Stormwater Management Report for the Macri Dixon Condo Block

for the Macri Dixon Condo Block Town of Milton February 2017 JFSA Ref. No.: 1287-15 Prepared for : Prepared by : David Schaeffer Engineering Ltd.

52 Springbrook Drive, Ottawa, ON K2S 1B9 tel.: 613.836.3884, fax: 613.836.0332, www.jfsa.com in the Town of Milton February 2017 Prepared for : David Schaeffer Engineering Ltd. Prepared by : J.F. Sabourin, M.Eng., P.Eng. Laura Pipkins, P.Eng. Paul Wilson JFSA Ref. No.: 1287-15

TABLE OF CONTENTS in the Town of Milton 1 INTRODUCTION AND OBJECTIVES... 1 2 DESIGN CRITERIA AND GUIDELINES... 4 2.1 Minor System... 4 2.2 Major System... 5 3 ASSUMPTIONS AND SOURCE OF DATA USED IN THIS STUDY... 6 4 PROPOSED MINOR AND MAJOR SYSTEM DRAINAGE... 7 4.1 Major System and DDSWMM Analysis... 8 4.2 Minor System and Hydraulic Gradeline Analysis... 9 5 EROSION AND SEDIMENT CONTROL DURING AND AFTER CONSTRUCTION... 21 6 SUMMARY, CONCLUSIONS AND RECOMMENDATIONS... 23 APPENDICES Appendix A: Appendix B: Appendix C: Appendix D: Rational Method Design Sheets (as per DSEL) DDSWMM Input and Output Files XPSWMM Model Schematic and Manhole Loss Coefficient Nomograph and Table Tables and Calculation Sheets Back Pocket: CD with DDSWMM and XPSWMM Modelling Files Page i

LIST OF TABLES Table 1: Comparison of Minor System Flows to the SWM Ponds... Page 9 Table 2A: Pipe Data and Hydraulic Simulation Results for the 100-Year, 4-Hour Chicago Storm (Free Outfall Conditions)... Page 11 Table 2B: Pipe Data and Hydraulic Simulation Results for the 100-Year, 4-Hour Chicago Storm (Restricted Outfall Conditions)... Page 16 LIST OF FIGURES Figure 1 : General Site Location... Page 3 Figure 2 : Proposed Minor System...(Back Pocket; Reduced Copy on Page 24) Figure 3 : Proposed Major System...(Back Pocket; Reduced Copy on Page 25) Figure 4 : Silt Control Measures during Construction (Silt fences)... Page 22 Figure 5 : Silt Control Measures during Construction (Catchbasin protection)... Page 22 Page ii

in the Town of Milton February 2017 1 INTRODUCTION AND OBJECTIVES (JFSA) were retained by David Schaeffer Engineering Ltd. (DSEL) to prepare a Stormwater Management (SWM) Plan for the Macri Dixon condo block, within the Mattamy Church Property. The Mattamy Church Property is tributary to SWM Ponds G and K, located within the Town of Milton. As shown by Figure 1, the development is on an angle relative to the compass, but will be described based on the nearest compass orientation for ease of reference. As shown by Figure 1, the proposed development is located west of Regional Road No. 25 and future development, east of Bronte Street, north of Britannia Road and future development, and south of Louis St. Laurent Avenue. Sixteen Mile Creek Tributary SWS-1-A passes through the site. The proposed Macri Dixon condo block is 1.63 ha, and was modelled at 99% imperviousness and fully tributary to SWM Pond G in the submitted June 2016 Design Brief for Stormwater Management Facility G for the Mattamy Church Property and December 2016 Stormwater Management Report for the Mattamy Church Property. The updated detailed design of the condo block proposes 1.43 ha at 82% imperviousness tributary to Pond G, with 0.20 ha of rearyard areas at 18% imperviousness draining directly to Tributary SWS-1-A. The February 2017 Addendum to Design Brief for Stormwater Management Facility G for the Macri Dixon Condo Block demonstrates that, with the latest design of the Macri Dixon condo block, Pond G will still operate in conformance with the requirements of the June 2016 Design Brief for Stormwater Management Facility G for the Mattamy Church Property. The Mattamy Church Property has a total drainage area of 49.80 ha. Approximately 7.19 ha of the subdivision (in Phases 1 and 3) will drain uncontrolled to Tributary SWS-1-A, including 1.46 ha of residential rearyards, 0.20 ha of rearyards in the Macri Dixon condo block, and 5.52 ha of channel and buffer blocks. Similarly, a 0.01 ha buffer / road widening block (in Phase 2) will drain overland to Bronte Street. Another 8.17 ha of residential development (in Phase 3) of the subdivision drains to proposed SWM Pond K (designed by others). Finally, 34.43 ha of the Mattamy Church Property (in Phases 1, 2 and 4) is tributary to SWM Pond G, including a 1.56 ha pond block (Pond G), a 2.75 ha school block, a 4.23 ha park block, 1.43 ha of the Macri Dixon condo block, and 24.46 ha of residential development. The total drainage area to SWM Pond G is 46.58 ha, including 34.43 ha of the Mattamy Church Property (including the Macri Dixon condo block), a 1.21 ha external pond block (Pond G), a 7.33 ha external existing school block (Jean Vanier Catholic Secondary School), 2.18 ha of external Bronte Road, 1.02 ha of external future residential development, and 0.21 ha of Page 1

external existing residential development. Note that the external future residential development is located on Whitlock Avenue, Day Terrace, Leger Way, and south of Hatt Court. The external existing residential development is located north of Lemieux Court. Also note that only minor system flows will be conveyed to Pond G from 0.98 ha of the west side of external Bronte Road, with excess major system flows continuing south under interim conditions, and draining west to a future development under ultimate conditions. The total drainage area to SWM Pond K is 24.32 ha, including 8.17 ha of the Mattamy Church Property, a 1.94 ha external pond block (Pond K), a 2.15 ha external school block (Boyne Public School), and 12.06 ha of external future residential development. SWM Ponds G and K discharge to Sixteen Mile Creek Tributary SWS-1-A. The purpose of the present study/report is to evaluate the major and minor system flows of the proposed development to Ponds G and K, including the Macri Dixon condo block tributary to Pond G, with respect to the Town of Milton stormwater management guidelines and to check the adequacy of the proposed pipe sizes to convey the 5-year and the 100-year storm flows from within the development and from external areas. Background documents that were reviewed in preparing this report include the following: - Stormwater Management Planning and Design Manual, Ministry of the Environment, March 2003. - Erosion and Sediment Control Guidelines for Urban Construction, Conservation Halton et al., December 2006. - Town of Milton Engineering and Parks Standards, Town of Milton, August 2014. - Boyne Survey Block 2 Final Subwatershed Impact Study, More Than Engineering, July 2015. - [EMAIL] RE: Bronte Street and Britannia Road Reconstruction Sizing for Facilities H and G, Boyne Survey Block 2 Area, AMEC Environmental and Infrastructure, November 5, 2015. - Functional Stormwater and Environmental Management Strategy, Boyne Survey Secondary Plan Area, AMEC Environmental and Infrastructure, November 2015. - Mattamy Church Property / Hydraulic Analysis of Tributary SWS-1-A, J.F. Sabourin and Associates Inc., March 2016. - Gulfbeck Developments Subdivision - Stormwater Management Design Report SWM Pond K, The Municipal Infrastructure Group Limited, October 2016. - Design Brief for Stormwater Management Facility G for the Mattamy Church Property, David Schaeffer Engineering Ltd. and, June 2016. - for the Mattamy Church Property, J.F. Sabourin and Associates Inc., December 2016. The DDSWMM and XPSWMM programs were used to model the major and minor systems, to ensure that all of the Town of Milton s stormwater management requirements are satisfied. The general SWM design criteria and guidelines which are to be met are described in Section 2. Page 2

Figure 1: General Site Location Page 3

2 DESIGN CRITERIA AND GUIDELINES The design criteria and guidelines used for the stormwater management of the subject subdivision are those that were developed in the background documents as well as those provided in the August 2014 Town of Milton Engineering and Parks Standards and generally accepted stormwater management design guidelines. During the course of the detailed design, it was determined that the 1.63 ha Macri Dixon condo block has an average imperviousness of 74%. The 49.80 ha Church Property (including the Macri Dixon condo block) has an average imperviousness of 49%. Including external areas, the 46.38 ha drainage area to SWM Pond G has an average imperviousness of 59%. Including external areas, the 24.32 ha drainage area to SWM Pond K has an average imperviousness of 62%. Average imperviousness values are calculated based on a weighted average of the relevant subcatchment areas, as presented in Figure 3. A detailed analysis of the proposed dual drainage system was required to confirm that the following general design criteria and guidelines for the minor and major systems would be met. 2.1 Minor System a) Storm sewers on local roads are to be designed to provide a 5-year level of service. b) Sump pumps will be provided within residential units where the storm sewer is not sufficiently deep or where the storm sewer will be subject to elevated water levels during infrequent storms. Sump pumps are to be installed in accordance with Section 1.1.26.1 of the August 2014 Town of Milton Engineering and Parks Standards. c) Inlet control devices shall not be installed. d) Grates for road catchbasins are to be flush type OPSD 400.010, and grates for catchbasins in rear yards, park and open spaces with pedestrian traffic are to be flush type OPSD 400.020. e) Single catchbasins are to be equipped with 250 mm minimum lead pipes and double catchbasins are to be equipped with 300 mm minimum lead pipes. f) Under full flow conditions, the allowable velocity in storm sewers is to be no less than 0.75 m/s and no greater than 6.0 m/s. Page 4

2.2 Major System a) The major system shall be designed with sufficient capacity to allow the excess runoff of a 100-year storm to be conveyed within municipal property. b) Roof leaders shall be installed to direct the runoff to splash pads and on to grassed areas. c) Flow across road intersections shall not be permitted for minor storms (generally 5-year or less). d) For the 100-year storm and for all roads, the depth of water at the crown shall not exceed 0.15 m. The maximum depth of water on streets, rearyards, public space and parking areas shall not exceed 0.30 m. e) A minimum of 0.30 m freeboard is to be provided to building openings. When catchbasins are installed in rear yards, safe overland flow routes are to be provided to allow the release of excess flows from such areas. f) The product of the maximum flow depths on streets and maximum flow velocity must be less than 0.65 m 2 /s on all roads. Page 5

3 ASSUMPTIONS AND SOURCE OF DATA USED IN THIS STUDY Sources of information and assumptions made in this study are listed below: - Stormwater management model: DDSWMM (release 2.1) and XPSWMM (version 2014) - Minor system design: 1:5 year (see rational method in Appendix A) - Major system design: 1:100 year - Max. flow depth on roads: 0.3 m above gutter; 0.15 m above crown - DDSWMM model parameters: Fo = 76.2 mm/hr, Fc = 13.2 mm/hr, DCAY = 4.14/hr, D.Stor.Imp. = 0.80 mm, D.Stor.Per. = 1.50 mm Detailed Area Imperviousness: based on development layout and taken as fully effective in the front lot portion and half effective in rear lot portion of each house. Lumped Area Imperviousness: based on runoff coefficient (C) where C = 0.7 x imperviousness ratio + 0.2. - Design storms: 4-hour Chicago as per Town of Milton s criteria; peak averaged over 10 minutes. - Street catchbasin covers: OPSD 400.010 - Rearyard catchbasin covers: OPSD 400.020 (100% capture) - Curb and gutter: OPSD 600.060 on Gore Court, OPSD 600.070 elsewhere. In the absence of flow capture curves for OPSD 600.060 and 600.070 curb and gutters, OPSD 600.010 curb and gutters are assumed. - Manning's' roughness coeff.: 0.013 for concrete and PVC pipes (free flow). - Minor system losses: Refer to Appendix C for manhole loss coefficients. - Extent of major system: Must be contained within the municipal right-of-way. - Depth of backyard swales: As per DSEL s Grading Plan - Street and pipe dimensions: As per DSEL s Plan and Profiles - Right-of-way characteristics: As per DSEL s Details of Roads - Downstream channel HGL: 184.59 m based on the 100-year water level in Channel SWS-1-A at HEC-RAS cross-section 580 for Pond G, and 185.26 m based on the 100-year water level in Channel SWS-1-A at HEC-RAS cross-section 1139.2 for Pond K, as per the March 2016 Mattamy Church Property / Hydraulic Analysis of Tributary SWS-1-A memo. Page 6

4 PROPOSED MINOR AND MAJOR SYSTEM DRAINAGE The proposed minor and major system drainage routes are shown in plan view in Figures 2 and 3, respectively. In accordance with the Town of Milton standards, the minor system has been designed to accommodate the 5-year post development flows from within the site and from external areas. A Rational Method design was conducted by DSEL (refer to Appendix A) in order to estimate minor system flows based on the Town of Milton IDF relationship and selected runoff coefficients. Note that the minor system capture on the following areas in the Church Property should be limited to the 5-year Rational Method flows (estimated below): External Existing Secondary School Block (A003SC1, 7.270 ha, C = 0.65) : Elementary School Block 334 (A023SC1, 2.748 ha, C = 0.75) : Neighbourhood Park Block 335 (A049PK1, 0.507 ha, C = 0.40) : Neighbourhood Park Block 335 (A053PK1, 3.153 ha, C = 0.40) : Neighbourhood Park Block 335 (A300PK1, 0.051 ha, C = 0.35) : Neighbourhood Park Block 335 (A300PK2, 0.072 ha, C = 0.36) : Neighbourhood Park Block 335 (A301PK1, 0.104 ha, C = 0.38) : Neighbourhood Park Block 335 (A302PK1, 0.194 ha, C = 0.39) : Neighbourhood Park Block 335 (A303PK1, 0.243 ha, C = 0.39) : Neighbourhood Park Block 335 (A304PK1, 0.298 ha, C = 0.40) : Neighbourhood Park Block 335 (Total) : External School Block (A103SC1, 2.147 ha, C = 0.67) : 1382 L/s 603 L/s 59 L/s 369 L/s 5 L/s 8 L/s 11 L/s 22 L/s 28 L/s 35 L/s 537 L/s 421 L/s Excess flows from the areas above spill onto the street and are conveyed overland to the SWM ponds. For modelling purposes, minor system capture rates on undetailed existing and future external residential areas in the Mattamy Church Property were also limited to the 5-year Rational Method flows. Minor system capture rates on external Bronte Road were limited to the 5-year flow + 12%, as simulated using DDSWMM. The additional 12% capture is to account for the additional flows conveyed by surcharged pipes during the 100-year storm; that is, a greater head acting on the catchbasins, lead pipes and main storm sewer pipes during the 100- year storm results in greater capture than during smaller storm events. Page 7

Note that only minor system flows will be conveyed to Pond G from the west side of Bronte Road, with excess major system flows draining to an external system. The surface runoff collected by rearyard catchbasins is not to be controlled; hence they capture 100% of the 100-year flow. There are eighty-nine (89) such catchbasins within the Mattamy Church Property, two (2) of which are within the Macri Dixon condo block. Refer to Figure 2 for catchbasin locations. The street segments within the proposed development have been designed using a 'saw tooth' or 'sagged' road profile. The runoff from within these segments will be conveyed to catchbasins located at the lowest point within the street segment. Flows in excess of the catchbasin capture rate will be temporarily stored within the 'sagged' street segments and released slowly to the storm sewers. When the storage on a specific street segment is surpassed, the excess water will flow towards the next downstream street sag, and eventually to the appropriate outlet. It should be noted that the major system would outlet without flooding any of the properties within the subdivision. A 3.0 m wide overland flow route from Chretien Street to Neighbourhood Park Block 335, with a curb cut of 6.0 m, is provided west of the park. A 4.0 m wide overland flow route from Day Terrace to Pond G, with a curb cut of 10.0 m, is provided west of the pond. Refer to Calculation Sheet 2 of Appendix D for the capacity of the overland flow routes. Overland flow routes to Pond K are external to the proposed development, and are to be designed by others. The DDSWMM and XPSWMM analyses, discussed in the next sections, have demonstrated that the proposed drainage system for the subdivision will have sufficient capacity to control the excess flow during a 100-year event and safely capture and convey the 5-year flow to the ponds. 4.1 Major System and DDSWMM Analysis The DDSWMM computer program was used to model the major and minor system flows within the proposed development. The DDSWMM model presented in Appendix B was developed based on the information provided in Figures 2 and 3. Two simulations were conducted, one for each of the following rainfall events: i) A simulation of the 5-year, 4-hour Chicago storm; and ii) A simulation of the 100-year, 4-hour Chicago storm. The models use actual catchbasin capture flow curves, and the inflows are limited by lead pipe capacities. Note that 250 mm diameter lead pipes were assumed and are required between single catchbasins and the storm sewers, and 300 mm diameter lead pipes were assumed and are required between double or rearyard catchbasins and the storm sewers. Page 8

100-year intakes are located at the east end of Hinton Terrace near Lot 68 in order to prevent overland flow from draining overland to the adjacent channel block. For the 100-year storm, simulation results show that 185 L/s and 182 L/s are directed towards the catchbasins at the 100-year intake points on Hinton Terrace (on subcatchments A061NE and A061NW). Based on the assumed catchbasin grate capture curves and the capacity of lead pipes (refer to Calculation Sheet 3 of Appendix D), it was determined that two (2) OPSD 400.110 double catchbasin grates on the east side of the road equipped with one (1) shared 300 mm diameter lead pipe, and two (2) OPSD 400.110 double catchbasin grates on the west side of the road equipped with one (1) shared 300 mm diameter lead pipe, would have enough capacity to capture the incoming flow, even if the grates were 50% blocked. 4.2 Minor System and Hydraulic Gradeline Analysis The minor system analysis was completed using the XPSWMM program based on the peak flows captured during the 5- and 100-year Chicago storms as calculated with the DDSWMM program. Since several pipes will potentially surcharge to ground level during a 100-year storm, the XPSWMM model was extended on the surface to allow for the excess flow that cannot enter the minor system to be routed through the major system. These excess flows were reinserted into DDSWMM in the next downstream segment as hydrographs. The minor system was analyzed for both free outfall and restrictive downstream conditions. Restrictive downstream conditions for all storms were based on the 100-year water level of 184.59 m in Channel SWS-1-A at the Pond G outfall (HEC-RAS cross-section 580), and 185.26 m in Channel SWS-1-A at the Pond K outfall (HEC-RAS cross-section 1139.2), as per the March 2016 Mattamy Church Property / Hydraulic Analysis of Tributary SWS-1-A memo. Pond G was modelled as designed in the June 2016 Design Brief for Stormwater Management Pond G for the Mattamy Church Property by DSEL and JFSA, updated to reflect as-built conditions. Pond K was modelled as per the October 2016 Gulfbeck Developments Subdivision Stormwater Management Design Report SWM Pond K by The Municipal Infrastructure Group Limited. Table 1 presents the peak minor system inflows to the SWM ponds obtained with the Rational Method and with the above mentioned simulations. Table 1: Comparison of Minor System Flows to the SWM Ponds Location 5-Year Rational 5-Year DDSWMM/ 100-Year DDSWMM/ Method Flow XPSWMM Flow XPSWMM Flow (m 3 /s) (m 3 /s) (m 3 /s) MH 71 to Pond G 6.585 6.955 12.678 MH 127 to Pond K 2.772 3.098 4.737 Page 9

Table 1 shows that the 5-year total flow simulated with the DDSWMM/XPSWMM models is slightly higher than the Rational Method flow. This may be partly explained by the difference in the selected time of concentration and the fact that the Rational Method tends to underestimate design peak flows for areas larger than 10 ha. The DDSWMM/XPSWMM simulations have determined that for the selected 5- and 100-year storms, the total minor system peak inflows to Pond G would be 6.955 m³/s and 12.678 m³/s, respectively. For the selected 5- and 100-year storms, the total minor system peak inflows to Pond K would be 3.098 m³/s and 4.737 m³/s, respectively. The 100-year flow will surcharge most parts of the minor system; however for this analysis this is not critical as residential units with basements will be protected by sump pumps. In order to determine the extent of pipe surcharge, the 100-year water levels generated by the combined DDSWMM/XPSWMM models were compared against ground elevation, represented by the manhole cover elevation. When the computed HGL reached the manhole cover elevations in the XPSWMM, the excess flow was routed in a downstream DDSWMM segment to re-enter the minor system in a downstream pipe. This situation occurred at forty-four (44) locations within the proposed storm sewer network during the 100-year storm, one (1) of which is within the Macri Dixon condo block. Refer to Tables 2A and 2B below for spill locations and peak flows; all spill nodes in the XPSWMM model are prefixed with an S. Note that manholes within the Macri Dixon condo block are prefixed with M ( SM for spills). Within the proposed Church Property, including the Macri Dixon condo block, the depth of water on the road will be retained within the right-of-way and will not exceed the maximum allowable value of 30 cm at the gutter or 15 cm at the crown during the 100-year Chicago Storm (refer to Calculation Sheet 1 of Appendix D, where the calculated maximum was 14.5 cm at the gutter and 4.4 cm at the crown). Furthermore, it was determined that, for the 100-year event and for all major system segments, the product of the depth of water (m) at the gutter multiplied by the velocity of flow (m/s) will not exceed the maximum allowable 0.65 m 2 /s (refer to Calculation Sheet 1 of Appendix D, where the calculated maximum was 0.172 m 2 /s). Tables 2A and 2B summarize the pipe data and hydraulic simulation results for the 100-year storm under free and restricted outfall conditions, respectively. Note that the flowing full pipe velocities are not less than 0.75 m/s and no greater than 6.0 m/s for all proposed pipes. Page 10

Table 2A: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Free Outfall Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) 1 2 191.744 190.744 300 N/A 100.0 1.0 0.013 193.721 193.011 1.368 0.097 0.083 0.9 1.070 1.350 193.114 192.500 0.607 2 3 190.369 190.287 675 N/A 16.5 0.5 0.013 193.011 192.921 1.661 0.594 0.641 1.1 1.456 1.350 192.500 192.423 0.511 3 6 189.912 189.564 1050 N/A 58.0 0.6 0.013 192.921 192.671 2.443 2.115 2.319 1.1 1.461 1.350 192.423 192.014 0.498 4 5 190.204 190.104 300 N/A 10.0 1.0 0.013 192.640 192.514 1.368 0.097 0.080 0.8 1.838 1.483 192.342 192.247 0.298 4 S4 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.049 N/A N/A 1.433 N/A N/A N/A 5 9 189.954 189.559 450 N/A 79.0 0.5 0.013 192.514 192.220 1.268 0.202 0.179 0.9 1.843 1.333 192.247 192.017 0.267 5 S5 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.070 N/A N/A 1.433 N/A N/A N/A 6 8 189.514 188.604 1050 N/A 130.0 0.7 0.013 192.671 192.439 2.639 2.285 2.323 1.0 1.450 1.400 192.014 191.061 0.657 7 8 191.544 189.304 300 N/A 80.0 2.8 0.013 193.922 192.439 2.289 0.162 0.207 1.3 1.805 1.350 193.649 191.061 0.273 7 S7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.055 N/A N/A 1.383 N/A N/A N/A 8 12 188.554 187.894 1050 N/A 88.0 0.8 0.013 192.439 190.973 2.731 2.365 2.598 1.1 1.457 1.400 191.061 190.300 1.378 9 10 189.484 188.641 525 N/A 120.5 0.7 0.013 192.220 191.602 1.662 0.360 0.493 1.4 2.008 1.333 192.017 191.221 0.203 9 S9 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.337 N/A N/A 1.383 N/A N/A N/A 10 11 188.566 188.514 600 N/A 10.5 0.5 0.013 191.602 191.470 1.536 0.434 0.490 1.1 2.055 1.333 191.221 191.158 0.381 10 S10 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.008 N/A N/A 1.400 N/A N/A N/A 11 12 188.434 188.269 675 N/A 66.0 0.3 0.013 191.470 190.973 1.175 0.420 0.964 2.3 2.048 1.350 191.157 190.300 0.313 11 S11 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.037 N/A N/A 1.400 N/A N/A N/A 12 25 187.744 187.090 1200 N/A 93.5 0.7 0.013 190.973 190.236 2.884 3.262 3.903 1.2 1.356 1.400 190.300 189.308 0.673 18 19 188.806 188.531 750 N/A 55.0 0.5 0.013 191.683 191.408 1.782 0.787 0.882 1.1 1.968 1.433 191.524 191.183 0.159 19 20 188.381 188.043 900 N/A 84.5 0.4 0.013 191.408 190.927 1.800 1.145 1.534 1.3 1.902 1.350 191.183 190.683 0.225 20 23 187.893 187.589 1050 N/A 67.5 0.5 0.013 190.927 190.587 2.116 1.832 2.512 1.4 1.740 1.350 190.683 190.221 0.244 21 22 191.395 189.220 300 N/A 72.5 3.0 0.013 193.423 192.189 2.370 0.167 0.082 0.5 0.817 1.367 192.512 192.113 0.911 22 23 189.020 188.264 375 N/A 63.0 1.2 0.013 192.189 190.587 1.739 0.192 0.326 1.7 2.718 1.350 192.113 190.221 0.076 22 S22 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.239 N/A N/A 1.433 N/A N/A N/A 23 230 187.439 187.250 1200 N/A 42.0 0.5 0.013 190.587 190.437 2.312 2.615 3.571 1.4 1.582 1.350 190.221 189.833 0.366 24 240 188.780 188.312 300 N/A 36.0 1.3 0.013 191.280 190.699 1.560 0.110 0.154 1.4 1.448 1.350 190.528 189.766 0.752 25 26 186.790 185.712 1500 N/A 113.5 1.0 0.013 190.236 189.668 3.899 6.890 7.735 1.1 1.018 1.400 189.308 187.922 0.928 26 30 185.655 185.286 1500 2400 61.5 0.6 0.013 189.668 189.156 3.559 12.811 8.066 0.6 0.767 1.417 187.922 187.762 1.746 27 60 187.451 186.751 375 N/A 100.0 0.7 0.013 189.804 189.304 1.328 0.147 0.125 0.9 1.660 1.433 189.486 189.109 0.318 27 S27 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.032 N/A N/A 1.350 N/A N/A N/A 30 31 185.286 184.965 1500 2400 53.5 0.6 0.013 189.156 188.668 3.559 12.811 8.079 0.6 0.976 1.417 187.762 187.553 1.394 31 54 184.965 184.845 1500 2400 20.0 0.6 0.013 188.668 188.482 3.559 12.811 8.360 0.7 1.088 1.417 187.553 187.374 1.115 32 33 189.724 189.496 375 N/A 45.5 0.5 0.013 192.169 192.040 1.123 0.124 0.150 1.2 1.784 1.317 191.883 191.617 0.286 32 S32 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.055 N/A N/A 1.367 N/A N/A N/A 33 34 189.416 189.186 450 N/A 46.0 0.5 0.013 192.040 191.821 1.268 0.202 0.171 0.8 1.751 1.350 191.617 191.495 0.423 34 340 189.111 188.981 525 N/A 26.0 0.5 0.013 191.821 191.681 1.405 0.304 0.210 0.7 1.859 1.350 191.495 191.460 0.326 34 S34 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.032 N/A N/A 1.383 N/A N/A N/A 35 36 189.593 189.443 375 N/A 30.0 0.5 0.013 192.034 191.674 1.123 0.124 0.172 1.4 1.795 1.317 191.763 191.478 0.271 35 S35 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.056 N/A N/A 1.350 N/A N/A N/A

Table 2A: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Free Outfall Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) 36 38 189.363 189.128 450 N/A 47.0 0.5 0.013 191.674 191.448 1.268 0.202 0.175 0.9 1.665 1.317 191.478 191.321 0.196 37 38 189.383 189.203 375 N/A 36.0 0.5 0.013 191.844 191.448 1.123 0.124 0.184 1.5 1.845 1.317 191.603 191.321 0.241 37 S37 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.083 N/A N/A 1.350 N/A N/A N/A 38 40 189.053 188.819 525 N/A 39.0 0.6 0.013 191.448 191.244 1.539 0.333 0.332 1.0 1.743 1.300 191.321 191.096 0.127 39 40 189.194 188.949 375 N/A 49.0 0.5 0.013 191.793 191.244 1.123 0.124 0.182 1.5 1.967 1.317 191.536 191.096 0.257 39 S39 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.074 N/A N/A 1.350 N/A N/A N/A 40 43 188.799 187.695 525 N/A 69.0 1.6 0.013 191.244 190.435 2.513 0.544 0.508 0.9 1.772 1.350 191.096 190.201 0.148 41 42 188.618 188.205 375 N/A 59.0 0.7 0.013 191.197 190.703 1.328 0.147 0.075 0.5 1.662 1.367 190.655 190.531 0.542 42 43 188.130 187.770 450 N/A 72.0 0.5 0.013 190.703 190.435 1.268 0.202 0.221 1.1 1.951 1.333 190.531 190.201 0.172 42 S42 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.138 N/A N/A 1.367 N/A N/A N/A 43 46 187.470 187.138 750 N/A 63.5 0.5 0.013 190.435 190.108 1.817 0.803 0.715 0.9 1.981 1.333 190.201 189.993 0.234 43 S43 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.090 N/A N/A 1.383 N/A N/A N/A 44 45 188.366 187.961 375 N/A 67.5 0.6 0.013 190.756 190.310 1.230 0.136 0.134 1.0 1.971 1.350 190.712 190.310 0.044 45 46 187.886 187.438 450 N/A 69.0 0.7 0.013 190.310 190.108 1.445 0.230 0.350 1.5 1.974 1.317 190.310 189.993 0.000 45 S45 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.308 N/A N/A 1.367 N/A N/A N/A 46 48 186.974 186.872 900 N/A 34.0 0.3 0.013 190.108 189.661 1.559 0.992 1.420 1.4 2.119 1.317 189.993 189.657 0.115 46 S46 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.194 N/A N/A 1.383 N/A N/A N/A 48 480 186.792 186.688 900 N/A 34.5 0.3 0.013 189.661 189.540 1.559 0.992 1.383 1.4 1.966 1.317 189.658 189.518 0.003 49 51 186.310 185.855 900 N/A 130.0 0.4 0.013 189.496 189.101 1.683 1.071 1.383 1.3 1.903 1.350 189.113 188.365 0.383 51 52 185.805 185.763 900 N/A 12.0 0.4 0.013 189.101 189.055 1.683 1.071 1.381 1.3 1.660 1.350 188.365 188.207 0.736 52 53 185.688 185.394 975 N/A 117.5 0.3 0.013 189.055 188.665 1.501 1.121 1.666 1.5 1.544 1.350 188.207 187.519 0.848 53 54 185.314 185.275 1050 N/A 15.5 0.3 0.013 188.665 188.482 1.577 1.365 2.013 1.5 1.155 1.350 187.519 187.374 1.146 54 55 184.825 184.769 1500 2400 22.5 0.3 0.013 188.482 188.366 2.297 8.269 10.307 1.2 1.049 1.400 187.374 187.254 1.108 55 56 184.769 184.683 1500 2400 34.5 0.3 0.013 188.366 188.189 2.297 8.269 10.385 1.3 0.985 1.400 187.254 187.008 1.112 56 65 184.683 184.644 1500 2400 15.5 0.3 0.013 188.189 188.038 2.297 8.269 10.685 1.3 0.825 1.400 187.008 186.800 1.181 57 580 187.727 187.372 375 N/A 71.0 0.5 0.013 189.764 189.410 1.123 0.124 0.044 0.4 1.266 1.483 189.368 189.410 0.396 58 59 186.809 186.747 450 N/A 12.5 0.5 0.013 188.948 188.839 1.268 0.202 0.198 1.0 1.674 1.383 188.933 188.839 0.015 59 61 186.697 186.331 450 N/A 61.0 0.6 0.013 188.839 188.494 1.389 0.221 0.238 1.1 1.692 1.383 188.839 188.414 0.000 60 61 186.451 186.126 675 N/A 130.0 0.3 0.013 189.304 188.494 1.175 0.420 0.649 1.5 1.983 1.350 189.109 188.414 0.195 60 S60 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.103 N/A N/A 1.367 N/A N/A N/A 61 62 185.956 185.698 825 N/A 64.5 0.4 0.013 188.494 188.233 1.698 0.908 1.137 1.3 1.633 1.367 188.414 187.925 0.080 62 63 185.648 185.596 825 N/A 13.0 0.4 0.013 188.233 188.383 1.698 0.908 1.121 1.2 1.452 1.367 187.925 187.756 0.308 63 630 185.521 185.277 900 N/A 81.5 0.3 0.013 188.383 188.599 1.559 0.992 1.195 1.2 1.335 1.383 187.756 187.396 0.627 64 65 184.913 184.887 975 N/A 10.5 0.3 0.013 188.222 188.038 1.501 1.121 1.275 1.1 1.023 1.383 186.911 186.800 1.311 65 66 184.624 184.565 1500 2400 23.5 0.3 0.013 188.038 188.050 2.297 8.269 11.926 1.4 0.676 1.400 186.800 186.499 1.238 66 70 184.565 184.534 1500 2400 12.5 0.3 0.013 188.050 188.050 2.297 8.269 12.291 1.5 0.434 1.400 186.499 186.305 1.551 67 68 185.880 185.698 375 N/A 36.5 0.5 0.013 188.375 188.199 1.123 0.124 0.132 1.1 1.972 1.517 188.227 188.199 0.148 68 69 185.623 185.149 450 N/A 79.0 0.6 0.013 188.199 188.050 1.389 0.221 0.388 1.8 2.126 1.433 188.199 186.616 0.000 69 70 185.069 185.009 450 N/A 10.0 0.6 0.013 188.050 188.050 1.389 0.221 0.388 1.8 1.097 1.433 186.616 186.305 1.434

Table 2A: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Free Outfall Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) 70 71 184.484 184.404 1500 2400 32.0 0.3 0.013 188.050 188.050 2.297 8.269 12.672 1.5 0.321 1.400 186.305 185.980 1.745 71 PondG 184.404 184.320 1500 2400 33.5 0.3 0.013 188.050 188.050 2.297 8.269 12.674 1.5 0.075 1.400 185.979 185.979 2.071 101 102 191.607 191.049 375 N/A 93.0 0.6 0.013 193.926 193.360 1.230 0.136 0.129 0.9 0.488 1.350 192.470 192.032 1.456 101 S101 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.000 N/A N/A 0.000 N/A N/A N/A 102 103 190.974 190.792 450 N/A 36.5 0.5 0.013 193.360 193.543 1.268 0.202 0.124 0.6 0.608 1.350 192.032 191.973 1.328 103 105 190.567 190.247 675 N/A 40.0 0.8 0.013 193.543 193.279 2.101 0.752 0.589 0.8 0.731 1.483 191.973 191.791 1.570 103 S103 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.000 N/A N/A 0.000 N/A N/A N/A 104 105 191.046 190.497 375 N/A 61.0 0.9 0.013 193.933 193.279 1.506 0.166 0.330 2.0 2.322 1.333 193.743 191.791 0.190 104 S104 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.130 N/A N/A 1.433 N/A N/A N/A 105 106 190.197 189.812 675 N/A 38.5 1.0 0.013 193.279 192.787 2.349 0.841 1.031 1.2 0.919 1.483 191.791 191.237 1.488 105 S105 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.000 N/A N/A 0.000 N/A N/A N/A 106 108 189.762 188.502 675 N/A 70.0 1.8 0.013 192.787 191.234 3.152 1.128 1.090 1.0 0.800 1.467 191.237 190.091 1.550 107 108 189.642 188.877 300 N/A 51.0 1.5 0.013 192.404 191.234 1.675 0.118 0.192 1.6 2.126 1.350 192.068 190.091 0.336 107 S107 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.018 N/A N/A 1.367 N/A N/A N/A 108 111 188.427 187.827 750 N/A 60.0 1.0 0.013 191.234 190.920 2.520 1.113 1.316 1.2 0.913 1.400 190.090 189.261 1.144 109 110 190.158 189.123 300 N/A 69.0 1.5 0.013 192.120 191.923 1.675 0.118 0.075 0.6 1.080 1.383 191.538 191.169 0.582 110 111 189.048 188.152 375 N/A 56.0 1.6 0.013 191.923 190.920 2.008 0.222 0.297 1.3 1.746 1.367 191.169 189.261 0.754 110 S110 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.000 N/A N/A 0.000 N/A N/A N/A 111 114 187.777 186.542 750 N/A 65.0 1.9 0.013 190.920 189.535 3.474 1.535 1.623 1.1 0.734 1.383 189.261 187.879 1.659 112 113 189.214 187.702 300 N/A 60.5 2.5 0.013 191.672 190.680 2.163 0.153 0.121 0.8 1.803 1.367 191.317 190.452 0.355 112 S112 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.016 N/A N/A 1.350 N/A N/A N/A 113 114 187.627 186.917 375 N/A 64.5 1.1 0.013 190.680 189.535 1.665 0.184 0.340 1.8 2.450 1.317 190.452 187.879 0.228 113 S113 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.304 N/A N/A 1.350 N/A N/A N/A 114 123 186.242 186.002 1050 N/A 60.0 0.4 0.013 189.535 188.579 1.995 1.727 2.429 1.4 0.587 1.383 187.879 187.157 1.656 115 116 191.024 190.949 300 N/A 7.5 1.0 0.013 193.563 193.469 1.368 0.097 0.042 0.4 1.916 1.517 193.240 193.232 0.323 115 S115 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.033 N/A N/A 1.350 N/A N/A N/A 116 117 190.874 190.704 375 N/A 34.0 0.5 0.013 193.469 193.252 1.123 0.124 0.149 1.2 1.983 1.467 193.232 193.018 0.237 116 S116 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.089 N/A N/A 1.350 N/A N/A N/A 117 119 190.629 189.939 450 N/A 69.0 1.0 0.013 193.252 192.869 1.793 0.285 0.196 0.7 1.939 1.483 193.018 192.850 0.234 117 S117 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.091 N/A N/A 1.350 N/A N/A N/A 118 119 190.518 190.014 375 N/A 72.0 0.7 0.013 193.088 192.869 1.328 0.147 0.167 1.1 2.169 1.300 193.062 192.850 0.026 118 S118 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.286 N/A N/A 1.350 N/A N/A N/A 119 120 189.864 189.000 525 N/A 96.0 0.9 0.013 192.869 192.255 1.885 0.408 0.486 1.2 2.461 1.500 192.850 192.036 0.019 119 S119 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.293 N/A N/A 1.350 N/A N/A N/A 120 121 188.925 188.289 600 N/A 106.0 0.6 0.013 192.255 190.877 1.682 0.476 0.695 1.5 2.511 1.300 192.036 190.557 0.219 120 S120 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.098 N/A N/A 1.350 N/A N/A N/A 121 122 188.209 186.785 600 N/A 129.5 1.1 0.013 190.877 189.358 2.278 0.644 0.827 1.3 1.748 1.350 190.557 188.285 0.320 122 1220 186.662 186.382 675 N/A 40.0 0.7 0.013 189.358 188.550 1.965 0.703 0.953 1.4 0.948 1.350 188.285 187.570 1.073 123 1230 185.922 185.852 1050 N/A 17.5 0.4 0.013 188.579 188.529 1.995 1.727 2.429 1.4 0.185 1.383 187.157 187.024 1.422

Table 2A: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Free Outfall Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) 124 125 185.514 185.326 1200 N/A 37.5 0.4 0.013 188.493 188.411 2.180 2.466 3.351 1.4 0.094 1.383 186.808 186.523 1.685 125 1250 185.326 185.310 1200 1800 6.5 0.3 0.013 188.411 188.379 1.946 4.204 4.746 1.1-0.003 1.383 186.523 186.494 1.888 126 127 185.171 185.117 1200 1800 21.5 0.3 0.013 188.423 189.363 1.946 4.204 4.742 1.1-0.093 1.383 186.278 186.277 2.145 127 PondK 185.117 185.100 1200 1800 12.0 0.3 0.013 189.363 187.900 1.946 4.204 4.734 1.1-0.040 1.383 186.277 186.277 3.086 144 104 191.383 191.121 300 N/A 52.5 0.5 0.013 193.807 193.933 0.967 0.068-0.061-0.9 1.866 1.433 193.549 193.743 0.258 144 S144 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.076 N/A N/A 1.433 N/A N/A N/A 230 25 187.250 187.090 1200 N/A 35.5 0.5 0.013 190.437 190.236 2.312 2.615 3.532 1.4 1.383 1.350 189.833 189.308 0.604 240 25 188.237 187.915 375 N/A 46.0 0.7 0.013 190.699 190.236 1.328 0.147 0.163 1.1 1.154 1.367 189.766 189.308 0.933 340 19 188.906 188.681 600 N/A 45.0 0.5 0.013 191.681 191.408 1.536 0.434 0.598 1.4 1.954 1.350 191.460 191.183 0.221 340 S340 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.103 N/A N/A 1.383 N/A N/A N/A 400 402 191.129 191.047 300 N/A 16.5 0.5 0.013 193.490 193.545 0.967 0.068 0.052 0.8 1.788 1.283 193.217 193.214 0.273 400 S400 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.066 N/A N/A 1.367 N/A N/A N/A 401 402 191.407 191.047 300 N/A 51.5 0.7 0.013 193.800 193.545 1.145 0.081 0.082 1.0 1.821 1.517 193.528 193.214 0.272 401 S401 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.064 N/A N/A 1.350 N/A N/A N/A 402 406 190.967 189.892 300 N/A 43.0 2.5 0.013 193.545 193.329 2.163 0.153 0.143 0.9 1.947 1.517 193.214 193.102 0.331 402 S402 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.030 N/A N/A 1.367 N/A N/A N/A 403 405 190.728 190.425 375 N/A 50.5 0.6 0.013 193.238 193.533 1.230 0.136 0.150 1.1 1.949 1.267 193.052 193.250 0.186 403 S403 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.131 N/A N/A 1.350 N/A N/A N/A 404 405 191.247 190.500 300 N/A 41.5 1.8 0.013 193.587 193.533 1.835 0.130 0.095 0.7 1.828 1.300 193.375 193.250 0.212 404 S404 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.109 N/A N/A 1.350 N/A N/A N/A 405 406 190.275 189.672 525 N/A 100.5 0.6 0.013 193.533 193.329 1.539 0.333 0.346 1.0 2.450 1.300 193.250 193.102 0.283 405 S405 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.056 N/A N/A 1.367 N/A N/A N/A 406 20 189.592 188.343 600 N/A 113.5 1.1 0.013 193.329 190.927 2.278 0.644 0.977 1.5 2.910 1.317 193.102 190.683 0.227 406 S406 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.083 N/A N/A 1.367 N/A N/A N/A 407 403 190.898 190.808 300 N/A 15.0 0.6 0.013 193.119 193.238 1.060 0.075 0.153 2.0 1.853 1.267 193.051 193.052 0.068 407 S407 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.246 N/A N/A 1.350 N/A N/A N/A 580 58 187.297 186.859 450 N/A 87.5 0.5 0.013 189.410 188.948 1.268 0.202 0.197 1.0 1.663 1.383 189.410 188.933 0.000 630 64 185.257 184.993 900 N/A 75.5 0.4 0.013 188.599 188.222 1.683 1.071 1.275 1.2 1.239 1.383 187.396 186.911 1.203 PondG Gout N/A N/A N/A N/A N/A N/A N/A 188.050 188.050 N/A N/A 0.642 N/A N/A 3.167 185.979 184.280 2.071 PondK Kout N/A N/A N/A N/A N/A N/A N/A 187.900 188.600 N/A N/A 0.396 N/A N/A 2.917 186.277 185.260 1.623 3401 34 189.448 189.336 300 N/A 12.5 0.9 0.013 191.918 191.821 1.298 0.092 0.038 0.4 1.780 1.350 191.528 191.495 0.390 3401 S3401 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.007 N/A N/A 1.367 N/A N/A N/A 3402 340 189.316 189.206 300 N/A 11.0 1.0 0.013 191.789 191.681 1.368 0.097 0.026 0.3 1.844 1.350 191.460 191.460 0.329 3402 S3402 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.029 N/A N/A 1.400 N/A N/A N/A 92 93 186.488 186.220 300 N/A 53.5 0.5 0.013 189.208 188.550 0.967 0.068 0.115 1.7 2.035 1.500 188.823 188.258 0.385 92 S92 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.009 N/A N/A 1.433 N/A N/A N/A 93 67 186.145 185.930 375 N/A 43.0 0.5 0.013 188.550 188.375 1.123 0.124 0.124 1.0 1.738 1.517 188.258 188.227 0.292 93 S93 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.053 N/A N/A 1.433 N/A N/A N/A 300 301 189.308 188.578 300 N/A 36.5 2.0 0.013 190.940 190.300 1.935 0.137-0.027-0.2 0.335 1.350 189.943 189.920 0.997

Table 2B: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Restrictive Downstream Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) 1 2 191.744 190.744 300 N/A 100.0 1.0 0.013 193.721 193.011 1.368 0.097 0.083 0.9 1.070 1.350 193.114 192.500 0.607 2 3 190.369 190.287 675 N/A 16.5 0.5 0.013 193.011 192.921 1.661 0.594 0.641 1.1 1.456 1.350 192.500 192.423 0.511 3 6 189.912 189.564 1050 N/A 58.0 0.6 0.013 192.921 192.671 2.443 2.115 2.319 1.1 1.461 1.350 192.423 192.014 0.498 4 5 190.204 190.104 300 N/A 10.0 1.0 0.013 192.640 192.514 1.368 0.097 0.080 0.8 1.838 1.483 192.342 192.247 0.298 4 S4 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.049 N/A N/A 1.433 N/A N/A N/A 5 9 189.954 189.559 450 N/A 79.0 0.5 0.013 192.514 192.220 1.268 0.202 0.179 0.9 1.843 1.333 192.247 192.017 0.267 5 S5 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.070 N/A N/A 1.433 N/A N/A N/A 6 8 189.514 188.604 1050 N/A 130.0 0.7 0.013 192.671 192.439 2.639 2.285 2.323 1.0 1.450 1.400 192.014 191.061 0.657 7 8 191.544 189.304 300 N/A 80.0 2.8 0.013 193.922 192.439 2.289 0.162 0.207 1.3 1.805 1.350 193.649 191.061 0.273 7 S7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.055 N/A N/A 1.383 N/A N/A N/A 8 12 188.554 187.894 1050 N/A 88.0 0.8 0.013 192.439 190.973 2.731 2.365 2.598 1.1 1.457 1.400 191.061 190.300 1.378 9 10 189.484 188.641 525 N/A 120.5 0.7 0.013 192.220 191.602 1.662 0.360 0.493 1.4 2.008 1.333 192.017 191.221 0.203 9 S9 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.337 N/A N/A 1.383 N/A N/A N/A 10 11 188.566 188.514 600 N/A 10.5 0.5 0.013 191.602 191.470 1.536 0.434 0.490 1.1 2.055 1.333 191.221 191.158 0.381 10 S10 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.008 N/A N/A 1.400 N/A N/A N/A 11 12 188.434 188.269 675 N/A 66.0 0.3 0.013 191.470 190.973 1.175 0.420 0.964 2.3 2.048 1.350 191.157 190.300 0.313 11 S11 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.037 N/A N/A 1.400 N/A N/A N/A 12 25 187.744 187.090 1200 N/A 93.5 0.7 0.013 190.973 190.236 2.884 3.262 3.903 1.2 1.356 1.400 190.300 189.308 0.673 18 19 188.806 188.531 750 N/A 55.0 0.5 0.013 191.683 191.408 1.782 0.787 0.882 1.1 1.968 1.433 191.524 191.183 0.159 19 20 188.381 188.043 900 N/A 84.5 0.4 0.013 191.408 190.927 1.800 1.145 1.534 1.3 1.902 1.350 191.183 190.683 0.225 20 23 187.893 187.589 1050 N/A 67.5 0.5 0.013 190.927 190.587 2.116 1.832 2.512 1.4 1.740 1.350 190.683 190.221 0.244 21 22 191.395 189.220 300 N/A 72.5 3.0 0.013 193.423 192.189 2.370 0.167 0.082 0.5 0.817 1.367 192.512 192.113 0.911 22 23 189.020 188.264 375 N/A 63.0 1.2 0.013 192.189 190.587 1.739 0.192 0.326 1.7 2.718 1.350 192.113 190.221 0.076 22 S22 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.239 N/A N/A 1.433 N/A N/A N/A 23 230 187.439 187.250 1200 N/A 42.0 0.5 0.013 190.587 190.437 2.312 2.615 3.571 1.4 1.582 1.350 190.221 189.833 0.366 24 240 188.780 188.312 300 N/A 36.0 1.3 0.013 191.280 190.699 1.560 0.110 0.154 1.4 1.448 1.350 190.528 189.766 0.752 25 26 186.790 185.712 1500 N/A 113.5 1.0 0.013 190.236 189.668 3.899 6.890 7.735 1.1 1.018 1.400 189.308 187.922 0.928 26 30 185.655 185.286 1500 2400 61.5 0.6 0.013 189.668 189.156 3.559 12.811 8.066 0.6 0.767 1.417 187.922 187.762 1.746 27 60 187.451 186.751 375 N/A 100.0 0.7 0.013 189.804 189.304 1.328 0.147 0.125 0.9 1.660 1.433 189.486 189.109 0.318 27 S27 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.032 N/A N/A 1.350 N/A N/A N/A 30 31 185.286 184.965 1500 2400 53.5 0.6 0.013 189.156 188.668 3.559 12.811 8.079 0.6 0.976 1.417 187.762 187.553 1.394 31 54 184.965 184.845 1500 2400 20.0 0.6 0.013 188.668 188.482 3.559 12.811 8.360 0.7 1.088 1.417 187.553 187.374 1.115 32 33 189.724 189.496 375 N/A 45.5 0.5 0.013 192.169 192.040 1.123 0.124 0.150 1.2 1.784 1.317 191.883 191.617 0.286 32 S32 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.055 N/A N/A 1.367 N/A N/A N/A 33 34 189.416 189.186 450 N/A 46.0 0.5 0.013 192.040 191.821 1.268 0.202 0.171 0.8 1.751 1.350 191.617 191.495 0.423 34 340 189.111 188.981 525 N/A 26.0 0.5 0.013 191.821 191.681 1.405 0.304 0.210 0.7 1.859 1.350 191.495 191.460 0.326 34 S34 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.032 N/A N/A 1.383 N/A N/A N/A 35 36 189.593 189.443 375 N/A 30.0 0.5 0.013 192.034 191.674 1.123 0.124 0.172 1.4 1.795 1.317 191.763 191.478 0.271 35 S35 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.056 N/A N/A 1.350 N/A N/A N/A

Table 2B: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Restrictive Downstream Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) 36 38 189.363 189.128 450 N/A 47.0 0.5 0.013 191.674 191.448 1.268 0.202 0.175 0.9 1.665 1.317 191.478 191.321 0.196 37 38 189.383 189.203 375 N/A 36.0 0.5 0.013 191.844 191.448 1.123 0.124 0.184 1.5 1.845 1.317 191.603 191.321 0.241 37 S37 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.083 N/A N/A 1.350 N/A N/A N/A 38 40 189.053 188.819 525 N/A 39.0 0.6 0.013 191.448 191.244 1.539 0.333 0.332 1.0 1.743 1.300 191.321 191.096 0.127 39 40 189.194 188.949 375 N/A 49.0 0.5 0.013 191.793 191.244 1.123 0.124 0.182 1.5 1.967 1.317 191.536 191.096 0.257 39 S39 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.074 N/A N/A 1.350 N/A N/A N/A 40 43 188.799 187.695 525 N/A 69.0 1.6 0.013 191.244 190.435 2.513 0.544 0.508 0.9 1.772 1.350 191.096 190.201 0.148 41 42 188.618 188.205 375 N/A 59.0 0.7 0.013 191.197 190.703 1.328 0.147 0.075 0.5 1.662 1.367 190.655 190.531 0.542 42 43 188.130 187.770 450 N/A 72.0 0.5 0.013 190.703 190.435 1.268 0.202 0.221 1.1 1.951 1.333 190.531 190.201 0.172 42 S42 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.138 N/A N/A 1.367 N/A N/A N/A 43 46 187.470 187.138 750 N/A 63.5 0.5 0.013 190.435 190.108 1.817 0.803 0.715 0.9 1.981 1.333 190.201 189.993 0.234 43 S43 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.090 N/A N/A 1.383 N/A N/A N/A 44 45 188.366 187.961 375 N/A 67.5 0.6 0.013 190.756 190.310 1.230 0.136 0.134 1.0 1.971 1.350 190.712 190.310 0.044 45 46 187.886 187.438 450 N/A 69.0 0.7 0.013 190.310 190.108 1.445 0.230 0.350 1.5 1.974 1.317 190.310 189.993 0.000 45 S45 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.308 N/A N/A 1.367 N/A N/A N/A 46 48 186.974 186.872 900 N/A 34.0 0.3 0.013 190.108 189.661 1.559 0.992 1.420 1.4 2.119 1.317 189.993 189.657 0.115 46 S46 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.194 N/A N/A 1.383 N/A N/A N/A 48 480 186.792 186.688 900 N/A 34.5 0.3 0.013 189.661 189.540 1.559 0.992 1.383 1.4 1.966 1.317 189.658 189.518 0.003 49 51 186.310 185.855 900 N/A 130.0 0.4 0.013 189.496 189.101 1.683 1.071 1.383 1.3 1.903 1.350 189.113 188.365 0.383 51 52 185.805 185.763 900 N/A 12.0 0.4 0.013 189.101 189.055 1.683 1.071 1.381 1.3 1.660 1.350 188.365 188.207 0.736 52 53 185.688 185.394 975 N/A 117.5 0.3 0.013 189.055 188.665 1.501 1.121 1.666 1.5 1.544 1.350 188.207 187.519 0.848 53 54 185.314 185.275 1050 N/A 15.5 0.3 0.013 188.665 188.482 1.577 1.365 2.013 1.5 1.155 1.350 187.519 187.374 1.146 54 55 184.825 184.769 1500 2400 22.5 0.3 0.013 188.482 188.366 2.297 8.269 10.307 1.2 1.049 1.400 187.374 187.254 1.108 55 56 184.769 184.683 1500 2400 34.5 0.3 0.013 188.366 188.189 2.297 8.269 10.385 1.3 0.985 1.400 187.254 187.008 1.112 56 65 184.683 184.644 1500 2400 15.5 0.3 0.013 188.189 188.038 2.297 8.269 10.685 1.3 0.825 1.400 187.008 186.800 1.181 57 580 187.727 187.372 375 N/A 71.0 0.5 0.013 189.764 189.410 1.123 0.124 0.044 0.4 1.266 1.483 189.368 189.410 0.396 58 59 186.809 186.747 450 N/A 12.5 0.5 0.013 188.948 188.839 1.268 0.202 0.198 1.0 1.674 1.383 188.933 188.839 0.015 59 61 186.697 186.331 450 N/A 61.0 0.6 0.013 188.839 188.494 1.389 0.221 0.238 1.1 1.692 1.383 188.839 188.414 0.000 60 61 186.451 186.126 675 N/A 130.0 0.3 0.013 189.304 188.494 1.175 0.420 0.649 1.5 1.983 1.350 189.109 188.414 0.195 60 S60 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.103 N/A N/A 1.367 N/A N/A N/A 61 62 185.956 185.698 825 N/A 64.5 0.4 0.013 188.494 188.233 1.698 0.908 1.137 1.3 1.633 1.367 188.414 187.925 0.080 62 63 185.648 185.596 825 N/A 13.0 0.4 0.013 188.233 188.383 1.698 0.908 1.121 1.2 1.452 1.367 187.925 187.756 0.308 63 630 185.521 185.277 900 N/A 81.5 0.3 0.013 188.383 188.599 1.559 0.992 1.195 1.2 1.335 1.383 187.756 187.396 0.627 64 65 184.913 184.887 975 N/A 10.5 0.3 0.013 188.222 188.038 1.501 1.121 1.275 1.1 1.023 1.383 186.911 186.800 1.311 65 66 184.624 184.565 1500 2400 23.5 0.3 0.013 188.038 188.050 2.297 8.269 11.926 1.4 0.676 1.400 186.800 186.499 1.238 66 70 184.565 184.534 1500 2400 12.5 0.3 0.013 188.050 188.050 2.297 8.269 12.291 1.5 0.434 1.400 186.499 186.305 1.551 67 68 185.880 185.698 375 N/A 36.5 0.5 0.013 188.375 188.199 1.123 0.124 0.132 1.1 1.972 1.517 188.227 188.199 0.148 68 69 185.623 185.149 450 N/A 79.0 0.6 0.013 188.199 188.050 1.389 0.221 0.388 1.8 2.126 1.433 188.199 186.616 0.000 69 70 185.069 185.009 450 N/A 10.0 0.6 0.013 188.050 188.050 1.389 0.221 0.388 1.8 1.097 1.433 186.616 186.305 1.434

Table 2B: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Restrictive Downstream Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) 70 71 184.484 184.404 1500 2400 32.0 0.3 0.013 188.050 188.050 2.297 8.269 12.672 1.5 0.321 1.400 186.305 185.981 1.745 71 PondG 184.404 184.320 1500 2400 33.5 0.3 0.013 188.050 188.050 2.297 8.269 12.674 1.5 0.077 1.400 185.981 185.981 2.069 101 102 191.607 191.049 375 N/A 93.0 0.6 0.013 193.926 193.360 1.230 0.136 0.129 0.9 0.488 1.350 192.470 192.032 1.456 101 S101 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.000 N/A N/A 0.000 N/A N/A N/A 102 103 190.974 190.792 450 N/A 36.5 0.5 0.013 193.360 193.543 1.268 0.202 0.124 0.6 0.608 1.350 192.032 191.973 1.328 103 105 190.567 190.247 675 N/A 40.0 0.8 0.013 193.543 193.279 2.101 0.752 0.589 0.8 0.731 1.483 191.973 191.791 1.570 103 S103 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.000 N/A N/A 0.000 N/A N/A N/A 104 105 191.046 190.497 375 N/A 61.0 0.9 0.013 193.933 193.279 1.506 0.166 0.330 2.0 2.322 1.333 193.743 191.791 0.190 104 S104 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.130 N/A N/A 1.433 N/A N/A N/A 105 106 190.197 189.812 675 N/A 38.5 1.0 0.013 193.279 192.787 2.349 0.841 1.031 1.2 0.919 1.483 191.791 191.237 1.488 105 S105 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.000 N/A N/A 0.000 N/A N/A N/A 106 108 189.762 188.502 675 N/A 70.0 1.8 0.013 192.787 191.234 3.152 1.128 1.090 1.0 0.800 1.467 191.237 190.091 1.550 107 108 189.642 188.877 300 N/A 51.0 1.5 0.013 192.404 191.234 1.675 0.118 0.192 1.6 2.126 1.350 192.068 190.091 0.336 107 S107 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.018 N/A N/A 1.367 N/A N/A N/A 108 111 188.427 187.827 750 N/A 60.0 1.0 0.013 191.234 190.920 2.520 1.113 1.316 1.2 0.913 1.400 190.090 189.261 1.144 109 110 190.158 189.123 300 N/A 69.0 1.5 0.013 192.120 191.923 1.675 0.118 0.075 0.6 1.080 1.383 191.538 191.169 0.582 110 111 189.048 188.152 375 N/A 56.0 1.6 0.013 191.923 190.920 2.008 0.222 0.297 1.3 1.746 1.367 191.169 189.261 0.754 110 S110 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.000 N/A N/A 0.000 N/A N/A N/A 111 114 187.777 186.542 750 N/A 65.0 1.9 0.013 190.920 189.535 3.474 1.535 1.623 1.1 0.734 1.383 189.261 187.879 1.659 112 113 189.214 187.702 300 N/A 60.5 2.5 0.013 191.672 190.680 2.163 0.153 0.121 0.8 1.803 1.367 191.317 190.452 0.355 112 S112 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.016 N/A N/A 1.350 N/A N/A N/A 113 114 187.627 186.917 375 N/A 64.5 1.1 0.013 190.680 189.535 1.665 0.184 0.340 1.8 2.450 1.317 190.452 187.879 0.228 113 S113 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.304 N/A N/A 1.350 N/A N/A N/A 114 123 186.242 186.002 1050 N/A 60.0 0.4 0.013 189.535 188.579 1.995 1.727 2.429 1.4 0.587 1.383 187.879 187.157 1.656 115 116 191.024 190.949 300 N/A 7.5 1.0 0.013 193.563 193.469 1.368 0.097 0.042 0.4 1.916 1.517 193.240 193.232 0.323 115 S115 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.033 N/A N/A 1.350 N/A N/A N/A 116 117 190.874 190.704 375 N/A 34.0 0.5 0.013 193.469 193.252 1.123 0.124 0.149 1.2 1.983 1.467 193.232 193.018 0.237 116 S116 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.089 N/A N/A 1.350 N/A N/A N/A 117 119 190.629 189.939 450 N/A 69.0 1.0 0.013 193.252 192.869 1.793 0.285 0.196 0.7 1.939 1.483 193.018 192.850 0.234 117 S117 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.091 N/A N/A 1.350 N/A N/A N/A 118 119 190.518 190.014 375 N/A 72.0 0.7 0.013 193.088 192.869 1.328 0.147 0.167 1.1 2.169 1.300 193.062 192.850 0.026 118 S118 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.286 N/A N/A 1.350 N/A N/A N/A 119 120 189.864 189.000 525 N/A 96.0 0.9 0.013 192.869 192.255 1.885 0.408 0.486 1.2 2.461 1.500 192.850 192.036 0.019 119 S119 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.293 N/A N/A 1.350 N/A N/A N/A 120 121 188.925 188.289 600 N/A 106.0 0.6 0.013 192.255 190.877 1.682 0.476 0.695 1.5 2.511 1.300 192.036 190.557 0.219 120 S120 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.098 N/A N/A 1.350 N/A N/A N/A 121 122 188.209 186.785 600 N/A 129.5 1.1 0.013 190.877 189.358 2.278 0.644 0.827 1.3 1.748 1.350 190.557 188.285 0.320 122 1220 186.662 186.382 675 N/A 40.0 0.7 0.013 189.358 188.550 1.965 0.703 0.953 1.4 0.948 1.350 188.285 187.570 1.073 123 1230 185.922 185.852 1050 N/A 17.5 0.4 0.013 188.579 188.529 1.995 1.727 2.429 1.4 0.185 1.383 187.157 187.024 1.422

Table 2B: Pipe Data and Hydraulic Simulation Results for the 100-Year, 24-Hour Chicago Storm (Restrictive Downstream Conditions) U/S D/S U/S D/S Pipe Dia. Pipe Pipe Pipe n U/S MH D/S MH Design Design Peak Peak / Surcharge Time Max. Max. Freeboard MH MH Invert Invert / Height Width Length Slope Cover Cover Vel. Flow Pipe Design U/S to U/S D/S U/S HGL and Elev. Elev. Flow Flow (1) Peak HGL HGL MH Cover (m) (m) (mm) (mm) (m) (%) (m) (m) (m/s) (m 3 /s) (m 3 /s) (m) (h) (m) (m) (m) 124 125 185.514 185.326 1200 N/A 37.5 0.4 0.013 188.493 188.411 2.180 2.466 3.351 1.4 0.094 1.383 186.808 186.523 1.685 125 1250 185.326 185.310 1200 1800 6.5 0.3 0.013 188.411 188.379 1.946 4.204 4.746 1.1-0.003 1.383 186.523 186.494 1.888 126 127 185.171 185.117 1200 1800 21.5 0.3 0.013 188.423 189.363 1.946 4.204 4.742 1.1-0.093 1.383 186.278 186.277 2.145 127 PondK 185.117 185.100 1200 1800 12.0 0.3 0.013 189.363 187.900 1.946 4.204 4.734 1.1-0.040 1.383 186.277 186.277 3.086 144 104 191.383 191.121 300 N/A 52.5 0.5 0.013 193.807 193.933 0.967 0.068-0.061-0.9 1.866 1.433 193.549 193.743 0.258 144 S144 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.076 N/A N/A 1.433 N/A N/A N/A 230 25 187.250 187.090 1200 N/A 35.5 0.5 0.013 190.437 190.236 2.312 2.615 3.532 1.4 1.383 1.350 189.833 189.308 0.604 240 25 188.237 187.915 375 N/A 46.0 0.7 0.013 190.699 190.236 1.328 0.147 0.163 1.1 1.154 1.367 189.766 189.308 0.933 340 19 188.906 188.681 600 N/A 45.0 0.5 0.013 191.681 191.408 1.536 0.434 0.598 1.4 1.954 1.350 191.460 191.183 0.221 340 S340 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.103 N/A N/A 1.383 N/A N/A N/A 400 402 191.129 191.047 300 N/A 16.5 0.5 0.013 193.490 193.545 0.967 0.068 0.052 0.8 1.788 1.283 193.217 193.214 0.273 400 S400 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.066 N/A N/A 1.367 N/A N/A N/A 401 402 191.407 191.047 300 N/A 51.5 0.7 0.013 193.800 193.545 1.145 0.081 0.082 1.0 1.821 1.517 193.528 193.214 0.272 401 S401 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.064 N/A N/A 1.350 N/A N/A N/A 402 406 190.967 189.892 300 N/A 43.0 2.5 0.013 193.545 193.329 2.163 0.153 0.143 0.9 1.947 1.517 193.214 193.102 0.331 402 S402 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.030 N/A N/A 1.367 N/A N/A N/A 403 405 190.728 190.425 375 N/A 50.5 0.6 0.013 193.238 193.533 1.230 0.136 0.150 1.1 1.949 1.267 193.052 193.250 0.186 403 S403 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.131 N/A N/A 1.350 N/A N/A N/A 404 405 191.247 190.500 300 N/A 41.5 1.8 0.013 193.587 193.533 1.835 0.130 0.095 0.7 1.828 1.300 193.375 193.250 0.212 404 S404 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.109 N/A N/A 1.350 N/A N/A N/A 405 406 190.275 189.672 525 N/A 100.5 0.6 0.013 193.533 193.329 1.539 0.333 0.346 1.0 2.450 1.300 193.250 193.102 0.283 405 S405 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.056 N/A N/A 1.367 N/A N/A N/A 406 20 189.592 188.343 600 N/A 113.5 1.1 0.013 193.329 190.927 2.278 0.644 0.977 1.5 2.910 1.317 193.102 190.683 0.227 406 S406 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.083 N/A N/A 1.367 N/A N/A N/A 407 403 190.898 190.808 300 N/A 15.0 0.6 0.013 193.119 193.238 1.060 0.075 0.153 2.0 1.853 1.267 193.051 193.052 0.068 407 S407 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.246 N/A N/A 1.350 N/A N/A N/A 580 58 187.297 186.859 450 N/A 87.5 0.5 0.013 189.410 188.948 1.268 0.202 0.197 1.0 1.663 1.383 189.410 188.933 0.000 630 64 185.257 184.993 900 N/A 75.5 0.4 0.013 188.599 188.222 1.683 1.071 1.275 1.2 1.239 1.383 187.396 186.911 1.203 PondG Gout N/A N/A N/A N/A N/A N/A N/A 188.050 188.050 N/A N/A 0.641 N/A N/A 3.183 185.981 184.280 2.069 PondK Kout N/A N/A N/A N/A N/A N/A N/A 187.900 188.600 N/A N/A 0.396 N/A N/A 2.917 186.277 185.260 1.623 3401 34 189.448 189.336 300 N/A 12.5 0.9 0.013 191.918 191.821 1.298 0.092 0.038 0.4 1.780 1.350 191.528 191.495 0.390 3401 S3401 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.007 N/A N/A 1.367 N/A N/A N/A 3402 340 189.316 189.206 300 N/A 11.0 1.0 0.013 191.789 191.681 1.368 0.097 0.026 0.3 1.844 1.350 191.460 191.460 0.329 3402 S3402 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.029 N/A N/A 1.400 N/A N/A N/A 92 93 186.488 186.220 300 N/A 53.5 0.5 0.013 189.208 188.550 0.967 0.068 0.115 1.7 2.035 1.500 188.823 188.258 0.385 92 S92 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.009 N/A N/A 1.433 N/A N/A N/A 93 67 186.145 185.930 375 N/A 43.0 0.5 0.013 188.550 188.375 1.123 0.124 0.124 1.0 1.738 1.517 188.258 188.227 0.292 93 S93 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A 0.053 N/A N/A 1.433 N/A N/A N/A 300 301 189.308 188.578 300 N/A 36.5 2.0 0.013 190.940 190.300 1.935 0.137-0.027-0.2 0.335 1.350 189.943 189.920 0.997

5 EROSION AND SEDIMENT CONTROL DURING AND AFTER CONSTRUCTION Silt and erosion control strategies shall be implemented during construction activities in order to minimize the transfer of silt off site. The following measures should be implemented: i) Silt control fences shall be installed as required in order to prevent the movement of silt off-site during rainfall events. ii) Construction of a mud mat shall be installed at the site entrance in order to promote selfcleaning of truck tires when leaving the site. iii) All catchbasins shall be equipped with a crushed stone filter in order to prevent the capture of silt in the storm sewer system. iv) Regular cleaning of the adjacent roads shall be undertaken during the construction activities. v) Regular inspection and maintenance of the silt control measures shall be undertaken until the site has been stabilized. vi) The erosion and sediment control devices shall be removed after the site has been stabilized. vii) Refer to Site Alteration Permits 2015-01, 2015-08 and 2015-09 associated with this development. Page 21

Figure 4: Typical installation of silt fences Figure 5: Catchbasin with geotextile to protect storm sewer pipes from sediment contamination Page 22