Functional Servicing and Storm Water Management Report. Project Location: 258 Sunview Street Waterloo, Ontario

258 SUNVIEW STREET Functional Servicing and Storm Water Management Report Project Location: 258 Sunview Street Waterloo, Ontario Prepared for: 258 Sunview Inc. 815 Bridge Street West Waterloo, ON N2V 2M7 March 31, 2015 Revised July 17, 2015 MTE File No.: 40037-100

TABLE OF CONTENTS 1.0 INTRODUCTION... 1 2.0 EXISTING CONDITIONS... 1 2.1 Existing Topography... 1 2.2 Existing Servicing... 2 2.2.1 Water... 2 2.2.2 Sanitary... 2 2.2.3 Storm... 2 3.0 PROPOSED GRADING AND SERVICING STRATEGY... 2 3.1 Proposed Grading... 3 3.2 Proposed Servicing... 3 3.2.1 Water... 3 3.2.2 Sanitary... 4 3.2.3 Storm... 4 4.0 STORM WATER MANAGEMENT CRITERIA... 4 4.1 Methodology... 5 4.2 Stormwater Management... 5 4.2.1 Catchment Parameters... 5 4.3 Water Quantity Modeling Results... 8 4.4 Water Quality Control... 10 4.5 Erosion & Sediment Control... 10 5.0 CONCLUSIONS AND RECOMMENDATIONS... 11 FIGURES FIGURE 1 - PRE-DEVELOPMENT CATCHMENT AREAS... 6 FIGURE 2 - POST-DEVELOPMENT CATCHMENT AREAS... 7 TABLES TABLE 4.1 CATCHMENT PARAMETERS... 5 TABLE 4.2 CBMH1 STAGE-STORAGE-DISCHARGE INFORMATION... 8 TABLE 4.3 CBMH2 STAGE-STORAGE-DISCHARGE INFORMATION... 9 TABLE 4.4 SUMMARY OF FLOWS... 9 M:\40037\Reports\MTE Reports\FSR & SWM_July17-2015\40037-100 FSSWM_July17-2015.doc

APPENDICES APPENDIX A APPENDIX B APPENDIX C APPENDIX D CALCULATIONS MIDUSS OUTPUT CITY STAFF CORRESPONDENCE GEOTECHNICAL REPORT DRAWINGS Existing Conditions and Removals Plan MTE Drawing No. C1.1... Encl. Functional Site Grading and SWM Plan MTE Drawing No. C2.1... Encl. Functional Site Servicing Plan MTE Drawing No. C2.2... Encl.

1.0 INTRODUCTION MTE Consultants Inc. has been retained by 258 Sunview Inc. to complete a Functional Servicing and Storm Water Management (FSSWM) Report for three new multi-storey residential apartment buildings to be constructed at 250-266 Sunview Street (herein referred to as 258 Sunview Street) in the City of Waterloo in support of the Zoning By- Law Amendment Application. The Zoning By-Law Amendment Application, as detailed in the planning report prepared by GSP Group, seeks to remove the Holding Provision on the site; to permit sharing of the permitted density across the entire development; to utilize the Density Bonusing to increase density by approximately 20%; and to permit site specific regulations relating to parking spaces for non-residential use, minimum tower separation, and maximum tower height. The site is located to the northwest of the intersection of Sunview Street and University Avenue West. The property is bound to the west by the Sunview Street right-of-way and to the north, south, and east by existing residential development. For the exact location of the site refer to the key plan located on the enclosed engineering drawings. The proposed development for the site is the construction of a 6-storey and two 12- storey apartment buildings, each with associated parking. The proposed buildings are intended to have non-residential uses on the ground floor fronting Sunview Street. The proposed buildings B and C are designed to also have an at-grade parking area underneath the southeastern sections of the buildings. Due to a 3 m wide walkway dedication between proposed buildings A and B, the subject site will be treated as two separate legal lots. The purpose of this report is to document the opportunities and constraints for the subject property with respect to servicing, grading and storm water management in support of the Zoning By-Law Amendment Application. 2.0 EXISTING CONDITIONS 2.1 Existing Topography The site encompasses an area of 0.611 ha and comprises of nine single family residential lots facing Sunview Street, each with associated driveways and grassed backyard space. In the existing condition, surface runoff from the site currently drains towards Sunview Street and on towards the south. There is approximately 6.3 metres of elevation difference between the north east and south west corners of the site. Functional Servicing and SWM Report 258 Sunview Street -1- MTE File No. 40037-100 July 17, 2015

2.2 Existing Servicing 2.2.1 Water The existing buildings facing Sunview Street are currently serviced by the existing 150 mm diameter municipal watermain along Sunview Street. The closest municipal fire hydrant is located in the Sunview Street right-of-way between lot numbers 262 and 264. It is approximately 65 m away from the proposed building C at the south end of the property. 2.2.2 Sanitary There is an existing 200 mm diameter sanitary sewer along Sunview Street that services the buildings on this street and drains towards the south. There are four existing manholes in front of the site. The manhole adjacent to the north property line is at the high point of the road and is approximately 3.0 m deep. There are two manholes located approximately 17 m apart at the middle of the site. The last manhole is situated adjacent to the south property line. These three downstream manholes are each approximately 2.5 m deep. 2.2.3 Storm There is an existing 250 mm diameter storm sewer along Sunview Street that drains towards the south. The closest existing manhole is located in front of the site near the midpoint of the frontage and is approximately 2.0 m deep. 3.0 PROPOSED GRADING AND SERVICING STRATEGY Preliminary grading and servicing strategies for the proposed development have been developed based on the topographic survey and the conceptual Site Plan prepared by ASP Design Group Inc. and dated June 8, 2015. Please refer to MTE Drawings C2.1 - Functional Site Grading and SWM Plan and C2.2 - Functional Site Servicing Plan for details. As mentioned previously, the dedication of the proposed 3 m wide pedestrian walkway between the proposed buildings A and B will separate the subject site into two separate legal lots. Due to this, the development will be treated as two individual sites. Functional Servicing and SWM Report 258 Sunview Street -2- MTE File No. 40037-100 July 17, 2015

3.1 Proposed Grading The proposed grading strategy respects the existing grades along all property lines and provides barrier free access from Sunview Street to the principle building entrances. The slope across portions of the proposed sidewalk running east-west across the building frontage mimics the existing slope on Sunview Street and so is greater than 5% in areas. In the proposed condition, the parking areas will be on average one metre higher than the elevations of Sunview Street. To accommodate the proposed Site Plan, retaining walls will be required along most of the eastern property line behind proposed buildings B and C. The height of these walls will be finalized during detailed design. 3.2 Proposed Servicing 3.2.1 Water The water demand information for the proposed development was submitted to the Region of Waterloo and used to generate a municipal water model along Sunview Street. Upon receipt of the Region s modeling results, a water distribution analysis was completed by MTE. The three main water demands that need to be achieved for this development are a maximum fire flow of 302 L/s, an average day demand of 1.37 L/s, and a maximum day demand of 1.98 L/s. Refer to MTE s Water Distribution Analysis Report dated July 7, 2015, for more information. The analysis concluded that in order to achieve these domestic and fire flows for all three buildings, the existing 150 mm diameter watermain along Sunview Street is to be upgraded to a 300 mm diameter watermain between Hickory Street West and University Avenue West. Two new 200 mm diameter connections to this municipal watermain will be required in order to service the proposed development. A water meter chamber will be installed inside the proposed building C, which will then service building B. Refer to MTE s Water Distribution Analysis Report dated July 7, 2015, for more information. The existing fire hydrant within the Sunview Street right-of-way, located between the proposed buildings A and B, will be relocated in front of building B, as shown on MTE Drawing C2.2, and utilized for the fire protection of all three buildings. Sunview Street will likely be utilized as the fire route for this development. This will be confirmed during detailed design. Functional Servicing and SWM Report 258 Sunview Street -3- MTE File No. 40037-100 July 17, 2015

3.2.2 Sanitary It is proposed that building A will be serviced by a 200 mm diameter sanitary sewer complete with new manhole at the municipal main on Sunview Street. Building B will be connected to building C within the site, wherein the combined sanitary service for both buildings will be connected to the existing manhole, within the Sunview Street right-ofway, in front of the most southerly point of the subject site. The service sizes and inverts will be confirmed at detailed design. Based on correspondence with City staff, we understand that there are no capacity constraints in the sanitary sewer along Sunview Street. Please refer to Appendix D for this correspondence. A sanitary flow design sheet has been prepared to determine the flows anticipated to be generated by the proposed development. Under the existing site zoning, (a combination of (H) NMU-6 and (H) NMU-12), the maximum anticipated peak sanitary flow rate is calculated to be 8.12 L/s. Under the proposed zoning, (H) NMU-12, the maximum anticipated peak sanitary flow rate for the proposed building is calculated to be 8.10 L/s. The proposed buildings have 340 total bedrooms. All flow calculations assumed 1.5 persons per bedroom and a Harmon Peaking Factor. Refer to Appendix A for all sanitary design calculations. 3.2.3 Storm A storm sewer system will be installed on-site to collect rooftop runoff from all three buildings and runoff from the common driveways and parking areas. Although the subject site is treated as two separate lots when it comes to water and sanitary servicing, it will be treated as one site for storm servicing purposes. An easement through the 3 m wide walkway dedication will be required to allow the proposed storm sewer to run between the parking areas of building A and B. The runoff collected in the storm sewers will be directed to the OGS unit located adjacent to the southern property line and on to the municipal storm sewer in the Sunview Street right-of-way, complete with new manhole. Runoff from the frontage of the property will flow towards the Sunview Street right-of-way. 4.0 STORM WATER MANAGEMENT CRITERIA The stormwater management design criteria for the subject site, as established by the City of Waterloo, are as follows: i) attenuation of the post-development peak flows for the 2, 5, and 100 year storm events to the pre-development (existing) peak flows; and ii) implementation of water quality controls. Functional Servicing and SWM Report 258 Sunview Street -4- MTE File No. 40037-100 July 17, 2015

4.1 Methodology In order to successfully complete the storm water management design for this site, the following specific tasks were undertaken: i) calculated the allowable runoff rates using MIDUSS NET; ii) determined the percent impervious of the site and catchment parameters for inclusion in MIDUSS modeling; iii) calculated post-development runoff hydrographs using MIDUSS NET; and iv) revised the site grades to attain the required storage for runoff control. 4.2 Stormwater Management 4.2.1 Catchment Parameters The following table summarizes the catchments used in the modeling of the site. The post development condition was separated into seven catchment areas: building A, the building A parking area, building B, the building B parking area, building C, the building C parking area, and the uncontrolled area. Figure 1.0 illustrates the limits of the predevelopment catchment area. Figure 2.0 illustrates the limits of the post development catchment areas. TABLE 4.1 CATCHMENT PARAMETERS # Catchment Area (ha) Pre-Development Catchment Area % Impervious Pervious CN Impervious CN Slope (%) Flow Length (m) 101 Entire site 0.611 35 75 98 5.0 120 Post Development Catchment Areas 201 Building A 0.065 100 75 98 2.0 15.0 202 Building A Parking Area 0.056 88 75 98 1.5 25.0 203 Building B 0.095 100 75 98 2.0 20.0 204 Building B Parking Area 0.112 99 75 98 4.5 50.0 205 Building C 0.095 100 75 98 2.0 20.0 206 Building C Parking Area 0.089 98 75 98 4.0 50.0 207 Uncontrolled 0.099 68 75 98 5.0 8.0 A geotechnical investigation was undertaken by Chung & Vander Doelen Engineering Ltd. A complete copy of their report is included in the submission package for the City of Waterloo s records. The investigation revealed that the site is mainly comprised of sandy silt, silty sand, and silty clay till. Therefore, a pervious CN of 75 for grass areas is appropriate. Refer to Appendix E for the complete geotechnical report. Functional Servicing and SWM Report 258 Sunview Street -5- MTE File No. 40037-100 July 17, 2015

4.3 Water Quantity Modeling Results In order to achieve the storm water management requirements for the site, runoff generated from catchments 201 and 202 will be conveyed to catchbasin-manhole CBMH1, located in the parking area of building A, wherein the flow will be controlled by a 75 mm diameter casting plate and a 6.0 m wide weir in the driveway of building A. Runoff from catchments 203 to 205 will be conveyed to catchbasin-manhole CBMH2, located in the main driveway at the rear of buildings B and C, wherein the flow will be controlled with the installation of a 105 mm diameter on-line orifice plate on the outlet pipe and a 2.0 m wide weir in the driveway entrance between buildings B and C. Storage volume for the orifices and the weirs will be provided within the parking area and one length of oversized pipe. The maximum depth of ponding permitted within the parking area by grading is 0.30 m. In addition, three (3) flow control roof drains, single notch, are proposed to be installed on the roof of the proposed building A. Buildings B and C will each require four (4) single notch flow control roof drains. This will help to further reduce the post development runoff from the site. The flow equation for the orifice and the weir is included in Appendix A. Refer to Appendix B for the MIDUSS NET output. The following tables illustrate the stagestorage-discharge relationship of the storm system. TABLE 4.2 CBMH1 STAGE-STORAGE-DISCHARGE INFORMATION Elevation (m) Head (m) Orifice/Weir Flow (m 3 /s) Volume (m 3 ) Remarks 343.40 0.00 0.0000 0.0 Invert of 750 mm outlet pipe 347.20 3.80 0.0000 4.6 Invert of 75 mm casting orifice 347.35 3.95 0.0000 4.7 Top of grate of CBMH1 347.40 4.00 0.0028 5.2 Contour 347.45 4.05 0.0039 7.3 Contour 347.50 4.10 0.0048 12.5 Contour 347.55 4.15 0.0055 21.9 Contour 347.60 4.20 0.0062 35.8 Contour 347.65 4.25 0.0068 54.2 6.0 m wide weir 347.70 4.30 0.1103 75.9 Overflow Functional Servicing and SWM Report 258 Sunview Street -8- MTE File No. 40037-100 July 17, 2015

TABLE 4.3 CBMH2 STAGE-STORAGE-DISCHARGE INFORMATION Elevation (m) Head (m) Orifice/Weir Flow (m 3 /s) Volume (m 3 ) Remarks 342.93 0.00 0.0000 0.0 Invert of 105 mm orifice 345.30 2.37 0.0367 42.3 Top of grate of CBMH2 345.35 2.42 0.0371 42.5 Contour 345.40 2.47 0.0375 43.5 Contour 345.45 2.52 0.0378 46.0 Contour 345.50 2.57 0.0382 50.8 Contour 345.55 2.62 0.0386 58.7 6.0 m wide weir 345.60 2.67 0.0733 70.2 Overflow With the addition of the 75 mm casting orifice plate, the 105 mm diameter online orifice plate, and the 6.0 m wide and 2.0 m wide weirs, the post development runoff from the controlled portion of the site for the 2, 5, and 100 year storm events is controlled to 0.030 m 3 /s, 0.042m 3 /s, and 0.078 m 3 /s respectively. The following table summarizes the flows generated by the whole site. Please note that these flow rates are subject to change at detailed design. TABLE 4.4 SUMMARY OF FLOWS 2 year Storm Event Modeling Condition (m 3 /s) 5 year Storm Event (m 3 /s) Pre-development 0.044 0.061 0.125 Post Development 0.042 0.061 0.119 100 year Storm Event (m 3 /s) The maximum ponding elevation around CBMH1 in for the 2 year storm event is 347.50. This represents 15 cm of ponding depth within the parking area. For the 5 year storm event, the maximum ponding elevation is 347.54. This represents 19 cm of ponding depth within the parking area. For the 100 year storm event, the maximum ponding elevation is 347.62. This represents 27 cm of ponding depth within the parking area, with no overflow over the weir. There is no ponding within the parking area around CBMH2 during the 2 and 5 year storms. For the 100 year storm event, the maximum ponding elevation is 345.53. This represents 23 cm of ponding depth within the parking area, with no overflow over the weir. As above, the ponding values are subject to change at detailed design. Functional Servicing and SWM Report 258 Sunview Street -9- MTE File No. 40037-100 July 17, 2015

4.4 Water Quality Control A Stormceptor Model STC 300 will be installed on the storm sewer system to provide water quality control for the site. The chosen unit is expected to provide Level 2 water quality control. (Refer to Appendix A for the sizing output from the Stormceptor Expert program.) The Stormceptor will require regular annual maintenance to ensure it is operating properly. The owner will enter into a maintenance agreement with a suitable contractor to complete this work. In addition, all the storm structures will have a 600 mm sump. 4.5 Erosion & Sediment Control In order to minimize the effects of erosion during the grading of the site, sediment control fencing will be installed: as shown on the enclosed engineering drawing, around any stockpiles and around the catchbasins during construction. Any sediment that is tracked onto the road way during the course of construction will be cleaned by the contractor. To help minimize the amount of mud being tracked onto the road way, a mud mat will be installed at the primary construction entrance. These measures will be shown on the detailed design drawings. Functional Servicing and SWM Report 258 Sunview Street -10- MTE File No. 40037-100 July 17, 2015

CALCULATIONS APPENDIX A

CALCULATIONS Orifice Equation (MIDUSS NET) Q = C c p/4 D5 sqrt(2g(h-2/3d)) where C c coefficient of contraction H head relative to the invert of the orifice D orifice diameter g gravitational acceleration Weir Equation (MIDUSS NET) Q cr = B sqrt(g) y cr 3/2 where y cr = 2/3 (H-Z) where B weir breadth g gravitational acceleration H head relative to the invert of the weir Z weir sill elevation

258 Sunview Street Sanitary Flow Rate Analysis Waterloo, Ontario Project #: 40037-100 Date: July 17, 2015 Date Printed: 7/17/2015 By: CJC Maximum with Existing Zoning (H) NMU-6 & (H) NMU-12 Development Information Sanitary Flow Calculations Development Information Proposed Buildings Sanitary Flow Calculations Zoning Maximum Density Site Area Population 1 Average Flow Peaking Factor 2 Peak Flow # of Bedrooms Population 1 Average Flow Peaking Factor 2 Peak Flow p/ha ha # of people L/s L/s # of people L/s L/s (H) NMU-6 250 0.07 28 0.11 (H) NMU-12 600 0.54 484 1.94 340 510 2.04 TOTALS FOR SITE 511 2.05 4.0 8.12 TOTALS FOR SITE 510 2.04 4.0 8.10 Assumptions: 1 Calculated using the City of Waterloo By-Law No. 2012-070 Maximum Density - (H) NMU-6 250 bedrooms/ha Maximum Density - (H) NMU-12 600 bedrooms/ha Note: The criteria for "Maximum Density" given by the City of Waterloo are expressed in bedrooms/ha. In order to convert them to p/ha, a density of 1.5 people/bedroom was assumed. 2 Taken from Region of Waterloo and Area Municipalities Design Guidelines and Supplemental Specifications for Municipal Services (DGSSMS) (Region of Waterloo, February 2012) Sanitary peak Flow (residential) 0.004 L/s/p 3 Residential Harmon Peaking Factor Formula F=1+(14/(4+P^0.5)) Where P = population (in thousands)

258 Sunview Street WATER DISTRIBUTION ANALYSIS Waterloo, Ontario Project #: 40037-100 Date: July 17, 2015 Date Printed: 7/17/2015 By: CJC Node ID / Area ID / Building # F.F.E. (m.a.s.l.) Development Information 1 Description # of Units Population Bldg Area (1 st Floor) Total Bldg Area Building Volume Ontario Building Code K V S tot Q F F C A F Fire Flow 2 Domestic Flow 3,4 Fire Underwriters Survey (2) Occupancy Reduction (3) Sprinkler Protection (4) Building Exposure F F Fire Flow (Max OBC/FUS) MOE Guidelines Average Day Max Day Peak Hour # of people m 2 m 2 m 3 m 3 L L/min L/s m 2 L/min L/min L/s L/s L/s L/s L/s L/s L/s L/s A 347.80 Apartment 40 71 302 302 1,459 10 1,459 1.70 24,805 1,800 30 0.80 302 3,000-15% -30% 50% 3,000 50 50 0.184 0.184 0.507 0.761 0.074 54 B 346.30 Apartment 129 228 909 9,256 27,018 10 27,018 1.80 486,325 9,000 150 0.80 9,256 17,000-15% -30% 50% 17,000 283 283 0.595 0.595 1.635 2.456 0.238 287 C 343.30 Apartment 129 228 891 9,238 26,965 10 26,965 2.00 539,309 9,000 150 0.80 9,238 17,000-15% -30% 55% 18,000 300 300 0.595 0.595 1.635 2.456 0.238 304 TOTALS FOR SITE 298 527 2103 18796 55443 Max Fire Flow = 150 Max Fire Flow = 300 300 1.37 1.37 3.78 5.67 0.55 304 Minimum Hour Max Day + Fire Flow Sum of Maximum Day Flows + Largest Fire Flow (L/s) = 304 Assumptions: 1 All building areas and populations are based on the Site Plan by GSP Design Group Inc. Assumed 1.77 persons per unit as per Region of Waterloo Water and Wastewater Monitoring Report 2014 2 All buildings are classified as occupancy group C (Residential Occupancy) 3 Average Daily Demands for each building are based on "Tri City Water Distribution Master Plan Final Report" by AECOM, Dated May 2009 : Residential = 225 L/cap/day 4 Peaking Factors based on "Design Guidelines for Drinking-Water Systems " (MOE, 2008): Average Day = 1 Maximum Day = 2.75 Peak Hour = 4.13 Minimum Hour = 0.4

Stormceptor Design Summary PCSWMM for Stormceptor Project Information Date 3/13/2015 Project Name 258 Sunview Street Project Number 40037-100 Location Waterloo Designer Information Company Contact Notes N/A MTE CJC Rainfall Name WATERLOO WELLINGTON A State ON ID 9387 Years of Records 1970 to 2003 Latitude 43 27'N Longitude 80 23'W Water Quality Objective TSS Removal (%) 70 Drainage Area Total Area (ha) 0.51 Imperviousness (%) 98 The Stormceptor System model STC 300 achieves the water quality objective removing 70% TSS for a Fine (organics, silts and sand) particle size distribution. Upstream Storage Storage Discharge (ha-m) (L/s) 0 0 Stormceptor Sizing Summary Stormceptor Model TSS Removal % STC 300 70 STC 750 78 STC 1000 79 STC 1500 80 STC 2000 84 STC 3000 85 STC 4000 88 STC 5000 88 STC 6000 90 STC 9000 93 STC 10000 93 STC 14000 94 Stormceptor Design Summary - 1/2

Particle Size Distribution Removing silt particles from runoff ensures that the majority of the pollutants, such as hydrocarbons and heavy metals that adhere to fine particles, are not discharged into our natural water courses. The table below lists the particle size distribution used to define the annual TSS removal. Fine (organics, silts and sand) Particle Size Distribution Specific Settling Specific Settling Particle Size Distribution Gravity Velocity Gravity Velocity µm % m/s µm % m/s 20 20 1.3 0.0004 60 20 1.8 0.0016 150 20 2.2 0.0108 400 20 2.65 0.0647 2000 20 2.65 0.2870 Stormceptor Design Notes Stormceptor performance estimates are based on simulations using PCSWMM for Stormceptor version 1.0 Design estimates listed are only representative of specific project requirements based on total suspended solids (TSS) removal. Only the STC 300 is adaptable to function with a catch basin inlet and/or inline pipes. Only the Stormceptor models STC 750 to STC 6000 may accommodate multiple inlet pipes. Inlet and outlet invert elevation differences are as follows: Inlet and Outlet Pipe Invert Elevations Differences Inlet Pipe Configuration STC 300 STC 750 to STC STC 9000 to 6000 STC 14000 Single inlet pipe 75 mm 25 mm 75 mm Multiple inlet pipes 75 mm 75 mm Only one inlet pipe. Design estimates are based on stable site conditions only, after construction is completed. Design estimates assume that the storm drain is not submerged during zero flows. For submerged applications, please contact your local Stormceptor representative. Design estimates may be modified for specific spills controls. Please contact your local Stormceptor representative for further assistance. For pricing inquiries or assistance, please contact Imbrium Systems Inc., 1-800-565-4801. Stormceptor Design Summary - 2/2

MIDUSS OUTPUT APPENDIX B

PRE-DEVELOPMENT

Q:\40037\MIDUSS\40037-100-PRE-2yr.out Page 1 Printed at 14:56 on 26 Jun 2015 1 " MIDUSS Output ----------------------------------------------->" 2 " MIDUSS version Version 2.25 rev. 473" 3 " MIDUSS created Sunday, February 07, 2010" 4 " 10 Units used: ie METRIC" 5 " Job folder: Q:\40037\MIDUSS" 6 " Output filename: 40037-100-PRE-2yr.out" 7 " Licensee name: Admin" 8 " Company " 9 " Date & Time last used: 3/10/2015 at 2:28:17 PM" 10 " 31 TIME PARAMETERS" 11 " 5.000 Time Step" 12 " 180.000 Max. Storm length" 13 " 1500.000 Max. Hydrograph" 14 " 32 STORM Chicago storm" 15 " 1 Chicago storm" 16 " 1101.000 Coefficient A" 17 " 9.258 Constant B" 18 " 0.882 Exponent C" 19 " 0.400 Fraction R" 20 " 180.000 Duration" 21 " 1.000 Time step multiplier" 22 " Maximum intensity 105.659 mm/hr" 23 " Total depth 32.400 mm" 24 " 6 002hyd Hydrograph extension used in this file" 25 " 33 CATCHMENT 101" 26 " 1 Triangular SCS" 27 " 1 Equal length" 28 " 1 SCS method" 29 " 101 PRE-DEVELOPMENT SITE" 30 " 35.000 % Impervious" 31 " 0.611 Total Area" 32 " 120.000 Flow length" 33 " 5.000 Overland Slope" 34 " 0.397 Pervious Area" 35 " 120.000 Pervious length" 36 " 5.000 Pervious slope" 37 " 0.214 Impervious Area" 38 " 120.000 Impervious length" 39 " 5.000 Impervious slope" 40 " 0.250 Pervious Manning 'n'" 41 " 75.000 Pervious SCS Curve No." 42 " 0.163 Pervious Runoff coefficient" 43 " 0.100 Pervious Ia/S coefficient" 44 " 8.467 Pervious Initial abstraction" 45 " 0.015 Impervious Manning 'n'" 46 " 98.000 Impervious SCS Curve No." 47 " 0.832 Impervious Runoff coefficient" 48 " 0.100 Impervious Ia/S coefficient" 49 " 0.518 Impervious Initial abstraction" 50 " 0.044 0.000 0.000 0.000 c.m/sec" 51 " Catchment 101 Pervious Impervious Total Area " 52 " Surface Area 0.397 0.214 0.611 hectare" 53 " Time of concentration 48.883 3.921 15.898 minutes" Q:\40037\MIDUSS\40037-100-PRE-2yr.out Page 2 Printed at 14:56 on 26 Jun 2015 54 " Time to Centroid 157.341 92.234 109.578 minutes" 55 " Rainfall depth 32.400 32.400 32.400 mm" 56 " Rainfall volume 128.68 69.29 197.96 c.m" 57 " Rainfall losses 27.127 5.431 19.533 mm" 58 " Runoff depth 5.273 26.969 12.867 mm" 59 " Runoff volume 20.94 57.67 78.62 c.m" 60 " Runoff coefficient 0.163 0.832 0.397 " 61 " Maximum flow 0.004 0.044 0.044 c.m/sec" 62 " 40 HYDROGRAPH Add Runoff " 63 " 4 Add Runoff " 64 " 0.044 0.044 0.000 0.000" 65 " 38 START/RE-START TOTALS 101" 66 " 3 Runoff Totals on EXIT" 67 " Total Catchment area 0.611 hectare" 68 " Total Impervious area 0.214 hectare" 69 " Total % impervious 35.000" 70 " 19 EXIT"

POST-DEVELOPMENT

Q:\40037\MIDUSS\40037-100-POST-2yr.out Page 1 Printed at 14:57 on 26 Jun 2015 1 " MIDUSS Output ----------------------------------------------->" 2 " MIDUSS version Version 2.25 rev. 473" 3 " MIDUSS created Sunday, February 07, 2010" 4 " 10 Units used: ie METRIC" 5 " Job folder: Q:\40037\MIDUSS" 6 " Output filename: 40037-100-POST-2yr.out" 7 " Licensee name: Admin" 8 " Company " 9 " Date & Time last used: 3/30/2015 at 2:02:20 PM" 10 " 31 TIME PARAMETERS" 11 " 5.000 Time Step" 12 " 180.000 Max. Storm length" 13 " 1500.000 Max. Hydrograph" 14 " 32 STORM Chicago storm" 15 " 1 Chicago storm" 16 " 1101.000 Coefficient A" 17 " 9.258 Constant B" 18 " 0.882 Exponent C" 19 " 0.400 Fraction R" 20 " 180.000 Duration" 21 " 1.000 Time step multiplier" 22 " Maximum intensity 105.659 mm/hr" 23 " Total depth 32.400 mm" 24 " 6 002hyd Hydrograph extension used in this file" 25 " 33 CATCHMENT 201" 26 " 1 Triangular SCS" 27 " 1 Equal length" 28 " 1 SCS method" 29 " 201 BUILDING A" 30 " 100.000 % Impervious" 31 " 0.065 Total Area" 32 " 15.000 Flow length" 33 " 2.000 Overland Slope" 34 " 0.000 Pervious Area" 35 " 15.000 Pervious length" 36 " 2.000 Pervious slope" 37 " 0.065 Impervious Area" 38 " 15.000 Impervious length" 39 " 2.000 Impervious slope" 40 " 0.250 Pervious Manning 'n'" 41 " 75.000 Pervious SCS Curve No." 42 " 0.000 Pervious Runoff coefficient" 43 " 0.100 Pervious Ia/S coefficient" 44 " 8.467 Pervious Initial abstraction" 45 " 0.015 Impervious Manning 'n'" 46 " 98.000 Impervious SCS Curve No." 47 " 0.834 Impervious Runoff coefficient" 48 " 0.100 Impervious Ia/S coefficient" 49 " 0.518 Impervious Initial abstraction" 50 " 0.015 0.000 0.000 0.000 c.m/sec" 51 " Catchment 201 Pervious Impervious Total Area " 52 " Surface Area 0.000 0.065 0.065 hectare" 53 " Time of concentration 18.479 1.482 1.482 minutes" Q:\40037\MIDUSS\40037-100-POST-2yr.out Page 2 Printed at 14:57 on 26 Jun 2015 54 " Time to Centroid 121.731 88.472 88.472 minutes" 55 " Rainfall depth 32.400 32.400 32.400 mm" 56 " Rainfall volume 0.00 21.06 21.06 c.m" 57 " Rainfall losses 27.137 5.391 5.391 mm" 58 " Runoff depth 5.263 27.009 27.009 mm" 59 " Runoff volume 0.00 17.56 17.56 c.m" 60 " Runoff coefficient 0.000 0.834 0.834 " 61 " Maximum flow 0.000 0.015 0.015 c.m/sec" 62 " 40 HYDROGRAPH Add Runoff " 63 " 4 Add Runoff " 64 " 0.015 0.015 0.000 0.000" 65 " 54 POND DESIGN" 66 " 0.015 Current peak flow c.m/sec" 67 " 0.007 Target outflow c.m/sec" 68 " 17.6 Hydrograph volume c.m" 69 " 11. Number of stages" 70 " 0.000 Minimum water level metre" 71 " 0.275 Maximum water level metre" 72 " 0.000 Starting water level metre" 73 " 0 Keep Design Data: 1 = True; 0 = False" 74 " Level Discharge Volume" 75 " 0.000 0.000 0.000" 76 " 0.02750 0.00124 0.1788" 77 " 0.05500 0.00247 1.430" 78 " 0.08250 0.00371 4.827" 79 " 0.1100 0.00495 11.442" 80 " 0.1375 0.00619 22.348" 81 " 0.1650 0.00742 35.822" 82 " 0.1925 0.00866 49.297" 83 " 0.2200 0.00990 62.772" 84 " 0.2475 0.01114 76.247" 85 " 0.2750 0.01237 89.722" 86 " 1. ROOFTOP" 87 " Roof area Store area Area/drain Drain flow Roof slope" 88 " hectare hectare sq.metre L/min/25mm g H:1V" 89 " 0.065 0.049 190.000 22.500 50.000" 90 " Using 3 roofdrains on roofstorage area of 490. square metre" 91 " Peak outflow 0.004 c.m/sec" 92 " Maximum level 0.092 metre" 93 " Maximum storage 7.088 c.m" 94 " Centroidal lag 1.771 hours" 95 " 0.015 0.015 0.004 0.000 c.m/sec" 96 " 40 HYDROGRAPH Next link " 97 " 5 Next link " 98 " 0.015 0.004 0.004 0.000" 99 " 33 CATCHMENT 202" 100 " 1 Triangular SCS" 101 " 1 Equal length" 102 " 1 SCS method" 103 " 202 PARKING LOT - BLDG A" 104 " 88.000 % Impervious" 105 " 0.056 Total Area" 106 " 25.000 Flow length"

Q:\40037\MIDUSS\40037-100-POST-2yr.out Page 3 Printed at 14:57 on 26 Jun 2015 107 " 1.500 Overland Slope" 108 " 0.007 Pervious Area" 109 " 25.000 Pervious length" 110 " 1.500 Pervious slope" 111 " 0.049 Impervious Area" 112 " 25.000 Impervious length" 113 " 1.500 Impervious slope" 114 " 0.250 Pervious Manning 'n'" 115 " 75.000 Pervious SCS Curve No." 116 " 0.163 Pervious Runoff coefficient" 117 " 0.100 Pervious Ia/S coefficient" 118 " 8.467 Pervious Initial abstraction" 119 " 0.015 Impervious Manning 'n'" 120 " 98.000 Impervious SCS Curve No." 121 " 0.834 Impervious Runoff coefficient" 122 " 0.100 Impervious Ia/S coefficient" 123 " 0.518 Impervious Initial abstraction" 124 " 0.010 0.004 0.004 0.000 c.m/sec" 125 " Catchment 202 Pervious Impervious Total Area " 126 " Surface Area 0.007 0.049 0.056 hectare" 127 " Time of concentration 27.370 2.195 2.848 minutes" 128 " Time to Centroid 132.140 89.573 90.676 minutes" 129 " Rainfall depth 32.400 32.400 32.400 mm" 130 " Rainfall volume 2.18 15.97 18.14 c.m" 131 " Rainfall losses 27.129 5.393 8.002 mm" 132 " Runoff depth 5.272 27.007 24.399 mm" 133 " Runoff volume 0.35 13.31 13.66 c.m" 134 " Runoff coefficient 0.163 0.834 0.753 " 135 " Maximum flow 0.000 0.010 0.010 c.m/sec" 136 " 40 HYDROGRAPH Add Runoff " 137 " 4 Add Runoff " 138 " 0.010 0.013 0.004 0.000" 139 " 54 POND DESIGN" 140 " 0.013 Current peak flow c.m/sec" 141 " 0.007 Target outflow c.m/sec" 142 " 31.2 Hydrograph volume c.m" 143 " 10. Number of stages" 144 " 0.000 Minimum water level metre" 145 " 0.275 Maximum water level metre" 146 " 0.000 Starting water level metre" 147 " 0 Keep Design Data: 1 = True; 0 = False" 148 " Level Discharge Volume" 149 " 343.404 0.000 0.000" 150 " 347.200 1.01E-05 4.571" 151 " 347.350 1.01E-05 4.741" 152 " 347.400 0.00277 5.179" 153 " 347.450 0.00391 7.288" 154 " 347.500 0.00478 12.538" 155 " 347.550 0.00552 21.913" 156 " 347.600 0.00617 35.804" 157 " 347.650 0.00676 54.194" 158 " 347.700 0.1103 75.882" 159 " 1. WEIRS" Q:\40037\MIDUSS\40037-100-POST-2yr.out Page 4 Printed at 14:57 on 26 Jun 2015 160 " Crest Weir Crest Left Right" 161 " elevation coefficie breadth sideslope sideslope" 162 " 347.650 0.900 6.000 0.000 0.000" 163 " 1. HOR. ORIFICES" 164 " Orifice Orifice Orifice Number of" 165 " invert coefficie diameter orifices" 166 " 347.350 0.630 0.0750 1.000" 167 " Peak outflow 0.005 c.m/sec" 168 " Maximum level 347.496 metre" 169 " Maximum storage 12.105 c.m" 170 " Centroidal lag 2.395 hours" 171 " 0.010 0.013 0.005 0.000 c.m/sec" 172 " 40 HYDROGRAPH Combine 1" 173 " 6 Combine " 174 " 1 Node #" 175 " CBMH BEHIND BLDG B" 176 " Maximum flow 0.005 c.m/sec" 177 " Hydrograph volume 27.305 c.m" 178 " 0.010 0.013 0.005 0.005" 179 " 40 HYDROGRAPH Start - New Tributary" 180 " 2 Start - New Tributary" 181 " 0.010 0.000 0.005 0.005" 182 " 33 CATCHMENT 203" 183 " 1 Triangular SCS" 184 " 1 Equal length" 185 " 1 SCS method" 186 " 203 BUILDING B" 187 " 100.000 % Impervious" 188 " 0.095 Total Area" 189 " 20.000 Flow length" 190 " 2.000 Overland Slope" 191 " 0.000 Pervious Area" 192 " 20.000 Pervious length" 193 " 2.000 Pervious slope" 194 " 0.095 Impervious Area" 195 " 20.000 Impervious length" 196 " 2.000 Impervious slope" 197 " 0.250 Pervious Manning 'n'" 198 " 75.000 Pervious SCS Curve No." 199 " 0.000 Pervious Runoff coefficient" 200 " 0.100 Pervious Ia/S coefficient" 201 " 8.467 Pervious Initial abstraction" 202 " 0.015 Impervious Manning 'n'" 203 " 98.000 Impervious SCS Curve No." 204 " 0.835 Impervious Runoff coefficient" 205 " 0.100 Impervious Ia/S coefficient" 206 " 0.518 Impervious Initial abstraction" 207 " 0.021 0.000 0.005 0.005 c.m/sec" 208 " Catchment 203 Pervious Impervious Total Area " 209 " Surface Area 0.000 0.095 0.095 hectare" 210 " Time of concentration 21.961 1.762 1.762 minutes" 211 " Time to Centroid 125.823 88.916 88.916 minutes" 212 " Rainfall depth 32.400 32.400 32.400 mm"

Q:\40037\MIDUSS\40037-100-POST-2yr.out Page 5 Printed at 14:57 on 26 Jun 2015 213 " Rainfall volume 0.00 30.78 30.78 c.m" 214 " Rainfall losses 27.135 5.332 5.332 mm" 215 " Runoff depth 5.265 27.068 27.068 mm" 216 " Runoff volume 0.00 25.71 25.71 c.m" 217 " Runoff coefficient 0.000 0.835 0.835 " 218 " Maximum flow 0.000 0.021 0.021 c.m/sec" 219 " 40 HYDROGRAPH Add Runoff " 220 " 4 Add Runoff " 221 " 0.021 0.021 0.005 0.005" 222 " 54 POND DESIGN" 223 " 0.021 Current peak flow c.m/sec" 224 " 0.007 Target outflow c.m/sec" 225 " 25.7 Hydrograph volume c.m" 226 " 11. Number of stages" 227 " 0.000 Minimum water level metre" 228 " 0.350 Maximum water level metre" 229 " 0.000 Starting water level metre" 230 " 0 Keep Design Data: 1 = True; 0 = False" 231 " Level Discharge Volume" 232 " 0.000 0.000 0.000" 233 " 0.03500 0.00210 0.5798" 234 " 0.07000 0.00420 4.639" 235 " 0.1050 0.00630 15.656" 236 " 0.1400 0.00840 36.784" 237 " 0.1750 0.01050 61.634" 238 " 0.2100 0.01260 86.484" 239 " 0.2450 0.01470 111.334" 240 " 0.2800 0.01680 136.184" 241 " 0.3150 0.01890 161.034" 242 " 0.3500 0.02100 185.884" 243 " 1. ROOFTOP" 244 " Roof area Store area Area/drain Drain flow Roof slope" 245 " hectare hectare sq.metre L/min/25mm g H:1V" 246 " 0.095 0.071 175.000 22.500 50.000" 247 " Using 4 roofdrains on roofstorage area of 710. square metre" 248 " Peak outflow 0.005 c.m/sec" 249 " Maximum level 0.091 metre" 250 " Maximum storage 11.244 c.m" 251 " Centroidal lag 1.849 hours" 252 " 0.021 0.021 0.005 0.005 c.m/sec" 253 " 40 HYDROGRAPH Next link " 254 " 5 Next link " 255 " 0.021 0.005 0.005 0.005" 256 " 33 CATCHMENT 204" 257 " 1 Triangular SCS" 258 " 1 Equal length" 259 " 1 SCS method" 260 " 204 PARKING LOT - BLDG B" 261 " 99.000 % Impervious" 262 " 0.112 Total Area" 263 " 50.000 Flow length" 264 " 4.500 Overland Slope" 265 " 0.001 Pervious Area" Q:\40037\MIDUSS\40037-100-POST-2yr.out Page 6 Printed at 14:57 on 26 Jun 2015 266 " 50.000 Pervious length" 267 " 4.500 Pervious slope" 268 " 0.111 Impervious Area" 269 " 50.000 Impervious length" 270 " 4.500 Impervious slope" 271 " 0.250 Pervious Manning 'n'" 272 " 75.000 Pervious SCS Curve No." 273 " 0.163 Pervious Runoff coefficient" 274 " 0.100 Pervious Ia/S coefficient" 275 " 8.467 Pervious Initial abstraction" 276 " 0.015 Impervious Manning 'n'" 277 " 98.000 Impervious SCS Curve No." 278 " 0.831 Impervious Runoff coefficient" 279 " 0.100 Impervious Ia/S coefficient" 280 " 0.518 Impervious Initial abstraction" 281 " 0.023 0.005 0.005 0.005 c.m/sec" 282 " Catchment 204 Pervious Impervious Total Area " 283 " Surface Area 0.001 0.111 0.112 hectare" 284 " Time of concentration 29.837 2.393 2.448 minutes" 285 " Time to Centroid 135.040 89.927 90.016 minutes" 286 " Rainfall depth 32.400 32.400 32.400 mm" 287 " Rainfall volume 0.36 35.93 36.29 c.m" 288 " Rainfall losses 27.127 5.471 5.688 mm" 289 " Runoff depth 5.273 26.929 26.712 mm" 290 " Runoff volume 0.06 29.86 29.92 c.m" 291 " Runoff coefficient 0.163 0.831 0.824 " 292 " Maximum flow 0.000 0.023 0.023 c.m/sec" 293 " 40 HYDROGRAPH Add Runoff " 294 " 4 Add Runoff " 295 " 0.023 0.027 0.005 0.005" 296 " 40 HYDROGRAPH Copy to Outflow" 297 " 8 Copy to Outflow" 298 " 0.023 0.027 0.027 0.005" 299 " 40 HYDROGRAPH Combine 1" 300 " 6 Combine " 301 " 1 Node #" 302 " CBMH BEHIND BLDG B" 303 " Maximum flow 0.030 c.m/sec" 304 " Hydrograph volume 82.985 c.m" 305 " 0.023 0.027 0.027 0.030" 306 " 40 HYDROGRAPH Start - New Tributary" 307 " 2 Start - New Tributary" 308 " 0.023 0.000 0.027 0.030" 309 " 33 CATCHMENT 205" 310 " 1 Triangular SCS" 311 " 1 Equal length" 312 " 1 SCS method" 313 " 205 BUILDING C" 314 " 100.000 % Impervious" 315 " 0.095 Total Area" 316 " 20.000 Flow length" 317 " 2.000 Overland Slope" 318 " 0.000 Pervious Area"

Q:\40037\MIDUSS\40037-100-POST-2yr.out Page 7 Printed at 14:57 on 26 Jun 2015 319 " 20.000 Pervious length" 320 " 2.000 Pervious slope" 321 " 0.095 Impervious Area" 322 " 20.000 Impervious length" 323 " 2.000 Impervious slope" 324 " 0.250 Pervious Manning 'n'" 325 " 75.000 Pervious SCS Curve No." 326 " 0.000 Pervious Runoff coefficient" 327 " 0.100 Pervious Ia/S coefficient" 328 " 8.467 Pervious Initial abstraction" 329 " 0.015 Impervious Manning 'n'" 330 " 98.000 Impervious SCS Curve No." 331 " 0.835 Impervious Runoff coefficient" 332 " 0.100 Impervious Ia/S coefficient" 333 " 0.518 Impervious Initial abstraction" 334 " 0.021 0.000 0.027 0.030 c.m/sec" 335 " Catchment 205 Pervious Impervious Total Area " 336 " Surface Area 0.000 0.095 0.095 hectare" 337 " Time of concentration 21.961 1.762 1.762 minutes" 338 " Time to Centroid 125.823 88.916 88.916 minutes" 339 " Rainfall depth 32.400 32.400 32.400 mm" 340 " Rainfall volume 0.00 30.78 30.78 c.m" 341 " Rainfall losses 27.135 5.332 5.332 mm" 342 " Runoff depth 5.265 27.068 27.068 mm" 343 " Runoff volume 0.00 25.71 25.71 c.m" 344 " Runoff coefficient 0.000 0.835 0.835 " 345 " Maximum flow 0.000 0.021 0.021 c.m/sec" 346 " 40 HYDROGRAPH Add Runoff " 347 " 4 Add Runoff " 348 " 0.021 0.021 0.027 0.030" 349 " 54 POND DESIGN" 350 " 0.021 Current peak flow c.m/sec" 351 " 0.007 Target outflow c.m/sec" 352 " 25.7 Hydrograph volume c.m" 353 " 11. Number of stages" 354 " 0.000 Minimum water level metre" 355 " 0.350 Maximum water level metre" 356 " 0.000 Starting water level metre" 357 " 0 Keep Design Data: 1 = True; 0 = False" 358 " Level Discharge Volume" 359 " 0.000 0.000 0.000" 360 " 0.03500 0.00210 0.5798" 361 " 0.07000 0.00420 4.639" 362 " 0.1050 0.00630 15.656" 363 " 0.1400 0.00840 36.784" 364 " 0.1750 0.01050 61.634" 365 " 0.2100 0.01260 86.484" 366 " 0.2450 0.01470 111.334" 367 " 0.2800 0.01680 136.184" 368 " 0.3150 0.01890 161.034" 369 " 0.3500 0.02100 185.884" 370 " 1. ROOFTOP" 371 " Roof area Store area Area/drain Drain flow Roof slope" Q:\40037\MIDUSS\40037-100-POST-2yr.out Page 8 Printed at 14:57 on 26 Jun 2015 372 " hectare hectare sq.metre L/min/25mm g H:1V" 373 " 0.095 0.071 175.000 22.500 50.000" 374 " Using 4 roofdrains on roofstorage area of 710. square metre" 375 " Peak outflow 0.005 c.m/sec" 376 " Maximum level 0.091 metre" 377 " Maximum storage 11.244 c.m" 378 " Centroidal lag 1.849 hours" 379 " 0.021 0.021 0.005 0.030 c.m/sec" 380 " 40 HYDROGRAPH Combine 1" 381 " 6 Combine " 382 " 1 Node #" 383 " CBMH BEHIND BLDG B" 384 " Maximum flow 0.034 c.m/sec" 385 " Hydrograph volume 108.746 c.m" 386 " 0.021 0.021 0.005 0.034" 387 " 40 HYDROGRAPH Confluence 1" 388 " 7 Confluence " 389 " 1 Node #" 390 " CBMH BEHIND BLDG B" 391 " Maximum flow 0.034 c.m/sec" 392 " Hydrograph volume 108.746 c.m" 393 " 0.021 0.034 0.005 0.000" 394 " 54 POND DESIGN" 395 " 0.034 Current peak flow c.m/sec" 396 " 0.007 Target outflow c.m/sec" 397 " 108.7 Hydrograph volume c.m" 398 " 8. Number of stages" 399 " 0.000 Minimum water level metre" 400 " 1.100 Maximum water level metre" 401 " 0.000 Starting water level metre" 402 " 0 Keep Design Data: 1 = True; 0 = False" 403 " Level Discharge Volume" 404 " 342.928 0.000 0.000" 405 " 345.300 0.03666 42.328" 406 " 345.350 0.03706 42.486" 407 " 345.400 0.03745 43.453" 408 " 345.450 0.03784 46.018" 409 " 345.500 0.03822 50.811" 410 " 345.550 0.03860 58.731" 411 " 345.600 0.07331 70.161" 412 " 1. WEIRS" 413 " Crest Weir Crest Left Right" 414 " elevation coefficie breadth sideslope sideslope" 415 " 345.550 0.900 2.000 0.000 0.000" 416 " 1. ORIFICES" 417 " Orifice Orifice Orifice Number of" 418 " invert coefficie diameter orifices" 419 " 342.928 0.630 0.1050 1.000" 420 " Peak outflow 0.019 c.m/sec" 421 " Maximum level 181.392 metre" 422 " Maximum storage 22.236 c.m" 423 " Centroidal lag 2.209 hours" 424 " 0.021 0.034 0.019 0.000 c.m/sec"

Q:\40037\MIDUSS\40037-100-POST-2yr.out Page 9 Printed at 14:57 on 26 Jun 2015 425 " 40 HYDROGRAPH Combine 2" 426 " 6 Combine " 427 " 2 Node #" 428 " DDICBMH" 429 " Maximum flow 0.019 c.m/sec" 430 " Hydrograph volume 108.736 c.m" 431 " 0.021 0.034 0.019 0.019" 432 " 40 HYDROGRAPH Start - New Tributary" 433 " 2 Start - New Tributary" 434 " 0.021 0.000 0.019 0.019" 435 " 33 CATCHMENT 206" 436 " 1 Triangular SCS" 437 " 1 Equal length" 438 " 1 SCS method" 439 " 206 PARKING LOT - BLDG C" 440 " 98.000 % Impervious" 441 " 0.089 Total Area" 442 " 50.000 Flow length" 443 " 4.000 Overland Slope" 444 " 0.002 Pervious Area" 445 " 50.000 Pervious length" 446 " 4.000 Pervious slope" 447 " 0.087 Impervious Area" 448 " 50.000 Impervious length" 449 " 4.000 Impervious slope" 450 " 0.250 Pervious Manning 'n'" 451 " 75.000 Pervious SCS Curve No." 452 " 0.163 Pervious Runoff coefficient" 453 " 0.100 Pervious Ia/S coefficient" 454 " 8.467 Pervious Initial abstraction" 455 " 0.015 Impervious Manning 'n'" 456 " 98.000 Impervious SCS Curve No." 457 " 0.831 Impervious Runoff coefficient" 458 " 0.100 Impervious Ia/S coefficient" 459 " 0.518 Impervious Initial abstraction" 460 " 0.018 0.000 0.019 0.019 c.m/sec" 461 " Catchment 206 Pervious Impervious Total Area " 462 " Surface Area 0.002 0.087 0.089 hectare" 463 " Time of concentration 30.910 2.479 2.593 minutes" 464 " Time to Centroid 136.299 90.052 90.237 minutes" 465 " Rainfall depth 32.400 32.400 32.400 mm" 466 " Rainfall volume 0.58 28.26 28.84 c.m" 467 " Rainfall losses 27.130 5.474 5.908 mm" 468 " Runoff depth 5.270 26.926 26.493 mm" 469 " Runoff volume 0.09 23.48 23.58 c.m" 470 " Runoff coefficient 0.163 0.831 0.818 " 471 " Maximum flow 0.000 0.018 0.018 c.m/sec" 472 " 40 HYDROGRAPH Add Runoff " 473 " 4 Add Runoff " 474 " 0.018 0.018 0.019 0.019" 475 " 40 HYDROGRAPH Copy to Outflow" 476 " 8 Copy to Outflow" 477 " 0.018 0.018 0.018 0.019" Q:\40037\MIDUSS\40037-100-POST-2yr.out Page 10 Printed at 14:57 on 26 Jun 2015 478 " 40 HYDROGRAPH Combine 2" 479 " 6 Combine " 480 " 2 Node #" 481 " DDICBMH" 482 " Maximum flow 0.030 c.m/sec" 483 " Hydrograph volume 132.314 c.m" 484 " 0.018 0.018 0.018 0.030" 485 " 40 HYDROGRAPH Confluence 2" 486 " 7 Confluence " 487 " 2 Node #" 488 " DDICBMH" 489 " Maximum flow 0.030 c.m/sec" 490 " Hydrograph volume 132.314 c.m" 491 " 0.018 0.030 0.018 0.000" 492 " 40 HYDROGRAPH Copy to Outflow" 493 " 8 Copy to Outflow" 494 " 0.018 0.030 0.030 0.000" 495 " 40 HYDROGRAPH Combine 3" 496 " 6 Combine " 497 " 3 Node #" 498 " TOTAL SITE" 499 " Maximum flow 0.030 c.m/sec" 500 " Hydrograph volume 132.314 c.m" 501 " 0.018 0.030 0.030 0.030" 502 " 40 HYDROGRAPH Start - New Tributary" 503 " 2 Start - New Tributary" 504 " 0.018 0.000 0.030 0.030" 505 " 33 CATCHMENT 207" 506 " 1 Triangular SCS" 507 " 1 Equal length" 508 " 1 SCS method" 509 " 207 UNCONTROLLABLE RUNOFF" 510 " 68.000 % Impervious" 511 " 0.099 Total Area" 512 " 8.000 Flow length" 513 " 5.000 Overland Slope" 514 " 0.032 Pervious Area" 515 " 8.000 Pervious length" 516 " 5.000 Pervious slope" 517 " 0.067 Impervious Area" 518 " 8.000 Impervious length" 519 " 5.000 Impervious slope" 520 " 0.250 Pervious Manning 'n'" 521 " 75.000 Pervious SCS Curve No." 522 " 0.162 Pervious Runoff coefficient" 523 " 0.100 Pervious Ia/S coefficient" 524 " 8.467 Pervious Initial abstraction" 525 " 0.015 Impervious Manning 'n'" 526 " 98.000 Impervious SCS Curve No." 527 " 0.799 Impervious Runoff coefficient" 528 " 0.100 Impervious Ia/S coefficient" 529 " 0.518 Impervious Initial abstraction" 530 " 0.016 0.000 0.030 0.030 c.m/sec"

Q:\40037\MIDUSS\40037-100-POST-2yr.out Page 11 Printed at 14:57 on 26 Jun 2015 531 " Catchment 207 Pervious Impervious Total Area " 532 " Surface Area 0.032 0.067 0.099 hectare" 533 " Time of concentration 9.627 0.772 1.542 minutes" 534 " Time to Centroid 111.431 87.618 89.687 minutes" 535 " Rainfall depth 32.400 32.400 32.400 mm" 536 " Rainfall volume 10.26 21.81 32.08 c.m" 537 " Rainfall losses 27.165 6.509 13.119 mm" 538 " Runoff depth 5.235 25.891 19.281 mm" 539 " Runoff volume 1.66 17.43 19.09 c.m" 540 " Runoff coefficient 0.162 0.799 0.595 " 541 " Maximum flow 0.001 0.016 0.016 c.m/sec" 542 " 40 HYDROGRAPH Add Runoff " 543 " 4 Add Runoff " 544 " 0.016 0.016 0.030 0.030" 545 " 40 HYDROGRAPH Copy to Outflow" 546 " 8 Copy to Outflow" 547 " 0.016 0.016 0.016 0.030" 548 " 40 HYDROGRAPH Combine 3" 549 " 6 Combine " 550 " 3 Node #" 551 " TOTAL SITE" 552 " Maximum flow 0.042 c.m/sec" 553 " Hydrograph volume 151.402 c.m" 554 " 0.016 0.016 0.016 0.042" 555 " 40 HYDROGRAPH Confluence 3" 556 " 7 Confluence " 557 " 3 Node #" 558 " TOTAL SITE" 559 " Maximum flow 0.042 c.m/sec" 560 " Hydrograph volume 151.402 c.m" 561 " 0.016 0.042 0.016 0.000" 562 " 38 START/RE-START TOTALS 3" 563 " 3 Runoff Totals on EXIT" 564 " Total Catchment area 0.611 hectare" 565 " Total Impervious area 0.570 hectare" 566 " Total % impervious 93.241" 567 " 19 EXIT"

CITY STAFF CORRESPONDENCE APPENDIX C

Charles Carre From: Sent: To: Cc: Subject: Francis Reyes [Francis.Reyes@waterloo.ca] Wednesday, March 04, 2015 3:28 PM Derek J. Hoevenaars Kim Chabot; Charles Carre RE: 250-266 Sunview Street Sanitary Capacity Derek, As discussed, the 200mm municipal sanitary sewer along Sunview Street has sufficient slope; therefore, it is anticipated that there will be adequate capacity along the street. Furthermore, sanitary flows from the site will eventually go through Seagram Drive which used to be a bottleneck. However that has been addressed with the recent sanitary sewer upgrade (2012) along Seagram, between Lester Street and the tracks. I would also recommend using 1.5 person s per bedroom since development on Northdale cater to both students and young professionals. A ppb of 1.5 gives an average of single and double occupancy. I hope this helps, let me know if you have any questions. Regards, Francis Reyes, P.Eng. Senior Project Engineer, Development Engineering Engineering Services, Integrated Planning & Public Works 100 Regina St. S. PO Box 337, Station Waterloo Waterloo ON N2J 4A8 P: 519-747-8741 TTY: 1-866-786-3941 E: francis.reyes@waterloo.ca www.waterloo.ca From: Derek J. Hoevenaars [mailto:dhoevenaars@mte85.com] Sent: Monday, March 02, 2015 3:39 PM To: Francis Reyes Cc: Kim Chabot; Charles Carre Subject: 250-266 Sunview Street Sanitary Capacity Good afternoon Francis, We are currently working on the Functional Servicing Report for the proposed apartment block development on the east side of Sunview Street in the Northdale subdivision in Waterloo. The site is made up of the properties under the municipal addresses 250-266 Sunview Street. The current zoning of the property is (H)NMU6 for 266 Sunview and (H)NMU12 for 250-264 Sunview Street which allows for 340 bedrooms. Please see the attached sketch indicating the site location. 1

Right-click here to download pictures. To help protect your privacy, Outlook prevented automatic download of this picture from the Internet. MTE The proposed development includes three mid-rise apartment buildings with a total of 400 bedrooms. Assuming a person s per bedroom of 1.2, this results in a total site population of 480 people. We would like to have an idea ahead of time if any municipal sanitary upgrades would be required as a result of this development and if so what the extent of the upgrades would be. Please see the attached spreadsheet generating a proposed peak sanitary flow of 7.65 L/s for the site based on 0.004 L/s/p as per the Region s DGSSMS and a Harmon Peaking Factor. This is compared to a peaked flow of 6.57 L/s under the existing site zoning. It should be noted that the peaking factor would be reduced when taken into account as a part of the entire subdivision with a larger population. Thanks, -Derek J. Hoevenaars MTE Consultants Inc. Derek Hoevenaars, P. Eng. Design Engineer 520 Bingemans Centre Drive, Kitchener, Ontario N2B 3X9 Phone: 519-743-6500 x1358 Fax: 519-743-6513 www.mte85.com Notice: The electronic information provided is confidential and privileged, and may not be used for purposes other than work related to the subject project. Redistribution or copies to others made without written permission from MTE Consultants Inc. is strictly prohibited. MTE assumes no liability or responsibility, and makes no guarantee or warranty with respect to the data contained, either expressed or implied. Please consider the environment before printing this email. IMPORTANT NOTICE: This communication (including attachments) is intended solely for the named addressee(s) and may contain information that is privileged, confidential and exempt from disclosure. No waiver of confidence, privilege, protection or otherwise is made. If you are not the intended recipient of this communication, you are hereby notified that any dissemination, distribution or copying of this communication is strictly prohibited. If you have received this communication in error, please notify the sender immediately and delete this email (including attachments) without reading, copying or forwarding it to anyone. Thank you for your cooperation. 2

GEOTECHNICAL REPORT APPENDIX D