255 NORTHFIELD DRIVE E - Waterloo, Ontario · 255 Northfield Drive East -8- MTE File No. 34780-500 November 8, 2017 . It is proposed that the Site will be serviced by a new . 200

255 NORTHFIELD DRIVE EAST

Functional Servicing and Stormwater Management Report

Project Location: 255 Northfield Drive East

Waterloo, Ontario

Prepared for: Abbey Ridge Development Inc. 22 King Street South, Suite 300

Waterloo, ON N2J 1N8

Prepared by: MTE Consultants Inc.

520 Bingemans Centre Drive Kitchener, ON N2B 3X9

November 8, 2017

MTE File No.: 34780-500

M:\34780\500\Reports\FSR\34780-500_rpt_2017-10-08_FSR.docx

TABLE OF CONTENTS

1.0 INTRODUCTION ................................................................................................... 2 2.0 EXISTING CONDITIONS ...................................................................................... 4

2.1 Existing Topography .......................................................................................... 4 2.2 Existing Servicing ............................................................................................... 6

2.2.1 Water ........................................................................................................... 6 2.2.2 Sanitary ....................................................................................................... 6 2.2.3 Storm ........................................................................................................... 6

3.0 PROPOSED GRADING AND SERVICING STRATEGY ...................................... 7

3.1 Proposed Grading .............................................................................................. 7 3.2 Proposed Servicing ............................................................................................ 7

3.2.1 Water ........................................................................................................... 7 3.2.2 Sanitary ....................................................................................................... 7 3.2.3 Storm ........................................................................................................... 8

4.0 CONCEPTUAL STORM WATER MANAGEMENT DESIGN ................................ 8

4.1 SWM Criteria ...................................................................................................... 8 4.2 Water Quantity Control ....................................................................................... 8 4.3 Water Quality Control ....................................................................................... 12 4.4 Erosion & Sediment Control ............................................................................. 12

5.0 CONCLUSIONS .................................................................................................. 13

FIGURES

FIGURE 1.0 SITE LOCATION PLAN ........................................................................ 5 FIGURE 2.0 PRE-DEVELOPMENT SWM CATCHMENT AREA ............................ 10 FIGURE 3.0 POST-DEVELOPMENT SWM CATCHMENT AREA .......................... 11

TABLES

TABLE 4.1 CATCHMENT PARAMETERS.............................................................. 9 TABLE 4.2 SUMMARY OF FLOWS ...................................................................... 12

APPENDICES

APPENDIX A CALCULATIONS APPENDIX B CDS SIZING APPENDIX C MIDUSS OUTPUT APPENDIX D GEOTECHNICAL REPORT

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DRAWINGS Existing Conditions Plan MTE Drawing No. 34780-500 C1.1 ........................................................................... Encl. Functional Grading Plan I MTE Drawing No. 34780-500 C2.1 ........................................................................... Encl. Functional Grading Plan II MTE Drawing No. 34780-500 C2.2 ........................................................................... Encl. Functional Servicing Plan I MTE Drawing No. 34780-500 C2.3 ........................................................................... Encl. Functional Servicing Plan II MTE Drawing No. 34780-500 C2.4 ........................................................................... Encl.

Functional Servicing and Stormwater Management Report 255 Northfield Drive East

-4- MTE File No. 34780-500 November 8, 2017

1.0 INTRODUCTION MTE Consultants Inc. was retained by Urban Legend Developments Ltd. to complete a Functional Servicing and Stormwater Management Report for a new mixed-use development to be constructed at 255 Northfield Drive East (herein referred to as ‘the Site’) in the City of Waterloo in support of the Official Plan Amendment, Zoning By-Law Amendment Application and Site Plan Approval. The current zoning of the site is Mixed Use Commercial ‘MXC’. The property is proposed to be re-zoned as Mixed Use Residential ‘MXR’ and Convenience Commercial ‘CC’. The Site is legally described as Block 89, Registered Plan No. 1570 in the City of Waterloo. The property is bounded to the north by Northfield Drive East, to the east by Bridge Street West, to the south by existing residential development, and to the west by Deer Run Park. For the exact location of the Site refer to Figure 1.0. The proposed development for the Site is the construction of a six storey mixed use building (Building ‘A’), two-six storey residential buildings (Building ‘B’ and ‘C’), and three freestanding commercial buildings (Building 1, 2, and 3). In addition to surface parking, one level of underground parking is proposed for residential Buildings B and C. A full movement access is proposed off of Northfield Drive East as well as Bridge Street West, and a right-in only access is proposed off of Northfield Drive East. The purpose of this study is to support the Official Plan Amendment, Zoning By-Law Amendment and Site Plan Approval Applications. This will be accomplished by: reviewing the opportunities and constraints for the subject property with respect to servicing, grading, and stormwater management; reviewing the requirements of the reviewing agencies; describing the development concept; and, demonstrating the functional serviceability of the property. 2.0 EXISTING CONDITIONS 2.1 Existing Topography The Site encompasses an area of 2.96 ha and is currently farmed. In the existing condition, the Site is relatively flat and generally falls from west to east. Drainage from the property generally drains to the existing ditch inlet catchbasin located in the right-of-way at the intersection of Northfield Drive East and Bridge Street West. A small drainage area drains into an existing catchbasin located just outside the Site in Deer Run Park.

FIGURE 1.0 NOV.02/17NTS

34780-500

CITYOF

WATERLOO



2.2 Existing Servicing

2.2.1 Water There is an existing 300 mm diameter municipal watermain along Bridge Street and an existing 300 mm diameter watermain along Northfield Drive which terminates at the Northfield Drive and Bridge Street intersection. There is also an existing stubbed 150 mm diameter watermain located at the south west corner of the Site located off of Deer Run Park Drive. The closest municipal fire hydrant is located at the intersection of Bridge Street and Labrador Drive.

2.2.2 Sanitary There is a 200 mm diameter sanitary sewer in the Deer Run Drive which drains south. The closest manhole is located within Deer Run Park at the south west corner of the Site and is approximately 3.2 metres deep.

2.2.3 Storm There is a 375 mm diameter storm sewer in an easement off of Deer Run Drive south west of the Site that drains to the south. There is an existing catchbasin located within Deer Run Park at the south west corner of the Site and is approximately 1.3 metres deep. There is also a 375 mm dimeter storm sewer plugged in an easement off of Deer Run Drive south east of the Site that is approximately 1.2 metres deep and drains to the south. 2.3 Existing Soils Information The subsurface conditions encountered in the boreholes generally consisted of a thin layer of topsoil followed by fill material, overlying sand and silt mixtures with gravel and cobble over a clayey silt till. The fill material generally consisted of sandy silt with some clay and trace topsoil. Topsoil depths ranged from 0.08 metres to 0.25 metres. Groundwater seepage conditions were observed in each of the boreholes, as well as caving conditions at several boreholes. For further details, refer to Appendix D for the Draft Geotechnical Report prepared by INSPEC-SOL Inc. 2.4 Reviewing Agencies The City of Waterloo will review all design documents in support of the Official Plan Amendment, the Zoning By-Law Amendment and the Site Plan Approval Applications. The City will also be responsible for the review and approval of site plans, site grading, servicing, stormwater management, lighting and landscape design and ultimately issuing building permits. Northfield Drive East and Bridge Street West are both Regional Roads. As such, the Region of Waterloo will be circulated on all development applications. An entrance permit from the Region will be required for all the proposed accesses.



There is an existing 38 metre wide Ontario Hydro corridor along the southern portion of the Site and a hydro tower; therefore, servicing, grading and stormwater management designs will need to be submitted to Hydro One for their review and approval. 3.0 PROPOSED GRADING AND SERVICING STRATEGY Preliminary grading and servicing strategies for the proposed development have been developed based on the topographic survey, available plan and profile information, and Site Plan prepared by MHBC Planning, dated October 18, 2017. Ultimately, three separate standard condominium plans will be created: the residential component of Building A and all of Building B is intended to be one standard condominium; Building C is intended to be a separate standard condominium; and, the commercial units in Building A and Pads 1-3 will be a separate standard condominium. To facilitate this, the main services for the Site are proposed to run within the main drive aisle of the overall development. 3.1 Proposed Grading The proposed development is the construction of six buildings with accesses off of Northfield Drive East and Bridge Street West. The proposed grading strategy will respect the existing grades along all property lines. Re-grading will involve the construction of a berm along the south property line to screen the proposed development from the existing residential development on Deer Run Drive. With the Region’s proposed reconstruction/urbanization for Northfield and Bridge, coordination of the final property line grades with the Region will be necessary. 3.2 Proposed Servicing

3.2.1 Water A new connection to the 300 mm diameter municipal watermain along Bridge Street West will be required in order to service the proposed buildings. The required private water service size will be determined during detailed design, but will likely be 250 mm diameter. The length of the water service will be greater than 100 metres and will service multiple buildings. Therefore, the City will require a water meter chamber be installed adjacent to the property line. Private hydrants will also be required on site to provide fire protection. A fire flow analysis has been completed to ensure that adequate flow and pressure will be available at the proposed on-site hydrants.

3.2.2 Sanitary A sanitary flow design sheet has been prepared to determine the flows anticipated to be generated by the proposed development. Under the existing zoning of MXC, the maximum peak sanitary flow generation rate is 15.03 L/s. Under the proposed zoning of MXR/CC, the residential buildings have a total of 265 units with a site area of 2.0 ha and a commercial area of 0.96 ha, resulting in a sanitary flow rate of 9.35 L/s from the Site.



It is proposed that the Site will be serviced by a new 200 mm diameter sanitary sewer connected to the existing manhole at the municipal sanitary sewer stub off of Deer Run Drive. The 200 mm diameter sanitary sewer will enter the Site at the south west corner of the development.

3.2.3 Storm A private storm sewer system will be installed on-site to collect rooftop runoff from the buildings and runoff from the common driveway and parking areas. Runoff on site is split in two directions, the majority of the site flows towards the south east and the remainder flows towards the south west. Runoff from the frontage of the property will flow towards the Bridge Street West and Northfield Drive East right-of-way’s. The runoff collected in the storm sewers will be directed to two OGS units; one at the existing 375mm diameter storm connection in the south west corner of the Site and one at the existing 375mm diameter storm connection at the south east property line of the Site. Building’s B and C will require sump pumps. 4.0 PRELIMINARY STORM WATER MANAGEMENT DESIGN 4.1 SWM 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 5 and 100 year storm event to the pre-development (existing) peak flow;

ii) Implementation of Normal (level 2) water quality controls; and iii) Implementation of Erosion and Sediment Control measures.

4.2 Water Quantity Control In order to successfully complete the preliminary stormwater management design for the site, the following specific tasks were undertaken:

i) Calculate the allowable runoff rates using MIDUSS NET; ii) Determine the percent impervious of the site and catchment parameters for

inclusion in MIDUSSS modeling; and iii) Calculate post-development runoff hydrographs using MIDUSS NET.

The following table summarizes the catchments used in modeling of the site. The post development condition was separated into thirteen (13) catchment areas. Figure 3.0 illustrates the limits of the pre-development catchment area. Figure 4.0 illustrates the limits of the post-development catchment areas.



TABLE 4.1 – CATCHMENT PARAMETERS

# Catchment Area (ha)

% Impervious

Pervious CN

Impervious CN

Slope (%)

Flow Length

(m)

Pre-Development Catchment Area

101 Total Site 2.96 0 78 98 2.0 100.0

Post Development Catchment Areas

201 Building Pad 1 0.046 100 75 98 1.5 5.0

202 Building Pad 2 0.026 100 75 98 1.5 5.0

203 Building Pad 3 0.021 100 75 98 1.5 5.0

204 Building A 0.183 100 75 98 1.5 10.0

205 Commercial Parking Lot 0.451 90 75 98 2.0 20.0

206 Building B 0.153 100 75 98 1.5 10.0

207 Building B Parking Lot 0.276 80 75 98 0.9 30.0

208 South Parking Lot 0.444 66 75 98 1.5 20.0

209 Building Pad 3 Parking Lot 0.046 100 75 98 2.0 5.0

210 South East Entrance 0.080 95 75 98 3.0 10.0

211 Building C 0.162 100 75 98 1.5 10.0

212 Building C Parking Lot 0.533 85 75 98 1.2 20.0

213 Uncontrolled 0.539 10 75 98 4.0 20.0

FIGURE 2.0 NOV.02/171:750

34780-500

1012.960

1012.960

FIGURE 3.0 NOV.02/171:750

34780-500

2010.046

2010.046

2020.026

2030.021

2040.183

2050.451

2060.153

2070.276

2080.444

2090.046

2100.080

2110.162

2120.533

2130.539



In order to achieve the stormwater management requirements for the Site, runoff generated from the parking areas will be controlled with properly sized orfice plates. Furthermore, runoff generated from the roof areas will be controlled using flow control roof drains. The following table summarizes the expected flows that will be generated by the whole site. Please note that these flows are subject to change at the detailed design stage. TABLE 4.2 - SUMMARY OF FLOWS

Modeling Condition 5 year Storm Event (m3/s) 100 year Storm Event (m3/s)

Pre-development 0.098 0.443

Post Development 0.097 0.393

With the installation of the flow control roof drains and orifice plates, the post development runoff from the controlled portion of the site for the 5 and 100-year storm events are controlled to 0.066 m3/s and 0.269 m3/s, respectively. Refer to Appendix B for the MIDUSS output. 4.3 Water Quality Control Two CDS units will be installed on the storm sewer system to provide water quality control for the Site. A CDS Model PMSU2015_4 will be installed on the south west outlet and a CDS Model PMSU2020_5 will be installed on the south east outlet. The chosen units are expected to provide Normal (Level 2) water quality control. (Refer to Appendix B for the CDS unit sizing.) The OGS units will require regular annual maintenance to ensure they are operating properly. The owner may be required to enter into a maintenance agreement with a suitable contractor to complete this work. In addition, all the storm structures will have a 600mm sump. 4.4 Erosion & Sediment Control

Precautions will need to be taken during construction to limit erosion and sedimentation. Typically, the following measures are recommended during construction for erosion and sedimentation control:

i) Sediment control fence is to be installed around the property boundary; ii) Erosion and sedimentation facilities are to be installed prior to any area grading

operations; ii) All erosion control measures are to be inspected and monitored by the

contractor and repairs are to be completed as required; iii) All materials and equipment used for the purpose of site preparation and

project completion should be operated and stored in a manner that prevents any deleterious substance from leaving the site; and

vii) To minimize the amount of mud being tracked onto the road way, a mud mat should be installed at the primary construction entrance.

APPENDIX A

CALCULATIONS

M:\34780\500\Reports\FSR\Appendices\Appendix A\34780-500_Sanitary Sewer Design Sheet Waterloo_17-10-06 11/6/2017 11:48 AM

255 Northfield DriveCITY OF Average Daily Flow Mannings "n" 0.0130WATERLOO, Ontario Residential 0.004 L/s/c Min. Velocity 0.6 m/sec

Max. Velocity 3.0 m/secProject Number: 34780-500 Residential Harmon Peaking Factor (F)Date: Drainage Area Plan No: Design By: CAH Commercial 1.5 L/s/ha Residential Areas Infiltration 0.15 L/s/haChecked By: RCK Industrial 0.5 L/s/haFile: M:\34780\500\Reports\FSR\Appendices\Appendix A\34780-500_Sanitary Sewer Design Sheet Waterloo_17-10-06.x Inst. / School 2.5 L/s/ha

2.50 L/s/ha 1.50 L/s/ha 0.50 L/s/haFROM TO

MH MHha ppha L/sec ha ha L/sec ha ha L/sec ha ha L/sec L/sec ha ha L/sec L/sec m % mm L/sec. m/s

Proposed Zoning (MXR/CC) 2.00 234.00 0.468 0.468 3.988831 7.4671 0.00 0.00 0.0000 0.96 0.96 1.4400 0.00 0.00 0.0000 1.4400 2.96 2.96 0.4440 9.3511 0.0 1.00 200Existing Zoning (MXC) 2.96 323.25 0.957 0.957 3.812277 14.5907 0.00 0.00 0.0000 0.00 0.00 0.0000 0.00 0.00 0.0000 0.0000 2.96 2.96 0.4440 15.0347 0.0 1.00 200

November 6, 2017

SANITARY SEWER DESIGN SHEET

ENGINEERING AND PUBLIC WORKS

Design Parameters

AREA CUMUL AREA

PEAK FLOW AREA CUMUL

AREA

CAPACITY FULL FLOW VELOCITY

CUMUL AREA

INFIL FLOW

TOTAL VOLUME

FLOWLENGTH PIPE SIZE

PEAK FACTOR

"F"

PEAK RES.

FLOW

HECTARES AND FLOW OF EACH ZONING

STREET AREA NO.

MANHOLE LOCATION AREA DENSITY PEAK

FLOW

LOCATION RESIDENTIAL AREAS and POPULATION SCHOOL, INSTITUTIONAL

AREASLOPEAREA

INDUSTRIAL INFILTRATION

POPUL. CUMUL POPUL.

COMMERCIAL DESIGN

TOTALS-C-I

FLOWCUMUL AREA

PEAK FLOW

APPENDIX B

CDS SIZING

Project Name: 255 Northfield Dr. Engineer: MTE Consultants Inc.Location: Waterloo, ON Contact: Chelsea Hiebert, B.Eng.OGS #: Outlet #1 Report Date: 2-Nov-17

Area 0.695 ha 200Weighted C 0.82 Particle Size Distribution FINECDS Model 2015-4 20 l/s

Rainfall Intensity1

(mm/hr)

Percent Rainfall Volume1

Cumulative Rainfall Volume

Total Flowrate

(l/s)

Treated Flowrate (l/s)

Operating Rate (%)

Removal Efficiency (%)

Incremental Removal (%)

1.0 9.7% 18.2% 1.6 1.6 8.0 96.6 9.41.5 8.5% 26.7% 2.4 2.4 12.0 95.4 8.12.0 8.2% 34.9% 3.2 3.2 16.0 94.3 7.72.5 6.2% 41.1% 4.0 4.0 20.0 93.1 5.83.0 6.3% 47.4% 4.8 4.8 24.0 92.0 5.83.5 3.9% 51.3% 5.5 5.5 28.0 90.8 3.54.0 4.0% 55.3% 6.3 6.3 32.0 89.7 3.64.5 4.0% 59.3% 7.1 7.1 36.0 88.5 3.55.0 3.5% 62.8% 7.9 7.9 40.0 87.4 3.16.0 6.4% 69.2% 9.5 9.5 48.0 85.1 5.57.0 4.7% 74.0% 11.1 11.1 55.9 82.8 3.98.0 3.4% 77.4% 12.7 12.7 63.9 80.5 2.79.0 2.6% 79.9% 14.3 14.3 71.9 78.2 2.010.0 1.9% 81.9% 15.8 15.8 79.9 75.9 1.515.0 9.1% 90.9% 23.8 19.8 100.0 58.6 5.320.0 3.8% 94.7% 31.7 19.8 100.0 43.9 1.725.0 2.7% 97.5% 39.6 19.8 100.0 35.1 1.030.0 0.7% 98.1% 47.5 19.8 100.0 29.3 0.235.0 0.8% 98.9% 55.5 19.8 100.0 25.1 0.240.0 0.5% 99.4% 63.4 19.8 100.0 22.0 0.145.0 0.3% 99.6% 71.3 19.8 100.0 19.5 0.150.0 0.0% 99.6% 79.2 19.8 100.0 17.6 0.0

82.96.5%76.4%93.4%

1 - Based on 34 years of hourly rainfall data from Canadian Station 6149387, Waterloo ON2 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes.

CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION

Rainfall Station #

CDS Treatment Capacity

Removal Efficiency Adjustment2 =

Predicted Annual Rainfall Treated =

BASED ON THE RATIONAL RAINFALL METHOD

Predicted Net Annual Load Removal Efficiency =

BASED ON A FINE PARTICLE SIZE DISTRIBUTION

STORM

Project Name: 255 Northfield Dr. Engineer: MTE Consultants Inc.Location: Waterloo, ON Contact: Chelsea Hiebert, B.Eng.OGS #: Outlet #2 Report Date: 2-Nov-17

Area 1.726 ha 200Weighted C 0.80 Particle Size Distribution FINECDS Model 2020 31 l/s

Rainfall Intensity1

(mm/hr)

Percent Rainfall Volume1

Cumulative Rainfall Volume

Total Flowrate

(l/s)

Treated Flowrate (l/s)

Operating Rate (%)

Removal Efficiency (%)

Incremental Removal (%)

1.0 9.7% 18.2% 3.8 3.8 12.3 95.3 9.31.5 8.5% 26.7% 5.8 5.8 18.5 93.6 8.02.0 8.2% 34.9% 7.7 7.7 24.6 91.8 7.52.5 6.2% 41.1% 9.6 9.6 30.8 90.0 5.63.0 6.3% 47.4% 11.5 11.5 37.0 88.3 5.63.5 3.9% 51.3% 13.4 13.4 43.1 86.5 3.44.0 4.0% 55.3% 15.4 15.4 49.3 84.7 3.44.5 4.0% 59.3% 17.3 17.3 55.5 83.0 3.35.0 3.5% 62.8% 19.2 19.2 61.6 81.2 2.96.0 6.4% 69.2% 23.0 23.0 73.9 77.7 5.07.0 4.7% 74.0% 26.9 26.9 86.3 74.1 3.58.0 3.4% 77.4% 30.7 30.7 98.6 70.6 2.49.0 2.6% 79.9% 34.5 31.2 100.0 63.3 1.610.0 1.9% 81.9% 38.4 31.2 100.0 57.0 1.115.0 9.1% 90.9% 57.6 31.2 100.0 38.0 3.420.0 3.8% 94.7% 76.8 31.2 100.0 28.5 1.125.0 2.7% 97.5% 96.0 31.2 100.0 22.8 0.630.0 0.7% 98.1% 115.2 31.2 100.0 19.0 0.135.0 0.8% 98.9% 134.4 31.2 100.0 16.3 0.140.0 0.5% 99.4% 153.5 31.2 100.0 14.2 0.145.0 0.3% 99.6% 172.7 31.2 100.0 12.7 0.050.0 0.0% 99.6% 191.9 31.2 100.0 11.4 0.0

76.26.5%70%89%

1 - Based on 34 years of hourly rainfall data from Canadian Station 6149387, Waterloo ON2 - Reduction due to use of 60-minute data for a site that has a time of concentration less than 30-minutes.

Predicted Annual Rainfall Treated =

BASED ON THE RATIONAL RAINFALL METHOD

Predicted Net Annual Load Removal Efficiency =

BASED ON A FINE PARTICLE SIZE DISTRIBUTION

CDS ESTIMATED NET ANNUAL SOLIDS LOAD REDUCTION

Rainfall Station #

CDS Treatment Capacity

Removal Efficiency Adjustment2 =

APPENDIX C

MIDUSS OUTPUT

PRE-DEVELOPMENT

5 yr pre b" MIDUSS Output ----------------------------------------------->"" MIDUSS version Version 2.25 rev. 473"" MIDUSS created Sunday, February 07, 2010"" 10 Units used: ie METRIC"" Job folder: Q:\34780\500"" Output filename: 5 yr pre b.out"" Licensee name: admin"" Company Microsoft"" Date & Time last used: 9/26/2017 at 1:38:07 PM"" 31 TIME PARAMETERS"" 5.000 Time Step"" 180.000 Max. Storm length"" 1500.000 Max. Hydrograph"" 32 STORM Chicago storm"" 1 Chicago storm"" 1755.000 Coefficient A"" 12.347 Constant B"" 0.895 Exponent C"" 0.400 Fraction R"" 180.000 Duration"" 1.000 Time step multiplier"" Maximum intensity 136.512 mm/hr"" Total depth 47.549 mm"" 6 005hyd Hydrograph extension used in this file"" 33 CATCHMENT 101"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 101 Total Site"" 0.000 % Impervious"" 2.960 Total Area"" 100.000 Flow length"" 2.000 Overland Slope"" 2.960 Pervious Area"" 100.000 Pervious length"" 2.000 Pervious slope"" 0.000 Impervious Area"" 100.000 Impervious length"" 2.000 Impervious slope"" 0.250 Pervious Manning 'n'"" 78.000 Pervious SCS Curve No."" 0.306 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 7.164 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.000 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.099 0.000 0.000 0.000 c.m/sec"" Catchment 101 Pervious Impervious Total Area "" Surface Area 2.960 0.000 2.960 hectare"" Time of concentration 36.291 4.110 36.291 minutes"" Time to Centroid 141.988 91.775 141.988 minutes"" Rainfall depth 47.549 47.549 47.549 mm"" Rainfall volume 1407.45 0.00 1407.45 c.m"" Rainfall losses 32.993 5.691 32.993 mm"" Runoff depth 14.556 41.858 14.556 mm"" Runoff volume 430.86 0.00 430.86 c.m"" Runoff coefficient 0.306 0.000 0.306 "" Maximum flow 0.099 0.000 0.099 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.099 0.099 0.000 0.000"" 38 START/RE-START TOTALS 101"" 3 Runoff Totals on EXIT"" Total Catchment area 5.920 hectare"" Total Impervious area 0.000 hectare"" Total % impervious 0.000"" 19 EXIT"

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100 yr pre a" MIDUSS Output ----------------------------------------------->"" MIDUSS version Version 2.25 rev. 473"" MIDUSS created Sunday, February 07, 2010"" 10 Units used: ie METRIC"" Job folder: Q:\34780\500"" Output filename: 100 yr pre a.out"" Licensee name: admin"" Company Microsoft"" Date & Time last used: 9/28/2017 at 9:06:41 AM"" 31 TIME PARAMETERS"" 5.000 Time Step"" 180.000 Max. Storm length"" 1500.000 Max. Hydrograph"" 32 STORM Chicago storm"" 1 Chicago storm"" 4692.000 Coefficient A"" 17.437 Constant B"" 0.956 Exponent C"" 0.400 Fraction R"" 180.000 Duration"" 1.000 Time step multiplier"" Maximum intensity 239.793 mm/hr"" Total depth 89.960 mm"" 6 100hyd Hydrograph extension used in this file"" 33 CATCHMENT 101"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 101 Total Site"" 0.000 % Impervious"" 2.960 Total Area"" 100.000 Flow length"" 2.000 Overland Slope"" 2.960 Pervious Area"" 100.000 Pervious length"" 2.000 Pervious slope"" 0.000 Impervious Area"" 100.000 Impervious length"" 2.000 Impervious slope"" 0.250 Pervious Manning 'n'"" 78.000 Pervious SCS Curve No."" 0.493 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 7.164 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.000 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.443 0.000 0.000 0.000 c.m/sec"" Catchment 101 Pervious Impervious Total Area "" Surface Area 2.960 0.000 2.960 hectare"" Time of concentration 22.863 3.240 22.863 minutes"" Time to Centroid 121.303 88.634 121.303 minutes"" Rainfall depth 89.960 89.960 89.960 mm"" Rainfall volume 2662.81 0.00 2662.82 c.m"" Rainfall losses 45.628 7.108 45.628 mm"" Runoff depth 44.332 82.852 44.332 mm"" Runoff volume 1312.24 0.00 1312.24 c.m"" Runoff coefficient 0.493 0.000 0.493 "" Maximum flow 0.443 0.000 0.443 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.443 0.443 0.000 0.000"" 38 START/RE-START TOTALS 101"" 3 Runoff Totals on EXIT"" Total Catchment area 2.960 hectare"" Total Impervious area 0.000 hectare"" Total % impervious 0.000"" 19 EXIT"

Page 1

POST-DEVELOPMENT

5 yr post g" MIDUSS Output ----------------------------------------------->"" MIDUSS version Version 2.25 rev. 473"" MIDUSS created Sunday, February 07, 2010"" 10 Units used: ie METRIC"" Job folder: Q:\34780\500"" Output filename: 5 yr post g.out"" Licensee name: admin"" Company Microsoft"" Date & Time last used: 10/30/2017 at 12:34:34 PM"" 31 TIME PARAMETERS"" 5.000 Time Step"" 180.000 Max. Storm length"" 1500.000 Max. Hydrograph"" 32 STORM Chicago storm"" 1 Chicago storm"" 1755.000 Coefficient A"" 12.347 Constant B"" 0.895 Exponent C"" 0.400 Fraction R"" 180.000 Duration"" 1.000 Time step multiplier"" Maximum intensity 136.512 mm/hr"" Total depth 47.549 mm"" 6 005hyd Hydrograph extension used in this file"" 33 CATCHMENT 201"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 201 PAD 1"" 100.000 % Impervious"" 0.046 Total Area"" 5.000 Flow length"" 1.500 Overland Slope"" 0.000 Pervious Area"" 5.000 Pervious length"" 1.500 Pervious slope"" 0.046 Impervious Area"" 5.000 Impervious length"" 1.500 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.000 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.839 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.015 0.000 0.000 0.000 c.m/sec"" Catchment 201 Pervious Impervious Total Area "" Surface Area 0.000 0.046 0.046 hectare"" Time of concentration 7.155 0.743 0.743 minutes"" Time to Centroid 106.737 87.057 87.057 minutes"" Rainfall depth 47.549 47.549 47.549 mm"" Rainfall volume 0.00 21.87 21.87 c.m"" Rainfall losses 35.290 7.654 7.654 mm"" Runoff depth 12.259 39.895 39.895 mm"" Runoff volume 0.00 18.35 18.35 c.m"" Runoff coefficient 0.000 0.839 0.839 "" Maximum flow 0.000 0.015 0.015 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.015 0.015 0.000 0.000"" 54 POND DESIGN"" 0.015 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 18.4 Hydrograph volume c.m"" 11. Number of stages"" 0.000 Minimum water level metre"" 0.200 Maximum water level metre"" 0.000 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 0.000 0.000 0.000"" 0.02000 0.00060 0.1075"" 0.04000 0.00120 0.8597"" 0.06000 0.00180 2.901"" 0.08000 0.00240 6.877"

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5 yr post g" 0.1000 0.00300 13.179"" 0.1200 0.00360 19.979"" 0.1400 0.00420 26.779"" 0.1600 0.00480 33.579"" 0.1800 0.00540 40.379"" 0.2000 0.00600 47.179"" 1. ROOFTOP"" Roof area Store area Area/drain Drain flow Roof slope"" hectare hectare sq.metre L/min/25mm g H:1V"" 0.046 0.034 150.000 22.500 66.667"" Using 2 roofdrains on roofstorage area of 340. square metre"" Peak outflow 0.003 c.m/sec"" Maximum level 0.087 metre"" Maximum storage 9.005 c.m"" Centroidal lag 2.094 hours"" 0.015 0.015 0.003 0.000 c.m/sec"" 40 HYDROGRAPH Combine 1"" 6 Combine "" 1 Node #"" Commercial Parking Lot"" Maximum flow 0.003 c.m/sec"" Hydrograph volume 18.359 c.m"" 0.015 0.015 0.003 0.003"" 40 HYDROGRAPH Start - New Tributary"" 2 Start - New Tributary"" 0.015 0.000 0.003 0.003"" 33 CATCHMENT 202"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 202 PAD 2"" 100.000 % Impervious"" 0.026 Total Area"" 5.000 Flow length"" 1.500 Overland Slope"" 0.000 Pervious Area"" 5.000 Pervious length"" 1.500 Pervious slope"" 0.026 Impervious Area"" 5.000 Impervious length"" 1.500 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.000 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.839 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.008 0.000 0.003 0.003 c.m/sec"" Catchment 202 Pervious Impervious Total Area "" Surface Area 0.000 0.026 0.026 hectare"" Time of concentration 7.155 0.743 0.743 minutes"" Time to Centroid 106.737 87.057 87.057 minutes"" Rainfall depth 47.549 47.549 47.549 mm"" Rainfall volume 0.00 12.36 12.36 c.m"" Rainfall losses 35.290 7.654 7.654 mm"" Runoff depth 12.259 39.895 39.895 mm"" Runoff volume 0.00 10.37 10.37 c.m"" Runoff coefficient 0.000 0.839 0.839 "" Maximum flow 0.000 0.008 0.008 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.008 0.008 0.003 0.003"" 54 POND DESIGN"" 0.008 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 10.4 Hydrograph volume c.m"" 11. Number of stages"" 0.000 Minimum water level metre"" 0.200 Maximum water level metre"" 0.000 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 0.000 0.000 0.000"" 0.02000 0.00030 0.06321"" 0.04000 0.00060 0.5057"

Page 2

5 yr post g" 0.06000 0.00090 1.707"" 0.08000 0.00120 4.045"" 0.1000 0.00150 7.753"" 0.1200 0.00180 11.753"" 0.1400 0.00210 15.753"" 0.1600 0.00240 19.753"" 0.1800 0.00270 23.753"" 0.2000 0.00300 27.753"" 1. ROOFTOP"" Roof area Store area Area/drain Drain flow Roof slope"" hectare hectare sq.metre L/min/25mm g H:1V"" 0.026 0.020 150.000 22.500 66.667"" Using 1 roofdrains on roofstorage area of 200. square metre"" Peak outflow 0.001 c.m/sec"" Maximum level 0.087 metre"" Maximum storage 5.389 c.m"" Centroidal lag 2.221 hours"" 0.008 0.008 0.001 0.003 c.m/sec"" 40 HYDROGRAPH Combine 1"" 6 Combine "" 1 Node #"" Commercial Parking Lot"" Maximum flow 0.004 c.m/sec"" Hydrograph volume 28.732 c.m"" 0.008 0.008 0.001 0.004"" 40 HYDROGRAPH Start - New Tributary"" 2 Start - New Tributary"" 0.008 0.000 0.001 0.004"" 33 CATCHMENT 203"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 203 PAD 3"" 100.000 % Impervious"" 0.021 Total Area"" 5.000 Flow length"" 1.500 Overland Slope"" 0.000 Pervious Area"" 5.000 Pervious length"" 1.500 Pervious slope"" 0.021 Impervious Area"" 5.000 Impervious length"" 1.500 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.000 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.839 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.007 0.000 0.001 0.004 c.m/sec"" Catchment 203 Pervious Impervious Total Area "" Surface Area 0.000 0.021 0.021 hectare"" Time of concentration 7.155 0.743 0.743 minutes"" Time to Centroid 106.737 87.057 87.057 minutes"" Rainfall depth 47.549 47.549 47.549 mm"" Rainfall volume 0.00 9.99 9.99 c.m"" Rainfall losses 35.290 7.654 7.654 mm"" Runoff depth 12.259 39.895 39.895 mm"" Runoff volume 0.00 8.38 8.38 c.m"" Runoff coefficient 0.000 0.839 0.839 "" Maximum flow 0.000 0.007 0.007 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.007 0.007 0.001 0.004"" 54 POND DESIGN"" 0.007 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 8.4 Hydrograph volume c.m"" 11. Number of stages"" 0.000 Minimum water level metre"" 0.200 Maximum water level metre"" 0.000 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 0.000 0.000 0.000"

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5 yr post g" 0.02000 0.00030 0.05057"" 0.04000 0.00060 0.4045"" 0.06000 0.00090 1.365"" 0.08000 0.00120 3.236"" 0.1000 0.00150 6.202"" 0.1200 0.00180 9.402"" 0.1400 0.00210 12.602"" 0.1600 0.00240 15.802"" 0.1800 0.00270 19.002"" 0.2000 0.00300 22.202"" 1. ROOFTOP"" Roof area Store area Area/drain Drain flow Roof slope"" hectare hectare sq.metre L/min/25mm g H:1V"" 0.021 0.016 150.000 22.500 66.667"" Using 1 roofdrains on roofstorage area of 160. square metre"" Peak outflow 0.001 c.m/sec"" Maximum level 0.085 metre"" Maximum storage 3.962 c.m"" Centroidal lag 2.026 hours"" 0.007 0.007 0.001 0.004 c.m/sec"" 40 HYDROGRAPH Combine 1"" 6 Combine "" 1 Node #"" Commercial Parking Lot"" Maximum flow 0.005 c.m/sec"" Hydrograph volume 37.108 c.m"" 0.007 0.007 0.001 0.005"" 40 HYDROGRAPH Start - New Tributary"" 2 Start - New Tributary"" 0.007 0.000 0.001 0.005"" 33 CATCHMENT 204"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 204 Building A"" 100.000 % Impervious"" 0.183 Total Area"" 10.000 Flow length"" 1.500 Overland Slope"" 0.000 Pervious Area"" 10.000 Pervious length"" 1.500 Pervious slope"" 0.183 Impervious Area"" 10.000 Impervious length"" 1.500 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.000 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.869 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.058 0.000 0.001 0.005 c.m/sec"" Catchment 204 Pervious Impervious Total Area "" Surface Area 0.000 0.183 0.183 hectare"" Time of concentration 10.845 1.126 1.126 minutes"" Time to Centroid 111.105 87.419 87.419 minutes"" Rainfall depth 47.549 47.549 47.549 mm"" Rainfall volume 0.00 87.01 87.01 c.m"" Rainfall losses 35.232 6.249 6.249 mm"" Runoff depth 12.317 41.300 41.300 mm"" Runoff volume 0.00 75.58 75.58 c.m"" Runoff coefficient 0.000 0.869 0.869 "" Maximum flow 0.000 0.058 0.058 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.058 0.058 0.001 0.005"" 54 POND DESIGN"" 0.058 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 75.6 Hydrograph volume c.m"" 11. Number of stages"" 0.000 Minimum water level metre"" 0.250 Maximum water level metre"" 0.000 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"

Page 4

5 yr post g" Level Discharge Volume"" 0.000 0.000 0.000"" 0.02500 0.00187 0.5074"" 0.05000 0.00375 4.059"" 0.07500 0.00563 13.700"" 0.1000 0.00750 32.474"" 0.1250 0.00938 62.942"" 0.1500 0.01125 97.192"" 0.1750 0.01312 131.442"" 0.2000 0.01500 165.692"" 0.2250 0.01688 199.942"" 0.2500 0.01875 234.192"" 1. ROOFTOP"" Roof area Store area Area/drain Drain flow Roof slope"" hectare hectare sq.metre L/min/25mm g H:1V"" 0.183 0.137 250.000 22.500 66.667"" Using 5 roofdrains on roofstorage area of 1370. square metre"" Peak outflow 0.008 c.m/sec"" Maximum level 0.109 metre"" Maximum storage 42.957 c.m"" Centroidal lag 2.444 hours"" 0.058 0.058 0.008 0.005 c.m/sec"" 40 HYDROGRAPH Combine 1"" 6 Combine "" 1 Node #"" Commercial Parking Lot"" Maximum flow 0.013 c.m/sec"" Hydrograph volume 112.710 c.m"" 0.058 0.058 0.008 0.013"" 40 HYDROGRAPH Confluence 1"" 7 Confluence "" 1 Node #"" Commercial Parking Lot"" Maximum flow 0.013 c.m/sec"" Hydrograph volume 112.710 c.m"" 0.058 0.013 0.008 0.000"" 33 CATCHMENT 205"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 205 Commercial Parking Lot"" 90.000 % Impervious"" 0.451 Total Area"" 20.000 Flow length"" 2.000 Overland Slope"" 0.045 Pervious Area"" 20.000 Pervious length"" 2.000 Pervious slope"" 0.406 Impervious Area"" 20.000 Impervious length"" 2.000 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.259 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.878 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.125 0.013 0.008 0.000 c.m/sec"" Catchment 205 Pervious Impervious Total Area "" Surface Area 0.045 0.406 0.451 hectare"" Time of concentration 15.079 1.565 1.993 minutes"" Time to Centroid 116.309 87.962 88.861 minutes"" Rainfall depth 47.549 47.549 47.549 mm"" Rainfall volume 21.44 193.00 214.45 c.m"" Rainfall losses 35.241 5.778 8.724 mm"" Runoff depth 12.308 41.771 38.825 mm"" Runoff volume 5.55 169.55 175.10 c.m"" Runoff coefficient 0.259 0.878 0.817 "" Maximum flow 0.002 0.125 0.125 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.125 0.135 0.008 0.000"" 54 POND DESIGN"" 0.135 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"

Page 5

5 yr post g" 287.8 Hydrograph volume c.m"" 8. Number of stages"" 336.013 Minimum water level metre"" 338.240 Maximum water level metre"" 336.013 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 336.013 0.000 0.000"" 337.910 0.01905 2.840"" 337.960 0.01930 5.010"" 338.010 0.01956 14.880"" 338.060 0.01981 39.920"" 338.110 0.02005 82.310"" 338.140 0.02020 116.390"" 338.240 0.2147 126.000"" 1. WEIRS"" Crest Weir Crest Left Right"" elevation coefficie breadth sideslope sideslope"" 338.140 0.900 4.000 0.000 0.000"" 1. ORIFICES"" Orifice Orifice Orifice Number of"" invert coefficie diameter orifices"" 336.013 0.630 0.0800 1.000"" Peak outflow 0.022 c.m/sec"" Maximum level 338.141 metre"" Maximum storage 116.500 c.m"" Centroidal lag 2.845 hours"" 0.125 0.135 0.022 0.000 c.m/sec"" 40 HYDROGRAPH Combine 2"" 6 Combine "" 2 Node #"" Total Site"" Maximum flow 0.022 c.m/sec"" Hydrograph volume 287.460 c.m"" 0.125 0.135 0.022 0.022"" 40 HYDROGRAPH Start - New Tributary"" 2 Start - New Tributary"" 0.125 0.000 0.022 0.022"" 33 CATCHMENT 206"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 206 Building B"" 100.000 % Impervious"" 0.153 Total Area"" 10.000 Flow length"" 1.500 Overland Slope"" 0.000 Pervious Area"" 10.000 Pervious length"" 1.500 Pervious slope"" 0.153 Impervious Area"" 10.000 Impervious length"" 1.500 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.000 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.869 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.048 0.000 0.022 0.022 c.m/sec"" Catchment 206 Pervious Impervious Total Area "" Surface Area 0.000 0.153 0.153 hectare"" Time of concentration 10.845 1.126 1.126 minutes"" Time to Centroid 111.105 87.419 87.419 minutes"" Rainfall depth 47.549 47.549 47.549 mm"" Rainfall volume 0.00 72.75 72.75 c.m"" Rainfall losses 35.232 6.249 6.249 mm"" Runoff depth 12.317 41.300 41.300 mm"" Runoff volume 0.00 63.19 63.19 c.m"" Runoff coefficient 0.000 0.869 0.869 "" Maximum flow 0.000 0.048 0.048 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.048 0.048 0.022 0.022"" 54 POND DESIGN"

Page 6

5 yr post g" 0.048 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 63.2 Hydrograph volume c.m"" 11. Number of stages"" 0.000 Minimum water level metre"" 0.250 Maximum water level metre"" 0.000 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 0.000 0.000 0.000"" 0.02500 0.00187 0.4259"" 0.05000 0.00375 3.407"" 0.07500 0.00563 11.500"" 0.1000 0.00750 27.259"" 0.1250 0.00938 52.835"" 0.1500 0.01125 81.585"" 0.1750 0.01312 110.335"" 0.2000 0.01500 139.085"" 0.2250 0.01688 167.835"" 0.2500 0.01875 196.585"" 1. ROOFTOP"" Roof area Store area Area/drain Drain flow Roof slope"" hectare hectare sq.metre L/min/25mm g H:1V"" 0.153 0.115 250.000 22.500 66.667"" Using 5 roofdrains on roofstorage area of 1150. square metre"" Peak outflow 0.008 c.m/sec"" Maximum level 0.106 metre"" Maximum storage 33.620 c.m"" Centroidal lag 2.243 hours"" 0.048 0.048 0.008 0.022 c.m/sec"" 40 HYDROGRAPH Next link "" 5 Next link "" 0.048 0.008 0.008 0.022"" 33 CATCHMENT 207"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 207 Building B Parking"" 80.000 % Impervious"" 0.276 Total Area"" 30.000 Flow length"" 0.900 Overland Slope"" 0.055 Pervious Area"" 30.000 Pervious length"" 0.900 Pervious slope"" 0.221 Impervious Area"" 30.000 Impervious length"" 0.900 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.259 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.874 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.064 0.008 0.008 0.022 c.m/sec"" Catchment 207 Pervious Impervious Total Area "" Surface Area 0.055 0.221 0.276 hectare"" Time of concentration 24.438 2.536 4.049 minutes"" Time to Centroid 127.711 89.479 92.121 minutes"" Rainfall depth 47.549 47.549 47.549 mm"" Rainfall volume 26.25 104.99 131.24 c.m"" Rainfall losses 35.214 5.994 11.838 mm"" Runoff depth 12.335 41.555 35.711 mm"" Runoff volume 6.81 91.75 98.56 c.m"" Runoff coefficient 0.259 0.874 0.751 "" Maximum flow 0.002 0.063 0.064 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.064 0.070 0.008 0.022"" 54 POND DESIGN"" 0.070 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 161.8 Hydrograph volume c.m"" 7. Number of stages"" 337.970 Minimum water level metre"

Page 7

5 yr post g" 338.440 Maximum water level metre"" 337.970 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 337.970 0.000 0.000"" 338.120 0.02454 0.7500"" 338.170 0.02834 2.090"" 338.220 0.03168 7.540"" 338.270 0.03470 18.650"" 338.340 0.03854 47.240"" 338.440 0.4316 57.000"" 1. WEIRS"" Crest Weir Crest Left Right"" elevation coefficie breadth sideslope sideslope"" 338.340 0.900 8.000 0.000 0.000"" 1. HOR. ORIFICES"" Orifice Orifice Orifice Number of"" invert coefficie diameter orifices"" 337.970 0.630 0.1700 1.000"" Peak outflow 0.035 c.m/sec"" Maximum level 338.280 metre"" Maximum storage 22.594 c.m"" Centroidal lag 1.881 hours"" 0.064 0.070 0.035 0.022 c.m/sec"" 40 HYDROGRAPH Next link "" 5 Next link "" 0.064 0.035 0.035 0.022"" 33 CATCHMENT 208"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 208 South Parking Lot"" 66.000 % Impervious"" 0.444 Total Area"" 20.000 Flow length"" 1.500 Overland Slope"" 0.151 Pervious Area"" 20.000 Pervious length"" 1.500 Pervious slope"" 0.293 Impervious Area"" 20.000 Impervious length"" 1.500 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.259 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.879 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.090 0.035 0.035 0.022 c.m/sec"" Catchment 208 Pervious Impervious Total Area "" Surface Area 0.151 0.293 0.444 hectare"" Time of concentration 16.438 1.706 3.648 minutes"" Time to Centroid 117.975 88.183 92.111 minutes"" Rainfall depth 47.549 47.549 47.549 mm"" Rainfall volume 71.78 139.34 211.12 c.m"" Rainfall losses 35.226 5.750 15.772 mm"" Runoff depth 12.323 41.799 31.777 mm"" Runoff volume 18.60 122.49 141.09 c.m"" Runoff coefficient 0.259 0.879 0.668 "" Maximum flow 0.007 0.089 0.090 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.090 0.121 0.035 0.022"" 54 POND DESIGN"" 0.121 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 302.5 Hydrograph volume c.m"" 9. Number of stages"" 336.087 Minimum water level metre"" 338.000 Maximum water level metre"" 336.087 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 336.087 0.000 0.000"" 337.610 0.02147 13.460"

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5 yr post g" 337.660 0.02184 15.288"" 337.710 0.02219 24.070"" 337.760 0.02255 53.960"" 337.810 0.02289 126.570"" 337.860 0.02324 264.460"" 337.900 0.02350 467.810"" 338.000 0.2668 480.000"" 1. WEIRS"" Crest Weir Crest Left Right"" elevation coefficie breadth sideslope sideslope"" 337.900 0.900 5.000 0.000 0.000"" 1. ORIFICES"" Orifice Orifice Orifice Number of"" invert coefficie diameter orifices"" 336.087 0.630 0.0900 1.000"" Peak outflow 0.023 c.m/sec"" Maximum level 337.817 metre"" Maximum storage 146.926 c.m"" Centroidal lag 2.825 hours"" 0.090 0.121 0.023 0.022 c.m/sec"" 40 HYDROGRAPH Combine 2"" 6 Combine "" 2 Node #"" Total Site"" Maximum flow 0.045 c.m/sec"" Hydrograph volume 589.945 c.m"" 0.090 0.121 0.023 0.045"" 40 HYDROGRAPH Start - New Tributary"" 2 Start - New Tributary"" 0.090 0.000 0.023 0.045"" 33 CATCHMENT 209"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 209 PAD 3 Parking Lot"" 100.000 % Impervious"" 0.046 Total Area"" 5.000 Flow length"" 2.000 Overland Slope"" 0.000 Pervious Area"" 5.000 Pervious length"" 2.000 Pervious slope"" 0.046 Impervious Area"" 5.000 Impervious length"" 2.000 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.000 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.831 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.014 0.000 0.023 0.045 c.m/sec"" Catchment 209 Pervious Impervious Total Area "" Surface Area 0.000 0.046 0.046 hectare"" Time of concentration 6.563 0.681 0.681 minutes"" Time to Centroid 106.031 87.093 87.093 minutes"" Rainfall depth 47.549 47.549 47.549 mm"" Rainfall volume 0.00 21.87 21.87 c.m"" Rainfall losses 35.343 8.022 8.022 mm"" Runoff depth 12.206 39.527 39.527 mm"" Runoff volume 0.00 18.18 18.18 c.m"" Runoff coefficient 0.000 0.831 0.831 "" Maximum flow 0.000 0.014 0.014 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.014 0.014 0.023 0.045"" 54 POND DESIGN"" 0.014 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 18.2 Hydrograph volume c.m"" 8. Number of stages"" 336.050 Minimum water level metre"" 338.000 Maximum water level metre"" 336.050 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"

Page 9

5 yr post g" Level Discharge Volume"" 336.050 0.000 0.000"" 337.650 0.00686 0.8000"" 337.700 0.00697 2.260"" 337.750 0.00707 7.520"" 337.800 0.00718 16.610"" 337.850 0.00728 28.240"" 337.900 0.00739 42.130"" 338.000 0.4929 52.130"" 1. WEIRS"" Crest Weir Crest Left Right"" elevation coefficie breadth sideslope sideslope"" 337.900 0.900 10.000 0.000 0.000"" 1. ORIFICES"" Orifice Orifice Orifice Number of"" invert coefficie diameter orifices"" 336.050 0.630 0.0500 1.000"" Peak outflow 0.007 c.m/sec"" Maximum level 337.708 metre"" Maximum storage 3.087 c.m"" Centroidal lag 1.517 hours"" 0.014 0.014 0.007 0.045 c.m/sec"" 40 HYDROGRAPH Combine 2"" 6 Combine "" 2 Node #"" Total Site"" Maximum flow 0.050 c.m/sec"" Hydrograph volume 608.219 c.m"" 0.014 0.014 0.007 0.050"" 40 HYDROGRAPH Start - New Tributary"" 2 Start - New Tributary"" 0.014 0.000 0.007 0.050"" 33 CATCHMENT 210"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 210 South East Entrance"" 95.000 % Impervious"" 0.080 Total Area"" 10.000 Flow length"" 3.000 Overland Slope"" 0.004 Pervious Area"" 10.000 Pervious length"" 3.000 Pervious slope"" 0.076 Impervious Area"" 10.000 Impervious length"" 3.000 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.258 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.855 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.024 0.000 0.007 0.050 c.m/sec"" Catchment 210 Pervious Impervious Total Area "" Surface Area 0.004 0.076 0.080 hectare"" Time of concentration 8.809 0.914 1.038 minutes"" Time to Centroid 108.618 87.124 87.460 minutes"" Rainfall depth 47.549 47.549 47.549 mm"" Rainfall volume 1.90 36.14 38.04 c.m"" Rainfall losses 35.262 6.883 8.302 mm"" Runoff depth 12.287 40.666 39.248 mm"" Runoff volume 0.49 30.91 31.40 c.m"" Runoff coefficient 0.258 0.855 0.825 "" Maximum flow 0.000 0.024 0.024 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.024 0.024 0.007 0.050"" 54 POND DESIGN"" 0.024 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 31.4 Hydrograph volume c.m"" 8. Number of stages"" 337.350 Minimum water level metre"" 337.830 Maximum water level metre"

Page 10

5 yr post g" 337.350 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 337.350 0.000 0.000"" 337.500 0.00478 0.07000"" 337.550 0.00552 0.8250"" 337.600 0.00617 2.700"" 337.650 0.00676 6.380"" 337.700 0.00730 12.810"" 337.730 0.00761 18.030"" 337.830 0.4936 28.000"" 1. WEIRS"" Crest Weir Crest Left Right"" elevation coefficie breadth sideslope sideslope"" 337.730 0.900 10.000 0.000 0.000"" 1. HOR. ORIFICES"" Orifice Orifice Orifice Number of"" invert coefficie diameter orifices"" 337.350 0.630 0.0750 1.000"" Peak outflow 0.007 c.m/sec"" Maximum level 337.677 metre"" Maximum storage 9.882 c.m"" Centroidal lag 1.655 hours"" 0.024 0.024 0.007 0.050 c.m/sec"" 40 HYDROGRAPH Combine 2"" 6 Combine "" 2 Node #"" Total Site"" Maximum flow 0.057 c.m/sec"" Hydrograph volume 639.539 c.m"" 0.024 0.024 0.007 0.057"" 40 HYDROGRAPH Start - New Tributary"" 2 Start - New Tributary"" 0.024 0.000 0.007 0.057"" 33 CATCHMENT 211"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 211 Building C"" 100.000 % Impervious"" 0.162 Total Area"" 10.000 Flow length"" 1.500 Overland Slope"" 0.000 Pervious Area"" 10.000 Pervious length"" 1.500 Pervious slope"" 0.162 Impervious Area"" 10.000 Impervious length"" 1.500 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.000 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.869 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.051 0.000 0.007 0.057 c.m/sec"" Catchment 211 Pervious Impervious Total Area "" Surface Area 0.000 0.162 0.162 hectare"" Time of concentration 10.845 1.126 1.126 minutes"" Time to Centroid 111.105 87.419 87.419 minutes"" Rainfall depth 47.549 47.549 47.549 mm"" Rainfall volume 0.00 77.03 77.03 c.m"" Rainfall losses 35.232 6.249 6.249 mm"" Runoff depth 12.317 41.300 41.300 mm"" Runoff volume 0.00 66.91 66.91 c.m"" Runoff coefficient 0.000 0.869 0.869 "" Maximum flow 0.000 0.051 0.051 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.051 0.051 0.007 0.057"" 54 POND DESIGN"" 0.051 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 66.9 Hydrograph volume c.m"" 11. Number of stages"

Page 11

5 yr post g" 0.000 Minimum water level metre"" 0.250 Maximum water level metre"" 0.000 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 0.000 0.000 0.000"" 0.02500 0.00187 0.4519"" 0.05000 0.00375 3.615"" 0.07500 0.00563 12.200"" 0.1000 0.00750 28.919"" 0.1250 0.00938 56.051"" 0.1500 0.01125 86.551"" 0.1750 0.01312 117.050"" 0.2000 0.01500 147.551"" 0.2250 0.01688 178.051"" 0.2500 0.01875 208.551"" 1. ROOFTOP"" Roof area Store area Area/drain Drain flow Roof slope"" hectare hectare sq.metre L/min/25mm g H:1V"" 0.162 0.122 250.000 22.500 66.667"" Using 5 roofdrains on roofstorage area of 1220. square metre"" Peak outflow 0.008 c.m/sec"" Maximum level 0.107 metre"" Maximum storage 36.389 c.m"" Centroidal lag 2.304 hours"" 0.051 0.051 0.008 0.057 c.m/sec"" 40 HYDROGRAPH Next link "" 5 Next link "" 0.051 0.008 0.008 0.057"" 33 CATCHMENT 212"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 212 Building C Parking Lot"" 85.000 % Impervious"" 0.533 Total Area"" 20.000 Flow length"" 1.200 Overland Slope"" 0.080 Pervious Area"" 20.000 Pervious length"" 1.200 Pervious slope"" 0.453 Impervious Area"" 20.000 Impervious length"" 1.200 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.259 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.879 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.136 0.008 0.008 0.057 c.m/sec"" Catchment 212 Pervious Impervious Total Area "" Surface Area 0.080 0.453 0.533 hectare"" Time of concentration 17.576 1.824 2.603 minutes"" Time to Centroid 119.316 88.380 89.910 minutes"" Rainfall depth 47.549 47.549 47.549 mm"" Rainfall volume 38.02 215.42 253.44 c.m"" Rainfall losses 35.231 5.751 10.173 mm"" Runoff depth 12.318 41.799 37.376 mm"" Runoff volume 9.85 189.37 199.22 c.m"" Runoff coefficient 0.259 0.879 0.786 "" Maximum flow 0.004 0.136 0.136 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.136 0.142 0.008 0.057"" 54 POND DESIGN"" 0.142 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 266.1 Hydrograph volume c.m"" 9. Number of stages"" 335.891 Minimum water level metre"" 338.610 Maximum water level metre"" 335.891 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"

Page 12

5 yr post g" 335.891 0.000 0.000"" 338.210 0.00828 3.470"" 338.260 0.00837 7.470"" 338.310 0.00846 24.630"" 338.360 0.00855 63.900"" 338.410 0.00864 129.480"" 338.460 0.00873 217.670"" 338.510 0.00881 324.960"" 338.610 0.3970 334.000"" 1. WEIRS"" Crest Weir Crest Left Right"" elevation coefficie breadth sideslope sideslope"" 338.510 0.900 8.000 0.000 0.000"" 1. ORIFICES"" Orifice Orifice Orifice Number of"" invert coefficie diameter orifices"" 335.891 0.630 0.0500 1.000"" Peak outflow 0.009 c.m/sec"" Maximum level 338.438 metre"" Maximum storage 179.261 c.m"" Centroidal lag 5.066 hours"" 0.136 0.142 0.009 0.057 c.m/sec"" 40 HYDROGRAPH Combine 2"" 6 Combine "" 2 Node #"" Total Site"" Maximum flow 0.066 c.m/sec"" Hydrograph volume 905.630 c.m"" 0.136 0.142 0.009 0.066"" 40 HYDROGRAPH Start - New Tributary"" 2 Start - New Tributary"" 0.136 0.000 0.009 0.066"" 33 CATCHMENT 213"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 213 Uncontrolled"" 10.000 % Impervious"" 0.539 Total Area"" 20.000 Flow length"" 4.000 Overland Slope"" 0.485 Pervious Area"" 20.000 Pervious length"" 4.000 Pervious slope"" 0.054 Impervious Area"" 20.000 Impervious length"" 4.000 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.259 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.874 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.032 0.000 0.009 0.066 c.m/sec"" Catchment 213 Pervious Impervious Total Area "" Surface Area 0.485 0.054 0.539 hectare"" Time of concentration 12.248 1.271 9.252 minutes"" Time to Centroid 112.836 87.615 105.952 minutes"" Rainfall depth 47.549 47.549 47.549 mm"" Rainfall volume 230.66 25.63 256.29 c.m"" Rainfall losses 35.250 5.997 32.325 mm"" Runoff depth 12.299 41.552 15.224 mm"" Runoff volume 59.66 22.40 82.06 c.m"" Runoff coefficient 0.259 0.874 0.320 "" Maximum flow 0.025 0.017 0.032 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.032 0.032 0.009 0.066"" 40 HYDROGRAPH Copy to Outflow"" 8 Copy to Outflow"" 0.032 0.032 0.032 0.066"" 40 HYDROGRAPH Combine 2"" 6 Combine "" 2 Node #"" Total Site"

Page 13

5 yr post g" Maximum flow 0.097 c.m/sec"" Hydrograph volume 987.688 c.m"" 0.032 0.032 0.032 0.097"" 40 HYDROGRAPH Confluence 2"" 7 Confluence "" 2 Node #"" Total Site"" Maximum flow 0.097 c.m/sec"" Hydrograph volume 987.687 c.m"" 0.032 0.097 0.032 0.000"" 38 START/RE-START TOTALS 2"" 3 Runoff Totals on EXIT"" Total Catchment area 2.960 hectare"" Total Impervious area 2.140 hectare"" Total % impervious 72.287"" 19 EXIT"

Page 14

100 yr post e" MIDUSS Output ----------------------------------------------->"" MIDUSS version Version 2.25 rev. 473"" MIDUSS created Sunday, February 07, 2010"" 10 Units used: ie METRIC"" Job folder: Q:\34780\500"" Output filename: 100 yr post e.out"" Licensee name: admin"" Company Microsoft"" Date & Time last used: 10/30/2017 at 12:29:55 PM"" 31 TIME PARAMETERS"" 5.000 Time Step"" 180.000 Max. Storm length"" 1500.000 Max. Hydrograph"" 32 STORM Chicago storm"" 1 Chicago storm"" 4692.000 Coefficient A"" 17.347 Constant B"" 0.956 Exponent C"" 0.400 Fraction R"" 180.000 Duration"" 1.000 Time step multiplier"" Maximum intensity 240.716 mm/hr"" Total depth 89.999 mm"" 6 100hyd Hydrograph extension used in this file"" 33 CATCHMENT 201"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 201 PAD 1"" 100.000 % Impervious"" 0.046 Total Area"" 5.000 Flow length"" 1.500 Overland Slope"" 0.000 Pervious Area"" 5.000 Pervious length"" 1.500 Pervious slope"" 0.046 Impervious Area"" 5.000 Impervious length"" 1.500 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.000 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.857 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.026 0.000 0.000 0.000 c.m/sec"" Catchment 201 Pervious Impervious Total Area "" Surface Area 0.000 0.046 0.046 hectare"" Time of concentration 4.339 0.584 0.584 minutes"" Time to Centroid 98.620 85.171 85.171 minutes"" Rainfall depth 89.999 89.999 89.999 mm"" Rainfall volume 0.00 41.40 41.40 c.m"" Rainfall losses 50.421 12.829 12.829 mm"" Runoff depth 39.579 77.171 77.171 mm"" Runoff volume 0.00 35.50 35.50 c.m"" Runoff coefficient 0.000 0.857 0.857 "" Maximum flow 0.000 0.026 0.026 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.026 0.026 0.000 0.000"" 54 POND DESIGN"" 0.026 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 35.5 Hydrograph volume c.m"" 11. Number of stages"" 0.000 Minimum water level metre"" 0.200 Maximum water level metre"" 0.000 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 0.000 0.000 0.000"" 0.02000 0.00060 0.1075"" 0.04000 0.00120 0.8597"" 0.06000 0.00180 2.901"" 0.08000 0.00240 6.877"

Page 1

100 yr post e" 0.1000 0.00300 13.179"" 0.1200 0.00360 19.979"" 0.1400 0.00420 26.779"" 0.1600 0.00480 33.579"" 0.1800 0.00540 40.379"" 0.2000 0.00600 47.179"" 1. ROOFTOP"" Roof area Store area Area/drain Drain flow Roof slope"" hectare hectare sq.metre L/min/25mm g H:1V"" 0.046 0.034 150.000 22.500 66.667"" Using 2 roofdrains on roofstorage area of 340. square metre"" Peak outflow 0.004 c.m/sec"" Maximum level 0.121 metre"" Maximum storage 20.383 c.m"" Centroidal lag 2.498 hours"" 0.026 0.026 0.004 0.000 c.m/sec"" 40 HYDROGRAPH Combine 1"" 6 Combine "" 1 Node #"" Commercial Parking Lot"" Maximum flow 0.004 c.m/sec"" Hydrograph volume 35.477 c.m"" 0.026 0.026 0.004 0.004"" 40 HYDROGRAPH Start - New Tributary"" 2 Start - New Tributary"" 0.026 0.000 0.004 0.004"" 33 CATCHMENT 202"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 202 PAD 2"" 100.000 % Impervious"" 0.026 Total Area"" 5.000 Flow length"" 1.500 Overland Slope"" 0.000 Pervious Area"" 5.000 Pervious length"" 1.500 Pervious slope"" 0.026 Impervious Area"" 5.000 Impervious length"" 1.500 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.000 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.857 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.015 0.000 0.004 0.004 c.m/sec"" Catchment 202 Pervious Impervious Total Area "" Surface Area 0.000 0.026 0.026 hectare"" Time of concentration 4.339 0.584 0.584 minutes"" Time to Centroid 98.620 85.171 85.171 minutes"" Rainfall depth 89.999 89.999 89.999 mm"" Rainfall volume 0.00 23.40 23.40 c.m"" Rainfall losses 50.421 12.829 12.829 mm"" Runoff depth 39.579 77.171 77.171 mm"" Runoff volume 0.00 20.06 20.06 c.m"" Runoff coefficient 0.000 0.857 0.857 "" Maximum flow 0.000 0.015 0.015 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.015 0.015 0.004 0.004"" 54 POND DESIGN"" 0.015 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 20.1 Hydrograph volume c.m"" 11. Number of stages"" 0.000 Minimum water level metre"" 0.200 Maximum water level metre"" 0.000 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 0.000 0.000 0.000"" 0.02000 0.00030 0.06321"" 0.04000 0.00060 0.5057"

Page 2

100 yr post e" 0.06000 0.00090 1.707"" 0.08000 0.00120 4.045"" 0.1000 0.00150 7.753"" 0.1200 0.00180 11.753"" 0.1400 0.00210 15.753"" 0.1600 0.00240 19.753"" 0.1800 0.00270 23.753"" 0.2000 0.00300 27.753"" 1. ROOFTOP"" Roof area Store area Area/drain Drain flow Roof slope"" hectare hectare sq.metre L/min/25mm g H:1V"" 0.026 0.020 150.000 22.500 66.667"" Using 1 roofdrains on roofstorage area of 200. square metre"" Peak outflow 0.002 c.m/sec"" Maximum level 0.122 metre"" Maximum storage 12.081 c.m"" Centroidal lag 2.694 hours"" 0.015 0.015 0.002 0.004 c.m/sec"" 40 HYDROGRAPH Combine 1"" 6 Combine "" 1 Node #"" Commercial Parking Lot"" Maximum flow 0.005 c.m/sec"" Hydrograph volume 55.535 c.m"" 0.015 0.015 0.002 0.005"" 40 HYDROGRAPH Start - New Tributary"" 2 Start - New Tributary"" 0.015 0.000 0.002 0.005"" 33 CATCHMENT 203"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 203 PAD 3"" 100.000 % Impervious"" 0.021 Total Area"" 5.000 Flow length"" 1.500 Overland Slope"" 0.000 Pervious Area"" 5.000 Pervious length"" 1.500 Pervious slope"" 0.021 Impervious Area"" 5.000 Impervious length"" 1.500 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.000 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.857 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.012 0.000 0.002 0.005 c.m/sec"" Catchment 203 Pervious Impervious Total Area "" Surface Area 0.000 0.021 0.021 hectare"" Time of concentration 4.339 0.584 0.584 minutes"" Time to Centroid 98.620 85.171 85.171 minutes"" Rainfall depth 89.999 89.999 89.999 mm"" Rainfall volume 0.00 18.90 18.90 c.m"" Rainfall losses 50.421 12.829 12.829 mm"" Runoff depth 39.579 77.171 77.171 mm"" Runoff volume 0.00 16.21 16.21 c.m"" Runoff coefficient 0.000 0.857 0.857 "" Maximum flow 0.000 0.012 0.012 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.012 0.012 0.002 0.005"" 54 POND DESIGN"" 0.012 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 16.2 Hydrograph volume c.m"" 11. Number of stages"" 0.000 Minimum water level metre"" 0.200 Maximum water level metre"" 0.000 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 0.000 0.000 0.000"

Page 3

100 yr post e" 0.02000 0.00030 0.05057"" 0.04000 0.00060 0.4045"" 0.06000 0.00090 1.365"" 0.08000 0.00120 3.236"" 0.1000 0.00150 6.202"" 0.1200 0.00180 9.402"" 0.1400 0.00210 12.602"" 0.1600 0.00240 15.802"" 0.1800 0.00270 19.002"" 0.2000 0.00300 22.202"" 1. ROOFTOP"" Roof area Store area Area/drain Drain flow Roof slope"" hectare hectare sq.metre L/min/25mm g H:1V"" 0.021 0.016 150.000 22.500 66.667"" Using 1 roofdrains on roofstorage area of 160. square metre"" Peak outflow 0.002 c.m/sec"" Maximum level 0.118 metre"" Maximum storage 9.050 c.m"" Centroidal lag 2.400 hours"" 0.012 0.012 0.002 0.005 c.m/sec"" 40 HYDROGRAPH Combine 1"" 6 Combine "" 1 Node #"" Commercial Parking Lot"" Maximum flow 0.007 c.m/sec"" Hydrograph volume 71.727 c.m"" 0.012 0.012 0.002 0.007"" 40 HYDROGRAPH Start - New Tributary"" 2 Start - New Tributary"" 0.012 0.000 0.002 0.007"" 33 CATCHMENT 204"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 204 Building A"" 100.000 % Impervious"" 0.183 Total Area"" 10.000 Flow length"" 1.500 Overland Slope"" 0.000 Pervious Area"" 10.000 Pervious length"" 1.500 Pervious slope"" 0.183 Impervious Area"" 10.000 Impervious length"" 1.500 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.000 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.900 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.106 0.000 0.002 0.007 c.m/sec"" Catchment 204 Pervious Impervious Total Area "" Surface Area 0.000 0.183 0.183 hectare"" Time of concentration 6.576 0.886 0.886 minutes"" Time to Centroid 101.474 85.316 85.316 minutes"" Rainfall depth 89.999 89.999 89.999 mm"" Rainfall volume 0.00 164.70 164.70 c.m"" Rainfall losses 50.414 9.025 9.025 mm"" Runoff depth 39.585 80.974 80.974 mm"" Runoff volume 0.00 148.18 148.18 c.m"" Runoff coefficient 0.000 0.900 0.900 "" Maximum flow 0.000 0.106 0.106 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.106 0.106 0.002 0.007"" 54 POND DESIGN"" 0.106 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 148.2 Hydrograph volume c.m"" 11. Number of stages"" 0.000 Minimum water level metre"" 0.250 Maximum water level metre"" 0.000 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"

Page 4

100 yr post e" Level Discharge Volume"" 0.000 0.000 0.000"" 0.02500 0.00187 0.5074"" 0.05000 0.00375 4.059"" 0.07500 0.00563 13.700"" 0.1000 0.00750 32.474"" 0.1250 0.00938 62.942"" 0.1500 0.01125 97.192"" 0.1750 0.01312 131.442"" 0.2000 0.01500 165.692"" 0.2250 0.01688 199.942"" 0.2500 0.01875 234.192"" 1. ROOFTOP"" Roof area Store area Area/drain Drain flow Roof slope"" hectare hectare sq.metre L/min/25mm g H:1V"" 0.183 0.137 250.000 22.500 66.667"" Using 5 roofdrains on roofstorage area of 1370. square metre"" Peak outflow 0.011 c.m/sec"" Maximum level 0.150 metre"" Maximum storage 96.628 c.m"" Centroidal lag 3.059 hours"" 0.106 0.106 0.011 0.007 c.m/sec"" 40 HYDROGRAPH Combine 1"" 6 Combine "" 1 Node #"" Commercial Parking Lot"" Maximum flow 0.018 c.m/sec"" Hydrograph volume 219.914 c.m"" 0.106 0.106 0.011 0.018"" 40 HYDROGRAPH Confluence 1"" 7 Confluence "" 1 Node #"" Commercial Parking Lot"" Maximum flow 0.018 c.m/sec"" Hydrograph volume 219.914 c.m"" 0.106 0.018 0.011 0.000"" 33 CATCHMENT 205"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 205 Commercial Parking Lot"" 90.000 % Impervious"" 0.451 Total Area"" 20.000 Flow length"" 2.000 Overland Slope"" 0.045 Pervious Area"" 20.000 Pervious length"" 2.000 Pervious slope"" 0.406 Impervious Area"" 20.000 Impervious length"" 2.000 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.442 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.921 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.239 0.018 0.011 0.000 c.m/sec"" Catchment 205 Pervious Impervious Total Area "" Surface Area 0.045 0.406 0.451 hectare"" Time of concentration 9.143 1.232 1.633 minutes"" Time to Centroid 104.564 85.741 86.694 minutes"" Rainfall depth 89.999 89.999 89.999 mm"" Rainfall volume 40.59 365.31 405.90 c.m"" Rainfall losses 50.186 7.103 11.411 mm"" Runoff depth 39.814 82.897 78.588 mm"" Runoff volume 17.96 336.48 354.43 c.m"" Runoff coefficient 0.442 0.921 0.873 "" Maximum flow 0.010 0.236 0.239 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.239 0.252 0.011 0.000"" 54 POND DESIGN"" 0.252 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"

Page 5

100 yr post e" 574.3 Hydrograph volume c.m"" 8. Number of stages"" 336.013 Minimum water level metre"" 338.240 Maximum water level metre"" 336.013 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 336.013 0.000 0.000"" 337.910 0.01905 2.840"" 337.960 0.01930 5.010"" 338.010 0.01956 14.880"" 338.060 0.01981 39.920"" 338.110 0.02005 82.310"" 338.140 0.02020 116.390"" 338.240 0.2147 126.000"" 1. WEIRS"" Crest Weir Crest Left Right"" elevation coefficie breadth sideslope sideslope"" 338.140 0.900 4.000 0.000 0.000"" 1. ORIFICES"" Orifice Orifice Orifice Number of"" invert coefficie diameter orifices"" 336.013 0.630 0.0800 1.000"" Peak outflow 0.202 c.m/sec"" Maximum level 338.233 metre"" Maximum storage 125.367 c.m"" Centroidal lag 2.740 hours"" 0.239 0.252 0.202 0.000 c.m/sec"" 40 HYDROGRAPH Combine 2"" 6 Combine "" 2 Node #"" Total Site"" Maximum flow 0.202 c.m/sec"" Hydrograph volume 576.264 c.m"" 0.239 0.252 0.202 0.202"" 40 HYDROGRAPH Start - New Tributary"" 2 Start - New Tributary"" 0.239 0.000 0.202 0.202"" 33 CATCHMENT 206"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 206 Building B"" 100.000 % Impervious"" 0.153 Total Area"" 10.000 Flow length"" 1.500 Overland Slope"" 0.000 Pervious Area"" 10.000 Pervious length"" 1.500 Pervious slope"" 0.153 Impervious Area"" 10.000 Impervious length"" 1.500 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.000 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.900 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.089 0.000 0.202 0.202 c.m/sec"" Catchment 206 Pervious Impervious Total Area "" Surface Area 0.000 0.153 0.153 hectare"" Time of concentration 6.576 0.886 0.886 minutes"" Time to Centroid 101.474 85.316 85.316 minutes"" Rainfall depth 89.999 89.999 89.999 mm"" Rainfall volume 0.00 137.70 137.70 c.m"" Rainfall losses 50.414 9.025 9.025 mm"" Runoff depth 39.585 80.974 80.974 mm"" Runoff volume 0.00 123.89 123.89 c.m"" Runoff coefficient 0.000 0.900 0.900 "" Maximum flow 0.000 0.089 0.089 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.089 0.089 0.202 0.202"" 54 POND DESIGN"

Page 6

100 yr post e" 0.089 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 123.9 Hydrograph volume c.m"" 11. Number of stages"" 0.000 Minimum water level metre"" 0.250 Maximum water level metre"" 0.000 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 0.000 0.000 0.000"" 0.02500 0.00187 0.4259"" 0.05000 0.00375 3.407"" 0.07500 0.00563 11.500"" 0.1000 0.00750 27.259"" 0.1250 0.00938 52.835"" 0.1500 0.01125 81.585"" 0.1750 0.01312 110.335"" 0.2000 0.01500 139.085"" 0.2250 0.01688 167.835"" 0.2500 0.01875 196.585"" 1. ROOFTOP"" Roof area Store area Area/drain Drain flow Roof slope"" hectare hectare sq.metre L/min/25mm g H:1V"" 0.153 0.115 250.000 22.500 66.667"" Using 5 roofdrains on roofstorage area of 1150. square metre"" Peak outflow 0.011 c.m/sec"" Maximum level 0.146 metre"" Maximum storage 76.647 c.m"" Centroidal lag 2.753 hours"" 0.089 0.089 0.011 0.202 c.m/sec"" 40 HYDROGRAPH Next link "" 5 Next link "" 0.089 0.011 0.011 0.202"" 33 CATCHMENT 207"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 207 Building B Parking"" 80.000 % Impervious"" 0.276 Total Area"" 30.000 Flow length"" 0.900 Overland Slope"" 0.055 Pervious Area"" 30.000 Pervious length"" 0.900 Pervious slope"" 0.221 Impervious Area"" 30.000 Impervious length"" 0.900 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.444 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.926 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.124 0.011 0.011 0.202 c.m/sec"" Catchment 207 Pervious Impervious Total Area "" Surface Area 0.055 0.221 0.276 hectare"" Time of concentration 14.818 1.996 3.367 minutes"" Time to Centroid 111.702 86.765 89.431 minutes"" Rainfall depth 89.999 89.999 89.999 mm"" Rainfall volume 49.68 198.72 248.40 c.m"" Rainfall losses 50.075 6.640 15.327 mm"" Runoff depth 39.924 83.359 74.672 mm"" Runoff volume 22.04 184.06 206.10 c.m"" Runoff coefficient 0.444 0.926 0.830 "" Maximum flow 0.010 0.122 0.124 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.124 0.132 0.011 0.202"" 54 POND DESIGN"" 0.132 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 330.0 Hydrograph volume c.m"" 7. Number of stages"" 337.970 Minimum water level metre"

Page 7

100 yr post e" 338.440 Maximum water level metre"" 337.970 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 337.970 0.000 0.000"" 338.120 0.02454 0.7500"" 338.170 0.02834 2.090"" 338.220 0.03168 7.540"" 338.270 0.03470 18.650"" 338.340 0.03854 47.240"" 338.440 0.4316 57.000"" 1. WEIRS"" Crest Weir Crest Left Right"" elevation coefficie breadth sideslope sideslope"" 338.340 0.900 8.000 0.000 0.000"" 1. HOR. ORIFICES"" Orifice Orifice Orifice Number of"" invert coefficie diameter orifices"" 337.970 0.630 0.1700 1.000"" Peak outflow 0.117 c.m/sec"" Maximum level 338.360 metre"" Maximum storage 49.195 c.m"" Centroidal lag 2.090 hours"" 0.124 0.132 0.117 0.202 c.m/sec"" 40 HYDROGRAPH Next link "" 5 Next link "" 0.124 0.117 0.117 0.202"" 33 CATCHMENT 208"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 208 South Parking Lot"" 66.000 % Impervious"" 0.444 Total Area"" 20.000 Flow length"" 1.500 Overland Slope"" 0.151 Pervious Area"" 20.000 Pervious length"" 1.500 Pervious slope"" 0.293 Impervious Area"" 20.000 Impervious length"" 1.500 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.442 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.924 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.178 0.117 0.117 0.202 c.m/sec"" Catchment 208 Pervious Impervious Total Area "" Surface Area 0.151 0.293 0.444 hectare"" Time of concentration 9.967 1.343 3.047 minutes"" Time to Centroid 105.633 85.857 89.764 minutes"" Rainfall depth 89.999 89.999 89.999 mm"" Rainfall volume 135.86 263.73 399.60 c.m"" Rainfall losses 50.254 6.840 21.601 mm"" Runoff depth 39.745 83.160 68.399 mm"" Runoff volume 60.00 243.69 303.69 c.m"" Runoff coefficient 0.442 0.924 0.760 "" Maximum flow 0.031 0.169 0.178 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.178 0.269 0.117 0.202"" 54 POND DESIGN"" 0.269 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 641.4 Hydrograph volume c.m"" 9. Number of stages"" 336.087 Minimum water level metre"" 338.000 Maximum water level metre"" 336.087 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 336.087 0.000 0.000"" 337.610 0.02147 13.460"

Page 8

100 yr post e" 337.660 0.02184 15.288"" 337.710 0.02219 24.070"" 337.760 0.02255 53.960"" 337.810 0.02289 126.570"" 337.860 0.02324 264.460"" 337.900 0.02350 467.810"" 338.000 0.2668 480.000"" 1. WEIRS"" Crest Weir Crest Left Right"" elevation coefficie breadth sideslope sideslope"" 337.900 0.900 5.000 0.000 0.000"" 1. ORIFICES"" Orifice Orifice Orifice Number of"" invert coefficie diameter orifices"" 336.087 0.630 0.0900 1.000"" Peak outflow 0.023 c.m/sec"" Maximum level 337.888 metre"" Maximum storage 405.173 c.m"" Centroidal lag 4.639 hours"" 0.178 0.269 0.023 0.202 c.m/sec"" 40 HYDROGRAPH Combine 2"" 6 Combine "" 2 Node #"" Total Site"" Maximum flow 0.225 c.m/sec"" Hydrograph volume 1217.636 c.m"" 0.178 0.269 0.023 0.225"" 40 HYDROGRAPH Start - New Tributary"" 2 Start - New Tributary"" 0.178 0.000 0.023 0.225"" 33 CATCHMENT 209"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 209 PAD 3 Parking Lot"" 100.000 % Impervious"" 0.046 Total Area"" 5.000 Flow length"" 2.000 Overland Slope"" 0.000 Pervious Area"" 5.000 Pervious length"" 2.000 Pervious slope"" 0.046 Impervious Area"" 5.000 Impervious length"" 2.000 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.000 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.847 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.026 0.000 0.023 0.225 c.m/sec"" Catchment 209 Pervious Impervious Total Area "" Surface Area 0.000 0.046 0.046 hectare"" Time of concentration 3.980 0.536 0.536 minutes"" Time to Centroid 98.214 85.138 85.138 minutes"" Rainfall depth 89.999 89.999 89.999 mm"" Rainfall volume 0.00 41.40 41.40 c.m"" Rainfall losses 50.618 13.781 13.781 mm"" Runoff depth 39.382 76.218 76.218 mm"" Runoff volume 0.00 35.06 35.06 c.m"" Runoff coefficient 0.000 0.847 0.847 "" Maximum flow 0.000 0.026 0.026 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.026 0.026 0.023 0.225"" 54 POND DESIGN"" 0.026 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 35.1 Hydrograph volume c.m"" 8. Number of stages"" 336.050 Minimum water level metre"" 338.000 Maximum water level metre"" 336.050 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"

Page 9

100 yr post e" Level Discharge Volume"" 336.050 0.000 0.000"" 337.650 0.00686 0.8000"" 337.700 0.00697 2.260"" 337.750 0.00707 7.520"" 337.800 0.00718 16.610"" 337.850 0.00728 28.240"" 337.900 0.00739 42.130"" 338.000 0.4929 52.130"" 1. WEIRS"" Crest Weir Crest Left Right"" elevation coefficie breadth sideslope sideslope"" 337.900 0.900 10.000 0.000 0.000"" 1. ORIFICES"" Orifice Orifice Orifice Number of"" invert coefficie diameter orifices"" 336.050 0.630 0.0500 1.000"" Peak outflow 0.007 c.m/sec"" Maximum level 337.769 metre"" Maximum storage 11.062 c.m"" Centroidal lag 1.640 hours"" 0.026 0.026 0.007 0.225 c.m/sec"" 40 HYDROGRAPH Combine 2"" 6 Combine "" 2 Node #"" Total Site"" Maximum flow 0.232 c.m/sec"" Hydrograph volume 1252.642 c.m"" 0.026 0.026 0.007 0.232"" 40 HYDROGRAPH Start - New Tributary"" 2 Start - New Tributary"" 0.026 0.000 0.007 0.232"" 33 CATCHMENT 210"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 210 South East Entrance"" 95.000 % Impervious"" 0.080 Total Area"" 10.000 Flow length"" 3.000 Overland Slope"" 0.004 Pervious Area"" 10.000 Pervious length"" 3.000 Pervious slope"" 0.076 Impervious Area"" 10.000 Impervious length"" 3.000 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.442 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.880 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.044 0.000 0.007 0.232 c.m/sec"" Catchment 210 Pervious Impervious Total Area "" Surface Area 0.004 0.076 0.080 hectare"" Time of concentration 5.341 0.720 0.839 minutes"" Time to Centroid 99.846 85.184 85.562 minutes"" Rainfall depth 89.999 89.999 89.999 mm"" Rainfall volume 3.60 68.40 72.00 c.m"" Rainfall losses 50.218 10.771 12.743 mm"" Runoff depth 39.782 79.229 77.256 mm"" Runoff volume 1.59 60.21 61.80 c.m"" Runoff coefficient 0.442 0.880 0.858 "" Maximum flow 0.001 0.044 0.044 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.044 0.044 0.007 0.232"" 54 POND DESIGN"" 0.044 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 61.8 Hydrograph volume c.m"" 8. Number of stages"" 337.350 Minimum water level metre"" 337.830 Maximum water level metre"

Page 10

100 yr post e" 337.350 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 337.350 0.000 0.000"" 337.500 0.00478 0.07000"" 337.550 0.00552 0.8250"" 337.600 0.00617 2.700"" 337.650 0.00676 6.380"" 337.700 0.00730 12.810"" 337.730 0.00761 18.030"" 337.830 0.4936 28.000"" 1. WEIRS"" Crest Weir Crest Left Right"" elevation coefficie breadth sideslope sideslope"" 337.730 0.900 10.000 0.000 0.000"" 1. HOR. ORIFICES"" Orifice Orifice Orifice Number of"" invert coefficie diameter orifices"" 337.350 0.630 0.0750 1.000"" Peak outflow 0.029 c.m/sec"" Maximum level 337.735 metre"" Maximum storage 18.528 c.m"" Centroidal lag 1.740 hours"" 0.044 0.044 0.029 0.232 c.m/sec"" 40 HYDROGRAPH Combine 2"" 6 Combine "" 2 Node #"" Total Site"" Maximum flow 0.261 c.m/sec"" Hydrograph volume 1315.174 c.m"" 0.044 0.044 0.029 0.261"" 40 HYDROGRAPH Start - New Tributary"" 2 Start - New Tributary"" 0.044 0.000 0.029 0.261"" 33 CATCHMENT 211"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 211 Building C"" 100.000 % Impervious"" 0.162 Total Area"" 10.000 Flow length"" 1.500 Overland Slope"" 0.000 Pervious Area"" 10.000 Pervious length"" 1.500 Pervious slope"" 0.162 Impervious Area"" 10.000 Impervious length"" 1.500 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.000 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.900 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.094 0.000 0.029 0.261 c.m/sec"" Catchment 211 Pervious Impervious Total Area "" Surface Area 0.000 0.162 0.162 hectare"" Time of concentration 6.576 0.886 0.886 minutes"" Time to Centroid 101.474 85.316 85.316 minutes"" Rainfall depth 89.999 89.999 89.999 mm"" Rainfall volume 0.00 145.80 145.80 c.m"" Rainfall losses 50.414 9.025 9.025 mm"" Runoff depth 39.585 80.974 80.974 mm"" Runoff volume 0.00 131.18 131.18 c.m"" Runoff coefficient 0.000 0.900 0.900 "" Maximum flow 0.000 0.094 0.094 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.094 0.094 0.029 0.261"" 54 POND DESIGN"" 0.094 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 131.2 Hydrograph volume c.m"" 11. Number of stages"

Page 11

100 yr post e" 0.000 Minimum water level metre"" 0.250 Maximum water level metre"" 0.000 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"" 0.000 0.000 0.000"" 0.02500 0.00187 0.4519"" 0.05000 0.00375 3.615"" 0.07500 0.00563 12.200"" 0.1000 0.00750 28.919"" 0.1250 0.00938 56.051"" 0.1500 0.01125 86.551"" 0.1750 0.01312 117.050"" 0.2000 0.01500 147.551"" 0.2250 0.01688 178.051"" 0.2500 0.01875 208.551"" 1. ROOFTOP"" Roof area Store area Area/drain Drain flow Roof slope"" hectare hectare sq.metre L/min/25mm g H:1V"" 0.162 0.122 250.000 22.500 66.667"" Using 5 roofdrains on roofstorage area of 1220. square metre"" Peak outflow 0.011 c.m/sec"" Maximum level 0.147 metre"" Maximum storage 82.597 c.m"" Centroidal lag 2.846 hours"" 0.094 0.094 0.011 0.261 c.m/sec"" 40 HYDROGRAPH Next link "" 5 Next link "" 0.094 0.011 0.011 0.261"" 33 CATCHMENT 212"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 212 Building C Parking Lot"" 85.000 % Impervious"" 0.533 Total Area"" 20.000 Flow length"" 1.200 Overland Slope"" 0.080 Pervious Area"" 20.000 Pervious length"" 1.200 Pervious slope"" 0.453 Impervious Area"" 20.000 Impervious length"" 1.200 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.443 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.926 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.265 0.011 0.011 0.261 c.m/sec"" Catchment 212 Pervious Impervious Total Area "" Surface Area 0.080 0.453 0.533 hectare"" Time of concentration 10.658 1.436 2.154 minutes"" Time to Centroid 106.470 85.972 87.570 minutes"" Rainfall depth 89.999 89.999 89.999 mm"" Rainfall volume 71.95 407.74 479.70 c.m"" Rainfall losses 50.099 6.683 13.195 mm"" Runoff depth 39.900 83.317 76.804 mm"" Runoff volume 31.90 377.47 409.37 c.m"" Runoff coefficient 0.443 0.926 0.853 "" Maximum flow 0.016 0.261 0.265 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.265 0.273 0.011 0.261"" 54 POND DESIGN"" 0.273 Current peak flow c.m/sec"" 0.013 Target outflow c.m/sec"" 540.5 Hydrograph volume c.m"" 9. Number of stages"" 335.891 Minimum water level metre"" 338.610 Maximum water level metre"" 335.891 Starting water level metre"" 0 Keep Design Data: 1 = True; 0 = False"" Level Discharge Volume"

Page 12

100 yr post e" 335.891 0.000 0.000"" 338.210 0.00828 3.470"" 338.260 0.00837 7.470"" 338.310 0.00846 24.630"" 338.360 0.00855 63.900"" 338.410 0.00864 129.480"" 338.460 0.00873 217.670"" 338.510 0.00881 324.960"" 338.610 0.3970 334.000"" 1. WEIRS"" Crest Weir Crest Left Right"" elevation coefficie breadth sideslope sideslope"" 338.510 0.900 8.000 0.000 0.000"" 1. ORIFICES"" Orifice Orifice Orifice Number of"" invert coefficie diameter orifices"" 335.891 0.630 0.0500 1.000"" Peak outflow 0.049 c.m/sec"" Maximum level 338.521 metre"" Maximum storage 325.983 c.m"" Centroidal lag 6.997 hours"" 0.265 0.273 0.049 0.261 c.m/sec"" 40 HYDROGRAPH Combine 2"" 6 Combine "" 2 Node #"" Total Site"" Maximum flow 0.269 c.m/sec"" Hydrograph volume 1855.091 c.m"" 0.265 0.273 0.049 0.269"" 40 HYDROGRAPH Start - New Tributary"" 2 Start - New Tributary"" 0.265 0.000 0.049 0.269"" 33 CATCHMENT 213"" 1 Triangular SCS"" 1 Equal length"" 1 SCS method"" 213 Uncontrolled"" 10.000 % Impervious"" 0.539 Total Area"" 20.000 Flow length"" 4.000 Overland Slope"" 0.485 Pervious Area"" 20.000 Pervious length"" 4.000 Pervious slope"" 0.054 Impervious Area"" 20.000 Impervious length"" 4.000 Impervious slope"" 0.250 Pervious Manning 'n'"" 75.000 Pervious SCS Curve No."" 0.442 Pervious Runoff coefficient"" 0.100 Pervious Ia/S coefficient"" 8.467 Pervious Initial abstraction"" 0.015 Impervious Manning 'n'"" 98.000 Impervious SCS Curve No."" 0.909 Impervious Runoff coefficient"" 0.100 Impervious Ia/S coefficient"" 0.518 Impervious Initial abstraction"" 0.129 0.000 0.049 0.269 c.m/sec"" Catchment 213 Pervious Impervious Total Area "" Surface Area 0.485 0.054 0.539 hectare"" Time of concentration 7.427 1.000 6.231 minutes"" Time to Centroid 102.522 85.460 99.347 minutes"" Rainfall depth 89.999 89.999 89.999 mm"" Rainfall volume 436.59 48.51 485.10 c.m"" Rainfall losses 50.226 8.165 46.019 mm"" Runoff depth 39.774 81.835 43.980 mm"" Runoff volume 192.94 44.11 237.05 c.m"" Runoff coefficient 0.442 0.909 0.489 "" Maximum flow 0.116 0.031 0.129 c.m/sec"" 40 HYDROGRAPH Add Runoff "" 4 Add Runoff "" 0.129 0.129 0.049 0.269"" 40 HYDROGRAPH Copy to Outflow"" 8 Copy to Outflow"" 0.129 0.129 0.129 0.269"" 40 HYDROGRAPH Combine 2"" 6 Combine "" 2 Node #"" Total Site"

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100 yr post e" Maximum flow 0.393 c.m/sec"" Hydrograph volume 2092.142 c.m"" 0.129 0.129 0.129 0.393"" 40 HYDROGRAPH Confluence 2"" 7 Confluence "" 2 Node #"" Total Site"" Maximum flow 0.393 c.m/sec"" Hydrograph volume 2092.142 c.m"" 0.129 0.393 0.129 0.000"" 38 START/RE-START TOTALS 2"" 3 Runoff Totals on EXIT"" Total Catchment area 2.960 hectare"" Total Impervious area 2.140 hectare"" Total % impervious 72.287"" 19 EXIT"

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APPENDIX D

GEOTECHNICAL REPORT

SITE

CITYOF

WATERLOO

34780-500

3478

0-50

0EX

ISTI

NG

CO

ND

ITIO

NS

PLAN

C1.1

-C1.

1

SITE

CITYOF

WATERLOO

34780-500

3478

0-50

0FU

NC

TIO

NAL

GR

ADIN

G P

LAN

I

C2.1

-C2.

1

NORTHFIELD DRIVE EAST

SITE

CITYOF

WATERLOO

34780-500

3478

0-50

0FU

NC

TIO

NAL

GR

ADIN

G P

LAN

II

C2.2

-C2.

2


BRID

GE STR

EET WEST

SITE

CITYOF

WATERLOO

34780-500

3478

0-50

0FU

NC

TIO

NAL

SER

VIC

ING

PLA

N I

C2.3

-C2.

3


SITE

CITYOF

WATERLOO

34780-500

3478

0-50

0FU

NC

TIO

NAL

SER

VIC

ING

PLA

N II

C2.4

-C2.

4


BRID

GE STR

EET WEST

Documents

255 NORTHFIELD DRIVE E - Waterloo, Ontario · 255 Northfield Drive East -8- MTE File No. 34780-500 November 8, 2017 . It is proposed that the Site will be serviced by a new . 200