SERVICING AND STORM WATER MANAGEMENT REPORT

The Odan/Detech Group Inc. P: (905) 632-3811 F: (905) 632-3363 5230 SOUTH SERVICE ROAD, UNIT 107 BURLINGTON, ONTARIO, L7L 5K2 www.odandetech.com PROPOSED MASTERMIND TOYS RETAIL BUILDING PLACE D ORLEANS MALL CITY OF OTTAWA, ONTARIO SERVICING AND STORM WATER MANAGEMENT REPORT Prepared For: PRIMARIS MANAGEMENT INC. June 2016 Revised September 22 nd, 2016 Revised November 16 th, 2016

PROPOSED MASTERMIND TOYS RETAIL AT PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT i TABLE OF CONTENTS DESCRIPTION page 1.0 BACKGROUND... 1 2.0 SCOPE OF WORK... 1 3.0 DESIGN CONSIDERATIONS... 2 A) Sanitary Waste Water Disposal... 2 B) Water Distribution... 6 C) Stormwater Management... 8 4.0 CONCLUSIONS... 15 Note: This report should be read in conjunction with the Site Servicing & Grading Plans prepared by The Odan/Detech Group Inc. APPENDIX A Aerial Photo of Site Site Plan prepared by SMV Architects Inc. APPENDIX B Sanitary Flow Calculation (OBC) Proposed/Existing Sanitary Sewer Design Sheet APPENDIX C Fire Underwriters Survey - Fire flow calculation APPENDIX D Pre-Development Storm Drainage Plan Post-Development Storm Drainage Plan Visual OTTHYMO Model Output Pre-Development Visual OTTHYMO Model Output Post-Development Detailed Stage/Storage/Discharge relationship for proposed IPEC Tempest ICD orifice Existing Site Servicing Plan Place D Orleans Mall Roof Drain Flow Control Form by Structural Engineer

PROPOSED MASTERMIND TOYS RETAIL AT PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 1 1.0 BACKGROUND The property under study is a portion of the existing Place D Orleans Shopping Mall which is proposed to be redeveloped as a single-storey retail building, Mastermind Toys. The existing Place D Orleans Shopping Mall is located in the City of Ottawa and is bordered by Promenade Place D Orleans Drive to the north, east and west. The subject of this report, the proposed retail building, is located at the site s north frontage, at the southeast corner of Champlain Street and Place D Orleans Drive. Refer to the architectural site plan by SMV Architects in Appendix A for the site s proposed layout including building location, asphalt and concrete curbing etc. This report will evaluate the serviceability of the site with respect to sanitary, water and storm services and also evaluate the stormwater management (SWM) strategy that will be implemented to meet the City standards. 2.0 SCOPE OF WORK The Odan/Detech Group Inc. was retained by the Owner, Primaris Management Inc., to review the site and provide a Servicing & Stormwater Management Report for the subject Retail Development in support of a Site Plan Control application.

PROPOSED MASTERMIND TOYS RETAIL AT PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 2 3.0 DESIGN CONSIDERATIONS A) SANITARY WASTE WATER DISPOSAL The Place D Orleans Mall has two existing sanitary service connections. The first, which will serve as the outlet for the subject building, is an existing 250mm sanitary sewer at 5.1% which drains to an existing 450mm municipal sanitary sewer flowing north in easement at the mall s northeast corner. The second service connection is a 300mm sanitary sewer at 0.5% which drains to a municipal sanitary sewer beneath Promenade Place D Orleans Drive at the site s western frontage. Both presently provide sanitary drainage to the main mall building; refer to the Site Servicing Plan by The Odan/Detech Group Inc. and the mall s existing Servicing Plan in Appendix D for the subject sanitary service connection location. To serve the subject retail building, an internal 200mm at 0.50% sanitary sewer will be constructed which drains to the existing 200mm service connection to the northeast. Refer to the Site Servicing Plan for the proposed layout and Appendix B for a design sheet. The subject retail building will not generate significant sanitary flows. Sanitary flows from the proposed Mastermind Toys retail building are shown as follows in Table 1, based on municipal design criteria. Refer to the following page for detailed sanitary calculations. The retail/commercial GFA on which these calculations are based is 427m 2 in accordance with the architectural plans in Appendix A. Detailed sanitary unit flow statistics are provided in Appendix 4-A of the City of Ottawa s Sewer Design Guidelines (2012). Appendix 4-A.5 states that retail stores with washrooms will produce 5 L/day of sanitary wastewater per square meter of store area. The City s Sewer Design Guidelines, Figure 4.3, states that the peaking factor to use for all commercial land uses is 1.5. Infiltration was calculated based on a unit flow rate of 0.28 L/s/ha. Table 1 Calculated Sanitary Sewage Flows for Proposed Commercial Development From Land Use (L/s) From Infiltration (L/s) Total (L/s) Proposed Commercial 0.04 0.09 0.13 Further, the sanitary flow calculation based on the OBC calculation table in Appendix B shows that the peak sanitary flow rate will be 0.03 L/s, which is less than the above noted flow.

PROPOSED MASTERMIND TOYS RETAIL AT PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 3

PROPOSED MASTERMIND TOYS RETAIL AT PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 4 The existing sanitary flow rate into the existing 250mm sanitary sewer at 5.1% is conservatively calculated to be 10.41 L/s as per Table 2, as follows. Detailed statistics for the existing mall s interior are not available, therefore the existing sanitary floor calculation is based on the malls existing a GFA of 6.193 ha; it is conservatively assumed that 100% of the mall s existing sanitary flows drain via the subject 250mm sanitary service connection to the northeast. It was similarly assumed that 100% of the infiltration originating from the mall s 17.492 ha lot area may be attributed to the northeast sanitary service connection. GFA and lot area statistics for the existing mall appear in the architectural plans in Appendix A. Refer to the detailed sanitary flow calculation on the following page. The above scenario assumes the worst condition that all sanitary waste water discharges to the north east sanitary sewer outlet, however, we know this is not true and that a portion of sanitary waste water discharges to the west outlet location. Table 2 Calculated Sanitary Sewage Flows from Existing Commercial Development From Land Use (L/s) From Infiltration (L/s) Total (L/s) Existing Commercial 5.38 4.90 10.27 Post-Development 5.42 4.99 10.41 A sanitary sewer design sheet for the proposed internal sanitary sewer, and the length of existing internal sanitary sewer which will provide drainage for the proposed CRU, is provided in Appendix B. The design sheet confirms that all internal sanitary sewer segments will be flowing within their capacity post-development.

PROPOSED MASTERMIND TOYS RETAIL AT PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 5

PROPOSED MASTERMIND TOYS RETAIL AT PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 6 B) WATER DISTRIBUTION There is an internal looped water main which services the existing Place D Orleans Mall. This water main is serviced from Place D Orleans west side and from St. Joseph s Blvd. to the south east. It is proposed to provide a new domestic water service to the proposed Retail Building from the water main located beneath the mall s private driveway. Refer to the Site Servicing Plan. The building will not have a fire service and is thus not sprinklered. Fire protection will be provided by an existing internal hydrant south of the building. The pressures and volumes must be sufficient for Peak hour conditions and under fire conditions as established by the Ministry of Environment and the Fire Underwriters Survey booklet (1999). The minimal residual pressure under fire conditions is 140 kpa (20.3 psi). According to the MOEE criteria the allowable pressures are as follows: Condition Allowable Pressures (kpa) min. max. 1) Min. Hour 275 (40psi) 700 (101psi) 2) Peak Hour 275 (40 psi) 700 (101 psi) 3) Peak Day + Fire Flow 140 (20 psi) 700 (101 psi) The domestic water demand of the proposed Retail Development is as follows: a) Average Day domestic demand (Refer to OBC Calculation Appendix B) 0.03 L/s b) Peak day demand - 1.5 x daily demand 0.05 L/s c) Peak hour demand - 1.8 x daily demand 0.06 L/s d) Fire flow for retail space as per FUS 1999 manual 67.0 L/s The Fire Underwriters Survey fire flow demand calculation can be found in Appendix C. Table 3, as follows, is a summary of the total water demand for the proposed retail development only. It is assumed that the existing Mall is covered as per the original design by others. Table 3 Total Water Demand for Proposed Commercial Development L/s USGM Peak Day Demand 0.05 0.80 Fire Flow Demand 67.0 1057.0 Total Water Demand 67.1 1057.8

PROPOSED MASTERMIND TOYS RETAIL AT PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 7 The water boundary conditions were provided by the City of Ottawa using the water demand and fire flow demand of the proposed toy store. The head at the connection point of the analysis using the maximum day and fire flow demand of the proposed store is 109.1m at a pressure of 56.3 psi. This is acceptable. Refer to the Boundary Conditions report by the City of Ottawa in Appendix C.

PROPOSED MASTERMIND TOYS RETAIL AT PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 8 C) STORM WATER MANAGEMENT The larger commercial development (Place D Orleans Mall) of which the proposed retail pad (Mastermind Toys) is part presently drains via two storm service connections. The subject retail pad is located within the tributary catchment area of an existing 900mm at 0.18% storm service connection near the site s northeast corner. This existing storm sewer connection drains to an existing 1050mm municipal storm sewer which flows easterly adjacent to the site s north boundary, beneath Place D Orleans Drive. TABLE 4 Existing Site Storm Service Connections Subject Development Catchment ID EX-A & EX-B; A,B,C,D,E (Northeast Portion of Mall) Location Downstream of EX STM MH 18 Ex Controls None Existing Specifications 900mm at 0.18% Capacity 768 L/s Receiving Municipal Storm Sewer Ex 1050mm STM Sewer Place D Orleans There are no existing stormwater management controls implemented in the existing storm drainage system. It is not within the scope of the proposed retail pad construction to implement stormwater management controls for the entire development, however controls will be provided as practical where modifications to the existing system are proposed. The existing internal storm sewer network, storm service connection and receiving municipal storm sewer appear on the Site Servicing Plan (drawing 1 of 2). Also refer to the Place D Orleans Centre Site Servicing Plan in Appendix D. The proposed development falls within the tributary catchment areas of two upstream branches of this storm service connection (EX-A and EX-B). The differential impact of the proposed development on these two tributary catchment areas is quantified as follows. Design storm data for the City of Ottawa 5-year and 100-year storms are shown below. I 5 = 998.071 / (6.053 + t) 0.814 I 100 = 1735.688 / (6.014 + t) 0.820 When time of concentration, t, is 10 minutes, the 5-year and 100-year rainfall intensities are as follows. I 5 =104.4 mm/hr I 100 = 179.0 mm/hr

PROPOSED MASTERMIND TOYS RETAIL AT PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 9 i) Pre-Development Release Rate The proposed retail pad and it s associated parking lot reconstruction is located within two existing catchment areas. Refer to the Pre-Development Storm Drainage Plan in Appendix D for the extents of the existing catchment areas. They are described as follows. TABLE 5 Existing Catchment Areas Existing Catchment ID Proposed Catchment ID Ex. Area (ha) Catchment Surface Receiving Structure Ex. SWM Controls Downstream Outlet EX-A A,C,D,E 0.246 Asphalt Ex CB 3 None Ex. 900mm STM EX-B B 0.143 Asphalt Ex CB 5 None Service at Ex. MH 18 The existing peak runoff rate in 5-year and 100-year storms from each of the catchment areas impacted by the proposed development is calculated as follows. Refer to the Pre-Development Storm Drainage Plan in Appendix D for the catchment areas. TABLE 6 Pre-Development Runoff Rate (Q=2.78CiA) Existing Catchment Proposed Catchment Ex. Area (ha) Intensity (mm/hr) (t = 10 min) Q = 2.78 CiA ( l/s ) C 5-Year 100-Year 5-Year 100-Year EX-A A,C,D,E 0.246 0.90 64.3 L/s 122.4 L/s B (C=1.00 in 104.40 179.00 EX-B 0.143 37.3 L/s 71.2 L/s 100Y STM) Total Area 0.389 101.6 L/s 193.6 L/s Further, the 5-year and 100-year pre-development runoff rates are calculated as follows using a Visual OTTHYMO Model. Refer to the pre-development model (below) and output in Appendix D. TABLE 7 Pre-Development Runoff Rate (Visual OTTHYMO) Existing Catchment Proposed Catchment Ex. Area (ha) Method % imperv % imperv directly connected Q ( l/s ) 5-Year 100-Year EX-A A,C,D,E 0.246 StandHYD 67 L/s 117 L/s 90% 90% EX-B B 0.143 StandHYD 39 L/s 68 L/s Total Site 106 L/s 186 L/s 1 Catchment EX-A AREA = 0.246 100Y Discharge = PeakFlow = 0.067 2 Catchment EX-B AREA = 0.143 100Y Discharge = PeakFlow = 0.039 Pre Dev Site Dis PeakFlow = 0.106 3

PROPOSED MASTERMIND TOYS RETAIL AT PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 10 ii) Post-Development Catchment Areas The post-development catchment areas into which the existing catchment areas (EX-A and EX- B) will be divided are as follows. Refer to the Post-Development Storm Drainage Plan in Appendix D for the catchment areas. Tables 7 and 8 provide the detailed statistics and drainage conveyances and stormwater management controls applied to each of the proposed catchment areas. TABLE 8 Post-Development Catchment Areas and Descriptions Watershed Description Area (ha) % imperv % imperv directly connected Imperv Length(m) perv imperv Losses perv Catchment A Parking 0.104 90 90 SEE INPUT STANDHYD SCS Catchment B Parking 0.152 90 90 SEE INPUT STANDHYD SCS Catchment C Parking 0.054 90 90 SEE INPUT STANDHYD SCS Catchment D Retail Pad Roof 0.040 98 98 SEE INPUT STANDHYD SCS Catchment E Landscaping 0.043 50 50 SEE INPUT NASHHYD SCS Total Site Catchment Area 0.393 The above catchment area statistics appear in the Visual OTTHYMO Model, below, and output in Appendix B. The downstream conveyances, controls and storage associated with each catchment area are as follows. TABLE 9 Post-Development Catchment Areas and Conveyances Watershed Description Ex. Area (ha) Prop. Area (ha) Drainage Conveyances, Controls & Storage Catchment A 0.104 Prop CB 2 (Ipex Tempest CB ICD); Prop STM MH 1; Ex CBMH 1 Catchment C 0.246 0.054 Prop CB 1; Ex CBMH 1 Catchment D (EX-A) 0.043 Roof drain controls Catchment E 0.043 Ex CB 3 Catchment B 0.143 (EX-B) Total Site Catchment Area 0.393 0.152 Ex CB 5

PROPOSED MASTERMIND TOYS RETAIL AT PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 11 iii) Controlled Discharge Rate By the proposed rooftop controls and proposed Ipex Tempest ICD at PROP CB 2, discharge from the subject catchment area will be controlled to 83 L/s. The post-development Visual OTTHYMO Model is as follows, showing flows in a 5-year storm. Refer to the output in Appendix C. 1 Catchment A AREA = 0.104 PeakFlow = 0.05 2 Catchment D RET ROOF AREA = 0.043 PeakFlow = 0.021 6 PROP CB2 IPEX TEMPEST ICD PeakFlow = 0.039 7 Controlling Rf Drains PeakFlow = 0.004 3 Catchment C AREA = 0.054 PeakFlow = 0.026 4 Catchment E AREA = 0.043 PeakFlow = 0.005 8 9 10 PeakFlow = 0.072 AREA = 0.244 5 Catchment B AREA = 0.152 PeakFlow = 0.074 11 Site Discharge PeakFlow = 0.146 Figure 1 Post-Development 100-Y Storm Visual OTTHYMO Model As shown above, stormwater quantity controls are provided for runoff from Catchment A (draining to PROP CB 2) and Catchment D (proposed building rooftop). It is not practical to control runoff from catchment areas B and C, which drain to EX CB 5 and PROP CB 1 respectively, because of the grading surrounding the respective receiving catchbasins. The grading slopes down easterly across EX CB 5, meaning all ponding storage would simply flow easterly before ponding above the catchbasins. Similarly, the grading generally falls west to east across PROP CB 1, thus it is not practical to provide ponding storage. The stage/storage/discharge relationship for the proposed Ipex Tempest HF ICD at PROP CB 2 is as follows. Refer to the detailed relationship in Appendix C, and the ponding area on the Grading Plan. Ponding storage will be provided to a max 150mm elevation above the rim of PROP CB 2, when it will spillover out of the site to the Right of Way. The Ipex Tempest HF ICD has been designed such that in a 5-year storm, there will be no surface ponding above PROP CB 2. Note that in the ponding storage reservoir (Reservoir 0006) in the Visual OTTHYMO Output in Appendix C, the peak outflow is larger than the peak inflow. In a 100-year storm, runoff will be controlled by the orifice. Further, in a 100-year storm, 7m 3 of storage is required, yet there is 4m 3 of storage in the CB and in ponding, therefore water will spillover off the site.

PROPOSED MASTERMIND TOYS RETAIL AT PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 12 TABLE 10 Proposed Catchment A/ PROP CB 2 Stage / Storage / Discharge Relationship for Prop. Ipex Tempest CB ICD Head (m) Elevation (m) Provided Volume (m 3 ) Discharge (l/s) Description 0 62.42 0 0 Invert of ICD (Ipex Tempest) 1.83 64.20 0.5 34 Prop CB 2 rim elevation 1.88 64.25 0.7 35 0.05m pond depth 1.93 64.30 1.7 37 0.10m pond depth 1.98 64.35 4.3 38 0.15m pond depth Total Discharge: 5 Year = 28 l/s 100 Year = 38 l/s The required and provided storage volume above PROP CB 2 is as follows. Note that storage is provided in and above PROP CB 2 beyond a 5-year storm to a 100-year storm. In a 5-year storm, 1m 3 of storage is required, and 4m 3 is provided. In a 100-year storm, 7m 3 of storage would be required, however given that only 4m 3 is available, the volume will spillover onto Champlain Street as per the Grading Plan. Refer to the output for Reservoir 0006, which is the CB 2 ponding, in the Visual OTTHYMO 5-year and 100-year outputs in Appendix A. TABLE 11 Stormwater Storage Summary for PROP CB 2 Ipex Tempest ICD Storm Required Volume (m 3 ) Provided Ponding & Below-Grade Storage Volume (m 3 ) 5-Year 1 (OTTHYMO rounding up; in reality <1m 3 ) 4 100-Year 7 4 The Stage/Storage/Discharge relationship for the proposed retail pad s roof is as follows.

PROPOSED MASTERMIND TOYS RETAIL AT PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 13 In a 5-year storm, the controlled discharge rate from the controlling roof drains will be 2 L/s and 10m 3 of the available 21.3m 3 of rooftop storage will be utilized. In a 100-year storm, the controlled discharge rate will be 4 L/s and 18m 3 of the available 21.3m 3 of available rooftop storage will be used. Rooftop ponding will pond to a maximum depth of 150mm. By the foregoing measures, the site (catchment areas A through E) discharge rate in a 5-year storm is reduced from 106 L/s (Table 4) to 91 L/s (Visual OTTHYMO). Refer to Table 10, below. Beyond a 5-year storm, to a 100-year storm, the system will be surcharged and runoff will flow via overland flow off the site to the Right of Way.

PROPOSED MASTERMIND TOYS RETAIL AT PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 14 TABLE 12 Post-Development Discharge/Release Rate (Visual OTTHYMO) Existing Catchment EX-A Proposed Catchment Prop. Area (ha) Method % imperv % imperv directly connected 5-Year Discharge Rate A 0.104 StandHYD 90 90 31 L/s C 0.054 StandHYD 98 98 15 L/s D 0.043 StandHYD 90 90 2 L/s E 0.043 NashHYD See Input 2 L/s EX-B B 0.152 StandHYD 90 90 42 L/s Total Site 91 L/s 100-Year Discharge Rate Overland Flow 146 L/s

PROPOSED MASTERMIND TOYS RETAIL AT PLACE D ORLEANS, OTTAWA SERVICING & STORM WATER MANAGEMENT REPORT 15 4.0 CONCLUSIONS The foregoing report has demonstrated that there are existing mains available to provide sanitary, storm and water service to the subject retail development. Stormwater management calculations are provided to show that the post-development release rate will be controlled to a 5-year storm at a C-value of 0.50. TABLE 12 - Summary Information Post-Development Peak Sanitary Flow (L/s) 10.41 Total Fire-Domestic Flow Required (US GPM) 1057.8 Pre-Development 5-Year Runoff Rate 106 L/s Post-Development 5-Year Release Rate 91 L/s Respectfully Submitted; The Odan Detech Group Inc. November 16 th, 2016 Daniel Bancroft,EIT John Krpan, M.S.C.E., P.Eng. DATE

APPENDIX A Aerial Photo of Existing Site Site Plan by SMV Architects Inc.

Aerial Photo of Existing Site Entire Place D Orleans Mall PROPOSED BUILDING EXTENTS OF PLACE D ORLEANS MALL

Aerial Photo of Existing Site Location of Proposed Retail Building PROPOSED BUILDING

APPENDIX B Sanitary Flow Calculation (OBC) Proposed/Existing Sanitary Sewer Design Sheet

APPENDIX C Fire Underwriters Survey - Fire flow calculation

Information Provided: Date provided: 20 October 2016 Boundary Conditions at 110 Place de Orleans Criteria Demand (L/s) Average Demand 0.03 Maximum Daily Demand 0.05 Peak Hourly Demand 0.06 Fire Flow Demand 67 Maximum Daily + Fire Flow Demand 67.05 Location:

Results: Connection 1: Criteria Head (m) Pressure (psi) Max HGL 114.2 71.0 PKHR 108.4 62.9 MXDY + Fire Flow (67 L/s) 109.3 64.2 Connection 2: Criteria Head (m) Pressure (psi) Max HGL 114.2 63.5 PKHR 108.3 55.2 MXDY + Fire Flow (67 L/s) 109.1 56.3 Note: The connection location locating on the provided drawing is on the private watermain. City is prohibited to provide boundary conditions on a private watermain. Therefore, the nearest two suitable connections are chosen to generate BC for this site. Disclaimer The boundary condition information is based on current operation of the city water distribution system. The computer model simulation is based on the best information available at the time. The operation of the water distribution system can change on a regular basis, resulting in a variation in boundary conditions. The physical properties of watermains deteriorate over time, as such must be assumed in the absence of actual field test data. The variation in physical watermain properties can therefore alter the results of the computer model simulation. Fire Flow analysis is a reflection of available flow in the watermain; there may be additional restrictions that occur between the watermain and the hydrant that the model cannot take into account.

APPENDIX D Pre-Development Storm Drainage Plan Post-Development Storm Drainage Plan Visual OTTHYMO Model Output Pre-Development Visual OTTHYMO Model Output Post-Development Detailed Stage/Storage/Discharge relationship for proposed IPEC Tempest ICD orifice Existing Site Servicing Plan Place D Orleans Mall Roof Drain Flow Control Form by Structural Engineer

Pre-Development Visual OTTHYMO Model =========================================================================================================== V V I SSSSS U U A L V V I SS U U A A L V V I SS U U AAAAA L V V I SS U U A A L VV I SSSSS UUUUU A A LLLLL OOO TTTTT TTTTT H H Y Y M M OOO O O T T H H Y Y MM MM O O O O T T H H Y M M O O OOO T T H H Y M M OOO Developed and Distributed by Clarifica Inc. Copyright 1996, 2007 Clarifica Inc. All rights reserved. ***** D E T A I L E D O U T P U T ***** Input filename: C:\Program Files (x86)\visual OTTHYMO 2.3.3\voin.dat Output filename: P:\2015\15253A\Word\ODAN Report\Servicing\SS-SWM MM Rev 1\PreDev OTTHYMO\OTTHYMO MOdel\Pre Development.out Summary filename: P:\2015\15253A\Word\ODAN Report\Servicing\SS-SWM MM Rev 1\PreDev OTTHYMO\OTTHYMO MOdel\Pre Development.sum DATE: 9/14/2016 TIME: 5:06:25 PM USER: COMMENTS: ------- **************************** ** SIMULATION NUMBER: 1 ** **************************** CHICAGO STORM IDF curve parameters: A= 998.071 Ptotal= 45.16 mm B= 6.053 C=.814 used in: INTENSITY = A / (t + B)^C Duration of storm = 4.00 hrs Storm time step = 10.00 min Time to peak ratio =.33 TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr.17 2.68 1.17 24.17 2.17 6.69 3.17 3.22.33 3.10 1.33 104.19 2.33 5.63 3.33 2.98.50 3.68 1.50 32.04 2.50 4.87 3.50 2.77.67 4.58 1.67 16.34 2.67 4.30 3.67 2.60.83 6.15 1.83 10.96 2.83 3.86 3.83 2.44 1.00 9.61 2.00 8.29 3.00 3.51 4.00 2.31 ------------------- CALIB STANDHYD (0002) Area (ha)=.14 ID= 1 DT= 5.0 min Total Imp(%)= 90.00 Dir. Conn.(%)= 90.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)=.13.01 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 30.90 40.00 Mannings n =.013.250 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP. ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN

hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr.083 2.68 1.083 24.17 2.083 6.69 3.08 3.22.167 2.68 1.167 24.17 2.167 6.69 3.17 3.22.250 3.10 1.250 104.19 2.250 5.63 3.25 2.98.333 3.10 1.333 104.19 2.333 5.63 3.33 2.98.417 3.68 1.417 32.04 2.417 4.87 3.42 2.77.500 3.68 1.500 32.04 2.500 4.87 3.50 2.77.583 4.58 1.583 16.34 2.583 4.30 3.58 2.60.667 4.58 1.667 16.34 2.667 4.30 3.67 2.60.750 6.15 1.750 10.96 2.750 3.86 3.75 2.44.833 6.15 1.833 10.96 2.833 3.86 3.83 2.44.917 9.61 1.917 8.29 2.917 3.51 3.92 2.31 1.000 9.61 2.000 8.29 3.000 3.51 4.00 2.31 Max.Eff.Inten.(mm/hr)= 104.19 46.78 over (min) 5.00 5.00 Storage Coeff. (min)= 1.24 (ii) 4.13 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)=.33.24 *TOTALS* PEAK FLOW (cms)=.04.00.039 (iii) TIME TO PEAK (hrs)= 1.33 1.33 1.33 RUNOFF VOLUME (mm)= 44.16 21.55 41.89 TOTAL RAINFALL (mm)= 45.16 45.16 45.16 RUNOFF COEFFICIENT =.98.48.93 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------- CALIB STANDHYD (0001) Area (ha)=.25 ID= 1 DT= 5.0 min Total Imp(%)= 90.00 Dir. Conn.(%)= 90.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)=.22.02 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 40.50 40.00 Mannings n =.013.250 Max.Eff.Inten.(mm/hr)= 104.19 46.78 over (min) 5.00 5.00 Storage Coeff. (min)= 1.46 (ii) 4.34 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)=.33.23 *TOTALS* PEAK FLOW (cms)=.06.00.067 (iii) TIME TO PEAK (hrs)= 1.33 1.33 1.33 RUNOFF VOLUME (mm)= 44.16 21.55 41.89 TOTAL RAINFALL (mm)= 45.16 45.16 45.16 RUNOFF COEFFICIENT =.98.48.93 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------- ADD HYD (0003) 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0002):.14.039 1.33 41.89 + ID2= 2 (0001):.25.067 1.33 41.89 ================================================== ID = 3 (0003):.39.106 1.33 41.89 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. -------------------

**************************** ** SIMULATION NUMBER: 2 ** **************************** CHICAGO STORM IDF curve parameters: A=1735.688 Ptotal= 76.00 mm B= 6.014 C=.820 used in: INTENSITY = A / (t + B)^C Duration of storm = 4.00 hrs Storm time step = 10.00 min Time to peak ratio =.33 TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr.17 4.39 1.17 40.65 2.17 11.06 3.17 5.28.33 5.07 1.33 178.56 2.33 9.29 3.33 4.88.50 6.05 1.50 54.05 2.50 8.02 3.50 4.54.67 7.54 1.67 27.32 2.67 7.08 3.67 4.25.83 10.16 1.83 18.24 2.83 6.35 3.83 3.99 1.00 15.97 2.00 13.74 3.00 5.76 4.00 3.77 ------------------- CALIB STANDHYD (0002) Area (ha)=.14 ID= 1 DT= 5.0 min Total Imp(%)= 90.00 Dir. Conn.(%)= 90.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)=.13.01 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 30.90 40.00 Mannings n =.013.250 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP. ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr.083 4.39 1.083 40.65 2.083 11.06 3.08 5.28.167 4.39 1.167 40.65 2.167 11.06 3.17 5.28.250 5.07 1.250 178.56 2.250 9.29 3.25 4.88.333 5.07 1.333 178.56 2.333 9.29 3.33 4.88.417 6.05 1.417 54.05 2.417 8.02 3.42 4.54.500 6.05 1.500 54.05 2.500 8.02 3.50 4.54.583 7.54 1.583 27.32 2.583 7.08 3.58 4.25.667 7.54 1.667 27.32 2.667 7.08 3.67 4.25.750 10.16 1.750 18.24 2.750 6.35 3.75 3.99.833 10.16 1.833 18.24 2.833 6.35 3.83 3.99.917 15.97 1.917 13.74 2.917 5.76 3.92 3.77 1.000 15.97 2.000 13.74 3.000 5.76 4.00 3.77 Max.Eff.Inten.(mm/hr)= 178.56 108.67 over (min) 5.00 5.00 Storage Coeff. (min)= 1.00 (ii) 3.33 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)=.34.26 *TOTALS* PEAK FLOW (cms)=.06.00.068 (iii) TIME TO PEAK (hrs)= 1.33 1.33 1.33 RUNOFF VOLUME (mm)= 75.00 46.51 72.14 TOTAL RAINFALL (mm)= 76.00 76.00 76.00 RUNOFF COEFFICIENT =.99.61.95 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------- CALIB STANDHYD (0001) Area (ha)=.25 ID= 1 DT= 5.0 min Total Imp(%)= 90.00 Dir. Conn.(%)= 90.00

IMPERVIOUS PERVIOUS (i) Surface Area (ha)=.22.02 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 40.50 40.00 Mannings n =.013.250 Max.Eff.Inten.(mm/hr)= 178.56 108.67 over (min) 5.00 5.00 Storage Coeff. (min)= 1.18 (ii) 3.50 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)=.33.26 *TOTALS* PEAK FLOW (cms)=.11.01.117 (iii) TIME TO PEAK (hrs)= 1.33 1.33 1.33 RUNOFF VOLUME (mm)= 75.00 46.51 72.14 TOTAL RAINFALL (mm)= 76.00 76.00 76.00 RUNOFF COEFFICIENT =.99.61.95 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------- ADD HYD (0003) 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0002):.14.068 1.33 72.14 + ID2= 2 (0001):.25.117 1.33 72.14 ================================================== ID = 3 (0003):.39.186 1.33 72.14 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------- FINISH ===========================================================================================================

Post-Development Visual OTTHYMO Model 5-Year =========================================================================================================== V V I SSSSS U U A L V V I SS U U A A L V V I SS U U AAAAA L V V I SS U U A A L VV I SSSSS UUUUU A A LLLLL OOO TTTTT TTTTT H H Y Y M M OOO O O T T H H Y Y MM MM O O O O T T H H Y M M O O OOO T T H H Y M M OOO Developed and Distributed by Clarifica Inc. Copyright 1996, 2007 Clarifica Inc. All rights reserved. ***** D E T A I L E D O U T P U T ***** Input filename: C:\Program Files (x86)\visual OTTHYMO 2.3.3\voin.dat Output filename: P:\2015\15253A\Word\ODAN Report\Servicing\SS-SWM MM Rev 2\Visual OTTHYMO\OTTHYMO MOdel\Post Development.out Summary filename: P:\2015\15253A\Word\ODAN Report\Servicing\SS-SWM MM Rev 2\Visual OTTHYMO\OTTHYMO MOdel\Post Development.sum DATE: 11/17/2016 TIME: 11:59:08 AM USER: COMMENTS: ------- **************************** ** SIMULATION NUMBER: 1 ** **************************** CHICAGO STORM IDF curve parameters: A= 998.071 Ptotal= 45.16 mm B= 6.053 C=.814 used in: INTENSITY = A / (t + B)^C Duration of storm = 4.00 hrs Storm time step = 10.00 min Time to peak ratio =.33 TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr.17 2.68 1.17 24.17 2.17 6.69 3.17 3.22.33 3.10 1.33 104.19 2.33 5.63 3.33 2.98.50 3.68 1.50 32.04 2.50 4.87 3.50 2.77.67 4.58 1.67 16.34 2.67 4.30 3.67 2.60.83 6.15 1.83 10.96 2.83 3.86 3.83 2.44 1.00 9.61 2.00 8.29 3.00 3.51 4.00 2.31 ------------------- CALIB STANDHYD (0005) Area (ha)=.15 ID= 1 DT= 5.0 min Total Imp(%)= 90.00 Dir. Conn.(%)= 90.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)=.14.02 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 31.80 40.00 Mannings n =.013.250 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP. ---- TRANSFORMED HYETOGRAPH ----

TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr.083 2.68 1.083 24.17 2.083 6.69 3.08 3.22.167 2.68 1.167 24.17 2.167 6.69 3.17 3.22.250 3.10 1.250 104.19 2.250 5.63 3.25 2.98.333 3.10 1.333 104.19 2.333 5.63 3.33 2.98.417 3.68 1.417 32.04 2.417 4.87 3.42 2.77.500 3.68 1.500 32.04 2.500 4.87 3.50 2.77.583 4.58 1.583 16.34 2.583 4.30 3.58 2.60.667 4.58 1.667 16.34 2.667 4.30 3.67 2.60.750 6.15 1.750 10.96 2.750 3.86 3.75 2.44.833 6.15 1.833 10.96 2.833 3.86 3.83 2.44.917 9.61 1.917 8.29 2.917 3.51 3.92 2.31 1.000 9.61 2.000 8.29 3.000 3.51 4.00 2.31 Max.Eff.Inten.(mm/hr)= 104.19 64.12 over (min) 5.00 5.00 Storage Coeff. (min)= 1.26 (ii) 4.15 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)=.33.24 *TOTALS* PEAK FLOW (cms)=.04.00.042 (iii) TIME TO PEAK (hrs)= 1.33 1.33 1.33 RUNOFF VOLUME (mm)= 44.16 11.96 40.94 TOTAL RAINFALL (mm)= 45.16 45.16 45.16 RUNOFF COEFFICIENT =.98.26.91 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= 50.00 K (1/hr)= 2.00 Fc (mm/hr)= 7.50 Cum.Inf. (mm)=.00 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------- CALIB NASHYD (0004) Area (ha)=.04 Curve Number (CN)= 80.0 ID= 1 DT=10.0 min Ia (mm)= 5.00 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.20 NOTE: RAINFALL WAS TRANSFORMED TO 10.0 MIN. TIME STEP. ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr.167 2.68 1.167 24.17 2.167 6.69 3.17 3.22.333 3.10 1.333 104.19 2.333 5.63 3.33 2.98.500 3.68 1.500 32.04 2.500 4.87 3.50 2.77.667 4.58 1.667 16.34 2.667 4.30 3.67 2.60.833 6.15 1.833 10.96 2.833 3.86 3.83 2.44 1.000 9.61 2.000 8.29 3.000 3.51 4.00.00 Unit Hyd Qpeak (cms)=.008 PEAK FLOW (cms)=.002 (i) TIME TO PEAK (hrs)= 1.500 RUNOFF VOLUME (mm)= 14.912 TOTAL RAINFALL (mm)= 44.779 RUNOFF COEFFICIENT =.333 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------- CALIB STANDHYD (0003) Area (ha)=.05 ID= 1 DT= 5.0 min Total Imp(%)= 90.00 Dir. Conn.(%)= 90.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)=.05.01 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 19.00 40.00 Mannings n =.013.250 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP.

---- TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr.083 2.68 1.083 24.17 2.083 6.69 3.08 3.22.167 2.68 1.167 24.17 2.167 6.69 3.17 3.22.250 3.10 1.250 104.19 2.250 5.63 3.25 2.98.333 3.10 1.333 104.19 2.333 5.63 3.33 2.98.417 3.68 1.417 32.04 2.417 4.87 3.42 2.77.500 3.68 1.500 32.04 2.500 4.87 3.50 2.77.583 4.58 1.583 16.34 2.583 4.30 3.58 2.60.667 4.58 1.667 16.34 2.667 4.30 3.67 2.60.750 6.15 1.750 10.96 2.750 3.86 3.75 2.44.833 6.15 1.833 10.96 2.833 3.86 3.83 2.44.917 9.61 1.917 8.29 2.917 3.51 3.92 2.31 1.000 9.61 2.000 8.29 3.000 3.51 4.00 2.31 Max.Eff.Inten.(mm/hr)= 104.19 46.78 over (min) 5.00 5.00 Storage Coeff. (min)=.93 (ii) 3.81 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)=.34.25 *TOTALS* PEAK FLOW (cms)=.01.00.015 (iii) TIME TO PEAK (hrs)= 1.33 1.33 1.33 RUNOFF VOLUME (mm)= 44.16 21.55 41.90 TOTAL RAINFALL (mm)= 45.16 45.16 45.16 RUNOFF COEFFICIENT =.98.48.93 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------- CALIB STANDHYD (0002) Area (ha)=.04 ID= 1 DT= 5.0 min Total Imp(%)= 98.00 Dir. Conn.(%)= 98.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)=.04.00 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 16.90 40.00 Mannings n =.013.250 Max.Eff.Inten.(mm/hr)= 104.19 116.94 over (min) 5.00 5.00 Storage Coeff. (min)=.86 (ii) 2.33 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)=.34.30 *TOTALS* PEAK FLOW (cms)=.01.00.012 (iii) TIME TO PEAK (hrs)= 1.33 1.33 1.33 RUNOFF VOLUME (mm)= 44.16 21.55 43.71 TOTAL RAINFALL (mm)= 45.16 45.16 45.16 RUNOFF COEFFICIENT =.98.48.97 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------- CALIB STANDHYD (0001) Area (ha)=.10 ID= 1 DT= 5.0 min Total Imp(%)= 90.00 Dir. Conn.(%)= 90.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)=.09.01 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 26.30 40.00

Mannings n =.013.250 Max.Eff.Inten.(mm/hr)= 104.19 46.78 over (min) 5.00 5.00 Storage Coeff. (min)= 1.13 (ii) 4.01 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)=.34.24 *TOTALS* PEAK FLOW (cms)=.03.00.028 (iii) TIME TO PEAK (hrs)= 1.33 1.33 1.33 RUNOFF VOLUME (mm)= 44.16 21.55 41.89 TOTAL RAINFALL (mm)= 45.16 45.16 45.16 RUNOFF COEFFICIENT =.98.48.93 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------- RESERVOIR (0007) IN= 2---> OUT= 1 DT= 5.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.).0000.0000.0045.0021.0015.0007.0060.0028.0030.0014.0000.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0002).043.012 1.33 43.71 OUTFLOW: ID= 1 (0007).043.002 1.58 41.08 PEAK FLOW REDUCTION [Qout/Qin](%)= 17.92 TIME SHIFT OF PEAK FLOW (min)= 15.00 MAXIMUM STORAGE USED (ha.m.)=.0010 ------------------- RESERVOIR (0006) IN= 2---> OUT= 1 DT= 5.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.).0000.0000.0370.0002.0340.0001.0380.0004.0350.0001.0000.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0001).104.028 1.33 41.89 OUTFLOW: ID= 1 (0006).104.031 1.33 41.91 PEAK FLOW REDUCTION [Qout/Qin](%)=108.51 TIME SHIFT OF PEAK FLOW (min)=.00 MAXIMUM STORAGE USED (ha.m.)=.0001 **** WARNING : HYDROGRAPH PEAK WAS NOT REDUCED. CHECK OUTFLOW/STORAGE TABLE OR REDUCE DT. ------------------- ADD HYD (0008) 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0007):.04.002 1.58 41.08 + ID2= 2 (0006):.10.031 1.33 41.91 ================================================== ID = 3 (0008):.15.033 1.33 41.66 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------- ADD HYD (0009) 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm)

ID1= 1 (0003):.05.015 1.33 41.90 + ID2= 2 (0008):.15.033 1.33 41.66 ================================================== ID = 3 (0009):.20.047 1.33 41.73 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------- ADD HYD (0010) 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0004):.04.002 1.50 14.91 + ID2= 2 (0009):.20.047 1.33 41.73 ================================================== ID = 3 (0010):.24.049 1.33 37.00 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------- ADD HYD (0011) 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0005):.15.042 1.33 40.94 + ID2= 2 (0010):.24.049 1.33 37.00 ================================================== ID = 3 (0011):.40.091 1.33 38.51 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------- FINISH ===========================================================================================================

Post-Development Visual OTTHYMO Model 100-Year =========================================================================================================== V V I SSSSS U U A L V V I SS U U A A L V V I SS U U AAAAA L V V I SS U U A A L VV I SSSSS UUUUU A A LLLLL OOO TTTTT TTTTT H H Y Y M M OOO O O T T H H Y Y MM MM O O O O T T H H Y M M O O OOO T T H H Y M M OOO Developed and Distributed by Clarifica Inc. Copyright 1996, 2007 Clarifica Inc. All rights reserved. ***** D E T A I L E D O U T P U T ***** Input filename: C:\Program Files (x86)\visual OTTHYMO 2.3.3\voin.dat Output filename: P:\2015\15253A\Word\ODAN Report\Servicing\SS-SWM MM Rev 2\Visual OTTHYMO\OTTHYMO MOdel\Post Development.out Summary filename: P:\2015\15253A\Word\ODAN Report\Servicing\SS-SWM MM Rev 2\Visual OTTHYMO\OTTHYMO MOdel\Post Development.sum DATE: 11/17/2016 TIME: 11:59:39 AM USER: COMMENTS: ------- **************************** ** SIMULATION NUMBER: 2 ** **************************** CHICAGO STORM IDF curve parameters: A=1735.688 Ptotal= 76.00 mm B= 6.014 C=.820 used in: INTENSITY = A / (t + B)^C Duration of storm = 4.00 hrs Storm time step = 10.00 min Time to peak ratio =.33 TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr.17 4.39 1.17 40.65 2.17 11.06 3.17 5.28.33 5.07 1.33 178.56 2.33 9.29 3.33 4.88.50 6.05 1.50 54.05 2.50 8.02 3.50 4.54.67 7.54 1.67 27.32 2.67 7.08 3.67 4.25.83 10.16 1.83 18.24 2.83 6.35 3.83 3.99 1.00 15.97 2.00 13.74 3.00 5.76 4.00 3.77 ------------------- CALIB STANDHYD (0005) Area (ha)=.15 ID= 1 DT= 5.0 min Total Imp(%)= 90.00 Dir. Conn.(%)= 90.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)=.14.02 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 31.80 40.00 Mannings n =.013.250 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP. ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN

hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr.083 4.39 1.083 40.65 2.083 11.06 3.08 5.28.167 4.39 1.167 40.65 2.167 11.06 3.17 5.28.250 5.07 1.250 178.56 2.250 9.29 3.25 4.88.333 5.07 1.333 178.56 2.333 9.29 3.33 4.88.417 6.05 1.417 54.05 2.417 8.02 3.42 4.54.500 6.05 1.500 54.05 2.500 8.02 3.50 4.54.583 7.54 1.583 27.32 2.583 7.08 3.58 4.25.667 7.54 1.667 27.32 2.667 7.08 3.67 4.25.750 10.16 1.750 18.24 2.750 6.35 3.75 3.99.833 10.16 1.833 18.24 2.833 6.35 3.83 3.99.917 15.97 1.917 13.74 2.917 5.76 3.92 3.77 1.000 15.97 2.000 13.74 3.000 5.76 4.00 3.77 Max.Eff.Inten.(mm/hr)= 178.56 152.91 over (min) 5.00 5.00 Storage Coeff. (min)= 1.02 (ii) 3.34 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)=.34.26 *TOTALS* PEAK FLOW (cms)=.07.01.074 (iii) TIME TO PEAK (hrs)= 1.33 1.33 1.33 RUNOFF VOLUME (mm)= 75.00 33.93 70.89 TOTAL RAINFALL (mm)= 76.00 76.00 76.00 RUNOFF COEFFICIENT =.99.45.93 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) HORTONS EQUATION SELECTED FOR PERVIOUS LOSSES: Fo (mm/hr)= 50.00 K (1/hr)= 2.00 Fc (mm/hr)= 7.50 Cum.Inf. (mm)=.00 (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------- CALIB NASHYD (0004) Area (ha)=.04 Curve Number (CN)= 80.0 ID= 1 DT=10.0 min Ia (mm)= 5.00 # of Linear Res.(N)= 3.00 U.H. Tp(hrs)=.20 NOTE: RAINFALL WAS TRANSFORMED TO 10.0 MIN. TIME STEP. ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr.167 4.39 1.167 40.65 2.167 11.06 3.17 5.28.333 5.07 1.333 178.56 2.333 9.29 3.33 4.88.500 6.05 1.500 54.05 2.500 8.02 3.50 4.54.667 7.54 1.667 27.32 2.667 7.08 3.67 4.25.833 10.16 1.833 18.24 2.833 6.35 3.83 3.99 1.000 15.97 2.000 13.74 3.000 5.76 4.00.00 Unit Hyd Qpeak (cms)=.008 PEAK FLOW (cms)=.005 (i) TIME TO PEAK (hrs)= 1.500 RUNOFF VOLUME (mm)= 36.014 TOTAL RAINFALL (mm)= 75.371 RUNOFF COEFFICIENT =.478 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------- CALIB STANDHYD (0003) Area (ha)=.05 ID= 1 DT= 5.0 min Total Imp(%)= 90.00 Dir. Conn.(%)= 90.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)=.05.01 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 19.00 40.00 Mannings n =.013.250 NOTE: RAINFALL WAS TRANSFORMED TO 5.0 MIN. TIME STEP.

---- TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr.083 4.39 1.083 40.65 2.083 11.06 3.08 5.28.167 4.39 1.167 40.65 2.167 11.06 3.17 5.28.250 5.07 1.250 178.56 2.250 9.29 3.25 4.88.333 5.07 1.333 178.56 2.333 9.29 3.33 4.88.417 6.05 1.417 54.05 2.417 8.02 3.42 4.54.500 6.05 1.500 54.05 2.500 8.02 3.50 4.54.583 7.54 1.583 27.32 2.583 7.08 3.58 4.25.667 7.54 1.667 27.32 2.667 7.08 3.67 4.25.750 10.16 1.750 18.24 2.750 6.35 3.75 3.99.833 10.16 1.833 18.24 2.833 6.35 3.83 3.99.917 15.97 1.917 13.74 2.917 5.76 3.92 3.77 1.000 15.97 2.000 13.74 3.000 5.76 4.00 3.77 Max.Eff.Inten.(mm/hr)= 178.56 108.67 over (min) 5.00 5.00 Storage Coeff. (min)=.75 (ii) 3.07 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)=.34.27 *TOTALS* PEAK FLOW (cms)=.02.00.026 (iii) TIME TO PEAK (hrs)= 1.33 1.33 1.33 RUNOFF VOLUME (mm)= 75.00 46.51 72.14 TOTAL RAINFALL (mm)= 76.00 76.00 76.00 RUNOFF COEFFICIENT =.99.61.95 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------- CALIB STANDHYD (0002) Area (ha)=.04 ID= 1 DT= 5.0 min Total Imp(%)= 98.00 Dir. Conn.(%)= 98.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)=.04.00 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 16.90 40.00 Mannings n =.013.250 Max.Eff.Inten.(mm/hr)= 178.56 271.68 over (min) 5.00 5.00 Storage Coeff. (min)=.70 (ii) 1.88 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)=.34.32 *TOTALS* PEAK FLOW (cms)=.02.00.021 (iii) TIME TO PEAK (hrs)= 1.33 1.33 1.33 RUNOFF VOLUME (mm)= 75.00 46.51 74.43 TOTAL RAINFALL (mm)= 76.00 76.00 76.00 RUNOFF COEFFICIENT =.99.61.98 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------- CALIB STANDHYD (0001) Area (ha)=.10 ID= 1 DT= 5.0 min Total Imp(%)= 90.00 Dir. Conn.(%)= 90.00 IMPERVIOUS PERVIOUS (i) Surface Area (ha)=.09.01 Dep. Storage (mm)= 1.00 1.50 Average Slope (%)= 1.00 2.00 Length (m)= 26.30 40.00 Mannings n =.013.250

Max.Eff.Inten.(mm/hr)= 178.56 108.67 over (min) 5.00 5.00 Storage Coeff. (min)=.91 (ii) 3.23 (ii) Unit Hyd. Tpeak (min)= 5.00 5.00 Unit Hyd. peak (cms)=.34.27 *TOTALS* PEAK FLOW (cms)=.05.00.050 (iii) TIME TO PEAK (hrs)= 1.33 1.33 1.33 RUNOFF VOLUME (mm)= 75.00 46.51 72.14 TOTAL RAINFALL (mm)= 76.00 76.00 76.00 RUNOFF COEFFICIENT =.99.61.95 ***** WARNING: STORAGE COEFF. IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 85.0 Ia = Dep. Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT. (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY. ------------------- RESERVOIR (0007) IN= 2---> OUT= 1 DT= 5.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.).0000.0000.0045.0021.0015.0007.0060.0028.0030.0014.0000.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0002).043.021 1.33 74.43 OUTFLOW: ID= 1 (0007).043.004 1.58 71.77 PEAK FLOW REDUCTION [Qout/Qin](%)= 17.84 TIME SHIFT OF PEAK FLOW (min)= 15.00 MAXIMUM STORAGE USED (ha.m.)=.0018 ------------------- RESERVOIR (0006) IN= 2---> OUT= 1 DT= 5.0 min OUTFLOW STORAGE OUTFLOW STORAGE (cms) (ha.m.) (cms) (ha.m.).0000.0000.0370.0002.0340.0001.0380.0004.0350.0001.0000.0000 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) INFLOW : ID= 2 (0001).104.050 1.33 72.14 OUTFLOW: ID= 1 (0006).104.039 1.33 72.16 PEAK FLOW REDUCTION [Qout/Qin](%)= 77.83 TIME SHIFT OF PEAK FLOW (min)=.00 MAXIMUM STORAGE USED (ha.m.)=.0007 ------------------- ADD HYD (0008) 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0007):.04.004 1.58 71.77 + ID2= 2 (0006):.10.039 1.33 72.16 ================================================== ID = 3 (0008):.15.042 1.33 72.05 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------- ADD HYD (0009) 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0003):.05.026 1.33 72.14 + ID2= 2 (0008):.15.042 1.33 72.05 ==================================================

ID = 3 (0009):.20.067 1.33 72.07 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------- ADD HYD (0010) 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0004):.04.005 1.50 36.01 + ID2= 2 (0009):.20.067 1.33 72.07 ================================================== ID = 3 (0010):.24.072 1.33 65.69 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------- ADD HYD (0011) 1 + 2 = 3 AREA QPEAK TPEAK R.V. (ha) (cms) (hrs) (mm) ID1= 1 (0005):.15.074 1.33 70.89 + ID2= 2 (0010):.24.072 1.33 65.69 ================================================== ID = 3 (0011):.40.146 1.33 67.68 NOTE: PEAK FLOWS DO NOT INCLUDE BASEFLOWS IF ANY. ------------------- FINISH ===========================================================================================================