Functional Servicing Report for 1888 Gordon Street, Guelph, … · Sign-off Sheet This document...

Functional Servicing Report for 1888 Gordon Street, Guelph, ON

Prepared for: Tricar Developments Inc.

Prepared by: Stantec Consulting Ltd. 100-300 Hagey Boulevard Waterloo, ON, N2L 0A4 Tel: (519) 579-4410 Fax: (519) 579-6733

1614-01285

April 18, 2018

Sign-off Sheet

This document entitled Functional Servicing Report for 1888 Gordon Street, Guelph, ON was prepared by Stantec Consulting Ltd. (“Stantec”) for the account of Tricar Development Inc. (the “Client”). Any reliance on this document by any third party is strictly prohibited. The material in it reflects Stantec’s professional judgment in light of the scope, schedule and other limitations stated in the document and in the contract between Stantec and the Client. The opinions in the document are based on conditions and information existing at the time the document was published and do not take into account any subsequent changes. In preparing the document, Stantec did not verify information supplied to it by others. Any use which a third party makes of this document is the responsibility of such third party. Such third party agrees that Stantec shall not be responsible for costs or damages of any kind, if any, suffered by it or any other third party as a result of decisions made or actions taken based on this document.

Prepared by (signature)

Jennifer Young. P. Eng. Senior Water Resources Engineer

Reviewed by (signature)

Chris Hendriksen, P.Eng.

Apr 18/18

FUNCTIONAL SERVICING REPORT FOR 1888 GORDON STREET, GUELPH, ON

Introduction and Background April 18, 2018

jy l:\01614\active\161401285 - brock road, guelph\design\report\20180228_160401285_swmp_jy.docx 1.1

Table of Contents

1.0 INTRODUCTION AND BACKGROUND .......................................................................... 1.2 1.1 OVERVIEW .......................................................................................................................... 1.2 1.2 BACKGROUND INFORMATION ....................................................................................... 1.3 1.3 EXISTING INFRASTRUCTURE .............................................................................................. 1.3

2.0 OVERALL GRADING AND DRAINAGE .......................................................................... 2.1 2.1 DESIGN CONSTRAINTS AND PROCEDURES ................................................................... 2.1 2.2 PROPOSED ROAD PROFILES AND OVERALL SITE GRADING ....................................... 2.2

3.0 SANITARY SERVICING ................................................................................................... 3.1

4.0 WATER DISTRIBUTION .................................................................................................... 4.1

5.0 STORMWATER DRAINAGE ............................................................................................. 5.1

6.0 STORMWATER MANAGEMENT FACILITIES .................................................................... 6.1 6.1 DESIGN CRITERIA ............................................................................................................... 6.1

6.1.1 STUDY APPROACH ......................................................................................... 6.1 6.1.2 DESIGN CRITERIA ............................................................................................ 6.1

6.2 EXISTING CONDITIONS ..................................................................................................... 6.1 6.2.1 Topography and Surface Drainage ........................................................... 6.1 6.2.2 Geotechnical Information ........................................................................... 6.2

6.3 PROPOSED STORMWATER MANAGEMENT DESIGN ..................................................... 6.3 6.4 INFILTRATION GALLERY ..................................................................................................... 6.4

6.4.1 Green Infrastructure Water Balance Design Spreadsheet ..................... 6.4 6.4.2 Sizing ................................................................................................................. 6.5 6.4.3 Results............................................................................................................... 6.7

6.5 WATER QUALITY AND OVERALL SITE MONTHLY INFILTRATION AND GROUNDWATER WATER BALANCE ................................................................................ 6.9

7.0 EROSION AND SEDIMENT CONTROL PLAN .................................................................. 7.1 7.1 STUDY APPROACH ............................................................................................................ 7.1 7.2 EROSION AND SEDIMENT CONTROL PLAN ................................................................... 7.1

8.0 MONITORING, MAINTENANCE, AND MITIGATION PROGRAM .................................. 8.1 8.1 STORMWATER MANAGEMENT FACILITY ........................................................................ 8.1

9.0 CONCLUSIONS AND RECOMMENDATIONS ................................................................ 9.1

LIST OF APPENDICES Appendix A – Preliminary Servicing and Grading Plans Appendix B – Design Sheets Appendix C – Stormwater Management Design Appendix D – Comment Response Memos




1.0 INTRODUCTION AND BACKGROUND

1.1 OVERVIEW

This Functional Servicing Report has been prepared in support of the Zoning and Official Plan amendment and the Site Plan Application for the proposed development located at 1858 & 1888 Gordon Street (Site) in the City of Guelph (City). The subject property is approximately 3.2 ha in size, and is bounded to the northwest by Brock Road Nursery, to the northeast by former open space (now in the process of being converted to residential subdivision), to the southwest by a combination of agricultural lands and rural residential properties, and to the southwest by Gordon Street. The site location is shown on Figure 1.0.

The conceptual site plan for the proposed development that forms the basis of this servicing assessment includes a mix of development styles with two 14 story apartment buildings, two 8 storey apartment buildings, a 2 storey pool and amenity building with potential for commercial space, outdoor amenity space and roadways. The bulk of site parking will be achieved through underground and at/above grade enclosed parking. For the purposes of this report, a site density of 175 units per hectare has been used with an estimated 560 apartment units.

This report outlines how the proposed development can be supplied with adequate services, including sanitary, domestic water, storm drainage and includes the preliminary design of the infiltration and water quality facilities proposed to provide the required water quality and quantity controls and the preliminary erosion and sediment control strategy to be implemented during construction.




1.2 BACKGROUND INFORMATION

A variety of sources have been referenced during the preparation of this report, and the following should be read in conjunction with this Report:

• Hydrogeological Assessment, 1888 Gordon Street, City of Guelph, Ontario (Stantec, September 2017)

• Geotechnical Engineering Report, Residential Development, 1888 Gordon Street, Guelph, Ontario (LVM, January 2014)

• Low Impact Development Stormwater Management Planning and Design Guide (Credit Valley Conservation Authority and Toronto and Region Conservation Authority, 2010)

• Erosion & Sediment Control Guideline for Urban Construction, (Greater Golden Horseshoe Area Conservation Authorities, December 2006)

• Stormwater Management Planning and Design Manual (SWMPD Manual), (Ontario Ministry of the Environment, March 2003)

• Clair-Gordon Sanitary Sewer Capacity Study - Civica

1.3 EXISTING INFRASTRUCTURE

A summary of the municipal infrastructure that currently exists near the Site is as follows:

• A 200mm sanitary sewer located on Poppy Drive.

• A 400mm watermain on Gordon Street and 150mm watermain on Poppy Drive.

• A 675mm storm sewer on Poppy Drive.

Fully constructed municipal roads include Gordon Street to the west and Poppy Drive to the north


Overall Grading and Drainage April 18, 2018


2.0 OVERALL GRADING AND DRAINAGE

2.1 DESIGN CONSTRAINTS AND PROCEDURES

Using existing topographic information provided by Callon Dietz, the proposed Site grading will be design to generally meet the following criteria:

• Match existing grades all site boundaries.

• Match existing grades at existing tree driplines wherever possible to facilitate tree retention.

• Match into existing road grades of Gordon Street and Poppy Drive.

• Account for future urbanization of adjacent lands.

• Have consideration for future pedestrian connections north of the site towards Poppy Drive.

• Provide adequate cover over underground services.

• Ensure all building openings are protected from flooding.

• Comply with Municipal standards for minimum and maximum grades.

• Ensure grades accommodate the seasonally high ground water level to allow for 0.5m elevation separation from the underside of house foundations.

• Provide major overland flow routes for flows exceeding the storm sewer capacity.

• Maintain drainage from Gordon Street right-of-way and neighbouring properties to the south.

Considering the results of the EIS and Hydrogeological investigation, we propose the existing low depression on the site adjacent to Gordon Street will be filled for development purposes. Existing drainage to this area from the adjacent property to the south and from the west half of the Gordon Street right-of-way will be maintained and accommodated with the proposed Site grading and servicing.


Overall Grading and Drainage April 18, 2018


2.2 PROPOSED ROAD PROFILES AND OVERALL SITE GRADING

Road profiles within the subject site were established based on the proposed street pattern to satisfy the constraints outlined in the previous Section 2.1. The road profiles have been designed to accommodate the constraints set out by the site layout and underground parking limits with grades ranging from 0.5% to 8.0% with 3:1 and 4:1 transition slopes or retaining walls utilized to accommodate the various grade changes within the proposed subdivision and at various perimeter locations. The proposed centerline road elevations and lot grades are illustrated on the Preliminary Grading plan (Drawing No. C-400) included in Appendix A. Existing grades and cross sections of Gordon Street and Poppy Drive have been considered fixed constraints in the development of the preliminary grading. Internal roads, consisting of 6.0 and 6.7m wide asphalt, will be constructed to the applicable City of Guelph and Ontario Building Code standards.


Sanitary Servicing April 18, 2018


3.0 SANITARY SERVICING

The City of Guelph undertook a sanitary sewer capacity review for the Clair-Gordon service area which identified flow control requirements for various developments, including this Site, to mitigate effects of surcharging on existing downstream sewers. The Clair-Gordon Sanitary Sewer Servicing Capacity Review prepared by Civica (2013) has been updated with further analysis and monitoring. In an email provided August 22, 2017, the following parameters were provided.

• Total drainage area – 6.90 ha (includes subject site and adjacent nursery lands)

• Full build estimated 1085 apartment units

• Peak controlled flow – 23.8 L/s

• Pipe length – 80m

• Pipe size – 1200 x 1800 mm

• Pipe slope – 0.5% (with benching to allow self-cleansing at low flow)

• Storage – 138 m3

This flow control system is to be located upstream of the connection to the Poppy Drive sewer in the access to Poppy Drive as shown on the Preliminary Servicing plan (Drawing No. C-100).

Based on a Site area of 3.193 ha and the City of Guelph Development Engineering Manual (November 2016), the design flow from the site will be based on 7 L/s/ha (including peaking factor) plus infiltration allowance for a total design flow of 22.8L/s.

200 mm, 250 mm and 300 mm diameter sanitary sewers are anticipated throughout the Site to provide service to each building in accordance with the requirements of the Ontario Building Code and the City of Guelph. The sanitary design utilizes one outlet on Poppy Drive East.

4.0 WATER DISTRIBUTION

The existing water distribution system near the Site includes a 400mm watermain on Gordon Street and a 150mm watermain on Poppy Drive. The primary source for the proposed development will be the Gordon Street watermain with a secondary connection to the Poppy Drive watermain to create a looped system. It is anticipated that the following connections to the existing municipal infrastructure will be made:


Water Distribution April 18, 2018


• Tapping sleeve and valve connection to the 400mm Gordon Street watermain (200mm connection).

• Tapping sleeve and valve connection to the 400mm Gordon Street watermain (150 mm connection).

• 150mm mechanical joint connection to the 150mm Poppy Drive watermain.

Please refer to the Preliminary Servicing plan (Drawing No. C-100) for an illustration of the watermain layout.

Based on building information currently available, a conservative fire flow requirement for the site is 150 L/s, based on typical OBC calculations as provided in Appendix B.

A 200 mm diameter watermain is proposed for the development with 150mm connections provided to each building. They are positioned as illustrated on the Preliminary Servicing plan (Drawing No. C-100).

Fire protection will be provided via onsite hydrants, adequately spaced to ensure proper coverage to all buildings, in conjunction with standpipe connections for building sprinkler systems. The City of Guelph will confirm the pipe sizing proposed provides adequate pressure to meet MOE design criteria. No backflow prevention or pressure reducing valves (PRV) have been proposed for this development.


Stormwater Drainage April 18, 2018


5.0 STORMWATER DRAINAGE

Storm drainage for the Development will discharge to three onsite infiltration facilities. These facilities have been designed to accommodate the flow within the Development for the ultimate build out. Please refer to the Preliminary Servicing Plan, Drawing No. C-100, included in the Appendix A for an illustration of the storm layout. For further details of the SWM Facility design refer to applicable section within this report.

The proposed storm sewer system is designed to convey all minor storm events or those less than 5-year return-period for the majority of the development, as per the City of Guelph standards. As part of the Engineering Design rational pipe sizing was completed and submitted to the City. The conveyance system for major flow events or those greater than a 5-year return-period frequency will be confined to the road right-of-ways and generally mimics the direction of the minor system. Major flows are directed to the surface of the infiltration facilities where ponding and a lawn catch basin will be provided to ensure the major events are captured by the facility.


Stormwater Management Facilities April 18, 2018


6.0 STORMWATER MANAGEMENT FACILITIES

6.1 DESIGN CRITERIA

6.1.1 STUDY APPROACH

The objective of this SWM Plan is to ensure that the proposed development includes the necessary controls to protect the hydrology and water quality of the receiving water systems, primarily through adherence to SWM targets. This approach involved the following study components:

• Prepare green infrastructure water balance design spreadsheets for the proposed development to complete the preliminary design of infiltration facilities that will infiltrate up to the 100-year runoff for the whole site

• Assess infiltration potential for the site

• Summarize the study by identifying conclusions and recommendations

6.1.2 DESIGN CRITERIA

SWM criteria were established based on the Hanlon Creek Watershed Study, and the characteristics of the receiving systems. The SWM criteria applied to the site are as follows:

• Water Quantity – Control post-development peak flows to pre-development flow rates

• Infiltration – Infiltrate all flows up to the 100-year event

• Water Quality – Enhanced Protection

• Erosion and Sediment Control – Provide appropriate erosion and sediment control during construction to protect neighboring properties and the downstream receivers from potential siltation

6.2 EXISTING CONDITIONS

6.2.1 Topography and Surface Drainage

The ground surface of the site is moderately rolling with elevations ranging between approximately 343.5 m and 351.5 m AMSL (above mean sea level). The terrain generally slopes from to the north west to a pond located across the property line, with a portion of the site draining to a small onsite wetland area located near the southeastern corner of the Site as shown on Figure 2.0.




The existing site is an existing single family residential use with grassed area with occasional trees located throughout the site.

6.2.2 Geotechnical Information

The Geotechnical Engineering Report (LVM, 2014) describes the site soils as comprised of topsoil overlying layers of silt, sand, and gravel materials over clayey silt till at a depth of over 11 metres. The groundwater table documented in the Geotechnical Investigation ranges between elevations of 334.15 m and 340.4 m with some boreholes not encountering groundwater before termination.

The Hydrogeological Assessment (Stantec, 2017) noted that groundwater flow is westerly towards the Speed river, and:

1. Geological conditions beneath the onsite wetland and throughout the Site consist predominantly of ice-contact stratified deposits of silty sand and gravel to sandy gravelly silt that extend from the existing grade to the termination depth of onsite boreholes (i.e., from 5.0 to 14.2 m BGS).

2. Water levels near the onsite wetland in April were at approximately 345.1 m ASL.

3. Water levels within the onsite wetland are largely controlled by the positioning of the water table. The water table drops below the wetland substrate in the early spring, followed by a continued decline into the summer, resulting in the loss of a direct hydraulic connection between the wetland and the shallow groundwater system (i.e., does not receive groundwater inputs from the surrounding landscape).

4. The Site lies within the boundaries of the Paris Moraine that is understood to act as an area of groundwater recharge. Weak downward vertical hydraulic gradients (i.e., recharge condition) are present beneath the onsite wetland, which is in agreement with regional groundwater recharge mapping presented by the GRCA (2001). As such, the onsite wetland is not a groundwater discharge feature.

5. Over the monitoring period, the nearby Halls Pond PSW Complex maintained a connection to the water table, whereas the onsite wetland lost its direct hydraulic connection to the shallow groundwater system (i.e., local water table dropped and remained below the wetland substrate), suggesting that no hydrogeological interaction likely occurs between these two wetland features.

6. The onsite wetland covers approximately 4.2% of the Site area (0.135 ha of 3.2 ha). Consequently, it is reasonable to conclude that the loss of recharge function associated with the onsite wetland, if removed, will not detrimentally impact the overall groundwater recharge function provided by the Site.

Looking at the groundwater information for both studies, it was decided to assume that 345.15 m ASL was a reasonable estimate of the groundwater for the design of the infiltration facilities, as it represents a seasonably high groundwater table and is higher than any other monitored levels.




Further groundwater monitoring will be completed during the final design for the site once the locations of the proposed infiltration facilities is finalized to confirm this assumption prior to construction of the facility. Monitoring will occur in at least two of the facilities and it is recommended that monitoring occurs at such a time to ensure the seasonably high groundwater table at each location is adequately captured.

Additional permeameter testing was done by Stantec on November 16-17, 2017 to confirm the hydraulic conductivity of the soils for infiltration at the location of the infiltration facilities. The testing done by Stantec found that the mean infiltration rates for the soils on site were above 50 mm/hr (51-80 mm/hr). The CVC method (Appendix C of the 2010 CVC LID manual) was used to determine the design infiltration rates for the infiltration facilities. After the safety factor was applied, the design infiltration rates are as follows

• Infiltration gallery 1- 23 mm/hr • Infiltration gallery 2- 20 mm/hr • Infiltration gallery 3- 22 mm/hr Figure 3.0 shows the test pit locations for the most recent testing on the site. More information on the hydrogeological investigations for the site can be found in the Hydrogeological Report (Stantec, 2018).

6.3 PROPOSED STORMWATER MANAGEMENT DESIGN

The site has several unique features and constraints, and as such, a creative stormwater approach has been taken to use a treatment train system and Low Impact Development (LID) techniques. These technologies must be looked at as a collective to fully understand the approach.

As this site is located on the Paris Moraine, the proposed scheme attempts to mimic the existing drainage patterns and infiltration while respecting the flood requirements. The site has both internal and external drainage to small wetland depressions. Groundwater was observed during geotechnical investigations, and should be confirmed at the location of the proposed infiltration galleries prior to construction. As per the attached drawing, the proposed stormwater management scheme consists of the following elements:

• Infiltration of all water will occur in three infiltration galleries located on site. The infiltration galleries will be approximately 1 m below grade with a trench depth of 0.5- 2 m (2 m of active retention). Road runoff will be treated via a Stormceptor prior to infiltration to ensure the facilities do not silt up. Infiltration galleries have been located in areas where underground parking is absent. Details on the sizing and dimensions of the infiltration galleries is provided in Section 6.4 below.

• Roof water will be stored up to 0.163 m deep on the roof of all buildings to slowly drain into the infiltration galleries over period of less than three days.

• The infiltration galleries have been sized to provide for up to the 100-year storm, with an overland flow route for the regional flows to the North West to Poppy Drive East. The infiltration facilities are designed to overflow during the Regional storm to allow overland flow off the site.




As discussed previously, the proposed development consists of a mix of park area, roadways, and multiple family residential lots/blocks. The site was modelled as one catchment. The site is 3.2 ha and conditions generally consist of the following:

• Predevelopment – Encompasses the entire area of the site. Water drains uncontrolled across the pervious areas following the topography of the site. The site is 5% impervious, including the existing residence, driveway, and ancillary buildings.

• Post-Development – Encompasses the entire area of the site. Runoff from the development is directed to LID facilities. The site is 69% impervious.

6.4 INFILTRATION GALLERY

A green infrastructure water balance design spreadsheet was used to determine the runoff and infiltration for the site for the pre- and post-development conditions to size the infiltration galleries to infiltrate the 100-year event. The 25 mm 4-hour water quality storm event as also modeled to ensure the galleries meet the water quality storage volumes required in the SWMPD Manual (MOE, 2003). The 2-, 5-, and 25-year 3-hour Chicago events and 48-hour Hurricane Hazel event were then run to determine how the infiltration galleries perform during high flow events and provide adequate infiltration.

The water quality storage volume required for enhance water quality are shown in the table below.

Table 1: Water Quality Storage Volumes

Location

Tributary Area (ha)

Water Quality Volume Required

(m3/ha)

Water Quality Volume Required

(m3)

Water Quality Volume Provided

(m3) Site 3.2 35 112 1,142

Water quality volume calculated as per Table 3.2 of the MOE Stormwater Management Planning and Design

Manual for infiltration (2003) using 70% imperviousness

6.4.1 Green Infrastructure Water Balance Design Spreadsheet

The green infrastructure water balance design spreadsheet used for this analysis tracks the volume of water in each part of the system (runoff, infiltration gallery conditions, and groundwater) during each time-step for the infiltration galleries, roof storage, and the remaining pervious area on site. The water balance spreadsheet uses the rainfall, soil characteristics, and drainage areas to calculate the volume of water for each of the following, for every time-step:

Table 2: Design Spreadsheet Parameters

Roof Storage Infiltration Gallery Lawns • Rain water onto roof; • Rain water directly to trench; • Rain water onto lawn;




Roof Storage Infiltration Gallery Lawns • Rain into Ponding; • Beginning of time-step

Ponding Volume; • Ponding Depth; • Volume out of Ponding;

and • Overflow

• Beginning of time-step trench water volume;

• Trench exfiltration; and • Trench underdrain flow

• Unsaturated runoff; • Rain into soil; • Beginning of time-step

soil water volume (initial value is set to field capacity);

• Water from soil to ground water;

• Water that does not exfiltrate;

• Water that stays in the soil;

• Saturated runoff; • Total runoff; and • Evaporation from soil

No initial abstractions or losses other than infiltration were assumed during the analysis of the scenarios. The initial condition of the amended soil water content was set to field capacity to represent a ‘wet start’ for the soil. It is expected that dry soils would have an increased capacity for capture above that shown in this analysis.

The volumes in each portion of the system are summed to give a total volume of water each component sees. For example, the total volume of drain flow for each time step is summed to determine the total volume of drain flow.

6.4.2 Sizing

The post-development conditions assumed the roof of the buildings were directly connected to the infiltration galleries.

The site has a moderately high groundwater table and groundwater is approximately 4 meters (345.15 m ASL) below ground. The soils on site are well draining with an infiltration rates ranging from 35-150 mm/hr.

The site was divided into drainage areas for the calculations:

• Infiltration gallery 1: this area includes the road and sidewalks behind buildings 1 and 2. All runoff will be treated via stormceptor prior to infiltration.

• Infiltration gallery 2: this area includes the proposed building roofs for Buildings 1, 4, and 5 as well the amenity areas and roads. The roads and sidewalks will pass through a stormceptor for treatment prior to infiltration.




• Infiltration gallery 3: this area includes the remaining building roofs (Buildings 2 and 3) and the remaining site roads and sidewalks. The roads and sidewalks will pass through a stormceptor for treatment prior to infiltration.

• Lawns: this is the remaining pervious area on site with no ponding or amended soils.

• Off site: this includes the access road to Poppy Drive and the lawn area behind Building 3.

The inputs for the all the drainage areas, including the LID features, for the water balance can be seen in Table 3. The green infrastructure water balance design spreadsheet can be seen in Appendix C.

Table 3: Summary of Post-Development Design Water Balance Inputs

Parameter Infiltration Gallery 1

Roof Ponding

to Infiltration Gallery 2

Infiltration Gallery 2

Roof Ponding

to Infiltration Gallery 3


Lawn Drainage to

Access

Unit

Impervious Area 1,747 5,865 1,298 4,842 7,020 0 1,502 Sq. m

Pervious Area 0 0 0 0 0 6,680 2,977 Sq. m

Total Area 1,747 5,865 1,298 4,842 7,020 6,680 4,479 Sq. m

Soil Depth n/a n/a n/a n/a n/a 150 150 mm

Soil Exfiltration Rate

23 n/a 20 n/a 22 20 22 mm/hr

Soil Porosity n/a n/a n/a n/a n/a 0.35 0.35

Soil Field Capacity n/a n/a n/a n/a n/a 0.15 0.15

Soil Wilting Point n/a n/a n/a n/a n/a 0.1 0.1

Soil Infiltration Rate

n/a n/a n/a n/a n/a 10 10 mm/hr

Ponding Area n/a 5,865 n/a 4,842 n/a n/a n/a Sq. m

Ponding Depth n/a 163 n/a 163 n/a 51 51 mm

Orifice Diameter n/a 127 n/a 115 n/a n/a n/a mm

Trench Surface Area 281 n/a 525 n/a 917 n/a n/a Sq. m

Trench Depth 500 n/a 2,000 n/a 2,000 n/a n/a mm




Trench Porosity 0.95 n/a 0.35 n/a 0.35 n/a n/a

1 Ponding depth represents depression storage in the pervious areas

6.4.3 Results

The proposed LID measures infiltrate the 25 mm 4-hour water quality event, 2-, 5-, 25-, and 100-year 3-hour Chicago events.

Table 4 summarizes the modelled conditions.

Table 4: Post Development Site Flow and Runoff Volumes

Storm Event Post-Development Conditions Peak Flow (m3/s)3 Runoff Volume (m3)

25 mm1 0.11 72.0 2 year2 0.27 154.3 5 Year2 0.40 280.6 25 Year 2 0.57 490.6 100 Year2 0.72 688.9 Hurricane Hazel 48-Hour 0.14 1,319.9 1 25 mm 4-hour Chicago storm 2 3-hour Chicago storm for Guelph 3 Flow from pervious is retained in depression storage for infiltration

The post-development flows show some runoff occurring. The grassed areas on site have some unsaturated runoff. Unsaturated runoff occurs when the intensity of the storm is higher than the infiltration rate of the grass.

Table 5 shows the water quality and design event infiltration and flow volumes for each area. Drain flow from the infiltration gallery is directed to the bioretention for further infiltration.




Table 5: Event Infiltration Volume (IV) and Runoff Volumes (RV)

Facility 25 mm1

2- year2

5-Year2

25- Year2

100- Year2

Regional Event3

Infiltration Gallery 1 IV (m3) 43.7 59.8 82.5 118.9 152.4 338.6

RV (m3) 0 0 0 0 0 159.3

Roof Ponding to Infiltration Gallery 24 IV (m3) 0 0 0 0 0 0

RV (m3) 146.8 200.9 277.0 399.2 511.6 1,671.5

Infiltration Gallery 2 IV (m3) 179.3 245.3 338.3 487.6 624.9 1,215.1

RV (m3) 0 0 0 0 0 826.4

Roof Ponding to Infiltration Gallery 34 IV (m3) 0 0 0 0 0 0

RV (m3) 121.2 165.8 228.7 329.6 422.4 1380.0

Infiltration Gallery 3 IV (m3) 296.8 406.2 560.2 807.4 1,034.8 2,180.1

RV (m3) 0 0 0 0 0 1,200.6

Lawns IV (m3) 136.9 151.5 164.7 180.9 192.1 1,229.1

RV (m3) 30.2 77.3 150.7 273.8 390.7 674.7

To Access IV (m3) 70.4 76.4 81.6 88.1 92.5 631.3

RV (m3) 41.7 77.0 129.9 216.8 298.2 645.3 1 25 mm 4-hour Chicago storm 2 3-hour Chicago storm for Guelph 3 48-hour Hurricane Hazel 4 Runoff volume directed to infiltration gallery for infiltration

The recommend mitigation measures for the site infiltrate 100% of all storms up to the 100-year event for the proposed impervious areas except for a small area of road that drains towards the access (564 m2), with only this small impervious area and the pervious lawn areas having runoff. the 564 m2 impervious area that drains offsite makes up 7-20% of the total runoff volume and 2% of the total stormwater volume. There is unsaturated runoff from the lawn areas which account for 7-23% of the total stormwater volume. The infiltration of the lawn could be improved by ensuring that the soils are not compacted and providing more depression storage.

The gallery volumes exceed those required for enhanced water quality, providing 1,063 cubic meters of storage. The drain times for the roofs and infiltration galleries can be seen in Table 6.




Table 6: Drain Times (Hours)

Storm Event


Roof Ponding to Infiltration

Gallery 2


Roof Ponding to Infiltration

Gallery 3


25 mm1 7.2 16.0 17.5 16.0 2 year2 9.3 18.0 23.5 18.2 20.2 5 Year2 12.8 21.1 32.1 21.2 27.8 25 Year 2 18.5 25.1 46.5 25.2 40.1 100 Year2 23.7 28.3 59.6 28.5 51.3 Regional Event3 20.8 36.8 68.5 37.2 60.5 1 25 mm 4-hour Chicago storm 2 3-hour Chicago storm for Guelph 3 48-hour Hurricane Hazel 4 Drain time does not include the Storm duration time (48-hours)

6.5 WATER QUALITY AND OVERALL SITE MONTHLY INFILTRATION AND GROUNDWATER WATER BALANCE

As previously noted in Section 3.2, various criteria exist for this site as it relates to water quality. This site is relatively unique in that it offers the following opportunities:

• Soils appropriate for infiltration.

• Moderately high groundwater levels.

As such, this site is a prime candidate to incorporate Low Impact Development (LID) features to achieve the identified stormwater management criteria.

The requirement for providing an MOECC enhanced level of water quality control and meeting infiltration targets (CVC) is easily achieved in the proposed scheme as there is no direct stormwater discharge proposed to the municipal storm system for up to the 100-year event.

All impervious surfaces and pervious surfaces over the proposed underground parking are directed to infiltration. The remaining pervious areas on site flow overland following the contours and depression storage for infiltration. The storage volume provided in the infiltration galleries allows for infiltration of all runoff from the proposed development.

It should be noted that oil-grit separator units or CB Shields are provided to ensure that spill potential (floatables) and sediment will be removed from road runoff prior to infiltration.

An overall site monthly infiltration and groundwater water balance analysis for both existing and proposed development conditions was undertaken to assess the potential reduction in recharge associated with the increase in impervious coverage, and the potential mitigation benefits associated with the proposed “engineered” infiltration practices using the Thornthwaite and Mather methodology. The existing topography and land cover were used to estimate an




infiltration factor based on the approach presented in MOECC Stormwater Management Planning and Design (SWMPD) Manual (2003). Soil moisture capacities (also referred to as water holding capacity) were also obtained from the MOECC SWMPD Manual (2003) for soil types that were adopted based on the surficial geology.

Precipitation and temperature normals for the past 30 years (1981 to 2010) were obtained from the Environment Canada Website for the Guelph Arboretum station, located approximately 15 km west of the Site.

These data were used to determine the saturation vapour pressure (esat) and monthly potential evapotranspiration (PET) using the following formulae (Dingman, 1994):

esat = 6.11exp (17.3T/(T+23.7.3)),

Where T is temperature in degrees Celsius and esat is given in millibars (mb); and

PET=0.409(esat),

Where PET is given in cm.

To determine the actual soil moisture content (Sm) at the end of each month, the following approach was used (Physical Hydrology (Dingman, 1994)):

When precipitation was greater than PET,

Sm=min{[(Precipm-PETm)+Sm-1], Smax}; and

When precipitation was less than PET,

Sm= Sm-1 + (Precipm - PETm).

The actual evapotranspiration (ET) was in turn calculated as follows:

When precipitation was greater than PET,

ETm=PETm; and,

Otherwise,

ETm=Precipm + Sm-1-Sm.

In summary, the analysis indicates that the average annual groundwater recharge rate occurring on the 0.135 ha wetland portion of the site to be 408 mm/year for a total of 551 m3 and the remaining site 3.058 ha of the site to be 408 mm/yr for a total of 12,486 m3. The full 3.2 ha site under predevelopment conditions is approximately 408 mm/year, for a total of 13,037 m3, with this rate dropping to 265 mm/year post-development (total site recharge of 2,542 m3) under an unmitigated post-development condition. To address the projected groundwater recharge deficit, post-development groundwater recharge augmentation has been proposed for the site;




namely, provision of at-source infiltration up to the 100-year event for all impervious and pervious over underground parking areas.

The Thornthwaite and Mather methodology is not set up to consider LID within the calculations and as such, assumptions must be made to include additional infiltration measures within the water balance calculations. The retention volumes proposed within the infiltration galleries are sufficient to detain for infiltration / evapotranspiration the runoff from the proposed rooftop and parking for the 25 mm 4 hour Chicago water quality design event. Within the current analysis, it has been conservatively estimated that 80% of the runoff volume is converted to groundwater recharge (20% is evaporated or otherwise lost to the system), even though it is expected that 100% will infiltrate, showing the proposed development conditions have a predicted recharge surplus of 4,737 m3. The analysis assumes that all the precipitation from December – March is snow and that all the melt happens in April. Due to the assumptions that only 80% of the runoff reaches the infiltration facility, the total recharge in April is less in post-development conditions, than in pre-development; the opposite is true in the summer months, with a surplus of recharge. Consequently, it is reasonable to assume that the pre-development groundwater recharge function of the site will be enhanced under the post-development condition if the above recharge measures are employed at the property.

Table 7: Summary Yearly Groundwater Recharge

Site Assumption Expected Yearly

Groundwater Surplus Volume Post-development with no additional infiltration measures -10,495

Assume 80% of water captured in infiltration galleries and bioretention are infiltrated 4,737

The detailed water balance spreadsheets can be seen in Appendix C.


Erosion and Sediment Control Plan April 18, 2018


7.0 EROSION AND SEDIMENT CONTROL PLAN

The erosion and sediment control (ESC) strategy has been developed to minimize the potential for offsite discharge of sediment and the resultant negative environmental impacts. This plan will focus on the protection of the Hanlon Creek watershed.

7.1 STUDY APPROACH

Erosion Potential Impact

The Greater Golden Horseshoe Area Conservation Authorities’ Erosion and Sediment Control Guideline for Urban Construction (2006) was used to determine the erosion potential of the site. The erosion potential is based on slope gradient, slope length and soil texture and is then used to determine the appropriate erosion control methods.

Site slope gradients for the site can be summarized as gently sloped (0-5%) with an average slope in the order of 2%. The slope lengths are considered long (greater than 30 m). Site soils are comprised primarily of silty sand and gravel to sandy gravelly silt, thus, the erosion potential for the site is considered to be “high”.

7.2 EROSION AND SEDIMENT CONTROL PLAN

The following approach to the ECS onsite has been prepared to minimize the potential impacts associated with onsite erosion and/or offsite transport of sediment to Hanlon Creek and other surrounding lands.

Prior to any grading or servicing works commencing onsite, ESC measures shall be implemented. The proposed erosion and sedimentation controls include the following items:

• Steep slopes (>3:1) shall have erosion blankets

• Light and/or heavy duty silt fencing will be erected on all site boundaries where there is potential for runoff to be discharged offsite, to protect adjacent and downstream lands from migration of sediment in overland flow. The location of this fencing will be adjacent to the limit of grading. Silt fencing should be erected before grading begins to protect adjacent and downstream areas from migration of sediment in overland flow




• Temporary sediment basin will be constructed to provide sediment control for the site. Standards established by the Greater Golden Horseshoe Area Conservation Authorities require 125 m³/ha for dead storage or 185 m³/ha if the L:W ratio is less than 4:1 or the draw down time for active storage is less than 48 hours. Live storage of 125 m³/ha with a minimum 48-hour draw down time and a minimum 4:1 L:W ratio is also required. The sediment control basins are to be inspected regularly and sediment removed when the depth of dead storage is reduced by one-half of the design depth.

• Erosion control berms/swales will be located in appropriate (critical) areas to divert flows to the sediment basins

• A construction entrance feature (“mud mat”) will be provided at all site entrances to minimize the offsite transport of sediment via construction vehicles

• Runoff will be directed to temporary sediment basins via swales to minimize untreated runoff discharged from site

• Swales constructed onsite will have temporary rock check dams to help attenuate flows and encourage deposition of suspended sediment where appropriate

• All disturbed areas where construction is not expected for 30 days shall be re-vegetated with 50 mm of topsoil and hydro-seeded according to OPSS 572

• During construction, all catchbasins are to be sealed until roads are paved to prevent sediment deposition in the batch basin’s sumps and conveyance of silt to the SWMF

• Following completion of construction, defined as 90% house construction, and site stabilization, all erosion and sediment control measures and accumulated sediment are to be removed




The erosion control measures shall be maintained in good repair during the entire construction period, and shall only be removed as contribution drainage areas are restored and stabilized. In addition, the condition of erosion control works, their overall performance, and any repairs, replacement or modifications to the installed item shall be noted in monitoring reports submitted to the Grand River Conservation Authority (GRCA) and the City of Guelph. Monitoring Reports should be submitted bi-monthly (quarterly during periods of inactivity or house construction) and should be based on inspection completed bi-weekly or after any significant rainfall events (>13mm), whichever is more frequent.


Monitoring, Maintenance, and Mitigation Program April 18, 2018


8.0 MONITORING, MAINTENANCE, AND MITIGATION PROGRAM

8.1 STORMWATER MANAGEMENT FACILITY

Monitoring and maintenance activities are an important part of a SWM Plan to ensure the designed features continue to operate as intended. As such, inspections will take place on a seasonal basis to observe any evidence of erosion or malfunctioning of the proposed site facility (3 per year). These inspections will occur following significant rainfall events, and will include inspection of the conditions of the infiltration Galleries and the OGS units to determine cleanout requirements.

The Monitoring Program described above will begin after the infiltration facilities come online and will continue for two years of post-construction monitoring. An annual report will be provided to the City to document ongoing monitoring observations, and a Final Report will be submitted at the end of the monitoring period. The Final Report will include recommendations for future inspection and maintenance requirements for the facility.

In order to monitor the performance of the infiltration facilities, observation ports will be installed to check the water levels.

The proponent will be responsible for the monitoring and inspections for the duration of the Monitoring Program as well as the long-term operation and maintenance of the facility. Long-term monitoring and maintenance should involve annual inspections of the infiltration facilities throughout their life span.


Conclusions and Recommendations April 18, 2018


9.0 CONCLUSIONS AND RECOMMENDATIONS

Based on the preceding report, the following conclusions can be drawn:

• Sanitary service is provided by the municipal system located on Poppy Drive just east of the site access. A flow control pipe and structure has been identified and is to be located within this access to restrict flow a development area that encompassed this site to 23.8 L/s.

• Water service is provided primarily from the existing 400mm watermain on Gordon Street fronting this site with a secondary connection point to the 150mm watermain on Poppy Drive to create a looped system.

• Enhanced (Level 1) water quality control will be provided for the site by a combination of OGS units, and infiltration galleries. Adequate water quality volumes will be provided to meet the MOE water quality requirements associated with infiltration facilities

• The proposed infiltration will infiltrate up to the 100-year event to maintain predevelopment conditions

Based on the findings of the report, the following recommendations are provided:

• The proposed SWM measures provided in this report be constructed as designed

• The ESC measures documented herein be implemented during construction

• The Stormwater Monitoring and Maintenance Program be carried out during and following construction

• The proposed development can be adequately serviced through the connection to the existing services

• Overall site grading will provide for “major” overland flow conveyance to the downstream municipal road allowance, provide adequate cover over municipal services and generally match existing roads and boundary grades

• The servicing and grading have been designed to meet MOE and municipal standards

1

APPENDIX A

Preliminary Servicing and Grading Plan

R R

R

R

R

RR

R

R

ROLL CURB

ROLL CURB

2.1m SIDEWALK

2.1m SIDEWALK

2.1m SIDEWALK

2.1

m S

IDEW

ALK

2.1m SIDEWALK

2.1m

SID

EWAL

K2.

1m S

IDEW

ALK

1.8m SIDEWALK

BUILDING 48 STOREY

(2 STOREY PODIUM)100 Units

BUILDING 52 STOREYAMENITY

BUILDING 114 STOREY


BUILD

ING

38

STO

REY

(2 S

TORE

Y PO

DIU

M)

100

Units

BUILDING 214 STOREY


PRO

POSE

D R

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WID

ENIN

GPR

OPO

SED

RO

AD W

IDEN

ING

R

UG PARKING LIMIT

UG

P

AR

KIN

G LIM

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UG

P

AR

KIN

G LIM

IT

UG

P

AR

KIN

G LIM

IT

R

1.8m

SID

EWAL

K

1.8m SIDEWALK

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910

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Chkd.Dwn. Dsgn. YY.MM.DDFile Name: 161401285C-UG.dwg 16.11.22

TRICAR DEVELOPMENTS INC.

SP17-040-1888 GORDON STREET

Guelph, Ontario

161401285

C-100 1

Copyright ReservedThe Contractor shall verify and be responsible for all dimensions. DO NOT scale the drawing - any errors or omissions shall be reported to

The Copyrights to all designs and drawings are the property of

authorized by Stantec is forbidden.

Stantec without delay.

Stantec. Reproduction or use for any purpose other than that

Legend

Notes

ByRevision Appd. YY.MM.DD1. PER 1ST SUBMISSION CITY COMMENTS JBH CJH 18.04.09

Permit-Seal

Drawing No.

Scale

Revision

Title

Client/Project

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300 Hagey Blvd. Suite 100Waterloo, ON, N2L 0A4

519.579.4410

SERVICING PLAN

161401285

C-100 2 9

PARKINGENTRANCE

DN PARKINGENTRANCE

PARKINGENTRANCE

PARKINGENTRANCE

DN

R R

R

R

R

RR

R

R

ROLL CURB

ROLL CURB

2.1m SIDEWALK

2.1m SIDEWALK

2.1m SIDEWALK

2.1

m S

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ALK

2.1m SIDEWALK

2.1m

SID

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K2.

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ALK

1.8m SIDEWALK

BUILDING 48 STOREY



BUILDING 114 STOREY


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PRO

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PRINCIPAL ENTRANCE

PRINCIPALENTRANCE

PRIN

CIP

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CE

11th FL ROOF

14th FL ROOF

2nd FL ROOF

11th FL ROOF

13th FL ROOF14th FL ROOF

2nd

FL

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F

7th

FL R

OO

F

8th

FL R

OO

F

13th FL ROOF

2nd

FL

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7th

FL R

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1.8m SIDEWALK

2.1m

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P O P P Y D R I V E E A S T

ROLL CURB

PEDESTRIAN

Chkd.Dwn. Dsgn. YY.MM.DDFile Name: 161401285C-GP.dwg 16.11.09

TRICAR DEVELOPMENTS INC.

SP17-040-1888 GORDON STREET

Guelph, Ontario

161401285

C-400 1






Legend

Notes

ByRevision Appd. YY.MM.DD1. PER 1ST SUBMISSION CITY COMMENTS JBH CJH 18.04.09

Permit-Seal

Drawing No.

Scale

Revision

Title

Client/Project

Project No.

Sheet


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GRADING PLAN

161401285

C-400 5 9

2

APPENDIX B

Design Sheets

SUBDIVISION DESIGN PARAMETERS 4.000

AVERAGE DAILY FLOW RESIDENTIAL: 0.0030 L/s/haPER PERSON = 350 l/p/day COMMERCIAL: 1.7000 L/s/Ha

MINIMUM VELOCITY = 0.600 m/s INDUSTRIAL: 1.7000 L/s/HaDATE: n = 0.013 INSTITUTIONAL: 2.5000 L/s/HaDESIGNED BY: FILE NUMBERS: MAX PEAK FAC.= 4.500 INFILTRATION: 0.1500 L/s/HaCHECKED BY: MIN PEAK FAC.= 1.500 RESIDENTIAL HARMON PEAKING FACTOR

LOCATION RESIDENTIAL AREA AND POPULATION COMM INDUST INSTIT C+I+I TOTAL

FROM TO AREA POP. POP. PEAK PEAK AREA ACCU. AREA ACCU. AREA ACCU. PEAK TOTAL ACCU. INFILT. FLOW DIST DIA SLOPE CAP.M.H. M.H. DENSITY AREA POP. FACT. FLOW AREA AREA AREA FLOW AREA AREA FLOW (FULL) (FULL) (ACT.)

(ha) (p/ha) (ha) (L/s) (ha) (ha) (ha) (ha) (ha) (ha) (L/s) (ha) (ha) (L/s) (L/s) (m) (mm) (%) (L/s) (m/s) (m/s)

0

1888 Gordon St 3.19 3.19 0 22.330 0.00 0.00 0.00 0.000 3.19 3.19 0.479 22.809

*based on 7L/s/ha

STREET CUMULATIVE

PIPE

VEL.

INFILTRATIONCJH

September 7, 2017

SANITARY SEWER

DESIGN SHEET161401285

1888 Gordon Street

Stantec Consulting Ltd. 1 of 1 9/7/2017, 1:09 PM, 161401285_SanDesign1.xlsx

3

APPENDIX C

Stormwater Design Calculations

1888 Gordon Street, GuelphStormwater Management Parameters

MOE Water Quality Parameters

Tributary Area (ha) 3.20Tributary Area requiring quality control (ha) 3.20 3.20MOE Quality Control Requirement Level 1Basin Design Infiltration1Quality Control Volume Requirement (m3/ha) 35 35Quality Control Volume Requirement (m3) 112 1122Permanent Pool (m3) -16 -163Extended Detention - Quality Control (m3) 128 128

1 Based on MOE guidelines and overall percent impervious2 Permanent Pool sized for quality control - All but 40 m3/ha of required quality control volume3 Extended Detention sized for quality control - 40 m3/ha

Catchment Number Area (ha) % Imperv (XIMP)Site 3.20 70%

Total Quality Control 3.20 100%Quantity Control 3.20 100%

Total SWMF Site

Date: January 2018Stantec Consulting Ltd. 1614-01285

100-year Input

Impervious area 5865 sq.m Roof area sq.m Paved Area 0 sq.m Impervious area 4842 sq.m Roof area sq.m Roof area sq.m Parking area 938 sq.mRG Area sq.m Pervious Areas 6680 sq.m RG Area 0 sq.m RG Area 0 sq.m Pervious Areas 2977 sq.mDirectly to Tench 1298 sq.m Directly to Tench 7020 sq.m Directly to Tench 1747 sq.m Road 564 sq.m

Total area: 5865 sq.m Total area: 1298 sq.m Total area: 6680 sq.m Total area: 4842 sq.m Total area: 7020 sq.m Total area: 1747 sq.m Total area: 3915 sq.mTrench surf. area: 525 sq.m Trench surf. area: 0 sq.m Trench surf. area: 917 sq.m Trench surf. area: 281 sq.m Trench surf. area: 0 sq.mTrench depth: 2 m Trench depth: 0 m Trench depth: 2 m Trench depth: 0.5 m Trench depth: 0 3Trench porosity: 0.35 Trench porosity: 0.35 Trench porosity: 0.35 Trench porosity: 0.95 Trench porosity: 0.35Trench full: 367.5 cu.m Trench full: 0 cu.m Trench full: 641.9 cu.m Trench full: 133.475 cu.m Trench full: 0 cu.mTrench initial vol: 0 cu.m Trench initial vol: 0 cu.m Trench initial vol: 0 cu.m Trench initial vol: 0 cu.m Trench initial vol: 0 cu.mSubsoil exfil. rate: 20 mm/hr Subsoil exfil. rate: 20 mm/hr Subsoil exfil. rate: 22 mm/hr Subsoil exfil. rate: 23 mm/hr Subsoil exfil. rate: 22 mm/hrSoil depth: mm Soil depth: 150 mm Soil depth: mm Soil depth: mm Soil depth: 150 mmSoil porosity: Soil porosity: 0.35 Soil porosity: Soil porosity: Soil porosity: 0.35Soil field cap: Soil field cap: 0.15 Soil field cap: Soil field cap: Soil field cap: 0.15Soil wilt point: Soil wilt point: 0.1 Soil wilt point: Soil wilt point: Soil wilt point: 0.1Soil infil. rate mm/hr Soil infil. rate 10 mm/hr Soil infil. rate mm/hr Soil infil. rate mm/hr Soil infil. rate 10 mm/hrSoil wilt point vol: cu.m Soil wilt point vol: 100.2 cu.m Soil wilt point vol: cu.m Soil wilt point vol: cu.m Soil wilt point vol: 44.7 cu.m

depth of rain 0.087 Soil porosity vol: cu.m Soil porosity vol: 350.7 cu.m depth of rain 0.087 Soil porosity vol: cu.m Soil porosity vol: cu.m Soil porosity vol: 156.3 cu.mRain Volume 511.6 Soil field cap vol: cu.m Soil field cap vol: 150.3 cu.m Rain Volume 422.4 Soil field cap vol: cu.m Soil field cap vol: cu.m Soil field cap vol: 67.0 cu.mP volume 956.0 Soil initial vol: cu.m Soil initial vol: 150.3 cu.m P volume 789.2 Soil initial vol: cu.m Soil initial vol: cu.m Soil initial vol: 67.0 cu.mPonding 0.163 m Ponding m Ponding 0.0050 m Ponding 0.163 m Ponding m Ponding m Ponding 0.0050 mOrifice 127.00 mm I/P 2.5 I/P 0.0 Orifice 115.00 mm I/P 7.7 I/P 6.2 I/P 0.3

Safety Factor 0.2 Safety Factor 0.2 Safety Factor 0.2Area with SF 630 Area with SF 1100 Area with SF 337

Infiltration Gallery 3 Infiltration Gallery 1Infiltration Gallery 2Roof Ponding (buildings 1+5) Lawn Areas Roof Ponding (Buildings 2+3+4) External Areas

Stantec Consulting March 2018 L:\01614\active\161401285 - Brock Road, Guelph\design\analysis\SWM\20180105_161401285_1888Gordon_100Yr_CVC.xlsxoriginal

100-year Output

Summary Roof (1+5+4) IG 2 Lawn Roof (2+3) IG 3 IG 1 Ex TotalTotal evaporation 0.0 0.0 0.0 0.0 0.0 0.0Total exfiltration 624.9 192.1 1034.8 152.4 92.5 2096.7Total drainflow 511.6 0.0 0.0 422.4 0.0 0.0 0.0 0.0 *drainflow for roof and RG redirected to Trench for exfiltrationTotal runoff 0.0 0.0 390.7 0.0 0.0 0.0 298.2 688.9Total Reused

Sum 511.6 624.9 582.7 422.4 1034.8 152.4 390.7 2785.6Total rainfall 511.6 624.9 582.7 422.4 1034.8 152.4 390.7 2785.6% Treated 100% 100% 33% 100% 100% 100% 24% 75%% untreated 0% 0% 67% 0% 0% 0% 76% 25%% Captured 0% 100% 33% 0% 100% 100% 24% 75%EIA 100% 0% 67% 100% 0% 0% 76% 25%

Peak Flow= 0.72 cmsrunoff Volume= 688.9 c.m.


100-year Sample Calculation

Month # Month Days Monthly Evap (mm) 22,274 Impervious area 5865 sq.m Roof area sq.m Paved Area 0 sq.m Impervious area 4842 sq.m Roof area sq.m Roof area sq.m Parking area 938 sq.m1 Jan 31 70% RG Area sq.m Pervious Areas 6680 sq.m RG Area 0 sq.m RG Area 0 sq.m Pervious Areas 2977 sq.m2 Feb 28 Directly to Tench 1298 sq.m Directly to Tench 7020 sq.m Directly to Tench 1747 sq.m Road 564 sq.m Summary Roof (1+5+4) IG 2 Lawn Roof (2+3) IG 3 IG 1 Ex Total3 Mar 31 31931 Total area: 5865 sq.m Total area: 1298 sq.m Total area: 6680 sq.m Total area: 4842 sq.m Total area: 7020 sq.m Total area: 1747 sq.m Total area: 3915 sq.m Total evaporation 0.0 0.0 0.0 0.0 0.0 0.04 Apr 30 Trench surf. area: 525 sq.m Trench surf. area: 0 sq.m Trench surf. area: 917 sq.m Trench surf. area: 281 sq.m Trench surf. area: 0 sq.m Total exfiltration 624.9 192.1 1034.8 152.4 92.5 2096.75 May 31 Trench depth: 2 m Trench depth: 0 m Trench depth: 2 m Trench depth: 0.5 m Trench depth: 0 3 Total drainflow 511.6 0.0 0.0 422.4 0.0 0.0 0.0 0.0 *drainflow for roof and RG redirected to Trench for exfiltration6 Jun 30 Trench porosity: 0.35 Trench porosity: 0.35 Trench porosity: 0.35 Trench porosity: 0.95 Trench porosity: 0.35 Total runoff 0.0 0.0 390.7 0.0 0.0 0.0 298.2 688.97 Jul 31 Trench full: 367.5 cu.m Trench full: 0 cu.m Trench full: 641.9 cu.m Trench full: 133.475 cu.m Trench full: 0 cu.m Total Reused8 Aug 31 Trench initial vol: 0 cu.m Trench initial vol: 0 cu.m Trench initial vol: 0 cu.m Trench initial vol: 0 cu.m Trench initial vol: 0 cu.m9 Sep 30 Subsoil exfil. rate: 20 mm/hr Subsoil exfil. rate: 20 mm/hr Subsoil exfil. rate: 22 mm/hr Subsoil exfil. rate: 23 mm/hr Subsoil exfil. rate: 22 mm/hr Sum 511.6 624.9 582.7 422.4 1034.8 152.4 390.7 2785.6

10 Oct 31 Soil depth: mm Soil depth: 150 mm Soil depth: mm Soil depth: mm Soil depth: 150 mm Total rainfall 511.6 624.9 582.7 422.4 1034.8 152.4 390.7 2785.611 Nov 30 Soil porosity: Soil porosity: 0.35 Soil porosity: Soil porosity: Soil porosity: 0.35 % Treated 100% 100% 33% 100% 100% 100% 24% 75%12 Dec 31 Soil field cap: Soil field cap: 0.15 Soil field cap: Soil field cap: Soil field cap: 0.15 % untreated 0% 0% 67% 0% 0% 0% 76% 25%

Soil wilt point: Soil wilt point: 0.1 Soil wilt point: Soil wilt point: Soil wilt point: 0.1 % Captured 0% 100% 33% 0% 100% 100% 24% 75%Soil infil. rate mm/hr Soil infil. rate 10 mm/hr Soil infil. rate mm/hr Soil infil. rate mm/hr Soil infil. rate 10 mm/hr EIA 100% 0% 67% 100% 0% 0% 76% 25%Soil wilt point vol: cu.m Soil wilt point vol: 100.2 cu.m Soil wilt point vol: cu.m Soil wilt point vol: cu.m Soil wilt point vol: 44.7 cu.m

depth of rain 0.087 Soil porosity vol: cu.m Soil porosity vol: 350.7 cu.m depth of rain 0.087 Soil porosity vol: cu.m Soil porosity vol: cu.m Soil porosity vol: 156.3 cu.m Peak Flow= 0.72 cmsRain Volume 511.6 Soil field cap vol: cu.m Soil field cap vol: 150.3 cu.m Rain Volume 422.4 Soil field cap vol: cu.m Soil field cap vol: cu.m Soil field cap vol: 67.0 cu.m runoff Volume= 688.9 c.m.P volume 956.0 Soil initial vol: cu.m Soil initial vol: 150.3 cu.m P volume 789.2 Soil initial vol: cu.m Soil initial vol: cu.m Soil initial vol: 67.0 cu.mPonding 0.163 m Ponding m Ponding 0.0050 m Ponding 0.163 m Ponding m Ponding m Ponding 0.0050 mOrifice 127.00 mm I/P 2.5 I/P 0.0 Orifice 115.00 mm I/P 7.7 I/P 6.2 I/P 0.3

Safety Factor 0.2 Safety Factor 0.2 Safety Factor 0.2Area with SF 630 Area with SF 1100 Area with SF 337

0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 150.30000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 66.98250 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000

117.1 117.1 443.4 0.076 2.9 0.0 0.0 28.1 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 366.8 0.9 0.00 0.0 133.4 127.8 33.4 4.8 127.8 5.6 150.3 5.6 0.0 0.0 0.0 127.8 0.0 96.7 96.7 366.3 0.076 2.4 0.0 0.0 142.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 641.3 1.7 0.00 0.0 0.0 34.9 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 133.1 0.5 0.00 0.0 78.2 75.7 14.9 2.5 75.7 2.5 67.0 2.5 0.0 0.0 0.0 75.7 0.0 11.30.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 150.3 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 67.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

All in cubic metres All in cubic metres All in cubic metres Saturated All in cubic metres All in cubic metres All in cubic metres All in cubic metres Saturated All in cubic metresBeginning Depth Beginning Beginning Beginning Beginning beginning Water that beginning Total Beginning Depth Beginning Beginning Beginning Beginning Beginning Beginning Beginning beginning Water that beginning Total

Rain Water Rain into Ponding Vol Ponding out Overflow Rain Water Rain Water Rain into Ponding Vol out Unsaturated Rain into Soil Water Water from Soi Water that Trench Water Trench Underdrain Rain Water Rain into Ponding Vol out Unsaturated Rain into Soil Water Water from Soil does not Water that water to Runoff Rain Water Rain into Ponding Vol Ponding out Overflow Rain Water Rain Water Rain into Ponding Vol out Unsaturated Rain into Soil Water Water from SoWater thatTrench Water Trench Underdrain Rain Water Rain Water Rain into Ponding Vol out Unsaturated Rain into Soil Water Water from Soil Water that Trench Water Trench Underdrain Rain Water Rain into Ponding Vol out Unsaturated Rain into Soil Water Water from Soi does not Water that water to Runoff RoadKitchener onto roof Ponding ponding into Swale Directly to trench Ponding ponding Runoff Soil Volume to Trench Stays in Soil Volume Exfiltration Drainflow Evaporation onto pervious Ponding ponding Runoff Soil Volume to GW exfiltrate Stays in Soil Ponding Evaporation onto roof Ponding ponding into Swale irectly to tren Ponding ponding Runoff Soil Volume to Trench Stays in So Volume Exfiltration DrainflowEvaporatio into Swale Directly to trench Ponding ponding Runoff Soil Volume to Trench Stays in Soil Volume Exfiltration Drainflow Evaporation onto pervious Ponding ponding Runoff Soil Volume to GW exfiltrate Stays in Soil Ponding Evaporation Runoff

Month 30/06/1964 23:55 Precip (mm) ETO 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 150.30000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 66.98250 0.00000 0.00000 0.00000 0.00000 0.00000 0.000007 01/07/1964 00:00 0.35 0.000 2.03281 2.03281 0.00000 0.00035 0.19440 0.00000 0.00000 0.64429 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.64429 0.00000 0.00000 2.31529 0.00000 0.00000 0.00000 0.00000 2.31529 150.30000 2.31529 0.00000 0.00000 0.00000 0.00000 0.00000 1.67824 1.67824 0.00000 0.00035 0.15940 0.00000 0.00000 2.59253 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 1.68117 0.00000 0.00000 0.00000 0.60551 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.53858 0.00000 0.00000 1.35694 0.00000 0.00000 0.00000 0.00000 1.35694 66.98250 1.35694 0.00000 0.00000 0.00000 0.00000 0.00000 0.195487 01/07/1964 00:05 0.39 0.000 2.29672 2.29672 1.83841 0.00071 0.27726 0.00000 0.00000 0.78556 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.78556 0.00000 0.00000 2.61587 0.00000 0.00000 0.00000 0.00000 2.61587 150.30000 2.61587 0.00000 0.00000 0.00000 0.00000 0.00000 1.89612 1.89612 1.51884 0.00071 0.22738 0.00000 0.00000 2.97639 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.91136 1.68117 0.00000 0.00000 0.00000 0.68412 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.06693 0.53858 0.00000 0.00000 1.53310 0.00000 0.00000 0.00000 0.00000 1.53310 66.98250 1.53310 0.00000 0.00000 0.00000 0.00000 0.00000 0.220867 01/07/1964 00:10 0.45 0.000 2.62306 2.62306 3.85787 0.00111 0.34711 0.00000 0.00000 0.92763 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.87500 0.00000 0.00000 2.98756 0.00000 0.00000 0.00000 0.00000 2.98756 150.30000 2.98756 0.00000 0.00000 0.00000 0.00000 0.00000 2.16554 2.16554 3.18758 0.00111 0.28468 0.00000 0.00000 3.42431 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 2.20659 1.68117 0.00000 0.00000 0.00000 0.78133 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.21246 0.53858 0.00000 0.00000 1.75094 0.00000 0.00000 0.00000 0.00000 1.75094 66.98250 1.75094 0.00000 0.00000 0.00000 0.00000 0.00000 0.252247 01/07/1964 00:15 0.52 0.000 3.03403 3.03403 6.13382 0.00156 0.41284 0.00000 0.00000 1.08431 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.05263 0.87500 0.00000 0.00000 3.45564 0.00000 0.00000 0.00000 0.00000 3.45564 150.30000 3.45564 0.00000 0.00000 0.00000 0.00000 0.00000 2.50482 2.50482 5.06843 0.00156 0.33861 0.00000 0.00000 3.97014 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3.94973 1.68117 0.00000 0.00000 0.00000 0.90374 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.45521 0.53858 0.00000 0.00000 2.02528 0.00000 0.00000 0.00000 0.00000 2.02528 66.98250 2.02528 0.00000 0.00000 0.00000 0.00000 0.00000 0.291767 01/07/1964 00:20 0.61 0.000 3.56295 3.56295 8.75501 0.00210 0.47854 0.00000 0.00000 1.26707 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.26194 0.87500 0.00000 0.00000 4.05806 0.00000 0.00000 0.00000 0.00000 4.05806 150.30000 4.05806 0.00000 0.00000 0.00000 0.00000 0.00000 2.94149 2.94149 7.23464 0.00210 0.39251 0.00000 0.00000 4.65712 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 6.23870 1.68117 0.00000 0.00000 0.00000 1.06129 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.82037 0.53858 0.00000 0.00000 2.37834 0.00000 0.00000 0.00000 0.00000 2.37834 66.98250 2.37834 0.00000 0.00000 0.00000 0.00000 0.00000 0.342637 01/07/1964 00:25 0.73 0.000 4.26157 4.26157 11.83943 0.00275 0.54711 0.00000 0.00000 1.49025 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.65400 0.87500 0.00000 0.00000 4.85375 0.00000 0.00000 0.00000 0.00000 4.85375 150.30000 4.85375 0.00000 0.00000 0.00000 0.00000 0.00000 3.51825 3.51825 9.78362 0.00275 0.44876 0.00000 0.00000 5.54956 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9.21465 1.68117 0.00000 0.00000 0.00000 1.26939 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 1.34308 0.53858 0.00000 0.00000 2.84468 0.36384 0.00000 0.00000 0.00000 2.48083 66.98250 2.48083 0.00000 0.00000 0.00000 0.00000 0.00000 0.409817 01/07/1964 00:30 0.89 0.000 5.21409 5.21409 15.55389 0.00354 0.62136 0.00000 0.00000 1.77531 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 1.26925 0.87500 0.00000 0.00000 5.93864 0.37198 0.00000 0.00000 0.00000 5.56667 150.30000 5.56667 0.00000 0.00000 0.00000 0.00000 0.00000 4.30463 4.30463 12.85311 0.00354 0.50967 0.00000 0.00000 6.75058 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 13.08304 1.68117 0.00000 0.00000 0.00000 1.55312 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 2.07388 0.53858 0.00000 0.00000 3.48051 0.99967 0.36384 0.00000 0.00000 2.48083 66.98250 2.48083 0.00000 0.00000 0.00000 0.00000 0.00000 0.501417 01/07/1964 00:35 1.12 0.000 6.56545 6.56545 20.14662 0.00455 0.70469 0.00000 0.00000 2.15771 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 2.16956 0.87500 0.00000 0.00000 7.47779 1.91112 0.37198 0.00000 0.00000 5.56667 150.30000 5.56667 0.00000 0.00000 0.00000 0.00000 0.00000 5.42028 5.42028 16.64807 0.00456 0.57802 0.00000 0.00000 8.43641 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 18.15245 1.68117 0.00000 0.00000 0.00000 1.95564 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3.08841 0.53858 0.00000 0.00000 4.38257 1.90173 1.36352 0.00000 0.00000 2.48083 66.98250 2.48083 0.00000 0.00000 0.00000 0.00000 0.00000 0.631367 01/07/1964 00:40 1.46 0.000 8.58315 8.58315 26.00738 0.00590 0.80191 0.00000 0.00000 2.70147 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 3.45227 0.87500 0.00000 0.00000 9.77587 4.20920 2.28310 0.00000 0.00000 5.56667 150.30000 5.56667 0.00000 0.00000 0.00000 0.00000 0.00000 7.08604 7.08604 21.49033 0.00590 0.65775 0.00000 0.00000 10.93119 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 24.90770 1.68117 0.00000 0.00000 0.00000 2.55665 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 4.50547 0.53858 0.00000 0.00000 5.72942 3.24859 3.26525 0.00000 0.00000 2.48083 66.98250 2.48083 0.00000 0.00000 0.00000 0.00000 0.00000 0.825397 01/07/1964 00:45 2.01 0.000 11.80889 11.80889 33.78862 0.00777 0.92070 0.00000 0.00000 3.53416 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 5.27874 0.87500 0.00000 0.00000 13.44986 7.88319 6.49230 0.00000 0.00000 5.56667 150.30000 5.56667 0.00000 0.00000 0.00000 0.00000 0.00000 9.74913 9.74913 27.91862 0.00778 0.75516 0.00000 0.00000 14.88960 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 34.15772 1.68117 0.00000 0.00000 0.00000 3.51750 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 6.52354 0.53858 0.00000 0.00000 7.88266 5.40183 6.51384 0.00000 0.00000 2.48083 66.98250 2.48083 0.00000 0.00000 0.00000 0.00000 0.00000 1.135597 01/07/1964 00:50 2.98 0.000 17.48737 17.48737 44.67682 0.01060 1.07502 0.00000 0.00000 4.94520 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 7.93790 0.87500 0.00000 0.00000 19.91742 14.35075 14.37549 0.00000 0.00000 5.56667 150.30000 5.56667 0.00000 0.00000 0.00000 0.00000 0.00000 14.43715 14.43715 36.91259 0.01061 0.88171 0.00000 0.00000 21.81289 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 47.36615 1.68117 0.00000 0.00000 0.00000 5.20894 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 9.50246 0.53858 0.00000 0.00000 11.67316 9.19232 11.91567 0.00000 6.22299 2.48083 66.98250 2.48083 0.00000 0.00000 0.00000 6.22299 0.00000 1.681657 01/07/1964 00:55 4.96 0.000 29.06362 29.06362 61.08917 0.01537 1.29460 0.00000 0.00000 7.72676 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 12.00810 0.87500 0.00000 0.00000 33.10229 27.53563 28.72624 0.00000 22.86187 5.56667 150.30000 5.56667 0.00000 0.00000 0.00000 22.86187 0.00000 23.99421 23.99421 50.46802 0.01538 1.06176 0.00000 0.00000 35.84890 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 67.49787 1.68117 0.00000 0.00000 0.00000 8.65714 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 14.17282 0.53858 0.00000 0.00000 19.40052 16.91969 14.88500 0.00000 16.91969 2.48083 66.98250 2.48083 0.00000 0.00000 0.00000 16.91969 0.00000 2.794867 01/07/1964 01:00 10.15 0.000 59.51880 59.51880 88.85818 0.02530 1.66085 0.00000 0.00000 14.83313 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 18.85986 0.87500 0.00000 0.00000 67.78953 62.22286 33.40000 0.00000 62.22286 5.56667 150.30000 5.56667 0.00000 0.00000 0.00000 62.22286 0.00000 49.13726 49.13726 73.40047 0.02531 1.36205 0.00000 0.00000 72.60194 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 101.66560 1.68117 0.00000 0.00000 0.00000 17.72879 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 22.29138 0.53858 0.00000 0.00000 39.72994 37.24911 14.88500 0.00000 37.24911 2.48083 66.98250 2.48083 0.00000 0.00000 0.00000 37.24911 0.00000 5.723557 01/07/1964 01:05 19.97 0.000 117.12884 117.12884 146.71613 0.04499 2.21473 0.00000 0.00000 28.13685 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 32.81799 0.87500 0.00000 0.00000 133.40506 127.83839 33.40000 0.00000 127.83839 5.56667 150.30000 5.56667 0.00000 0.00000 0.00000 127.83839 0.00000 96.69869 96.69869 121.17569 0.04500 1.81618 0.00000 0.00000 142.01132 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 172.58638 1.68117 0.00000 0.00000 0.00000 34.88902 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 39.48158 0.53858 0.00000 0.00000 78.18575 75.70491 14.88500 0.00000 75.70491 2.48083 66.98250 2.48083 0.00000 0.00000 0.00000 75.70491 0.00000 11.263547 01/07/1964 01:10 11.48 0.000 67.31280 67.31280 261.63024 0.05609 2.47290 0.00000 0.00000 17.37009 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 60.07984 0.87500 0.00000 0.00000 76.66658 71.09992 33.40000 0.00000 71.09992 5.56667 150.30000 5.56667 0.00000 0.00000 0.00000 71.09992 0.00000 55.57180 55.57180 216.05820 0.05610 2.02790 0.00000 0.00000 82.59667 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 312.91653 1.68117 0.00000 0.00000 0.00000 20.05038 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 73.83202 0.53858 0.00000 0.00000 44.93259 42.45175 14.88500 0.00000 42.45175 2.48083 66.98250 2.48083 0.00000 0.00000 0.00000 42.45175 0.00000 6.473057 01/07/1964 01:15 6.72 0.000 39.43294 39.43294 326.47014 0.06239 2.60813 0.00000 0.00000 11.33515 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 76.57493 0.87500 0.00000 0.00000 44.91254 39.34587 33.40000 0.00000 39.34587 5.56667 150.30000 5.56667 0.00000 0.00000 0.00000 39.34587 0.00000 32.55487 32.55487 269.60210 0.06240 2.13881 0.00000 0.00000 49.33732 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 393.83203 1.68117 0.00000 0.00000 0.00000 11.74584 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 93.34381 0.53858 0.00000 0.00000 26.32224 23.84141 14.88500 0.00000 23.84141 2.48083 66.98250 2.48083 0.00000 0.00000 0.00000 23.84141 0.00000 3.792027 01/07/1964 01:20 4.45 0.000 26.12786 26.12786 363.29494 0.06640 2.69065 0.00000 0.00000 8.47309 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 87.03508 0.87500 0.00000 0.00000 29.75859 24.19192 33.40000 0.00000 24.19192 5.56667 150.30000 5.56667 0.00000 0.00000 0.00000 24.19192 0.00000 21.57052 21.57052 300.01815 0.06642 2.20652 0.00000 0.00000 33.47976 0.00000 0.00000 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0.00000 0.00000 0.00000 0.00000 0.00000 0.000007 01/07/1964 03:55 0 0.00000 0.00000 407.20469 0.06943 2.75140 0.00000 0.00000 2.75140 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 176.87146 0.87500 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 150.30000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 336.73061 0.06954 2.25787 0.00000 0.00000 2.25787 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 619.06376 1.68117 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 127.09020 0.53858 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 66.98250 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.000007 01/07/1964 04:00 0 0.00000 0.00000 404.45329 0.06896 2.74209 0.00000 0.00000 2.74209 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 178.74785 0.87500 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 150.30000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 334.47274 0.06908 2.25028 0.00000 0.00000 2.25028 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 619.64045 1.68117 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 126.55161 0.53858 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 66.98250 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.000007 01/07/1964 04:05 0 0.00000 0.00000 401.71121 0.06849 2.73278 0.00000 0.00000 2.73278 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 180.61494 0.87500 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 150.30000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 332.22246 0.06861 2.24270 0.00000 0.00000 2.24270 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 620.20957 1.68117 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 126.01303 0.53858 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 66.98250 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000

Infiltration Gallery 3 Infiltration Gallery 1

Roof Ponding (Buildings 2+3+4)

Infiltration Gallery 2Roof Ponding (buildings 1+5) Lawn Areas Roof Ponding (Buildings 2+3+4)

Roof Ponding (buildings 1+5)

External Areas

External AreasInfiltration Gallery 3 Infiltration Gallery 1Infiltration Gallery 2 Lawn Areas


MONTHLY WATER BALANCE

Update cells with red text. See cell comments for additional notes.

Monthly Water Balance Analysis - Groundwater Recharge1888 Gordon Road

Pre DevelopmentWetland Area Land Cover Descriptions

Land Description Factors Site Site Silt, Sand, Gravel, Pasture/Shrub, rollingTopography Infiltration factor set to 1.0 as depression does not experience runoff

SoilsCover

Sum (Infiltration Factor) 1Soil Moisture Capacity (mm) 150 Check

Percentage of Total Site Area 100% 100% OKTotal Site Area (ha) 0.135

Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Year CommentClimate Data (Data from Waterloo Wellington Airport - Climate Normals from 1981-2010)

Average Daily Temperature (°C) -6.5 -5.5 -1.0 6.2 12.5 17.6 20.0 18.9 14.5 8.2 2.5 -3.3 Daily average temperature in each month

Precipitation (mm) 65.2 54.9 61.0 74.5 82.3 82.4 98.6 83.9 87.8 67.4 87.4 71.2 916.6Evapotranspiration Analysis

Saturation Vapour Pressure (mb) 3.75 4.05 5.68 9.49 14.52 20.17 23.45 21.89 16.55 10.89 7.32 4.79PET (Malstrom, 1969) (mm/month) 0.00 0.00 0.00 38.82 59.39 82.51 95.89 89.54 67.67 44.54 29.93 0.00 508.3

Precipitation - PET (mm) 65.20 54.90 61.00 35.68 22.91 -0.11 2.71 -5.64 20.13 22.86 57.47 71.20Weighted Soil Storage Capacity (mm) 150.00 150.00 150.00 150.00 150.00 150.00 150.00 150.00 150.00 150.00 150.00 150.00

Actual Soil Moisture (mm) 150.00 150.00 150.00 150.00 150.00 149.89 150.00 144.36 150.00 150.00 150.00 150.00 Assume April soil moisture is at max capacity (saturated)

Change in Soil Moisture (mm) 0.00 0.00 0.00 0.00 0.00 -0.11 0.11 -5.64 5.64 0.00 0.00 0.00Actual Evapotranspiration (mm) 0.00 0.00 0.00 38.82 59.39 82.51 95.89 89.54 67.67 44.54 29.93 0.00 508.3

Recharge/Runoff AnalysisSurplus 65.2 54.9 61.0 35.7 22.9 0.0 2.6 0.0 14.5 22.9 57.5 71.2 408.3Deficit 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0

Weighted Infiltration Factor 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 1.000 Based on MOE SWM Manual (2003)

Runoff (mm) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.0 Assume no runoff in sub-zero months

Recharge (mm) 0.00 0.00 0.00 287.98 22.91 0.00 2.59 0.00 14.48 22.86 57.47 0.00 408.3Balance Check (should equal zero) 0 Balance Check (should equal zero)

Volume-Based Balance (m3) Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec YearPrecipitation 88 74 82 101 111 111 133 113 119 91 118 96 1,237

Evapotranspiration 0 0 0 52 80 111 129 121 91 60 40 0 686Runoff 0 0 0 0 0 0 0 0 0 0 0 0 0

Groundwater Recharge 0 0 0 389 31 0 4 0 20 31 78 0 551Total Groundwater Recharge 0 0 0 389 31 0 4 0 20 31 78 0 551

Remainder of Site Land Cover DescriptionsLand Description Factors Site Site Silt, Sand, Gravel, Pasture/Shrub, rolling

Topography Soils

CoverSum (Infiltration Factor) 1 GRCA modelling shows 0 RNF for this Site

Soil Moisture Capacity (mm) 150 CheckPercentage of Total Site Area 100% 100% OK

Total Site Area (ha) 3.058












Volume-Based Balance (m3) Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec YearPrecipitation 1,994 1,679 1,865 2,278 2,517 2,520 3,015 2,566 2,685 2,061 2,673 2,177 28,031

Evapotranspiration 0 0 0 1,187 1,816 2,523 2,932 2,738 2,070 1,362 915 0 15,544Runoff 0 0 0 0 0 0 0 0 0 0 0 0 0

Groundwater Recharge 0 0 0 8,807 701 0 79 0 443 699 1,758 0 12,486Total Groundwater Recharge 0 0 0 8,807 701 0 79 0 443 699 1,758 0 12,486

Total Predevelopment ResultsVolume-Based Balance (m3) Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Year

Precipitation 2,082 1,753 1,948 2,379 2,628 2,631 3,148 2,679 2,804 2,152 2,791 2,273 29,268Evapotranspiration 0 0 0 1,240 1,896 2,635 3,062 2,859 2,161 1,422 956 0 16,231

Runoff 0 0 0 0 0 0 0 0 0 0 0 0 0Groundwater Recharge 0 0 0 9,195 731 0 83 0 463 730 1,835 0 13,037 408

Total Groundwater Recharge 0 0 0 9,195 731 0 83 0 463 730 1,835 0 13,037

Post DevelopmentLand Cover Descriptions

Land Description Factors Site Impervious Site Silt, Sand, Gravel, lawn, rollingTopography 0.2 -

Soils 0.4 -Cover 0.05 -

Sum (Infiltration Factor) 0.65 -Soil Moisture Capacity (mm) 75 - Check

Percentage of Total Site Area 30% 70% 100% OKTotal Site Area (ha) 3.2












Volume-Based Balance (m3) Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec YearPrecipitation 2,082 1,753 1,948 2,379 2,628 2,631 3,148 2,679 2,804 2,152 2,791 2,273 29,268

Evapotranspiration 0 0 0 372 569 790 919 858 648 427 287 0 4,869Runoff 0 0 0 966 77 0 9 0 49 77 193 0 1,369

Impervious Runoff 0 0 0 7,305 1,840 1,842 2,204 1,875 1,962 1,507 1,954 0 20,488Total Runoff 0 0 0 8,270 1,916 1,842 2,213 1,875 2,011 1,583 2,146 0 21,856

Groundwater Recharge from Pervious Areas 0 0 0 1,793 143 0 16 0 90 142 358 0 2,542 10,495Balance Check (should equal zero) 0

Infiltration Augmentation - All Impervious Areas- 20,772 square meters to infiltration, assume 80% infiltratesRooftop Runoff to Infiltration Trenches 0 0 0 5,431 1,368 1,369 1,638 1,394 1,459 1,120 1,452 0 15,232

Final Groundwater Recharge 0 0 0 7,224 1,510 1,369 1,655 1,394 1,549 1,262 1,810 0 17,774Final Recharge Surplus 0 0 0 -1,972 779 1,369 1,572 1,394 1,087 532 -25 0 4,737

March 2018Stantec Consulting Ltd. L:\01614\active\161401285 - Brock Road, Guelph\design\analysis\SWM\20170905-Monthly_Water_Balance-BrockRd_No Runoff.xlsxSiteInfil

March 2018Stantec Consulting Ltd. L:\01614\active\161401285 - Brock Road, Guelph\design\analysis\SWM\20170905-Monthly_Water_Balance-BrockRd_No Runoff.xlsxChart (Infil)All

0

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Monthly Water Balance - Groundwater Recharge (Site)1614-01285- 1888 Gordon Road Guelph

Pre Development

Wetland Area

Pre-development Remainder of Site

Post Development

2

APPENDIX D Comment Response Memos

Memo

bb v:\01614\active\161401285 - brock road, guelph\planning\correspondence\31 planning correspondence\staff comments march 2018\engineer

reposnse\response to engineering.docx

To: Michael Witmer From: Chris Hendriksen

City of Guelph Stantec - London

File: 161401285 Date: March 23, 2018

Reference: 1888 Gordon Street - Engineering Services Response

This memo will serve as a response to the Engineering Services comments of March 16th, 2018. We believe we have addressed all of the comments as indicated below (Stantec response in green to the City comment)

Hydrogeological Assessment

The permeameter testing as requested has been completed and the results of the tests have been included in the design of the infiltration galleries. The only outstanding issue is the confirmation of the seasonal high groundwater table on the site in order to ensure adequate separation from the proposed galleries and building basements. Please refer to Cole Engineering’s comments in their peer review letter dated February 9, 2018.

The site design has been revised to provide 1m separation from the base of all galleries to the high groundwater level. The March 2 submission in our response to the Cole engineering comments addresses this. Attached is the response memo from that submission for reference and additional detail on how this was addressed.

Engineering staff support the request from Cole Engineering for a groundwater mounding analysis and identification of any resulting impacts to ecological or building foundation design.

The groundwater mounding calculations are provided in the March 2 submission of the updated hydrogeological report, it is also addressed further in the attached response to Cole engineering.

Functional Servicing Report (FSR):

Drainage from the internal roads and parking areas are still proposed only to be treated by an oil-grit separator (OGS) prior to discharge to the onsite infiltration gallery. As previously identified, a treatment train approach will be necessary to provide the enhanced level of water quality needed from these areas. The City of Guelph’s Development Engineering Manual (DEM) states that OGS units operating alone will be considered as capable of achieving a TSS removal efficiency of 50% - please refer to section 5.7 of the manual. Low impact design initiatives such as bioretention cells, enhanced grass swales, bioswales in addition to the mechanical separators (oil grit separators) should be considered for integration into the onsite stormwater management design.

Attached is a memo dated March 1, which was part of the March 2 submission addressing the Cole Engineering comments related to the stormwater management/Functional Servicing Report update which also addresses some of these concerns. In addition to oil/grit separators, CB shields are currently proposed in the catch basins for another level of treatment (treatment train approach). We will consider more LID options during detailed design, as part of the next site plan submission for this project.

Take into consideration the exceedance of the 72 hour drawn down period from the rooftop as identified by Cole Engineering. Revise accordingly.

This comment has been addressed with the March 2 submission responding to the Cole Engineering review. Please see attached memo and comment 3.2.2 for our response.

March 23, 2018 Michael Witmer Page 2 of 2

Reference: 1888 Gordon

Engineering staff recognize that the additions of the green roofs are a step in the right direction to reduce the surplus groundwater recharge identified in the water balance. Have other alternatives been investigated? The TRCA/CVC LID SWM Planning & Design Guide may outline some further options appropriate for this development to achieve the water balance necessary for this site.

Evaporation will occur from the roof ponding, however it is difficult to quantify the volume that will evaporate within the Thornthwait-Mathers water balance framework, as it was never designed for a site-level or LID analysis. We have included green roofs as an additional LID option to reduce the surplus as requested by staff. Based on our experience in similar projects and similar modeling results, which do not calculate evaporation and evapotranspiration, there are no concerns.

We would be happy to meet with staff if there are any outstanding concerns with our approach to ensure a mutually agreeable solution.

STANTEC CONSULTING LTD.

Chris Hendriksen, P.Eng.

Attachment: Response to Cole Engineering Peer Review Comments – Senior Hydrologist Response to Cole Engineering Peer Review Comments – Senior Water Resources Enginer

c. Chris Leigh

Memo

To: Chris Hendriksen From: Grant Whitehead London ON Office Waterloo ON Office File: 161401285 Date: March 2, 2018

Reference: Response to Cole Engineering Peer Review Comments Re: Scoped Hydrogeological Assessment for Proposed Zoning By-law Amendment at 1888 Gordon Street, Guelph

Comment 1), Section 3.1, Page 2

Surficial geologic mapping of the area presented in Figure 2 does match the Ontario Geological Survey (OGS) surficial mapping (MRD128 digital dataset), which indicates outwash sand and gravel deposits extend farther south onto the Site, whereas the Stantec report has the Site as being underlain by Wentworth Till deposits. This should be checked and confirmed. Based on the local topography, kettle features and hummocky topography, we concur, however, that the Site is more likely associated with the Paris Moraine than the nearby outwash deposits. Locally, both physiographic areas are relatively coarse-grained.

Stantec Response:

As discussed in Section 4.1 of the Stantec (20181) Hydrogeological Assessment report, although the surficial geology mapping (created using the Ontario Geological Survey MRD128-REV digital dataset) indicates that the Site is covered by stone-poor, silty to sandy till (interpreted to be the Wentworth Till), Stantec postulated that this regional-based mapping could be incorrect as onsite borehole data (completed by both Stantec and LVM, 20142) indicate that the subsurface deposits consist predominantly of sands and gravels, which may potentially be associated with the glacial meltwater channel deposits mapped as occurring directly to the north and northwest of the Site (i.e., the ice-contact / glaciofluvial units as shown on Figure 2 (Units 6 and 7b) may cover the Site rather than the Wentworth Till). Stantec agrees with the peer reviewer that regardless of whether the Site is covered by Wentworth Till (which is plausible) or ice-contact / glaciofluvial deposits, both of these deposits are relatively coarse-grained and, subsequently, likely characterized by similar soil permeability characteristics.


The highest groundwater level measured on the Site was 345.15 masl at DP2-16(S). The projected base elevation of Infiltration Gallery No.1 is 0.65 m below this highest groundwater level (344.50 masl, from Table 4). Based on the Low Impact Development Stormwater Management Planning and Design Guide (TRCA 2010) and the Stormwater Management Criteria (TRCA 2012), the bottom of infiltration facilities should be at least 1 m above the seasonally high water table.

Stantec Response:

As shown in the attached Drawing No. C-100, Infiltration Gallery No.1 is now re-designed so that the base of this gallery will be constructed at an elevation of 346.15 m AMSL, placing the base elevation of the gallery 1.0 m above the seasonally high groundwater table (as recorded at DP2-16(S); i.e., 345.15 m AMSL).

Stantec notes that the base elevation of Infiltration Gallery No.2 and No.3 will also be constructed at elevations of 346.15 m AMSL.

1 Stantec Consulting Limited. 2018. Hydrogeological Assessment, 1888 Gordon Street, City of Guelph, Ontario – Version 3. January 10, 2018. 2 LVM (a division of EnGlobe Corp.). 2014. Geotechnical Engineering Report, Residential Development, 1888 Gordon Street, Guelph, Ontario. January 14, 2014.

March 2, 2018 Chris Hendriksen Page 2 of 5



An analysis of groundwater mounding would be useful to understand the impacts of post-development infiltration measures on the water table height locally and also relative to building basement elevations. Specifically, mounding under Infiltration Gallery 1 should be investigated as the groundwater level under this gallery is already a concern without mounding.

Stantec Response:

An estimate of the magnitude of groundwater mounding occurring directly beneath, and to a distance of 36 m away from, the gallery following a 25 mm rainfall event was calculated using a spreadsheet developed by the United States Geological Survey (USGS) using the Hantush equation. The input parameters used by Stantec in this spreadsheet are summarized below.

Infiltration Gallery No.1 – Groundwater Mounding Calculations Source: Carelton, G.B., 2010, Simulation of groundwater mounding beneath hypothetical stormwater infiltration basins: U.S. Geological Survey Scientific Investigations Report 2010-5102, 64 p. https://pubs.usgs.gov/sir/2010/5102/

Input Values

R Recharge (infiltration) rate (feet/day) 71 mm/hour Sy Specific yield, Sy (dimensionless, between 0 and 1) 0.21 K Horizontal hydraulic conductivity, Kh (feet/day) = 5.0 x 10-5 m/s x 1/2 length of basin (x direction, in feet) = (58.9 m * 3.28083) / 2 y 1/2 width of basin (y direction, in feet) = (5.0 m * 3.28083) / 2t duration of infiltration period (days) 25 mm rainfall event = 7.2 hour drawdown time

hi(0) initial thickness of saturated zone (feet) 8.5 m

h(max) = 9.33 m maximum thickness of saturated zone (beneath center of basin at end of infiltration period) Δh(max) = 0.80 m maximum groundwater mounding (beneath center of basin at end of infiltration period)

Distance from Ground-water center of basin in Mounding, in feet

x direction, in feet

A geometric vertical hydraulic conductivity of 5.0 x10-6 m/s, which is calculated based on Guelph Permeameter testing completed on the various soil horizons located at the base elevation and 1.5 m below this elevation within the footprint of the gallery. Using the equation derived from the established relationship between vertical hydraulic conductivity and infiltration rate presented in the Credit Valley Conservation and Toronto and Region Conservation Low Impact Stormwater Management Planning and Design Guideline (20103), this vertical hydraulic conductivity converts to to an infiltration rate of 71 mm/hour (5.59 feet/day).

3 Credit Valley Conservation and Toronto and Region Conservation (2010) Low Impact Stormwater Management Planning and Design Guideline - Version 1.0.

Groundwater Mounding, in feet 3.000 2.500 2.000 1.500 1.000 0.500 0.000

0 20 40 60 80 100 120 140

30.618 2.618

5.590 0.21

14.0 96.62

8.20 0.30 28.00

2.618 0 2.614 20 2.593 40 2.562 50 2.502 60 2.387 70 2.177 80 1.783 90 1.058 100 0.291 120



• An average specific yield of 0.21 for fine sand as per Fetter (19944).

• A horizontal hydraulic conductivity of 5.0 x10-5 m/s (14 feet/day). This value was assumed to be one order of magnitude greater than the calculated vertical hydraulic conductivity.

• The dimensions of the infiltration gallery are 58.9 m long by 5.0 m wide.

• The infiltration gallery is designed to receive stormwater volumes from a 100-year storm event (87 mm); however, for a rainfall event totaling 25 mm, the estimated drawdown time is 7.2 hours (i.e., 0.3 days).

• As presented in Stantec (2018), clayey silt till is encountered beneath the silt, sand and gravel deposits of the shallow overburden at an average elevation of 336 m AMSL beneath the Site. This glacial till is assumed to represent the base of the unconfined aquifer in which infiltrating storm water from the gallery will recharge. Based on the seasonally high groundwater elevation of 344.5 m AMSL, this aquifer unit is estimated to be 8.5 m (28 feet) thick.

Based on the above input parameters, the maximum groundwater mounding predicted to occur beneath the center of Infiltration Galley No.1 is 0.8 m following a 25 mm rainfall event. Since the base of the infiltration gallery will be positioned 1.0 m above the seasonally high groundwater table, this magnitude of mounding will not interfere with the functioning of this system. The magnitude of mounding declines to 0.76 m at an approximate distance of 18 m from the gallery, eventually dropping to a height of 0.07 m at 36 m from the gallery. Groundwater mounding from this gallery will have no impacts on nearby Building 1, nor is mounding from Infiltration Gallery No.2 and No.3 expected to impact the buildings located close to these facilities, given that the foundations of all onsite buildings will be watertight (refer to comment response below).


The current elevation of building basements is uncertain and does not appear to be mentioned in the Hydrogeological Assessment or FSR report. Section 2.1 of the FSR report indicates that there will be 0.5 m of separation between the underside of building foundations and the seasonally high water table; however, the foundation elevations are not stated and it is uncertain if this criteria is met. Further, the Geotechnical Report (LVM 2014) indicates that the lower level of the underground parking is to be at an elevation of approximately 343 masl. Based on an elevation of 343 masl the seasonally high water table will be approximately 2 m above this (345.15 masl). If the foundations are to be wholly or partially beneath the groundwater table, some discussion of potential mitigation measures is warranted.

Stantec Response:

The base elevation of the foundations for each proposed building (whether it be basements and/or underground parking structures) will be approximately 342.50 m AMSL. Assuming the seasonally high groundwater level recorded at DP2-17(S) of 344.50 m AMSL is consistent throughout the entire Site, then approximately 2.0 m of the building foundations will be submerged below the groundwater table for at least a portion of the year. However, the plan is to construct the building foundations as watertight structures (sealed with a water impermeable membrane), with the floor slab designed to structurally resist the hydrostatic pressure exerted by the groundwater. Consequently, no permanent drainage system / dewatering will be required for these buildings.

Construction of the building foundations will likely require temporary groundwater dewatering to manage the following events: 4 Fetter, C.W., 1994, Applied Hydrogeology, 3rd ed.: Macmillan College Publishing, Inc., New. York, 616 p.



• Groundwater seepage into the excavation(s) required to construct the building foundations.

• Precipitation within the construction area and subsequent runoff into the excavation(s).

• Accumulated groundwater within the excavation(s) following a prolonged construction delay.

The effects of construction dewatering in general cannot be mitigated, since dewatering deliberately seeks to create an effect (i.e., temporary lowering of groundwater levels); however, the residual effects of dewatering will be reversible once pumping ceases (i.e., groundwater levels will recover / re-equilibrate to the local water table elevation). A groundwater dewatering assessment will be completed during the detailed design stage to estimate potential dewatering volumes and assess the need to obtain a Ministry of Environment and Climate Change (MOECC) Permit to Take Water (PTTW) or an Environmental Activity and Sector Registry (EASR).

As part of any dewatering program, the Construction Contractor retained to complete these activities will require a plan for the managing of groundwater discharge and monitoring for potential environmental impacts. Such a plan is likely to include (but not be limited to):

• a description of the type and extent of dewatering system to use (e.g., vacuum well point system, standard sump, trash pumps, or equivalent as required)

• details on the establishment of mitigation measures to dissipate the energy and reduce the sediment content of discharging water to limit potential erosion effects, particularly if pumped groundwater is to be discharged onsite or to a nearby surface water feature (common mitigation measures include the use of sediment control basins, erosion pads, geotextile filter bags and the positioning of straw bale/filter cloth barriers downgradient of the discharge point)

• details on discharging pumped groundwater to the City of Guelph storm or sanitary sewer system, if this is considered a feasible option (e.g., any discharge to the sewer system would need to be completed in accordance with City of Guelph quantity and quality requirements)

• an evaluation of potential groundwater interference concerns (i.e., to local private water wells and/or sensitive environmental features), and strategies for monitoring and the implementation of mitigation measures (if necessary).

Comment 1), Section 3.1.1, Page 3

Methods used to calculate design infiltration rates followed the guidelines outlined in the TRCA Stormwater Management Criteria, 2012.

Stantec Response:

Acknowledged.




Hydraulic conductivities obtained from infiltration testing ranged over three orders of magnitude from 1.4x10-4 m/s to 2.0x10-7 m/s. This range in hydraulic conductivity was determined to accurately represent the range of sediment types (from silty fine sand to gravelly fine sand) documented from the test pits based on literature values (Freeze and Cherry 1979).

Stantec Response:

Acknowledged.


Infiltration tests was conducted at the proposed base elevation and approximately 1.5 m below the base elevation within the proposed location of Infiltration Galleries 1 and 3. Since the existing ground surface elevation at the proposed location for Infiltration Gallery 2 is currently below the expected base elevation, representative infiltration tests were completed approximately 20 m northeast of the gallery footprint where the existing ground surface is approximately equal to the expected base elevation. This alternative location of infiltration testing for Gallery 2 was determined to be adequate due to the proximity, similar elevation, and similar resulting infiltration rates to that obtained at galleries 1 and 3.

Stantec Response:

Acknowledged.


Grant Whitehead, MES, P.Geo. (Limited) Senior Hydrogeologist Phone: (519) 585-7400 Fax: (519) 579-4239 [email protected]

Attachment: Drawing No. C-100 – Preliminary Servicing

tc w:\active\161401285\planning\correspondence\peer_review_comments\march_2_2018\mem_20180302_1888.gordon_cole_comments_response_final.docx

BUILDING 48 STOREY



BUILDING 114 STOREY


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Chkd.Dwn. Dsgn. YY.MM.DDFile Name: 161401285C-UG.dwg 16.11.22

TRICAR DEVELOPMENT INC.

1888 GORDON STREET

Guelph, Ontario

161401285

C-100 0






Legend

Notes

ByRevision Appd. YY.MM.DD

Permit-Seal

Drawing No.

Scale

Revision

Title

Client/Project

Project No.

Sheet


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1614

0128

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2018

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01 2

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www.stantec.comTel.


519.579.4410

PRELIMINARY SERVICING

161401285

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Memo

jy l:\01614\active\161401285 - brock road, guelph\design\correspondence\mem_161401285_peer_rev_comments_20180301_lm_final.docx

To: Chris Hendriksen From: Jennifer Young

London, Ontario Waterloo, Ontario

File: 161401285 / 10 Date: March 1, 2018

Reference: 1888 Gordon Street, Guelph Response to Cole Engineering Comments on Draft Peer Review of Scoped Hydrogeological Assessment for Proposed Zoning By-law

Below please see itemized responses to comments received from Cole Engineering, letter addressed to City of Guelph dated February 9, 2018.

3.2 STANTEC JANUARY 2018 FUNCTIONAL SERVICING REPORT

3.2.1 Water Budget

COMMENT:

1. The pre-development water balance for the Site does not seem to consider the additional runoff and evaporation that would result from the 5% impervious area that currently exists on the Site.

RESPONSE:

The pre-development water balance reflects the on-site conditions, including the existing topography showing that runoff does not leave the site or surrounding areas, but is captured in local depressions for infiltration.

COMMENT:

2. We agree that there will be an increase in post-development recharge, when infiltration measures are employed. Have potential impacts of increasing recharge been considered? Are there alternatives to reduce the surplus in recharge that could be explored (e.g., green roofs etc.)?

RESPONSE:

Some evaporation will occur from the proposed roof storage and green roofs are being considered, however the final configuration has not been confirmed. The evaporation expected from a green roof is not a significant portion of the design events, especially the 100-year event. It is Stantec’s opinion that designing the infiltration galleries for the full 100-year volume regardless of any evaporation that may occur from the roof storage or green roofs is an appropriately conservative approach.

COMMENT:

3. Groundwater mounding analysis would be useful to understand the impacts of the increased post-development groundwater recharge on building foundations, the nearby Halls Pond PSW Complex etc.




RESPONSE:

Please see the memo addressing the 2018 Hydrogeology Report comments and refer to the response to comment 3.

COMMENT:

4. The monthly water balance results are provided in an appendix but not discussed. A review of the monthly pre- and post-development water balance results show a large infiltration deficit in April. Discussion of the groundwater recharge deficit in April and any impacts should be included, especially since in the pre-development water balance most of the annual recharge occurs in April.

RESPONSE:

The water balance is discussed in Section 6.5 of the report. The infiltration galleries are added into the water balance spreadsheet by assuming 80% of the rainfall from contributing impervious areas is infiltrated. This assumes that 20% of the volume is lost to the system (pipes, depression storage,) as a conservative approach. The April pre-development recharge assumes 0% losses (no evaporation) in December-March. It is therefore not possible to match the April pre-development recharge volume post-development without assuming 100% of the rainfall is infiltrated. Additionally, if the April pre-development recharge volume is met (increasing infiltration in spring), the surplus seen in the summer months (and noted in comment 2) will be even larger.

3.2.2 Stormwater Management

COMMENT:

1. It was noted that the rooftop ponding over three days exceeds the typical 72 hour minimum draw down period. Please revise accordingly.

RESPONSE:

Bullet point in Section 6.3 has been clarified as we believe the reviewer has misread the intended meaning. “Roof water will be stored up to 0.163 m deep on the roof of all buildings to slowly drain into the infiltration galleries over a period of less than three days.” The roofs all drain in under 72 hours, but are continuously being drawn down into the rock trenches. Table 6 in Section 6.4.3 has all the drain times in hours and shows that the maximum drawdown times is 28.5 hours for the roof ponding (100-year event).

COMMENT:

2. To reduce the risk of potential localized high groundwater fluctuations that could cause instability to building foundations, it is recommended that opportunities to expand the footprint of the infiltration galleries with shallower depths be explored.

RESPONSE:

Due to underground parking and the required servicing on site, the footprints of the infiltration galleries have been expanded to the extent possible. Please see the memo addressing the 2018 Hydrogeology Report comments for more discussion on the effects of the facilities on the groundwater table.




COMMENT:

3. In Section 6.3, details on the infiltration galleries should refer to section 6.4.

RESPONSE:

Updated in the report

COMMENT:

4. The water quality control calculations were provided; however, the water quality requirements for the Site should also be indicated in the design criteria section (Section 6.1.2).

RESPONSE:

Updated in the report

COMMENT:

5. The 3 hr Chicago storm event are typical storms for a Site plan with a drainage area smaller than 1.0 ha. Given the Site is over 3.2 ha in size, the runoff volume is more critical than peak flows, using only the 3 hr Chicago storm is not conservative. Therefore, a 6 hour Chicago event should also be evaluated for quality control requirements.

RESPONSE:

In our experience the 3-hour Chicago event has been the required design storm event by the City of Guelph. Furthermore, the City has provided the 3-hour event to Stantec for urban design projects in the past.

COMMENT:

6. Please confirm that a minimum of 5 m setback is provided between the infiltration galleries and the building foundations, as per the building code.

RESPONSE:

Confirmed, setbacks are 5 m to all building foundations, see updated drawings.

COMMENT:

7. An operation and maintenance manual for the infiltration galleries should be provided at detailed design.

RESPONSE:

Agreed. An operation and maintenance manual will be provided at detailed design.





Jennifer Young Senior Water Resources Engineer Phone: (519) 575-4123 Fax: (519) 579-6733 [email protected]

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