stormwater management report draft...

Debrob Investments Limited

STORMWATER MANAGEMENT REPORT DRAFT PLAN OF SUBDIVISION, CITYVIEW DRIVE CITY OF GUELPH

PRELIMINARY

JULY 26, 2013

I B I G R O U P P R E L I M I N A R Y

Debrob Investments Limited STORMWATER MANAGEMENT REPORT

DRAFT PLAN OF SUBDIVISION, CITYVIEW DRIVE CITY OF GUELPH

July 26, 2013 Page 1.

DOCUMENT CONTROL

Client: Debrob Investments Limited

Project Name: Draft Plan of Subdivision, Cityview Drive City of Guelph

Report Title: Stormwater Management Report Draft Plan of Subdivision, Cityview Drive City of Guelph

IBI Reference: 25528

Version:

Digital Master: [J:\25528_CityviewDr\5.0 Design (Work) Phase\Stormwater\Preliminary\Revised - July 2013\WTRswmPRELIMINARY2013-07-

26.docx\2013-07-26\AK]

Originator: [AK]

Reviewer:

Authorization:

Circulation List:

History:


TABLE OF CONTENTS

July 26, 2013 Page i.

1. INTRODUCTION .................................................................................................................. 1

2. EXISTING CONDITIONS ..................................................................................................... 1

2.1 Hydrogeological Setting.................................................................................................................. 2

3. PROPOSED CONDITIONS .................................................................................................. 2

4. STORMWATER MANAGEMENT ......................................................................................... 3

4.1 East-Draining Area .......................................................................................................................... 3

4.2 West-Draining Area ......................................................................................................................... 4

4.3 Regulatory Floodline ....................................................................................................................... 4

4.4 Water Balance Requirements .......................................................................................................... 4

4.5 Stormwater Quality Control ............................................................................................................ 5

5. EROSION AND SEDIMENT CONTROL ............................................................................... 6

6. CONCLUSIONS ................................................................................................................... 6

TABLES

Table 1: Land Use Characteristics .................................................................................................. 3

FIGURES Figure 1: Site Location ................................................................................................................... 1 Figure 2: Existing Drainage Areas .................................................................................................. 2 Figure 3: Proposed Drainage Areas ................................................................................................ 2 Figure 4: Grangehill Subdivision Catchment Areas ......................................................................... 3 Figure 5: Valleyhaven Subdivision Catchment Areas ...................................................................... 4 APPENDICES Appendix A Background Information Appendix B Preliminary Water Balance Calculations Appendix C GRCA Preliminary SWM Submission Checklist



DRAFT PLAN OF SUBDIVISION, CITYVIEW DRIVE

CITY OF GUELPH

July 26, 2013

1. INTRODUCTION

IBI Group was retained to prepare a Preliminary Stormwater Management Report in support of a planning application prepared on behalf of Debrob Investments Limited for the creation of a Draft Plan of Subdivision in the City of Guelph. This application proposes the development of the existing vacant site for residential purposes.

The subject lands are located on the east side of Cityview Drive within the City of Guelph, and comprise of two properties, 55 and 75 Cityview Drive. The lands are legally described as Part of Lots 25, 31, and 32, Registered Plan 53 and Part of Lot 4, Concession 3, Division ‘C’. Refer to Figure 1 for the development location. The total property area owned by the developer is 15.210 ha.

The purpose of this Report is to establish the preliminary design for stormwater management, and to satisfy the criteria of the agencies reviewing the Report. The proposed development is subject to the criteria set out by the City of Guelph, the Grand River Conservation Authority, and the Ontario Ministry of the Environment Stormwater Management Planning and Design Manual (MOE 2003). The GRCA Preliminary SWM Submission Checklist is included in Appendix C.

This Preliminary Stormwater Management Report is based on the information contained in the following documents:

• Grangehill Estates Stormwater Management Design Brief, Stanley Consulting Group Ltd.,

October 1998; • Grangehill Subdivision Phase 3, External Storm Drainage Area Plan (As-recorded), Stantec

Consulting Ltd., April 1999; • Final Stormwater Management Design Report for the Southern Hadati Creek Watershed,

Upstream of the C.N. Railway Tracks, City of Guelph, Schaeffers Consulting Engineers, May 1997;

• Stormwater Management Design Report Draft Plan 23T-96504 and 23T-99501 Martini/Valeriote Subdivision City of Guelph, Gamsby Mannerow Limited, March 19, 2004;

• Design Brief, Valleyhaven Subdivision Phase II City of Guelph Revised, Gamsby Mannerow Limited, May 2003;

• Ministry of Environment Stormwater Management Planning and Design Manual (MOE, 2003); • Geotechnical Investigation, Chung & Vander Doelen Engineering Ltd. (July 27, 2006); and • Hydrogeological Investigation, Cityview Drive Development, Guelph, Ontario, Anderson

GeoLogic Limited, July 2013.

2. EXISTING CONDITIONS

The 55 Cityview Drive site is currently vacant and no buildings or structures exist on the property. A single detached dwelling and two out-buildings are located on the 75 Cityview Drive property. The lands to the north, east and west of the subject property consist of residential development. Lands to the south of the subject property are proposed for residential development.

Based on the Geotechnical Investigation prepared by Chung & Vander Doelen Engineering Ltd., the site soil is generally sandy loam and silt till. The site has a drainage split, with 8.493 ha draining to

DEBROB INVESTMENTS LTD. - CITYVIEW DRIVE

SITE LOCATION

FIGURE 1

NOVEMBER, 2011

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SCALE

PROJECT No.

379 QUEEN STREET SOUTH

KITCHENER, ONTARIO

N2G 1W6

(519) 745-9455

www.ibigroup.com

SUBJECT

PROPERTY




CITY OF GUELPH

July 26, 2013 Page 2

the east (area 101), and 6.619 ha draining to the west (area 102). Existing drainage areas are shown on Figure 2.

The topography is characterized by relatively gentle slopes on the western portion of the site with runoff draining overland in a northeast to southwest direction toward Cityview Drive. Runoff enters a drainage ditch on the east side of Cityview Drive and then flows under the Railway line via a culvert draining to the south. The eastern portion of the site is characterized by relatively steep slopes, with drainage in a northwest to southeast direction. Runoff from the eastern portion of the site flows overland to a drainage swale within a wetland along the eastern property boundary, which then flows south toward Clythe Creek.

2.1 Hydrogeological Setting

Based on the Hydrogeological Assessment (Anderson GeoLogic Ltd. July 2013), the PSW located in the northwest end of the property is fed directly by surface water runoff (including interflow, which is the transient near-surface flow that originates from recent runoff events and which moves short lateral distances through surficial soil layers). There is no apparent upwelling or discharge of groundwater to the PSW, although shallow groundwater likely passes beneath the wetland. A detailed water balance assessment for the subject property has been completed in the Hydrogeological Assessment, based on the primary source of water to the PSW on the property being from surface water runoff (including interflow) and a lesser amount of shallow lateral groundwater flow. The water balance has been used to develop a target for proposed conditions runoff to the wetland. Given the relatively low permeability of the native surficial soils, active infiltration measures are not considered feasible for the development.

3. PROPOSED CONDITIONS

Within the Draft Plan of Subdivision, it is proposed to protect the wetland and natural wooded areas and develop the agricultural areas.

The proposed Draft Plan of Subdivision will create the proposed residential development together with the previously submitted Zoning By-law Amendment. The Draft Plan will consist of internal streets with access to Cityview Drive, and accesses to surrounding existing residential development through Keating Street and Silurian Drive. Road connections to the proposed residential subdivision to the south will also be made. The development will consist of single detached dwellings, semi-detached dwellings, on-street townhouses, multiple dwellings in the form of cluster townhouses and apartments, as well as future development blocks. The Draft Plan of Subdivision will also comprise of open space areas and parkland. The proposed Subdivision is shown on Figure 3, and land use characteristics are provided in Table 1. Stormwater management will be provided within off-site facilities as outlined in Section 4.0 below. A portion of the storm sewer will be routed through an oil/grit separator unit so that treated runoff to the wetland continues to provide surface water flow. The storm sewer for the site will be sized to account for external drainage areas.

UNIT 17 - DEARBORN

BUSINESS PARK

105 LEXINGTON ROAD

WATERLOO, ONTARIO N2J 4R7

(519) 585-2255

www.ibigroup.com

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UNIT 17 - DEARBORN

BUSINESS PARK

105 LEXINGTON ROAD

WATERLOO, ONTARIO N2J 4R7

(519) 585-2255

www.ibigroup.com

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CITY OF GUELPH

DEBROB INVESTMENTS LIMITED

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DRAFT PLAN OF SUBDIVISION, CITYVIEW DRIVE CITY OF GUELPH


Table 1: Land Use Characteristics

Lots/Blocks Proposed Land Use Area (ha) Units

LOTS 1-25, 40-47, 62-71,86-145 SINGLE RESIDENTIAL 4.197 103

LOTS 26-39, 48-61 SEMI-DETACHED RESIDENTIAL 0.683 28 LOTS 72-85 STREET FRONTING TOWNHOUSES 0.320 14

BLOCKS 146-148 MULTIPLE RESIDENTIAL 2.506 105-180 BLOCKS 149-150 PARK 0.325 BLOCK 151-152 OPEN SPACE 4.234

BLOCKS 153-157 FUTURE DEVELOPMENT 0.348 11 ROADS 2.597

Total 15.210

4. STORMWATER MANAGEMENT Existing stormwater management facilities have been constructed to the southeast and southwest of the proposed development. These facilities have been sized to provide both quantity and quality control of the stormwater runoff generated by the proposed development. A detailed review of the Reports and drawings listed in Section 1.0 was undertaken to demonstrate that sufficient capacity is available in the existing off-site facilities.

Prior to development of the subject property a detailed Stormwater Management Report will be completed to the satisfaction of the City of Guelph and the Grand River Conservation Authority.

4.1 East-Draining Area Proposed conditions runoff from a 7.378 ha east-draining area from the subject lands has been accounted for in the Stantec design for the Grangehill Estates development (refer to Figure 4). Based on the proposed design, 4.051 ha (Areas 202-A, 202-B, and 202-C on Figure 3) will drain toward the east storm sewer outlet. Based on the grading constraints for the site, this is the maximum area that can be directed toward the east outlet. Stormwater will be conveyed to the existing stormwater management facility located on Watson Parkway via internal storm sewers sized to convey the minor storm runoff (5 year storm event). Major storm events will be conveyed overland to the pond within the road right-of-way. Drainage from the site will connect to the existing storm drainage system on Starwood Drive, and the storm sewer design for the subdivision will account for external drainage areas from existing development the north.

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FIGURE 4

GRANGEHILL SUBDIVISION

CATCHMENT AREAS

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KITCHENER, ONTARIO

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(519) 745-9455

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STANTEC DRAWING R-104 DATED NOVEMBER 24, 2002

SUBJECT

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LEGEND

DEBROB INVESTMENTS LTD.

CITYVIEW DRIVE




CITY OF GUELPH


4.2 West-Draining Area

Proposed conditions drainage from the 6.170 ha west-draining portion of the development (area 203 on Figure 3) has been accounted for in the Gamsby Mannerow design for the Valleyhaven Subdivision development (refer to Area B2a on Figure 5 and correspondence in Appendix A). Stormwater will be conveyed to the existing stormwater management facilities located within the Valleyhaven Subdivision north of the Railway line. Runoff will discharge via internal storm sewers sized to convey the minor storm runoff (5 year storm event). Major storm events will be conveyed overland to the pond within the road right-of-way.

Runoff will be routed to an upgraded storm sewer and road system on Cityview Drive, and will then flow west adjacent to the railway line to the existing pond (refer to Figure 3). An easement (or block) will be secured to provide a suitably sized servicing corridor for storm, sanitary, and water services, and to provide an overland flow route for events up to the 100 year storm.

4.3 Regulatory Floodline

GRCA mapping shows a drainage course tributary to Clythe Creek flowing through the southeast corner of the subject property with an associated Regulatory Floodline at this location. Based on information received from the GRCA, the Regulatory Floodline elevation for Clythe Creek applicable to the site can reasonably be reduced from 324.05m to 323.00m (see correspondence in Appendix A).

The official floodline is based on what may be considered overly conservative flows from hydrology in the Eastview Secondary Master Drainage Report (1992). Based on discussions with John Palmer, Water Resources Engineer from the Grand River Conservation Authority, instead of a Regulatory flow of 108.7 m3/s used in the Eastview Secondary Master Drainage Report, other reliable studies indicate that Regulatory flows in Clythe Creek at the railway underpass (just north of York Road) are less than 42 m3/s. Using a HEC-RAS model developed in support of the Watson Parkway realignment using this lower flow value, Mr. Palmer has estimated the backwater elevation upstream of the railway underpass will not be higher than 323.00m for the Regulatory storm event. Based on the topographic survey information, the lowest elevation on the subject lands is approximately 324.10m.

Although we cannot as yet adopt this updated floodline elevation for Regulatory purposes, the GRCA have indicated that they can comfortably state that there is no floodplain within the proposed development if the existing grades on the property are higher than 323.00m.

4.4 Water Balance Requirements

The strategy for stormwater management will include the following components, based on the water balance analysis completed in the Hydrogeological Assessment:

• The total annual precipitation is 917 mm/year in the study area, based on Hydrogeological

Assessment; • The annual water budget for the wetland under existing conditions is summarized in Table 4

in the Hydrogeological Assessment. Based on that table, the total surface runoff and lateral

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FIGURE 5

VALLEYHAVEN SUBDIVISION

CATCHMENT AREAS

SCALE

PROJECT No.

DATE


KITCHENER, ONTARIO

N2G 1W6

(519) 745-9455

www.ibigroup.com

STREET A

NOTE:

DRAINAGE AREAS SHOWN ARE TAKEN FROM THE GAMSBY

MANNEROW - MARTINI/VALERIOTE STORM WATER

MANAGEMENT REPORT DATED OCTOBER 23, 2003

SUBJECT

PROPERTY

LEGEND

DEBROB INVESTMENTS LTD.

CITYVIEW DRIVE




CITY OF GUELPH


inflow of shallow groundwater to the wetland is approximately 22,099 m3/year from the 7.2 ha area draining toward the wetland (i.e. not including the 1.3 ha wetland itself);

• Since the wetland is sustained by surface water runoff (and to a lesser degree lateral inflow of shallow groundwater), the above annual volume must be maintained under proposed conditions by discharging rear lot areas toward the wetland, and by diverting treated storm runoff as surface flow to the upstream reach of the wetland to provide the remaining surface water contribution;

• Under proposed conditions, the open space area (Area 201-B on Figure 3) and the rear lot and rooftop area (201-A on Figure 3) draining toward the wetland will contribute a total runoff volume of 12,424 m3/year (refer to Table 4 in Hydrogeological Assessment). Therefore, the remaining 9,675 m3/year to meet the existing annual volume will be diverted from the storm sewer to the upstream limit of the wetland. Details are shown on the preliminary engineering drawings;

• Storm events of 25mm or greater contribute approximately 90 percent of annual precipitation (reference: City of Toronto Wet Weather Flow Management Guidelines, November 2006). Therefore, the by-pass pipe to the wetland will have the capacity to convey the equivalent peak flow from the 25mm storm event from a 2.122 ha drainage area (area includes a 1.25 safety factor) to provide the required balance of the annual volume to the wetland. Calculations are included in Appendix B;

• Referring to Figure 3, the proposed catchment areas to the east outlet (4.051 ha from Area 202-A, 202-B, and 202-C) will have sufficient drainage area to provide the required 25mm peak flow rate and volumes to divert 9,675 m3/year;

• Preliminary details of the outlet are provided on the preliminary engineering drawings, and final details will be provided at the final design stage, and will include appropriate erosion protection measures since the design will include pipes with headwalls discharging to grade. The outlet will be a stone spreader to provide contact cooling for runoff, and grass areas downstream of the spreader will provide additional polishing and cooling of runoff from the OGS unit prior to discharging to the wetland and Clythe Creek.

4.5 Stormwater Quality Control

Although stormwater quality control is provided in the off-site pond facilities, the portion of the drainage area diverted to the wetland must be treated. Stormwater quality control for the road drainage is therefore to be provided for an Enhanced Protection Level prior to water being discharged to the wetland (80 percent TSS removal for OGS units). The OGS unit will be sized at the final design stage to provide an Enhanced Protection Level for long-term suspended sediment removal, based on contributing drainage area and peak flow rate. The engineering drawings show the preliminary drainage area and the outlet location. The OGS units should be inspected and cleaned as per the manufacturer’s specifications.

Conventional stormwater quality control measures will not remove salt from runoff, it is therefore recommended that the use of salt be minimized to as great an extent as possible in compliance with any City of Guelph policies and regulations.




CITY OF GUELPH


5. EROSION AND SEDIMENT CONTROL

During area grading, erosion and sediment control measures will be implemented to ensure sediment does not escape the subdivision or impact environmental lands to be protected. This would take the form of silt fences and sediment control ponds strategically positioned on the subdivision at low points receiving overland flows.

An environmental monitoring program would be developed as part of the approval process to ensure the erosion and sediment control measures are installed, maintained and are functioning as intended.

Based on the relatively steep slopes and sandy soils, the overall erosion potential for the site is considered to be high. Therefore, the erosion and sediment control plan recommends a range of erosion control measures.

The preliminary erosion and sediment control measures identified for the subject lands include the following items:

• Silt fence is to be erected before any grading or stripping begins on the site to protect the creek

and other adjacent areas from migration of sediment in overland flow;

• The provision of a “mud mat” at the entrance(s) to the site to minimize the amount of sediment transported off the site on construction vehicle tires;

• All runoff will be directed to temporary sediment control features (via swales if necessary) to

ensure that no untreated runoff is discharged from the site;

• All disturbed areas will be stabilized as quickly as possible to minimize the opportunity for erosion;

• All disturbed areas not scheduled for construction within 30 days must be stabilized immediately

as per OPSS 572; and

• Temporary sedimentation ponds will be provided at various locations throughout the development, and all construction runoff will be routed to these facilities.

Details for erosion and sedimentation control will be provided during the final engineering design (including an Erosion and Sediment Control Plan).

6. CONCLUSIONS

This Preliminary Stormwater Management Report clearly outlines the proposed development will meet the criteria set out by the Review Agencies as follows:

• It has been confirmed that both stormwater quantity and quality control will be provided in

existing off-site SWM facilities for both the east and west draining portions of the proposed development;

• Runoff from the east-draining portion of the development will be routed to the existing storm

I B I G R OU P PR E L I M I N A R Y



CITY OF GUELPH


sewer system on Starwood Drive and to the stormwater management facility constructed for the Grangehill Estates development;

• Runoff from the west-draining portion of the development will be routed to an upgraded storm

drainage system on Cityview Drive, and then to the Valleyhaven Subdivision SWM pond through an easement (or block) adjacent to the Railway lands;

• Water balance calculations for existing and proposed conditions have been prepared for the

wetland area;

• Rear yard drainage and treated road runoff will continue to provide surface water flow toward the wetland on the property;

• Based on preliminary information provided by the GRCA, the Clythe Creek floodline does not

encroach onto the subject lands;

• Preliminary erosion and sediment control features have been identified and will be finalized at the detailed design stage;

Based on these conclusions, we recommend that this Preliminary Stormwater Management Plan be accepted by all review agencies in support of the Draft Plan of Subdivision with appropriate conditions.

All of which is respectfully submitted.

Yours truly

IBI GROUP

Andy Kroess, M.Eng., P.Eng. Senior Water Resources Engineer

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CITY OF GUELPH

July 26, 2013

APPENDIX A

BACKGROUND INFORMATION




CITY OF GUELPH

July 26, 2013

APPENDIX B

PRELIMINARY WATER BALANCE CALCULATIONS

Impervious Pervious TotalFraction 0.55 0.45 1.00

Direct Runoff (mm) 825 258Total (mm) 454 116 570

Assumptions:1. Total Annual Precipitation of 917 mm/year based on Hydrogeological Assessment2. 90% of Annual Precipitation on impervious areas is direct runoff3. 258 mm/year Direct Runoff from pervious areas based on Hydrogeological Assessment

25528 - Cityview Drive Draft Plan of Subdivision, City of Guelph

Proposed Conditions Runoff

IBI Group 7/26/2013

Required Annual Additional Surface Runoff Volume = 9675 m3 (based on Hydrogeologial Assessment)Annual Surface Runoff = 570 mm (refer to Proposed Conditions Runoff Calculation)

Required Annual Additional Surface Drainage Area = 16974 m2

Required Annual Additional Surface Drainage Area = 1.697 ha

Total Drainage Area to be Diverted* = 2.122 ha25 mm Storm Peak Flow Rate = 0.294 m3/s (refer to MIDUSS output)

Required By-Pass Pipe Diameter = 450 mm (@ 1.0% slope)* includes 1.25 factor of safety

Wetland Surface Flow - Storm Sewer By-pass Calculation

25528 - Cityview Drive Draft Plan of Subdivision, City of Guelph

IBI Group 7/26/2013

25528Q.OUT Output File (4.7) 25528Q.OUT opened 2013-07-26 13:49 Units used are defined by G = 9.810 48 960 5.000 are MAXDT MAXHYD & DTMIN values Licensee: PLANNING INITIATIVES LTD 35 COMMENT 7 line(s) of comment ******************************************** * 25528 CITYVIEW SUBDIVISION * * CITY OF GUELPH * * PROPOSED CONDITIONS * * IBI GROUP * * JULY 2013 * ******************************************** 35 COMMENT 3 line(s) of comment *************** * 25 MM STORM * *************** 2 STORM 1 1=Chicago;2=Huff;3=User;4=Cdn1hr;5=Historic 509.000 Coefficient a 6.000 Constant b (min) .799 Exponent c .400 Fraction to peak r 240.000 Duration ó 240 min 25.028 mm Total depth 3 IMPERVIOUS 2 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat .013 Manning "n" .000 Max.Infiltn. mm/hr .000 Min.Infiltn. mm/hr .000 Lag const (hours) .500 Dep.Storage mm 35 COMMENT 3 line(s) of comment ********************************** * AREA 301- DIVERSION TO WETLAND * ********************************** 4 CATCHMENT 301.000 ID No.ó 99999 2.122 Area in hectares 40.000 Length (PERV) metres 2.000 Gradient (%) 55.000 Per cent Impervious 20.000 Length (IMPERV) .000 %Imp. with Zero Dpth 2 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat .250 Manning "n" 125.000 Max.Infiltn. mm/hr 5.000 Min.Infiltn. mm/hr .500 Lag const (hours) 1.000 Dep.Storage mm 3 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv .294 .000 .000 .000 c.m/s .000 .979 .538 C perv/imperv/total 15 ADD RUNOFF .294 .294 .000 .000 c.m/s 20 MANUAL

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I B I G R OU P PR E L I M I N A R Y



CITY OF GUELPH

July 26, 2013

APPENDIX C

GRCA PRELIMINARY SWM SUBMISSION CHECKLIST

stormwater management report draft...

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