Functional Servicing Plan - Cambridge, Ontario · Functional Servicing Report For the Cambridge Hindu Society ... Tamblyn Surveying Ltd. The legal description is Part of Lot 27, easley’s

Functional Servicing Report

For the

Cambridge Hindu Society

Proposed Site Plan and Rezoning Application

For lands located at

Boxwood Drive

Part of Lot 27, Beasley’s Broken Front Connection Part 11

Plan 67R-2561

File D01/17

City of Cambridge, Region of Waterloo

July 23, 2017

Ram Engineering Inc.

1192 White Clover Way

Mississauga

Ontario L5V 1K8

905 567 1215

Ram Engineering Inc. Cambridge Hindu Temple Mississauga, Ontario Cambridge, Ontario

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June 12, 2017

Mr. Dwarka Persaud

4 Highgrove Court

Cambridge, Ontario N3H 4R8

Re: Functional Site Servicing Report, Stormwater Management and Grading Plan

Proposed Building at Boxwood Drive for Cambridge Hindu Society

Area bounded by Boxwood Drive, Royal Oak Road and Cherry Blossom Road

Part of Lot 27, Beasley’s Broken Front Concession, Part 11 Plan 67R-2561

City of Cambridge, Region of Waterloo

City’s File: D01/17

Enclosed is the Functional Servicing Plan for the Cambridge Hindu Society property, located to the west

of Boxwood Drive, south-east of Royal Oak Road and north of Cherry Blossom Road in the City of

Cambridge.

This document addresses site grading, sanitary servicing and stormwater for the Cambridge Hindu Society

land-holdings at the above location. This service report is in support for a rezoning application to the City

of Cambridge in the Region of Waterloo.

We trust this report acceptably show that the development can be adequately serviced.

Respectfully submitted,

Ram Dharamdial, M. Eng., P. Eng. Mahadeo Singh P.Eng.

Ram Engineering Inc. MPS Engineering Inc.


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1.0 Introduction

The survey for the property at the south east corner of Boxwood Drive and Cherry Blossom Road

was done by MacDonald – Tamblyn Surveying Ltd. The legal description is Part of Lot 27,

Beasley’s Broken Front Concession, Part 11 Plan 67R-2561, City of Cambridge, and Regional

Municipality of Waterloo.

Ram Engineering Inc. and MPS Engineering Inc. are authorized by the Cambridge Hindu Society

to undertake the preparation of a Functional Servicing Report for the proposed Cambridge

Hindu Temple located as a triangular parcel at the intersections of Cherry Blossom Road (east-

west), Royal Oak Road (northeast – southwest) and Boxwood Drive (north-south) in the City of

Cambridge.

This Functional Service Report for the subject lands was prepared to conform to the services

that exist within the vicinity of the site; and, other services proposed by the City of Cambridge

and the Region of Waterloo that can be accessed, in particular the sanitary connection.

In this context, a comprehensive analysis on the feasibility of servicing the lands was undertaken

to determine, the adequacy of the services for the proposed institutional development plan.

This Functional Servicing Report (FSP) covers the grading, storm sewer design, storm-water

management and water supply as required by the servicing policies of the City of Cambridge in

the Region of Waterloo.

2.0 Land Use

The property is 0.9066 ha, which is determined by measurement from a survey plan provided by

MacDonald – Tamblyn Surveying Ltd. The lands are Part of Part of Lot 27, Beasley’s Broken

Front Concession, Part 11 Plan 67R-2561, City of Cambridge in the Regional Municipality of

Waterloo.

The site will be developed partly for a place of worship. Of the 0.9066 ha, 0.1314 ha will be

undeveloped. This undeveloped area will not be considered as part of the stormwater

management plan.

The present designation is “Future Urban Reserve in the City’s Official Plan (2012)” and is zoned

(E) A1 in the City’s Zoning By-Law. The site presently has no building and conforms to applicable

standards and specifications of the City of Cambridge and the Region of Waterloo.

Policy 8.1.6 of the City’s Official Plan encourages a range of institutional, recreational and social

uses as part of the redevelopment. It is intended to conform to the future designation of the

site.


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The proposed site plan shows a two-story building. The area within the lot will be graded and

landscaped in accordance with the requirements set out in the site plan, all to the satisfaction of

the City of Cambridge.

Within the development area, the following land use is being proposed:

Landscape = 0.2070 ha

Paved areas = 0.5122 ha

Roof = 0.0568 ha

Total = 0.7750 ha

3.0 Drainage

3.1 Existing Drainage

The subject property drains naturally to a ditch leading to an existing 450 mm culvert across

Royal Oak Road.

External flows are conveyed to a roadside ditch along Cherry Blossom Road, Boxwood Drive and

Royal Oak Road. There are two existing 450 mm culverts: one across Cherry Blossom Road and

the other across Boxwood Drive. Both culverts are flowing to the 450 mm culvert across Royal

Oak Road via an existing ditch within the subject lands.

3.1 Proposed Drainage

All grading within the site for the Cambridge Hindu Temple lands is proposed to be done in such

a manner that the existing drainage for the lands are maintained. External flows and controlled

site runoff will be directed to the existing culvert across Royal Oak Road. This will maintain the

existing condition, such that no upstream nor flooding beyond existing property will result from

the development.

The proposed post development drainage pattern for the minor and major systems will be

integrated, such that surface storage will be provided to the extent of 170 m3 to maintain pre to

post development drainage conditions. The details are detailed as follows:


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Storage on site

CB 1 25 m3

CB 2 30 m3

CBMH 1 20 m3

CB 4 12 m3

CB 3 24 m3

CBMH 2 52 m3

CBMH 3 13 m3

TOTAL 176 m3

The minimum storage required is 171 m3. Details of the calculations are presented in Section

3.3.3 of this report.

Any flow greater than the 100 year post development flow will be directed to the existing

watercourse at the south east corner of the property, all under the jurisdiction of City of

Cambridge and GRCA.

A preliminary analysis is done to show that pre and post development flows for the site are

equal. This agrees/complies with the stormwater management policies and guidelines for the

approval agencies of City of Cambridge and GRCA.

3.2 Minor drainage system

The network of storm sewer with catch basins and catch basin manholes are adequately

provided on site to capture the 5 year post development flows and convey it to the culvert

crossing Royal Oak. To prevent frequent flooding within the site, at detailed design, there would

be considerations to prevent surface flooding.

Post development flows will be reduced to their predevelopment levels for all storms from the 2

to 100 year event. For less frequent events (greater than 100 year event) a major system flow

path is provided to allow the flow to follow the same path as the pre-development condition.

3.3 Stormwater management – quantity control

The City requires that flood mitigation for the site be done so that the 100 year post

development flows is attenuated to the 5 year pre-development level.


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3.3.1 Landuse

The proposed land use and the determination of the runoff coefficient are as follows:

Land use for development

area

Paved area = 5122 m2 C= 0.90

Landscape = 2070 m2 C= 0.25

Roof = 558 m2 C= 0.90

Total = 7750 m2

Average runoff coefficient, Cave = 0.73

Pre-development Cave = 0.25

3.3.2 Rational Method

The Rational method is typically used in the calculation of flows for sites typical of the proposed

development. The Rational Method is as follows:

Q = 0.00278 CiA

where: Q = flow in m3 /s;

i = rainfall intensity, mm/hr;

C = runoff coefficient;

A = area in hectares.

3.3.3 Rainfall data

The City of Cambridge rainfall intensities are used in the calculations of runoff from the site. For

the 5 year storm, the intensity is calculated with the following relationship:

For a specific storm, the intensity is calculated with the following relationship:

C

c Bt

Ai

)(

Where i100 = rainfall intensity corresponding to the 100 year level, mm/hr

tc = time of concentration, 10minutes

A = 3015.1

B = 21


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C = 0.87

For the 5 year storm, the intensity is calculated with the following relationship:

A = 1219.8

B = 10

C = 0.823

3.3.4 Allowable release rate

The details of the calculations with the Rational Method is detailed below:

Q = 0.00278 CiA

where: Q = flow in m3 /s;

i = 101.56 mm/hr;

For the pre-development 5 year storm,

Qallowable = 0.00278 x 0.25 x 0.7730 x 88.18 = 0.055 m3/s

This is the flows that will be release to the culvert via the minor system to the culvert across

Royal Oak Drive.

3.3.5 Calculations of storage

The modified Rational Method is used to calculate the storage for the site. The Modified

Rational Method is applied as explained in “Urban Stormwater Management Special Report No.

49”, American Public Works Association, 1981 (pages 52 to 56).

The calculations show that 171 m3 of storage is required to attenuate the 100 year post

development flows to the 5 year pre-development levels.


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Calculations of the storage for the 100 year storm

Rainfall data - 100 year storm

A= 3015.1

B= 21

C= 0.87

Area (ha)= 0.7750

C= 0.7264

Qrelease= 0.0547 m3/s

Release Inflow Outflow

Time Intensity Rate Qrain Volume Volume Storage

(min) (mm/hr) (m3/s) (m3/s) (m3) (m3) (m3)

10.00 151.99 0.0547 0.2379 142.72 51.74 90.98 15.00 133.45 0.0547 0.2088 187.96 67.35 120.61 20.00 119.17 0.0547 0.1865 223.81 82.98 140.83 25.00 107.82 0.0547 0.1687 253.11 98.62 154.49 30.00 98.56 0.0547 0.1543 277.65 114.27 163.39 35.00 90.86 0.0547 0.1422 298.62 129.92 168.69 40.00 84.35 0.0547 0.1320 316.80 145.59 171.21 45.00 78.76 0.0547 0.1233 332.80 161.27 171.53 50.00 73.91 0.0547 0.1157 347.01 176.95 170.06 55.00 69.66 0.0547 0.1090 359.77 192.64 167.13 60.00 65.91 0.0547 0.1031 371.31 208.33 162.98 65.00 62.56 0.0547 0.0979 381.83 224.03 157.80 70.00 59.56 0.0547 0.0932 391.47 239.74 151.73

Storage required to control 100 year post to 10 year allowable = 171.53 m3

3.3.6 Calculations of orifice

Storm water from the site will be discharged at the peak allowable rate of 0.0547 m3/sec via a 130 mm Ø orifice plate/ tube into the storm sewer on Royal Oak Drive.

The orifice equation was used to size the orifice to control the flow to the municipal system.

ghCAQ 2


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Where Q = discharge (0.073m3/s) g= gravity (9.81 m2/s) A= area of orifice (m2) C= orifice coefficient (0.82) h= head (2.63m)

The head on the orifice is calculated as follows:

Water level = 306.40 m

Invert at orifice = 304.14 m

Size of orifice = 0.130 m

Head = 2.19 m

The size of the orifice is calculated as follows:

Q = 0.0547 m3/s

C = 0.62

h= 2.19 m3/s

Q= C A (2gh)0.5

A= 0.0134 m2

d= 131 mm

A diameter of 130 mm is proposed.

3.4 Stormwater management – Quality control

Quality control is required by the City and MOECC. The pavement areas generate runoff

with sands, oil and grit, which is considered polluted to be discharged to any receiving

system.

The City and MOECC typically requires Level 1 (80% Total Suspended Sediment removal)

where the level of protection is indeterminate for the receiving stream.

A STC 300 is determined to be adequate for the site development. This unit will remove

83% TSS.

3.5 Erosion and sediment control

During construction, there would be the potential for erosion to take place, and


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sediments to move within and out of the site. This is environmentally unacceptable. To minimize the impact, the following measures should be implemented:

1. All sediment and siltation control measures shall be implemented by the

contractor before the start of construction, where it is appropriate. 2. A silt fence as per the City of Cambridge standard should be installed around the

perimeter of the site. 3. A mud mat should be placed at the entrance/access point of the construction site.

The contractor should follow the City of Cambridge Standard for its design and implementation.

4. Existing catch basins and newly constructed one should be protected by sediment catch basin barriers as per the City standards.

5. If the construction is delayed for more than 30 days, all bare areas should be seeded.

6. The municipal road should be kept clean of mud and dirt; it should be cleaned at least once a week, or as required by the City of Cambridge.

The construction engineer should inspect the erosion and sediment control devices frequently and after major storm events to make sure that they are functional. Repairs should be effected as appropriate. An erosion and sediment control plan would be part of the submission to the City for the detail design.

4.0 Sanitary Servicing

There is an existing sanitary sewer gravity main on Boxwood Drive and a sanitary force main on

Cherry Blossom Road that is connected to the existing Pumping Station. This existing service on

Boxwood Drive is adequate to service the site as determined by the City of Cambridge.

A connection is proposed from the subject property via approximately a 160m length of 200 mm

diameter gravity sanitary sewer on the east side of Boxwood Drive. The sewer will flow

northerly to terminate into an existing sanitary manhole #SA38, thence to an existing 200 mm

diameter sanitary before it discharges in an easterly direction via an existing 450mm sanitary

trunk to the pumping station property. Connections are shown on the drawings.

The main floor of the building will be connected to the proposed 200 dia. sanitary service line.

The basement sanitary sewer will be connected by way of a grinder pump installed in the

basement. All flows from the lower level will be pumped and connected to the upper level

sewer described above in accordance with Section 7 of the Ontario Building Code


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5.0 Water Supply

The existing water service for the development area is an existing 450 mm diameter watermain

east west direction on the north side of Cherry Blossom Road and Royal Oak Road. This

watermain is fronting the property and will be utilized for servicing.

A 150mm diameter water service is needed to service the proposed building. This service will be

installed in accordance with City Standard C154 to the satisfaction of the City of Cambridge and

the Region of Waterloo.

A 150-diameter connection will be adequate for fire and domestic demand. The building will

have a sprinkler system; hence, the need for a 150mm fire connection.

There are existing hydrants on the north side of Cherry Blossom Drive that can service the

proposed site.

There is a need for a sprinkler system. Hence, a new 150 mm line will be tapped from the

existing 450mm watermain.

6. Design summary

The Functional Servicing Report for the Cambridge Hindu Temple holdings, addressed the key

servicing requirements for servicing of the proposed development. Services considered are:

• Sanitary sewers - 200mm sanitary connection to City sewer on Boxwood Drive

• Water supply – a 150 mm connection to the existing 450mm City trunk on Cherry Blossom

Drive. This will serve for fire and domestic use

• Storm-water management - 171 m3 of storage is provided with a 130 mm orifice to manage

the stormwater runoff from the development. A STC 300 proposed for water quality,

Runoff from the site will be conveyed to the existing culvert outlet across Royal Oak Drive.

• Grading – consist with the natural grade of the lands.


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We respectfully submit this proposal on behalf of our client the “Cambridge Hindu Temple” in

support of their re-zoning application. All the required services can be provided to meet the City

of Cambridge, the Region of Waterloo and the GRCA standards and specifications, applicable to

the servicing of the site.

Respectfully submitted,

Ram Dharamdial, P. Eng. Mahadeo Singh P.Eng.

Ram Engineering Inc. MPS Engineering Inc.

Documents

Functional Servicing Plan - Cambridge, Ontario · Functional Servicing Report For the Cambridge Hindu Society ... Tamblyn Surveying Ltd. The legal description is Part of Lot 27, easley’s