GILAS SUBDIVISION DUNDALK, ON PRE-SERVICING REPORT DECEMBER 2016

Transcription

1 GILAS SUBDIVISION DUNDALK, ON PRE-SERVICING REPORT DECEMBER 216 Prepared for: Cuesta Planning Consultants Inc. 978First Avenue West Owen Sound, Ontario N4K 4K5 Prepared by: DARRYL M. ROBINS CONSULTING INC Highway 6 Miller Lake, Ontario NH 1Z Tel: dmrc@dmrconsulting.ca Project No. M1313

2 GILAS SUBDIVISION DUNDALK, ON PRE-SERVICING REPORT Prepared for: Cuesta Planning Consultants Inc. 978First Avenue West Owen Sound, Ontario N4K 4K5 Prepared by: DARRYL M. ROBINS CONSULTING INC Highway 6 Miller Lake, Ontario NH 1Z

3 Gilas Subdivision December 216 Pre-Servicing Report M1313 Table of Contents 1. INTRODUCTION Background Purpose of Report EXISTING CONDITIONS General Topography Geology/s LOT LAYOUT WATER SUPPLY REQUIREMENTS SANITARY SERVICING ROADWAY SERVICING STORMWATER MANAGEMENT Existing Drainage Proposed Stormwater Works Quality Controls Quantity Controls LOT GRADING UTILITY SERVICING Hydro Other Utilities CONCLUSIONS RECOMMENDATIONS REFERENCES DARRYL M. ROBINS CONSULTING INC. Pg. 1

4 Gilas Subdivision December 216 Pre-Servicing Report M1313 Figures Figure No. 1 Location Plan Figure No. 2 Street Road Cross Section Figure No. 3 Lane Cross Section Figure No. 4 Pre- Development Drainage s Figure No. 5 Post Development Drainage s Tables Table Summary of SWMP Constraints Table Pre-Development Flows Table Post Development Flows Drawings 21T-16 Draft Plan of Subdivision M1313-SS Site Servicing Plan M1313-SWM Storm water Management Plan Appendices Appendix A Triton Engineering Reserve Capacity Calculations Appendix B Sanitary Sewer Design Sheets Appendix C Stormwater Calculations CD: PDF of all Drawings Stormwater Modelling Files DARRYL M. ROBINS CONSULTING INC. Pg. 2

5 Gilas Subdivision December 216 Pre-Servicing Report M INTRODUCTION 1.1 Background Darryl M. Robins Consulting Inc. has been retained by Cuesta Planning Consultants (Cuesta) on behalf of the Developer Mr. Stan Gilas to prepare a Pre-Servicing report for the development of a residential subdivision at the property located in Dundalk, Township of Southgate (Proton) and legally described as Part Lot 227, Concession 2 SWTSR, Township of Southgate (Proton), Dundalk Settlement. The proposed development would consist of 16 detached residential dwellings, 4 semi-detached dwellings (8 units), 8 four-plex buildings (32 units), 1 triplex (3 units) and 5 townhouse blocks (3 units). The total number of units within the development is 89. The proposed lot fabric is displayed on the Draft Plan of Subdivision, prepared by Cuesta (Dwg. No 21T-16). 1.2 Purpose of Report The purpose of this report is to present a preliminary assessment of the subject development s ability to provide: (i) A potable water supply of sufficient quantity and quality for the proposed development; (ii) A suitable environment for the sewage servicing of the proposed development; (iii) Suitable accessibility in terms of road servicing; (iv) Suitable stormwater management to ensure runoff is of a controlled quantity and a suitable quality; and (v) Suitable Utilities (Hydro, telephone, gas, etc.). 2. EXISTING CONDITIONS 2.1 General The proposed development is an 8.46 ha parcel located on the northeast side of Dundalk, at the north end of Bradley Street at Part Lot 227, Concession 2 SWTSR, Township of Southgate (Proton), Dundalk Settlement. The existing use of the subject property is vacant and contains farmland and mixed bush. The eastern portion of the property is zoned Environmental Protection. The property is bounded by residential properties to the south and farmland to the north, west and east. Please refer to the enclosed Location Plan (Figure No. 1) for the location of the subject property. The residential development to the south is zoned as Residential (R1, R2). The lands to the west are zoned Residential (R1 & R3) and Open Space (OS). The lands to the east are zoned Environmental Protection (EP) and Restricted Agricultural (A2). The lands to the north are designated as Restricted Agricultural (A2). DARRYL M. ROBINS CONSULTING INC. Pg. 3

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7 Gilas Subdivision December 216 Pre-Servicing Report M Topography The topography of the site varies on the east and west side. The east side of the site is relatively flat but trends downward from the north to the south with a slope of approximately.5%. The western side of the property has a more significant slope from north to south at approximately 2.4%. 2.3 Geology/s The soils map entitled s of Grey County South Sheet - Ontario, Agriculture Canada, 1981; identifies that the site is composed of Listowel silt loam. "Listowel soil is comprised of medium textured limestone till, with the soil profile described as: 4 inches dark grey loam, over 7-9 inches yellow-brown horizon over 4-6 inches brown mottled clay, over yellow-brown calcareous till. Listowel soils generally have imperfect drainage with the topography and surface stoniness described as: smooth, gently sloping to smooth, steeply sloping, slightly stony. 3. LOT LAYOUT Cuesta Planning generated the lot fabric. Planning Report. Please refer to the Draft Plan of Subdivision and Cuesta s 4. WATER SUPPLY REQUIREMENTS The existing subdivision located south-east of the proposed development are serviced by municipal watermains. It is proposed to extend the existing 15mm watermain from Bradley Street to the proposed subdivision. A 15mm diameter PVC (DR 18) watermain is proposed within the new subdivision. The Township of Southgate s 215 Annual Report for Dundalk s Waterworks identified that the average day flow was 518m 3 /day and the maximum day flow was 1,695m 3 /day. The design capacity of Dundalk Waterworks is 2,819m 3 /day. The estimated water demands for the proposed development are calculated below: Total Number of People for Gilas Subdivision is estimated as follows: 16 Detached lots x 3 people per lot = 48 persons 4 Semi-Detached (2 units) lots x 3 people per lot = 24 persons 1 Triplex (3 units) lots x 2.5 people per lot = 8 persons 8 Fourplex (4 units) lots x 2.5 people per lot = 8 persons DARRYL M. ROBINS CONSULTING INC. Pg. 4

8 Gilas Subdivision December 216 Pre-Servicing Report M Townhouse units x 2.5 people per lot = 75 persons The total number of people anticipated in Gilas subdivision is 235. Maximum Day Factor = 2.5 (As Per Table 3-1 of the MOE s Design Guidelines for Drinking-Water Systems, for a population between 1,1 and 2, for a drinking water system) Gilas Subdivision Water Demand (Maximum Day Flow) = 235 persons x 45L /day x 2.5 = 264,375L/day = 264.4m 3 /day. The estimated Maximum Day Demand for the Dundalk Waterworks is expected at 1,959.4m 3 /day when the proposed development proceeds; therefore, there should be sufficient design capacity at the existing water works facility to accommodate the proposed development. Triton Engineering completed a review for reserve capacity for the water works. The Town of Southgate s reserve capacity calculation was based on firm capacity rather than design capacity. Firm capacity was defined as the system s capacity with the largest water source out of service. Based on the firm capacity and other developments with committed capacity (draft plan approved developments), Triton determined that there is not currently sufficient reserve capacity to accommodate the Gilas Subdivision, at this time. It was noted that the Township of Southgate are in the process of completing a municipal class EA to increase the reserve capacity for the Township s water supply. It is anticipated that the new well could be online by 218 or 219. Please refer to the dated June 8, 216 and the Reserve Capacity Report prepared by Triton Engineering in Appendix A. 5. SANITARY SERVICING An existing 2 mm diameter sanitary sewer is located on Bradley Street and terminates at a maintenance hole in the cul-de-sac. Only 2.2m of cover is available over the existing sanitary sewer. It is proposed to extend the sanitary sewer from the existing maintenance hole in the Bradley Street cul-de-sac to Gila s Subdivision. The proposed subdivision would be serviced by a 2 mm diameter PVC (DR 35) sanitary sewer with a.4% slope. Refer to appendix B for the sanitary sewer design sheet. Fill will be required to provide the 2.4m cover over the sanitary sewers. The Township of Southgate s 215 Annual report for the Dundalk Wastewater Treatment Plant indicates that the average day influent flow is 728m 3 /day, the effluent average daily flow is 1,181m 3 /day and the maximum daily flow was 2,458m 3 /day. The design capacity of the Dundalk Wastewater Treatment Plant is 1,832m 3 /day. The estimated sewage flows for the proposed development are calculated below: The estimated number of people in Gilas Subdivision is 235. The average daily flow = 235 people x 4L/day = 94,L/day= 94m 3 /day. DARRYL M. ROBINS CONSULTING INC. Pg. 5

9 Gilas Subdivision December 216 Pre-Servicing Report M1313 The maximum daily flow = 94,L/day x 3.6 = 338,4L/day= 338.4m 3 /day. The estimated average daily sanitary flow for Dundalk s wastewater treatment plant will be 822m 3 /day when the proposed development proceeds; therefore it is understood that there is sufficient design capacity at the Dundalk Wastewater Treatment Plant (1,832m 3 /day). Triton Engineering completed a review for reserve capacity for the sewage treatment facility. It was noted that there is limited uncommitted reserve capacity available. But, the Township is currently reviewing options to increase the sewage treatment reserve capacity. Please refer to the dated June 8, 216 and the Reserve Capacity Report prepared by Triton Engineering in Appendix A. 6. ROADWAY SERVICING Access to the proposed development will be provided via Bradley Street from the south-east. A future access is also proposed between Block 17 and Lot 2, to provide a link between the subject property and the neighbouring property to the west. Please refer to the Draft Plan of Subdivision Drawing. The proposed roadway will meet components of the Township s standards for urban roads with an 8m wide asphalt surface, curb and gutter, sidewalk and street lights. The proposed Right of Way is only 18m in width. Please refer to Figure 2 for a road cross-section of the proposed streets. A lane is proposed at the rear side of the townhouse blocks, linking Street A to Street B. Please refer to Figure 3 for the cross section of the proposed Lane. All the proposed lots of this proposed development have frontage on the proposed Street network, which will receive full-season maintenance by the Township of Southgate Given the low density residential nature of the proposed development a traffic impact study is not required. 7. STORMWATER MANAGEMENT 7.1 Existing Drainage The subject subdivision lands are affected by two (2) sub-watersheds which include external drainage areas. Please refer to Figure No. 4 Pre-Development Drainage s to view the pre-development drainage areas. The drainage areas / sub-watersheds are described as follows: DARRYL M. ROBINS CONSULTING INC. Pg. 6

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12 Gilas Subdivision December 216 Pre-Servicing Report M includes lands predominately on the southwest side of the site; it is made up of primarily grass fields and farmland. 1 drains via surface flow to the local low area at the south side of the property. 2 includes lands along the North eastern side of the site composed of grasses and shrubbery while the furthest extents of the proposed development are wetland marsh area. 2 drains via overland surface flow to the Municipal ditch. 7.2 Proposed Stormwater Works The natural lay of the site currently results in surface water being directed to two areas; to the southeast and northeast. However, based on the condition of the Bradley Street storm system and the lack of an appropriate outlet at the existing local low point at the southwest side of the development, stormwater should be directed toward the northeast to the municipal drain. The roads will be graded where practical to allow overland flow to be directed towards the stormwater management facility, which will be located at the northeast corner of the development. Please refer to the preliminary stormwater management facility. Fill will be required to grade the roads to ensure that stormwater will be directed towards the stormwater management facility in the northeast corner of the site. It is proposed to install storm sewers to discharge the stormwater to the proposed stormwater management facility located adjacent to the municipal drain. The proposed stormwater management facility will provide quantity and quality controls for the development. Treated stormwater will discharge from the stormwater management facility to the municipal drain. 7.3 Quality Controls The Grand River Conservation Authority has advised that Normal level quality controls are required Selection of Stormwater Treatment Facility In selecting a suitable stormwater management facility for this project, we have reviewed the constraints for stormwater management facilities in conjunction with Table 4.1 Physical Constraints of SWMP Types of the MOE s Stormwater Management Planning & Design Manual. A summary is provided below see Table 3. DARRYL M. ROBINS CONSULTING INC. Pg. 7

13 Grassed Swale Reduced Lot Grading Pervious Pipes Infiltration Trench Pond Gilas Subdivision December 216 Pre-Servicing Report M1313 Table 7.3.1: Summary of SWMP Constraints SWMP Constraint Requirement Achieved Topography < 5% Y s None Y Bedrock None Y Groundwater None Y <2 Ha N TBC = To be confirmed Topography < 5% Y s > 15mm/hr TBC Bedrock none Y Groundwater none Y none Y Topography none Y s > 15mm / hr TBC Bedrock > 1m below bottom Y Groundwater > 1m below bottom TBC none Y Topography none Y s >15mm / hr TBC Bedrock > 1m below bottom Y Groundwater > 1m below bottom TBC < 2 ha Y Topography None Y s None Y Bedrock None Y Groundwater None Y >5 ha Y A stormwater management pond appears to be the most appropriate method for providing quality controls. The detailed design of the stormwater management facility (pond) will be completed with the Stormwater Management Report. DARRYL M. ROBINS CONSULTING INC. Pg. 8

14 Gilas Subdivision December 216 Pre-Servicing Report M Quantity Controls It was understood that stormwater quantity controls are required for the proposed development. Post development flows will be controlled to pre-development levels. Autodesk s Storm & Sanitary Analysis modelling software was used to model the pre-development and post development conditions. The SCS method was the Hydrology method used in the storm modelling and a 6 hour storm was run using rainfall data for Mount Forest from Environment Canada. The pre-development drainage area is noted on Figure 4. Please refer to the stormwater calculations for the pre-development flows in Appendix C. A summary of the pre-development flows generated for the 2, 5, 1, 25, 5 and 1 year design storms at the subject site is provided below. The Pre-Development flows at the outlets are provided in Table Table 7.4.1: Pre-Development Flows 2 Year Storm 5 Year Storm Design Flow (m 3 /s) 1 Year Storm 25 Year Storm 5 Year Storm 1 Year Storm Total A summary of the Post Development Flows at the outlets is provided in Table Please refer to the Post Development Drawing. Table 7.4.2: Post Development Flows Outlets 2 Year Storm 5 Year Storm Design Flow (m 3 /s) 25 Year Storm 1 Year Storm 5 Year Storm 1 Year Storm Out_South(1) Out_Drain(2) Out_Drain(3) Out_Drain(4) Out_Bradley System The post development flows of the overall site (system) have been controlled to the pre-development flows. The detailed design of the stormwater management facility will be completed with the Stormwater Management Report. DARRYL M. ROBINS CONSULTING INC. Pg. 9

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17 Gilas Subdivision December 216 Pre-Servicing Report M LOT GRADING The grading of the site will be in general conformance to the Township s standards. The lot grading will ensure a minimum of 2% slope is provided away from the proposed building envelopes. Minimum grading slopes will be achieved wherever possible to improve stormwater quantity and quality control. 9. UTILITY SERVICING 9.1 Hydro Hydro One is the electrical service provider for the subject property. Existing electrical services are located in Bradly Street. Electrical services shall be provided to meet the Township standards and Hydro One requirements. Hydro One shall complete the design for electrical servicing supply for the subdivision. Hydro One has advised that there may be associated costs with expansion work for the connection to that Gilas subdivision. 9.2 Other Utilities Bell Canada is the telephone service provider for the area and has indicated no issues with servicing the proposed subdivision. Fiber to the home can be provided at no cost to the developer. Enbridge Gas is the natural gas provider for the area. 9.3 Street lights The Street lighting design shall conform to municipal standards. 1. CONCLUSIONS Based on the findings of this report, the following conclusions are made: 1. Water servicing is available from the existing 15mm dia. watermain on Bradley Street. 2. Sanitary Servicing is available from the existing 2mm diameter sanitary sewer. 3. Stormwater management measures to address runoff quantity and quality concerns can be successfully implemented subject to the final design. 4. The servicing requirement of the proposed development should not exceed the carrying capacity of the natural local environment. DARRYL M. ROBINS CONSULTING INC. Pg. 1

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19 Gilas Subdivision December 216 Pre-Servicing Report M1313 Appendix A Triton Engineering Reserve Capacity Calculations DARRYL M. ROBINS CONSULTING INC.

20 From: To: Cc: Subject: Date: Attachments: Ray Kirtz Laura Swanson "Milliner,Dave"; "Ellis,Jim"; "Cuesta Cuesta Planning"; Christine Furlong RE: Gilas Subdivision June :24:59 AM FinalDundalkResCap Report 216.pdf Hi Laura: Please find attached the current Reserve Capacity (RC) Calculations. Based on these, there is not sufficient water supply uncommitted RC for further development beyond current allocations at this time. The Township is currently working through a Water Class EA with the goal of establishing a new municipal well by 218/219 which will increase RC for water supply. With respect to sewage treatment, there is limited uncommitted RC. The Township is currently reviewing options to increase sewage treatment RC and has commenced a Class EA related to wastewater treatment capacity as well. With respect to review of servicing capabilities/constraints for this site, the Township will need to provide authorization to Triton for these works to be completed. I trust this information provides the background required. /Ray From: Laura Swanson [mailto:lswanson@dmrconsulting.ca] Sent: June :54 AM To: Ray Kirtz Cc: 'Milliner,Dave'; 'Ellis,Jim'; planning@southgate.ca; 'Cuesta Cuesta Planning'; Christine Furlong Subject: RE: Gilas Subdivision Good morning Ray, As requested previously, could you please review the Bradley Street Storm Sewer System in detail to confirm the available capacity and SWM requirements for this development? (We requested information about the capacity of the Bradley Street Storm Sewer on April 11, 216, August 6, 214 and on June 19, 214. We have not received a response to date). We have completed calculations for the proposed development to review the available capacity at the water and wastewater treatment plants. The calculations are attached for reference. We do not have the luxury of knowing the status of other developments in Dundalk and as such, we cannot comment on the reserve capacity. We expect that the Town s consultant should have information relating to reserve capacity for the water treatment plant and the wastewater treatment plant. We are formally requesting that the Town or the Town s Engineering Consultant confirm if reserve capacity is available for the proposed development for water and sanitary services. On June 16, 214 we contacted Christine Furlong to ensure that the water and sanitary sewer systems can

21 accommodate the proposed development. We understood from subsequent s that there was only issues with the sanitary system, but this was actually due to errors in the flow data from 213. It was understood that the Town was consulting with the MOE regarding this matter. We had requested that the Town (or their consultant) advise us of the outcome of the review. We never received a response. The project subsequently went on hold. I have attached a chain of s with dates ranging from April 3 June 19, 214. It was anticipated that there should be sufficient capacity assuming the erroneous data could be excluded. Can you please advise on the status of the consultation with the MOE? We are formally requesting that the Town (or the Town s consultant) confirm if the existing watermains and sanitary sewers have capacity to accommodate the proposed development. No master servicing plans have been provided to us to date. So, we have not been able to review this ourselves. Kind Regards, Laura Swanson, P.Eng. DARRYL M. ROBINS CONSULTING INC Highway No. 6 Miller Lake, ON NH 1Z From: Ray Kirtz [mailto:rkirtz@tritoneng.on.ca] Sent: May :4 AM To: Laura Swanson Cc: Milliner,Dave; Ellis,Jim; planning@southgate.ca Subject: RE: Gilas Subdivision Hi Laura: I have contacted the Township regarding this development. They have suggested that you contact the developer from the neighbouring development (White Rose Subdivision, Domenic De Palma ( dd@whiterosepark.com) regarding details of their design. We would have to review the Bradley Street Storm Sewer System in detail to confirm available capacity and SWM requirements for this development. However, sewage treatment and water supply reserve capacity for this development are likely to be more significant concerns. It is my understanding that this issue has been discussed with Cuesta Planning. Without these the development may be premature. /Ray From: Laura Swanson [mailto:lswanson@dmrconsulting.ca] Sent: May :3 AM To: Ray Kirtz Cc: 'Cuesta Cuesta Planning' Subject: RE: Gilas Subdivision

22 Hi Ray, I am just following up to your from April 14, 216. Our records indicate that we have not received any information about the capacity of the Bradley Street Storm Sewer System yet. We were also looking for information about the proposed outlet for the neighbouring subdivision / development. Could you please forward any information that is available? Kind Regards, Laura Swanson, P.Eng. DARRYL M. ROBINS CONSULTING INC Highway No. 6 Miller Lake, ON NH 1Z From: Ray Kirtz [mailto:rkirtz@tritoneng.on.ca] Sent: April :56 AM To: Laura Swanson Subject: RE: Gilas Subdivision Hi Laura: I was away last week so I m still playing catch-up. I will pull the file and review the items you have requested, and response as soon as possible. In the interim we would suggest that you or the ecologist contact the GRCA staff, possibly meet them on site, to confirm the wetland boundary if it has not been done so recently. /Ray From: Laura Swanson [mailto:lswanson@dmrconsulting.ca] Sent: April :15 PM To: Ray Kirtz Cc: Christine Furlong; 'Cuesta Cuesta Planning' Subject: Gilas Subdivision Good afternoon, In August 214, we inquired about the capacity of the Bradley Street Storm Sewer System. Our records indicate that we never received a response. We suspect the reason for the lack of a response may because, Triton Engineering had requested confirmation regarding proposed lot fabric with respect to the wetland limit. Our client (Cuesta Planning) has directed us to proceed with preparing a pre-servicing report for the proposed

23 Draft Plan of Subdivision (attached). Our understanding is that the ecologist has confirmed that the lot fabric is acceptable (but the cul-de-sac at the end of Street A will be changed to a hammer-head). Can you please advise us about the capacity of the Bradley Street Storm Sewer System (and downstream system)? Has the design of the development to the southwest been finalized yet? It is noted that the Retention Pond is proposed at the southeast corner of the neighbouring development. We may want to connect an outlet from the local low point in the southern corner of Gilas Subdivision to the outlet from the neighbouring subdivision (or the EP area). Could any details / drawings be provided for the storm outlet of the neighbouring development? Kind Regards, Laura Swanson, P.Eng. DARRYL M. ROBINS CONSULTING INC Highway No. 6 Miller Lake, ON NH 1Z Virus-free. Virus-free. Virus-free.

24 15 Queen Street, West Unit 14 Fergus Ontario N1M 1S6 Tel:(519) Fax:(519) ORANGEVILLE FERGUS GRAVENHURST March 9, 216 Township of Southgate R.R. # Grey Road 9 DUNDALK, Ontario NC 1B Attention: Jim Ellis Public Works Manager RE: TOWNSHIP OF SOUTHGATE DUNDALK WATER AND SEWAGE TREATMENT SYSTEMS RESERVE HYDRAULIC CAPACITY OUR FILE: A416(16) R4 Dear Sir: The attached tables outline the 216 reserve capacity calculations for the water supply and sewage treatment systems in Dundalk. The reserve capacities have been calculated in accordance with Ministry of Environment and Climate Change (MOECC) guidelines. Four new residential units were constructed in Dundalk in The three (3) year average maximum day flow of the water system increased from 91 m /d to 973 m /d over the past year. This increase can be attributed to the need for residents to continuously run water in their homes to prevent their water services from freezing during the winter of 215. The 216 uncommitted reserve capacity of the water system is 1,26 equivalent residential units (ERU s) based on the system s available capacity and -52 ERU s based on firm capacity and existing draft plan approved/committed development. Firm capacity is defined as the system capacity with the largest water source out of service. Please refer to Tables 1 and 3 for the water system capacity calculations. Utilizing firm capacity in these calculations, ensures that the system will have adequate water supply should one of the wells/treatment facilities become inoperable due to contamination, pump failure, etc. Table 2 summarizes the sewage treatment reserve capacity calculations for 216. The three year annual 3 3 average day flow decreased from 1,171 m /d to 1,68 m /d. The calculation uses adjusted flow rates for 213 and 215 due to issues related to erroneous influent flow meter readings. The 216 reserve capacity is 33 equivalent residential units which is higher than the 215 reserve capacity of 186 units.

25 It is important to note that the Flato East and North development proposals, which include an estimated 763 units, will further reduce water supply and wastewater treatment reserve capacity. Following Council s review and adoption of the attached report, we would recommend that a copy of the report be forwarded to the MOECC District Office in Owen Sound and the Grey County Planning Department. We trust you will find the enclosed to be in order. Should you have any questions, please do not hesitate to contact this office. Yours very truly, TRITON ENGINEERING SERVICES LIMITED Christine Furlong Christine M. Furlong, P. Eng. CMF cc: Dave Millner, Township of Southgate Clinton Stredwick, Township of Southgate CBO, Township of Southgate -2-

26 TABLE 1 A416(16)R4 TOWNSHIP OF SOUTHGATE 216 RESERVE CAPACITY - DUNDALK WATER SYSTEM DESCRIPTION 216 Available Capacity 216 Firm Capacity Design capacity -- W ell D3 (1,182 m /d) and D4 (1,637 m /d) 2,819 1, Maximum Day Flow* (m /d) (Average for 213, 214 and 215) 3 3. Reserve capacity (m /d) (1) - (2) Population served** 1,794 1, Serviced households.*** Maximum Day Per Capita Flow (m /day) (2) (4) 7. Additional Population (3) (6) 8. Persons Per Residential Unit (4) (5) 9. Additional Equivalent Residential Units that can be Served (7) (8) Com m itted Developm ent Equivalent Residential Units (Table 3) Uncom m itted Reserve Capacity Equivalent Residential Units (9) - (1) * Average of 213 (867 m /d), 214 (915 m /d) and 215 (1136 m /d) = 973 m /d ** Population served estim ated from total residential water custom ers 78 x 2.3 Persons Per Residential Unit ( new services in no new units built on new services in 213 or units built in 215 = 78 units) *** Serviced households inform ation provided by the Township of Southgate for 212, 213, 214 and 215. (There were 7 new single fam ily dwelling services for water and sewage added in 212, no new units built on new services in 213 or 214 and 4 units built in 215 = 78 units.)

27 TABLE 2 A416(16)R4 TOWNSHIP OF SOUTHGATE 216 RESERVE CAPACITY DUNDALK SEWAGE TREATMENT FACILITY DESCRIPTION Design Capacity of Sewage Treatment Facility (m /d) 1, Average Day Flow* (m /d) (adjusted) (adjusted) (Average for 213, 214 and 215 ) 3 3. Reserve capacity (m /d) (1) - (2) 1,68 4. Population served** 1, Serviced households.*** Maximum Day Per Capita Flow (m /d) (2) (4) 7. Additional Population (3) (6) 8. Persons Per Equivalent Residential Unit (4) (5) 9. Additional Equivalent Residential Units that can be Served (7) (8) Committed Development Equivalent Residential Units (Table 3) Uncommitted Equivalent Residential Units Reserve Capacity (9) - (1) 123 (adjusted) 3 3 (adjusted) 3 * Average of 213 (1,333 m /d), 214 (996 m /d) and 215 (874 m /d) = 1,68 3 m /d ** Population served estimated from total residential sewer customers (731) x 2.3 Persons Per Residential Unit *** Serviced households information provided by the Township of Southgate for 212, 213, 214 and 215. ( units added in 212, no new units built on new services in 213 or 214 and 4 units in 215.)

28 TABLE 3 A416(16)R4 TOWNSHIP OF SOUTHGATE SUMMARY OF COMMITTED DEVELOPMENT REGISTERED/UNBUILT UNITS REM AINING AT THE END OF 214 UNITS BUILT IN 215 REM AINING UNITS AT THE END OF 215 SUB-TOTAL DRAFT PLAN APPROVED OR UNITS COM M ITTED BY RESOLUTION Braem ore Heights Subdivision 3 Cedar Point (Heritage Estates) 66 Dundalk Retirem ent Hom e (PIPE) 61 Victoria Square/Anthony Reale/Flato W est 6 SUB-TOTAL INFILL LOTS 7 4 SUB-TOTAL 3 TOTAL COM M ITTED UNITS 22

29 Gilas Subdivision December 216 Pre-Servicing Report M1313 Appendix B Sanitary Sewer Design Sheets DARRYL M. ROBINS CONSULTING INC.

30 SANITARY SEWER DESIGN SHEET DUNDALK SUBDIVISION M1313 GILAS DUNDALK Designed By: LAS Checked By: DMR DARRYL M. ROBINS CONSULTING INC. LOCATION DEVELOPMENT Peak Pop Flow PROPOSED SEWER Manholes Populaton Population Ext. Flow Des Flow Land Land Factor Length Pipe Dia. Pipe Slope Max Flow Street From To No. Units Accu Qp (L/s) Qi (L/s) Qd (L/s) Type A (m3/s) V (m/s) (Ha) Acc.(Ha) M (m) (mm) (%) Bradley Street (Street 'A') EX PVC Bradley Street (Street 'A') PVC Bradley Street (Street 'A') PVC Bradley Street (Street 'A') PVC Bradley Street (Street 'A') PVC Street 'B' PVC Street 'B' PVC Street 'B' PVC n.13 density 3 people/unit q (ave. Daily per capita flow) 4 l/d/person Qp=Qa*Pop*PF I (unit of Peak Ex Flow).26 L/Has Qd=Qp+Qi M calculated using the Harmon Method 23/8/216

31 Gilas Subdivision December 216 Pre-Servicing Report M1313 Appendix C Stormwater Calculations DARRYL M. ROBINS CONSULTING INC.

32 STORM SEWER DESIGN SHEET DARRYL M. ROBINS CONSULTING INC. Project: Gilas Subdivision Design Frequency: 5 Year No.: 1132 Rainfall Station: Mount Forest Designed By: M C Date: 23-Aug-16 Design `n' :.13 Checked By: LAS Date: 23-Aug-16 Location Drainage Pipe Selection Q Velocity Pipe Time of From To C AC Cum Runoff I Q Slope % Dia. Full % Full Actual Length Flow MH,CB MH,CB Name ha AC TC 5 YR m³/s mm m³/s Flow m/s m/s m min Section Name Etc... Street A CB1 CBMH CB3 CBMH CBMH2 CBMH CB5 CBMH CBMH6 CBMH CBMH4 CBMH CB16 CBMH CBMH17 CBMH CBMH15 CBMH CB14 CBMH CBMH13 STMH CB1 STMH STMH2 STMH Gilas Drive CB11 STMH CBMH12 CBMH CB19 CBMH CBMH18 CBMH CB8 CBMH CBMH9 CBMH CBMH7 POND POND DITCH N/A 15. N/A A B 5 year Storm

33 idf_v2-3_214_12_21_614_on_614554_mount_forest_(aut).txt Environment Canada/Environnement Canada Short Duration Rainfall Intensity-Duration-Frequency Data Données sur l'intensité, la durée et la fréquence des chutes de pluie de courte durée Gumbel - Method of moments/méthode des moments 214/12/21 ================================================================================ MOUNT FOREST (AUT) ON Latitude: 43 59'N Longitude: 8 45'W Elevation/Altitude: 414 m Years/Années : # Years/Années : 3 ================================================================================ Table 1 : Annual Maximum (mm)/maximum annuel (mm) Year 5 min 1 min 15 min 3 min 1 h 2 h 6 h 12 h 24 h Année # Yrs Années Mean Moyenne Page 1

34 idf_v2-3_214_12_21_614_on_614554_mount_forest_(aut).txt Std. Dev Écart-type Skew Dissymétrie Kurtosis *-99.9 Indicates Missing Data/Données manquantes Table 2a : Return Period Rainfall Amounts (mm) Quantité de pluie (mm) par période de retour Duration/Durée #Years yr/ans yr/ans yr/ans yr/ans yr/ans yr/ans Années 5 min min min min h h h h h Table 2b : Return Period Rainfall Rates (mm/h) - 95% Confidence limits Intensité de la pluie (mm/h) par période de retour - Limites de confiance de 95% Duration/Durée #Years yr/ans yr/ans yr/ans yr/ans yr/ans yr/ans Années 5 min / / / / / / min / / / / / / min / / / / / / min /- 4. +/ /- 9. +/ / / h / /- 5. +/ /- 9. +/ / h / / / /- 5. +/- 6. +/ h /-.6 +/ / /- 2. +/ / h /-.4 +/-.6 +/-.8 +/ / / h /-.2 +/-.4 +/-.5 +/-.6 +/-.8 +/-.9 3 Table 3 : Interpolation Equation / Équation d'interpolation: R = A*T^B R = Interpolated Rainfall rate (mm/h)/intensité interpolée de la pluie (mm/h) Page 2

35 idf_v2-3_214_12_21_614_on_614554_mount_forest_(aut).txt RR = Rainfall rate (mm/h) / Intensité de la pluie (mm/h) T = Rainfall duration (h) / Durée de la pluie (h) Statistics/Statistiques yr/ans yr/ans yr/ans yr/ans yr/ans yr/ans Mean of RR/Moyenne de RR Std. Dev. /Écart-type (RR) Std. Error/Erreur-type Coefficient (A) Exponent/Exposant (B) Mean % Error/% erreur moyenne Page 3

36

37 Gilas Subdivision December 216 Pre-Servicing Report M1313 Pre-Development DARRYL M. ROBINS CONSULTING INC.

38

39 Gilas Subdivision Stormwater Calculations M1313 CN Calculations Pre-Development 1: CN (m 2 ): CN*A Cultivated Land(Good)(Group B) /8 acre<residential Lot 1/4 acre((group B) Pasture, grassland, or range(good)(gourp B) Total CN : CN (m 2 ): CN*A Cultivated Land(Good)(Group B) /8 acre<residential Lot 1/4 acre((group B) Pasture, grassland, or range(good)(gourp B) Wood&grass combination(good)(group C) Total CN : CN (m 2 ): CN*A Cultivated Land(Good)(Group B) /8 acre<residential Lot 1/4 acre((group B) Pasture, grassland, or range(good)(gourp B) Wood&grass combination(good)(group C) Total CN 72.6 DARRYL M. ROBINS CONSULTING INC.

40 Gilas Subdivision Stormwater Calculations M1313 Pre Development Time of Concentration Calculation SubCatchment (ha) Slope (%) Length (m) Tc (min) Tc(hr) PRE Total 35.3 Calculated using the Bransby William Formula DARRYL M. ROBINS CONSULTING INC.

41 Autodesk Storm and Sanitary Analysis Version (Build 1) - *** Project Description *** File Name... 2-Year-Pre Storm(23th Aug-216).SPF Analysis Options Flow Units... cms Subbasin Hydrograph Method. SCS TR-2 Time of Concentration... User-Defined Storage Node Exfiltration.. Constant rate, free surface area Starting Date... MAR :: Ending Date... MAR :: Report Time Step... :5: ************* Element Count ************* Number of rain gages... 1 Number of subbasins... 3 Number of nodes... 2 Number of links... Raingage Summary Gage Data Data Recording ID Source Type Interval Gage-1 2-Year CUMULATIVE 6. min Subbasin Summary Subbasin Total ID hectares ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Inflow m m m² Out_Drain(2) OUTFALL Out_South(1) OUTFALL ********** Volume Depth Runoff Quantity Continuity hectare-m mm **********

42 Total Precipitation Surface Runoff Continuity Error (%) ********** Volume Volume Flow Routing Continuity hectare-m Mliters ********** External Inflow..... External Outflow Initial Stored Volume..... Final Stored Volume..... Continuity Error (%).... ********** Composite Curve Number Computations Report ********** Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good.48 B 83. Pasture, grassland, or range, Good 3.8 B 61. 1/4 acre lots, 38% impervious.7 B 75. Composite & Weighted CN Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good.28 B 83. Pasture, grassland, or range, Good 1.4 B 61. 1/4 acre lots, 38% impervious.8 B 75. Woods & grass combination, Good 1.2 B 58. Composite & Weighted CN Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good 16.4 B 83. Pasture, grassland, or range, Good 4.69 B 61. Woods & grass combination, Good 7.75 B 58. 1/4 acre lots, 38% impervious.21 B 75. Composite & Weighted CN ******* Subbasin Runoff Summary ******* -- Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration mm mm cms Number days hh:mm:ss :12: :11: :36:38 --

43 Analysis began on: Tue Aug 23 1:2: Analysis ended on: Tue Aug 23 1:2: Total elapsed time: ::1

44 Autodesk Storm and Sanitary Analysis Version (Build 1) - *** Project Description *** File Name... 5-Year-Pre Storm(23th Aug-216).SPF Analysis Options Flow Units... cms Subbasin Hydrograph Method. SCS TR-2 Time of Concentration... User-Defined Storage Node Exfiltration.. Constant rate, free surface area Starting Date... MAR :: Ending Date... MAR :: Report Time Step... :5: ************* Element Count ************* Number of rain gages... 1 Number of subbasins... 3 Number of nodes... 2 Number of links... Raingage Summary Gage Data Data Recording ID Source Type Interval Gage-1 5-Year CUMULATIVE 6. min Subbasin Summary Subbasin Total ID hectares ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Inflow m m m² Out_Drain(2) OUTFALL Out_South(1) OUTFALL ********** Volume Depth Runoff Quantity Continuity hectare-m mm **********

45 Total Precipitation Surface Runoff Continuity Error (%) ********** Volume Volume Flow Routing Continuity hectare-m Mliters ********** External Inflow..... External Outflow Initial Stored Volume..... Final Stored Volume..... Continuity Error (%).... ********** Composite Curve Number Computations Report ********** Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good.48 B 83. Pasture, grassland, or range, Good 3.8 B 61. 1/4 acre lots, 38% impervious.7 B 75. Composite & Weighted CN Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good.28 B 83. Pasture, grassland, or range, Good 1.4 B 61. 1/4 acre lots, 38% impervious.8 B 75. Woods & grass combination, Good 1.2 B 58. Composite & Weighted CN Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good 16.4 B 83. Pasture, grassland, or range, Good 4.69 B 61. Woods & grass combination, Good 7.75 B 58. 1/4 acre lots, 38% impervious.21 B 75. Composite & Weighted CN ******* Subbasin Runoff Summary ******* -- Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration mm mm cms Number days hh:mm:ss :12: :11: :36:38 --

46 Analysis began on: Tue Aug 23 1:23:5 216 Analysis ended on: Tue Aug 23 1:23:5 216 Total elapsed time: < 1 sec

47 Autodesk Storm and Sanitary Analysis Version (Build 1) - *** Project Description *** File Name... 1-Year-Pre Storm(23th Aug-216).SPF Analysis Options Flow Units... cms Subbasin Hydrograph Method. SCS TR-2 Time of Concentration... User-Defined Storage Node Exfiltration.. Constant rate, free surface area Starting Date... MAR :: Ending Date... MAR :: Report Time Step... :5: ************* Element Count ************* Number of rain gages... 1 Number of subbasins... 3 Number of nodes... 2 Number of links... Raingage Summary Gage Data Data Recording ID Source Type Interval Gage-1 1-Year CUMULATIVE 6. min Subbasin Summary Subbasin Total ID hectares ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Inflow m m m² Out_Drain(2) OUTFALL Out_South(1) OUTFALL ********** Volume Depth Runoff Quantity Continuity hectare-m mm **********

48 Total Precipitation Surface Runoff Continuity Error (%) ********** Volume Volume Flow Routing Continuity hectare-m Mliters ********** External Inflow..... External Outflow Initial Stored Volume..... Final Stored Volume..... Continuity Error (%).... ********** Composite Curve Number Computations Report ********** Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good.48 B 83. Pasture, grassland, or range, Good 3.8 B 61. 1/4 acre lots, 38% impervious.7 B 75. Composite & Weighted CN Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good.28 B 83. Pasture, grassland, or range, Good 1.4 B 61. 1/4 acre lots, 38% impervious.8 B 75. Woods & grass combination, Good 1.2 B 58. Composite & Weighted CN Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good 16.4 B 83. Pasture, grassland, or range, Good 4.69 B 61. Woods & grass combination, Good 7.75 B 58. 1/4 acre lots, 38% impervious.21 B 75. Composite & Weighted CN ******* Subbasin Runoff Summary ******* -- Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration mm mm cms Number days hh:mm:ss :12: :11: :36:38 --

49 Analysis began on: Tue Aug 23 1:23: Analysis ended on: Tue Aug 23 1:23: Total elapsed time: < 1 sec

50 Autodesk Storm and Sanitary Analysis Version (Build 1) - *** Project Description *** File Name Year-Pre Storm(23th Aug-216).SPF Analysis Options Flow Units... cms Subbasin Hydrograph Method. SCS TR-2 Time of Concentration... User-Defined Storage Node Exfiltration.. Constant rate, free surface area Starting Date... MAR :: Ending Date... MAR :: Report Time Step... :5: ************* Element Count ************* Number of rain gages... 1 Number of subbasins... 3 Number of nodes... 2 Number of links... Raingage Summary Gage Data Data Recording ID Source Type Interval Gage-1 25-Year CUMULATIVE 6. min Subbasin Summary Subbasin Total ID hectares ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Inflow m m m² Out_Drain(2) OUTFALL Out_South(1) OUTFALL ********** Volume Depth Runoff Quantity Continuity hectare-m mm **********

51 Total Precipitation Surface Runoff Continuity Error (%) ********** Volume Volume Flow Routing Continuity hectare-m Mliters ********** External Inflow..... External Outflow Initial Stored Volume..... Final Stored Volume..... Continuity Error (%).... ********** Composite Curve Number Computations Report ********** Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good.48 B 83. Pasture, grassland, or range, Good 3.8 B 61. 1/4 acre lots, 38% impervious.7 B 75. Composite & Weighted CN Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good.28 B 83. Pasture, grassland, or range, Good 1.4 B 61. 1/4 acre lots, 38% impervious.8 B 75. Woods & grass combination, Good 1.2 B 58. Composite & Weighted CN Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good 16.4 B 83. Pasture, grassland, or range, Good 4.69 B 61. Woods & grass combination, Good 7.75 B 58. 1/4 acre lots, 38% impervious.21 B 75. Composite & Weighted CN ******* Subbasin Runoff Summary ******* -- Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration mm mm cms Number days hh:mm:ss :12: :11: :36:38 --

52 Analysis began on: Tue Aug 23 1:25: Analysis ended on: Tue Aug 23 1:25: Total elapsed time: < 1 sec

53 Autodesk Storm and Sanitary Analysis Version (Build 1) - *** Project Description *** File Name... 5-Year-Pre Storm(23th Aug-216).SPF Analysis Options Flow Units... cms Subbasin Hydrograph Method. SCS TR-2 Time of Concentration... User-Defined Storage Node Exfiltration.. Constant rate, free surface area Starting Date... MAR :: Ending Date... MAR :: Report Time Step... :5: ************* Element Count ************* Number of rain gages... 1 Number of subbasins... 3 Number of nodes... 2 Number of links... Raingage Summary Gage Data Data Recording ID Source Type Interval Gage-1 5-Year CUMULATIVE 6. min Subbasin Summary Subbasin Total ID hectares ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Inflow m m m² Out_Drain(2) OUTFALL Out_South(1) OUTFALL ********** Volume Depth Runoff Quantity Continuity hectare-m mm **********

54 Total Precipitation Surface Runoff Continuity Error (%) ********** Volume Volume Flow Routing Continuity hectare-m Mliters ********** External Inflow..... External Outflow Initial Stored Volume..... Final Stored Volume..... Continuity Error (%).... ********** Composite Curve Number Computations Report ********** Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good.48 B 83. Pasture, grassland, or range, Good 3.8 B 61. 1/4 acre lots, 38% impervious.7 B 75. Composite & Weighted CN Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good.28 B 83. Pasture, grassland, or range, Good 1.4 B 61. 1/4 acre lots, 38% impervious.8 B 75. Woods & grass combination, Good 1.2 B 58. Composite & Weighted CN Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good 16.4 B 83. Pasture, grassland, or range, Good 4.69 B 61. Woods & grass combination, Good 7.75 B 58. 1/4 acre lots, 38% impervious.21 B 75. Composite & Weighted CN ******* Subbasin Runoff Summary ******* -- Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration mm mm cms Number days hh:mm:ss :12: :11: :36:38 --

55 Analysis began on: Tue Aug 23 1:26: Analysis ended on: Tue Aug 23 1:26: Total elapsed time: < 1 sec

56 Autodesk Storm and Sanitary Analysis Version (Build 1) - *** Project Description *** File Name... 1-Year-Pre Storm(23th Aug-216).SPF Analysis Options Flow Units... cms Subbasin Hydrograph Method. SCS TR-2 Time of Concentration... User-Defined Storage Node Exfiltration.. Constant rate, free surface area Starting Date... MAR :: Ending Date... MAR :: Report Time Step... :5: ************* Element Count ************* Number of rain gages... 1 Number of subbasins... 3 Number of nodes... 2 Number of links... Raingage Summary Gage Data Data Recording ID Source Type Interval Gage-1 1-Year CUMULATIVE 6. min Subbasin Summary Subbasin Total ID hectares ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Inflow m m m² Out_Drain(2) OUTFALL Out_South(1) OUTFALL ********** Volume Depth Runoff Quantity Continuity hectare-m mm **********

57 Total Precipitation Surface Runoff Continuity Error (%) ********** Volume Volume Flow Routing Continuity hectare-m Mliters ********** External Inflow..... External Outflow Initial Stored Volume..... Final Stored Volume..... Continuity Error (%).... ********** Composite Curve Number Computations Report ********** Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good.48 B 83. Pasture, grassland, or range, Good 3.8 B 61. 1/4 acre lots, 38% impervious.7 B 75. Composite & Weighted CN Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good.28 B 83. Pasture, grassland, or range, Good 1.4 B 61. 1/4 acre lots, 38% impervious.8 B 75. Woods & grass combination, Good 1.2 B 58. Composite & Weighted CN Subbasin /Surface Description (ha) Group CN Fallow, crop residue, Good 16.4 B 83. Pasture, grassland, or range, Good 4.69 B 61. Woods & grass combination, Good 7.75 B 58. 1/4 acre lots, 38% impervious.21 B 75. Composite & Weighted CN ******* Subbasin Runoff Summary ******* -- Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration mm mm cms Number days hh:mm:ss :12: :11: :36:38 --

58 Analysis began on: Tue Aug 23 1:26: Analysis ended on: Tue Aug 23 1:26: Total elapsed time: ::1

59 Gilas Subdivision December 216 Pre-Servicing Report M1313 Post Development DARRYL M. ROBINS CONSULTING INC.

60

61 Gilas Subdivision Stormwater Calculations M1313 CN Calculations Post-Development 1: CN (m 2 ): CN*A Road Allowance(Good)(Group B) /8 acre<residential Lot 1/4 acre((group B) Total CN : CN (m 2 ): CN*A Road Allowance(Good)(Group B) Residential Lot ( 1/8 acre)(group B) Total CN 84. 3: CN (m 2 ): CN*A Road Allowance(Good)(Group B) /8 acre<residential Lot 1/4 acre((group B) Total CN 81. 4: CN (m 2 ): CN*A Road Allowance(Good)(Group B) Residential Lot ( 1/8 acre)(group B) Total CN : CN (m 2 ): CN*A Road Allowance(Good)(Group B) /8 acre<residential Lot 1/4 acre((group B) Total CN : CN (m 2 ): CN*A Road Allowance(Good)(Group B) Residential Lot ( 1/8 acre)(group B) Total CN 84.5 DARRYL M. ROBINS CONSULTING INC.

62 Gilas Subdivision Stormwater Calculations M1313 7: CN (m 2 ): CN*A Road Allowance(Good)(Group B) Residential Lot ( 1/8 acre)(group B) Total CN : CN (m 2 ): CN*A Road Allowance(Good)(Group B) /8 acre<residential Lot 1/4 acre((group B) Grass Cover (Good)(Group B) Total CN : CN (m 2 ): CN*A Road Allowance(Good)(Group B) /8 acre<residential Lot 1/4 acre((group B) Total CN : CN (m 2 ): CN*A Road Allowance(Good)(Group B) Total CN : CN (m 2 ): CN*A Road Allowance(Good)(Group B) /8 acre<residential Lot 1/4 acre((group B) Total CN : CN (m 2 ): CN*A Road Allowance(Good)(Group B) Residential Lot ( 1/8 acre)(group B) /8 acre<residential Lot 1/4 acre((group B) Total CN 78.4 DARRYL M. ROBINS CONSULTING INC.

63 Gilas Subdivision Stormwater Calculations M : CN (m 2 ): CN*A Road Allowance(Good)(Group B) Residential Lot ( 1/8 acre)(group B) /8 acre<residential Lot 1/4 acre((group B) Total CN : CN (m 2 ): CN*A Road Allowance(Good)(Group B) Residential Lot ( 1/8 acre)(group B) /4 acre <Residential Lot 1/3 acre(group B) Total CN : CN (m 2 ): CN*A Road Allowance(Good)(Group B) Residential Lot ( 1/8 acre)(group B) Total CN : CN (m 2 ): CN*A Road Allowance(Good)(Group B) Residential Lot ( 1/8 acre)(group B) Total CN : CN (m 2 ): CN*A Road Allowance(Good)(Group B) Residential Lot ( 1/8 acre)(group B) Total CN : CN (m 2 ): CN*A Road Allowance(Good)(Group B) Residential Lot ( 1/8 acre)(group B) /4 acre <Residential Lot 1/3 acre(group B) /3 acre <Residential Lot 1/2 acre(group B) /2 acre <Residential Lot 1 acre(group B) DARRYL M. ROBINS CONSULTING INC.

64 Gilas Subdivision Stormwater Calculations M1313 Total CN CN (m 2 ): CN*A Residential Lot ( 1/8 acre)(group B) /8 acre<residential Lot 1/4 acre((group B) Pasture, grassland, or range(good)(gourp B) Total CN CN (m 2 ): CN*A Cultivated Land(Good)(Group B) Pasture, grassland, or range(good)(gourp B) Total CN CN (m 2 ): CN*A Cultivated Land(Good)(Group B) Total CN CN (m 2 ): CN*A 1/8 acre<residential Lot 1/4 acre((group B) Pasture, grassland, or range(good)(gourp B) Total CN : CN (m 2 ): CN*A Road Allowance(Good)(Group B) /8 acre<residential Lot 1/4 acre((group B) Grass Cover (Good)(Group B) Total CN : CN (m 2 ): CN*A Road Allowance(Good)(Group B) Residential Lot ( 1/8 acre)(group B) Total CN 84. DARRYL M. ROBINS CONSULTING INC.

65 Gilas Subdivision Stormwater Calculations M : CN (m 2 ): CN*A Road Allowance(Good)(Group B) /8 acre<residential Lot 1/4 acre((group B) Total CN : CN (m 2 ): CN*A Cultivated Land(Good)(Group B) /8 acre<residential Lot 1/4 acre((group B) Pasture, grassland, or range(good)(gourp B) Wood&grass combination(good)(group C) Total CN 72.6 DARRYL M. ROBINS CONSULTING INC.

66 Gilas Subdivision Stormwater Calculations M1313 Time of Concentration Calculation Post Development SubCatchment (ha) Slope (%) Length (m) Tc (min) Tc(hr) Calculated using the Bransby William Formula DARRYL M. ROBINS CONSULTING INC.

67 Gilas Subdivision Stormwater Calculations M1313 Pipe and Structures FROM TO Slope (m/m) Length (m) Inlet Pipe Top Elev.(m) Outlet Pipe Top Elev.(m) Inlet Invert Elev.(m) Outlet Invert Elev.(m) Inlet Rim Elev.(m) Outlet Rim Elev.(m) Inlet Cover (m) Outlet Cover (m) Pipe Diameter (m) Section Name Etc... Street A CB1 CBMH CB3 CBMH CBMH2 CBMH CB5 CBMH CBMH6 CBMH CBMH4 CBMH CB16 CBMH CBMH17 CBMH CBMH15 CBMH CB14 CBMH CBMH13 STMH CB1 STMH STMH2 CBMH Gilas Drive CB11 CBMH CBMH12 CBMH CB19 CBMH CBMH18 CBMH CB8 CBMH CBMH9 CBMH CBMH7 POND N/A 1.8 N/A.6 POND DITCH N/A N/A N/A N/A N/A N/A.3 Pond Dimension Base Length (m) 32. Base Width (m) 25. Top of Bank Length (m 41.2 Top of Bank Width (m) 34.2 Height(m) 1.15 H:V 4:1 Ponded (m 2 ) Top of Bank Elev.(m) Base Elev.(m)

68 Autodesk Storm and Sanitary Analysis Version (Build 1) - *** Project Description *** File Name... 2-Year-Post Storm(23th Aug-216).SPF Analysis Options Flow Units... cms Subbasin Hydrograph Method. SCS TR-2 Time of Concentration... User-Defined Link Routing Method... Hydrodynamic Storage Node Exfiltration.. None Starting Date... AUG :: Ending Date... AUG :: Report Time Step... :5: ************* Element Count ************* Number of rain gages... 1 Number of subbasins Number of nodes Number of links Raingage Summary Gage Data Data Recording ID Source Type Interval Gage-1 5 Year Storm CUMULATIVE 6. min Subbasin Summary Subbasin Total ID hectares

69 ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Inflow m m m² Junction_Orifice JUNCTION Junction_Weir JUNCTION Out_Bradley OUTFALL Out_Drain(2) OUTFALL Out_Drain(3) OUTFALL Out_Drain(4) OUTFALL Out_South(1) OUTFALL Pond STORAGE ************* Inlet Summary ************* Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Water Clogging Number Inlets Elevation Elevation Elevation Factor m m m² m % Bradley_CB FHWA HEC-22 GENERIC N/A On Sag CB1 FHWA HEC-22 GENERIC N/A On Sag CB1 FHWA HEC-22 GENERIC N/A On Sag CB11 FHWA HEC-22 GENERIC N/A On Sag CB14 FHWA HEC-22 GENERIC N/A On Grade CB16 FHWA HEC-22 GENERIC N/A On Grade CB19 FHWA HEC-22 GENERIC N/A On Grade CB3 FHWA HEC-22 GENERIC N/A On Grade CB5 FHWA HEC-22 GENERIC N/A On Sag CB8 FHWA HEC-22 GENERIC N/A On Sag CBMH12 FHWA HEC-22 GENERIC N/A On Sag CBMH13 FHWA HEC-22 GENERIC N/A On Grade CBMH15 FHWA HEC-22 GENERIC N/A On Sag

70 CBMH17 FHWA HEC-22 GENERIC N/A On Grade CBMH18 FHWA HEC-22 GENERIC N/A On Grade CBMH2 FHWA HEC-22 GENERIC N/A On Grade CBMH4 FHWA HEC-22 GENERIC N/A On Grade CBMH6 FHWA HEC-22 GENERIC N/A On Sag CBMH7 FHWA HEC-22 GENERIC N/A On Sag CBMH9 FHWA HEC-22 GENERIC N/A On Sag STMH2 FHWA HEC-22 GENERIC N/A On Sag ********** Roadway and Gutter Summary ********** Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope m/m m/m m/m m cm Bradley_CB CB CB CB CB CB CB CB CB CB CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH STMH ************ Link Summary ************ Link From Node To Node Element Length Slope Manning's ID Type m % Roughness ---- A-BYPASS-1 CBMH2 CBMH4 CHANNEL A-BYPASS-2 CB3 CB5 CONDUIT A-BYPASS-3 CBMH4 CBMH7 CHANNEL A-BYPASS-4 CBMH17 CBMH15 CHANNEL A-BYPASS-5 CB16 CB14 CHANNEL A-BYPASS-6 CBMH13 CB1 CHANNEL A-BYPASS-7 CB14 CB11 CHANNEL A-STM-1 CB1 CBMH2 CONDUIT A-STM-1 CB14 CBMH13 CONDUIT A-STM-11 CBMH13 STMH2 CONDUIT A-STM-12 CB1 STMH2 CONDUIT A-STM-13 STMH2 CBMH12 CONDUIT

71 A-STM-2 CB3 CBMH2 CONDUIT A-STM-3 CBMH2 CBMH4 CONDUIT A-STM-4 CB5 CBMH6 CONDUIT A-STM-5 CBMH6 CBMH4 CONDUIT A-STM-6 CBMH4 CBMH7 CONDUIT A-STM-7 CB16 CBMH17 CONDUIT A-STM-8 CBMH17 CBMH15 CONDUIT A-STM-9 CBMH15 CBMH13 CONDUIT G-BYPASS-1 CBMH18 CBMH7 CHANNEL G-BYPASS-2 CB19 CB8 CHANNEL G-STM-1 CB11 CBMH12 CONDUIT G-STM-2 CBMH12 CBMH18 CONDUIT G-STM-3 CB19 CBMH18 CONDUIT G-STM-4 CBMH18 CBMH9 CONDUIT G-STM-5 CB8 CBMH9 CONDUIT G-STM-6 CBMH9 CBMH7 CONDUIT Link-3 Bradley_CB Out_Bradley CONDUIT POND_1 CBMH7 Pond CONDUIT Pond_Outlet_1 Junction_OrificeOut_Drain(3) CONDUIT Spillway_1 Junction_Weir Out_Drain(4) CHANNEL Orifice Pond Junction_OrificeORIFICE Weir_1 Pond Junction_Weir WEIR ***** Cross Section Summary ***** Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Radius Capacity m m m² m cms A-BYPASS-1 IRREGULAR A-BYPASS-2 CIRCULAR A-BYPASS-3 IRREGULAR A-BYPASS-4 IRREGULAR A-BYPASS-5 IRREGULAR A-BYPASS-6 IRREGULAR A-BYPASS-7 IRREGULAR A-STM-1 CIRCULAR A-STM-1 CIRCULAR A-STM-11 CIRCULAR A-STM-12 CIRCULAR A-STM-13 CIRCULAR A-STM-2 CIRCULAR A-STM-3 CIRCULAR A-STM-4 CIRCULAR

72 .6 A-STM-5 CIRCULAR A-STM-6 CIRCULAR A-STM-7 CIRCULAR A-STM-8 CIRCULAR A-STM-9 CIRCULAR G-BYPASS-1 IRREGULAR G-BYPASS-2 IRREGULAR G-STM-1 CIRCULAR G-STM-2 CIRCULAR G-STM-3 CIRCULAR G-STM-4 CIRCULAR G-STM-5 CIRCULAR G-STM-6 CIRCULAR Link-3 CIRCULAR POND_1 CIRCULAR Pond_Outlet_1 CIRCULAR Spillway_1 RECT_OPEN Transect Summary Transect 6.1 : Hrad: Width:

73 ********** Volume Depth Runoff Quantity Continuity hectare-m mm ********** Total Precipitation Surface Runoff Continuity Error (%) ********** Volume Volume Flow Routing Continuity hectare-m Mliters ********** External Inflow..... External Outflow Initial Stored Volume..... Final Stored Volume Continuity Error (%) ********** Composite Curve Number Computations Report ********** Subbasin 1 /Surface Description (ha) Group CN Road_Allowance.14 B 83. 1/4 acre lots, 38% impervious.54 B 75. Composite & Weighted CN Subbasin 2 /Surface Description (ha) Group CN Road_Allowance.1 B 83. 1/8 acre lots, 65% impervious.9 B 85. Composite & Weighted CN Subbasin 3 /Surface Description (ha) Group CN Road_Allowance.6 B 83. 1/4 acre lots, 38% impervious.2 B 75. Composite & Weighted CN Subbasin 4 /Surface Description (ha) Group CN

74 Road_Allowance.7 B 83. 1/8 acre lots, 65% impervious.19 B 85. Composite & Weighted CN Subbasin 5 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/4 acre lots, 38% impervious.14 B 75. Composite & Weighted CN Subbasin 6 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.11 B 85. Composite & Weighted CN Subbasin 7 /Surface Description (ha) Group CN -.3 B 83. 1/8 acre lots, 65% impervious.7 B 85. Composite & Weighted CN Subbasin 8 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/4 acre lots, 38% impervious.16 B 75. Pasture, grassland, or range, Good.1 B 61. Composite & Weighted CN Subbasin 9 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/4 acre lots, 38% impervious.15 B 75. Composite & Weighted CN Subbasin 1 /Surface Description (ha) Group CN Road_Allowance.2 B 83. Composite & Weighted CN Subbasin 11

75 /Surface Description (ha) Group CN Road_Allowance.9 B 83. 1/4 acre lots, 38% impervious.12 B 75. Composite & Weighted CN Subbasin 12 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.3 B 85. 1/4 acre lots, 38% impervious.11 B 75. Composite & Weighted CN Subbasin 13 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.2 B 85. 1/4 acre lots, 38% impervious.1 B 75. Composite & Weighted CN Subbasin 14 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/8 acre lots, 65% impervious. B 85. 1/3 acre lots, 3% impervious.2 B 72. Composite & Weighted CN Subbasin 15 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.21 B 85. Composite & Weighted CN Subbasin 16 /Surface Description (ha) Group CN Road_Allowance.5 B 83. 1/8 acre lots, 65% impervious.13 B 85. Composite & Weighted CN Subbasin 17 /Surface Description (ha) Group CN

76 Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.2 B 85. Composite & Weighted CN Subbasin 18 /Surface Description (ha) Group CN Road_Allowance.11 B 83. 1/8 acre lots, 65% impervious.1 B 85. 1/3 acre lots, 3% impervious.8 B 72. 1/2 acre lots, 25% impervious.19 B 7. 1 acre lots, 2% impervious.23 B 68. Composite & Weighted CN Subbasin 19 /Surface Description (ha) Group CN 1/8 acre lots, 65% impervious.8 B 85. 1/4 acre lots, 38% impervious.25 B 75. Pasture, grassland, or range, Good.22 B 61. Composite & Weighted CN Subbasin 2 /Surface Description (ha) Group CN Fallow, crop residue, Good.48 B 83. Pasture, grassland, or range, Good.29 B 61. Composite & Weighted CN Subbasin 21 /Surface Description (ha) Group CN Fallow, crop residue, Good.26 B 83. Composite & Weighted CN Subbasin 22 /Surface Description (ha) Group CN Pasture, grassland, or range, Good.54 B 61. 1/4 acre lots, 38% impervious.1 B 75. Composite & Weighted CN Subbasin 23 /Surface Description (ha) Group CN Road_Allowance.1 B 83. 1/4 acre lots, 38% impervious.15 B 75. 1/4 acre lots, 38% impervious.25 A 61. Composite & Weighted CN

77 Subbasin 24 /Surface Description (ha) Group CN Road_Allowance.7 B 83. 1/8 acre lots, 65% impervious.7 B 85. Composite & Weighted CN Subbasin 25 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/4 acre lots, 38% impervious.19 B 75. Composite & Weighted CN Subbasin 26 /Surface Description (ha) Group CN Fallow, crop residue, Good 16.4 B 83. Pasture, grassland, or range, Good 4.69 B 61. Woods & grass combination, Good 7.75 B 58. 1/4 acre lots, 38% impervious.21 B 75. Composite & Weighted CN ******* Subbasin Runoff Summary ******* -- Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration mm mm cms Number days hh:mm:ss :9: :7: :6: :6: :5: :7: :7: :5: :9: :2: :5: :3: :2: :3: :6: :4: :3: :22: :1: :19: :5: :11: :1: :3: :6:12

78 :36:38 -- ** Node Depth Summary ** - Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded m m m days hh:mm ha-mm minutes hh:mm:ss - Junction_Orifice : :: Junction_Weir : :: Out_Bradley : :: Out_Drain(2) : :: Out_Drain(3) : :: Out_Drain(4) : :: Out_South(1) : :: Pond : :: * Node Flow Summary * Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cms cms days hh:mm cms days hh:mm Junction_Orifice JUNCTION..7 6:. Junction_Weir JUNCTION.. :. Out_Bradley OUTFALL.5.5 2:3. Out_Drain(2) OUTFALL :4. Out_Drain(3) OUTFALL..7 6:. Out_Drain(4) OUTFALL.. :. Out_South(1) OUTFALL.4.4 2:4. Pond STORAGE :53. *** Inlet Depth Summary *** --- Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence m m m days hh:mm --- Bradley_CB : CB :35 CB :35 CB :38 CB :41 CB :5 CB :36 CB :35 CB :35 CB :34 CBMH :45 CBMH :41

79 CBMH :39 CBMH :53 CBMH :51 CBMH :39 CBMH :42 CBMH :35 CBMH :51 CBMH :51 STMH :44 ** Inlet Flow Summary ** Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cms cms cms cms % ha-mm minutes Bradley_CB CB CB CB CB CB CB CB CB CB CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH

80 CBMH STMH **** Storage Node Summary **** Storage Node ID Maximum Maximum Time of Max Average Average Maximum Maximum Time of Max. Total Ponded Ponded Ponded Ponded Ponded Storage Node Exfiltration Exfiltration Exfiltrated Volume Volume Volume Volume Volume Outflow Rate Rate Volume 1 m³ (%) days hh:mm 1 m³ (%) cms cmm hh:mm:ss 1 m³ Pond : ::. ******* Outfall Loading Summary ******* Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cms cms Out_Bradley Out_Drain(2) Out_Drain(3) Out_Drain(4)... Out_South(1) System * Link Flow Summary * Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm m/sec cms cms Flow Depth minutes A-BYPASS-1 CHANNEL 3: Calculated

81 A-BYPASS-2 CONDUIT 2: Calculated A-BYPASS-3 CHANNEL 4: Calculated A-BYPASS-4 CHANNEL 2: > CAPACITY A-BYPASS-5 CHANNEL 2: FLOODED A-BYPASS-6 CHANNEL 3: Calculated A-BYPASS-7 CHANNEL 2: > CAPACITY A-STM-1 CONDUIT 2: Calculated A-STM-1 CONDUIT 2: Calculated A-STM-11 CONDUIT 2: Calculated A-STM-12 CONDUIT 2: Calculated A-STM-13 CONDUIT 2: Calculated A-STM-2 CONDUIT 2: Calculated A-STM-3 CONDUIT 2: Calculated A-STM-4 CONDUIT 2: Calculated A-STM-5 CONDUIT 2: Calculated A-STM-6 CONDUIT 2: Calculated A-STM-7 CONDUIT 2: Calculated A-STM-8 CONDUIT 2: Calculated A-STM-9 CONDUIT 2: Calculated G-BYPASS-1 CHANNEL 4: Calculated G-BYPASS-2 CHANNEL 2: > CAPACITY G-STM-1 CONDUIT 2: Calculated G-STM-2 CONDUIT 2: Calculated G-STM-3 CONDUIT 2: Calculated G-STM-4 CONDUIT 2: Calculated G-STM-5 CONDUIT 2: Calculated G-STM-6 CONDUIT 2: Calculated Link-3 CONDUIT : Calculated POND_1 CONDUIT 2: Calculated Pond_Outlet_1 CONDUIT 6: Calculated Spillway_1 CHANNEL : Calculated Orifice ORIFICE 6:.7 1. Weir_1 WEIR :..

82 Highest Flow Instability Indexes Link G-BYPASS-2 (13) Link A-BYPASS-7 (3) Link A-BYPASS-5 (3) Analysis began on: Thu Aug 25 8:22: Analysis ended on: Thu Aug 25 8:22: Total elapsed time: ::1

83 Autodesk Storm and Sanitary Analysis Version (Build 1) - *** Project Description *** File Name... 5-Year-Post Storm(23th Aug-216).SPF Analysis Options Flow Units... cms Subbasin Hydrograph Method. SCS TR-2 Time of Concentration... User-Defined Link Routing Method... Hydrodynamic Storage Node Exfiltration.. None Starting Date... AUG :: Ending Date... AUG :: Report Time Step... :5: ************* Element Count ************* Number of rain gages... 1 Number of subbasins Number of nodes Number of links Raingage Summary Gage Data Data Recording ID Source Type Interval Gage-1 5 Year Storm CUMULATIVE 6. min Subbasin Summary Subbasin Total ID hectares

84 ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Inflow m m m² Junction_Orifice JUNCTION Junction_Weir JUNCTION Out_Bradley OUTFALL Out_Drain(2) OUTFALL Out_Drain(3) OUTFALL Out_Drain(4) OUTFALL Out_South(1) OUTFALL Pond STORAGE ************* Inlet Summary ************* Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Water Clogging Number Inlets Elevation Elevation Elevation Factor m m m² m % Bradley_CB FHWA HEC-22 GENERIC N/A On Sag CB1 FHWA HEC-22 GENERIC N/A On Sag CB1 FHWA HEC-22 GENERIC N/A On Sag CB11 FHWA HEC-22 GENERIC N/A On Sag CB14 FHWA HEC-22 GENERIC N/A On Grade CB16 FHWA HEC-22 GENERIC N/A On Grade CB19 FHWA HEC-22 GENERIC N/A On Grade CB3 FHWA HEC-22 GENERIC N/A On Grade CB5 FHWA HEC-22 GENERIC N/A On Sag CB8 FHWA HEC-22 GENERIC N/A On Sag CBMH12 FHWA HEC-22 GENERIC N/A On Sag CBMH13 FHWA HEC-22 GENERIC N/A On Grade CBMH15 FHWA HEC-22 GENERIC N/A On Sag

85 CBMH17 FHWA HEC-22 GENERIC N/A On Grade CBMH18 FHWA HEC-22 GENERIC N/A On Grade CBMH2 FHWA HEC-22 GENERIC N/A On Grade CBMH4 FHWA HEC-22 GENERIC N/A On Grade CBMH6 FHWA HEC-22 GENERIC N/A On Sag CBMH7 FHWA HEC-22 GENERIC N/A On Sag CBMH9 FHWA HEC-22 GENERIC N/A On Sag STMH2 FHWA HEC-22 GENERIC N/A On Sag ********** Roadway and Gutter Summary ********** Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope m/m m/m m/m m cm Bradley_CB CB CB CB CB CB CB CB CB CB CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH STMH ************ Link Summary ************ Link From Node To Node Element Length Slope Manning's ID Type m % Roughness ---- A-BYPASS-1 CBMH2 CBMH4 CHANNEL A-BYPASS-2 CB3 CB5 CONDUIT A-BYPASS-3 CBMH4 CBMH7 CHANNEL A-BYPASS-4 CBMH17 CBMH15 CHANNEL A-BYPASS-5 CB16 CB14 CHANNEL A-BYPASS-6 CBMH13 CB1 CHANNEL A-BYPASS-7 CB14 CB11 CHANNEL A-STM-1 CB1 CBMH2 CONDUIT A-STM-1 CB14 CBMH13 CONDUIT A-STM-11 CBMH13 STMH2 CONDUIT A-STM-12 CB1 STMH2 CONDUIT A-STM-13 STMH2 CBMH12 CONDUIT

86 A-STM-2 CB3 CBMH2 CONDUIT A-STM-3 CBMH2 CBMH4 CONDUIT A-STM-4 CB5 CBMH6 CONDUIT A-STM-5 CBMH6 CBMH4 CONDUIT A-STM-6 CBMH4 CBMH7 CONDUIT A-STM-7 CB16 CBMH17 CONDUIT A-STM-8 CBMH17 CBMH15 CONDUIT A-STM-9 CBMH15 CBMH13 CONDUIT G-BYPASS-1 CBMH18 CBMH7 CHANNEL G-BYPASS-2 CB19 CB8 CHANNEL G-STM-1 CB11 CBMH12 CONDUIT G-STM-2 CBMH12 CBMH18 CONDUIT G-STM-3 CB19 CBMH18 CONDUIT G-STM-4 CBMH18 CBMH9 CONDUIT G-STM-5 CB8 CBMH9 CONDUIT G-STM-6 CBMH9 CBMH7 CONDUIT Link-3 Bradley_CB Out_Bradley CONDUIT POND_1 CBMH7 Pond CONDUIT Pond_Outlet_1 Junction_OrificeOut_Drain(3) CONDUIT Spillway_1 Junction_Weir Out_Drain(4) CHANNEL Orifice Pond Junction_OrificeORIFICE Weir_1 Pond Junction_Weir WEIR ***** Cross Section Summary ***** Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Radius Capacity m m m² m cms A-BYPASS-1 IRREGULAR A-BYPASS-2 CIRCULAR A-BYPASS-3 IRREGULAR A-BYPASS-4 IRREGULAR A-BYPASS-5 IRREGULAR A-BYPASS-6 IRREGULAR A-BYPASS-7 IRREGULAR A-STM-1 CIRCULAR A-STM-1 CIRCULAR A-STM-11 CIRCULAR A-STM-12 CIRCULAR A-STM-13 CIRCULAR A-STM-2 CIRCULAR A-STM-3 CIRCULAR A-STM-4 CIRCULAR

87 .6 A-STM-5 CIRCULAR A-STM-6 CIRCULAR A-STM-7 CIRCULAR A-STM-8 CIRCULAR A-STM-9 CIRCULAR G-BYPASS-1 IRREGULAR G-BYPASS-2 IRREGULAR G-STM-1 CIRCULAR G-STM-2 CIRCULAR G-STM-3 CIRCULAR G-STM-4 CIRCULAR G-STM-5 CIRCULAR G-STM-6 CIRCULAR Link-3 CIRCULAR POND_1 CIRCULAR Pond_Outlet_1 CIRCULAR Spillway_1 RECT_OPEN Transect Summary Transect 6.1 : Hrad: Width:

88 ********** Volume Depth Runoff Quantity Continuity hectare-m mm ********** Total Precipitation Surface Runoff Continuity Error (%) ********** Volume Volume Flow Routing Continuity hectare-m Mliters ********** External Inflow..... External Outflow Initial Stored Volume..... Final Stored Volume Continuity Error (%) ********** Composite Curve Number Computations Report ********** Subbasin 1 /Surface Description (ha) Group CN Road_Allowance.14 B 83. 1/4 acre lots, 38% impervious.54 B 75. Composite & Weighted CN Subbasin 2 /Surface Description (ha) Group CN Road_Allowance.1 B 83. 1/8 acre lots, 65% impervious.9 B 85. Composite & Weighted CN Subbasin 3 /Surface Description (ha) Group CN Road_Allowance.6 B 83. 1/4 acre lots, 38% impervious.2 B 75. Composite & Weighted CN Subbasin 4 /Surface Description (ha) Group CN

89 Road_Allowance.7 B 83. 1/8 acre lots, 65% impervious.19 B 85. Composite & Weighted CN Subbasin 5 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/4 acre lots, 38% impervious.14 B 75. Composite & Weighted CN Subbasin 6 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.11 B 85. Composite & Weighted CN Subbasin 7 /Surface Description (ha) Group CN -.3 B 83. 1/8 acre lots, 65% impervious.7 B 85. Composite & Weighted CN Subbasin 8 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/4 acre lots, 38% impervious.16 B 75. Pasture, grassland, or range, Good.1 B 61. Composite & Weighted CN Subbasin 9 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/4 acre lots, 38% impervious.15 B 75. Composite & Weighted CN Subbasin 1 /Surface Description (ha) Group CN Road_Allowance.2 B 83. Composite & Weighted CN Subbasin 11

90 /Surface Description (ha) Group CN Road_Allowance.9 B 83. 1/4 acre lots, 38% impervious.12 B 75. Composite & Weighted CN Subbasin 12 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.3 B 85. 1/4 acre lots, 38% impervious.11 B 75. Composite & Weighted CN Subbasin 13 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.2 B 85. 1/4 acre lots, 38% impervious.1 B 75. Composite & Weighted CN Subbasin 14 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/8 acre lots, 65% impervious. B 85. 1/3 acre lots, 3% impervious.2 B 72. Composite & Weighted CN Subbasin 15 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.21 B 85. Composite & Weighted CN Subbasin 16 /Surface Description (ha) Group CN Road_Allowance.5 B 83. 1/8 acre lots, 65% impervious.13 B 85. Composite & Weighted CN Subbasin 17 /Surface Description (ha) Group CN

91 Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.2 B 85. Composite & Weighted CN Subbasin 18 /Surface Description (ha) Group CN Road_Allowance.11 B 83. 1/8 acre lots, 65% impervious.1 B 85. 1/3 acre lots, 3% impervious.8 B 72. 1/2 acre lots, 25% impervious.19 B 7. 1 acre lots, 2% impervious.23 B 68. Composite & Weighted CN Subbasin 19 /Surface Description (ha) Group CN 1/8 acre lots, 65% impervious.8 B 85. 1/4 acre lots, 38% impervious.25 B 75. Pasture, grassland, or range, Good.22 B 61. Composite & Weighted CN Subbasin 2 /Surface Description (ha) Group CN Fallow, crop residue, Good.48 B 83. Pasture, grassland, or range, Good.29 B 61. Composite & Weighted CN Subbasin 21 /Surface Description (ha) Group CN Fallow, crop residue, Good.26 B 83. Composite & Weighted CN Subbasin 22 /Surface Description (ha) Group CN Pasture, grassland, or range, Good.54 B 61. 1/4 acre lots, 38% impervious.1 B 75. Composite & Weighted CN Subbasin 23 /Surface Description (ha) Group CN Road_Allowance.1 B 83. 1/4 acre lots, 38% impervious.15 B 75. 1/4 acre lots, 38% impervious.25 A 61. Composite & Weighted CN

92 Subbasin 24 /Surface Description (ha) Group CN Road_Allowance.7 B 83. 1/8 acre lots, 65% impervious.7 B 85. Composite & Weighted CN Subbasin 25 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/4 acre lots, 38% impervious.19 B 75. Composite & Weighted CN Subbasin 26 /Surface Description (ha) Group CN Fallow, crop residue, Good 16.4 B 83. Pasture, grassland, or range, Good 4.69 B 61. Woods & grass combination, Good 7.75 B 58. 1/4 acre lots, 38% impervious.21 B 75. Composite & Weighted CN ******* Subbasin Runoff Summary ******* -- Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration mm mm cms Number days hh:mm:ss :9: :7: :6: :6: :5: :7: :7: :5: :9: :2: :5: :3: :2: :3: :6: :4: :3: :22: :1: :19: :5: :11: :1: :3: :6:12

93 :36:38 -- ** Node Depth Summary ** - Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded m m m days hh:mm ha-mm minutes hh:mm:ss - Junction_Orifice : :: Junction_Weir : :: Out_Bradley : :: Out_Drain(2) : :: Out_Drain(3) : :: Out_Drain(4) : :: Out_South(1) : :: Pond : :: * Node Flow Summary * Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cms cms days hh:mm cms days hh:mm Junction_Orifice JUNCTION..7 6:. Junction_Weir JUNCTION.. :. Out_Bradley OUTFALL.5.5 2:3. Out_Drain(2) OUTFALL :4. Out_Drain(3) OUTFALL..7 6:. Out_Drain(4) OUTFALL.. :. Out_South(1) OUTFALL.4.4 2:4. Pond STORAGE :53. *** Inlet Depth Summary *** --- Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence m m m days hh:mm --- Bradley_CB : CB :35 CB :35 CB :38 CB :41 CB :5 CB :36 CB :35 CB :35 CB :34 CBMH :45 CBMH :41

94 CBMH :39 CBMH :53 CBMH :51 CBMH :39 CBMH :42 CBMH :35 CBMH :51 CBMH :51 STMH :44 ** Inlet Flow Summary ** Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cms cms cms cms % ha-mm minutes Bradley_CB CB CB CB CB CB CB CB CB CB CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH

95 CBMH STMH **** Storage Node Summary **** Storage Node ID Maximum Maximum Time of Max Average Average Maximum Maximum Time of Max. Total Ponded Ponded Ponded Ponded Ponded Storage Node Exfiltration Exfiltration Exfiltrated Volume Volume Volume Volume Volume Outflow Rate Rate Volume 1 m³ (%) days hh:mm 1 m³ (%) cms cmm hh:mm:ss 1 m³ Pond : ::. ******* Outfall Loading Summary ******* Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cms cms Out_Bradley Out_Drain(2) Out_Drain(3) Out_Drain(4)... Out_South(1) System * Link Flow Summary * Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm m/sec cms cms Flow Depth minutes A-BYPASS-1 CHANNEL 3: Calculated

96 A-BYPASS-2 CONDUIT 2: Calculated A-BYPASS-3 CHANNEL 4: Calculated A-BYPASS-4 CHANNEL 2: > CAPACITY A-BYPASS-5 CHANNEL 2: FLOODED A-BYPASS-6 CHANNEL 3: Calculated A-BYPASS-7 CHANNEL 2: > CAPACITY A-STM-1 CONDUIT 2: Calculated A-STM-1 CONDUIT 2: Calculated A-STM-11 CONDUIT 2: Calculated A-STM-12 CONDUIT 2: Calculated A-STM-13 CONDUIT 2: Calculated A-STM-2 CONDUIT 2: Calculated A-STM-3 CONDUIT 2: Calculated A-STM-4 CONDUIT 2: Calculated A-STM-5 CONDUIT 2: Calculated A-STM-6 CONDUIT 2: Calculated A-STM-7 CONDUIT 2: Calculated A-STM-8 CONDUIT 2: Calculated A-STM-9 CONDUIT 2: Calculated G-BYPASS-1 CHANNEL 4: Calculated G-BYPASS-2 CHANNEL 2: > CAPACITY G-STM-1 CONDUIT 2: Calculated G-STM-2 CONDUIT 2: Calculated G-STM-3 CONDUIT 2: Calculated G-STM-4 CONDUIT 2: Calculated G-STM-5 CONDUIT 2: Calculated G-STM-6 CONDUIT 2: Calculated Link-3 CONDUIT : Calculated POND_1 CONDUIT 2: Calculated Pond_Outlet_1 CONDUIT 6: Calculated Spillway_1 CHANNEL : Calculated Orifice ORIFICE 6:.7 1. Weir_1 WEIR :..

97 Highest Flow Instability Indexes Link G-BYPASS-2 (13) Link A-BYPASS-7 (3) Link A-BYPASS-5 (3) Analysis began on: Thu Aug 25 8:3: Analysis ended on: Thu Aug 25 8:3: Total elapsed time: < 1 sec

98 Autodesk Storm and Sanitary Analysis Version (Build 1) - *** Project Description *** File Name... 1-Year-Post Storm(23th Aug-216).SPF Analysis Options Flow Units... cms Subbasin Hydrograph Method. SCS TR-2 Time of Concentration... User-Defined Link Routing Method... Hydrodynamic Storage Node Exfiltration.. None Starting Date... AUG :: Ending Date... AUG :: Report Time Step... :5: ************* Element Count ************* Number of rain gages... 1 Number of subbasins Number of nodes Number of links Raingage Summary Gage Data Data Recording ID Source Type Interval Gage-1 1 Year Storm CUMULATIVE 6. min Subbasin Summary Subbasin Total ID hectares

99 ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Inflow m m m² Junction_Orifice JUNCTION Junction_Weir JUNCTION Out_Bradley OUTFALL Out_Drain(2) OUTFALL Out_Drain(3) OUTFALL Out_Drain(4) OUTFALL Out_South(1) OUTFALL Pond STORAGE ************* Inlet Summary ************* Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Water Clogging Number Inlets Elevation Elevation Elevation Factor m m m² m % Bradley_CB FHWA HEC-22 GENERIC N/A On Sag CB1 FHWA HEC-22 GENERIC N/A On Sag CB1 FHWA HEC-22 GENERIC N/A On Sag CB11 FHWA HEC-22 GENERIC N/A On Sag CB14 FHWA HEC-22 GENERIC N/A On Grade CB16 FHWA HEC-22 GENERIC N/A On Grade CB19 FHWA HEC-22 GENERIC N/A On Grade CB3 FHWA HEC-22 GENERIC N/A On Grade CB5 FHWA HEC-22 GENERIC N/A On Sag CB8 FHWA HEC-22 GENERIC N/A On Sag CBMH12 FHWA HEC-22 GENERIC N/A On Sag CBMH13 FHWA HEC-22 GENERIC N/A On Grade CBMH15 FHWA HEC-22 GENERIC N/A On Sag

100 CBMH17 FHWA HEC-22 GENERIC N/A On Grade CBMH18 FHWA HEC-22 GENERIC N/A On Grade CBMH2 FHWA HEC-22 GENERIC N/A On Grade CBMH4 FHWA HEC-22 GENERIC N/A On Grade CBMH6 FHWA HEC-22 GENERIC N/A On Sag CBMH7 FHWA HEC-22 GENERIC N/A On Sag CBMH9 FHWA HEC-22 GENERIC N/A On Sag STMH2 FHWA HEC-22 GENERIC N/A On Sag ********** Roadway and Gutter Summary ********** Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope m/m m/m m/m m cm Bradley_CB CB CB CB CB CB CB CB CB CB CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH STMH ************ Link Summary ************ Link From Node To Node Element Length Slope Manning's ID Type m % Roughness ---- A-BYPASS-1 CBMH2 CBMH4 CHANNEL A-BYPASS-2 CB3 CB5 CONDUIT A-BYPASS-3 CBMH4 CBMH7 CHANNEL A-BYPASS-4 CBMH17 CBMH15 CHANNEL A-BYPASS-5 CB16 CB14 CHANNEL A-BYPASS-6 CBMH13 CB1 CHANNEL A-BYPASS-7 CB14 CB11 CHANNEL A-STM-1 CB1 CBMH2 CONDUIT A-STM-1 CB14 CBMH13 CONDUIT A-STM-11 CBMH13 STMH2 CONDUIT A-STM-12 CB1 STMH2 CONDUIT A-STM-13 STMH2 CBMH12 CONDUIT

101 A-STM-2 CB3 CBMH2 CONDUIT A-STM-3 CBMH2 CBMH4 CONDUIT A-STM-4 CB5 CBMH6 CONDUIT A-STM-5 CBMH6 CBMH4 CONDUIT A-STM-6 CBMH4 CBMH7 CONDUIT A-STM-7 CB16 CBMH17 CONDUIT A-STM-8 CBMH17 CBMH15 CONDUIT A-STM-9 CBMH15 CBMH13 CONDUIT G-BYPASS-1 CBMH18 CBMH7 CHANNEL G-BYPASS-2 CB19 CB8 CHANNEL G-STM-1 CB11 CBMH12 CONDUIT G-STM-2 CBMH12 CBMH18 CONDUIT G-STM-3 CB19 CBMH18 CONDUIT G-STM-4 CBMH18 CBMH9 CONDUIT G-STM-5 CB8 CBMH9 CONDUIT G-STM-6 CBMH9 CBMH7 CONDUIT Link-3 Bradley_CB Out_Bradley CONDUIT POND_1 CBMH7 Pond CONDUIT Pond_Outlet_1 Junction_OrificeOut_Drain(3) CONDUIT Spillway_1 Junction_Weir Out_Drain(4) CHANNEL Orifice Pond Junction_OrificeORIFICE Weir_1 Pond Junction_Weir WEIR ***** Cross Section Summary ***** Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Radius Capacity m m m² m cms A-BYPASS-1 IRREGULAR A-BYPASS-2 CIRCULAR A-BYPASS-3 IRREGULAR A-BYPASS-4 IRREGULAR A-BYPASS-5 IRREGULAR A-BYPASS-6 IRREGULAR A-BYPASS-7 IRREGULAR A-STM-1 CIRCULAR A-STM-1 CIRCULAR A-STM-11 CIRCULAR A-STM-12 CIRCULAR A-STM-13 CIRCULAR A-STM-2 CIRCULAR A-STM-3 CIRCULAR A-STM-4 CIRCULAR

102 .6 A-STM-5 CIRCULAR A-STM-6 CIRCULAR A-STM-7 CIRCULAR A-STM-8 CIRCULAR A-STM-9 CIRCULAR G-BYPASS-1 IRREGULAR G-BYPASS-2 IRREGULAR G-STM-1 CIRCULAR G-STM-2 CIRCULAR G-STM-3 CIRCULAR G-STM-4 CIRCULAR G-STM-5 CIRCULAR G-STM-6 CIRCULAR Link-3 CIRCULAR POND_1 CIRCULAR Pond_Outlet_1 CIRCULAR Spillway_1 RECT_OPEN Transect Summary Transect 6.1 : Hrad: Width:

103 ********** Volume Depth Runoff Quantity Continuity hectare-m mm ********** Total Precipitation Surface Runoff Continuity Error (%) ********** Volume Volume Flow Routing Continuity hectare-m Mliters ********** External Inflow..... External Outflow Initial Stored Volume..... Final Stored Volume Continuity Error (%) ********** Composite Curve Number Computations Report ********** Subbasin 1 /Surface Description (ha) Group CN Road_Allowance.14 B 83. 1/4 acre lots, 38% impervious.54 B 75. Composite & Weighted CN Subbasin 2 /Surface Description (ha) Group CN Road_Allowance.1 B 83. 1/8 acre lots, 65% impervious.9 B 85. Composite & Weighted CN Subbasin 3 /Surface Description (ha) Group CN Road_Allowance.6 B 83. 1/4 acre lots, 38% impervious.2 B 75. Composite & Weighted CN Subbasin 4 /Surface Description (ha) Group CN

104 Road_Allowance.7 B 83. 1/8 acre lots, 65% impervious.19 B 85. Composite & Weighted CN Subbasin 5 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/4 acre lots, 38% impervious.14 B 75. Composite & Weighted CN Subbasin 6 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.11 B 85. Composite & Weighted CN Subbasin 7 /Surface Description (ha) Group CN -.3 B 83. 1/8 acre lots, 65% impervious.7 B 85. Composite & Weighted CN Subbasin 8 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/4 acre lots, 38% impervious.16 B 75. Pasture, grassland, or range, Good.1 B 61. Composite & Weighted CN Subbasin 9 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/4 acre lots, 38% impervious.15 B 75. Composite & Weighted CN Subbasin 1 /Surface Description (ha) Group CN Road_Allowance.2 B 83. Composite & Weighted CN Subbasin 11

105 /Surface Description (ha) Group CN Road_Allowance.9 B 83. 1/4 acre lots, 38% impervious.12 B 75. Composite & Weighted CN Subbasin 12 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.3 B 85. 1/4 acre lots, 38% impervious.11 B 75. Composite & Weighted CN Subbasin 13 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.2 B 85. 1/4 acre lots, 38% impervious.1 B 75. Composite & Weighted CN Subbasin 14 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/8 acre lots, 65% impervious. B 85. 1/3 acre lots, 3% impervious.2 B 72. Composite & Weighted CN Subbasin 15 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.21 B 85. Composite & Weighted CN Subbasin 16 /Surface Description (ha) Group CN Road_Allowance.5 B 83. 1/8 acre lots, 65% impervious.13 B 85. Composite & Weighted CN Subbasin 17 /Surface Description (ha) Group CN

106 Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.2 B 85. Composite & Weighted CN Subbasin 18 /Surface Description (ha) Group CN Road_Allowance.11 B 83. 1/8 acre lots, 65% impervious.1 B 85. 1/3 acre lots, 3% impervious.8 B 72. 1/2 acre lots, 25% impervious.19 B 7. 1 acre lots, 2% impervious.23 B 68. Composite & Weighted CN Subbasin 19 /Surface Description (ha) Group CN 1/8 acre lots, 65% impervious.8 B 85. 1/4 acre lots, 38% impervious.25 B 75. Pasture, grassland, or range, Good.22 B 61. Composite & Weighted CN Subbasin 2 /Surface Description (ha) Group CN Fallow, crop residue, Good.48 B 83. Pasture, grassland, or range, Good.29 B 61. Composite & Weighted CN Subbasin 21 /Surface Description (ha) Group CN Fallow, crop residue, Good.26 B 83. Composite & Weighted CN Subbasin 22 /Surface Description (ha) Group CN Pasture, grassland, or range, Good.54 B 61. 1/4 acre lots, 38% impervious.1 B 75. Composite & Weighted CN Subbasin 23 /Surface Description (ha) Group CN Road_Allowance.1 B 83. 1/4 acre lots, 38% impervious.15 B 75. 1/4 acre lots, 38% impervious.25 A 61. Composite & Weighted CN

107 Subbasin 24 /Surface Description (ha) Group CN Road_Allowance.7 B 83. 1/8 acre lots, 65% impervious.7 B 85. Composite & Weighted CN Subbasin 25 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/4 acre lots, 38% impervious.19 B 75. Composite & Weighted CN Subbasin 26 /Surface Description (ha) Group CN Fallow, crop residue, Good 16.4 B 83. Pasture, grassland, or range, Good 4.69 B 61. Woods & grass combination, Good 7.75 B 58. 1/4 acre lots, 38% impervious.21 B 75. Composite & Weighted CN ******* Subbasin Runoff Summary ******* -- Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration mm mm cms Number days hh:mm:ss :9: :7: :6: :6: :5: :7: :7: :5: :9: :2: :5: :3: :2: :3: :6: :4: :3: :22: :1: :19: :5: :11: :1: :3: :6:12

108 :36:38 -- ** Node Depth Summary ** - Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded m m m days hh:mm ha-mm minutes hh:mm:ss - Junction_Orifice : :: Junction_Weir : :: Out_Bradley : :: Out_Drain(2) : :: Out_Drain(3) : :: Out_Drain(4) : :: Out_South(1) : :: Pond : :: * Node Flow Summary * Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cms cms days hh:mm cms days hh:mm Junction_Orifice JUNCTION..9 6:. Junction_Weir JUNCTION..5 6:. Out_Bradley OUTFALL.7.7 2:3. Out_Drain(2) OUTFALL :. Out_Drain(3) OUTFALL..9 6:. Out_Drain(4) OUTFALL..4 6:. Out_South(1) OUTFALL.7.7 2:39. Pond STORAGE :5. *** Inlet Depth Summary *** --- Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence m m m days hh:mm --- Bradley_CB : CB :32 CB :35 CB :38 CB :41 CB :47 CB :35 CB :31 CB :35 CB :32 CBMH :44 CBMH :39

109 CBMH :37 CBMH :5 CBMH :49 CBMH :38 CBMH :41 CBMH :36 CBMH :49 CBMH :49 STMH :44 ** Inlet Flow Summary ** Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cms cms cms cms % ha-mm minutes Bradley_CB CB CB CB CB CB CB CB CB CB CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH

110 CBMH STMH **** Storage Node Summary **** Storage Node ID Maximum Maximum Time of Max Average Average Maximum Maximum Time of Max. Total Ponded Ponded Ponded Ponded Ponded Storage Node Exfiltration Exfiltration Exfiltrated Volume Volume Volume Volume Volume Outflow Rate Rate Volume 1 m³ (%) days hh:mm 1 m³ (%) cms cmm hh:mm:ss 1 m³ Pond : ::. ******* Outfall Loading Summary ******* Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cms cms Out_Bradley Out_Drain(2) Out_Drain(3) Out_Drain(4) Out_South(1) System * Link Flow Summary * Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm m/sec cms cms Flow Depth minutes A-BYPASS-1 CHANNEL 3: Calculated

111 A-BYPASS-2 CONDUIT 2: Calculated A-BYPASS-3 CHANNEL 3: Calculated A-BYPASS-4 CHANNEL 2: > CAPACITY A-BYPASS-5 CHANNEL 2: FLOODED A-BYPASS-6 CHANNEL 3: Calculated A-BYPASS-7 CHANNEL 2: > CAPACITY A-STM-1 CONDUIT 2: Calculated A-STM-1 CONDUIT 2: Calculated A-STM-11 CONDUIT 2: Calculated A-STM-12 CONDUIT 2: Calculated A-STM-13 CONDUIT 2: Calculated A-STM-2 CONDUIT 2: Calculated A-STM-3 CONDUIT 2: Calculated A-STM-4 CONDUIT 2: Calculated A-STM-5 CONDUIT 2: Calculated A-STM-6 CONDUIT 2: Calculated A-STM-7 CONDUIT 2: Calculated A-STM-8 CONDUIT 2: Calculated A-STM-9 CONDUIT 2: Calculated G-BYPASS-1 CHANNEL 3: Calculated G-BYPASS-2 CHANNEL 2: > CAPACITY G-STM-1 CONDUIT 2: Calculated G-STM-2 CONDUIT 2: Calculated G-STM-3 CONDUIT 2: Calculated G-STM-4 CONDUIT 2: Calculated G-STM-5 CONDUIT 2: Calculated G-STM-6 CONDUIT 2: Calculated Link-3 CONDUIT : Calculated POND_1 CONDUIT 2: Calculated Pond_Outlet_1 CONDUIT 6: Calculated Spillway_1 CHANNEL 6: Calculated Orifice ORIFICE 6:.9 1. Weir_1 WEIR 6:.5.28

112 Highest Flow Instability Indexes Link G-BYPASS-2 (2) Link A-BYPASS-1 (3) Link A-BYPASS-5 (3) Link A-BYPASS-4 (3) Link A-BYPASS-7 (2) Analysis began on: Thu Aug 25 8:31: Analysis ended on: Thu Aug 25 8:31: Total elapsed time: ::1

113 Autodesk Storm and Sanitary Analysis Version (Build 1) - *** Project Description *** File Name Year-Post Storm(23th Aug-216).SPF Analysis Options Flow Units... cms Subbasin Hydrograph Method. SCS TR-2 Time of Concentration... User-Defined Link Routing Method... Hydrodynamic Storage Node Exfiltration.. None Starting Date... AUG :: Ending Date... AUG :: Report Time Step... :5: ************* Element Count ************* Number of rain gages... 1 Number of subbasins Number of nodes Number of links Raingage Summary Gage Data Data Recording ID Source Type Interval Gage-1 25 Year Storm CUMULATIVE 6. min Subbasin Summary Subbasin Total ID hectares

114 ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Inflow m m m² Junction_Orifice JUNCTION Junction_Weir JUNCTION Out_Bradley OUTFALL Out_Drain(2) OUTFALL Out_Drain(3) OUTFALL Out_Drain(4) OUTFALL Out_South(1) OUTFALL Pond STORAGE ************* Inlet Summary ************* Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Water Clogging Number Inlets Elevation Elevation Elevation Factor m m m² m % Bradley_CB FHWA HEC-22 GENERIC N/A On Sag CB1 FHWA HEC-22 GENERIC N/A On Sag CB1 FHWA HEC-22 GENERIC N/A On Sag CB11 FHWA HEC-22 GENERIC N/A On Sag CB14 FHWA HEC-22 GENERIC N/A On Grade CB16 FHWA HEC-22 GENERIC N/A On Grade CB19 FHWA HEC-22 GENERIC N/A On Grade CB3 FHWA HEC-22 GENERIC N/A On Grade CB5 FHWA HEC-22 GENERIC N/A On Sag CB8 FHWA HEC-22 GENERIC N/A On Sag CBMH12 FHWA HEC-22 GENERIC N/A On Sag CBMH13 FHWA HEC-22 GENERIC N/A On Grade CBMH15 FHWA HEC-22 GENERIC N/A On Sag

115 CBMH17 FHWA HEC-22 GENERIC N/A On Grade CBMH18 FHWA HEC-22 GENERIC N/A On Grade CBMH2 FHWA HEC-22 GENERIC N/A On Grade CBMH4 FHWA HEC-22 GENERIC N/A On Grade CBMH6 FHWA HEC-22 GENERIC N/A On Sag CBMH7 FHWA HEC-22 GENERIC N/A On Sag CBMH9 FHWA HEC-22 GENERIC N/A On Sag STMH2 FHWA HEC-22 GENERIC N/A On Sag ********** Roadway and Gutter Summary ********** Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope m/m m/m m/m m cm Bradley_CB CB CB CB CB CB CB CB CB CB CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH STMH ************ Link Summary ************ Link From Node To Node Element Length Slope Manning's ID Type m % Roughness ---- A-BYPASS-1 CBMH2 CBMH4 CHANNEL A-BYPASS-2 CB3 CB5 CONDUIT A-BYPASS-3 CBMH4 CBMH7 CHANNEL A-BYPASS-4 CBMH17 CBMH15 CHANNEL A-BYPASS-5 CB16 CB14 CHANNEL A-BYPASS-6 CBMH13 CB1 CHANNEL A-BYPASS-7 CB14 CB11 CHANNEL A-STM-1 CB1 CBMH2 CONDUIT A-STM-1 CB14 CBMH13 CONDUIT A-STM-11 CBMH13 STMH2 CONDUIT A-STM-12 CB1 STMH2 CONDUIT A-STM-13 STMH2 CBMH12 CONDUIT

116 A-STM-2 CB3 CBMH2 CONDUIT A-STM-3 CBMH2 CBMH4 CONDUIT A-STM-4 CB5 CBMH6 CONDUIT A-STM-5 CBMH6 CBMH4 CONDUIT A-STM-6 CBMH4 CBMH7 CONDUIT A-STM-7 CB16 CBMH17 CONDUIT A-STM-8 CBMH17 CBMH15 CONDUIT A-STM-9 CBMH15 CBMH13 CONDUIT G-BYPASS-1 CBMH18 CBMH7 CHANNEL G-BYPASS-2 CB19 CB8 CHANNEL G-STM-1 CB11 CBMH12 CONDUIT G-STM-2 CBMH12 CBMH18 CONDUIT G-STM-3 CB19 CBMH18 CONDUIT G-STM-4 CBMH18 CBMH9 CONDUIT G-STM-5 CB8 CBMH9 CONDUIT G-STM-6 CBMH9 CBMH7 CONDUIT Link-3 Bradley_CB Out_Bradley CONDUIT POND_1 CBMH7 Pond CONDUIT Pond_Outlet_1 Junction_OrificeOut_Drain(3) CONDUIT Spillway_1 Junction_Weir Out_Drain(4) CHANNEL Orifice Pond Junction_OrificeORIFICE Weir_1 Pond Junction_Weir WEIR ***** Cross Section Summary ***** Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Radius Capacity m m m² m cms A-BYPASS-1 IRREGULAR A-BYPASS-2 CIRCULAR A-BYPASS-3 IRREGULAR A-BYPASS-4 IRREGULAR A-BYPASS-5 IRREGULAR A-BYPASS-6 IRREGULAR A-BYPASS-7 IRREGULAR A-STM-1 CIRCULAR A-STM-1 CIRCULAR A-STM-11 CIRCULAR A-STM-12 CIRCULAR A-STM-13 CIRCULAR A-STM-2 CIRCULAR A-STM-3 CIRCULAR A-STM-4 CIRCULAR

117 .6 A-STM-5 CIRCULAR A-STM-6 CIRCULAR A-STM-7 CIRCULAR A-STM-8 CIRCULAR A-STM-9 CIRCULAR G-BYPASS-1 IRREGULAR G-BYPASS-2 IRREGULAR G-STM-1 CIRCULAR G-STM-2 CIRCULAR G-STM-3 CIRCULAR G-STM-4 CIRCULAR G-STM-5 CIRCULAR G-STM-6 CIRCULAR Link-3 CIRCULAR POND_1 CIRCULAR Pond_Outlet_1 CIRCULAR Spillway_1 RECT_OPEN Transect Summary Transect 6.1 : Hrad: Width:

118 ********** Volume Depth Runoff Quantity Continuity hectare-m mm ********** Total Precipitation Surface Runoff Continuity Error (%) ********** Volume Volume Flow Routing Continuity hectare-m Mliters ********** External Inflow..... External Outflow Initial Stored Volume..... Final Stored Volume Continuity Error (%) ********** Composite Curve Number Computations Report ********** Subbasin 1 /Surface Description (ha) Group CN Road_Allowance.14 B 83. 1/4 acre lots, 38% impervious.54 B 75. Composite & Weighted CN Subbasin 2 /Surface Description (ha) Group CN Road_Allowance.1 B 83. 1/8 acre lots, 65% impervious.9 B 85. Composite & Weighted CN Subbasin 3 /Surface Description (ha) Group CN Road_Allowance.6 B 83. 1/4 acre lots, 38% impervious.2 B 75. Composite & Weighted CN Subbasin 4 /Surface Description (ha) Group CN

119 Road_Allowance.7 B 83. 1/8 acre lots, 65% impervious.19 B 85. Composite & Weighted CN Subbasin 5 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/4 acre lots, 38% impervious.14 B 75. Composite & Weighted CN Subbasin 6 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.11 B 85. Composite & Weighted CN Subbasin 7 /Surface Description (ha) Group CN -.3 B 83. 1/8 acre lots, 65% impervious.7 B 85. Composite & Weighted CN Subbasin 8 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/4 acre lots, 38% impervious.16 B 75. Pasture, grassland, or range, Good.1 B 61. Composite & Weighted CN Subbasin 9 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/4 acre lots, 38% impervious.15 B 75. Composite & Weighted CN Subbasin 1 /Surface Description (ha) Group CN Road_Allowance.2 B 83. Composite & Weighted CN Subbasin 11

120 /Surface Description (ha) Group CN Road_Allowance.9 B 83. 1/4 acre lots, 38% impervious.12 B 75. Composite & Weighted CN Subbasin 12 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.3 B 85. 1/4 acre lots, 38% impervious.11 B 75. Composite & Weighted CN Subbasin 13 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.2 B 85. 1/4 acre lots, 38% impervious.1 B 75. Composite & Weighted CN Subbasin 14 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/8 acre lots, 65% impervious. B 85. 1/3 acre lots, 3% impervious.2 B 72. Composite & Weighted CN Subbasin 15 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.21 B 85. Composite & Weighted CN Subbasin 16 /Surface Description (ha) Group CN Road_Allowance.5 B 83. 1/8 acre lots, 65% impervious.13 B 85. Composite & Weighted CN Subbasin 17 /Surface Description (ha) Group CN

121 Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.2 B 85. Composite & Weighted CN Subbasin 18 /Surface Description (ha) Group CN Road_Allowance.11 B 83. 1/8 acre lots, 65% impervious.1 B 85. 1/3 acre lots, 3% impervious.8 B 72. 1/2 acre lots, 25% impervious.19 B 7. 1 acre lots, 2% impervious.23 B 68. Composite & Weighted CN Subbasin 19 /Surface Description (ha) Group CN 1/8 acre lots, 65% impervious.8 B 85. 1/4 acre lots, 38% impervious.25 B 75. Pasture, grassland, or range, Good.22 B 61. Composite & Weighted CN Subbasin 2 /Surface Description (ha) Group CN Fallow, crop residue, Good.48 B 83. Pasture, grassland, or range, Good.29 B 61. Composite & Weighted CN Subbasin 21 /Surface Description (ha) Group CN Fallow, crop residue, Good.26 B 83. Composite & Weighted CN Subbasin 22 /Surface Description (ha) Group CN Pasture, grassland, or range, Good.54 B 61. 1/4 acre lots, 38% impervious.1 B 75. Composite & Weighted CN Subbasin 23 /Surface Description (ha) Group CN Road_Allowance.1 B 83. 1/4 acre lots, 38% impervious.15 B 75. 1/4 acre lots, 38% impervious.25 A 61. Composite & Weighted CN

122 Subbasin 24 /Surface Description (ha) Group CN Road_Allowance.7 B 83. 1/8 acre lots, 65% impervious.7 B 85. Composite & Weighted CN Subbasin 25 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/4 acre lots, 38% impervious.19 B 75. Composite & Weighted CN Subbasin 26 /Surface Description (ha) Group CN Fallow, crop residue, Good 16.4 B 83. Pasture, grassland, or range, Good 4.69 B 61. Woods & grass combination, Good 7.75 B 58. 1/4 acre lots, 38% impervious.21 B 75. Composite & Weighted CN ******* Subbasin Runoff Summary ******* -- Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration mm mm cms Number days hh:mm:ss :9: :7: :6: :6: :5: :7: :7: :5: :9: :2: :5: :3: :2: :3: :6: :4: :3: :22: :1: :19: :5: :11: :1: :3: :6:12

123 :36:38 -- ** Node Depth Summary ** - Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded m m m days hh:mm ha-mm minutes hh:mm:ss - Junction_Orifice : :: Junction_Weir : :: Out_Bradley : :: Out_Drain(2) : :: Out_Drain(3) : :: Out_Drain(4) : :: Out_South(1) : :: Pond : :: * Node Flow Summary * Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cms cms days hh:mm cms days hh:mm Junction_Orifice JUNCTION..9 6:. Junction_Weir JUNCTION..31 6:. Out_Bradley OUTFALL.1.1 2:3. Out_Drain(2) OUTFALL :54. Out_Drain(3) OUTFALL..9 6:. Out_Drain(4) OUTFALL..31 6:. Out_South(1) OUTFALL :35. Pond STORAGE :48. *** Inlet Depth Summary *** --- Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence m m m days hh:mm --- Bradley_CB : CB :31 CB :34 CB :37 CB :4 CB :45 CB :35 CB :29 CB :34 CB :32 CBMH :44 CBMH :39

124 CBMH :38 CBMH :48 CBMH :48 CBMH :38 CBMH :4 CBMH :39 CBMH :47 CBMH :49 STMH :43 ** Inlet Flow Summary ** Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cms cms cms cms % ha-mm minutes Bradley_CB CB CB CB CB CB CB CB CB CB CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH

125 CBMH STMH **** Storage Node Summary **** Storage Node ID Maximum Maximum Time of Max Average Average Maximum Maximum Time of Max. Total Ponded Ponded Ponded Ponded Ponded Storage Node Exfiltration Exfiltration Exfiltrated Volume Volume Volume Volume Volume Outflow Rate Rate Volume 1 m³ (%) days hh:mm 1 m³ (%) cms cmm hh:mm:ss 1 m³ Pond : ::. ******* Outfall Loading Summary ******* Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cms cms Out_Bradley Out_Drain(2) Out_Drain(3) Out_Drain(4) Out_South(1) System * Link Flow Summary * Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm m/sec cms cms Flow Depth minutes A-BYPASS-1 CHANNEL 3: FLOODED

126 A-BYPASS-2 CONDUIT 2: Calculated A-BYPASS-3 CHANNEL 3: > CAPACITY A-BYPASS-4 CHANNEL 2: Calculated A-BYPASS-5 CHANNEL 2: FLOODED A-BYPASS-6 CHANNEL 2: Calculated A-BYPASS-7 CHANNEL 2: > CAPACITY A-STM-1 CONDUIT 2: Calculated A-STM-1 CONDUIT 2: Calculated A-STM-11 CONDUIT 2: Calculated A-STM-12 CONDUIT 2: Calculated A-STM-13 CONDUIT 2: Calculated A-STM-2 CONDUIT 2: Calculated A-STM-3 CONDUIT 2: Calculated A-STM-4 CONDUIT 2: Calculated A-STM-5 CONDUIT 2: Calculated A-STM-6 CONDUIT 2: Calculated A-STM-7 CONDUIT 2: Calculated A-STM-8 CONDUIT 2: Calculated A-STM-9 CONDUIT 2: Calculated G-BYPASS-1 CHANNEL 2: > CAPACITY G-BYPASS-2 CHANNEL 2: > CAPACITY G-STM-1 CONDUIT 2: Calculated G-STM-2 CONDUIT 2: Calculated G-STM-3 CONDUIT 2: Calculated G-STM-4 CONDUIT 2: Calculated G-STM-5 CONDUIT 2: Calculated G-STM-6 CONDUIT 2: Calculated Link-3 CONDUIT : Calculated POND_1 CONDUIT 2: Calculated Pond_Outlet_1 CONDUIT 6: Calculated Spillway_1 CHANNEL 6: Calculated Orifice ORIFICE 6:.9 1. Weir_1 WEIR 6:.31.61

127 Highest Flow Instability Indexes All links are stable. Analysis began on: Thu Aug 25 8:25: Analysis ended on: Thu Aug 25 8:26: 216 Total elapsed time: ::1

128 Autodesk Storm and Sanitary Analysis Version (Build 1) - *** Project Description *** File Name... 5-Year-Post Storm(23th Aug-216).SPF Analysis Options Flow Units... cms Subbasin Hydrograph Method. SCS TR-2 Time of Concentration... User-Defined Link Routing Method... Hydrodynamic Storage Node Exfiltration.. None Starting Date... AUG :: Ending Date... AUG :: Report Time Step... :5: ************* Element Count ************* Number of rain gages... 1 Number of subbasins Number of nodes Number of links Raingage Summary Gage Data Data Recording ID Source Type Interval Gage-1 5 Year Storm CUMULATIVE 6. min Subbasin Summary Subbasin Total ID hectares

129 ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Inflow m m m² Junction_Orifice JUNCTION Junction_Weir JUNCTION Out_Bradley OUTFALL Out_Drain(2) OUTFALL Out_Drain(3) OUTFALL Out_Drain(4) OUTFALL Out_South(1) OUTFALL Pond STORAGE ************* Inlet Summary ************* Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Water Clogging Number Inlets Elevation Elevation Elevation Factor m m m² m % Bradley_CB FHWA HEC-22 GENERIC N/A On Sag CB1 FHWA HEC-22 GENERIC N/A On Sag CB1 FHWA HEC-22 GENERIC N/A On Sag CB11 FHWA HEC-22 GENERIC N/A On Sag CB14 FHWA HEC-22 GENERIC N/A On Grade CB16 FHWA HEC-22 GENERIC N/A On Grade CB19 FHWA HEC-22 GENERIC N/A On Grade CB3 FHWA HEC-22 GENERIC N/A On Grade CB5 FHWA HEC-22 GENERIC N/A On Sag CB8 FHWA HEC-22 GENERIC N/A On Sag CBMH12 FHWA HEC-22 GENERIC N/A On Sag CBMH13 FHWA HEC-22 GENERIC N/A On Grade CBMH15 FHWA HEC-22 GENERIC N/A On Sag

130 CBMH17 FHWA HEC-22 GENERIC N/A On Grade CBMH18 FHWA HEC-22 GENERIC N/A On Grade CBMH2 FHWA HEC-22 GENERIC N/A On Grade CBMH4 FHWA HEC-22 GENERIC N/A On Grade CBMH6 FHWA HEC-22 GENERIC N/A On Sag CBMH7 FHWA HEC-22 GENERIC N/A On Sag CBMH9 FHWA HEC-22 GENERIC N/A On Sag STMH2 FHWA HEC-22 GENERIC N/A On Sag ********** Roadway and Gutter Summary ********** Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope m/m m/m m/m m cm Bradley_CB CB CB CB CB CB CB CB CB CB CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH STMH ************ Link Summary ************ Link From Node To Node Element Length Slope Manning's ID Type m % Roughness ---- A-BYPASS-1 CBMH2 CBMH4 CHANNEL A-BYPASS-2 CB3 CB5 CONDUIT A-BYPASS-3 CBMH4 CBMH7 CHANNEL A-BYPASS-4 CBMH17 CBMH15 CHANNEL A-BYPASS-5 CB16 CB14 CHANNEL A-BYPASS-6 CBMH13 CB1 CHANNEL A-BYPASS-7 CB14 CB11 CHANNEL A-STM-1 CB1 CBMH2 CONDUIT A-STM-1 CB14 CBMH13 CONDUIT A-STM-11 CBMH13 STMH2 CONDUIT A-STM-12 CB1 STMH2 CONDUIT A-STM-13 STMH2 CBMH12 CONDUIT

131 A-STM-2 CB3 CBMH2 CONDUIT A-STM-3 CBMH2 CBMH4 CONDUIT A-STM-4 CB5 CBMH6 CONDUIT A-STM-5 CBMH6 CBMH4 CONDUIT A-STM-6 CBMH4 CBMH7 CONDUIT A-STM-7 CB16 CBMH17 CONDUIT A-STM-8 CBMH17 CBMH15 CONDUIT A-STM-9 CBMH15 CBMH13 CONDUIT G-BYPASS-1 CBMH18 CBMH7 CHANNEL G-BYPASS-2 CB19 CB8 CHANNEL G-STM-1 CB11 CBMH12 CONDUIT G-STM-2 CBMH12 CBMH18 CONDUIT G-STM-3 CB19 CBMH18 CONDUIT G-STM-4 CBMH18 CBMH9 CONDUIT G-STM-5 CB8 CBMH9 CONDUIT G-STM-6 CBMH9 CBMH7 CONDUIT Link-3 Bradley_CB Out_Bradley CONDUIT POND_1 CBMH7 Pond CONDUIT Pond_Outlet_1 Junction_OrificeOut_Drain(3) CONDUIT Spillway_1 Junction_Weir Out_Drain(4) CHANNEL Orifice Pond Junction_OrificeORIFICE Weir_1 Pond Junction_Weir WEIR ***** Cross Section Summary ***** Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Radius Capacity m m m² m cms A-BYPASS-1 IRREGULAR A-BYPASS-2 CIRCULAR A-BYPASS-3 IRREGULAR A-BYPASS-4 IRREGULAR A-BYPASS-5 IRREGULAR A-BYPASS-6 IRREGULAR A-BYPASS-7 IRREGULAR A-STM-1 CIRCULAR A-STM-1 CIRCULAR A-STM-11 CIRCULAR A-STM-12 CIRCULAR A-STM-13 CIRCULAR A-STM-2 CIRCULAR A-STM-3 CIRCULAR A-STM-4 CIRCULAR

132 .6 A-STM-5 CIRCULAR A-STM-6 CIRCULAR A-STM-7 CIRCULAR A-STM-8 CIRCULAR A-STM-9 CIRCULAR G-BYPASS-1 IRREGULAR G-BYPASS-2 IRREGULAR G-STM-1 CIRCULAR G-STM-2 CIRCULAR G-STM-3 CIRCULAR G-STM-4 CIRCULAR G-STM-5 CIRCULAR G-STM-6 CIRCULAR Link-3 CIRCULAR POND_1 CIRCULAR Pond_Outlet_1 CIRCULAR Spillway_1 RECT_OPEN Transect Summary Transect 6.1 : Hrad: Width:

133 ********** Volume Depth Runoff Quantity Continuity hectare-m mm ********** Total Precipitation Surface Runoff Continuity Error (%) ********** Volume Volume Flow Routing Continuity hectare-m Mliters ********** External Inflow..... External Outflow Initial Stored Volume..... Final Stored Volume Continuity Error (%) ********** Composite Curve Number Computations Report ********** Subbasin 1 /Surface Description (ha) Group CN Road_Allowance.14 B 83. 1/4 acre lots, 38% impervious.54 B 75. Composite & Weighted CN Subbasin 2 /Surface Description (ha) Group CN Road_Allowance.1 B 83. 1/8 acre lots, 65% impervious.9 B 85. Composite & Weighted CN Subbasin 3 /Surface Description (ha) Group CN Road_Allowance.6 B 83. 1/4 acre lots, 38% impervious.2 B 75. Composite & Weighted CN Subbasin 4 /Surface Description (ha) Group CN

134 Road_Allowance.7 B 83. 1/8 acre lots, 65% impervious.19 B 85. Composite & Weighted CN Subbasin 5 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/4 acre lots, 38% impervious.14 B 75. Composite & Weighted CN Subbasin 6 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.11 B 85. Composite & Weighted CN Subbasin 7 /Surface Description (ha) Group CN -.3 B 83. 1/8 acre lots, 65% impervious.7 B 85. Composite & Weighted CN Subbasin 8 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/4 acre lots, 38% impervious.16 B 75. Pasture, grassland, or range, Good.1 B 61. Composite & Weighted CN Subbasin 9 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/4 acre lots, 38% impervious.15 B 75. Composite & Weighted CN Subbasin 1 /Surface Description (ha) Group CN Road_Allowance.2 B 83. Composite & Weighted CN Subbasin 11

135 /Surface Description (ha) Group CN Road_Allowance.9 B 83. 1/4 acre lots, 38% impervious.12 B 75. Composite & Weighted CN Subbasin 12 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.3 B 85. 1/4 acre lots, 38% impervious.11 B 75. Composite & Weighted CN Subbasin 13 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.2 B 85. 1/4 acre lots, 38% impervious.1 B 75. Composite & Weighted CN Subbasin 14 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/8 acre lots, 65% impervious. B 85. 1/3 acre lots, 3% impervious.2 B 72. Composite & Weighted CN Subbasin 15 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.21 B 85. Composite & Weighted CN Subbasin 16 /Surface Description (ha) Group CN Road_Allowance.5 B 83. 1/8 acre lots, 65% impervious.13 B 85. Composite & Weighted CN Subbasin 17 /Surface Description (ha) Group CN

136 Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.2 B 85. Composite & Weighted CN Subbasin 18 /Surface Description (ha) Group CN Road_Allowance.11 B 83. 1/8 acre lots, 65% impervious.1 B 85. 1/3 acre lots, 3% impervious.8 B 72. 1/2 acre lots, 25% impervious.19 B 7. 1 acre lots, 2% impervious.23 B 68. Composite & Weighted CN Subbasin 19 /Surface Description (ha) Group CN 1/8 acre lots, 65% impervious.8 B 85. 1/4 acre lots, 38% impervious.25 B 75. Pasture, grassland, or range, Good.22 B 61. Composite & Weighted CN Subbasin 2 /Surface Description (ha) Group CN Fallow, crop residue, Good.48 B 83. Pasture, grassland, or range, Good.29 B 61. Composite & Weighted CN Subbasin 21 /Surface Description (ha) Group CN Fallow, crop residue, Good.26 B 83. Composite & Weighted CN Subbasin 22 /Surface Description (ha) Group CN Pasture, grassland, or range, Good.54 B 61. 1/4 acre lots, 38% impervious.1 B 75. Composite & Weighted CN Subbasin 23 /Surface Description (ha) Group CN Road_Allowance.1 B 83. 1/4 acre lots, 38% impervious.15 B 75. 1/4 acre lots, 38% impervious.25 A 61. Composite & Weighted CN

137 Subbasin 24 /Surface Description (ha) Group CN Road_Allowance.7 B 83. 1/8 acre lots, 65% impervious.7 B 85. Composite & Weighted CN Subbasin 25 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/4 acre lots, 38% impervious.19 B 75. Composite & Weighted CN Subbasin 26 /Surface Description (ha) Group CN Fallow, crop residue, Good 16.4 B 83. Pasture, grassland, or range, Good 4.69 B 61. Woods & grass combination, Good 7.75 B 58. 1/4 acre lots, 38% impervious.21 B 75. Composite & Weighted CN ******* Subbasin Runoff Summary ******* -- Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration mm mm cms Number days hh:mm:ss :9: :7: :6: :6: :5: :7: :7: :5: :9: :2: :5: :3: :2: :3: :6: :4: :3: :22: :1: :19: :5: :11: :1: :3: :6:12

138 :36:38 -- ** Node Depth Summary ** - Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded m m m days hh:mm ha-mm minutes hh:mm:ss - Junction_Orifice : :: Junction_Weir :59 :: Out_Bradley : :: Out_Drain(2) : :: Out_Drain(3) : :: Out_Drain(4) : :: Out_South(1) : :: Pond :57 :: * Node Flow Summary * Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cms cms days hh:mm cms days hh:mm Junction_Orifice JUNCTION..1 4:58. Junction_Weir JUNCTION..46 4:57. Out_Bradley OUTFALL :29. Out_Drain(2) OUTFALL :55. Out_Drain(3) OUTFALL..1 5:. Out_Drain(4) OUTFALL..46 5:. Out_South(1) OUTFALL :35. Pond STORAGE :47. *** Inlet Depth Summary *** --- Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence m m m days hh:mm --- Bradley_CB : CB :31 CB :33 CB :36 CB :8 CB :45 CB :34 CB :4 CB :34 CB :32 CBMH :43 CBMH :39

139 CBMH :38 CBMH :47 CBMH :47 CBMH :37 CBMH :39 CBMH :39 CBMH :46 CBMH :46 STMH :43 ** Inlet Flow Summary ** Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cms cms cms cms % ha-mm minutes Bradley_CB CB CB CB CB CB CB CB CB CB CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH

140 CBMH STMH **** Storage Node Summary **** Storage Node ID Maximum Maximum Time of Max Average Average Maximum Maximum Time of Max. Total Ponded Ponded Ponded Ponded Ponded Storage Node Exfiltration Exfiltration Exfiltrated Volume Volume Volume Volume Volume Outflow Rate Rate Volume 1 m³ (%) days hh:mm 1 m³ (%) cms cmm hh:mm:ss 1 m³ Pond : ::. ******* Outfall Loading Summary ******* Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cms cms Out_Bradley Out_Drain(2) Out_Drain(3) Out_Drain(4) Out_South(1) System * Link Flow Summary * Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm m/sec cms cms Flow Depth minutes A-BYPASS-1 CHANNEL 2: FLOODED

141 A-BYPASS-2 CONDUIT 2: Calculated A-BYPASS-3 CHANNEL 3: > CAPACITY A-BYPASS-4 CHANNEL 2: Calculated A-BYPASS-5 CHANNEL 2:8 > FLOODED A-BYPASS-6 CHANNEL 2: Calculated A-BYPASS-7 CHANNEL 2: > CAPACITY A-STM-1 CONDUIT 2: Calculated A-STM-1 CONDUIT 2: Calculated A-STM-11 CONDUIT 2: Calculated A-STM-12 CONDUIT 2: Calculated A-STM-13 CONDUIT 2: Calculated A-STM-2 CONDUIT 2: Calculated A-STM-3 CONDUIT 2: Calculated A-STM-4 CONDUIT 2: Calculated A-STM-5 CONDUIT 2: Calculated A-STM-6 CONDUIT 2: Calculated A-STM-7 CONDUIT 2: Calculated A-STM-8 CONDUIT 2: Calculated A-STM-9 CONDUIT 2: Calculated G-BYPASS-1 CHANNEL 2: > CAPACITY G-BYPASS-2 CHANNEL 2: > CAPACITY G-STM-1 CONDUIT 2: Calculated G-STM-2 CONDUIT 2: Calculated G-STM-3 CONDUIT 2: Calculated G-STM-4 CONDUIT 2: Calculated G-STM-5 CONDUIT 2: Calculated G-STM-6 CONDUIT 2: Calculated Link-3 CONDUIT : Calculated POND_1 CONDUIT 2: Calculated Pond_Outlet_1 CONDUIT 5: Calculated Spillway_1 CHANNEL 5: Calculated Orifice ORIFICE 4: Weir_1 WEIR 4:

142 Highest Flow Instability Indexes Link G-BYPASS-2 (27) Link A-BYPASS-1 (14) Link G-BYPASS-1 (1) Link A-BYPASS-3 (6) Link A-BYPASS-4 (4) Analysis began on: Thu Aug 25 8:27: Analysis ended on: Thu Aug 25 8:27: Total elapsed time: < 1 sec

143 Autodesk Storm and Sanitary Analysis Version (Build 1) - *** Project Description *** File Name... 1-Year-Post Storm(23th Aug-216).SPF Analysis Options Flow Units... cms Subbasin Hydrograph Method. SCS TR-2 Time of Concentration... User-Defined Link Routing Method... Hydrodynamic Storage Node Exfiltration.. None Starting Date... AUG :: Ending Date... AUG :: Report Time Step... :5: ************* Element Count ************* Number of rain gages... 1 Number of subbasins Number of nodes Number of links Raingage Summary Gage Data Data Recording ID Source Type Interval Gage-1 1 Year Storm CUMULATIVE 6. min Subbasin Summary Subbasin Total ID hectares

144 ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Inflow m m m² Junction_Orifice JUNCTION Junction_Weir JUNCTION Out_Bradley OUTFALL Out_Drain(2) OUTFALL Out_Drain(3) OUTFALL Out_Drain(4) OUTFALL Out_South(1) OUTFALL Pond STORAGE ************* Inlet Summary ************* Inlet Inlet Manufacturer Inlet Number Catchbasin Inlet Ponded Initial Grate ID Manufacturer Part Location of Invert Rim Water Clogging Number Inlets Elevation Elevation Elevation Factor m m m² m % Bradley_CB FHWA HEC-22 GENERIC N/A On Sag CB1 FHWA HEC-22 GENERIC N/A On Sag CB1 FHWA HEC-22 GENERIC N/A On Sag CB11 FHWA HEC-22 GENERIC N/A On Sag CB14 FHWA HEC-22 GENERIC N/A On Grade CB16 FHWA HEC-22 GENERIC N/A On Grade CB19 FHWA HEC-22 GENERIC N/A On Grade CB3 FHWA HEC-22 GENERIC N/A On Grade CB5 FHWA HEC-22 GENERIC N/A On Sag CB8 FHWA HEC-22 GENERIC N/A On Sag CBMH12 FHWA HEC-22 GENERIC N/A On Sag CBMH13 FHWA HEC-22 GENERIC N/A On Grade CBMH15 FHWA HEC-22 GENERIC N/A On Sag

145 CBMH17 FHWA HEC-22 GENERIC N/A On Grade CBMH18 FHWA HEC-22 GENERIC N/A On Grade CBMH2 FHWA HEC-22 GENERIC N/A On Grade CBMH4 FHWA HEC-22 GENERIC N/A On Grade CBMH6 FHWA HEC-22 GENERIC N/A On Sag CBMH7 FHWA HEC-22 GENERIC N/A On Sag CBMH9 FHWA HEC-22 GENERIC N/A On Sag STMH2 FHWA HEC-22 GENERIC N/A On Sag ********** Roadway and Gutter Summary ********** Inlet Roadway Roadway Roadway Gutter Gutter Gutter ID Longitudinal Cross Manning's Cross Width Depression Slope Slope Roughness Slope m/m m/m m/m m cm Bradley_CB CB CB CB CB CB CB CB CB CB CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH STMH ************ Link Summary ************ Link From Node To Node Element Length Slope Manning's ID Type m % Roughness ---- A-BYPASS-1 CBMH2 CBMH4 CHANNEL A-BYPASS-2 CB3 CB5 CONDUIT A-BYPASS-3 CBMH4 CBMH7 CHANNEL A-BYPASS-4 CBMH17 CBMH15 CHANNEL A-BYPASS-5 CB16 CB14 CHANNEL A-BYPASS-6 CBMH13 CB1 CHANNEL A-BYPASS-7 CB14 CB11 CHANNEL A-STM-1 CB1 CBMH2 CONDUIT A-STM-1 CB14 CBMH13 CONDUIT A-STM-11 CBMH13 STMH2 CONDUIT A-STM-12 CB1 STMH2 CONDUIT A-STM-13 STMH2 CBMH12 CONDUIT

146 A-STM-2 CB3 CBMH2 CONDUIT A-STM-3 CBMH2 CBMH4 CONDUIT A-STM-4 CB5 CBMH6 CONDUIT A-STM-5 CBMH6 CBMH4 CONDUIT A-STM-6 CBMH4 CBMH7 CONDUIT A-STM-7 CB16 CBMH17 CONDUIT A-STM-8 CBMH17 CBMH15 CONDUIT A-STM-9 CBMH15 CBMH13 CONDUIT G-BYPASS-1 CBMH18 CBMH7 CHANNEL G-BYPASS-2 CB19 CB8 CHANNEL G-STM-1 CB11 CBMH12 CONDUIT G-STM-2 CBMH12 CBMH18 CONDUIT G-STM-3 CB19 CBMH18 CONDUIT G-STM-4 CBMH18 CBMH9 CONDUIT G-STM-5 CB8 CBMH9 CONDUIT G-STM-6 CBMH9 CBMH7 CONDUIT Link-3 Bradley_CB Out_Bradley CONDUIT POND_1 CBMH7 Pond CONDUIT Pond_Outlet_1 Junction_OrificeOut_Drain(3) CONDUIT Spillway_1 Junction_Weir Out_Drain(4) CHANNEL Orifice Pond Junction_OrificeORIFICE Weir_1 Pond Junction_Weir WEIR ***** Cross Section Summary ***** Link Shape Depth/ Width No. of Cross Full Flow Design ID Diameter Barrels Sectional Hydraulic Flow Radius Capacity m m m² m cms A-BYPASS-1 IRREGULAR A-BYPASS-2 CIRCULAR A-BYPASS-3 IRREGULAR A-BYPASS-4 IRREGULAR A-BYPASS-5 IRREGULAR A-BYPASS-6 IRREGULAR A-BYPASS-7 IRREGULAR A-STM-1 CIRCULAR A-STM-1 CIRCULAR A-STM-11 CIRCULAR A-STM-12 CIRCULAR A-STM-13 CIRCULAR A-STM-2 CIRCULAR A-STM-3 CIRCULAR A-STM-4 CIRCULAR

147 .6 A-STM-5 CIRCULAR A-STM-6 CIRCULAR A-STM-7 CIRCULAR A-STM-8 CIRCULAR A-STM-9 CIRCULAR G-BYPASS-1 IRREGULAR G-BYPASS-2 IRREGULAR G-STM-1 CIRCULAR G-STM-2 CIRCULAR G-STM-3 CIRCULAR G-STM-4 CIRCULAR G-STM-5 CIRCULAR G-STM-6 CIRCULAR Link-3 CIRCULAR POND_1 CIRCULAR Pond_Outlet_1 CIRCULAR Spillway_1 RECT_OPEN Transect Summary Transect 6.1 : Hrad: Width:

148 ********** Volume Depth Runoff Quantity Continuity hectare-m mm ********** Total Precipitation Surface Runoff Continuity Error (%) ********** Volume Volume Flow Routing Continuity hectare-m Mliters ********** External Inflow..... External Outflow Initial Stored Volume..... Final Stored Volume Continuity Error (%) ********** Composite Curve Number Computations Report ********** Subbasin 1 /Surface Description (ha) Group CN Road_Allowance.14 B 83. 1/4 acre lots, 38% impervious.54 B 75. Composite & Weighted CN Subbasin 2 /Surface Description (ha) Group CN Road_Allowance.1 B 83. 1/8 acre lots, 65% impervious.9 B 85. Composite & Weighted CN Subbasin 3 /Surface Description (ha) Group CN Road_Allowance.6 B 83. 1/4 acre lots, 38% impervious.2 B 75. Composite & Weighted CN Subbasin 4 /Surface Description (ha) Group CN

149 Road_Allowance.7 B 83. 1/8 acre lots, 65% impervious.19 B 85. Composite & Weighted CN Subbasin 5 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/4 acre lots, 38% impervious.14 B 75. Composite & Weighted CN Subbasin 6 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.11 B 85. Composite & Weighted CN Subbasin 7 /Surface Description (ha) Group CN -.3 B 83. 1/8 acre lots, 65% impervious.7 B 85. Composite & Weighted CN Subbasin 8 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/4 acre lots, 38% impervious.16 B 75. Pasture, grassland, or range, Good.1 B 61. Composite & Weighted CN Subbasin 9 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/4 acre lots, 38% impervious.15 B 75. Composite & Weighted CN Subbasin 1 /Surface Description (ha) Group CN Road_Allowance.2 B 83. Composite & Weighted CN Subbasin 11

150 /Surface Description (ha) Group CN Road_Allowance.9 B 83. 1/4 acre lots, 38% impervious.12 B 75. Composite & Weighted CN Subbasin 12 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.3 B 85. 1/4 acre lots, 38% impervious.11 B 75. Composite & Weighted CN Subbasin 13 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.2 B 85. 1/4 acre lots, 38% impervious.1 B 75. Composite & Weighted CN Subbasin 14 /Surface Description (ha) Group CN Road_Allowance.3 B 83. 1/8 acre lots, 65% impervious. B 85. 1/3 acre lots, 3% impervious.2 B 72. Composite & Weighted CN Subbasin 15 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.21 B 85. Composite & Weighted CN Subbasin 16 /Surface Description (ha) Group CN Road_Allowance.5 B 83. 1/8 acre lots, 65% impervious.13 B 85. Composite & Weighted CN Subbasin 17 /Surface Description (ha) Group CN

151 Road_Allowance.4 B 83. 1/8 acre lots, 65% impervious.2 B 85. Composite & Weighted CN Subbasin 18 /Surface Description (ha) Group CN Road_Allowance.11 B 83. 1/8 acre lots, 65% impervious.1 B 85. 1/3 acre lots, 3% impervious.8 B 72. 1/2 acre lots, 25% impervious.19 B 7. 1 acre lots, 2% impervious.23 B 68. Composite & Weighted CN Subbasin 19 /Surface Description (ha) Group CN 1/8 acre lots, 65% impervious.8 B 85. 1/4 acre lots, 38% impervious.25 B 75. Pasture, grassland, or range, Good.22 B 61. Composite & Weighted CN Subbasin 2 /Surface Description (ha) Group CN Fallow, crop residue, Good.48 B 83. Pasture, grassland, or range, Good.29 B 61. Composite & Weighted CN Subbasin 21 /Surface Description (ha) Group CN Fallow, crop residue, Good.26 B 83. Composite & Weighted CN Subbasin 22 /Surface Description (ha) Group CN Pasture, grassland, or range, Good.54 B 61. 1/4 acre lots, 38% impervious.1 B 75. Composite & Weighted CN Subbasin 23 /Surface Description (ha) Group CN Road_Allowance.1 B 83. 1/4 acre lots, 38% impervious.15 B 75. 1/4 acre lots, 38% impervious.25 A 61. Composite & Weighted CN

152 Subbasin 24 /Surface Description (ha) Group CN Road_Allowance.7 B 83. 1/8 acre lots, 65% impervious.7 B 85. Composite & Weighted CN Subbasin 25 /Surface Description (ha) Group CN Road_Allowance.4 B 83. 1/4 acre lots, 38% impervious.19 B 75. Composite & Weighted CN Subbasin 26 /Surface Description (ha) Group CN Fallow, crop residue, Good 16.4 B 83. Pasture, grassland, or range, Good 4.69 B 61. Woods & grass combination, Good 7.75 B 58. 1/4 acre lots, 38% impervious.21 B 75. Composite & Weighted CN ******* Subbasin Runoff Summary ******* -- Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration mm mm cms Number days hh:mm:ss :9: :7: :6: :6: :5: :7: :7: :5: :9: :2: :5: :3: :2: :3: :6: :4: :3: :22: :1: :19: :5: :11: :1: :3: :6:12

153 :36:38 -- ** Node Depth Summary ** - Node Average Maximum Maximum Time of Max Total Total Retention ID Depth Depth HGL Occurrence Flooded Time Time Attained Attained Attained Volume Flooded m m m days hh:mm ha-mm minutes hh:mm:ss - Junction_Orifice :37 :: Junction_Weir :37 :: Out_Bradley : :: Out_Drain(2) : :: Out_Drain(3) :37 :: Out_Drain(4) :37 :: Out_South(1) : :: Pond :35 :: * Node Flow Summary * Node Element Maximum Peak Time of Maximum Time of Peak ID Type Lateral Inflow Peak Inflow Flooding Flooding Inflow Occurrence Overflow Occurrence cms cms days hh:mm cms days hh:mm Junction_Orifice JUNCTION..1 4:35. Junction_Weir JUNCTION..66 4:35. Out_Bradley OUTFALL :29. Out_Drain(2) OUTFALL :54. Out_Drain(3) OUTFALL..1 4:37. Out_Drain(4) OUTFALL..66 4:37. Out_South(1) OUTFALL :34. Pond STORAGE :47. *** Inlet Depth Summary *** --- Inlet Max Gutter Max Gutter Max Gutter Time of ID Spread Water Elev Water Depth Maximum during during during Depth Peak Flow Peak Flow Peak Flow Occurrence m m m days hh:mm --- Bradley_CB : CB :31 CB :35 CB :36 CB :38 CB :44 CB :49 CB :37 CB :34 CB :31 CBMH :42 CBMH :39

154 CBMH :38 CBMH :46 CBMH :45 CBMH :38 CBMH :39 CBMH :38 CBMH :46 CBMH :44 STMH :41 ** Inlet Flow Summary ** Inlet Peak Peak Peak Peak Inlet Total Total ID Flow Lateral Flow Flow Efficiency Flooding Time Flow Intercepted Bypassing during Flooded by Inlet Inlet Peak Flow cms cms cms cms % ha-mm minutes Bradley_CB CB CB CB CB CB CB CB CB CB CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH CBMH

155 CBMH STMH **** Storage Node Summary **** Storage Node ID Maximum Maximum Time of Max Average Average Maximum Maximum Time of Max. Total Ponded Ponded Ponded Ponded Ponded Storage Node Exfiltration Exfiltration Exfiltrated Volume Volume Volume Volume Volume Outflow Rate Rate Volume 1 m³ (%) days hh:mm 1 m³ (%) cms cmm hh:mm:ss 1 m³ Pond : ::. ******* Outfall Loading Summary ******* Outfall Node ID Flow Average Peak Frequency Flow Inflow (%) cms cms Out_Bradley Out_Drain(2) Out_Drain(3) Out_Drain(4) Out_South(1) System * Link Flow Summary * Link ID Element Time of Maximum Length Peak Flow Design Ratio of Ratio of Total Reported Type Peak Flow Velocity Factor during Flow Maximum Maximum Time Condition Occurrence Attained Analysis Capacity /Design Flow Surcharged days hh:mm m/sec cms cms Flow Depth minutes A-BYPASS-1 CHANNEL 5: FLOODED

156 A-BYPASS-2 CONDUIT 2: Calculated A-BYPASS-3 CHANNEL 5: > CAPACITY A-BYPASS-4 CHANNEL 2: > CAPACITY A-BYPASS-5 CHANNEL 2: FLOODED A-BYPASS-6 CHANNEL 2: Calculated A-BYPASS-7 CHANNEL 2: > CAPACITY A-STM-1 CONDUIT 2: Calculated A-STM-1 CONDUIT 2: Calculated A-STM-11 CONDUIT 2: Calculated A-STM-12 CONDUIT 2: Calculated A-STM-13 CONDUIT 2: Calculated A-STM-2 CONDUIT 2: Calculated A-STM-3 CONDUIT 2: Calculated A-STM-4 CONDUIT 2: Calculated A-STM-5 CONDUIT 2: Calculated A-STM-6 CONDUIT 2: Calculated A-STM-7 CONDUIT 2: Calculated A-STM-8 CONDUIT 2: Calculated A-STM-9 CONDUIT 2: Calculated G-BYPASS-1 CHANNEL 2: > CAPACITY G-BYPASS-2 CHANNEL 2: > CAPACITY G-STM-1 CONDUIT 2: Calculated G-STM-2 CONDUIT 2: Calculated G-STM-3 CONDUIT 2: Calculated G-STM-4 CONDUIT 2: Calculated G-STM-5 CONDUIT 2: Calculated G-STM-6 CONDUIT 2: Calculated Link-3 CONDUIT : Calculated POND_1 CONDUIT 2: Calculated Pond_Outlet_1 CONDUIT 4: Calculated Spillway_1 CHANNEL 4: Calculated Orifice ORIFICE 4: Weir_1 WEIR 4:

157 Highest Flow Instability Indexes Link G-BYPASS-2 (34) Link A-BYPASS-1 (18) Link G-BYPASS-1 (13) Link A-BYPASS-3 (1) Link A-BYPASS-4 (4) Analysis began on: Thu Aug 25 8:27: Analysis ended on: Thu Aug 25 8:27: Total elapsed time: ::1

158

159 Gilas Subdivision M Year Stage Storage Discharge Table Time (min) Time (hrs) Depth (m) Volume (m³) Outflow (cms)

160 Gilas Subdivision M Year Stage Storage Discharge Table Time (min) Time (hrs) Depth (m) Volume (m³) Outflow (cms)

161

162 Gilas Subdivision M Year Stage - Storage - Discharge Table Time (min) Time (hrs) Depth (m) Volume (m³) Outflow (cms) Year Stage - Storage - Discharge Table

163 Gilas Subdivision M1313 Time (min) Time (hrs) Depth (m) Volume (m³) Outflow (cms)

164 Gilas Subdivision December 216 Pre-Servicing Report M1313 Drawings DARRYL M. ROBINS CONSULTING INC.

165

166 WI LS ON CR ES. SUBJECT SITE PIN EC T. BRA DLE Y ST REY GRE Y ST. N OSP DOY ART. ST. N EME SIA ST. N LE S T. LEGEND EXISTING PROPERTY LINE PROPOSED PROPERTY LINE PROPOSED WATER MAIN PROPOSED SANITARY SEWER PROPOSED STORM SEWER SANITARY MANHOLE STORM CATCH BASIN MANHOLE CATCH BASIN EXSITING HYDRO POLE FIRE HYDRANT VALVES TOPOGRAPHIC SURVEY COMPLETED BY SMC GEOMATICS IN 213 KEY PLAN IMAGE OBTAINED FROM GREY COUNTY MAPPING. SPILLWAY (OVERFLOW) CAUTION: THE POSITION OF POLE LINES, CONDUITS, WATERMAINS, SEWERS AND OTHER UNDERGROUND AND ABOVE GROUND UTILITIES AND STRUCTURES IS NOT NECESSARILY SHOWN ON THE CONTRACT DRAWINGS, AND, WHERE SHOWN, THE ACCURACY OF THE POSITION OF SUCH UTILITIES AND STRUCTURES IS NOT GUARANTEED. BEFORE STARTING WORK, THE CONTRACTOR SHALL INFORM HIMSELF OF THE EXACT LOCATION OF ALL SUCH UTILITIES AND STRUCTURES, AND SHALL ASSUME ALL LIABILITY FOR DAMAGE TO THEM. HYDRO POLE TO BE RELOCATED DATE REVISION / ISSUE SEAL NOT VALID UNLESS SIGNED AND DATED POND OUTLET DARRYL M. ROBINS CONSULTING INC Highway No. 6, General Delivery Miller Lake, Ontario NH 1Z Phone / Fax: dmrc@dmrconsulting.ca SERVICING PLAN DUNDALK SUBDIVISION BRADLEY STREET DUNDALK, ON CLIENT: CUESTA PLANNING APPROVED: DESIGN: LAS DRAWN: DESIGN ENGINEER DRAWING NO.: LAS CHECK: LAS SCALE: 1:75 DATE: mm/dd/yy 8/24/16 PROJECT NO.: M SS

167 WI LS ON CR ES. SUBJECT SITE PIN EC T. BRA REFER TO THE PRE-DEVELOPMENT PLAN FOR THE FULL LIMITS OF THIS DRAINAGE AREA DLE Y ST REY GRE Y ST. N OSP DOY ART. ST. N EME SIA ST. N LE S T. LEGEND PROPOSED PROPERTY LINE ROAD CENTER LINE EXISTING PROPERTY LINE POST DEVELOPMENT DRAINAGE AREA LIMIT PROPOSED STORM SEWER EXISTING CONTOUR LINE DIRECTIONAL FLOW ARROW PROPOSED CATCH BASIN MANHOLE PROPOSED CATCH BASIN DRAINAGE AREA IDENTIFICATION NO. 5 CURVE NUMBER (CN).5 45 DRAINAGE AREA (Ha) TOPOGRAPHIC SURVEY COMPLETED BY SMC GEOMATICS IN 213. KEY PLAN IMAGE OBTAINED FROM GREY COUNTY MAPPING. CAUTION: THE POSITION OF POLE LINES, CONDUITS, WATERMAINS, SEWERS AND OTHER UNDERGROUND AND ABOVE GROUND UTILITIES AND STRUCTURES IS NOT NECESSARILY SHOWN ON THE CONTRACT DRAWINGS, AND, WHERE SHOWN, THE ACCURACY OF THE POSITION OF SUCH UTILITIES AND STRUCTURES IS NOT GUARANTEED. BEFORE STARTING WORK, THE CONTRACTOR SHALL INFORM HIMSELF OF THE EXACT LOCATION OF ALL SUCH UTILITIES AND STRUCTURES, AND SHALL ASSUME ALL LIABILITY FOR DAMAGE TO THEM. DATE REVISION / ISSUE SEAL NOT VALID UNLESS SIGNED AND DATED DARRYL M. ROBINS CONSULTING INC Highway No. 6, General Delivery Miller Lake, Ontario NH 1Z Phone / Fax: dmrc@dmrconsulting.ca STORMWATER MANAGEMENT PLAN DUNDALK SUBDIVISION BRADLEY STREET DUNDALK, ON CLIENT: CUESTA PLANNING APPROVED: DESIGN: LAS DRAWN: DESIGN ENGINEER DRAWING NO.: MC CHECK: LAS SCALE: 1:75 DATE: mm/dd/yy 8/24/16 PROJECT NO.: M1313 M1313-SWM