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

Transcription

1 258 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.:

2 TABLE OF CONTENTS 1.0 INTRODUCTION EXISTING CONDITIONS Existing Topography Existing Servicing Water Sanitary Storm PROPOSED GRADING AND SERVICING STRATEGY Proposed Grading Proposed Servicing Water Sanitary Storm STORM WATER MANAGEMENT CRITERIA Methodology Stormwater Management Catchment Parameters Water Quantity Modeling Results Water Quality Control Erosion & Sediment Control CONCLUSIONS AND RECOMMENDATIONS 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_July \ FSSWM_July doc

3 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. C Encl. Functional Site Grading and SWM Plan MTE Drawing No. C Encl. Functional Site Servicing Plan MTE Drawing No. C Encl.

4 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 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 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 July 17, 2015

5 2.2 Existing Servicing 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 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 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, 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 July 17, 2015

6 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 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 July 17, 2015

7 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 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 July 17, 2015

8 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 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 Post Development Catchment Areas 201 Building A Building A Parking Area Building B Building B Parking Area Building C Building C Parking Area Uncontrolled 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 July 17, 2015

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11 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 Invert of 750 mm outlet pipe Invert of 75 mm casting orifice Top of grate of CBMH Contour Contour Contour Contour Contour m wide weir Overflow Functional Servicing and SWM Report 258 Sunview Street -8- MTE File No July 17, 2015

12 TABLE 4.3 CBMH2 STAGE-STORAGE-DISCHARGE INFORMATION Elevation (m) Head (m) Orifice/Weir Flow (m 3 /s) Volume (m 3 ) Remarks Invert of 105 mm orifice Top of grate of CBMH Contour Contour Contour Contour m wide weir 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 m 3 /s, 0.042m 3 /s, and 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 Post Development year Storm Event (m 3 /s) The maximum ponding elevation around CBMH1 in for the 2 year storm event is This represents 15 cm of ponding depth within the parking area. For the 5 year storm event, the maximum ponding elevation is This represents 19 cm of ponding depth within the parking area. For the 100 year storm event, the maximum ponding elevation is 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 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 July 17, 2015

13 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 July 17, 2015

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15 CALCULATIONS APPENDIX A

16 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

17 258 Sunview Street Sanitary Flow Rate Analysis Waterloo, Ontario Project #: 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 (H) NMU TOTALS FOR SITE TOTALS FOR SITE Assumptions: 1 Calculated using the City of Waterloo By-Law No Maximum Density - (H) NMU bedrooms/ha Maximum Density - (H) NMU 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) L/s/p 3 Residential Harmon Peaking Factor Formula F=1+(14/(4+P^0.5)) Where P = population (in thousands)

18 258 Sunview Street WATER DISTRIBUTION ANALYSIS Waterloo, Ontario Project #: 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 Apartment , , ,805 1, ,000-15% -30% 50% 3, B Apartment ,256 27, , ,325 9, ,256 17,000-15% -30% 50% 17, C Apartment ,238 26, , ,309 9, ,238 17,000-15% -30% 55% 18, TOTALS FOR SITE Max Fire Flow = 150 Max Fire Flow = 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 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

19 Stormceptor Design Summary PCSWMM for Stormceptor Project Information Date 3/13/2015 Project Name 258 Sunview Street Project Number 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 STC STC STC STC STC STC STC STC STC STC STC Stormceptor Design Summary - 1/2

20 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 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 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., Stormceptor Design Summary - 2/2

21 MIDUSS OUTPUT APPENDIX B

22 PRE-DEVELOPMENT

23 Q:\40037\MIDUSS\ PRE-2yr.out Page 1 Printed at 14:56 on 26 Jun " 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: 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 " Time Step" 12 " Max. Storm length" 13 " Max. Hydrograph" 14 " 32 STORM Chicago storm" 15 " 1 Chicago storm" 16 " Coefficient A" 17 " Constant B" 18 " Exponent C" 19 " Fraction R" 20 " Duration" 21 " Time step multiplier" 22 " Maximum intensity mm/hr" 23 " Total depth 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 " % Impervious" 31 " Total Area" 32 " Flow length" 33 " Overland Slope" 34 " Pervious Area" 35 " Pervious length" 36 " Pervious slope" 37 " Impervious Area" 38 " Impervious length" 39 " Impervious slope" 40 " Pervious Manning 'n'" 41 " Pervious SCS Curve No." 42 " Pervious Runoff coefficient" 43 " Pervious Ia/S coefficient" 44 " Pervious Initial abstraction" 45 " Impervious Manning 'n'" 46 " Impervious SCS Curve No." 47 " Impervious Runoff coefficient" 48 " Impervious Ia/S coefficient" 49 " Impervious Initial abstraction" 50 " c.m/sec" 51 " Catchment 101 Pervious Impervious Total Area " 52 " Surface Area hectare" 53 " Time of concentration minutes" Q:\40037\MIDUSS\ PRE-2yr.out Page 2 Printed at 14:56 on 26 Jun " Time to Centroid minutes" 55 " Rainfall depth mm" 56 " Rainfall volume c.m" 57 " Rainfall losses mm" 58 " Runoff depth mm" 59 " Runoff volume c.m" 60 " Runoff coefficient " 61 " Maximum flow c.m/sec" 62 " 40 HYDROGRAPH Add Runoff " 63 " 4 Add Runoff " 64 " " 65 " 38 START/RE-START TOTALS 101" 66 " 3 Runoff Totals on EXIT" 67 " Total Catchment area hectare" 68 " Total Impervious area hectare" 69 " Total % impervious " 70 " 19 EXIT"

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25 Q:\40037\MIDUSS\ PRE-5yr.out Page 1 Printed at 14:57 on 26 Jun " 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: PRE-5yr.out" 7 " Licensee name: Admin" 8 " Company " 9 " Date & Time last used: 3/10/2015 at 2:32:51 PM" 10 " 31 TIME PARAMETERS" 11 " Time Step" 12 " Max. Storm length" 13 " Max. Hydrograph" 14 " 32 STORM Chicago storm" 15 " 1 Chicago storm" 16 " Coefficient A" 17 " Constant B" 18 " Exponent C" 19 " Fraction R" 20 " Duration" 21 " Time step multiplier" 22 " Maximum intensity mm/hr" 23 " Total depth mm" 24 " 6 005hyd 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 " % Impervious" 31 " Total Area" 32 " Flow length" 33 " Overland Slope" 34 " Pervious Area" 35 " Pervious length" 36 " Pervious slope" 37 " Impervious Area" 38 " Impervious length" 39 " Impervious slope" 40 " Pervious Manning 'n'" 41 " Pervious SCS Curve No." 42 " Pervious Runoff coefficient" 43 " Pervious Ia/S coefficient" 44 " Pervious Initial abstraction" 45 " Impervious Manning 'n'" 46 " Impervious SCS Curve No." 47 " Impervious Runoff coefficient" 48 " Impervious Ia/S coefficient" 49 " Impervious Initial abstraction" 50 " c.m/sec" 51 " Catchment 101 Pervious Impervious Total Area " 52 " Surface Area hectare" 53 " Time of concentration minutes" Q:\40037\MIDUSS\ PRE-5yr.out Page 2 Printed at 14:57 on 26 Jun " Time to Centroid minutes" 55 " Rainfall depth mm" 56 " Rainfall volume c.m" 57 " Rainfall losses mm" 58 " Runoff depth mm" 59 " Runoff volume c.m" 60 " Runoff coefficient " 61 " Maximum flow c.m/sec" 62 " 40 HYDROGRAPH Add Runoff " 63 " 4 Add Runoff " 64 " " 65 " 38 START/RE-START TOTALS 101" 66 " 3 Runoff Totals on EXIT" 67 " Total Catchment area hectare" 68 " Total Impervious area hectare" 69 " Total % impervious " 70 " 19 EXIT"

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27 Q:\40037\MIDUSS\ PRE-100yr.out Page 1 Printed at 14:57 on 26 Jun " 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: PRE-100yr.out" 7 " Licensee name: Admin" 8 " Company " 9 " Date & Time last used: 3/10/2015 at 2:34:07 PM" 10 " 31 TIME PARAMETERS" 11 " Time Step" 12 " Max. Storm length" 13 " Max. Hydrograph" 14 " 32 STORM Chicago storm" 15 " 1 Chicago storm" 16 " Coefficient A" 17 " Constant B" 18 " Exponent C" 19 " Fraction R" 20 " Duration" 21 " Time step multiplier" 22 " Maximum intensity mm/hr" 23 " Total depth mm" 24 " 6 100hyd 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 " % Impervious" 31 " Total Area" 32 " Flow length" 33 " Overland Slope" 34 " Pervious Area" 35 " Pervious length" 36 " Pervious slope" 37 " Impervious Area" 38 " Impervious length" 39 " Impervious slope" 40 " Pervious Manning 'n'" 41 " Pervious SCS Curve No." 42 " Pervious Runoff coefficient" 43 " Pervious Ia/S coefficient" 44 " Pervious Initial abstraction" 45 " Impervious Manning 'n'" 46 " Impervious SCS Curve No." 47 " Impervious Runoff coefficient" 48 " Impervious Ia/S coefficient" 49 " Impervious Initial abstraction" 50 " c.m/sec" 51 " Catchment 101 Pervious Impervious Total Area " 52 " Surface Area hectare" 53 " Time of concentration minutes" Q:\40037\MIDUSS\ PRE-100yr.out Page 2 Printed at 14:57 on 26 Jun " Time to Centroid minutes" 55 " Rainfall depth mm" 56 " Rainfall volume c.m" 57 " Rainfall losses mm" 58 " Runoff depth mm" 59 " Runoff volume c.m" 60 " Runoff coefficient " 61 " Maximum flow c.m/sec" 62 " 40 HYDROGRAPH Add Runoff " 63 " 4 Add Runoff " 64 " " 65 " 38 START/RE-START TOTALS 101" 66 " 3 Runoff Totals on EXIT" 67 " Total Catchment area hectare" 68 " Total Impervious area hectare" 69 " Total % impervious " 70 " 19 EXIT"

28 POST-DEVELOPMENT

29 Q:\40037\MIDUSS\ POST-2yr.out Page 1 Printed at 14:57 on 26 Jun " 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: 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 " Time Step" 12 " Max. Storm length" 13 " Max. Hydrograph" 14 " 32 STORM Chicago storm" 15 " 1 Chicago storm" 16 " Coefficient A" 17 " Constant B" 18 " Exponent C" 19 " Fraction R" 20 " Duration" 21 " Time step multiplier" 22 " Maximum intensity mm/hr" 23 " Total depth 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 " % Impervious" 31 " Total Area" 32 " Flow length" 33 " Overland Slope" 34 " Pervious Area" 35 " Pervious length" 36 " Pervious slope" 37 " Impervious Area" 38 " Impervious length" 39 " Impervious slope" 40 " Pervious Manning 'n'" 41 " Pervious SCS Curve No." 42 " Pervious Runoff coefficient" 43 " Pervious Ia/S coefficient" 44 " Pervious Initial abstraction" 45 " Impervious Manning 'n'" 46 " Impervious SCS Curve No." 47 " Impervious Runoff coefficient" 48 " Impervious Ia/S coefficient" 49 " Impervious Initial abstraction" 50 " c.m/sec" 51 " Catchment 201 Pervious Impervious Total Area " 52 " Surface Area hectare" 53 " Time of concentration minutes" Q:\40037\MIDUSS\ POST-2yr.out Page 2 Printed at 14:57 on 26 Jun " Time to Centroid minutes" 55 " Rainfall depth mm" 56 " Rainfall volume c.m" 57 " Rainfall losses mm" 58 " Runoff depth mm" 59 " Runoff volume c.m" 60 " Runoff coefficient " 61 " Maximum flow c.m/sec" 62 " 40 HYDROGRAPH Add Runoff " 63 " 4 Add Runoff " 64 " " 65 " 54 POND DESIGN" 66 " Current peak flow c.m/sec" 67 " Target outflow c.m/sec" 68 " 17.6 Hydrograph volume c.m" 69 " 11. Number of stages" 70 " Minimum water level metre" 71 " Maximum water level metre" 72 " Starting water level metre" 73 " 0 Keep Design Data: 1 = True; 0 = False" 74 " Level Discharge Volume" 75 " " 76 " " 77 " " 78 " " 79 " " 80 " " 81 " " 82 " " 83 " " 84 " " 85 " " 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 " " 90 " Using 3 roofdrains on roofstorage area of 490. square metre" 91 " Peak outflow c.m/sec" 92 " Maximum level metre" 93 " Maximum storage c.m" 94 " Centroidal lag hours" 95 " c.m/sec" 96 " 40 HYDROGRAPH Next link " 97 " 5 Next link " 98 " " 99 " 33 CATCHMENT 202" 100 " 1 Triangular SCS" 101 " 1 Equal length" 102 " 1 SCS method" 103 " 202 PARKING LOT - BLDG A" 104 " % Impervious" 105 " Total Area" 106 " Flow length"

30 Q:\40037\MIDUSS\ POST-2yr.out Page 3 Printed at 14:57 on 26 Jun " Overland Slope" 108 " Pervious Area" 109 " Pervious length" 110 " Pervious slope" 111 " Impervious Area" 112 " Impervious length" 113 " Impervious slope" 114 " Pervious Manning 'n'" 115 " Pervious SCS Curve No." 116 " Pervious Runoff coefficient" 117 " Pervious Ia/S coefficient" 118 " Pervious Initial abstraction" 119 " Impervious Manning 'n'" 120 " Impervious SCS Curve No." 121 " Impervious Runoff coefficient" 122 " Impervious Ia/S coefficient" 123 " Impervious Initial abstraction" 124 " c.m/sec" 125 " Catchment 202 Pervious Impervious Total Area " 126 " Surface Area hectare" 127 " Time of concentration minutes" 128 " Time to Centroid minutes" 129 " Rainfall depth mm" 130 " Rainfall volume c.m" 131 " Rainfall losses mm" 132 " Runoff depth mm" 133 " Runoff volume c.m" 134 " Runoff coefficient " 135 " Maximum flow c.m/sec" 136 " 40 HYDROGRAPH Add Runoff " 137 " 4 Add Runoff " 138 " " 139 " 54 POND DESIGN" 140 " Current peak flow c.m/sec" 141 " Target outflow c.m/sec" 142 " 31.2 Hydrograph volume c.m" 143 " 10. Number of stages" 144 " Minimum water level metre" 145 " Maximum water level metre" 146 " Starting water level metre" 147 " 0 Keep Design Data: 1 = True; 0 = False" 148 " Level Discharge Volume" 149 " " 150 " E " 151 " E " 152 " " 153 " " 154 " " 155 " " 156 " " 157 " " 158 " " 159 " 1. WEIRS" Q:\40037\MIDUSS\ POST-2yr.out Page 4 Printed at 14:57 on 26 Jun " Crest Weir Crest Left Right" 161 " elevation coefficie breadth sideslope sideslope" 162 " " 163 " 1. HOR. ORIFICES" 164 " Orifice Orifice Orifice Number of" 165 " invert coefficie diameter orifices" 166 " " 167 " Peak outflow c.m/sec" 168 " Maximum level metre" 169 " Maximum storage c.m" 170 " Centroidal lag hours" 171 " c.m/sec" 172 " 40 HYDROGRAPH Combine 1" 173 " 6 Combine " 174 " 1 Node #" 175 " CBMH BEHIND BLDG B" 176 " Maximum flow c.m/sec" 177 " Hydrograph volume c.m" 178 " " 179 " 40 HYDROGRAPH Start - New Tributary" 180 " 2 Start - New Tributary" 181 " " 182 " 33 CATCHMENT 203" 183 " 1 Triangular SCS" 184 " 1 Equal length" 185 " 1 SCS method" 186 " 203 BUILDING B" 187 " % Impervious" 188 " Total Area" 189 " Flow length" 190 " Overland Slope" 191 " Pervious Area" 192 " Pervious length" 193 " Pervious slope" 194 " Impervious Area" 195 " Impervious length" 196 " Impervious slope" 197 " Pervious Manning 'n'" 198 " Pervious SCS Curve No." 199 " Pervious Runoff coefficient" 200 " Pervious Ia/S coefficient" 201 " Pervious Initial abstraction" 202 " Impervious Manning 'n'" 203 " Impervious SCS Curve No." 204 " Impervious Runoff coefficient" 205 " Impervious Ia/S coefficient" 206 " Impervious Initial abstraction" 207 " c.m/sec" 208 " Catchment 203 Pervious Impervious Total Area " 209 " Surface Area hectare" 210 " Time of concentration minutes" 211 " Time to Centroid minutes" 212 " Rainfall depth mm"

31 Q:\40037\MIDUSS\ POST-2yr.out Page 5 Printed at 14:57 on 26 Jun " Rainfall volume c.m" 214 " Rainfall losses mm" 215 " Runoff depth mm" 216 " Runoff volume c.m" 217 " Runoff coefficient " 218 " Maximum flow c.m/sec" 219 " 40 HYDROGRAPH Add Runoff " 220 " 4 Add Runoff " 221 " " 222 " 54 POND DESIGN" 223 " Current peak flow c.m/sec" 224 " Target outflow c.m/sec" 225 " 25.7 Hydrograph volume c.m" 226 " 11. Number of stages" 227 " Minimum water level metre" 228 " Maximum water level metre" 229 " Starting water level metre" 230 " 0 Keep Design Data: 1 = True; 0 = False" 231 " Level Discharge Volume" 232 " " 233 " " 234 " " 235 " " 236 " " 237 " " 238 " " 239 " " 240 " " 241 " " 242 " " 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 " " 247 " Using 4 roofdrains on roofstorage area of 710. square metre" 248 " Peak outflow c.m/sec" 249 " Maximum level metre" 250 " Maximum storage c.m" 251 " Centroidal lag hours" 252 " c.m/sec" 253 " 40 HYDROGRAPH Next link " 254 " 5 Next link " 255 " " 256 " 33 CATCHMENT 204" 257 " 1 Triangular SCS" 258 " 1 Equal length" 259 " 1 SCS method" 260 " 204 PARKING LOT - BLDG B" 261 " % Impervious" 262 " Total Area" 263 " Flow length" 264 " Overland Slope" 265 " Pervious Area" Q:\40037\MIDUSS\ POST-2yr.out Page 6 Printed at 14:57 on 26 Jun " Pervious length" 267 " Pervious slope" 268 " Impervious Area" 269 " Impervious length" 270 " Impervious slope" 271 " Pervious Manning 'n'" 272 " Pervious SCS Curve No." 273 " Pervious Runoff coefficient" 274 " Pervious Ia/S coefficient" 275 " Pervious Initial abstraction" 276 " Impervious Manning 'n'" 277 " Impervious SCS Curve No." 278 " Impervious Runoff coefficient" 279 " Impervious Ia/S coefficient" 280 " Impervious Initial abstraction" 281 " c.m/sec" 282 " Catchment 204 Pervious Impervious Total Area " 283 " Surface Area hectare" 284 " Time of concentration minutes" 285 " Time to Centroid minutes" 286 " Rainfall depth mm" 287 " Rainfall volume c.m" 288 " Rainfall losses mm" 289 " Runoff depth mm" 290 " Runoff volume c.m" 291 " Runoff coefficient " 292 " Maximum flow c.m/sec" 293 " 40 HYDROGRAPH Add Runoff " 294 " 4 Add Runoff " 295 " " 296 " 40 HYDROGRAPH Copy to Outflow" 297 " 8 Copy to Outflow" 298 " " 299 " 40 HYDROGRAPH Combine 1" 300 " 6 Combine " 301 " 1 Node #" 302 " CBMH BEHIND BLDG B" 303 " Maximum flow c.m/sec" 304 " Hydrograph volume c.m" 305 " " 306 " 40 HYDROGRAPH Start - New Tributary" 307 " 2 Start - New Tributary" 308 " " 309 " 33 CATCHMENT 205" 310 " 1 Triangular SCS" 311 " 1 Equal length" 312 " 1 SCS method" 313 " 205 BUILDING C" 314 " % Impervious" 315 " Total Area" 316 " Flow length" 317 " Overland Slope" 318 " Pervious Area"

32 Q:\40037\MIDUSS\ POST-2yr.out Page 7 Printed at 14:57 on 26 Jun " Pervious length" 320 " Pervious slope" 321 " Impervious Area" 322 " Impervious length" 323 " Impervious slope" 324 " Pervious Manning 'n'" 325 " Pervious SCS Curve No." 326 " Pervious Runoff coefficient" 327 " Pervious Ia/S coefficient" 328 " Pervious Initial abstraction" 329 " Impervious Manning 'n'" 330 " Impervious SCS Curve No." 331 " Impervious Runoff coefficient" 332 " Impervious Ia/S coefficient" 333 " Impervious Initial abstraction" 334 " c.m/sec" 335 " Catchment 205 Pervious Impervious Total Area " 336 " Surface Area hectare" 337 " Time of concentration minutes" 338 " Time to Centroid minutes" 339 " Rainfall depth mm" 340 " Rainfall volume c.m" 341 " Rainfall losses mm" 342 " Runoff depth mm" 343 " Runoff volume c.m" 344 " Runoff coefficient " 345 " Maximum flow c.m/sec" 346 " 40 HYDROGRAPH Add Runoff " 347 " 4 Add Runoff " 348 " " 349 " 54 POND DESIGN" 350 " Current peak flow c.m/sec" 351 " Target outflow c.m/sec" 352 " 25.7 Hydrograph volume c.m" 353 " 11. Number of stages" 354 " Minimum water level metre" 355 " Maximum water level metre" 356 " Starting water level metre" 357 " 0 Keep Design Data: 1 = True; 0 = False" 358 " Level Discharge Volume" 359 " " 360 " " 361 " " 362 " " 363 " " 364 " " 365 " " 366 " " 367 " " 368 " " 369 " " 370 " 1. ROOFTOP" 371 " Roof area Store area Area/drain Drain flow Roof slope" Q:\40037\MIDUSS\ POST-2yr.out Page 8 Printed at 14:57 on 26 Jun " hectare hectare sq.metre L/min/25mm g H:1V" 373 " " 374 " Using 4 roofdrains on roofstorage area of 710. square metre" 375 " Peak outflow c.m/sec" 376 " Maximum level metre" 377 " Maximum storage c.m" 378 " Centroidal lag hours" 379 " c.m/sec" 380 " 40 HYDROGRAPH Combine 1" 381 " 6 Combine " 382 " 1 Node #" 383 " CBMH BEHIND BLDG B" 384 " Maximum flow c.m/sec" 385 " Hydrograph volume c.m" 386 " " 387 " 40 HYDROGRAPH Confluence 1" 388 " 7 Confluence " 389 " 1 Node #" 390 " CBMH BEHIND BLDG B" 391 " Maximum flow c.m/sec" 392 " Hydrograph volume c.m" 393 " " 394 " 54 POND DESIGN" 395 " Current peak flow c.m/sec" 396 " Target outflow c.m/sec" 397 " Hydrograph volume c.m" 398 " 8. Number of stages" 399 " Minimum water level metre" 400 " Maximum water level metre" 401 " Starting water level metre" 402 " 0 Keep Design Data: 1 = True; 0 = False" 403 " Level Discharge Volume" 404 " " 405 " " 406 " " 407 " " 408 " " 409 " " 410 " " 411 " " 412 " 1. WEIRS" 413 " Crest Weir Crest Left Right" 414 " elevation coefficie breadth sideslope sideslope" 415 " " 416 " 1. ORIFICES" 417 " Orifice Orifice Orifice Number of" 418 " invert coefficie diameter orifices" 419 " " 420 " Peak outflow c.m/sec" 421 " Maximum level metre" 422 " Maximum storage c.m" 423 " Centroidal lag hours" 424 " c.m/sec"

33 Q:\40037\MIDUSS\ POST-2yr.out Page 9 Printed at 14:57 on 26 Jun " 40 HYDROGRAPH Combine 2" 426 " 6 Combine " 427 " 2 Node #" 428 " DDICBMH" 429 " Maximum flow c.m/sec" 430 " Hydrograph volume c.m" 431 " " 432 " 40 HYDROGRAPH Start - New Tributary" 433 " 2 Start - New Tributary" 434 " " 435 " 33 CATCHMENT 206" 436 " 1 Triangular SCS" 437 " 1 Equal length" 438 " 1 SCS method" 439 " 206 PARKING LOT - BLDG C" 440 " % Impervious" 441 " Total Area" 442 " Flow length" 443 " Overland Slope" 444 " Pervious Area" 445 " Pervious length" 446 " Pervious slope" 447 " Impervious Area" 448 " Impervious length" 449 " Impervious slope" 450 " Pervious Manning 'n'" 451 " Pervious SCS Curve No." 452 " Pervious Runoff coefficient" 453 " Pervious Ia/S coefficient" 454 " Pervious Initial abstraction" 455 " Impervious Manning 'n'" 456 " Impervious SCS Curve No." 457 " Impervious Runoff coefficient" 458 " Impervious Ia/S coefficient" 459 " Impervious Initial abstraction" 460 " c.m/sec" 461 " Catchment 206 Pervious Impervious Total Area " 462 " Surface Area hectare" 463 " Time of concentration minutes" 464 " Time to Centroid minutes" 465 " Rainfall depth mm" 466 " Rainfall volume c.m" 467 " Rainfall losses mm" 468 " Runoff depth mm" 469 " Runoff volume c.m" 470 " Runoff coefficient " 471 " Maximum flow c.m/sec" 472 " 40 HYDROGRAPH Add Runoff " 473 " 4 Add Runoff " 474 " " 475 " 40 HYDROGRAPH Copy to Outflow" 476 " 8 Copy to Outflow" 477 " " Q:\40037\MIDUSS\ POST-2yr.out Page 10 Printed at 14:57 on 26 Jun " 40 HYDROGRAPH Combine 2" 479 " 6 Combine " 480 " 2 Node #" 481 " DDICBMH" 482 " Maximum flow c.m/sec" 483 " Hydrograph volume c.m" 484 " " 485 " 40 HYDROGRAPH Confluence 2" 486 " 7 Confluence " 487 " 2 Node #" 488 " DDICBMH" 489 " Maximum flow c.m/sec" 490 " Hydrograph volume c.m" 491 " " 492 " 40 HYDROGRAPH Copy to Outflow" 493 " 8 Copy to Outflow" 494 " " 495 " 40 HYDROGRAPH Combine 3" 496 " 6 Combine " 497 " 3 Node #" 498 " TOTAL SITE" 499 " Maximum flow c.m/sec" 500 " Hydrograph volume c.m" 501 " " 502 " 40 HYDROGRAPH Start - New Tributary" 503 " 2 Start - New Tributary" 504 " " 505 " 33 CATCHMENT 207" 506 " 1 Triangular SCS" 507 " 1 Equal length" 508 " 1 SCS method" 509 " 207 UNCONTROLLABLE RUNOFF" 510 " % Impervious" 511 " Total Area" 512 " Flow length" 513 " Overland Slope" 514 " Pervious Area" 515 " Pervious length" 516 " Pervious slope" 517 " Impervious Area" 518 " Impervious length" 519 " Impervious slope" 520 " Pervious Manning 'n'" 521 " Pervious SCS Curve No." 522 " Pervious Runoff coefficient" 523 " Pervious Ia/S coefficient" 524 " Pervious Initial abstraction" 525 " Impervious Manning 'n'" 526 " Impervious SCS Curve No." 527 " Impervious Runoff coefficient" 528 " Impervious Ia/S coefficient" 529 " Impervious Initial abstraction" 530 " c.m/sec"