision.
Watermains shall be of adequate size to provide service for the development of adjacent lands
designated by the Township.
Prior to the commencement of any design for new watermains within the Township, the applicant
shall obtain confirmation from the Township that adequate water supply exists for the development
proposed.
4.4.2 Watermain Design Criteria
All watermains shall be sized to meet the rg eater of the maximum day plus fire flow or the
maximum hour demand.
System Designs
The maximum sustained operating pressure shall not exceed 700 kPa (101.5 psi). If pressure in a
localized area is above this level, a pressure- reducing valve shall be installed on each service
connection within that area.
Under normal conditions of maximum day demand, the pressure shall not drop below 275 kPa (40
psi) at any point in the water system.
Under conditions of simultaneous maximum day and fire flow demands, the pressure shall not drop
below 140 kPa (20 psi) at any point in the water system.
Friction Factors
The following "C' values shall be used in the Hazen - Williams equation, for the design of water
distribution systems regardless of pipe materials.
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Pipe Diameter (mm) C- Factor
150 100
200 to 300 110
400 to 600 120
Over 600 130
The above C- factors represent long -term values. A C- factor of 140 shall be used to calculate
maximum velocities for transient pressure estimations, or for checking pump motor sizes for runout
conditions.
In evaluating existing systems for expansion, the C- factors shall be determined by actual field
tests, wherever possible.
The Hazen - Williams equation shall be used to calculate the flow in watermains as follows:
Q = 0.84918 (C) (A) (R)0.63(S)0.64
where Q = Discharge (m3 /sec.)
C = Coefficient of Roughness
A = Cross - Sectional Flow Area (m2)
R = Hydraulic Radius (m)
S = Slope of Energy Grade Line (m /m)
Domestic Demand
Domestic water demand shall be calculated on the basis of an average day consumption rate of
450 litres per capita per day.
The maximum day and peak hour factors shall be determined from the current MOE design
guidelines although the following are considered minimums:
Maximum daily demand factor: 2.0
Peak hourly demand factor: 4.5
Peak flows other than domestic flows shall be determined on an individual basis.
Commercial and Institutional Water Demand
An average day flow of 28 cu.m. per hectare per day shall be used for design purposes to estimate
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the water consumption for large commercial areas unless more specific data is available.
When specific planning information is available, water consumption for individual commercial and
institutional sites may be calculated from the following table:
Use Water Usage
Shopping Centers 2500 - 5000 U1000 m2 /day
Hospitals 900 -1800 Ubed /day
Schools 70 -140 Ustudent/day
campgrounds 225 - 570 Ucampsite /day
When using the above unit demands, maximum day and peak rate factors shall be developed. For
establishments in operation for only a portion of the day, such as schools, shopping plazas, etc.,
the water usage shall also be factored accordingly. For instance, with schools operating for 8 hours
per day, the water usage rate will be at an average rate of say 70 Ustudent/day times 24 divided
by 8 or 210 Ustudent over the 8 hour period of operation.
The water usage will drop to residential usage rates during the remainder of the day. Schools
generally do not exhibit large maximum day to average day ratios and a factor of 1.5 will generally
cover this variation. For estimation of peak demand rates, a fixture -unit approach shall be used.
The peak water usage rates in campgrounds varies with the type of facilities provided (showers,
flush toilets, clothes washers, etc.) and the ratio of these facilities to the number of campsites. A
peak rate factor of 4 shall be used. This factor shall be applied to the average expected water
usage at full occupancy of the campsite.
Industrial Water Demands
An average design flow of 36 cu.m. per hectare per day shall be utilized for design purposes to
estimate the average consumption rate for industrial areas unless more specific data is available.
Fira RmAm
The requirements for fire flows shall be discussed and agreed upon with the Township prior to
proceeding with detailed design.
In general, the minimum fire flow requirement for a particular structure or area of the Township
shall be as outlined by the MOE, Fire Underwriters Survey and N.F.P.A.24.
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4.4.3 Pipe Sizing and Specifications
4.4.3.1 Selection of Main Sizes, Pressures and Depth
For all watermains designed to carry fire flows, the following minimum sizing for watermains shall
apply:
For Residential areas
For Commercial areas
For Industrial areas
150 mm diameter
200 mm diameter
300 mm diameter minimum - to be sized
according to the anticipated water
demand.
In general, the following standardized watermain sizes shall be used in the Township:
150 mm, 200 mm, 300 mm, 400 mm, 500 mm, 600 mm
Depth of Watermains
Curb and Gutter Roads - 1.7 m minimum to obvert, measured below finished centre line
road grade.
Open Ditch Roads - The cover over the watermain and the service connections
shall not be less than 1.7 metres.
Unimproved Roads - 1.7 m minimum to obvert, measured below a future design
centre line road grade.
Watercourses, Creek - Adequate frost protection shall be provided below stream bed.
Generally 1.7 m minimum to obvert, measured below the
watercourse invert shall be considered acceptable.
4.4.3.2 Location of Watermains
Watermains shall be located as shown on the standard Township road cross - section. This location
shall generally be on the north or west sides of the street.
Horizontal Separation Between Watermains and Sewers
Under normal conditions watermains shall be designed with a minimum clear horizontal separation
of at least 3.0 m from any sewer or sewer maintenance hole. The distance shall be measured from
the nearest edges of the pipes or structures.
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Separations of Watermains and Sewers — Special Conditions
Under unusual conditions (where a significant portion of the construction will be in rock, or where
congestion with other utilities will prevent a clear horizontal separation of 3.00 m) a watermain may
be laid closer to a sewer, provided the elevation of the crown of the sewer is a least 0.50 m below
the invert of the watermain. Such separation shall consist of in -situ material or compacted native
earth backfill.
In rock trenches, facilities shall be provided to permit drainage of the trench to minimize the effect
of the impounding of surface water and /or leakage from sewers in the trench.
Watermain Crossina Sewers
Under normal condition watermains shall cross above sewers with at least 0.5 m vertical
separation.
When it is not possible for the watermain to cross above the sewer main, the watermain passing
under a sewer shall be protected as follows:
a) A vertical separation of at least 0.50 m shall be provided between the outside face of the sewer
and the top of the watermain.
b) The sewer shall be adequately supported to prevent excessive deflection of joints and settling.
c) The length of watermain pipe under the sewer shall be centered at the point of crossing so that
the joints will be equidistant and as far as possible from the sewer. Watermain pipe joints shall
be located 1.5 metres (minimum) from the centreline of the sewer (both sides).
4.4.3.3 Utility Crossings
Watermains crossing over or under other utilities shall be designed with a 300 mm minimum clear
separation between the outside edges of the watermain and the utility.
4.4.3.4 Dead -Ends
Water distribution systems shall be designed in grid patterns or looped to avoid dead -end sections.
Minimum pipe size and material for loops is 150 mm diameter PVC.
4.4.3.5 Extra Mains and Extra Fittings
No roadway leading out of a subdivision shall be completed and accepted by the Township until
connecting watermains are installed complete to the subdivision limits.
Extra fittings shall be installed at any point on the watermains requested by the Township to
provide for future connections.
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4.4.3.6 Pipe Classification and Bedding
Acceptable materials for watermain pipe up to and including 300 mm diameter are as follows:
• Polyvinyl Chloride Pipe (PVC) manufactured in accordance with the latest edition of CSA
B137.3. A minimum Class 150, DR 18 pipe shall be used.
• Fittings shall be of cast iron or ductile iron; cement lined and shall be manufactured to
AWWA C110. All fittings shall be supplied with mechanical joint ends.
• Polyethylene pressure pipe shall be to OPSS 1842.
• 19 mm dia. residential services shall be polyethylene pipe.
The class of pipe and the type of bedding shall be selected to suit loading and proposed
construction conditions. Pipe bedding and cover shall be homogeneous granular material in
accordance with OPSD requirements for flexible pipe.
The width of trench at the top of the pipe must be carefully controlled to ensure that the maximum
trench width is not exceeded unless additional bedding or higher strength pipe is used.
Where poor soil conditions and high ground water levels are present, the Consultant shall prepare
special designs for the Township's approval.
4.4.3.7 Thrust Restraint
Adequate restraint must be provided at all fittings and deflections in the water distribution system to
prevent pipe movement and subsequent joint failure. The Consultant shall provide thrust restraint
calculations on the drawings.
Mechanically restrained joints shall be used for all PVC watermains, including dead -end valves.
The recommended type of restraint in the design will depend on anticipated soil conditions.
Concrete thrust blocks will only be permitted with restraints to support hydrants.
4.4.3.8 Corrosion Resistance
Denso Paste - Petrolatum Tape Primer shall be installed on every valve, hydrant and fitting
connected to a non - ferrous watermain.
Fittings shall include bends, tees, crosses, sleeves, reducers, plugs, caps, joint restrainers and
couplings etc.
4.4.3.9 Tracer Wires
A tracer wire shall be provided along the top of all Polyvinyl Chloride (PVC) watermains to permit
future field tracing. These tracer wires shall be attached to the top of the watermain and shall be
looped up and outside each valve box and drilled in at the top, including hydrant valves and shall
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also be connected to the bottom flange of all hydrants. Tracer wires shall be No. 12 gauge
stranded copper (TWH) complete with plastic coating.
4.4.3.10 Fire Hydrants
All fire protection design requirements shall be reviewed with the Township at the preliminary
design stage.
Branch Valves and Boxes
All hydrants installed on watermains up to and including 300 mm in diameter shall be installed with
a 150 mm diameter branch valve attached to the watermain with an anchor tee.
All hydrants installed on watermains greater than 300 mm in diameter shall be controlled by a 150
mm diameter, branch valve directly secured to the supply main with flanged fittings or restraining
tie -rods.
Fire hydrants shall be AVK, McAvity or C.V. Mueller open left with 2 CSA hose ports, one 33 B
pumper port and a breakaway type 6" MJ base. The hydrant lead shall be minimum 150 mm
ductile, Class 52 with a resilient seated gate valve shut off ( "Open Left" by Clow or Meuller) placed
right after tee off main. The hydrants shall have all drain holes plugged and be installed as per
OPSD 1105.010.
Hydrant Spacing
Hydrants shall be installed on all watermains 150 mm in diameter and larger with the following
maximum allowable spacing:
150 m in residential areas, or to provide for a maximum hose length or 75 m.
90 m in industrial and commercial areas.
Location of Hydrants
Wherever possible, hydrants shall be located at corners, 4.0 m back from the street line
intersections at the edge of daylighting. All hydrants shall normally be for a 2.0 m depth of trench
with provisions for extension at the surface for adjustment to proposed street line grades. Hydrants
shall be bedded in 19 mm screened crushed stone and braced with poured concrete to the
satisfaction of the Township.
Hydrants shall be located 1.20 m minimum distance from the edge of any driveway or house
service connection.
A hydrant shall be placed at the end of every cul -de -sac and dead end street as well as at the high
points in roads.
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Hydrant Ports
In all areas hydrants shall be equipped with 114 mm dia. Pumper Ports and 2 - 64 mm dia. side
ports.
Direction of Opening
All hydrants shall be equipped with a non - rising stem and shall open in a counter clockwise
direction.
Colour of Hydrants
All hydrants shall be factory painted as specified on the standard detail drawings. The hydrant body
shall be painted reflectorized yellow. Bonnet and caps to be shipped in primer, then painted to
indicate capacity after fire flow testing. Private hydrants are yellow.
Hydrant Markers
Each hydrant is to be provided with a standard marker for easy identification in the winter.
Hydrant Appurtenances
One hydrant wrench, valve key and seal kit must be provided per subdivision development.
4.4.3.11 Valves
Type
Gate valves shall be used on all watermains.
Gate valves shall be an AVK, Mueller or Clow resilient wedge type with sliding type valve box or
approved equal. All valves shall be of the approved type with non - rising stem and a 50 mm square
operating nut opening counter - clockwise.
All valves on watermains 200 mm in diameter and smaller shall have mechanical joint ends.
All valves larger than 300 mm in diameter shall be installed inside chambers and shall have
flanged ends. A flange to plain end spacer and a Victaulic coupling shall be installed inside the
chamber to permit removal of the valve if necessary.
All valves to be wrapped in Denso Paste — Petrolatum Tape Primer.
Size
All line valves shall be the same size as the watermain.
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Number, Location and Spacing
Generally, three valves are required at a tee intersection and four valves are required at a cross
intersection with the valves being located at a point where the street line projected intersects the
watermain. All valve boxes and valve chambers shall be located in boulevards and out of
pavement areas wherever possible.
Where streets extend for greater than normal distances without intersections, the Township may
require an extra valve in the main at an intermediate point.
All valves at points of termination of a stage of construction shall be braced with two additional
lengths of watermain pipe beyond the gate valve.
Watermain terminations shall be plugged and braced. Where watermain valves are located under
travelled road surfaces, the top of the operating box shall be set flush with the paved surface.
Where the depth of the water valve exceeds 2.0, valve stem extensions shall be specified.
Valve Boxes and Chambers
All valves on watermains 300 mm in diameter and smaller shall have valve boxes and specified
direct bury operators must be used.
All valve boxes shall be three - piece, sliding -type, size U.
All valves on watermains 400 mm or larger in diameter shall be installed within concrete chambers
set flush with finished grade. The top of the roof slab of valve chambers shall be at least 0.60 m
below the profile of the finished pavement.
Air Relief Valves
Air relief valves shall be installed at all significant high points of the water distribution system.
Air relief valves shall be double- acting type, combination air release /vacuum valve.
Air relief valves shall be housed within a chamber as illustrated in the Standard Detail Drawings,
and drained to storm sewers where possible. The chambers are to be equipped with "P" traps to
prevent movement of gasses.
Drain Valves
Drain valves shall be located at the low points of all watermains 400 mm in diameter and greater.
These valves shall be constructed in a separate chamber.
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4.4.3.12 Service Connections
Individual service connections shall be installed to each unit within the development. Semi-
detached lots shall be provided with two separate water service connections.
Minimum Sizing
The minimum size of service connection to be provided for a single - family residence located less
than 30 metres from the supply main shall be 19 mm in diameter.
For other situations requiring a specific evaluation, the following factors shall be used to determine
the minimum size of service connections:
• peak water consumption of the building to be serviced.
• total length of service that will be required to reach the building.
• elevation of the building with respect to the elevation of the watermain.
• available head in the watermain.
• loss of head in the service connection.
• required head at the point of water usage.
Location
Water service connections shall be installed to the mid -point of the frontage of all single family lots
as shown on the Standard Drawings.
The location of water service connections for semi - detached lots and freehold townhouses shall be
as shown on the Standard Drawings to avoid locating the service under the driveways. .
After construction, the end of the connection shall be marked by a suitable length of 50 mm x 100
mm lumber extending from the end of the connection to a point 0.9 m above grade. The top of this
marker shall be painted blue.
Location of Curb Stop or Control Valve
The curb stop on all water service connections 50 mm in diameter and less shall be located at the
street limit as shown on the Standard Drawing.
The control valve on water service connections 100 mm in diameter and larger shall be located at
the supply main with the valve secured to the supply main by means of anchor tees, flanged fittings
or approved restraining tie rods, as illustrated on the standard detail drawings.
Water service valve boxes shall not be located in driveways. In the event the designed driveway
and water service box locations conflict as a result of the final house sitting, the water service box
shall be moved to a location to the satisfaction of the Township.
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Connection to Supply Main
Water service connections 50 mm in diameter and smaller may be tapped into the supply main with
the following restrictions:
a) For PVC watermains, a stainless steel saddle shall be used for all connections.
b) The maximum size of connection that can be direct tapped into a 150 mm watermain is 32 mm
in diameter. Larger sized service connections shall be connected by a cast iron fitting factory -
tapped for the required service connection size.
Water service connections 100 mm in diameter and larger shall be made by installing a tee on the
supply main.
Service connections for industrial, commercial, institutional or multiple dwelling use will be
considered on an individual basis. Fire connections may be required for industrial, commercial,
institutional or multiple dwelling lots.
Materials and Fittings
As specified by the Township of Oro - Medonte. See Township Standard Drawing No. 513.
4.4.5 Meters
A water meter and remote reading unit complete with a backflow preventor must be installed for
each water service connection. The location of the water meter must be approved by the
Township prior to the issuance of a building permit. Water services for private property shall be
installed on the property to be served and in no case cross a property line into, or pass through
other private property. Refer to Township Standard Drawing No. 810.
4.4.6 Testing and Acceptance
Connections to existing watermains or water service connections shall not be made until the new
watermain has been tested, swabbed, chlorinated and flushed to the satisfaction of the Township
and written permission is received from the Township.
Hydrostatic testing and disinfection of the entire watermain system, including service connections
to the property line and hydrants, shall be performed in accordance with the Township document
"Commissioning of Water Mains Information Sheet" as updated, and MOE Regulations, or NFPA
24 for designated private fireline, prior to acceptance of the system as substantially performed.
A neutralizing chemical shall be applied be in accordance with American Water Works Association
Standards (ANSI / AWWA C651 -99 ").
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The Contractor will assist the Township to obtain three consecutive successful tests (0 E -Coli, 0
coliform and 0 background) on three consecutive days before the watermain shall be considered
passed.
All sampling shall be done in accordance with the Drinking Water Systems O.Reg 170/03 under the
supervision of the Township of Oro - Medonte representative.
4.5 Roadways
4.5.1 Street Classification
All roadways in new developments shall be classified according to the traffic volume expected and
to the intended use of the roadway. For predominantly residential areas 2 classifications shall be
noted as follows: Local, or Collector. For industrial areas the streets shall be classified Local or
Collector dependent upon length of street, traffic volume expected and expected amount of truck
traffic. Arterial roadways shall be classified as divided or undivided. The proposed classification of
all streets in the development shall be confirmed with the Township prior to the commencement of
the design.
Street allowances shall be a minimum of 20 m wide. Where the subdivision adjoins or incorporates
an existing County Road or Township arterial road as shown on the Township's Official Plan, the
Developer shall deed to the County or Township sufficient widening to make these Road
Allowances a minimum of 30.5 m, or additional widening if deemed necessary by the Township.
The following table is presented as a guide to the determination of the street classification.
CRITERIA LOCAL COLLECTOR ARTERIAL
Source Provided
Movement
Length of Trip
Flow
Interconnections
Arterial
Estimated A.A.D.T.
Land Access
Traffic Movement
Short
Interrupted
Local
Collector
0 -1,000
Land Access
Transit Routes
Medium
Interrupted
Local Collector
Arterial
1,000 -3,000
Traffic
Transit Routes
Long
Through
Collector
Freeway
over 3,000
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4.5.2 Geometric Design Requirements
- Table 1 -
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Road Classification
Residential
Industrial
Arterial
Local
Collector
Local
Collector
4 Lane
5 Lane
Design Element
ROW Width (m)
20.0
23.20
23.20
26.0
30.0
30.0
Road Width (m) (face of curb )
8.5
10.66
10.66
8.0
14.0
18.60
Design Speed km/h
50
60
50
60
80
100
Posted Speed (km/h)
50
60
60
Stopping Sight Distance (SSD)
65
85
65
85
135
185
horizontal curve radius (m)
90
130
90
160
340
440
maximum grade %
6
6
6
6
6
6
minimum grade
0.5
0.5
0.5
0.5
0.5
0.5
vertical curve - minimum'K'
crest curve
6
6
6
6
6
6
sag curve - unlit
12
18
12
18
30
45
sag curve - illuminated
5
12
8
12
15
25
cross fall from centerline
2%
Standards at Intersections
Intersecting Roads
Design Element
local
local
local
collector
collector
collector
collector
arterial
arterial
arterial
intersection angle (degrees)
70 -110
70 -110
70 -110
80 -100
80 -100
curb radius - minimum m
10
10
10
15
18
daylight rounding - min. m Note 1
5
5
max grade for through road %
3.5
3
3
2
2
tangent on approach (from limit of
da li htin - min m
30
50
60
75
75
NOTES:
1. Daylighting requirements for all other intersection types shall be designed by the Consultant according to each particular situation
2. Design must consider requirements of other Road Authorities (MTO, County) where applicable
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4.5.1.1 Horizontal Curves
Horizontal alignment is to conform to the requirements as outlined in Table 1. In general, "right
angle bends" will not be permitted on local streets except in the case of "Courts" or "Crescents"
serving no more than 50 residential lots. Where permitted, these bends must not have a deflection
angle greater than 110 degrees.
4.5.1.2 Vertical Curves
All points of grade change in excess of 1 % shall be designed with vertical curves as outlined in the
current Ministry of Transportation of Ontario publications. The minimum visibility curves to be used
are outlined in the geometric details for each roadway classification in Table 1. The minimum
tangent length of any road grade shall be 9 metres.
4.5.1.3 Backfall at Intersecting Streets
At all street intersections the normal crossfall of the major street shall not be interrupted by the
crown line of the minor street. A 1 to 2 per cent backfall shall be provided on the minor street at all
street intersections. This backfall shall continue to the end of the curb return radii to facilitate
proper drainage of the intersection. Overland flow routing of storm drainage through the
intersection must be maintained.
4.5.1.4 Curb Return Radii at Intersections
The curb return radii at street intersections shall conform to the dimensions presented in Table 1.
4.5.1.5 Daylighting Requirements at Intersections
Daylighting at all intersection quadrants shall be included in the road allowances to provide for
uniform boulevard widths. Such daylighting shall be included on the proposed plan for Registration
(M -Plan) and on all engineering drawings.
For local roads intersecting local roads, the minimum daylighting requirement shall be a 5.0 m x 5.0
m triangle. For Township roads intersecting County roads, the minimum daylighting requirements
shall be a 15.0 m x 15.0 m triangle. For all other intersections, the size of the daylighting or
visibility triangle is a function of the number and width of lanes, the various design speeds on the
intersecting roads and the R.O.W. widths on both roads. The Consulting Engineer shall submit
detailed calculations for sizing of daylighting triangles at these intersections in accordance with the
design criteria prepared by the Ministry of Transportation Ontario, Chapter E (at Grade
Intersections).
4.5.2 Cul -de -Sacs
The use of cul -de -sacs in the design of new subdivisions shall be avoided whenever possible.
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Permanent cul -de -sacs shall be constructed in accordance with the details provided in the standard
drawings and shall be designed with a minimum grade of 1% from the centre of the bulb to the
curb. Cul -de -sacs must be minimum 90.0 m and maximum 400.0 m in length. Minimum gutter
grades of 1% shall be maintained along the flow line of all gutters around the cul -de -sac. The
design road grade on the cul -de -sac shall be such that the drainage is directed away from the end
of the cul -de -sac and towards the beginning of the bulb area where catch basins are to be located.
All cul -de -sacs, bulbs and intersections shall be detailed at a scale larger than the road plan. The
details shall show gutter, crown and other grades sufficient to determine that the road will properly
drain and shall be used as a basis for layout.
Temporary Turning Circles
Temporary turning areas will be considered whenever a road is to be continued in the future in a
phased Plan of Subdivision. Details for the requirements of temporary turning areas are provided in
the Standard Drawings.
4.5.3 Driveway Entrances
Driveway entrances shall conform to the Township's Zoning By -law. For residential properties only
one entrance is permitted per lot.
Minimum Driveway Design with Curbs
The Developer is responsible for the grading, gravelling and the paving of all driveways from the
curb to the streetline or to the sidewalk where sidewalks are proposed within the development.
The minimum consolidated depth requirements for the granular base and asphalt in driveways
shall be as follows:
(a) Single - Family Residential
(b) Commercial, Light Industrial and Apartments
(c) Heavy Industrial Driveways
- asphalt 50 mm of HL3 asphalt
- granular base -150 mm of Granular "A"
- asphalt - 50 mm HL8 base course
- 40 mm HL3 surface course
- granular base - 225 mm Granular "B"
plus 150 mm of Granular "A"
- asphalt - 75 mm HL8 base course
- 40 mm HL3 surface course
- granular base - 300 mm Granular `B"
plus 150 mm. of Granular "A"
Alternate types of driveways (i.e. paving stones, concrete pads, etc.) will be subject to approval by
the Township.
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May, 2013
Driveway Approaches with Open Ditches
The Developer is responsible for the grading, gravelling and paving of all driveways from the edge
of pavement of the roadway to the street line.
The minimum consolidated depth requirements for the granular base and asphalt in residential
driveways shall be as follows:
- 300 mm Granular "A"
- 50 mm HO asphalt
The minimum consolidated depth requirements for the granular base in commercial, industrial and
apartment driveways shall be as follows:
- 300 mm Granular "B"
-150 mm Granular "A"
- 50 mm HL8 base asphalt
- 40 mm HL3 surface asphalt
The minimum length of each residential C.S.P. driveway culvert shall be 7.0 m and the minimum
diameter shall be 400 mm. Residential driveway culverts larger than 7.0 m shall require Township
approval. The maintenance and repair of such culverts shall remain the responsibility of the
Developer until such time as the Works have been accepted by the Township.
All driveway culverts shall have ends protected with pre- manufactured galvanized metal end
sections as provided by Armtec or similar. The construction of driveway headwalls at each end of
the driveway culvert will not be permitted, unless otherwise approved by the Township.
A 3.0 metre wide platform area shall be constructed in the ditches fronting each fire hydrant. The
minimum culvert length shall be 6.5 metres and minimum diameter shall be 400 mm.
Driveway Grades
Driveway grading shall be in accordance with OPSD 350.010 for industrial, commercial and
apartment entrances and OPSD 351.010 for residential entrances. The maximum permissible
design grade for any driveway on private lands shall be 6 %. These maximum grades are not
recommended and should be employed only in exceptional cases where physical conditions
prohibit the use of lesser grades. The minimum driveway grade shall be 2.0% within the right -of-
way and 1.0% on private property. The use of negative grade driveways is actively discouraged.
Negative sloping driveways will only be considered in estate residential developments under
special circumstances. Where negative sloping driveways are used, a positive slope of at least 2.5
% must be maintained from the garage over a minimum distance of 10.0 metres.
Rural entrances shall be in accordance with OPSD 301.010 and OPSD 301.020.
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Driveway Depressions
The width and location of the depressions in the curb and gutter for single - family residential
driveways shall be as detailed on OPSD 351.010 with particular attention being placed on the
location of the garage and the direction of traffic flow. Driveway cuts shall be located at a minimum
distance of 1.0 metre from any side lot line. Driveway depressions are to be placed when concrete
curb and gutter is initially poured. Double driveway depressions (6.0 metres minimum width) are to
be placed for all single - family residential lots.
The width and location of the driveway depressions for apartment, commercial, and industrial
driveways shall be as detailed on OPSD 350.010. These driveways shall be designed to accom-
modate the anticipated vehicular traffic without causing undue interference with the traffic flow on
the street. The maximum width of any driveway depression for commercial, apartment or industrial
driveways shall be 9.0 metres. All apartment, commercial and industrial driveways shall be
provided with barrier curbs constructed to blend into the roadway curb and gutter.
The minimum clear distance between the edge of driveway and a utility structure or hydrant shall
be 1.5 m.
4.5.4 Special Road Works
Whenever it is necessary to cut through an existing Township road, the Developer will be
responsible for properly compacting the backfill material and restoring the surface pavement to its
original conditions immediately upon completion of backfilling operations. Joints between existing
and new asphalt to be sealed with Denso Re- instatement Tape. Work shall not commence until the
Township has been notified.
Before making detours, permission is required from the Township of Oro - Medonte Transportation
Services Department. Where the road is not part of the Township road system, approval from the
appropriate road authority will also be necessary. In all cases the Fire, Police Departments, School
Bus Companies and Ambulance Service must be notified by the Developer or his Contractor.
All work shall be done in accordance with By -laws of the Township.
4.5.5 Pavement Design (Roadways)
In general, pavement design shall be completed by the geotechnical consultant in accordance with
the most recent Township of Oro - Medonte Standards, OPSS and OPSD.
The minimum pavement design for all streets in new subdivisions shall be as detailed on the
Standard Drawings. In all cases, a qualified Geotechnical Consultant shall be engaged by the
Developer to sample, test and design a suitable pavement section for each particular site. Soil
sampling shall be carried out in the presence of the Geotechnical Consultant at intervals not
exceeding 40 metres along the centreline of the subdivision road. The composition and design
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thickness of the pavement section shall be determined from:
(1) Mechanical sieve analysis of the subgrade soil;
(2) Frost susceptibility;
(3) Drainage; and
(4) Traffic volumes.
Copies of all test results and proposed road designs shall be submitted with the Engineering
Drawings. In no case will a pavement design less than the minimum Township of Oro - Medonte
Standard as shown on the standard drawing for the particular road classification be considered
acceptable.
Prior to the placement of asphalt pavement, the Consulting Engineer must submit to the Township
for approval, the asphalt pavement mix designs. The pavement design must be sufficient to provide
for ultimate wheel loads over the road, prior to placement of surface course asphalt.
In all cases:
• base course asphalt shall be OPSS HL4 with a minimum insitu A.C. content of 4.5 %;
• the wearing course of asphalt shall be:
- for Local Roads, Collector Roads and Industrial Roads - OPSS HL3;
- for Arterial Roads OPSS HL1.
• OPSS Granular'A' and Granular `B' materials shall be used for road construction.
4.5.6 Top Course Asphalt Placement
Prior to placement of top course asphalt, the following works must be completed:
• all sidewalk, curb and boulevard work;
• raise maintenance hole and catch basin frames;
• install delineation for raised frames 40 mm above asphalt lift;
• flush and sweep surface and evenly apply tack coat;
• base course asphalt pad as required in accordance with OPSS;
final sewer video inspection;
• place top course asphalt in accordance with OPSS.
The following conditions must also be met:
(1) a minimum period of one year has expired from the completion date for the placement of the
base course asphalt;
(2) 50% of the dwellings have received provisional Occupancy Certificates.
(3) all undeveloped lots are rough graded in accordance with the approved lot grading plans;
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May, 2013
(4) all service connections for multiple - family, commercial, institutional or other blocks are
installed; and
(5) the approval of the Township is obtained in writing.
4.5.7 Curbs and Gutters
In general all new Township streets shall be constructed to an urban cross - section, with mountable
curb and gutter to OPSD 600.030 on local roadways and barrier curb and gutter to OPSD 600.010
on collector or higher order roadways. Prior to final acceptance all curb blemishes will be rectified
by removing a minimum 1 m section of curb and replacing.
A driveway entrance is required for each lot. Curb depressions are required at each intersection as
per OPSD 310.030.
A minimum of 300 mm of Granular `B' material compacted to 95% Standard Proctor Density will be
required as a base for all curb installations.
Provide a 0.9 m wide asphalt apron immediately behind the curb in all locations.
Minimum grade on curb is 0.75% desirable, 0.5% absolute minimum.
4.6 Street Name and Traffic Signs
4.6.1 Plan
The proposed location and type of all street name and traffic control signs shall be shown on Plan
and Profile Drawings.
Location
Street name signs shall be placed at each intersection and shall identify each street at the
intersection. The location of the street name signs are shown in the Township of Oro - Medonte
Standard Drawing.
4.6.2 Street Name Signs
All street name signs will be supplied and installed by the Developer, with all costs paid by the
Developer. Proposed street names to be approved by the Township.
4.6.3 Traffic Control and Advisory Signs
Location
Traffic control and advisory signs shall be located as shown on the Township of Oro - Medonte
Standard Drawings. In cases where the positioning of the signs is not covered by the standard
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May, 2013
drawings, the location must be in conformance with the Ontario Traffic Manual or the Highway
Traffic Act Regulations for Ontario.
All signs, with exception of "Parking" signs, shall be mounted approximately at right angles to the
direction of and facing the traffic that they are intended to serve. On cured alignments the angle of
placement should be determined by the course of the approaching traffic rather than by the
roadway edge at the point where the sign is located. Signs for different purposes should not be
placed closer together than 30 m.
Parking signs shall be mounted facing 30 – 45 degrees to the flow of traffic.
Type
All traffic control and advisory signs shall conform to the current revised standards of the Ontario
Traffic Manuals.
Erection
All traffic control signs shall be mounted on galvanized steel punch out type or uniflange type
posts, 3.65 m in length. Channel posts shall be a minimum 14 gauge thick and a minimum width of
45 mm. The posts shall be pre — punched with a minimum of 24 holes at 50 mm centres compatible
with standard bolthole arrangements for traffic control signs. Signs shall be individually erected on
separate posts.
Traffic control signs must be erected by the Developer at the completion of the base course asphalt
road construction and prior to the issuance of Building Permits. Signs must be maintained by the
Developer until "Final Acceptance" by the Township.
Upon completion of base course asphalt, the Developer shall place signage at each point of
ingress /egress to the subdivision stating the following:
"THIS ROAD UNASSUMED BY THE TOWNSHIP OF ORO- MEDONTE USE AT OWN RISK"
Each sign shall be 450 mm wide by 600 mm high with black letters on white reflectorized
background, mounted on "U' channel posts, 3.65 metres in height.
4.7 Roadway Markings
The Developer will design pavement markings for all roadways over two lanes in width or as
required by the Township. The design shall be in accordance with the Ontario Traffic Manual,
Book 11 and approved by the Township. These pavement markings will be installed on both the
topcoat of asphalt and the base coat of asphalt. The Developer shall be responsible for stop bars
on roadways that are up to two lanes in width. All roadway markings shall be installed in
accordance with OPSS 532.
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4.8 Traffic Signals
Traffic Signals are to be designed on individual site - specific bases and in accordance with the
Ontario Traffic Manual, Book 12.
4.9 Street Lighting
Street lights are required for all roadways and most walkways in the Township, and other locations
as directed by the Township. Systems are the responsibility of the Developer to design and
construct. Street light system designs shall be prepared by an Electrical Consultant engaged by the
Developer and submitted to the Township for approval. The illuminance method as outlined in the
American National Standard Practise for Roadway Lighting ANSUIES RP -8 -00 (R2005) or latest
edition is to be used as a guideline.
The Developer shall arrange with Orillia Power Corporation (OPC) or Hydro One for the connection
of all lighting systems. The estimated cost of the total installation must be approved by the
Township. The Developer shall provide easements wherever they are required.
4.9.1 Street Light Locations
Where possible, pole locations are to be placed on the projection of side lot lines. Where super
mail boxes are proposed within a plan of subdivision, street lights must be located immediately
adjacent to the super mail boxes. The maximum allowable spacing between lights shall be 60 m or
as approved by the Township.
Adequate illumination at all intersections must be provided.
No street lights should be placed within 3.0 m of a transformer.
Staggered arrangement of luminaire poles is not acceptable.
On curving roadways, lights are to be placed on outer radii where possible with spacing to be
reduced by 30 %.
Proposed lighting levels adjacent to Provincial and County roads are to be reviewed and approved
by the appropriate road authority.
4.9.2 Light Source, Fixture and Pole
All luminaires shall comply with all applicable requirements of CSA Standard C22.2 No. 9, "General
Requirements for Luminaires ".
For local roads, luminaires shall be a minimum 70 Watt high pressure sodium lamp (100 Watt at
intersections), manufactured by Durastar (Series 20).
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Landmark luminaires of appropriate wattage are to be used on collector and arterial roads.
Each light shall be controlled by a dusk to dawn photo electric cell.
For local roads poles for 7.35 m mounting height are to be direct burial type round concrete
stresscrete #TEC- 30- BPR -CSA "Concrete Poles" complete with 2.4 m aluminium tapered elliptical
arm, made by Sylvania or equivalent, 100mm by 175mm handhole and cover, ground lug at the
handhole and two below grade wiring apertures as per Township of Oro - Medonte Standard.
Stresscrete or approved equal poles of appropriate height and class, with tapered single elliptical
aluminium arms of appropriate length, are to be used on collector and arterial roads.
The street lights are to be controlled by an electrical panel which shall be mounted in a Powco
Pedestal adjacent to a hydro transformer in accordance with Township Standard Drawing No. 703.
Installation to meet current Ontario Hydro Guidelines.
4.9.3 Approval and Construction
Approval of plans for street lighting must be obtained from the Township. Electrical Safety
Authority (ESA) approval for the installed street lighting system must be obtained by the developer.
The Developer must guarantee and maintain the lighting until final acceptance of the development.
The Township, upon energization of the street lighting, will pay energy charges.
4.9.4 Decorative Street Lighting
Upon specific request to the Township, decorative streetlighing may be considered on a case -by-
case basis.
Decorative streetlighting is to generally conform with the requirements of Section 4.9 and all sub-
sections as previously described, with the following revisions:
• Poles to be Stresscrete Octagonal Class B- Medium Duty Pole, Eclipse Black (S11)
polished concrete finish;
• Luminaires to be Crouse -Hinds Springdale 100 Watt high pressure sodium lamp, 120V,
CWI ballast, black colour;
Arm to be Aluminous 72" Decorative Scroll Arm, black colour;
• Power pedestal to be Pedestal Solutions Inc. Part #SLS Short Street Lighting Pedestal
equipped with Square D 12 Breaker 120/240 VAC Single Phase Panel.
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4.10 Pedestrian Ways
4.10.1 Sidewalks
The Developer may be required to design and construct sidewalks.
The location requirements for sidewalks in new subdivisions shall be confirmed with the Township
prior to commencing the detailed design. In general, sidewalks are required on both sides of all
arterial and collector roadways and at least one side of all local streets. For local roadways, the
locations of schools, parks, churches, commercial establishments etc., the length of street, traffic
volume expected and the number of dwelling units serviced will be used as criteria in determining
whether sidewalks are required on one or two sides of the street.
The sidewalk shall conform in details and dimensions to the current OPSD and shall be installed at
locations as shown on the typical road cross sections. The width of sidewalks for streets is 1.25
metres.
The sidewalks shall be increased in thickness at all driveway locations as shown on the Standard
Drawings. In cases where the sidewalk has been constructed prior to the establishment of an
entrance to other than a single - family residence then the existing sidewalk shall be removed and
shall be replaced with a thickened sidewalk section (min 200 mm) in accordance with OPSD
310.010.
At street intersections the curb and the sidewalk shall be depressed to meet the roadway elevation
as shown on OPSD 310.030.
When a sidewalk is constructed adjacent to a curb and gutter a keyway shall be provided along the
back of the curb to support the sidewalk, all in accordance with the details shown on OPSD
310.020.
The Township requires that all concrete sidewalks be constructed as indicated on the approved
Engineering Drawings, prior to the release of the first conditional or unconditional Occupancy
Certificate in accordance with the Subdivision Agreement, and in any event no later than one (1)
year after the completion of base course asphalt.
4.10.1.1 Location
Sidewalks shall be constructed at locations as shown on the Township's Road Cross- Section
Standard Drawings. Where there are no other determining factors dictating location, sidewalks
shall generally be placed on north and east sides of the street. Street light poles, should be located
on the same side as the sidewalk. Local roads shall have, as a minimum, a sidewalk constructed
on one side of the right -of -way and Arterial /Collector Roads may have sidewalk on both sides.
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4.10.1.2 Specification
Sidewalks shall be constructed according to OPSD 310.010, 310.020, 310.030, 350.010, 351.010
and OPSS 351. Concrete sidewalks shall be placed on a minimum 150 mm compacted granular A
base.
4.10.2 Trailways
The Developer may be required to design and construct a trail system or pathways and linkages to
existing trail systems. Pathways will be required adjacent to parkland, in general. Walkway
easements adjoining parallel roads or acting as service access shall be fenced, gated, signed and
planted according to Township standards. The provision of new trails shall support a Township
wide trails network.
The Township's trails network shall generally be comprised of the following:
• multi -use urban cycle trails, 3.0 m width (hard surface, multiple user);
• multi -use rural soft surface trails, 3.0 m width (crusher fines, multiple users);
• greenway trails, 2.0 m width (soft surface, 4- season multi -use trails);
• snowmobile trails;
• road -based cycle routes.
Proposed trails should link together local points of interest, all open space amenities, civic
institutions and connect to the regional trails network. To the extent possible the route should
utilize public open spaces, unopened right -of -ways, blocks and easements away from roadways.
In the event trails are located along roadways additional right -of -way width may be required by the
Township.
Trails connecting through urban areas located within the road right -of -way should be paved multi-
purpose cycle ways.
Trails through sensitive natural features should be designed as soft surface paths and located to
avoid fragile areas.
Entrance points to the trail system should be marked with signage coordinated with the Township.
The minimum standard for the multi -use urban trail shall be:
• 3.0 m width, of 50 mm HU asphalt;
• 200 mm granular A base compacted to 95% SPDD.
4.11 Fencing
Fencing shall be in accordance with the most recent requirements and specifications of the
Township as shown on the standard drawings.
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Fencing is required:
• alongside yard flankage and /or rear yards backing onto roadways unless noise attenuation
barriers are required;
• along public walkways In accordance with Township Standards;
• along perimeter abutting agricultural lands;
• as designated by the Township Engineer;
acoustic fencing per approved report.
The minimum requirements for residential chain link fence heights is in accordance with the
following:
Adjacent Land Use
Parklands/Woodlands
Public Walkways
Pools
All chain link fencing shall be galvanized.
4.12 Lot Grading
4.12.1 General Requirements
Fence Height (m)
1.2
1.2 in front of dwellings
1.8 between dwellings and rear yards
as per Township Pool By -law
The grading of all lots and blocks in new developments must be carefully monitored by the
Consulting Engineer in order to provide sites that are suitable for the erection of buildings and to
provide satisfactory drainage from all lands within the development. In this regard, the design of the
grading for all developments will be of primary concern to the Township and the following criteria
shall be used in the preparation of all lot grading plans for new development in the Township.
All lot drainage shall be designed to conform to the Stormwater Management Report, overall Lot
Grading Plan for the subdivision and Township standards. The Developer shall be responsible for
performing the grading of lots to the satisfaction of the Township.
4.12.2 Drawing Requirements - Residential
Prior to application for a building permit, individual lot grading plans for each lot shall be approved
by the Developer's Consultant prior to submission to the Township. Three (3) copies of the lot
grading plans shall be provided to the Township and display the following information:
1. Lot description including Registered Plan Number.
2. Designated Municipal Address Numbering
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3. Geodetic site benchmark as shown on approved Engineering Drawings.
4. Dimensioned property limits and house outline location with all setbacks shown.
5. House type; normal, side split, back split, etc.
6. Finished first floor elevation.
7. Finished garage floor elevation.
8. Finished and original grades over septic tile beds.
9. Finished basement floor elevation (all locations).
10. Elevation of underside of footings.
11. Top of foundation wall (all locations).
12. Existing and proposed lot grades for each of the corners of the lot and intermediate
points of grade change.
13. Existing trees to be maintained.
14. Driveway locations, widths and proposed grades.
15. Finished road grades adjacent to lot.
16. Location of house entrances.
17. Location of rainwater downspouts.
18. Location of walkways.
19. Arrows indicating the direction of all surface drainage and swales.
20. Location and elevation of swales.
21. Patios, decks and /or porches.
22. Terraces, retaining walls and tree wells.
23. Location and dimensions of all easements.
24. All yard catch basins with rim and invert elevations.
25. Curb cut locations.
26. Hydrants, street lights, Bell and cable TV pedestals, hydro transformers.
27. Location and type of any private sewage disposal system and reserve areas and
private wells.
28. Location of all road features along frontage and flankage of lots (curb lines, catch
basins, sidewalks, etc.).
29. Lot grading certificate by Developer's Engineer in accordance with the Subdivision
Agreement requirements.
30. Proposed driveway culverts with size, type, invert and slope information.
31. Number of front and rear entry step risers.
32. Engineered fill level is to be shown where applicable.
Prior to a building's superstructure proceeding, the Developer's Engineer or OLS must certify that
the final footing and foundation elevations conform to the site grading plans and the Building Code.
4.12.3 Certification
Prior to pouring building footings, an Ontario Land Surveyor must install surrey pins in order to
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accurately locate the foundation.
Prior to the release of any lot from the conditions of the Subdivision Agreement, the Developer's
Consulting Engineer shall provide certification to the Township that the grading and drainage of
each lot is in accordance with the approved lot grading and drainage plans.
This certification is to include that:
• the lot grading plan conforms to the storm drainage plan. Plan and certificate are to be
submitted with the building permit application;
• the final footing and top of foundation are in conformance with the certified grading plan
(Tolerance 100 mm);
• the final grading for each lot conforms to the individual lot grading plan.
If the final grading differs from the approved lot grading plan, the Consulting Engineer shall provide
details of the variance from the approved plans and shall include his recommendations for
rectification of the area if required.
A site inspection shall be arranged by the Consultant, with the Township Engineer, to review the
grading of lots after completion of sodding.
4.12.4 Lot Grading Design - Residential
The specified lot grade shall be calculated in accordance with the Lot Grading Detail Sections
included in the Township of Oro - Medonte Standard Drawings.
The front yards of all lots shall be graded to drain towards the street.
Rear to front lot grading is preferred and a maximum of three rear lots shall outlet between any two
lots.
All boulevard areas shall be graded with a constant slope from the curb to the street limit (minimum
slope to be 2 %, maximum slope to be 5 %) and all water boxes, maintenance hole covers, valve
boxes, etc. shall be set flush with the finished sod surface.
Driveways shall not be used as outlets for any swales.
All rear yard drainage shall be directed away from the houses in defined swales which outlet at the
curb, sidewalk or a rear yard catch basin. Overland flow routes must be provided for all rear yard
catch basins which will protect all structures in the event of catch basin blockage or a major storm
event.
Drainage within the subdivision limit is to be provided internally, any drainage over abutting lands
will only be permitted in exceptional cases at the discretion of the Township Engineer.
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The grading along the limit of the subdivision shall be carefully controlled to avoid disturbance to
the adjoining areas. In general, lot drainage should be directed away from top of banks or valley
slopes.
The lot grading design shall provide for drainage problems on adjacent property that can be best
resolved by permitting drainage through the subdivision.
All lot surfaces shall be constructed to a preferred minimum grade of 2.0 %, and absolute minimum
of 1%.
All lot surfaces shall be constructed to a maximum average lot grade of 12% (calculated from the
difference in lot elevations between the rear wall of the house and property line - embankments
included). A minimum of 6 metres adjacent to the rear of the house shall be graded at 2% - 5%
slope.
Maximum slope between all terraces and embankments shall be 3:1 when the vertical difference
does not exceed 1 metre and 4:1 when the vertical differences exceed 1 metre. Between
successive terraces, an intermediate level area of at least 1.50 metres in width must be provided.
The lot grading design shall provide for the temporary drainage of all blocks of land within the
subdivision that are intended for future development under site plan agreements or park
development plans.
The maximum flow allowable to any side yard swale shall be that from the equivalent of three lots
or 0.5 hectares, whichever is less.
The maximum area contributing to a rear yard swale that may be discharged directly onto a road
allowance shall be the equivalent of three rear yards or 0.50 hectares, whichever is less.
Swales providing internal drainage from each lot shall have a minimum slope of 1.0 %.
Minimum depth of any swale to be 150 mm.
Maximum depth for a rear yard swale to be 750 mm.
Maximum depth for a side yard swale to be 450 mm.
Maximum side slope on any swale shall be 3:1.
All drainage swales shall be located on lot lines unless the adjacent property is not undergoing
development. In such cases drainage swales shall be located entirely within the lot being
developed.
Each lot shall have at least one side yard with a maximum slope of 2% for 1.5 m continuous width
from front to rear yard;
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The grade around houses shall be a minimum of 2% away from houses from a point 150 mm
below top of foundation wall or as required by OBC.
Generally, rear yard catch basins shall be eliminated wherever possible. When required, rear yard
catch basins and outlet pipes shall be located such that the outlet and the catch basin are located
entirely on the same lot. In general, rear yard catch basins shall be located 2.0 metres from the lot
line.
Driveway grades shall be designed and constructed at a minimum of 2% and maximum of 7%
grade. Driveway locations shall not extend beyond lot line projections within the right -of -way.
4.12.5 Sodding
The subdivision shall be sodded according to the following:
• all swales, ditches, drainage easements, and slopes 10% or greater shall be sodded using
100 mm top soil and No. 1 nursery sod;
• all residential lots shall have a minimum of 100 mm top soil and sod, rear and front;
where the combined side yard between buildings is less than 1.5 m the surface treatment
shall be 75 mm of clear stone over a vegetation suppressing geotextile.
4.12.6 Retaining Walls
Retaining walls shall be constructed according to the following:
• where retaining walls are required they shall be constructed on the higher lot such that the
wall and tie -back do not cross property lines;
• retaining wall design and construction shall be certified by the Engineer, in accordance
with OBC requirements;
• retaining walls shall be constructed entirely on private property, not on property to be
assumed by the Township;
• retaining walls shall comply with the Township's Bylaw requirements.
4.12.7 Area Grading
4.12.7.1 General Requirements
Where earth cuts and fills in excess of 400 mm are required within the lots and blocks of the new
development, area rough grading must be performed prior to road construction.
In general, blocks intended for future development, such as institutional and commercial uses, shall
be graded to preliminary grades and drain appropriately, compatible with adjacent roadways and
abutting properties and complete with appropriate re- stabilization and erosion and sediment control
measures as described in this document.
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4.12.7.2 Drawing Requirements
Drawing size: (594 x 841 mm) Al
Scale: 1:1,000 for single - family (Rural)
1:500 for single - family (Urban)
1:200 for multi - family areas.
All lots and blocks within the subdivision are to be shown and are to be numbered in accordance
with the plan proposed for registration.
Existing contours are to be shown at maximum 0.5 m intervals.
The area rough grading plan must identify all areas where the depth of fill sections and cut sections
are in excess of 400 mm.
4.12.7.3 Construction Requirements
Prior to commencing rough grading, the Developer must implement the approved erosion and
sediment control plans as outlined in this document.
Where the proposed grading plan identifies fill over registered lots, `Engineered Fill" shall be placed
and supervised by the Consulting Engineer.
All block grading shall conform to the stormwater management report. The Developer shall be
responsible for the grading of blocks until assumption of the subdivision.
The Developer and his Consultant shall be responsible for approval and certification of the
following:
certification that the block grading plan conforms to the storm drainage plan. The block
grading plan and certification shall be submitted with the building permit application;
certification of the final grading for each block conforms to the storm drainage plan and the
block grading plan.
4.13 Easement and Block Requirements
4.13.1 General Requirements
The Township shall require conveyance of easements or dedication of blocks, without
consideration and free and clear of all liens and encumbrances, to the minimum width
requirements, or greater as determined by the Township Engineer, in the following circumstances:
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Easement Dedications
Rear and side yard swales designed to convey external or Township drainage.
Block Conveyances
Rear and side yard piped storm drainage systems, including catch basins, french drains,
maintenance holes and other appurtenances.
Storm sewers, watermains and sanitary sewers (other than private connections).
Where underground services are required beyond the limits of a subdivision or site plan.
All overland flow routes, open channels, and defined drainage systems accommodating a major
storm.
Walkways and bicycle paths.
Valleys, streams, open channels, watercourses (whether flowing or intermittent), seepage areas,
wetlands, natural bodies of water and floodplain lands identified by the Township as being
environmentally significant requiring protection or designated as hazard or open space lands.
Stormwater management facilities, including detention and retention ponds, water quality control
facilities and infiltration facilities which are to be owned and operated by the Township.
4.13.2 Easement Width Requirements
Easements must be located on one side of the common lot line between adiacent lots. The
easements will not be permitted to straddle common lot lines. Buildings, including footings or
building extensions, will not be permitted to encroach over the limits of the Township's easements.
The minimum width of permanent easements for lot drainage swales shall be 6.0 m. Additional
easement widths may be required depending on the critical depth of swales proposed. Drainage
swales to be centered over easements.
4.13.3 Block Width Requirements
Blocks of land shall be of sufficient dimension to accommodate the proposed facility, access from a
public right -of -way and maintenance requirements.
The minimum width of blocks of land for open drainage channels shall be the width of top of open
channel plus 7.5 m along one side of the channel for maintenance requirements.
Valley lands (crest of slope to crest of slope) may be contained within blocks of land to be
conveyed to the Township, as a condition of development. Blocks of land in this case shall include
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3.0 m platform widths on both sides. Blocks of land will not be considered as part of parkland
dedication requirements.
4.13.3.1 Storm and Sanitary Sewer Mains
The minimum width of blocks for storm and sanitary sewers shall be in accordance with the
following:
Size of Pipe
Depth of Invert
Minimum Width of Block
250 to 375 mm
3.0 m maximum
6.0 m
450 to 675 mm
3.0 m maximum
6.0 m
750 to 1500 mm
3.0 m maximum
6.0 m
1650 mm and up
4.0 m maximum
4.0 m plus 3 times O.D. of pipe
Where two pipes are to be located on one block, the minimum width of block shall be the width of
block required for the larger of the two pipes plus 1/2 the width of block for the smaller pipe,
rounded to the next 1.0 m increment. Additional block width may be required to ensure adequate
separation between the two pipes and a minimum separation of 3.0 metres between the block limit
and the nearest pipe.
4.13.3.2 Storm Connections for Rear Yard Catch Basins
The minimum width of blocks for leads to rear yard catch basins shall be 5.0 m for pipe sizes
ranging from 250 mm to 450 mm in diameter. For pipe sizes greater than 450 mm, the above
criteria shall apply. The lead shall be centred on the block.
4.13.3.3 Watermains
The minimum width of blocks for watermains shall be in accordance with the following:
Size of Pipe Depth of Invert Minimum Width of Block
Up to 600 mm 3.7 m maximum 6.0 m
675 mm and up 3.7 m maximum 9.0 m
4.14 Erosion and Sediment Control
4.14.1 General Requirements
Prior to commencement of any work on site, the Owner is required to implement an Erosion and
Sediment Control Plan (ESCP) consisting of a report and drawing(s) as required, to be approved
by the Township. This is in order to effectively reduce on -site erosion and prevent off -site transport
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of silt, both overland and via the municipal storm sewer system, or into treed and / or
environmentally sensitive areas within or external to the development. The ESCP shall include
provision to minimize windblown dust and to minimize and manage mud tracking on to adjacent
roads.
All erosion and sediment controls are temporary measures constructed prior to any other site work
which shall be maintained until assumption of the subdivision. Prior to assumption of the
subdivision all temporary measures shall be removed and any disturbed areas stabilized.
Erosion and sediment control measures shall be designed in accordance with Provincial guidelines
and the requirements herein.
4.14.2 ESCP Measures and Requirements
The ESCP must address specific requirements for each stage of construction as follows:
• Tree removal
• Clearing and grubbing
• Topsoil stripping and rough grading
• Construction of services
• Street and building construction
Additional requirements may be necessary where creek or stream crossings for underground
services, bridge or culvert construction across active streams, channel diversions and outfalls to
active streams are encountered. Plans shall outline measures to reduce impact on the streams
including the timing of construction activities to minimize disruption as required by NVCA, LSRCA,
MNR and DFO, where applicable.
All disturbed ground left inactive shall be stabilized by seeding, sodding, mulching or covering or by
other equivalent measure. The period of time shall not exceed 30 days unless otherwise authorized
by the Township.
The phasing of individual developments must be taken into account during the design of the control
measures including locations for topsoil stockpiles. A primary consideration will be to expose the
least possible area of land for the shortest possible timeframe.
All installed erosion and sediment control measures shall be inspected by the Consultant once per
week and after each rainfall of 1 cm or greater. Inspection reports shall be forwarded to the
Township within 5 days of inspection.
Typical accepted measures to mitigate erosion during construction are as follows:
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Silt Fence
Silt fencing shall be installed wherever surface runoff drains onto adjacent properties, completely
around the base of topsoil stockpiles and along the perimeter of all other areas sensitive to
sediment accumulation (e.g. watercourses, valleys, woodlots, areas to remain undisturbed etc.).
Silt fence shall be in accordance with NVCA and /or LSRCA standards. Installations shall be
specified as "Light Duty" or "Heavy Duty" according to the application.
Topsoil Stockpile Protection
Stockpiles shall be located so the toe of the slope is a minimum of 10 m away from a roadway,
drainage channel or residential lot. The maximum side slopes shall be 1.5 horizontal to 1.0 vertical.
Runoff shall be controlled by light duty sediment control fence or other approved measures. If
remaining for more than 30 days, stockpiles shall be stabilized by vegetative cover or other means.
The maximum stockpile height shall be approved by the Township in consideration of the
surrounding land uses and duration the stockpile is to be in place.
Sediment Basins, Interceptor Swales
Temporary sediment basins shall be constructed on sites having a disturbed drainage area of
greater than 4 hectares. Basins may also be required for smaller areas of disturbance which are
sensitive in nature as required by the Township.
The basin shall be designed to settle out particles that are 0.04 mm in diameter or larger from
surface water runoff and storm sewer flows and shall be sized to meet LSRCA criteria of minimum
125 m3 /ha, 24hr detention and 125 m3 /ha permanent pool storage volume or the ultimate pond
criteria.
Ponds are to have filter fabric / clear stone wrapped perforated riser outfalls with anti - seepage
collars and rip rap overflow weirs.
Rock Check Dams
To be installed in swales and ditches in accordance with OPSD 219.210 and 219.211 where runoff
drains to adjacent properties.
Catch basin Controls
Sediment controls are to be provided according to Township of Oro - Medonte Standard Drawings.
Catch basins shall be cleaned when the sump is full and before sediment accumulates to within
300 mm of the outlet lead.
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Stone Pad Construction Access (Mud Mat)
In order to reduce the tracking of mud onto paved streets, a pad of crushed stone shall be
constructed at the site entrance and exit leading onto any existing road. The stone pad shall be a
minimum of 450 mm thick, 30 m long and 5 m wide. The first 15 m from the entrance /exit shall be
constructed with 50 mm clear stone. The remaining 15 m shall be constructed with 150 mm riprap.
4.14.3 Drawing and Report Requirements
Drawings
ECSP Drawings shall be comprised of, and include the following:
• Scale at 1:500 or 1:1000
• Location of buildings, existing and proposed, within and adjacent to the property
• All natural features within and adjacent to the property (woodlots, watercourses, valley
lands etc.)
• Trees to be preserved
• Existing contours at 0.5 m intervals
• Proposed interim and final elevations
• Areas to be disturbed
• Direction of overland flow
• Staging of construction and implementation of control measures
• Proposed erosion and sediment control measures (silt fence, check dams, sediment
basins, interceptor swales, stone mud mats, etc.)
• Topsoil stockpile locations with estimated quantities, maximum height and side slopes
• Detail drawings
Report
A brief report shall accompany the drawings which, at a minimum, outline staging of construction
and implementation of the proposed erosion and sediment control measures, a description of
measures to be undertaken, silt basin calculations, features to be protected and an inspection and
maintenance program.
The report shall also recommend measures to control dust such as road cleaning, watering, work
restrictions on windy days, minimizing disturbed areas and other measures.
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4.15 Utilities
4.15.1 General Requirements
The appropriate utility company or their approved contractor shall install the services for Bell,
Hydro, Gas, and Cable TV. The Developer must bear the cost of any surcharges for underground
installation made and must grant any necessary easements for their services.
Utility crossings for new roads shall be placed prior to placement of granular road base material.
Utility crossings for existing roads must be augured or bored under the existing road structure.
Compaction of backfill for utility trenches shall be 95% Standard Proctor Dry Density.
4.15.2 Electrical Design Requirements
Electrical distribution systems shall generally be designed as buried systems. All requirements for
the design of the electrical distribution and street lighting system shall be agreed upon with Orillia
Power Corporation (OPC).
Electrical distribution systems shall not be constructed over the watermain.
4.15.3 Electrical Services Plan
It is the Developer's responsibility to make direct arrangements with OPC to design and construct
the primary and secondary electrical distribution system, together with all necessary plans.
The Developer is responsible to engage a qualified electrical consultant to design the street light
electrical distribution system and submit plans to the Township for approval. The Developer is
responsible to arrange and perform the installation of the street light system in accordance with
OPC requirements.
Where Site Plan proposals abut County or Provincial roads, lighting level plans with supporting
computer printouts shall be submitted to the respective road authorities for their approval, if
required.
4.16 Canada Post
The Engineer must communicate directly with Canada Post for locating of their proposed facilities.
All proposed locations must be shown on the Composite Utility Plan, General Servicing Plans and
applicable Plan- profile drawings. All community mailbox facilities must be provided with a paved
single lane layby and a streetlight. Any temporary placement of post boxes must be placed in
accordance with the approved final location.
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4.17 Municipal Address Numbering
The Developer is responsible for obtaining designated Municipal Address Numbering for each and
every lot from the Municipal Office. The designated Municipal Address Numbering shall be shown
on the Overall Lot Grading Plan inside the box designating the location of the house. The actual
location of installation is shown on Township standards OM -MA1.
4.18 Landscaping
4.18.1 Tree Planting Requirements
The Developer is responsible to plant trees in each lot, 2.0 m from property line and abutting the
development, in accordance with the specifications established pursuant to the Subdivision
Agreement. Tree locations on Township roads must be confirmed with the Township of Oro -
Medonte.
The developer is required to prepare a landscape design prepared by a qualified Landscape
Architect to be approved by the Township on a site by site basis. In general, at least two trees
shall be planted in front of each single family dwelling, semi - detached unit and townhouse block. A
minimum of 2 trees shall be placed along the flankage side of each corner lot.
Trees shall be placed so that its mature form will not conflict with other essential services and
functions.
Timing of Construction
All trees are to be placed during either the spring or fall dormant season in unfrozen soil.
Quality and Source
All boulevard trees shall be #1 quality nursery grown stock, 2.25 m. to 4.0 m. in height with a
minimum trunk diameter of 50 mm. measured at a minimum of 1.0 m. above ground level. All trees
shall be free from physical damage, insects, pests and diseases and must have at least three
quarters of the root system intact.
4.19 Parkland Development
Services
The Developer shall provide to the satisfaction of the Township, a water service connection and
sanitary sewer and storm sewer lateral connections to the street line for the park, if required by the
Township. Metering requirements for water service connections shall be confirmed with the
Township.
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Where required by the Township, underground primary or secondary electrical cables shall be
placed from the road allowance to designated locations within parkland.
Grading
The park shall be fine graded in accordance with the approved grading plan with particular care
being taken to avoid damage to those trees or features that are to remain. All graded areas shall
be covered with a minimum of 150 mm of approved topsoil and shall be seeded and fertilized in
accordance with the specifications of the Township Engineer. All topsoil stripped from parklands
shall remain on -site and not removed or sold. The seed mixture proposed shall be approved by the
Township prior to placement. All park blocks less than 0.4 ha. shall be sodded on 150 mm of
topsoil. All stones and debris shall be removed and disposed of by the Developer prior to the
seeding or sodding of any park.
The Developer shall provide chain link fencing along park boundaries or walkways as required by
the Township. Building materials or equipment cannot be stored on parkland and parkland shall not
be used as a dumpsite. Stripped topsoil shall not be stockpiled on parkland or other Township
blocks.
Timing of Construction
All park blocks must be graded and seeded or sodded within one year of the completion of the
base course asphalt road construction in the area adjacent to the park. Seeding must be carried
out during the desirable months for seeding of May, August or September. Boulevard grading and
sodding on road allowances adjacent to parklands shall be completed at the same time as the park
seeding.
Maintenance
The Developer shall be responsible for the maintenance, fertilizing and mowing of the parklands to
Township Standards until "Final Acceptance ". Security for landscaping will be held by the Township
for 12 months following "Final Acceptance ".
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5 Geotechnical Report Requirements
In new developments, the Owner shall engage a Geotechnical Engineering Consultant to prepare a
report on the existing soil conditions which is to include:
1) The identification, description and limits of the existing soil regimes, including the extent of
topsoil and its suitability for reuse.
2) The suitability of native materials for trench backfill.
3) The conditions under which the native material may be used as trench backfill.
4) The procedures to be used for high moisture contents and water table levels, which may affect
the proposed servicing or structural works of the concerned area and surrounding lands.
5) The extent of native material which is unsuitable for trench backfill and the procedure for
dealing with it such that it will not affect the structural stability of the proposed Township
services.
6) Areas and procedures to be followed where blasting may be required with due consideration to
surrounding structures and services.
7) The road material depths for pavement design.
8) Any special recommendation for bedding materials.
9) Potential corrosive or chemical problems that may affect services or structures (e.g. high
sulphates) and the method of resolving such problems.
10) Recommendations in dealing with filling conditions within the road allowances, on building
lands, in the construction of berms etc.
11) Identification of problem areas and recommendations for mitigating procedures regarding the
stability of existing slopes and the extent of unstable soils or conditions.
12) Any special recommendations to be followed in the design and construction of building
foundations including recommended foundation elevations in relation to the groundwater
elevation.
13) The engineering properties of the native material including frost susceptibility, natural moisture
content, compaction characteristics, relative density and structural integrity.
14) Recommendations for achieving proper compaction.
15) Recommendations for dealing with deep excavation of trenches.
16) Recommendations for dealing with septic or well systems that may be affected by the
proposed building and servicing works.
17) Confirmation that sufficient boreholes have been taken to establish definite requirements and
recommendations for the servicing and building works. In general the geotechnical report must
identify minimum bearing capacity of the native soil (i.e. 75 kPa) preferably on a hole -by -hole
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basis. Boreholes located in the area of proposed underground Township services are to be
taken to a depth of at least one (1) meter below the deepest trench.
Requirements and recommendations contained within this report along with borehole logs and
grain size analysis of the native soils are to be incorporated by the engineering consultant into his
first submission to the Township. Any such requirements and recommendations not incorporated
are to be drawn to the Township's attention with specific reasons.
During construction, the Owner is to retain a geotechnical consultant to supervise the installation of
bedding and the backfilling of all trenches within road allowances and easements. A trench backfill
certification is required to indicate sufficient tests have been carried out to obtain a representative
report as to the compaction of the backfill and the backfill is in compliance with Township
specifications and requirements.
A final subgrade certification is to confirm the final subgrade conditions are equal to or better than
those anticipated in the preparation of the pavement design. If these conditions are less than what
was anticipated, the Owner and the Township are to be immediately advised with a new pavement
design recommendation.
Where grading operations require the placement of "engineered fill" the Geotechnical Engineer
must certify the fill located at 1.0 m below finished grade and deeper has been sufficiently
compacted to assure a minimum bearing capacity of 75 kPa and a 98% Standard Proctor Density.
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6 Site Plan Developments
6.1 General Requirements
Site Plan Agreement
The Developer of lands under Site Plan Control, as specified in the Township's Official Plan and
Site Plan Bylaw, may be required to enter into a "Site Plan Agreement" with the Township prior to
the commencement of construction of any building or service within the parcel of land. For all
proposed site plan developments, the Developer shall secure site plan approval from the
Township.
Township of Oro - Medonte Requirements
Drawings showing grading and the location, size, grade, invert elevations, material and bedding
requirements for all storm, sanitary and watermain service connections shall be prepared and
submitted to the Township for approval. Engineering drawings shall also be prepared for all
sanitary and storm sewers and watermains that are required to be constructed within road
allowances or registered easements to service the subject property. These drawings are to be
prepared to the Township requirements.
The Township is also responsible for the collection of revenue for water consumption and therefore
the "metering" arrangement for the subject property shall be approved by the Township.
6.2 Submission Requirements
Professional Engineer
The Developer shall retain a qualified Professional Engineer to prepare all engineering drawings
and to supervise the construction of all engineering services. The Consulting Engineer shall act as
the Developer's representative in all matters pertaining to the design and construction of the
services in the development. The requirement for a Professional Engineer to carry out design
services for a site plan shall only be specific to those developments where water, sanitary services,
grading works, roadworks in public right -of -way and retaining walls are proposed. The Consulting
Engineer shall be required to submit a Retainer Letter to the Township in the format included in
these criteria outlining their duties and responsibilities.
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Submission Sets
Five (5) Site Plan drawing sets and supporting calculations shall be submitted to the Township, for
approval, comprised of the following:
a) Site Plan
b) Site Grading Plan
c) Site Services Plan
d) Drainage Area Plan
e) Elevation Plan
f) Erosion and Sedimentation Control Plan
g) Landscaping Plan
h) Geotechnical Report
Depending on the complexity of the proposed development, requirements of the above drawings
may be combined, or waived, at the discretion of the Township.
Additional Site Plan drawings shall be prepared when requested by the Township. Prior to
receiving a building permit, all plans must be approved by the Township.
Supporting documents may be required as follows; Stormwater Management Report, Traffic Impact
Assessment, Functional Servicing Report, Noise Report, Hydrogeological Report, Floodplain
Study, Environmental Assessment Report and Archaeological Impact Study as determined on an
individual site plan basis.
6.3 Drawing and Design Requirements
6.3.1 General Requirements
All Site Plan drawings shall be prepared from one base plan prepared at a minimum scale of 1:500
and which contains the following information:
a) A key plan at a scale of 1:10,000 showing the site location
b) A north arrow
c) Site statistics
d) Street names, lot and Registered Plan numbers, and property dimensions
e) Road widenings
f) Easements
g) Vehicular loading and parking facilities
h) The outline of all buildings with the building numbers and unit numbers indicated and
garage locations within the unit
i) Storage areas and enclosures for garbage and waste materials
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j) Fire routes, truck delivery and other large vehicle drive paths
k) Walkways and ramps
1) Proposed roadways /driveways and all points of access
m) Adjacent lands
n) Existing land features (trees, watercourses, roads, services, etc.)
o) The reference benchmark (geodetic) used to establish vertical control and the site
benchmarks to be used for construction.
6.3.2 Site Servicing Plan and Design
The Site Services Plan shall show, at a minimum, the location, size and grade (as applicable) of
the following services and information:
a) all existing underground services on the streets and easements adjacent to the property.
b) storm and sanitary service connections to the property with grade and invert information
c) watermain connections to the property
d) the basement and finished floor elevations of all proposed buildings
e) storm, sanitary and watermain services with length, grade, material and bedding
requirements to be constructed within the development
f) proposed sanitary and storm maintenance holes with invert and rim elevations
g) hydrants, valves and water meters within the development
h) sanitary, storm and water service connections to individual units, as applicable
i) roof water leaders and method of discharge
j) all construction notes required to describe the construction detail or requirements
k) the locations of prime and reserve tile -bed areas, including mantles (where required)
1) proposed wells and septic beds to be decommissioned;
m) illumination standards
n) proposed landscape features
Stormwater Management
Stormwater management techniques shall be employed on all sites in accordance with
requirements identified in this document.
As a -guideline, the degree of control on the quantity of run -off from a proposed development shall
be:
The post - development peak flow shall not be greater than the corresponding pre - development
peak flow for the 1:5 year, 1:10 year, 1:25 year and 1:100 year storms. Other regulatory agencies
may require other storm flows to be analyzed (i.e. 2 year and /or Regional flows).
Where on site stormwater quantity controls are required, a stormwater management report
addressing the points listed below must be submitted:
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• a control device (orifice) must have a diameter of no less than 75 mm in order to prevent
clogging of the opening;
• control devices shall be installed on the upstream side of the maintenance hole;
• storm connections from the building roof and foundation drains must be made downstream
of the maintenance hole and /or catch basin inlet controls;
• ponding limits and available storage are to be depicted on the site servicing drawings, and
the maximum ponding depth in parking areas is not to exceed 200 mm;
• an overland flow route shall be clearly marked on drawings. The grading of parking lots
and landscaped areas must provide a safe path for the overland flow route to the
surrounding Township right of way during storms exceeding the design storm event;
• roof drains can be utilized with controlled discharge;
• details and concepts are to conform to the Urban Drainage Design Guidelines, set out by
the MOE;
• on -site stormwater management facilities may require Environmental Compliance Approval
from the MOE. Two completed MOE Application forms are to be submitted to the
Township signed by the developer and consultant, in accordance with MOE requirements.
Site Servicing Design
a) All sanitary and storm sewers shall be designed in accordance with the requirements of
the Ontario Building Code and the Township Design Criteria. The provisions of the Ontario
Water Resources Act, R.S.O., 1990, may apply to sanitary and storm sewer works.
b) All storm sewers shall be located within the limits of the roadway.
c) All storm sewer connections shall be sized according to the requirements of the Ontario
Plumbing Code and shall be installed on a minimum grade of 2.0 %. Goss traps shall be
placed in parking lot catch basins, located adjacent to fuelling areas. Rainwater leaders
shall discharge onto grassed or landscaped areas.
The rainwater leaders from all commercial, industrial, institutional and high density residential
buildings should be discharged onto grassed or garden areas. Alternatively rainwater leaders may
be directed to on -site detention facilities to achieve the necessary stormwater quantity control as
calculated in the stormwater management report.
a) Yard catch basins shall be provided where required for drainage of landscaped areas.
b) Catch basin maintenance holes may be used for roadway drainage.
c) All watermains shall be designed in accordance with the requirements of the Ontario
Plumbing Code, N.F.P.A. 24 and Township Design Criteria.
The watermain design shall be submitted to the Township of Oro - Medonte Fire
Department for approval of the watermain layout and the hydrant locations. The provisions
of the Ontario Water Resources Act may apply to the watermain works.
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d) Where requested, easements for utilities shall be provided at no cost to the utility
company.
6.3.3 Site Grading Plan and Design
The site grading plan shall show, as a minimum, the following information:
a) The drainage of the site is to be self- contained.
b) The grading of the site is to be compatible with the elevation of the surrounding lands.
c) All grassed embankments shall have a maximum slope of 3:1.
d) The grade of grassed or other landscaped areas shall have a maximum slope of 12% and
a minimum slope of 1 %.
e) Swales on grassed areas shall have a minimum slope of 1.5% and a maximum slope such
that the velocity for the flow contained does not exceed 1.25 metres per second.
f) The maximum suggested length for any drainage swale is 75 m.
g) The minimum depth for any drainage swale shall be 150 mm.
h) The maximum depth for any drainage swale shall be 750 mm.
i) The maximum side slope on any drainage swale shall be 3:1.
j) All driveways shall have positive drainage from the streetline to the roadway.
k) Centreline grades at 15 m intervals along all existing streets bounding the property and
existing grades.
1) A legend indicating which are existing and proposed elevations.
m) Contours at maximum 0.5 m intervals to indicate the existing elevations of the site. These
contours are to extend to a minimum distance of 15 m beyond the property limits to
indicate the grading and drainage patterns of the adjacent lands.
n) Cross sections as required to clarify the proposed grading, particularly in relation to
adjacent lands.
o) Proposed elevations on paved areas, around proposed buildings, along swales, along
roadways, parking areas, driveways, catch basin rim elevations, and any other elevations
necessary to establish the grading and drainage patterns for the development. Arrows to
be used to indicate direction of the surface drainage.
p) A typical roadway cross section to indicate the pavement and granular base design.
q) Roadway dimensions and curb radii.
r) Concrete curbs.
s) Embankments, retaining walls, stairs, play areas, swimming pools, etc.
t) Curb depressions, with dimensions.
u) Sidewalk.
Township of Oro - Medonte Engineering Criteria Page 106
May, 2013
6.3.4 Roadway Design
Roadway Design
a) All roadways shall be required to satisfy Fire Access Route Design as per OBC 3.2.5.6
and designed in accordance with the most recent engineering requirements of the
Township.
b) The minimum pavement design for all roadways shall be:
- subgrade compacted to 95% proctor density
- 300 mm. compacted depth of Granular `B"
-150 mm. compacted depth of Granular "A"
- 50 mm. compacted depth of HL4 Asphalt base course
- 40 mm. compacted depth of HL3 Asphalt surface course
c) All driveways shall be paved with asphalt or an approved alternate from the edge of the
roadway to the garage. The minimum asphalt pavement design for all driveways shall be:
- subgrade compacted to 95% proctor density
-150 mm compacted depth of Granular "A"
- 50 mm compacted depth of HL3 asphalt
d) The minimum width of a roadway for two way traffic with no street parking shall be 6.0 m
from E/P to E /P.
e) All roadways serving multiple - family projects shall be designed to facilitate passage of
emergency and service vehicles. Curb returns having an 8.0 m. radius and inside bends
having at least a 12.0 m radius are required. On dead end streets provision shall be
provided for vehicle turning.
f) The minimum grade for any roadway shall be 0.5% and the maximum grade shall be
8.0 %.
g) The minimum grade for any driveway shall be 2% within the right -of -way and 1% on
private property. The maximum grade shall be 8.0 %. This maximum grade creates an
undesirable condition and should be used only when necessary due to site conditions.
h) The location of driveway entrances on Township streets shall be such that the minimum
sight distance is maintained in both directions. The following criteria will apply to new
driveway entrances:
Posted Speed Limit
km /h
40
50
60
70
80
Township of Oro - Medonte Engineering Criteria
Minimum Sight Distance
metres
45
65
90
120
150
Page 107
May, 2013
6.3.5 Landscaping Requirements
A Landscaping Plan shall be prepared by a qualified Landscape Architect if required by the
Township. The Developer may request jointly obtaining a Landscape Architect with the Township
(costs to be borne by the Developer).
The Landscaping Plan shall show all landscaping details as required by the Site Plan Agreement.
A schedule of plant species and sizes is to be identified on the landscaping plan.
All maintenance holes, catch basins, hydrants, valves, street lights and other servicing features
that appear above grade shall also be shown on the landscaping plan.
6.4 "As- Constructed" Drawings
After all construction is complete, the design drawings shall be amended to incorporate the
changes and alterations made during construction in order that the drawings as amended
represent the services and conditions as constructed. One set of "As- Constructed" drawings must
be submitted to the Township within one year of final completion and prior to the left security
reduction.
6.5 Certification
Upon completion of construction the Consulting Engineer shall provide written certification to the
Township that all works have been constructed in accordance with the approved plans and
specifications and in accordance with good engineering practices.
The wording is to be followed by the Professional Engineers stamp and signature.
6.6 Final Inspection
Upon completion of all construction the Developer shall request the Township to carry out a final
inspection of the works. All deficiencies found during this final inspection shall be immediately
corrected by the Developer. This final inspection is carried out for the benefit of the Township and
shall in no way relieve the Developer of his obligations under the Condominium Act and the Site
Plan Agreement.
Township of Oro - Medonte Engineering Criteria Page 108
May, 2013
7 Landscaping Implementation Procedures
Once the infrastructure of the subdivision is in place and housing is under construction, the
developer must hire a landscape contractor to install the approved landscape components. The
Landscape Architect shall inspect and certify the installation.
7.1 Streetscape Works
The developer is required to hire a contractor to install the landscape elements called for in the
approved landscape plans. The Consulting Landscape Architect will inspect the work, report on
progress to the Township and provide the Township with as -built drawings. An important part of
the Landscape Architect's duties will be to maintain a Summary Chart documenting the history of
each new tree planted in the parcel of land being developed. At the appropriate times, the
Township will conduct its own inspections. All streetscape works are to be guaranteed and
maintained for 12 months after Final Acceptance and Assumption of the Subdivision.
7.2 Naturalization Works
As with streetscape works, the process begins with the developer hiring a contractor to install the
landscape elements called for in the approved landscape plans. The developer's Landscape
Architect will supervise the work and report on progress to the Township. At the appropriate times,
the Township will conduct its own inspections. All naturalization works are to be guaranteed and
maintained for 12 months after Final Acceptance and Assumption of the Subdivision.
7.3 Maintenance Agreement for Naturalization Areas
Carrying out a maintenance program after planting the naturalization areas will significantly reduce
the mortality rate of the trees, shrubs, grasses, etc. and help to establish healthy vegetative cover.
At the time of planting, the planting details and specifications should be followed faithfully. This
means, among other things, the proper transportation and handling of plant material, the use of
fertile planting soil, the proper staking of trees and the proper installation of rodent protection.
Maintenance shall include:
• apply appropriate fertilizer to promote growth;
• prune dead or diseased tissue;
• remove dead plant material;
Township of Oro - Medonte Engineering Criteria Page 109
May, 2013
• replace dead coniferous naturalization species to maintain a minimum live- stocking
standard of 90 %;
• replace dead deciduous and shrub naturalization species to maintain a minimum live -
stocking standard of 90 %;
• suppress weed growth around new trees and shrubs by adding mulch and /or removing
weeds by hand. Weeds shall not be cut down with a power trimmer.
An assessment of plant material is to be carried out annually by the Landscape Architect between
mid -July and early September and reported to the developer, the contractor and the Township in
the form of a Naturalization Assessment Report. Plant vigour can be determined by a visual
inspection of the current year's foliage.
The initial inspection and assessment will be conducted in the summer following the planting. It will
take account of the survival and condition of the plants. It will also include a summary of the
maintenance operations performed. Finally, the assessment will propose any additional
maintenance measures thought necessary, and recommended where, the following spring, plants
need to be replaced or new plants added.
The second assessment will be conducted the following year, and will provide similar information to
the first.
The third and final assessment will take place just prior to assumption. The final report will provide
a complete summary of the initial plantings, as well as a record of the replacements and
maintenance services carried out during the guarantee period. The report will also make note of
any additional work that should be performed prior to the Township conducting a final inspection.
Township of Oro - Medonte Engineering Criteria Page 110
May, 2013
8 Standard Drawings Index
In general, OPSD's shall be used and referenced by the designer. The suitability of any particular
OPSD shall be determined by the Township.
The Township Standard Drawings which form part of this document have been developed to reflect
specific requirements of the Township and shall take precedence over OPSD's.
Revision Date
100 Miscellaneous
120
Service Location — Single Family Residential
November, 2012
121
Service Location — Semi - detached Residential
November, 2012
122
Service Location — Freehold Townhouse Units
November, 2012
123
Service Location — Commercial, Industrial and Multi- Residential
November, 2012
124
Supports for Water Mains and Sewers Crossing New Trenches
November, 2012
125
Supports for House Connections and Catch Basin Leads
November, 2012
126
Sanitary Sewer Cleanouts
November, 2012
127
Municipal Address Number Sign Location
November, 2012
200 Roadways
203
Rural (Paved) — Local Residential
November, 2012
205
Rural — Residential Cul -De -Sac
November, 2012
206
Rural — Temporary Turnaround — Residential
November, 2012
208
Urban — Local Residential
November, 2012
209
Urban — Collector Residential
November, 2012
210
Urban — Major Collector — Residential and Industrial
November, 2012
211
Urban — Local Industrial
November, 2012
212
Urban — Residential Cul -De -Sac
November, 2012
213
Urban — Industrial Cul -De -Sac
November, 2012
214
Urban — Temporary Turnaround - Residential
November, 2012
215
Urban - 900 Bulb Detail
November, 2012
217
Standard Street Sign
November, 2012
220
150 mm diameter Subdrain Detail
November, 2012
Township of Oro - Medonte Engineering Criteria
Page 111
May, 2013
300 Walkways, Fencing
301
Chain Link Security Fence
November, 2012
302
Wood Privacy Fence
November, 2012
310
Concrete Sidewalk
November, 2012
311
Pedestrian Walkway — Concrete
November, 2012
312
Pedestrian Walkway - Asphalt & Limestone
November, 2012
313
Vehicle Access / Pedestrian Walkway Gate
November, 2012
320
Driveway Approach Paving for Residential Driveways
November, 2012
321
Driveway Approach Paving for Commercial, Industrial and Apts.
November, 2012
400 Lot Grading
401
Typical Legend for Lot Grading Plan
November, 2012
402
Front Lot Drainage
November, 2012
403
Rear Lot Drainage
November, 2012
404
Rear Lot Drainage for Walkout or Back Split House
November, 2012
405
Front Lot Drainage for Front Split House
November, 2012
500
Drafting /Notes
501
Standard Plan Sheet
November, 2012
510
General — Construction Notes
November, 2012
511
Notes — Storm Sewers
November, 2012
512
Notes — Sanitary Sewers
November, 2012
513
Notes — Water Mains
November, 2012
514
Notes — Roads
November, 2012
600 Silt Control
602 Sediment Control Measure at Catchbasins and November, 2012
Catchbasin Manholes
603 Construction Entrance Mat November, 2012
700 Street Lighting, Utilities
701 Joint Utility Trench and Road Crossing Sections November, 2012
702 Horizontal Type Luminaire November, 2012
703 Street Light Pedestal November, 2012
705 Access Culverts for Fire Hydrants and Hydro Transformers November, 2012
Township of Oro - Medonte Engineering Criteria Page 112
May, 2013
800 Water Main
801
Method of Insulating Water Main
November, 2012
802
Hydrant Barrier
November, 2012
803
Air Release Valve in Chamber
November, 2012
804
Tracer Wire Arrangement at Valve Box for P.V.C. Water Mains
November, 2012
805
Corrosion Protection for Tracer Wires on P.V.C. Water Mains
November, 2012
810
Water Meter Installation Package
November, 2012
820
Temporary Connection for Watermains
November, 2012
821
Polyethylene Water Service Connection Detail
November, 2012
822 -1
Heavy Duty Yard Hydrant
November 2012
822 -2
Heavy Duty Yard Hydrant
November 2012
1100 Landscaping
1101
Deciduous Tree Planting
November, 2012
1102
Coniferous Tree Planting
November, 2012
1103
Shrub Planting
November, 2012
1110
Standard Park Sign
November, 2012
1111
Park Safety and Regulation Sign
November, 2012
1115
Removable Bollard
November, 2012
1116
Timber Bollard
November, 2012
Township of Oro - Medonte Engineering Criteria Page 113
May, 2013
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NO.I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE DRAW DATE: NTS
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NO. I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE APR'D: DATE:
DRAWN: SCALE: NTS NTS
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5. CLEANOUT AND SHUT -OFF VALVES TO BE PLACED ON PROPERTY LINE.
6. ALL DIMENSIONS ARE IN MILLIMETERS OR METERS UNLESS OTHERWISE SPECIFIED.
NO. I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE APR'D: DATE:
DRAWN: SCALE: NTS NTS
SERVICE LOCATION STD. No. 121
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TOWNSHIP OF ORO- MEDONTE APR'D: DATE: 2012
DRAWN: SCALE:
SERVICE LOCATION STD. No. 122
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SCALE: NTS
1. SERVICE TO EXTEND 1.5m INSIDE PROPERTY LINE.
2. UNDER NO CIRCUMSTANCE SHALL SERVICES CROSS ONE ANOTHER.
3. THE MINIMUM SIZE FOR SANITARY LATERALS SHALL BE 125mmO INSTALLED AT A
MINIMUM GRADE
OF 2% FROM THE SANITARY SEWER TO THE BUILDING ENVELOPE. P.V.C. PIPE TO BE WHITE.
4. ALL UNDERGROUND SERVICE CABLES TO BE PLACED MINIMUM 1.Om BELOW FINISHED GRADE AT LOTS.
5. CLEANOUT AND SHUT -OFF VALVES TO BE PLACED ON PROPERTY LINE.
6. ALL DIMENSIONS ARE IN MILLIMETERS OR METERS UNLESS OTHERWISE SPECIFIED.
1 NO.I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE APR'D: DATE: 2012
DRAWN: SCALE:
SERVICE LOCATION STD. No. 122
FREEHOLD TOWNHOUSE UNITS
VALVE RESTRAINED BY ANCHOR T
OR RESTRAINING RODS TO WATERI
VALVE LOCATION FOR WATER
MORE THAN 50mm
VALVE RESTRAINED BY ANCHOR TEE
OR RESTRAINING RODS TO WATERMAIN
SHORT SIDE CONNECTION
LONG SIDE CONNECTION
NOTE:
1. SERVICE LOCATIONS TO BE CONFIRMED WITH THE TOWNSHIP OF ORO- MEDONTE,
N0. I REVISION I APR'D I DATE
MAINTENANCE HOLES
WARRANTED
:RLINE OF LOT
FOR WATER SERVICE
:QUAL TO 50mm
SERVICE MAINTENANCE HOLES
WHERE WARRANTED
JTERLINE OF LOT
TOWNSHIP OF ORO- MEDONTE DRAW DATE: NTS
DRAWN: SCALE: NTS
SERVICE LOCATION - COMMERCIAL, STD. No. 123
INDUSTRIAL AND MULTI - RESIDENTIAL
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NOTES: CLEARANCE NOT GREATER THAN 1200
1. THIS DETAIL TO BE USED IN DRY STABLE CONDITIONS ONLY.
2. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS OTHERWISE SPECIFIED.
NO. REVISION APR'D I DATE
TOWNSHIP OF ORO- MEDONTE APR'D: DATE:
DRAWN: SCALE: NTS NTS
SUPPORTS FOR WATERMAINS AND STD. No. 124
SEWERS CROSSING NEW TRENCHES
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WIDTH OF TRENCH
OFA EQUATE SIZE
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NOTES: CLEARANCE NOT GREATER THAN 1200
1. THIS DETAIL TO BE USED IN DRY STABLE CONDITIONS ONLY.
2. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS OTHERWISE SPECIFIED.
NO. REVISION APR'D I DATE
TOWNSHIP OF ORO- MEDONTE APR'D: DATE:
DRAWN: SCALE: NTS NTS
SUPPORTS FOR WATERMAINS AND STD. No. 124
SEWERS CROSSING NEW TRENCHES
HOUSE CONNECTION OR
CATCHBASIN LEAD
0.91m MIN. BEARING
TRENCH WIDTH NOT
TO EXCEED 3.05m
SEE NOTE
PIPE
WIDTH OF TRENCH + 1.83m MINIMUM
20MPa CONCRETE 3 -20mmO BARS
MINIMUM COVER 50mm
NOTE: BEARING LEDGES TO BE HAND DUG
1m MIN. BEARING
REINFORCED CONCRETE SLAB
SEE DETAIL BELOW
x 200mm PUNCHEONS
200mm x 200mm SPREADERS TO BE
INSTALLED IN TRENCH UNDER CONNECTION
BEFORE FORMING CONCRETE BEAM.
WHEN DIRECTED BY THE ENGINEER.
0.10 + 150mm
O.D. + 150mm
Z
15mmO 300mm BOTTOM FORM TO
O.C. MIN. COVER 40mm BE LEFT IN PLACE
REINFORCED CONCRETE SUPPORT FOR HOUSE CONNECTIONS AND CATCHBASIN
LEADS WHEN WIDTH OF TRENCH EXCEEDS 1.52m BUT LESS THAN 3.05m
NOTE: WHEN WIDTH OF TRENCH EXCEEDS 3.05m METHOD OF SUPPORTING HOUSE
CONNECTIONS AND CATCHBASIN LEADS WILL BE AS DIRECTED BY THE ENGINEER.
HOUSE CONNECTION OR
CATCHBASIN LEAD
UNSHRINKABLE FILL
TO SPRINGLINE. WIDTH OF
SUPPORT TO BE O.D. AT
BELL + 100mm
PIPE BEDDING
0.91
SUPPORT FOR CONNECTION CROSSING
TRENCH WHEN WIDTH OF TRENCH IS LESS THAN 1.52m
NOTES:
HOUSE CONNECTION OR
CATCHBASIN LEAD
MIN. '
SHIMS NAILED IN PLACE
x 200mm
ON FLAT
BEDDING
1 .WHERE HOUSE CONNECTIONS OR CATCHBASIN LEADS CROSS A SEWER TRENCH, THEY WILL BE SUPPORTED ON A NEW 20mm x 200mm
TIMBER WHICH HAS A MINIMUM BEARING OF 0.91M AT EACH END ON UNDISTURBED GROUND. CONNECTION MUST BE PROPERLY SHIMMED OR
BEDDED ON 20MPa CONCRETE FILL TO SPRINGLINE AS PER DETAILS.
2. TO BE USED WHEN INSTALLING SEWER OR WATERMAIN ON EXISTING R.O.W.
3. ALL DIMENSIONS ARE IN MILLIMETERS OR METERS.
4. FOR ALL CROSSING OF GAS MAINS, CONTRACTOR TO CONTACT GAS COMPANY FOR LOCATES AND INSPECTIONS.
NO.I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE DRAW: DATE: NTS
DRAWN: SCALE: NTS
SUPPORTS FOR HOUSE CONNECTIONS I STD. No. 125
AND CATCH BASIN LEADS
SURFACE CLEANOUT
PIPE
O
PLAN
162
ULAR 'A' RUBBER GASKET
GALVANIZED rn
OR BRASS
PROFILE
DETAIL 'A'
2)
rKUrILt
RUNNING CLEANOUT
NOTES:
1. ALL FITTINGS TO BE APPROVED CAST IRON OR EQUIVALENT FOR LID. SWEEPS AND TEES TO BE PVC.
2. WHEN CLEANOUT IS LOCATED IN A DRIVEWAY A BRASS CAP IS REQUIRED.
3. CONCRETE CRADLE SHALL NOT BE USED FOR P.V.C. PIPE.
4. SANITARY SEWER CLEANOUTS SHALL BE PLACED WHERE LATERAL SERVICES EXCEED 30m IN LENGTH WITHIN THE PUBLIC R.O.W.
5. WHERE PARTIAL BASEMENTS ARE CONSTRUCTED FOR DEVELOPMENT PROJECTS, ONE CLEANOUT SHALL BE PLACED AT PROPERTY LINE AND
ONE PLACED 3.0 METERS FROM HOUSE.
6. CLEANOUTS SHALL NOT BE PLACED IN REGISTERED EASEMENTS.
7. ALL DIMENSIONS ARE IN MILLIMETERS EXCEPT WHERE NOTED.
N0. I REVISION APR'D I DATE
TOWNSHIP OF ORO- MEDONTE APR'D: DATE:
DRAWN: SCALE: NTS NTS
SANITARY SEWER CLEANOUTS STD. No. 126
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TYPICAL STRUCTURE
(DWELLING)
I E
t 1.Om
DRIVEWAY
PROPERTY LINE
0[611111
1. SIGHT DISTANCE ZONE REQUIRES A MINIMUM DISTANCE
OF 30m (100ft) EACH DIRECTION FROM SIGN
INSTALLATION.
2. SIGN ZONE LOCATION PREFERRED TO BE CENTRAL TO
FRONT OF HOUSE IE. LEFT OR RIGHT OF DRIVEWAYS.
3. IF SIDEWALK EXISTING, THEN OFFSET t 1.Om
1 NO.I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE DRAW DATE:
DRAWN: NTS SCALE: NTS
MUNICIPAL ADDRESS NUMBER STD. No. 127
SIGN LOCATION
ww
3 }J
of
O
Of
=w
Of
0 O
zw
0.3m
5.5m
SUBDRAIN
(WHERE APPLICABLE)
4.6m
"NOT FOR NEW DEVELOPMENT"
20.Om
9.Om 5.5m
I STREET LIGHT POLE
1.2m _ I _ 3.3m t 3.3m I 1.2m
WATERMAIN
(MIN. COVER 1.7m)
0.9m
JOINT TRENCH BELL,
C.T.V. & HYDRO (ALT.)
E
_ SANITARY SEWER GAS MAINS 2.Om
DINT TR NCH BELL,
C.T.V. & HYDRO
1.5m 3.5m
w
Z
J
w
a
O
0.3m
NOTES:
1. ALL DIMENSIONS ARE IN METRES UNLESS OTHERWISE SHOWN.
2. MINIMUM PAVEMENT AND ROAD STRUCTURE DESIGN AS PER THE TOWNSHIP OF ORO- MEDONTE DESIGN CRITERIA OR AS PER GEOTECHNICAL
INVESTIGATION RECOMMENDATION.
3. ALL SERVICE LOCATIONS SHOWN ARE FOR GUIDELINE PURPOSES ONLY AND MAY DEVIATE AS PER THE DIRECTION OF THE TOWNSHIP WHEN STANDARD
LOCATION CANNOT BE ACHIEVED.
4. ALL WATER CURB STOPS TO BE PLACED ON STREETLINE.
5. A 3.Om WIDE PLATFORM AREA SHALL BE CONSTRUCTED FOR EACH FIRE HYDRANT.
6. TREES TO BE PLACED IN LOCATIONS AS PER APPROVED LANDSCAPE PLAN.
7. HYDRO, BELL AND C.T.V MAY RUN JOINT TRENCH AT STANDARD 2.0 -2.6m OFFSET LOCATION. HYDRO, BELL C.T.V. AND GAS HAVE 0.9m COVER.
N0. REVISION APR'D DATE TOWNSHIP OF O R O- M E D O N T E APR'D: DATE: 2012
DRAWN: SCALE: NTS
(PAVED) - LOCAL RESIDENTIAL
26.Om ROAD ALLOWANCE STD. No. 203
9.Om ASPHALT SURFACE
40mm
HI-3 ASPHALT
50mm
HI-8 ASPHALT
150mm
GRANULAR A
BELL,
C.T.V.,
300mm
GRANULAR B
HYDRO TRANSFORMER
0.8m
MIN.
2.0%
2.0%
1.2m
MAX.
3.0%
3.0%
3�
�)_
o
100mm TOP OIL
AND SOD P
WATERMAIN
(MIN. COVER 1.7m)
0.9m
JOINT TRENCH BELL,
C.T.V. & HYDRO (ALT.)
E
_ SANITARY SEWER GAS MAINS 2.Om
DINT TR NCH BELL,
C.T.V. & HYDRO
1.5m 3.5m
w
Z
J
w
a
O
0.3m
NOTES:
1. ALL DIMENSIONS ARE IN METRES UNLESS OTHERWISE SHOWN.
2. MINIMUM PAVEMENT AND ROAD STRUCTURE DESIGN AS PER THE TOWNSHIP OF ORO- MEDONTE DESIGN CRITERIA OR AS PER GEOTECHNICAL
INVESTIGATION RECOMMENDATION.
3. ALL SERVICE LOCATIONS SHOWN ARE FOR GUIDELINE PURPOSES ONLY AND MAY DEVIATE AS PER THE DIRECTION OF THE TOWNSHIP WHEN STANDARD
LOCATION CANNOT BE ACHIEVED.
4. ALL WATER CURB STOPS TO BE PLACED ON STREETLINE.
5. A 3.Om WIDE PLATFORM AREA SHALL BE CONSTRUCTED FOR EACH FIRE HYDRANT.
6. TREES TO BE PLACED IN LOCATIONS AS PER APPROVED LANDSCAPE PLAN.
7. HYDRO, BELL AND C.T.V MAY RUN JOINT TRENCH AT STANDARD 2.0 -2.6m OFFSET LOCATION. HYDRO, BELL C.T.V. AND GAS HAVE 0.9m COVER.
N0. REVISION APR'D DATE TOWNSHIP OF O R O- M E D O N T E APR'D: DATE: 2012
DRAWN: SCALE: NTS
(PAVED) - LOCAL RESIDENTIAL
26.Om ROAD ALLOWANCE STD. No. 203
9.Om ASPHALT SURFACE
6.7 6.6 6.7
20.00
\19i1all
1. DETAIL OF GRADING OF BULB AREAS OF CUL -DE -SAC TO BE SHOWN ON PROFILE DRAWINGS.
2. CUL -DE -SAC DRAINAGE TO BE DIRECTED TOWARDS THE BEGINNING OF THE BULB.
MINIMUM DITCH GRADE TO BE 2X
3. ALL DIMENSIONS ARE IN METRES UNLESS OTHERWISE SHOWN.
1 NO.I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE
RESIDENTIAL CUL —DE —SAC
20.Om ROAD ALLOWANCE
6.6m ASPHALT SURFACE
APR'D:
DRAWN:
STD. No
DATE: 2012
SCALE: NTS
205
10.Om X 15.Om EASEMENT
15.0
' I
I
O I I
8.0 1 3.0 !
STREET LINE
C/L DITCH
N
�I SHOULDER I �/ p 1y II
EDGE OF ASPHALT II
1.0
o N ri DEA D END BARRICADE
N C L ROAD PER OPSD 912.532
be
— N I I I
EDGE ASPHALT i
SHOULDER 0.3 RESERVE
71 II
/ II
u? FC/LITCH
I I I I I I !I
LIMIT OF
SUBDIVISION
�f OR PHASE
I
I
I
I
NOTES:
1. ALL DIMENSIONS ARE IN METRES UNLESS OTHERWISE SHOWN.
N0. I REVISION I APR'D I DATE
TOWNSHIP OF ORO- MEDONTE APR'D: DATE:
DRAWN: SCALE: NTS NTS
TEMPORARY TURNAROUND STD. No. 206
RESIDENTIAL — RURAL
Z 10.0 10.0 w
J
Z
J
w
ROAD
1.0
w
o
STREET LIGHT
POLE
w
N
6.7 3.3
3.3 6.7
a_
3
0.9 1.25
a
of
40mm HL3 ASPHALT
BELL /C.T.V. /HYDRO
p
CONCRETE CURB AND
50mm HL4 ASPHALT
150mm GRANULAR 'A'
VAULT LOCATION
O
HYDRANT VALVE
GUTTER TO OPSD
400mm GRANULAR 'B'
_
0
600.030
0.8 0.9 ASPHALT
j
Z
SIDEWALK 0.9 0.8
2%
2%
SHOULDER
I i
oN
0.3
0.3
2.0 37. 3 %� ° 3.5
SUBDRAIN SYSTEM
(WHERE APPLICABLE)
SANITARY STORM
`\ SEWER 2.0
0.9 O SEWER GAS MAIN
JOINT TRENCH WATERMAIN
HYDRO, BELL 1.7m MIN. COVER 1.5 1.5 JOINT TRENCH HYDRO,
& C.T.V. FROM C/L OF BELL & C.T.V.
4.6 FINISHED ROAD
NOTES:
1. ALL DIMENSIONS ARE IN METRES UNLESS OTHERWISE SHOWN.
2. MINIMUM PAVEMENT AND ROAD STRUCTURE DESIGN AS PER TOWNSHIP OF ORO- MEDONTE DESIGN CRITERIA OR
AS PER GEOTECHNICAL INVESTIGATION RECOMMENDATION.
3. ALL SERVICE LOCATIONS SHOWN ARE FOR GUIDELINE PURPOSES ONLY AND MAY DEVIATE AS PER THE DIRECTION
OF THE TOWNSHIP WHEN STANDARD LOCATION CANNOT BE ACHIEVED.
4. WHERE ONE SIDEWALK IS CONSTRUCTED IT SHALL BE ON THE NORTH AND WEST SIDE OF THE ROAD.
5. TREES TO BE PLACED IN LOCATIONS AS PER APPROVED LANDSCAPE PLAN.
6. BOULEVARD - 75mm TOPSOIL & NURSERY SOD (OR SEED AND MULCH IF APPROVED)
7. HYDRO, BELL AND C.T.V. MAY RUN JOINT TRENCH AT STANDARD 2.0 -2.6m OFFSET LOCATION. HYDRO, BELL, C.T.V. AND GAS TO HAVE 0.9m COVER.
NO.
REVISION
APR'D
DATE
TOWNSHIP OF O R O- M E D O N T E
APR'D:
DATE: 2012
DRAWN: I
SCALE: NTS
LOCAL RESIDENTIAL
STD. No. 208
20.Om ROAD ALLOWANCE
6.6m ASPHALT SURFACE
Li
ZI _ 10.0
J
}
Ld
w
a-
0
Of
w
N 5.75
3 0.9 1.25
Of
O
,�:- /-HYDRANT
CE
Z SIDEWALK VALVE 0
0.3
2.0
JOINT TRENCH--J
HYDRO, BELL
& C.T.V. 0.9
4.6
NOTES:
4.25
BARRIER CONCRETE
CURB AND WIDE GUTTER
TO OPSD 600.010
2%
(� ROAD
4.25
40mm HL3 ASPHALT
50mm HL4 ASPHALT
150mm GRANULAR 'A'
400mm GRANULAR 'B'
10.0 Z
J
1.0 �
w
STREET LIGHT ao
POLE (if
0
5.75 N
a
w
o-
BELL/C.T.V./HYDRO O
VAULT LOCATION
0.9, III I I°
3%
SUBDRAIN SYSTEM
f
(WHERE APPLICABLE)
,P
SANITARY
GAS MAIN)
SEWER
STORM
SEWER JOINT TRENCH
WATERMAIN 1.7m
HYDRO, BELL
MIN. COVER
1.5
1.5
& C.T.V.
FROM C/L OF
FINISHED ROAD
3.5
2.0
0.3
1. ALL DIMENSIONS ARE IN METRES UNLESS OTHERWISE SHOWN.
2. MINIMUM PAVEMENT AND ROAD STRUCTURE DESIGN AS PER TOWNSHIP OF ORO- MEDONTE DESIGN CRITERIA OR
AS PER GEOTECHNICAL INVESTIGATION RECOMMENDATION.
3. ALL SERVICE LOCATIONS SHOWN ARE FOR GUIDELINE PURPOSES ONLY AND MAY DEVIATE AS PER THE DIRECTION
OF THE TOWNSHIP WHEN STANDARD LOCATION CANNOT BE ACHIEVED.
4. WHERE ONE SIDEWALK IS CONSTRUCTED IT SHALL BE ON THE NORTH AND WEST SIDE OF THE ROAD.
5. TREES TO BE PLACED IN LOCATIONS AS PER APPROVED LANDSCAPE PLAN.
6. BOULEVARD - 75mm TOPSOIL & NURSERY SOD (OR SEED AND MULCH IF APPROVED)
7. HYDRO, BELL AND C.T.V. MAY RUN JOINT TRENCH AT STANDARD 2.0 -2.6m OFFSET LOCATION. HYDRO, BELL, C.T.V. AND GAS TO HAVE 0.9m COVER.
N0. REVISION APR'D I DATE TOWNSHIP OF O R O- M E D O NT E APR'D: DATE: 2012
DRAWN: SCALE: NTS
COLLECTOR RESIDENTIAL
20.Om ROAD ALLOWANCE STD. No. 209
8.5m ASPHALT SURFACE
w 13.0
z
5.5
3.5
ty-
w
0 n STREET LIGHT POLE
a II
V)
w
0
= BELL & CABLE TV BARRIER CONCRETE
PEDESTAL CURB AND GUTTER
0 HYDRO VAULT �0 OPSD 600.040
I"l �
1.0 2%
2%
ROAD
13.0
STREET LIGHT POLE
40mm HL3 ASPHALT
40mm HL8 ASPHALT
45mm HL8 ASPHALT
150mm GRANULAR 'A'
300mm GRANULAR 'B'
HYDRANT
TRANSFORMER
7.5 VAULT
GAS MAIN -ice
�,- 3% 3�
Of
0.6 0
0
E
0
NT TRENCH HYDRO,
LL & CABLE TV
NOTES:
SUBDRAIN
STORM
O SEWER WATERMAIN
SANITARY
SEWER 1.5 1.5
SUBDRAIN SYSTEM
(WHERE APPLICABLE)
5.5
II
J
3.5 w
CL
0
Of
IL
In
a
w
Of
3.4 0
2.75
0
1.5 1.0 z
CONC.
S/W
GAS �.Ys
MAIN
2.0
JOINT TRENCH H DRO,
BELL & CABLE 1 V
4.50
1. ALL DIMENSIONS ARE IN METRES UNLESS OTHERWISE SHOWN.
2. MINIMUM PAVEMENT AND ROAD STRUCTURE DESIGN AS PER THE TOWNSHIP OF ORO- MEDONTE DESIGN CRITERIA OR
AS PER GEOTECHNICAL INVESTIGATION RECOMMENDATION.
3. ALL SERVICE LOCATIONS SHOWN ARE FOR GUIDELINE PURPOSES ONLY AND MAY DEVIATE AS PER THE DIRECTION
OF THE TOWNSHIP WHEN STANDARD LOCATION CANNOT BE ACHIEVED.
4. WHERE ONE SIDEWALK IS CONSTRUCTED IT SHALL BE ON THE NORTH AND EAST SIDE OF THE ROAD.
5. TREES TO BE PLACED IN LOCATIONS AS PER APPROVED LANDSCAPE PLAN.
6. HYDRO, BELL AND C.T.V. MAY RUN JOINT TRENCH AT STANDARD 2.0 -2.6m OFFSET LOCATION. HYDRO, BELL, C.T.V. AND GAS TO HAVE 0.9m COVER.
N0. REVISION APR'D I DATE TOWNSHIP OF O R O- M E D O NT E APR'D: DATE: 2012
DRAWN: SCALE: NTS
MAJOR COLLECTOR -
RESIDENTIAL AND INDUSTRIAL STD. No. 210
26.Om ROAD ALLOWANCE
15.Om ASPHALT SURFACE
z
26.0
w
J
Z
}
CL ROAD
1.0
w
�
o!
w
O
STREET LIGHT
a
POLE
U)
9.5
3.5
3.5
9.5
0
N
3
0_
50mm HL3 ASPHALT
HYDRO
w
O
CONCRETE CURB AND
50mm HL4 ASPHALT
200mm GRANULAR 'A'
VAULT
W
O
`HYDRANT
VALVE
GUTTER TO OPSD
400mm GRANULAR 'B'
LOCATION
=
0
r
600.030
0.8 0.9 ASPHALT
-,
F-
o
z
0.9 0.8
2%
2%
SHOULDER
0.3
__
0.3
2.0
° 3%
37.
° 3.5
SUBDRAIN SYSTEM
(WHERE APPLICABLE)
_\
2.0
GAS MAIN
JOINT TRENCH-/
WATERMAIN
HYDRO, BELL
1.7m MIN. COVER
STORM
SEWER JOINT TRENCH
& C.T.V.
0.9 FROM C/L OF
HYDRO, BELL
FINISHED ROAD
21
& C.T.V.
4.6
NOTES:
1. ALL DIMENSIONS ARE IN METRES UNLESS OTHERWISE SHOWN.
2. MINIMUM PAVEMENT AND ROAD STRUCTURE DESIGN AS PER THE TOWNSHIP OF ORO- MEDONTE DESIGN CRITERIA OR
AS PER GEOTECHNICAL INVESTIGATION RECOMMENDATION.
3. ALL SERVICE LOCATIONS SHOWN ARE FOR GUIDELINE PURPOSES ONLY AND MAY DEVIATE AS PER THE DIRECTION
OF THE TOWNSHIP WHEN STANDARD LOCATION CANNOT BE ACHIEVED.
4. WHERE ONE SIDEWALK IS CONSTRUCTED IT SHALL BE ON THE NORTH AND EAST SIDE OF THE ROAD.
5. TREES TO BE PLACED IN LOCATIONS AS PER APPROVED LANDSCAPE PLAN.
6. HYDRO, BELL AND C.T.V. MAY RUN JOINT TRENCH AT STANDARD 2.0 -2.6m OFFSET LOCATION. HYDRO, BELL, C.T.V. AND GAS TO HAVE 0.9m COVER.
N0. REVISION APR'D I DATE TOWNSHIP OF O R O- M E D O N T E APR'D: DATE: 2012
DRAWN: SCALE: NTS
LOCAL INDUSTRIAL
26.Om ROAD ALLOWANCE STD. No. 211
7.Om ASPHALT SURFACE
PROPERTY LINE
(L ROAD LO
06
OF CURB
X1.0
1.5m CONCRETE SIDEWALK TYPE 'A'
Alternate s/w location
if no walkway at end of
Cul —de —sac
PROPERTY LINE
NOTES:
1. ALL DIMENSIONS ARE IN METRES UNLESS OTHERWISE SHOWN.
2. MINIMUM GUTTER GRADE 0.75 %.
N0. I REVISION APR'D I DATE
TOWNSHIP OF ORO- MEDONTE DRAW: DATE: 2012
DRAWN: SCALE: NTS
URBAN — RESIDENTIAL CUL —DE —SAC
20.Om ROAD ALLOWANCE STD. No. 212
8.5m ASPHALT SURFACE
SYMMETRICAL
PROPERTY LINE
NOTES:
1. ALL DIMENSIONS ARE IN METRES UNLESS OTHERWISE SHOWN
2. MINIMUM GUTTER GRADE 0.75%
3. CUL -DE -SAC DRAINAGE TO BE DIRECTED TOWARDS BEGINNING OF BULB.
1 NO.I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE IDRAWN: (SCALE: N°TS
INDUSTRIAL CUL —DE —SAC STD. No. 213
26.Om ROAD ALLOWANCE
7.Om ASPHALT SURFACE
0
0
- -- STREET LINE - --
oT CONCRETE SIDEWALK
- 10.Omx9.Om EASEMENT
9.0
6.0
N
CL�Ib N \SO
CONCRETE CURB . 1%
�I
G CA ROAD N
m
Nt0 ---------------- I- - - - - --
NI
ri 1%
CONCRETE CURB
N
CONCRETE SIDEWALK
STREET LINE
0
i
I FINAL REGISTERED LOT
NOTES:
1. ALL DIMENSIONS ARE IN METRES UNLESS OTHERWISE SHOWN.
2. GUTTER TO BE DETAILED ON ENGINEERING DRAWINGS. MINIMUM GRADE TO BE 1%.
3. THE LOCATION OF SIDEWALK TO BE DETAILED ON THE ENGINEERING DRAWINGS.
4. ALL CURB RADII ARE TO FACE OF CURBS.
1 NO.I REVISION I APR'D I DATE I
1.0
DEAD END BARRICADE '
PER OPSD 912.532
0.3 RESERVE
LIMIT OF
SUBDIVISION
TOWNSHIP OF ORO- MEDONTE APR'D: DATE:
DRAWN: SCALE: NTS NTS
TEMPORARY TURNAROUND STD. No. 214
RESIDENTIAL — URBAN
N
CP
NO.I REVISION
9
1.25 CONCRETE SIDEWALK } o I I
m
0
0
P.
NOTES:
J
1. DIMENSIONS ARE IN METERS.
2. ADJACENT DRIVEWAYS SHALL NOT INTERSECT ALTHOUGH DOUBLE ENTRANCES MAY BE
ALLOWED AT THE CURB.
3. MINIMUM GUTTER GRADE 0.75%
APR'D DATE TOWNSHIP OF O R O- M E D O NTE I DRAWN: I SCALE: NTS2
90° BULB DETAIL
20.Om ROAD ALLOWANCE
6.6m ASPHALT SURFACE
STD. No. 215
(R0 -1 )
STOP SIGN STOP
N
H
REGULATORY SIGN w
STREET NAME
2.0 TO 4.0 m
o
N 0.3m SIGN
Ln
PA P L
0.3m
TRAFFIC LANE
MAJOR EDGE OF STREET
ASPHALT
PA P L
2.Om
STREET NAME z REGULATORY SIGN
IEL
-3L)
SIGN 0 STOP S R
WARNING
TWO
NOTE:
2�
4m*.
O
FOR CUL -DE -SACS, A "NO EXIT" SIGN
SHALL BE PLACED ON THE OPPOSITE SIDE OF
THE ROAD AS THE REGULATORY SIGN POST, WITH
2.Om OFFSET FROM EDGE OF PAVEMENT
NOTE:
ALL REGULATORY SIGNS ARE TO CONFORM WITH
THE MANUAL OF UNIFORM TRAFFIC CONTROL DEVICES.
ALL SIGNS ARE TO UTILIZE HIGH INTENSITY
REPRO- REFLECTIVE MATERIAL.
TOWNSHIP OF ORO— MEDONTE
30mm
s=
°O
N
TYP CAL
S TR E
L�
O
T
mm
LENGTH VARIES
THE STREET NAME SIGN SHALL BE PAINTED GREEN WITH
WHITE
R ETRO- REFLECTIVE LETTERING.
NO. REVISION
APR'D DATE
TOWNSHIP OF ORO—
MEDONTE
DATE:
DRAW
DRAWN:
SCALE:
NTS
NTS
STANDARD STREET
NAME
STD. No. 217
AND REGULATORY
SIGNS
FINISHED ROAD
SURFACE 1
TYP E 'A'
CONC. CURB
300
150
UKANULHK H / \
FILTER MATERIAL _ + _ 50
NOTES:
1. ALL CONNECTIONS TO BE MADE ON THE SLOTT CORRUGATED
UPSTREAM SIDE OF ALL CATCH BASINS. SLOTTED P.E. PLASTIC L150
MORTARED INSIDE AND OUTSIDE. PIPE WITH FACTORY
2. SUBDRAINS TO BE PLUGGED AT THE INSTALLED FILTER FABRIC 300
HIGH END WITH A MANUFACTURED PLUG.
3. ALL DIMENSIONS ARE IN MILLIMETRES
UNLESS SHOWN OTHERWISE.
4. OPTION 'B' : THE SUBDRAIN TRENCH SHALL BE
LINED WITH CLASS II NON -WOVEN GEOTEXTILE,
WITH AN F.O.S. OF 15 -150 um AND A MINIMUM
THICKNESS OF 1 mm. GEOTEXTILE OVERLAPPED
MINIMUM 100mm
GRANULAR
SUB -BASES
COURSE ;. 100 .....;.: �\
TYP E '13' ���\ \\\ GEOTEXTILE
300
19mm CLEAR STONE
150mm 0 CORRUGATED
SLOTTED P.E. PLASTIC I 150
PIPE WITH FACTORY
INSTALLED FILTER FABRIC 300
NO.I REVISION I APR'D I DATE
TOWNSHIP OF ORO- MEDONTE (DRAWN: (SCALE: NTS
150mm 0 SUBDRAIN DETAIL I STD. No. 220
3.Om BRACE PANEL 3.Om MAXIMUM
90mm O.D. END OR KNUCKLED TOP EDGE
r CORNER POST f FASTENERS 460mm C -C
E
0
Go
w
0 El
E C
0
u') w
a
rn
I
E
0
N
E
N BOTTOM EDGE
amm WIRE MES
AUGE GAVAI
NW.0.01
CLEARANCE
20 MPa. CONCRETE 150mm
IN SONO TUBE
150mm 250mm
300mm
20 MPa. CONCRETE
IN SONO TUBE
NOTES:
1. LENGTH OF POSTS
DROP TURNBUCKLE
FENCE POST LOCATION
1.20m FENCE
1.50m FENCE
1.80m FENCE
END, CORNER OR RESTAINING
2.30m
2.60m
2.90m
LINE POST
2.05m
2.36m
2.65m
TOP OF FOOTINGS TO BE
SLOPED AT 85mm /m
2. FASTENERS - 6 I.W.G. GALVANIZED STEEL OR ALUMINUM WIRE.
3. ALL POSTS, PIPE RAILS AND FASTENERS TO BE GALVANIZED.
4. BRACE RAILS TO BE ELIMINATED ON 1.20m HIGH FENCE.
5. ALL DIMENSIONS ARE IN MILUMETERS OR METERS.
6. FENCE FABRIC SHALL BE TYPE 1 STEEL FABRIC 3.Omm DIA. STEEL WIRE, STYLE 3 LIGHT STEEL WIRE, GALVANIZED BEFORE WEAVING.
7. FENCING REQUIREMENTS FOR PUBLIC WALKWAYS ARE TO BE RANGE FROM 1.2m TO 1.8m. A FENCE HEIGHT OF 1.2m IS TO BE SPECIFIED
BETWEEN STREETUNE AND THE FRONT OF THE DWELLING. FENCING HEIGHTS BEYOND THE FRONT OF THE DWELLING ARE TO 1.8m.
N0. I REVISION I APR'D I DATE
RAW
TOWNSHIP OF ORO- MEDONTE DRAW: DATE: NTS
DN: SCALE: NTS
CHAIN LINK SECURITY FENCE STD. No. 301
50mm x 100mm ON EDGE
TOP AND BOTTOM 2400 A C/L
OST
11000 I 25mm x 150mm
LINE OF BUILDING a'n I ,� STOP rAP
25mm x 150mm SLATES
WITH 25mm OVERLAPPED
B
B
I
50mm x 100mm ON EDGE
TOP AND BOTTOM
' I
TROWEL TO TOP OF FOOTING
50mm x 100mm
A
TO BE FASTENED
TO WALL
OPEN
I 100mm x 100mm
SPPACE ACE
POST SET IN CONCRETE
FOOTING WITH SONO TUBE
25mm x 150mm
TOP CAP
0
N o
°
50mm x 100mm
ON EDGE
100 100 100
1504' 150
25mm x 150mm
- -� —
SLATES OVERLAPPED
of
o °
SOmm x 50mm
— 25mm x 150mm SLATES
o
SEE NOTE 4
JI� TO BE OVERLAPPED
0
11 25mm x 150mm ABOVE
C/L OF 100mm x 100mm POST SHOWN IN DASHED
L o
r °
50mm x 100mm
ON EDGE
SECTION B -B
100mm x 100mm
POST SET IN CONCRETE
FOOTING WITH SONO TUBE
f--I I__�
NOTES: SECTION A -A
1. USE CONSTRUCTION GRADE CEDAR OR PRESSURE TREATED. DO NOT USE SPRUCE OR HEMLOCK.
2. USE APPROVED WOOD STAIN.
3. USE STEEL ZINC COATED TWISTED NAILS No. 11 GUAGE 64mm x 76mm.
4. FOR FENCE 1.8m OR HIGHER 50mm x 50mm MUST BE USED AS SHOWN IN SECTION A -A.
5. USE GALVANIZED FENCE BRACKETS.
6. FOR WALKWAYS, THE FENCE HEIGHT SHOULD BE 1.2m HIGH BETWEEN STREETLINE AND FRONT WALL OF
DWELLINGS ON ADJACENT LOTS AND 1.8m FOR THE REMAINDER.
7. ALL DIMENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE SPECIFIED.
NO. I REVISION I APR'D I DATE
TOWNSHIP OF ORO- MEDONTE DRAW DATE:
DRAWN: NTS SCALE: NTS
WOOD PRIVACY FENCE STD. No. 302
SAW (
wi
Z
zj 6mm
wl SOD
STREET LINE
E
0
1.80m 1.80m
—CONTRACTION —'N
B
ww
JOINT
E
`` E
A
A
UT
,oa
a o
En
a
SA
PLAN VIEW
13'Omm NORMAL180mm•IAidDRI\l W I• ' °
y
LONGITUDINAL SECTION
13�I SAW CUT
A
1 30m OR
°•1.5mrn ' °a '. e . 180mm
mod. • f • '•4
SECTION B —B
SAW CUT JOINT DETAIL
as ,130mm °m m65a
a d.. ° d 130mm
OR
. 180mm 4 e
SECTION A —A
CONTRACTION JOINT DETAIL
1.50m AS SPECIFIED �6mm ROUND
SEE NOTE 2
COMPACTED SUBGRADE TO 957
STANDARD PROCTOR DENSITY
BOULEVARD
I CUT
90mm_, ...
MINIMUM 100mm GRANULAR 'A' COMPACTED
100% STANDARD PROCTOR DENSITY
SECTION
NOTES:
1. CONCRETE TO BE 25 MPa, 5 -7% AIR ENTRAINMENT WITH 2Omm MAXIMUM AGGREGATE SIZE.
2. FOR COMMERCIAL, INDUSTRIAL AND APARTMENT DRIVEWAYS, SIDEWALK TO BE REINFORCED
WITH 152mm x 152mm MW 18.7 METRIC WELDED WIRE MESH.
3. SAW CUT JOINTS ARE ALSO REQUIRED WHERE SIDEWALK ABUTS OTHER CONCRETE
STRUCTURES, WALKS, CURBS, UTILITY POLES, HYDRANTS, MAINTENANCE HOLES AND AT CERTAIN
LOCATIONS AT DISCRETION OF THE TOWNSHIP OF ORO— MEDONTE.
4. CONTRACTION JOINTS TO BE FORMED AFTER THE CONCRETE HAS RECEIVED ITS INITIAL SET.
5. ALL DIMENSIONS ARE IN MILLIMETERS OR METERS UNLESS OTHERWISE SPECIFIED.
1 NO. I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE DRAW: DATE: NTS
DRAWN: SCALE: NTS
CONCRETE SIDEWALK
STD. No. 310
1.2m TO 1.8m
FENCE
150mm - 3C
150mm
3.n
PLAN
NOTES:
1. ALL DIMENSIONS ARE IN METERS UNLESS SHOWN OTHERWISE.
2. SECURITY LIGHTING OF WALKWAYS MAY BE REQUIRED AT THE DISCRETION OF THE TOWNSHIP OF ORO- MEDONTE.
3. THIS DETAIL MAY BE USED FOR OVERLAND FLOW ROUTE.
N0. I REVISION APR'D I DATE
TOPSOIL
(TYPICAL)
IM LONGITUDINAL
TO BE 8%
HIGH CONCRETE
YPICAL)
OF CURB
RAW NTS
TOWNSHIP OF ORO- MEDONTE ID: DATE:
DRAWN: SCALE: NTS
PEDESTRIAN WALKWAY — STD. No. 311
CONCRETE
3000mm
150mm LIMESTONE SCREENINGS
COMPACTED TO 100% S.P.D.
SLOPE TO DRAIN 2.0% MIN.
.c
TO 95% S.P.D. FABRIC
LIMESTONE WALKWAYS
50mm HL3 ASPHALT COMPACTED TO
98% S.P.D. BLEND PATH EDGES TO
3000mm MEET WITH EXISTING GRADE.
EDGE OF ASPHALT TO BE
CROSS SLOPE MIN. 2.0% IN THE DIRECTIO TAMPED TO 45' ANGLE
OF THE NATURAL ON -SITE DRAIN- AGE
'.�' .`: of .:C�Y:44:L':.•.�,.'/= i;:!;�'�. �.;�ri'r�t `J..iL:z�Y.Si }t+'4r..''y'•'• :s',_ r
SUB GRADE COMPACTED 200mm GRANULAR A'
TO 95% S.P.D. COMPACTED TO 95% S.P.D.
ASPHALT WALKWAYS
NOTES:
1. ALL DIMENSIONS IN MILLIMETRES UNLESS OTHERWISE NOTED.
2. EXTEND GRANULAR 'A' TO ANGLE OF REPOSE, APPROX. 200mm BEYOND EDGE OF PAVED SURFACE.
3. ENSURE POSITIVE DRAINAGE ON ASPHALT PATHWAY.
4. SURFACE WATER MUST NOT BE COLLECTED ON PATHWAY. POSITIVE DRAINAGE FROM PATHWAY MUST BE
GENERATED AND INTEGRATED INTO OVERALL DRAINAGE PLAN.
NO.I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE APR'D: DATE:
DRAWN: SCALE: NTS NTS
PEDESTRIAN WALKWAYS — STD. No. 312
ASPHALT & LIMESTONE
LOT
LINE
3000
WELDED 25mm0 NIPPLE TO PRE — DRILLED HOLES
WITH PIN LOCKING DEVICE AND PADLOCK TO BE
INSTALLED BY THE TOWNSHIP OF ORO— MEDONTE.
1200mm BOLLARD GATE
FOR 3000mm PATHWAY / WALKWA
BLOCK. GALVANIZED 50mm0 STEEL
TUBE FENCE AS SHOWN
C/L
LOT
LINE
I 1 0
50mm HL3 ASPHALT (SURFACE
I , 150
1 2� — I 150J L 1
I 6G�RANU�A
fir. �'yv�r.- r•�.!',�r w,Ar �r �i:;�i,`,�i,�:i,`,�i �i:,�'e. �y. �yv,'�'�.;�i SEE NOTE 1.
Ir.�y �r.;�yr��' ; ;�! %�!•;�.S,ir w.�r.�r.�r.�i.�r.�r �r•�r.�r fir.;
GRANULAR 'A' 200mm
COMPACTED TO 95% SPD
VCOMPACTED SUBBASE (95% S.P.D.)
75mm0 GALVANIZED STEEL TUBE BOLLARD \
1_� I f_
NOTES:
1. 200mm GRANULAR 'B' COMPACTED TO 1007 S.P.D. TO BE PROVIDED ONLY WHEN MAINTENANCE
OR EMERGENCY VEHICLE ACCESS.
2. 100mm GATE SLEEVE RESTS ON 75mm0 GALVANIZED POST.
3. ADD SPURS (LAGS) TO BOTH GALVANIZED POLES TO PREVENT THE TUBING
FROM TURNING IN THE CONCRETE FOOTING.
4. FOR 6.Om EMERGENCY ACCESS / WALKWAY TWO (2) STANDARD BOLLARD GATES ARE REQUIRED.
5: ALL SWING GATES TO BE INSTALLED ON RIGHT —HAND SIDE AT ENTRY AND AT LEAST 2500mm IN FROM SIDEWALK
EDGE OR 6000mm IN FROM CURB EDGE.
6. ALL DIMENSIONS ARE IN MILLIMETERS UNLESS OTHERWISE SPECIFIED.
NO. I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE DRAW: DATE: NTS
DRAWN: SCALE: NTS
VEHICLE ACCESS / PEDESTRIAN STD. No. 313
WALKWAY GATE
U
L,
u-
0
z
0
F-
U
W
K
O
PLAN
MINIMUM - 5% MAXIMUM
MINIMUM 50mm HL3 ASPHALT —
MINIMUM 150mm GRANULAR 'A'-
COMPACTED SUBGRADE
12% MINIMUM
1 6% MAXIMUM
—
I
LIMIT OF ►I az
APPROACH PAVING i it
COL
TYPICAL SECTION
ON STREETS WITHOUT SIDEWALKS
2% MINIMUM 2% MINIMUM
2� 5% MAXIMUM 67 MAXIMUM
f� 2% MINIMUM - 5% MAXIMUM CONCRETE :.
SIDEWALK I aZ
ia�
MINIMUM 50mm HI-3 ASPHALT LIMIT OF a
MINIMUM 150mm GRANULAR 'A' APPROACH PAVING
COMPACTED SUBGRADE
TYPICAL SECTION
ON STREETS WITH SIDEWALKS
NOTES:
1. ALL DIMENSIONS ARE IN MILLIMETERS OR METERS UNLESS OTHERWISE SPECIFIED.
NO. I REVISION I APR'D I DATE
TOWNSHIP OF ORO- MEDONTE
I APR'
I DRAW:
DRAWN:
DRIVEWAY APPROACH PAVING I STD. No
FOR RESIDENTIAL DRIVEWAYS
DATE: 2012
SCALE: NTS
320
X
Q
E
0
of
m
U
w
W
N
w
W
W
SAW CUT JOINT
JOINT
SAW CUT JOINT
E E
o O
m, r
/ SAW CUT
AN EXISTING SIDEWALK OF LESS THAN 180mm
JOINT THICKNESS ACROSS THE PROPOSED DRIVEWAY
IS TO BE REMOVED AND REPLACED WITH A
180mm THICK SIDEWALK. NEW SIDEWALK TO
SAW CUT JOINT BE REINFORCED WITH 150mm x 150mm 6/6
WELDED WIRE MESH.
PLAN
LIMITS OF APPROACH PAVING
271, MINIMUM - 5% MAXIMUM w
z
w
HEAVY INDUSTRIAL COMMERCIAL. LIGHT INDUSTRIAL, APARTMENTS
40mm HL3 ASPHALT SURFACE COURSE 40mm HL3 ASPHALT SURFACE COURSE
75mm HL8 ASPHALT BASE COURSE 50mm HL8 ASPHALT BASE COURSE
150mm GRANULAR A' 150mm GRANULAR A'
300mm GRANULAR 'B' 300mm GRANULAR 'B'
SECTION ON STREETS WITHOUT SIDEWALK
E
CONCRETE SIDEWALK E WIRE MESH
LIMITS OF APPROACH PAVING 00 REINFOR ING
j27% MINIMUM - 5% MAXIMU ______ -_ 2% z
I
t5
W
HEAVY INDUSTRIAL
40mm HL3 ASPHALT SURFACE COURSE V)
75mm HL8 ASPHALT BASE COURSE COMMERCIAL, LIGHT INDUSTRIAL. APARTMENTS
150mm GRANULAR 'A' SEE DRIVEWAY DESIGN ABOVE
300mm GRANULAR 'B'
SECTION ON STREETS WITH SIDEWALK
NOTES:
1. ALL DIMENSIONS ARE IN MILLIMETERS OR METERS UNLESS OTHERWISE SPECIFIED.
NO. I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE DRAW
DRAWN:
DRIVEWAY APPROACH PAVING I STD. No.
COMMERCIAL, INDUSTRIAL AND APARTMENTS
DATE: 2012
SCALE: NTS
321
W
J
W
Z
z
U
W
Z
U
SAW CUT JOINT
F
in
/ SAW CUT
AN EXISTING SIDEWALK OF LESS THAN 180mm
JOINT THICKNESS ACROSS THE PROPOSED DRIVEWAY
IS TO BE REMOVED AND REPLACED WITH A
180mm THICK SIDEWALK. NEW SIDEWALK TO
SAW CUT JOINT BE REINFORCED WITH 150mm x 150mm 6/6
WELDED WIRE MESH.
PLAN
LIMITS OF APPROACH PAVING
271, MINIMUM - 5% MAXIMUM w
z
w
HEAVY INDUSTRIAL COMMERCIAL. LIGHT INDUSTRIAL, APARTMENTS
40mm HL3 ASPHALT SURFACE COURSE 40mm HL3 ASPHALT SURFACE COURSE
75mm HL8 ASPHALT BASE COURSE 50mm HL8 ASPHALT BASE COURSE
150mm GRANULAR A' 150mm GRANULAR A'
300mm GRANULAR 'B' 300mm GRANULAR 'B'
SECTION ON STREETS WITHOUT SIDEWALK
E
CONCRETE SIDEWALK E WIRE MESH
LIMITS OF APPROACH PAVING 00 REINFOR ING
j27% MINIMUM - 5% MAXIMU ______ -_ 2% z
I
t5
W
HEAVY INDUSTRIAL
40mm HL3 ASPHALT SURFACE COURSE V)
75mm HL8 ASPHALT BASE COURSE COMMERCIAL, LIGHT INDUSTRIAL. APARTMENTS
150mm GRANULAR 'A' SEE DRIVEWAY DESIGN ABOVE
300mm GRANULAR 'B'
SECTION ON STREETS WITH SIDEWALK
NOTES:
1. ALL DIMENSIONS ARE IN MILLIMETERS OR METERS UNLESS OTHERWISE SPECIFIED.
NO. I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE DRAW
DRAWN:
DRIVEWAY APPROACH PAVING I STD. No.
COMMERCIAL, INDUSTRIAL AND APARTMENTS
DATE: 2012
SCALE: NTS
321
PROPOSED
ELEVATION
TYPICAL)
REAR LOT DRAINAGE SWALE (IF APPLICABLE)
283 20 __ -- 8320
__
62ao 62.ao
EXISTING
I <_ <_ <_
ELEVATION
REAR LOT DRAINAGE SWALE (ALT.) — SEE NOTE 10
(TYPICAL)
LOT NUMBER
�
W
Z
J
J � 2 _J W
I Q O Q O I Z
I I J
ui
o o DIRECTION OF REAR LOT DRAINAGE o o
W
Z J Z
J W
W W SPECIFIED REAR LOT GRADE W W m
a�°-�
v (IF APPLICABLE) ° v a
3. 0 83.20
, TOP OF 0
y FOUNDATION x
SPECIFIED UNDERSIDE
OF WALL I BREAK POINT
FOOTING ELEVATION
281 ELEVATION
(ALL LOCATIONS)
EXISTING CONTOUR
ELEVATION SPECIFIED
283.20 283.20 SET -BACK
IF
<0\-SPECIFIED LOT GRADE —
m
I
d
SPECIFIED I
N � Q
SET -BACK
INDICATE APPROPRIATE
GRADING STANDARD > w
U
W
IF
d
N
83_20 _ _ _ _ _ _ - - - 283.20
_ _
262 80 262.80
CONCRETE SIDEWALK
CENTERLINE OF ROAD ELEVATION
OPPOSITE ALL LOT LINES AND
DRIVEWAY LOCATION
0.
NOTES:
1. ALL CATCHBASIN LOCATIONS MUST BE SHOWN ON 8. SHOW SERVICE LATERAL INVERT ELEVATION AT
GRADING PLAN. STREET LINE AND CURB STOP LOCATION
2. ALL EASEMENTS MUST BE SHOWN ON GRADING PLAN. (WHEN APPLICABLE)
3. PROVIDE MAIN FLOOR AND BASEMENT ELEVATIONS. 9• SHOW ALL UTILITY INSTALLATIONS IN BOULEVARD.
10. DRAINAGE SWALES TO BE ON PROPERTY LINE.
4. SPECIFY PROPOSED GRADES ON SWALES. SET SWALE ENTIRELY WITHIN LOT IF ABUTTING
5. IDENTIFY PROPOSED LOCATION AND DIMENSION OF PROPERTY NOT UNDERGOING DEVELOPMENT.
SEPTIC TILE BED AND RESERVE BED AREA
(WHERE REQUIRED).
6. PROVIDE REGISTERED PLAN NUMBER.
7. MAXIMUM DRIVEWAY GRADE TO BE 6 %.
NO. REVISION APR'D DATE
TOWNSHIP OF ORO- MEDONTE
DATE: 2012
DRAWN:
DRAW
SCALE: NTS
TYPICAL LEGEND FOR
STD. No. 401
LOT GRADING PLAN
J
a
a
0 o
° o
W af
Ld z
uj
W
U
U
J
2
a
a
0
0
W
0
°w
m
ir
M
U
SPECIFIED LOT GRADE
I
I
IFRONT LOT ELEVATION
OF CORNER
FLOWS TO BE CARRIED AROUND HOUSE
IN DEFINED SWALES LOCATED ON LOT LINES.
SEE NOTE 4.
PROPERTY LINE
I 2% MINIMUM � I
5% MAXIMUM
f------------------------ - - -
fffff
• �I
I
I
2% MINIMUM
5% MAXIMUM
PROPERTY LINE
2% MINIMUM SWALE GRADE
BEHIND APRON LOCATION
OF FLOW DIVISION POINT
PLAN VIEW
RIES ROAD GRADE
o I
a
0
z SETBACK HOUSE DEPTH 3.0 MINIMUM 6.0 MINIMUM
J
W
W ELEVATION
U
NOTES:
1. SPECIFIED LOT GRADE SHALL BE MINIMUM 0.30m ABOVE HIGHEST FRONT LOT CORNER.
2. DRIVEWAYS ARE NOT TO BE USED AS AN OUTLET FOR ANY SIDEYARD SWALE.
3. ALL DIMENSIONS ARE IN METERS UNLESS OTHERWISE SPECIFIED.
4. DRAINAGE SWALES TO BE ON PROPERTY LINE. SET SWALE ENTIRELY WITHIN LOT IF
ABUTTING PROPERTY NOT UNDERGOING DEVELOPMENT.
N0. I REVISION I APR'D I DATE
TOWNSHIP OF ORO- MEDONTE DRAW: DATE: 2012
DRAWN: SCALE: NTS
FRONT LOT DRAINAGE STD. No. 402
J
2
EL
0
Li
c�
°w
m
Z)
U
O
w
z
J
w
W
U
J
2
EL
a
0
uiw
c�
in
D
U
SPECIFIED LOT
FRONT LOT ELEVATION
OF CORNER
PROPERTY LINE
I I
I
I
wl
z
J
wl
Ir I f
I I
2% MINIMUM
5% MAXIMUM
2% MINIMUM
5% MAXIMUM
PLAN VIEW
I
I
PROPERTY LINE
DRAINAGE SWALE — IF — REQUIRED. MINIMUM GRADE
TO BE 2%
ALTERNATIVE SWALE LOCATION
SEE NOTE 5
E
Ma
I
0
o
0—
Z
z
SETBACK
HOUSE DEPTH
6.0
J
w
I—
z NOTE: IF ATTACHED GARAGE IS CONSTRUCTED THEN
v REAR YARD SLOPE MAY COMMENCE AT REAR OF GARAGE.
ELEVATION
NOTES:
I
REAR LOT ELEVATION
CORNER —�
MINIMUM
IMUM
I
J.
1_..*Il15
1. SPECIFIED LOT GRADE SHALL BE MINIMUM 0.30m ABOVE HIGHEST FRONT LOT CORNER.
2. DRIVEWAYS ARE NOT TO BE USED AS AN OUTLET FOR ANY SIDEYARD SWALE.
3. 'H' DIMENSION TO BE 1.8m MAXIMUM, UNLESS UNDISTURBED EXISTING SLOPE. TERRACE CAN BE ELIMINATED
ON SLOPES OF 4:1 OR LESS.
4. ALL DIMENSIONS ARE IN METERS UNLESS OTHERWISE SPECIFIED.
5. DRAINAGE SWALES TO BE ON PROPERTY LINE. SET SWALE ENTIRELY WITHIN LOT IF
ABUTTING PROPERTY NOT UNDERGOING DEVELOPMENT.
N0. I REVISION I APR'D I DATE
I
TOWNSHIP OF ORO- MEDONTE DRAW DATE: 2012
DRAWN: SCALE: NTS
REAR LOT DRAINAGE I STD. No. 403
J
6
2
CL
w D
0 0
w
Li z
w
m F-
ir z
uj
U U
J
Q
2
a
a
0
w
c�
w
w
m
m
7
U
I
I
wl
z
J
t5
�I
I
I
I 2% mnvim um
1 5q MAXIMUM
PROPERTY LINE
PLAN VIEW
'ERTY LINE
DRAINAGE SWALE - IF -
REQUIRED. MINIMUM GRADE
TO BE 2%
ALTERNATIVE SWALE LOCATION
SEE NOTE 5
SPECIFIED LOT GRADE
I
I I
FINISHED FLOOR EVATION 2.10m FOR WALKOUT MAXIMUM
FRONT LOT ELEVATION 1.20m FOR BACKSPLIT MAXIMUM
OF CORNER
SPECIFIED REAR HOUSE GRADE
E REAR LOT LEVA. —I
OF ° 59 MAXIMUM
1= - - - - -2� MINIMUM
oO — ----- - - - --�
m � Z 3,�
zk�MU H
Z SETBACK HOUSE DEPTH 6.0 MINIMUM k q.5�Ml/y
U
NOTES: ELEVATION
1. SPECIFIED LOT GRADE SHALL BE MINIMUM 0.30m ABOVE HIGHEST FRONT LOT CORNER.
2. 'H' DIMENSION TO BE 1.8m. MAXIMUM, UNLESS UNDISTURBED EXISTING SLOPE. TERRACE CAN BE ELIMINATED
ON SLOPES OF 4:1 OR LESS.
3. REAR HOUSE GRADE MUST ALSO BE SPECIFIED ON LOT GRADING PLANS WHEN
THIS HOUSE TYPE IS PROPOSED.
4. ALL DIMENSIONS ARE IN METERS UNLESS OTHERWISE SPECIFIED.
5. DRAINAGE SWALES TO BE ON PROPERTY LINE. SET SWALE ENTIRELY WITHIN LOT IF
ABUTTING PROPERTY NOT UNDERGOING DEVELOPMENT.
N0. I REVISION I APR'D I DATE
TOWNSHIP OF ORO- MEDONTE APR'D: DATE: 2012
DRAWN: SCALE: NTS
REAR LOT DRAINAGE FOR STD. No. 404
WALKOUT OR BACK SPLIT HOUSE
J
2
EL
W
0 0
W
c�
Ld z
w
W
U U
J
x
CL
V)
0
m
ir
7
U
I
I
WI
z
J
WI
NI
I �
I
SPECIFIED LOT GRADE
I
I
FLOWS TO BE CARRIED AROUND HOUSE
IN DEFINED SWALES LOCATED ON LOT LINES
SEE NOTE 5
PROPERTY LINE
2% MINIMUM
5% MAXIMUM
27 MINIMUM J
5% MAXIMUM
PLAN VIEW
BEHIND APRON LOCATION
OF FLOW DIVISION POINT
VARIES WITH ROAD GRADE
TO SUIT
FRONT LOT ELEVATION 5i -- -! - -— — — --
OF CORNER M' \:J�— __- - - - - -- - - -- - - - --
2% MINIMUM 1.c MAX. SPECIFIED REAR HOUSE GRADE I
o I
¢
0
W SETBACK HOUSE DEPTH 3.0 MINIMUM 6.0 MINIMUM
z
J
d'
W
z
ui ELEVATION
NOTES:
1. SPECIFIED LOT GRADE SHALL BE MINIMUM 0.30m ABOVE HIGHEST FRONT LOT CORNER.
2. DRIVEWAYS ARE NOT TO BE USED AS AN OUTLET FOR ANY SIDEYARD SWALE.
3. REAR HOUSE GRADE MUST BE SPECIFIED ON LOT GRADING PLANS WHEN THIS HOUSE TYPE IS PROPOSED.
4. ALL DIMENSIONS ARE IN METERS UNLESS OTHERWISE SPECIFIED.
5. DRAINAGE SWALES TO BE ON PROPERTY LINE. SET SWALE ENTIRELY WITHIN LOT IF
ABUTTING PROPERTY NOT UNDERGOING DEVELOPMENT.
NO. REVISION APR'D DATE
TOWNSHIP OF ORO- MEDONTE APR'D: DATE: 2012
DRAWN: SCALE: NTS
FRONT LOT DRAINAGE FOR STD. No. 405
FRONT SPLIT HOUSE
KEY PLAN
NORTH ARROW
HAMEOF DEVELOPMENT CORPORATION
lPygA r�xoas THE TOWNSHIP
OF ORO— MEDONTE TOWNSHIP OF ORO- MEDONTE coxcu�rnxr ixra
D DRAWING TITLE
DRAWING TRLE DWG. xxxu
cDY Fl
N0. REVISION APR -D DATE TOWNSHIP OF O R O- M E D O NTE I 2
DRAWN: I SCALE: NTS
STANDARD PLAN SHEET I STD. No. 501
(HORIZONTAL TITLE BLOCK)
GENERAL - CONSTRUCTION
A. ALL WORK TO BE CARRIED OUT IN ACCORDANCE WITH TOWNSHIP OF ORO- MEDONTE STANDARDS, O.P.S.D. AND O.P.S.S. WHERE
B. CONFLICT OCCURS, TOWNSHIP STANDARD TO GOVERN.
C. TRENCH BACKFILL (OPSD 802.XXX AS APPLICABLE) TO BE SELECT NATIVE MATERIAL OR IMPORTED SELECT SUBGRADE TO OPSS 1010.
D. BACKFILL TO BE PLACED IN MAXIMUM 200 mm THICK LIFTS AND COMPACTED TO 95% OF THE MATERIAL'S STANDARD PROCTOR MAXIMUM DRY DENSITY
(SPMDD).
E. PIPE BEDDING TO BE GRANULAR 'A' PIPE COVER TO BE GRANULAR 'B' MAX. AGGREGATE SIZE 25mm FOR RIGID PIPE AND GRANULAR 'A' FOR FLEXIBLE
PIPE. (MINIMUM BEDDING DEPTH 150 mm, MINIMUM COVER 300mm, COMPACTED TO A MINIMUM 95% SPMDD).
F. CLEAR STONE WRAPPED IN FILTER FABRIC CAN BE SUBSTITUTED FOR BEDDING MATERIAL IF APPROVED BY THE TOWNSHIP OF ORO- MEDONTE.
G. ALL MAINTENANCE HOLES ARE 1500 mm DIAMETER UNLESS OTHERWISE SPECIFIED.
H. ALL TOPSOIL AND EARTH EXCAVATION TO BE STOCK PILED OR REMOVED TO AN APPROVED SITE AS DIRECTED BY THE TOWNSHIP OF ORO- MEDONTE
ENGINEER.
I. THE OWNER'S ENGINEER SHALL PROVIDE BENCH MARK ELEVATIONS AND HORIZONTAL ALIGNMENT REFERENCE FOR THE CONTRACTOR. THE CONTRACTOR
SHALL BE RESPONSIBLE FOR THE DETAILED LAYOUT OF THE WORK.
J. ALL PROPERTY BARS TO BE PRESERVED AND REPLACED BY O.L.S. AT CONTRACTOR'S EXPENSE IF REMOVED DURING CONSTRUCTION.
K. ALL MAINTENANCE HOLE AND CATCHBASIN FRAMES AND COVERS TO BE SET TO BASE COURSE HL4 ASPHALT ELEVATION AND RAISED PRIOR TO PLACEMENT
OF FINAL COURSE HL3 ASPHALT TO THE SATISFACTION OF THE TOWNSHIP.
L. THE CONTRACTOR SHALL MAKE HIS OWN ARRANGEMENTS FOR THE SUPPLY OF TEMPORARY WATER AND POWER.
M. DEWATERING TO BE CARRIED OUT IN ACCORDANCE WITH OPSS -517 AND 518 TO MAINTAIN ALL TRENCHES IN A DRY CONDITION. CONTRACTOR RESPONSIBLE
FOR OBTAINING M.O.E. PERMIT IF REQUIRED.
N. ALL ENGINE DRIVEN PUMPS TO BE ADEQUATELY SILENCED, SUITABLE FOR OPERATION IN A RESIDENTIAL DISTRICT.
0. DISTURBED AREAS TO BE REINSTATED TO PREVIOUS CONDITION OR BETTER.
P. THE CONTRACTOR IS RESPONSIBLE FOR PRESERVATION OF ALL EXISTING FACILITIES AS WELL AS ALL UTILITY COMPANIES PRIOR TO COMMENCING WORK AND
CO- ORDINATE CONSTRUCTION ACCORDINGLY.
REVISION I APR'D I DATE I TOWNSHIP O I O R O- M E D O NTE I APR'D: I DATE: 2012
DRAWN: SCALE: NTS
GENERAL — CONSTRUCTION NOTES I STD. No. 510
STORM SEWERS
A) M.H., CBMH AND DICBMH TO OPSD — 701.XXX (AS APPROPRIATE) C/W SUMP UNLESS NOTED OTHERWISE.
B) STEPS TO OPSD 405.010.
C) M.H. FRAMES AND GRATES TO OPSD- 401.01 OPEN COVER.
D) C.B.'S TO OPSD — 705.010, 705.020
E) DICB'S TO OPSD — 705.030, 705.040, 706.010, 706.020, 706.030, 706.040
F) C.B. AND CBMH FRAMES AND GRATES TO OPSD — 400.020 AND REAR LOT 400.120..
G) PIPE SUPPORT AT M.H.'S, CB'S AND CBMH'S TO OPSD — 708.020.
H) C.B. LEADS — 300mm DIA SINGLE AND 375mm DIA DOUBLE TO OPSD — 708.010, 708.030.
1) PROTECTION DURING CONSTRUCTION TO OPSD — 808.010.
J) BEDDING AND COVER TO OPSD — 802.010. (FLEXIBLE PIPE) GRANULAR 'A' EMBEDMENT MATERIAL OR OTHER APPROVED HOMOGENEOUS GRANULAR
MATERIAL OR OPSD — 802.030, 802.031 AND 802.032 (RIGID PIPE) GRANULAR 'A' BEDDING AND GRANULAR 'B' (MAXIMUM AGGREGATE SIZE 25mm) COVER.
K) TRENCH BACKFILL TO BE SELECT NATIVE MATERIAL AS APPROVED BY ENGINEER OR IMPORTED GRANULAR MATERIAL.
L) BACKFILL AND EMBEDMENT MATERIAL TO BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE MATERIAL'S SPMDD.
M) WHERE RESIDENTIAL STORM SEWER CONNECTIONS ARE REQUIRED, THE STORM SEWER SHALL BE OVERSIZED.
N) SERVICE CONNECTION TO TOWNSHIP STD. 530 100mm, GRANULAR 'A' EMBEDMENT, TERMINATE AT PROPERTY LINE 1.0m RIGHT OF SANITARY SERVICE (FACING
LOT) c/w A CAP /PLUG AND A 38mm x 89mm MARKER STAKE PAINTED WHITE.
NO-1 REVISION APR'D DATE TOWNSHIP OF O R O- M E D O NTE DRAWN: DATE:
N 012
NOTES — STORM SEWERS I STD. No. 511
SANITARY SEWERS
A) M.H.'S TO OPSD- 701.XXX AS APPROPRIATE.
B) BENCHING TO OPSD - 701.021. NOTE: MINIMUM HOLE SIZE I WALL IF PRE -CAST RISER SECTION SHALL CONFORM WITH MANUFACTURER'S SPECIFICATIONS.
C) STEPS TO OPSD - 405.010.
D) FROST STRAPS SHALL BE INSTALLED ON ALL MAINTENANCE HOLE AS PER OPSD - 701.100
E) BEDDING AND COVER TO OPSD - 802.010 (FLEXIBLE PIPE), GRANULAR 'A' EMBEDMENT MATERIAL OR OTHER APPROVED HOMOGENEOUS GRANULAR MATERIAL.
F) TRENCH BACKFILL TO BE SELECT NATIVE MATERIAL AS APPROVED BY ENGINEER OR IMPORTED GRANULAR MATERIAL.
G) FRAMES AND COVERS TO OPSD - 401.01 TYPE 'A' (CLOSED COVER).
H) SERVICE CONNECTIONS TO OPSD- 1006.020 (125 mm), GRANULAR 'A' EMBEDMENT, TERMINATE AT THE PROPERTY LINE 2.5m RIGHT OF WATER SERVICE
(FACING LOT) WITH A TEST FITTING, 125 X 100 REDUCER C/W PLUG AND 38mm x 89mm MARKER POST PAINTED GREEN. MINIMUM GRADE TO BE 2.0 %.
1) RADIUS BENDS TO BE USED ON SANITARY SEWER CONNECTIONS WHERE THE ANGLE OF CONNECTION BETWEEN THE SERVICE AND SEWER EXCEEDS 90'.
J) BACKFILL AND EMBEDMENT MATERIAL TO BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE MATERIAL'S STANDARD PROCTOR MAXIMUM DRY
DENSITY (SPMDD).
K) CLEAR STONE WRAPPED WITH FILTER FABRIC CAN BE SUBSTITUTED FOR EMBEDMENT MATERIAL IF APPROVED BY THE ENGINEER.
L) MAINTENANCE HOLE FRAMES TO BE SET TO BASE COURSE ASPHALT ELEVATION AND RAISED PRIOR TO PLACING SURFACE COURSE ASPHALT TO THE
SATISFACTION OF THE TOWNSHIP.
M) PIPE SUPPORT AT MAINTENANCE HOLES AS PER OPSD 708.020.
N) ALL MAINTENANCE HOLES, UNLESS EXPRESSLY IDENTIFIED ARE 1500 mm DIAMETER.
0) GENERAL INSTALLATION AND TESTING OF SEWERS AND APPURTENANCES TO BE IN ACCORDANCE WITH O.P.S.S. 407, 408, 409 (CCTV), 410, 421 AND ALL
SPECIFICATIONS REFERENCED WITHIN THESE SECTIONS.
NO-1 REVISION APR'D DATE TOWNSHIP OF O R O- M E D O NTE I DRAWN: I DATE:
NT12
NOTES — SANITARY SEWERS I STD. No. 512
WATERMAINS
A. BEDDING AND COVER TO OPSD- 802.010, GRANULAR 'A' EMBEDMENT MATERIAL OR OTHER APPROVED HOMOGENEOUS GRANULAR MATERIAL.
B. TRENCH BACKFILL TO BE SELECT NATIVE MATERIAL AS APPROVED BY ENGINEER OR IMPORTED GRANULAR MATERIAL.
C. THRUST BLOCKS TO OPSD- 1103.010 AND 1103.020 WHERE SUITABLE SOILS ARE ENCOUNTERED.
D. SERVICE CONNECTIONS TO OPSD- 1104.010, 100 mm GRANULAR 'A' EMBEDMENT AND COVER OVER PIPE. TERMINATE AT PROPERTY LINE AT CENTER OF LOT
C/W CURB STOP AND BOX, TESTING TAIL TO SURFACE ATTACHED TO A 38mm x 89mm MARKER POST PAINTED BLUE.
E. HYDRANTS TO OPSD- 1105.010. DRAIN PLUGS SHALL BE INSTALLED.
F. BACKFILL AND EMBEDMENT MATERIAL TO BE COMPACTED TO A DRY DENSITY OF AT LEAST 95% OF THE MATERIAL'S STANDARD PROCTOR MAXIMUM DRY
DENSITY (SPMDD).
G. MINIMUM COVER ON WATERMAIN AND SERVICES TO BE 1.7 m.
H. GATE VALVES, BENDS AND HYDRANT LEADS AND FITTINGS TO BE CONNECTED WITH ROMAX GRIP RING RESTRAINING CLAMP.
I. CLEARANCE BETWEEN WATERMAINS AND SEWERS TO BE A MINIMUM OF 0.5 m VERTICAL WHERE WATERMAIN IS BELOW SEWER OR 2.5 m MINIMUM
HORIZONTAL SEPARATION. WATERMAIN SHALL BE ABOVE WHERE POSSIBLE. WHERE WATERMAIN IS ABOVE SEWER, THE MINIMUM SEPARATION TO BE 0.5 m
(BEDDING MATERIAL).
J. SERVICE TO OPSD - 1104.010 AND SHALL BE DIRECT TAP.
K. FOLLOWING TESTING, CONTRACTOR SHALL OPERATE EACH WATER SERVICE TO VERIFY FULL FLOW AND PRESSURE AT THE CURB STOP TO THE SATISFACTION
OF THE ENGINEER.
L. GENERAL INSTALLATION AND TESTING OF WATERMAIN AND APPURTENANCES TO BE IN ACCORDANCE WITH O.P.S.S. 701 AND ALL SPECIFICATIONS
REFERENCED WITHIN THESE SECTIONS.
NO. REVISION APR'D DATE TOWNSHIP OF O R O- M E D O N TE I DRAWN: I SCALE: NT12
NOTES — WATER MAINS I STD. No. 513
ROADS
A) SUBGRADE AND BOULEVARD MATERIAL TO BE COMPACTED TO A MINIMUM DRY DENSITY OF AT LEAST 95% SPMDD. SUBGRADE TO BE PROOF ROLLED AND
CERTIFIED PRIOR TO PLACING GRANULAR 'B'.
B) GRANULAR 'A' AND 'B' BASE TO BE COMPACTED TO 100% OF THE MATERIAL'S RESPECTIVE SPMDD.
C) ROADWAYS TO BE CONSTRUCTED WITH MIN. 300MM GRANULAR 'B' TYPE 1, 150 MM GRANULAR 'A', AND 50 MM HL8 BASE 40 MM HL3 SURFACE COURSE
ASPHALT. ALL SUBDRAINS TO BE CONSTRUCTED IN ACCORDANCE WITH OPSS 405.
D) SELECT SUBGRADE MATERIAL, OR IMPORTED GRANULAR MATERIAL APPROVED BY THE ENGINEER, COMPACTED TO 98% S.P.M.D.D. TO BE USED AS FILL IN ALL
AREAS WHERE PROPOSED PIPE INVERTS ARE HIGHER THAN EXISTING GRADE OR AS INSTRUCTED BY THE ENGINEER.
E) ALL GRANULARS AND ASPHALT MATERIALS AND PLACEMENT TO BE IN ACCORDANCE WITH OPSS 314 AND OPSS 310
F) JOINTS WITH EXISTING ASPHALT TO BE SAW CUT STRAIGHT PRIOR TO PLACING ASPHALT AND DENSO TAPE APPLIED TO EXISTING ASPHALT.
G) STOP SIGNS AND STREET SIGNS TO TOWNSHIP STANDARDS.
H) REINSTATEMENT OF ALL DISTURBED BOULEVARDS TO INCLUDE REGRADING, 100mm TOPSOIL AND SOD TO OPSS 570 AND 571.
I) CONCRETE CURB AND GUTTER TO OPSD 600.030 OR OPSD 600.070 AND OPSS 353
J) CONCRETE SIDEWALK TO OPSD 310.010, 310.030 AND OPSS 351. SUBBASE TO CONSIST OF MINIMUM 150 mm OF GRANULAR 'A'.
K) 150 mm DIAMETER PIPE SUBDRAINS SHALL BE PROVIDED AS PER STANDARD 210 ON BOTH SIDES OF THE ROAD (WHERE APPLICABLE).
L) SUBDRAIN TO BE INSTALLED 200 mm BELOW CURB IN GRANULAR 'A' TRENCH AND CONNECTED TO EACH CB OR CBMH.
M) SUBDRAINS TO BE PERFORATED OTHER THAN THE 2.0 m SECTION IMMEDIATELY UPSTREAM OF ALL STRUCTURES WHICH SHALL BE NON- PERFORATED.
NO. REVISION APR'D DATE TOWNSHIP OF O R O- M E D O NTE DRAWN: DATE:
NT12
NOTES — ROADS
STD. No. 514
NO. I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE IDRAWN: �SCA�E: NTs
SEDIMENT CONTROL MEASURE AT
CATCHBASINS AND CATCHBASIN MANHOLES I STD. No. 602
EXISTING ROADWAY
y y y y y y y
y y y y y y y
y y y y y y y y y y y y y y
y y y y y y y y y y
y
MAINTAIN OR ESTABLISH VEGETATIVE
BUFFER BEYOND SILT FENCE y y
� y y
0
SILT FENCE ALONG EDGE OF--,,,, y y
ACCESS ROAD AND PROPERTY
LINE y
y y
SILT FENCE ALONG EDGE OF
ACCESS ROAD AND PROPERTY LINE
w
z
J
w
0
a
50mm CLEAR STONE
15.0 m
NOTES:
1. ALL DIMENSIONS ARE IN METRES UNLESS OTHERWISE SHOWN.
2. PURPOSE OF CONSTRUCTION MAT IS TO MINIMIZE TRANSPORTATION OF SEDIMENT ONTO ROADWAYS.
3. CONSTRUCTION MAT IS TO BE INSTALLED AS THE FIRST STEP IN THE SITE ALTERATION PROCESS.
4. CONSTRUCTION MATS ARE REQUIRED WHERE PAVED ROADS ARE WITHIN 300m OF THE SITE.
N0. REVISION I APR'D I DATE I TOWNSHIP OF 0 I \ 0 -
INSTALL SILT FENCE
TO PROPERTY LINE
GEOTEXTILE
BASE
150mm RIPRAP
15.0 m
I
M EDO NTE DRAWN: I SCALE: NTS
CONSTRUCTION ENTRANCE MAT I STD. No. 603
E — — —
E
co
MARKER TAPE o HYDRO SECONDARY CABLES
300mm BELOW E
FINISHED GRADEo
BELL AND TV CABLES
E 150mm 150mm 300m
0
0
M
COMPACTED UNIFORMLY GRADED SAND
HYDRO PRIMARY CABLES
TYPICAL JOINT USE TRENCH
MARKER TAPE —
300mm BELOW
FINISHED GRADE
c
BACKFILL MATERIAL TO MATCH
ROAD BASE MATERIALS
:1ivi'
ED GRADE
C
BACKFLL IN ROAD CROSSING TO BE
COMPACTED TO 95% STANDARD PROCTOR
DENSITY
CABLE TV COAXIAL IN 75mm PLASTIC PIPE
BELL CABLES
kLL CABLES IN 75mm PLASTIC PIPE (MINIMUM
7XTEND PIPE 1.50m BEYOND PAVEMENT. PROVIDE
)NE SPARE DUCT
HYDRO CABLES
COMPACTED UNIFORMLY GRADED SAND
TYPICAL ROAD CROSSING
1. BACKFILL TO CONSIST OF 150mm OF CLEAN MASON SAND ABOVE CABLES /DUCTS AND CLEAN NATIVE MATERIAL.
2. WARNING TAPE TO BE PLACED PRIOR TO PLACING THE FINAL 300 mm OF BACKFILL.
3. JOINT TRENCH ON OPPOSITE SIDE OF WATERMAIN.
N0. I REVISION APR'D I DATE
TOWNSHIP OF ORO- MEDONTE APR'D:
DRAWN:
JOINT UTILITY TRENCH STD. No.
AND ROAD CROSSING SECTIONS
DATE: 2012
SCALE: NTS
701
FINISF
E
m
0
i
E
E
0
M
E
E
Ofl
:1ivi'
ED GRADE
C
BACKFLL IN ROAD CROSSING TO BE
COMPACTED TO 95% STANDARD PROCTOR
DENSITY
CABLE TV COAXIAL IN 75mm PLASTIC PIPE
BELL CABLES
kLL CABLES IN 75mm PLASTIC PIPE (MINIMUM
7XTEND PIPE 1.50m BEYOND PAVEMENT. PROVIDE
)NE SPARE DUCT
HYDRO CABLES
COMPACTED UNIFORMLY GRADED SAND
TYPICAL ROAD CROSSING
1. BACKFILL TO CONSIST OF 150mm OF CLEAN MASON SAND ABOVE CABLES /DUCTS AND CLEAN NATIVE MATERIAL.
2. WARNING TAPE TO BE PLACED PRIOR TO PLACING THE FINAL 300 mm OF BACKFILL.
3. JOINT TRENCH ON OPPOSITE SIDE OF WATERMAIN.
N0. I REVISION APR'D I DATE
TOWNSHIP OF ORO- MEDONTE APR'D:
DRAWN:
JOINT UTILITY TRENCH STD. No.
AND ROAD CROSSING SECTIONS
DATE: 2012
SCALE: NTS
701
FRONT LOT ELEVATION
OF CORNER
2.40 PHOTO ELECTRIC CONTROL
FACING NORTH (FISHER
PIERCE CA. NO. 6660)
THOMAS & BETTS ROADWAY LIGHTING
DURASTAR 2000 LUMINAIRE
(HIGH PRESSURE SODIUM
LAMP)
TAPERED ELLIPTICAL ALUMINUM ARM
OPSD 2420.01
H
2
C7
w
2
H
Z
W
Q
Q
CONCRETE POLES TO CONFORM WITH
OPSD 2225.01 OR SECTIONAL STEEL
LIGHTING POLE OPSD 2232.01
;;_�''�( '':x�•
' 'J :�` y tti'! iii• -.
U
Q
m
CROSS SECTION
r�
100mm x 175mm HANDHOLE AND
Eli COVER PLATE FACING SIDEWALK
E
O
!TGRADE
O
530mm NATIVE BACKFILL
0 UNDERGROUND THROUGH WIRING APERTURE
L0
O
CONCRETE ENCASEMENT
OR CRUSHED LIMESTONE COMPACTED
TO 100% SPMDD
75mm
75mm
760mm MIN.
NOTES
1. ALL DIMENSIONS
ARE IN METERS UNLESS OTHERWISE SPECIFIED.
2. SAL WIRING TO LOOP UP TO HANDHOLE CONNECTION TO LUMINAIRE WIRING BY MEANS OF ESNA FUSE AND CABLE CONNECTOR.
NO.
REVISION APR'D DATE
TOWNSHIP OF ORO- MEDONTE
DATE:
DRAW:
DRAWN:
SCALE: NTS
NTS
HORIZONTAL TYPE LUMINAIRE
STD. No. 702
FPE TYPE NA -220 2 POLE
BREAKER IN FPE 101 -2
ENCLOSURE
4 HOLES 22mm 0
L51L 279 t5l COPPER �� 4 FPE TYPE NC 015 1 POLE
BREAKER IN A FPE 102 -45
60 AMP LOAD CENTRE ENCLOSURE
OUTGOING FEED TO
LIGHTING STANDARDS
1 (ONE BREAKER PER POLE)
T INCOMING SUPPLY FROM
PADMOUNT TRANSFORMER
TOP VIEW ROADWAY LIGHTING DISTRIBUTION
381 x 381 x 6mm PLATE S. L. D.
C/W 232 OCT. CUTOUT
II IN /OUT 50mm RIGID P.V.C. CONDUIT
I I TO EXTEND TO CIRCUIT BREAKERS
I I
WEATHERPROOF DRIP COVER
LOCKABLE (TWO LOCKS) 11GA.
I I I I GALVANIZED STEEL COVER PLATE
0
I I I I C/W TAMPERPROOF COVER SCREWS
ro I I I I 11 GA. (MIN.) GALVANIZED STEEL HOUSING
I I I I LOCK LOCATION
1 I I I
I I TAMPERPROOF COVERS
I I CHAMFER
GRADE
0
0
N
I#8 NMU TO LIGHT
STANDARD DIRECT BURIED
MARKER TAPE 150mm BELOW GRADE
COMPACTED FILL TO
957 PROCTOR DENSITY
REINFORCING STEEL
3C #2 TWU IN 50mm RIGID P.V.C.
CONDUIT TO PADMOUNT TRANSFORMER
STREETLIGHT
PEDESTAL
NOTES:
1. SUPPLY & INSTALL GALVANIZED STEEL 800mm
PEDESTAL ON CONCRETE BASE.
2. PEDESTAL SHALL HAVE BREAKERS.
1 NO.I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE APR'D: DATE:
DRAWN: SCALE: NTS NTS
STREET LIGHT PEDESTAL STD. No. 703
z'I �UI a
U) Ld w w wl
3 I iii I I
L
al wll I I a
o_ Z III oz
ADJACENT I = J
wl i i II CULVERT I I I w
10�
z Lo i.i I I I N U)
i i II I
FIRE
HYDRANT I
z o II �I
LOT LINE I _ $ M I ; � I LOT LINE
— — ' I CJI —
I
0.3m I I 0.3m
Z
R II I I l
I
F-
3 .Om III I I p'
3.Om LONG V-i iii cnl a I a �vnl —i I 3.Om LONG
CULVERT I v I �i l w w " I v I CULVERT
C/W END C/W END
PROTECTION I 20.Om R.O.W. I PROTECTION
P/L HIRDRANT E/P � E/P P/L
FINISHED I I HYDRO I FINISHED
LOT o TRANSFORMER LOT
GRADE I GRADE
II
j
II
l l II VALVE & BOX
II — II
CULVERT WATERMAIN CULVERT
NOTE:
THE CULVERTS END PROTECTION ARE TO BE CONSTRUCTED IN ACCORDANCE WITH DRIVEWAY STANDARDS,
WITH THE FOLLOWING EXCEPTIONS:
THE CULVERT TO BE A MINIMUM LENGTH OF 3.0 METRES TO PROVIDE A PLATFORM TO ALLOW
PEDESTRIAN TRAFFIC. THE CULVERT MAYBE INCREASED IN LENGTH BUT THE PLATFORM AREA SHOULD
NOT BE LARGE ENOUGH TO ACCOMMODATE VEHICULAR TRAFFIC.
THE DIAMETER OF THE CULVERTS WILL BE IN ACCORDANCE WITH THE STORM DRAINAGE PLAN.
MINIMUM 3.0 METRE SEPARATION BETWEEN ACCESS CULVERT AND ADJACENT CULVERT.
TOP OF VALVE BOX TO BE FLUSH WITH ACCESS SURFACE.
THE VALVE STEM MAY REQUIRE AN EXTENSION TO ACCOMMODATE A STANDARD VALVE KEY.
NO. REVISION APR'D DATE
TOWNSHIP OF ORO- MEDONTE DRAW DATE: NTS
DRAWN: SCALE: NTS
ACCESS CULVERTS FOR FIRE HYDRANTS STD. No. 705
AND HYDRO TRANSFORMERS
FINISHED GRADE
APPROVED EXCAVATED
BACKFlLL COMPACTED TO
95% PROCTOR DENSITY
0 0
°m v0� SAND
TRENCH WIDTH
OD MINI M 60
100 EXTRUDED POLYSTYRENE
75 INSULATION (STYROFOAM H1 40
OR APPROVED EQUAL)
150
SAND BACKFlLL COMPACTED
TO 98% PROCTOR DENSITY
WATER MAIN
BEDDING MATERIAL AS SPECIFIED
ON CONTRACT DRAWINGS
INSULATION OF NEW SERVICES
APPROVED EXCAVATED
BACKFlLL COMPACTED TO
95% PROCTOR DENSITY
FINISHED GRADE
/ EXTRUDED POLYSTYRENE
0 INSULATION (STYROFOAM H1 40
N / OR APPROVED EQUAL)
% W
j; SAND
100 10Q'
75 75
SAND BACKFlLL COMPA TED
150 TO 98% PROCTOR DEN TY 150
EXISTING GROUND BELOW
SPRINGLINE OF THE PIPE
NOT TO BE DISTURBED
H > 1350 WATER MAIN H < 1350
INSULATION OF EXISTING SERVICES
W = OD + 2(1500 -H) OR OD + 600mm WHICHEVER IS GREATER
WHERE W = INSULATION WIDTH
OD = OUTSIDE DIAMETER OF PIPE TO BE INSULATED
H = DEPTH OF PIPE TO BE INSULATED
(MINIMUM 1200mm)
NOTE:
1. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS OTHERWISE SPECIFIED.
NO. REVISION APR'D DATE
TOWNSHIP OF ORO- MEDONTE
DATE:
DRAW:
DRAWN:
SCALE: NTS
NTS
METHOD OF INSULATING
STD. No. 801
WATER MAIN
$ 0 `~ HYDRANT MARKER
HYDRANT AS SPECIFIED
n 50mm0 BLACK STEEL PIPE
I I PAINTED YELLOW
I
REAR VIEW
FINISHED GRADE
AUGER 150mm0 HOLE AND FILL
WITH 15 MPa CONCRETE
REAI
SIDE
ROAD
SIDE
ROAD SIDE LEFT SIDE VIEW
NOTE:
1. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS OTHERWISE SPECIFIED.
NO. REVISION APR'D DATE
TOWNSHIP OF ORO- MEDONTE APR'D: DATE:
DRAWN: SCALE: NTS NTS
HYDRANT BARRIER
STD. No. 802
KRA
MINIMUM 3 CONCRETE MODULAR RINGS, PARGE
300 OUTSIDE AND PAINT WITH BITUMINOUS SEALER
MAX.
I 20o k T I 1 a— PRECAST FLAT TOP
75
IAIR RELIEF CHAMBER TO BE DRAINED TO —
STORM SEWERS WITH 100mmO CONNECTIONS
WHERE POSSIBLE
25mm0 COMBINATION AIR RELEASE /
VACUUM VALVE
Ilvelml
25mm GATE
25mn
APPROVED RUBBER GASKET JOINTS
MORTAR INSIDE AND OUT
SECTION B —B
1200mm0 PRECAST MAINTENANCE HOLE WITH
ALUMINUM LADDER RUNGS
5mm0 AIR RELEASE / VACUUM VALVE
TEE DETAIL BELOW)
POURED OR PRECAST CONCRETE BASE
20mm CRUSHER RUN LIMESTONE
COMPACTED 75mm MINIMUM
GATE VALVE
i NIPPLE
WATERMAIN
AIR RELEASE VALVE DETAIL
1. ALL FITTINGS TO BE BRASS.
2. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS OTHERWISE SPECIFIED.
3. GRANULAR 'A' BACKFILL TO BE PLACED TO A MINIMUM THICKNESS OF 300mm
ON ALL SIDES AND COMPACTED TO 1007 STANDARD PROCTOR DENSITY.
1 NO. I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE APR'D: DATE:
DRAWN: SCALE: NTS NTS
AIR RELEASE VALVE IN CHAMBER STD. No. 803
SAWCUT SLOT IN VALVE BOX
NOTES:
1. TRACER WIRE - #12 GAUGE STRANDED, C.S.A. TYPE T.W.H.
2. TRACER WIRE TO BE INSTALLED OUTSIDE LOWER VALVE BOX AND BROUGHT INTO UPPER SECTION
OF VALVE BOX AND LOOPED TO BE MINIMUM 450mm IN LENGTH.
3. CONNECTORS USED FOR SPLICING TRACER WIRE SHALL BE WING NUT TYPE, WITH NYLON
SHELL AND NON - CORROSIVE STEEL WIRE SPRING.
N0. I REVISION APR'D I DATE
TOWNSHIP OF ORO- MEDONTE IDRAW: DATE: NTS
DRAWN: SCALE: NTS
TRACER WIRE ARRANGEMENT AT I STD. No. 804
VALVE BOX FOR P.V.C. WATER MAIN
A SERVICE CONNECTOR (SEE NOTE 3)
MASTIC MATERIAL (SEE NOTE 4)� �— TRACER WIRE (SEE NOTE 1)
P.V.C. WATERMAIN J
2.3kg ZINC ANODE (SEE NOTE 2)—/ A
ELEVATION
MASTIC MATERIAL (SEE NOTE 4) SERVICE CONNECTOR (SEE NOTE 3)
RACER WIRE (SEE NOTE 1)
COATED COPPER WIRE
2.3kg ZINC ANODE
(SEE NOTE 2) 1 1000 MINIMUM
SECTION A —A
A I/1 Trf -
P.V.C. WATERMAIN
1. TRACER WIRE TO BE COATED No. 12 GUAGE STRANDED C.S.A. TYPE T.W.H.
2. ONE 2.3 kg ZINC ANODE TO BE SUPPLIED AND INSTALLED IN A MANNER APPROVED BY THE TOWNSHIP OF ORO— MEDONTE.
ENGINEER FOR EVERY 500m OF TRACER WIRE INSTALLED.
3. SERVICE CONNECTOR TO BE A 'BURNDY SERVIT , TYPE K.S. MODEL KS20 COPPER OR APPROVED EQUAL.
4. CONNECTOR SPLICE TO BE WRAPPED WITH 'SCOTCHFILL' ELECTRICAL PUTTY OR APPROVED EQUAL.
5. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS OTHERWISE SPECIFIED.
6. THE LOCATION OF EACH TRACER WIRE ANODE MUST BE DETAILED ON THE CONTRACT DRAWINGS.
1 NO.I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE APR'D:
DRAWN:
CORROSION PROTECTION FOR TRACER I STD. No
WIRES ON P.V.C. WATER MAINS
DATE: 2012
SCALE: NTS
M
NEW INSTALLATION:
BALL VALVE
CJX METER SWIVEL NUT
90 DEGREE ANGLE OR
STRAIGHT METER /
BALL VALVE f
REMOTE TOUCHPAD OR
RADIO READER
22 GAUGE, 3 CONDUCTOR WIRE
METER WATTS 1 X3/4 704 -2
7 DUAL CHECK VALVE
4. FINISHED FLOOR
• d . 4. 4 e i
A j.
A d ° _ e °d
EXPANSION
TAN K
HOT
_LL—
o
J
PRV
0
°
e
r
L- j
WATER
HEATER
EXPANSION TANK
(OPTIONAL LOCATION)
NEW INSTALLATION:
BALL VALVE
CJX METER SWIVEL NUT
90 DEGREE ANGLE OR
STRAIGHT METER /
BALL VALVE f
REMOTE TOUCHPAD OR
RADIO READER
22 GAUGE, 3 CONDUCTOR WIRE
METER WATTS 1 X3/4 704 -2
7 DUAL CHECK VALVE
4. FINISHED FLOOR
• d . 4. 4 e i
A j.
A d ° _ e °d
NOTES:
1. METER TO BE INSTALLED NOT LESS THAN 150mm FROM ANY OBJECT. AVERAGE SIZE PERSON SHOULD BE ABLE TO ACCESS METER.
2. EXPANSION TANK TO BE INSTALLED ON THE COLD WATER LINE BETWEEN THE WATER METER PACKAGE AND THE WATER HEATER. WHEN
FULL, THESE TANKS WEIGH 50 POUNDS. TANK OR PIPEWORK MAY NEED SUPPORT. TANK TO BE NSF 61 CERTIFIED AND SIZED
APPROPRIATELY FOR WATER HEATER SIZE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. AT A MINIMUM TANK TO BE A
ST -12 BY AMTROL OR APPROVED EQUIVALENT.
3. PROVIDE SUPPORT FOR THE METER TO SUIT.
4. ENSURE PROPER DIRECTION OF FLOW FOR INSTALLATION OF DUAL CHECK VALVE. VALVE TO COMPLY WITH CSA STANDARD B64.
5. TOUCH PAD TO BE MOUNTED OUTSIDE BESIDE HYDRO METER, OR ON NEAREST EXTERIOR WALL TO WATER METER IF HYDRO
6. NO BRANCHES OR TAPS PERMITTED UPSTREAM OF METER.
7. METER TO BE INSPECTED AND SEALED PRIOR TO OCCUPANCY. CALL ENVIRONMENTAL SERVICES DEPT. FOR INSPECTION AND SEAL OF
WATER METER.
N0. REVISION APR'D DATE TOWNSHIP OF O R O— M E D O NTE I DRAWN: I SCALE: NTS
WATER METER INSTALLATION PACKAGE I STD. No. 810
EXPANSION
TAN K
HOT
_LL—
o
J
PRV
0
CJ I I
r
L- j
WATER
HEATER
EXPANSION TANK
(OPTIONAL LOCATION)
NOTES:
1. METER TO BE INSTALLED NOT LESS THAN 150mm FROM ANY OBJECT. AVERAGE SIZE PERSON SHOULD BE ABLE TO ACCESS METER.
2. EXPANSION TANK TO BE INSTALLED ON THE COLD WATER LINE BETWEEN THE WATER METER PACKAGE AND THE WATER HEATER. WHEN
FULL, THESE TANKS WEIGH 50 POUNDS. TANK OR PIPEWORK MAY NEED SUPPORT. TANK TO BE NSF 61 CERTIFIED AND SIZED
APPROPRIATELY FOR WATER HEATER SIZE IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS. AT A MINIMUM TANK TO BE A
ST -12 BY AMTROL OR APPROVED EQUIVALENT.
3. PROVIDE SUPPORT FOR THE METER TO SUIT.
4. ENSURE PROPER DIRECTION OF FLOW FOR INSTALLATION OF DUAL CHECK VALVE. VALVE TO COMPLY WITH CSA STANDARD B64.
5. TOUCH PAD TO BE MOUNTED OUTSIDE BESIDE HYDRO METER, OR ON NEAREST EXTERIOR WALL TO WATER METER IF HYDRO
6. NO BRANCHES OR TAPS PERMITTED UPSTREAM OF METER.
7. METER TO BE INSPECTED AND SEALED PRIOR TO OCCUPANCY. CALL ENVIRONMENTAL SERVICES DEPT. FOR INSPECTION AND SEAL OF
WATER METER.
N0. REVISION APR'D DATE TOWNSHIP OF O R O— M E D O NTE I DRAWN: I SCALE: NTS
WATER METER INSTALLATION PACKAGE I STD. No. 810
GATE VALVE TO BE LEFT IN PLACE
AND INCLUDED IN TEMPORARY
CONNECTION TESTING AND DISINFECTION
OF WATERMAIN ITEM
NO.
� NEW I
SOLID SLEEVE —
SAMPLE TAP (ALSO USED
FOR CHLORINE INJECTION AND
PRESSURE TESTING)
REPLACEMENT SECTION AFTER
LESS THAN ONE PIPE LENGTH
TEMPORAY
THRUST BLOCK
CAP
DOUBLE CHECK VALVE
ASSEMBLY OR TESTABLE
BACKFLOW PREVENTER DEVICE
SOLID SLEEVE
OR BELL END
NEW OR EXISTING
GATE VALVE
CAP
EXISTING
GATE VALVE (TYPICAL)
FILL LINE /BY —PASS CONNECTION
(MINIMUM SIZE AND NUMBER AS
PER TABLE BELOW
TYPICAL TEMPORARY CONNECTION FOR WATERMAINS
NTS
PIPE DIAMETER
FLOW REQUIRED
TO PRODUCE
0.76m /S (APPROX.)
VELOCITY IN MAIN
SIZE OF TAP (mm)
NUMBER OF OPEN
64mm
HYDRANT
OUTLETS
25
1 38
1 51
mm
IBS
NUMBER OF TAPS
ON PIPE
100
6.3
150
12.6
200
25.2
-
2
1
1
250
37.9
-
2
2
1
300
56.8
-
-
3
2
400
109.9
-
-
4
2
REQUIRED FLOW AND OPENINGS TO FLUSH PIPELINES (276kPa /40 PSI RESIDUAL PRESSURE IN WATERMAIN)
REVISION I APR'D I DATE
TOWNSHIP OF ORO- MEDONTE APR'D:
DRAWN:
TEMPORARY CONNECTION I STD. No. 820
FOR WATERMAINS
PLAN VIEW
NOTE:
APPROVED CATHODIC PROTECTIOM SHALL BE USED WHERE REQUIRED BY ENGINEER.
NO. I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE APR'D:
DRAWN:
x 100mm
kRKER
.D LOT GRADE
726
WITH
STEEL
10 COMPRESSION
J H15428
PAINLESS STEEL
81
JRB STOP H10283
STA -TITE
I H15426
POLYETHYLENE WATER SERVICE I STD. No. 821
CONNECTION DETAIL
_CE
0 CLAYTON MARK G
• HEAVY DUTY -BUILT FOR YEARS OF RELIABLE USE
• HIGH STRENGTH STAND PIPE PROVIDES PROTECTION AGAINST DAMAGE
• STAND PIPE HAS SUPERIOR CORROSION RESISTANCE
• STEEL, ZINC PLATED ROD FOR LONG LIFE
• DUAL BYPASS BRONZE BOTTOM VALVE ALLOWS BETTER FLOW WITH
LESS RISK OF BLOCKAGE FROM DEBRIS
• COMPONENTS CAN BE REPLACED FROM ABOVE GROUND WITHOUT
DIGGING
• LOCKING EYE HOLES ALLOW HYDRANT TO BE PADLOCKED WHEN NOT IN
USE.
< INLET 3/4" NPT, OUTLET 3/4" GARDEN HOSE THREAD.
ITEM
STY
DESCRIPTION m
MArL OF CONSTRUCTION - --
1 �1_,.._;
HEAD _
CAST IRON
2_
1_1
- HANDLE
CAST IRON
BRASS
STEEL-ZINC PLATED
STEEL -ZINC PLATED
3-
q *
11
i 2
CONNECTOR
LINK _
y *
I 1_
FULCRUM BOLT
6 *
r 1
_
FULCRUM NUT _
STEEL -ZINC PLATED -
--
*_
1
SQUARE HEAD SET SCREW
STEELZINC PLATED
_7
=_
1
_
NUT
BRASS ......... ,..___
_8
g *
1
_PACKING
PACKING
TEFLON FILLED GRAPHITE_
10
1
!_ROSE ADAPTER
BRASS . _
11 1
12 1
13 1
BOTTOM VALVE
CLEVIS ROD /ROD ASSEMBLY _
PIPE
BRONZE 81_3 7 -J
BRASS STEEL-ZINC PLATED
STEEL GALVANIZED
14 * 1
PLUNGER
BUNA -N /BRASS
* ITEMS ARE INCLUDED IN YRK1 REPAIR KIT,
5451 HEAVY DUTY
YARD HYDRANT
7
a
9
8
11 ..
/ 14
— 10
HOW A FROST -PROOF HYDRANT WORKS
CLOSED OPEN - WATER FLOWING CLOSED - DRAINING
The hydrant is closed and no water is Water is made available by raising the Closing the handle pushes the plunger
In the riser pipe or head. Water is handle. This will lift the plunger allowing down to seal off the water and uncover
stopped by the plunger (valve) below water to flow and the plunger to seal off the drain hole. This allows the water in
the Frost line. Protected like this, no the drain hole. the head and riser pipe to drain back
freezing can occur. o down into the gravel drain bed. The
r x hydrant is now empty and cannot
freeze.
10he. doP o FROST LINE , FROST LINE $ FROST LINE 4 WATER DRAINS
DRAIN PORT -- OUT HERE
INTO GRAVEL
WATER ___ gy` PLUNGER WATER •.- WATER .• �SUPPLY C,® � SVALVE SUPPLY a& SUPPLY y O
g'4�P, 4&9
Q
N0. I REVISION I APR'D I DATE
TOWNSHIP OF ORO- MEDONTE DRAW;
DRAWN:
CLAYTON MARK STD. No. 822 -1
HEAVY DUTY YARD HYDRANT
NO.
5451 HYDRANT INSTALLATION
_J
1. Dig hole for hydrant approximately 2 feet in diameter and 1 foot deeper than the bury depth.
2. FLUSH_21PING BFFO P HynRnhir to clear any gravel or other debris that
may have collected in the piping during its installation and assembly. if not flushed out of
the piping, this debris may jam the hydrant mechanism or dog the flow ports.
3. Make the piping connection but do not bury the hydrant vet. Operate the hydrant to be sure
it is operating properly and the piping connections are not leaking. Open and close the
hydrant and check for flow and drainage. If leakage continues from the drain port see
°adjustment procedure" below.
4. Fill the hole around and below the hydrant with medium size gravel. This will provide a drain
field for the hydrant Without a drain field, the hydrant will not emptyitself and it will freeze
in cold weather. This will cause damage to the hydrant and result in loss of water and possi-
ble flooding damage.
HYDRANT INSTALLATION TIPS
• Never leave UoseW=had to hyjrant after use This will prevent the hydrant from draining
pry and will W low the hydrant to freeze.
• If the hydrant is to be installed inside a bom or otherstructure, or if It Is installed En asphah
or concrete such as a driveway, connect a 1/8" drainpipe or tube to the drain port and dig a
remote drain field outside the structure for the drainpipe to empty Into. Without this remote
piping and drain field, the water from the hydrant drainage will percolate up to the surface
around or near the hydrant and will damage the flooring or cause muddy areas installs or
walkways.
• Water pressure to the hydrant should be regulated to not more than 80 psi. The higher pres-
sures will accelerate wear and may cause leakage that will saturate the ground and drain
field and prevent the hydrant from draining. If the hydrant is not allowed to drain, it can
freeze and cause damage to itself and cause flooding and loss of water. High pressure will
also cause you to have to replace parts and adjust the hydrant frequently. Anormalolgra t-
ing pressure would be 20 to 40 psi
• Saturated ground in the hydrant drain fleid can prevent the hydrant from draining and may
result in freezing. If the area where your hydrant Is located Is low laying or has a tendency to
have standing water, a larger drain field or pit may be required to provide the hydrant a place
to drain into.
NOTE Every 5451 Series hydrant Is tested and adjusted at the factory for shutoff at 20 to 40 psi. A4Kmtment should NOT be
necessary upon normal Installation. if Installed hydrant does not stop water flow use adjustment procedure below.
5451 HYDRANT ADJUSTMENT PROCEDURE
1. Turn water supply OFF
2. Open hydrant to relieve pressure. �' 13— Rod
3. Loosen set screw. (Item 1)
4. Push brass rod down as far as it will go by hand to be sure the plunger is touching the seat
S. Open handle (Item 2) approximately 30° from closed position.
6. Tighten set screw snugly.
7. Turn water supply ON.
z
8. Operate hydrant and make sure the hydrant is shutting off properly and flowing property.
9. If hydrant still does not shut off, repeat steps 1 through S.
10. Flow water through hydrant and then close completely to cheek for proper drainage by:
a) listening for water draining down pipe or
b) putting your hand over the hose connection to feel for a vacuum.
it hydrant does not drain, see step 11.
11. To clear drain hole blockage, close off hydrant spout by using hose cap or by attaching and kinking a hose. Open and close hydrant
to allow water pressure to dear blockage. For anti- pollution models, make sure that the small hole in the vent valve Is not blocked or
plugged. Repeat step 10 to verify proper drainage. if hydrant still does not drain, repeat steps 1 through 10 to fully uncover drain hole.
CAUTION: Io not try to make the shutoff adjustment In one attempt or you may overaddust and cause damage to the plunger and rods.
For this reason adjust In multiple small Increments.
7652 Morgan Road • Liverpool, New York 13090
(315) 451 -1100 . (800) 776 -2266 • Fax: (800) 729 -3299
www.amerIcangranby.00m
REVISION
APR'D I DATE
TOWNSHIP OF ORO- MEDONTE
CLAYTON MARK
HEAVY DUTY YARD HYDRANT
APR'D:
DRAWN:
STD. No. 822 -2
TWO HEAVY —DUTY
BARS PER TREE,
LONG, LOCATED A
ALL BRANCHES, C
SIDE OF PREVAILIP
THE OTHER ON TI
OPPOSITE SIDE.
DO NOT DRIVE ST
THROUGH ROOT B
SOD
/-\I UNAUL
150mm .,
SCARIFIED
SOIL
i f . 30C
ON A SLOPE
BURLAP TIES, MIN. 25mm
WIDE, LOOPED IN A LOOSE
FIGURE '8' AROUND TRUNK OF
TREE
100mm DIA. PLASTIC
CORRUGATED DRAINPIPE, TO
MAX 500mm OR LOWEST
BRANCH
CROWN OF ROOT BALL
75mm SHREDDED PINE BARK
MULCH (NOT DYED)
CREATE 150mm SAUCER
AROUND TREE
CLEAN SHARP EDGE BETWEEN
SAUCER AND SOD /PAVING
SOD
FINISH GRADE
PLANTING SOIL MIXTURE
150mm SCARIFIED SOIL
CUT AND REMOVE TOP 1/3 OF
BURLAP, REMOVE ALL SIDES
OF WIRE BASKET AND ALL TIES
SUBGRADE
75mm SHREDDED PINE BARK
MULCH (NOT DYED)
CREATE 150mm SAUCER
AROUND TREE
FINISH GRADE
PLANTING SOIL MIXTURE
�+a VARIES WITH SLOPE
=1 V rt
SLOPE PIT BOTTOM FOR
DRAINAGE
SUBGRADE
NOTES
1. DO NOT ALLOW AIR POCKETS WHEN BACKFILLING
2. POSITION CROWN OF ROOT BALL 50mm ABOVE FINISH GRADE TO ALLOW FOR SETTLING.
3. DO CORRECTIVE PRUNING TO RETAIN NATURAL FORM OF TREE AS DIRECTED BY THE LANDSCAPE ARCHITECT.
4. FOR TREES PLANTED WITHIN PLANTING OR SHRUB BEDS, DELETE SAUCER AROUND BASE OF TREE.
5. ALL DIMENSIONS ARE IN MILLIMETRES.
6. NO TREE PITS SHALL BE LEFT OPEN OVERNIGHT.
1 NO. I REVISION I APR'D I DATE
TOWNSHIP OF ORO- MEDONTE IDRAW IDATE: 2012
DRAWN: SCALE: NTS
DECIDUOUS TREE PLANTING I STD. No. 1 101
NOTES
1. DO NOT ALLOW AIR
POCKETS WHEN
BACKFI LLI NG.
2. POSITION CROWN OF
ROOT BALL 50mm ABOVE
FINISH GRADE TO ALLOW
FOR SETTLING.
3. FOR TREES PLANTED
WITHIN PLANTING OR
SHRUB BEDS, DELETE
SAUCER AROUND BASE
OF TREE.
4. ALL DIMENSIONS IN
MILLIMETRES.
5. NO TREE PITS SHALL
BE LEFT OPEN
OVERNIGHT.
150mm -
SCARIFIED
SOIL
•.:.MIN,
ON A SLOPE
DO NOT DAMAGE OR CUT
LEADER BRANCH
BURLAP TIES, MIN. 25mm
WIDE, LOOPED IN A LOOSE
FIGURE '8' AROUND TRUNK OF
TREE
TWO HEAVY -DUTY GAUGE 'T'
BARS PER TREE, 2400mm
LONG, CLEAR OF ALL
BRANCHES, ONE ON THE SIDE
OF PREVAILING WIND, THE
OTHER ON THE OPPOSITE SIDE.
DO NOT DRIVE STAKES
THROUGH ROOT BALL.
CROWN OF ROOT BALL
75mm SHREDDED PINE
BARK MULCH (NOT DYED)
CREATE 150mm SAUCER
AROUND TREE
FINISH GRADE
SOD
CLEAN SHARP EDGE BETWEEN
EDGE OF SAUCER AND SOD
150mm SCARIFIED SOIL
PLANTING SOIL MIXTURE
CUT AND REMOVE 1/3 OF
BURLAP. REMOVE ALL SIDES
OF WIRE BASKET AND ALL TIES
SUBGRADE
75mm SHREDDED PINE
v BARK MULCH (NOT DYED)
CREATE 150mm SAUCER
AROUND TREE
FINISH GRADE
PLANTING SOIL MIXTURE
VARIES WITH SLOPE
1 NO. I REVISION I APR'D I DATE
TOWNSHIP OF ORO- MEDONTE
CONIFEROUS TREE PLANTING
SLOPE PIT BOTTOM FOR
DRAINAGE
SUBGRADE
DATE: 2012
SCALE: NTS
STD. No. 1102
TYPICAL SHRUB PLANTING
CLEAN SHARP EDGE 100mm EARTH BERM ON
BETWEEN PLANTING DOWNWARD SIDE OF ALL
BED AND SOD
EXISTING GRADE PLANT MATERIAL
BEYOND COMPACTED SLOPE
SOD LANDSCAPE FABRIC AND /OR
EROSION CONTROL MAT TO
BE CONTINUOUS THROUGHOUT
PLANTING BED. INSTALL AS
300
PER MANUFACTURER'S
zir'ti M 6 SPECIFICATIONS
\` TYP Jj;,rr r
r
NOTES
LO
1. DO NOT ALLOW AIR
POCKETS WHEN
J f f BACKFILLING.
2. POSITION CROWN OF
ROOT BALL 25mm ABOVE
FINISH GRADE TO ALLOW
FOR SETTLING.
3. ALL
1
PLANTING ON 3:1 SLOPE DETAIL MILLIMEfRESNSIONS IN
NO.I REVISION I APR'D I DATE
TOWNSHIP OF ORO- MEDONTE APR'D:
DRAWN:
SHRUB PLANTING STD. No
DATE: 2012
SCALE: NTS
1103
MIN. 75mm SHREDDED PINE
100mm EARTH BERM
BARK MULCH (NOT DYED)
AROUND
EDGES OF
LANDSCAPE FABRIC TO BE
PLANTING
BED
CONTINUOUS THROUGHOUT
CLEAN SHARP EDGE
PLANTING BED. INSTALL AS
BETWEEN
PLANTING
PER MANUFACTURER'S
BED AND
SOD
SPECIFICATIONS.
EXISTING
GRADE
B &B ROOTBALL: LOOSEN
BEYOND
AND ROLL BACK TOP Ys OF
SOD
r
BURLAP ON ROOT BALL
—
POTTED ROOTBALL: REMOVE
z
CONTAINER AND MAINTAIN
};
TYP 7fr
SOIL BALL
PLANTING MIXTURE
LO
rte;
MIN. 150mm TAMPED
r
SOIL MIXTURE
SCARIFIED SUBGRADE
UNDISTURBED SUBGRADE
TYPICAL SHRUB PLANTING
CLEAN SHARP EDGE 100mm EARTH BERM ON
BETWEEN PLANTING DOWNWARD SIDE OF ALL
BED AND SOD
EXISTING GRADE PLANT MATERIAL
BEYOND COMPACTED SLOPE
SOD LANDSCAPE FABRIC AND /OR
EROSION CONTROL MAT TO
BE CONTINUOUS THROUGHOUT
PLANTING BED. INSTALL AS
300
PER MANUFACTURER'S
zir'ti M 6 SPECIFICATIONS
\` TYP Jj;,rr r
r
NOTES
LO
1. DO NOT ALLOW AIR
POCKETS WHEN
J f f BACKFILLING.
2. POSITION CROWN OF
ROOT BALL 25mm ABOVE
FINISH GRADE TO ALLOW
FOR SETTLING.
3. ALL
1
PLANTING ON 3:1 SLOPE DETAIL MILLIMEfRESNSIONS IN
NO.I REVISION I APR'D I DATE
TOWNSHIP OF ORO- MEDONTE APR'D:
DRAWN:
SHRUB PLANTING STD. No
DATE: 2012
SCALE: NTS
1103
SIGN
BY
OTHERS
E
N
E
rn
0
30' BEVEL CUT POST TOPS
50mm x 50 mm RAIL WITH 100mm
DIA. SEMI - CIRCLE CUT AS SHOWN
150mm x 150mm x 3m LENGTH
WITH SLOT 10mm WIDE x 900mm
LONG. TO ACCEPT SIGN
FASTEN 50mm x 150mm RAIL
w/ TWIN COUNTERSUNK SCREWS
AND BUTT JOINT WITH GLUE
FINISHED GRADE
UNDISTURBED SOIL
BACKFILL WITH NATIVE
SOIL AND COMPACT
GALVANIZED STEEL SPIKES
150mm DEPTH GRANULAR 'A'
NOTES
1. ALL HARDWARE TO BE HOT DIPPED GALVANIZED.
2. ALL WOOD TO BE PRESSURE TREATED PINE.
N0. I REVISION APR'D I DATE
TOWNSHIP OF ORO- MEDONTE IDRAW IDATE: NITS
DRAWN: SCALE: NITS
PARK SAFETY & REGULATION SIGN I STD. No. 1 1 1 1
ar
PIDURiN �,AC- IZ DiLk X-43' D
J-7XI7INil 2 zp-
NO.
REVISION
'W x w,: i r
J,&-A STED
:`W,SED ';,At m'-S
0 0 13 E] El
DltXGRO�PiL
El
�tkr�. I 1p
.11r.114
SIGN I-ANE—1 A14LI 110S t IN G UUUAL!t��,
sir 4 ':S TI- V: f5
k Z", I Y Y —
NOTE:
1. POST TO BE CENTERED IN MAJOR WALKWAYS.
VELD; GRIND SMOOTH
). COATED ALUMINUM PIPE
1. COATED ALUMINUM PIPE
GALVANIZED STEEL NUT & BOLT
EXISTING CONCRETE WALKWAY
JOINT
CAP
TE 25MPa @ 28 DAYS
1 NO.I REVISION I APR'D I DATE I
TOWNSHIP OF ORO- MEDONTE IDRAW: DATE: NTS
DRAWN: SCALE: NTS
REMOVABLE BOLLARD I STD. No. 1 1 15
I
EASE EDGE 20mm TO AVOID SPLINTERING
CHAMFER POST END 45° TOWARDS PARK PROPERTY
O
O AND TREAT CUT END WITH PRESERVATIVE
N
O�
OPTIONAL 39mm DIA. HOLE FOR GALVANIZED
CHAIN AS SPECIFIED,
OPTIONAL 25mm DADO CUT SHADOWLINE
150 x 150mm PRESSURE TREATED TIMBER
SET FACE 75mm INSIDE PARK PROPERTY.
MINIMUM (1) ADJACENT TO EACH PROPERTY
CORNER.
AVOID DISTURBING SURVEY BARS.
REFER TO LAYOUT DRAWING FOR BOLLARD SPACING.
FINISHED GRADE
III���IIII j IIII���III���III���III���
0
AUGERED HOLE WITH GRAVEL BASE
AND 300mm DIA. BACKFILL,
COMPACTED TO 98% S.P.M.D.D.
300
MIN.
NOTES
1. ALL DIMENSIONS ARE IN MILLIMETRES UNLESS SHOWN OTHERWISE.
NO. I REVISION I APR'D I DATE
TOWNSHIP OF ORO- MEDONTE (DRAW DATE: 2012
DRAWN: SCALE: NTS
TIMBER BOLLARD
STD. No. 1116