308 Lester Street, City of Waterloo Stormwater Management Report

Transcription

1 Final 308 Lester Street, City of Waterloo Stormwater Management Report Prepared for In8 (Sage 9) Developments Inc. by IBI Group October 3, 2016

2 IBI GROUP FINAL 308 Lester Street, City of Waterloo Stormwater Management Report Submitted to In8 (Sage 9) Developments Inc. Document Control Page CLIENT: PROJECT NAME: REPORT TITLE: IBI REFERENCE: VERSION: In8 (Sage 9) Developments Inc. 308 Lester Street, City of Waterloo 308 Lester Street, City of Waterloo Stormwater Management Report DIGITAL MASTER: Documents/5.2 Reports/Stormwater/WTR-SWM docx\ \AK ORIGINATOR: REVIEWER: AUTHORIZATION: CIRCULATION LIST: HISTORY: October 3, 2016

3 IBI GROUP FINAL 308 Lester Street, City of Waterloo Stormwater Management Report Submitted to In8 (Sage 9) Developments Inc. Table of Contents 1 INTRODUCTION EXISTING CONDITIONS PROPOSED CONDITIONS STORMWATER MANAGEMENT Stormwater Quantity Control Stormwater Quality Control Infiltration CONCLUSIONS AND RECOMMENDATIONS... 4 List of Tables Table 1 Rainfall Depths... 2 Table 2: MIDUSS Modelling Variables... 2 Table 3: Peak Discharges... 3 List of Figures Figure 1: Site Location Figure 2: Existing Storm Catchment Areas Figure 3: Proposed Storm Catchment Areas October 3, 2016 i

4 IBI GROUP FINAL 308 Lester Street, City of Waterloo Stormwater Management Report Submitted to In8 (Sage 9) Developments Inc. Table of Contents List of Appendices Appendix A Stormwater Calculations Appendix B MIDUSS Model Output Appendix C Geotechnical Investigation October 3, 2016 ii

5 IBI GROUP FINAL 308 Lester Street, City of Waterloo Stormwater Management Report Submitted to In8 (Sage 9) Developments Inc. 1 INTRODUCTION IBI Group was retained to prepare a Stormwater Management Report in support of an application for a proposed apartment building development located at 308 Lester Street in the City of Waterloo. The ha property is bounded by existing residential development to the north and west (refer to Figure 1). This Report addresses the stormwater management quantity and quality control requirements to accommodate construction of a new building development on the site. 2 EXISTING CONDITIONS The developing property consists of five single lots (308, 312, 314 Lester Street, 116, 118 Hickory Street West) containing residential houses, concrete walkways, asphalt driveways, various sheds, pads and decks, and grass yards. Referring to Figure 2, flows from the existing lots within Area 102 drain overland onto existing residential lots to the north. A portion of the external 114 Hickory Street property (Area 101) drains onto the lots (Area 102). Drainage from Area 103 flows overland toward the west and enters an existing 300mm diameter storm sewer on Lester Street via road catch basins. Flows then continue north toward Columbia Street West. Based on the Geotechnical Investigation completed by Chung & Vander Doelen Engineering Ltd. (included Appendix C), site soils include sand, silty sand, and organic material (which is scheduled for removal), with groundwater levels ranging from 3.2m to 5.8m below existing grade. Based on the soils on site, a CN value of 66 was used for the modelling of pervious areas. 3 PROPOSED CONDITIONS The existing houses will be demolished and replaced with a new residential building, grass and landscaped areas, and parking areas, as shown on Figure 3. Based on the proposed stormwater management design outlined below, runoff from the development will be collected in a site storm sewer and routed to an existing 300mm diameter storm sewer on Lester Street. Stormwater attenuation will be provided on the rooftop using flow control roof drains, with additional attenuation provided underground and on the parking lot surface. Stormwater quality control for parking areas will be provided using Snout oil/grit separator (OGS) units. Based on the relatively high infiltration rate provided in the Geotechnical Investigation (30 mm/hour), active infiltration of roof runoff is proposed in the design. October 3,

6 N FIGURE 1 SITE LOCATION 308 LESTER STREET - SAGE 9 CITY OF WATERLOO SCALE DATE PROJECT No. NTS OCTOBER 3, E IBI GROUP Albert Street Waterloo ON N2L 3V3 Canada tel fax ibigroup.com

7 :300 (m) HICKORY ST. W. LEGEND IBI GROUP Albert Street Waterloo ON N2L 3V3 Canada tel fax ibigroup.com SCALE DATE PROJECT No. 1:300 OCTOBER 3, E CITY OF WATERLOO REGIONAL MUNICIPALITY OF WATERLOO 308 LESTER STREET - SAGE 9 APARTMENT BUILDING EXISTING STORM CATCHMENT AREAS FIGURE 2

8 :300 (m) LEGEND HICKORY ST. W. IBI GROUP Albert Street Waterloo ON N2L 3V3 Canada tel fax ibigroup.com SCALE DATE PROJECT No. 1:300 OCTOBER 3, E CITY OF WATERLOO REGIONAL MUNICIPALITY OF WATERLOO 308 LESTER STREET - SAGE 9 APARTMENT BUILDING PROPOSED STORM CATCHMENT AREAS FIGURE 3

9 IBI GROUP FINAL 308 Lester Street, City of Waterloo Stormwater Management Report Submitted to In8 (Sage 9) Developments Inc. 4 STORMWATER MANAGEMENT The stormwater management criteria for this development are based on the requirements of the City of Waterloo. The requirements include: Stormwater quantity controls are required for the site to control the proposed conditions peak flows from the site to the existing conditions levels for 2, 5, and 100 year storm events; Active infiltration of rooftop runoff should be provided if soil and groundwater conditions permit; and Stormwater quality controls are to be provided for the site to a Normal Protection Level. 4.1 Stormwater Quantity Control Three-hour duration Chicago style storms derived from City of Waterloo IDF curves were used for the stormwater management modelling. The total depths of rainfall for the modelled storms are indicated in Table 1. Table 1 Rainfall Depths RETURN EVENT STORM DURATION (HOURS) RAINFALL DEPTH (MM) 2 Year Year Year The existing and proposed conditions have been modelled using MIDUSS, in accordance with City guidelines. Modelling variables are summarized in Table 2. Table 2: MIDUSS Modelling Variables CATCHMENT DESCRIPTION AREA (HA) LENGTH (M) GRADIENT IMPERV. (%) MANNING PERVIOUS ID (%) N CN EXISTING CONDITIONS 101 Lot (External) Lots Lots Total PROPOSED CONDITIONS 101 Lot (External) Parking/Grass Roof Roof Roof Roof Landscaped Total Rooftop attenuation will be provided using Zurn Control-Flo roof drains (or approved equivalent) for roof area 202, 203, and 204, and the roof areas will outlet to an infiltration trench and then to the proposed site storm sewer. Additional attenuation will be provided underground in a clear stone storage trench and on the parking lot surface at CBMH2, with a 60mm orifice opening at October 3,

10 IBI GROUP FINAL 308 Lester Street, City of Waterloo Stormwater Management Report Submitted to In8 (Sage 9) Developments Inc. the outlet pipe of CBMH2 providing flow control. The site storm sewer will outlet to the existing 300mm diameter storm sewer on Lester Street. An overland flow route will be provided from the parking area to Lester Street at the driveway entrance for major storm events. The rooftop and underground/parking lot stage-storage-discharge calculations are included in Appendix A, and details are provided on the engineering drawings. The existing and proposed peak flows from the site are summarized in Table 3, and the MIDUSS model output is included in Appendix B. Table 3: Peak Discharges RETURN EVENT EXISTING CONDITIONS PROPOSED CONDITIONS PEAK DISCHARGE (M 3 /S) PEAK DISCHARGE (M 3 /S) Draining To Lester Street 2 Year Year Year Draining To Rear Yard 2 Year Year Year As indicted in Table 3, the proposed design will result in no increase in the 2, 5, and 100 year peak flows from the site. The 2 year storm volume (43 m 3 ) will be stored underground to minimize frequent nuisance flooding, and the ponding in the parking lot area will be less than 0.30m in depth during the 100 year storm event. 4.2 Stormwater Quality Control Snout OGS units will be installed at the outlet of CBMH2 and CBMH3 to provide stormwater quality control for flows generated from the parking lot area. The Snout OGS units are appropriate for this development given the relatively small impervious parking lot drainage area (1285 m 2 ). The units should be inspected and cleaned regularly (once every 12 months) as per the manufacturer s specifications. 4.3 Infiltration The first 25mm of runoff from the proposed roof area will be routed to a clear stone infiltration facility to provide recharge to groundwater. The Geotechnical Investigation prepared by CVD Engineering Ltd. (included in Appendix C) indicates that native soils adjacent to the proposed building in the area of BH2 and BH4 include sand, and this type of soil can support active infiltration measures. An infiltration rate of 30mm/hour has been used for the calculations as recommended by CVD Engineering Ltd. Sizing calculations are included in Appendix A, and details of the infiltration facility are included on the engineering drawings. October 3,

11 IBI GROUP FINAL 308 Lester Street, City of Waterloo Stormwater Management Report Submitted to In8 (Sage 9) Developments Inc. 5 CONCLUSIONS AND RECOMMENDATIONS This Report demonstrates that stormwater attenuation using rooftop storage, and underground and parking lot surface storage will control peak flows to existing levels for the 2, 5, and 100 year storms. Stormwater quality will be addressed by routing parking areas through Snout OGS units. The first 25mm of rooftop runoff will be routed to an infiltration facility to provide groundwater recharge. We trust the foregoing is satisfactory and will allow you to review and approve the Stormwater Management Report and engineering drawings for this development. If you have any questions or require additional information please contact the undersigned. All of which is respectfully submitted. IBI GROUP Andy Kroess, M.Eng., P.Eng. October 3,

12 IBI GROUP FINAL 308 Lester Street, City of Waterloo Stormwater Management Report Submitted to In8 (Sage 9) Developments Inc. Appendix A Stormwater Calculations October 3, 2016 A-1

13 Lester Street, City of Waterloo Existing and Proposed Drainage Areas Existing Areas Description Area Area % (m 3 ) (ha) Impervious Total Area % Area 101 Building/Driveway/Walkway Grass Total % Area 102 Building/Driveway/Walkway Grass Total % Area 103 Building/Driveway/Walkway Grass Total % Proposed Areas Description Area Area % (m 3 ) (ha) Impervious Total Area % Area 101 Building/Driveway/Walkway Grass Total % Area 201 Asphalt/Concrete Building Grass Total % Area 202 Asphalt/Concrete Building Grass Total % Area 203 Asphalt/Concrete Building Grass Total % Area 204 Asphalt/Concrete Building Grass Total % Area 205 Asphalt/Concrete Building Grass Total % Area 206 Asphalt/Concrete Building Grass Total % IBI Group 10/3/2016

14 Lester Street, City of Waterloo Area 202 Roof Stage-Storage-Discharge Relationship Total Rooftop Area = 1338 (m 2 ) Number of Roof Drains = 5 Roof Cell Area = (m 2 ) The Lengh of a Cell Side* = (m) Maximum Ponding Depth = (m) Total Number of Nothes per Drain = 1 Depth Depth Base Area Cell Volume Total Volume Notch Discharge** Total Discharge (inch) (m) (m 2 ) (m 3 ) (m 3 ) (m 3 /s) (m 3 /s) * - assumed that the cell is square ** - notch discharge given as 0.38 l/s/notch/inch of head (from Zurn Control-Flo Roof Drainage System Technical Catalogue) IBI Group 10/3/2016

15 Lester Street, City of Waterloo Area 203 Roof Stage-Storage-Discharge Relationship Total Rooftop Area = 162 (m 2 ) Number of Roof Drains = 1 Roof Cell Area = (m 2 ) The Lengh of a Cell Side* = (m) Maximum Ponding Depth = (m) Total Number of Nothes per Drain = 1 Depth Depth Base Area Cell Volume Total Volume Notch Discharge** Total Discharge (inch) (m) (m 2 ) (m 3 ) (m 3 ) (m 3 /s) (m 3 /s) * - assumed that the cell is square ** - notch discharge given as 0.38 l/s/notch/inch of head (from Zurn Control-Flo Roof Drainage System Technical Catalogue) IBI Group 10/3/2016

16 Lester Street, City of Waterloo Area 204 Roof Stage-Storage-Discharge Relationship Total Rooftop Area = 50 (m 2 ) Number of Roof Drains = 1 Roof Cell Area = 50.0 (m 2 ) The Lengh of a Cell Side* = 7.07 (m) Maximum Ponding Depth = (m) Total Number of Nothes per Drain = 1 Depth Depth Base Area Cell Volume Total Volume Notch Discharge** Total Discharge (inch) (m) (m 2 ) (m 3 ) (m 3 ) (m 3 /s) (m 3 /s) * - assumed that the cell is square ** - notch discharge given as 0.38 l/s/notch/inch of head (from Zurn Control-Flo Roof Drainage System Technical Catalogue) IBI Group 10/3/2016

17 Lester Street, City of Waterloo Area 202 Underground Trench & Surface Stage-Storage-Discharge Relationship Orifice # 1 Orifice Invert = m (@ CBMH2 outlet) Trench # 1 Storage Orifice Radius = m Tank Invert = m Orifice Diameter = 60 mm Tank Obvert = m Orifice Centreline = m Length = m Orifice Coefficient = 0.6 Width = 6.00 m Orifice Area = m 2 Depth = 0.50 m Voids = 0.40 Overflow (@ CBMH4 Grate) Storage = m 3 /m Weir Crest Elevation = m Total Storage = m 3 Weir Length = 2.50 m Weir Coefficient = 1.6 Depth Elevation Orifice # 1 Flow Weir Flow Total Flow Trench # 1 Storage Surface Storage Total Storage Description (m) (m) (m 3 /s) (m 3 /s) (m 3 /s) (m 3 ) (m 3 ) (m 3 ) Orifice #1 Invert Trench # 1 Invert Trench # 2 Obvert Top of Grate CBMH Spill Elevation Orifice equation: Q = C o x A x (2 x g x h) 0.5 where: A = orifice area (m 2 ) Weir equation: Q = C w x L x (H) 3/2 g = m/s 2 h = head above c/l of orifice (m) L = weir length (m) H = head above weir (m) IBI Group 10/3/2016

18 Lester Street, City of Waterloo CALCULATIONS FOR INFILTRATION TRENCH A- PROPOSED ROOFTOP AREA Drainage area= 1600 m 2 Area of roof (Areas ) Infiltration trench Storage requirement= 25.0 mm Depth of rainfall n= 0.40 Porosity of clear stone * * * * * * * * * * * * * * * * Required storage volume= m 3 * * * Clear stone required= m 3 * * * L * * * * * * L= m Width of trench * * * W= 6.00 m Length of trench * * * D= 1.00 m Depth of trench * * * * * * * * * * * * * * * * * Actual storage volume= m 3 * * * Actual stone volume= m 3 * * * D * clear stone * * * * * t= 48 hrs retention time * * * P= cm/s infiltration rate * * * * * * * * * * * * * * * * 30 mm/hr W Required A= m 2 from MOE 2003 Actual bottom A= m 2 Actual retention time= hrs (includes overflow to storm sewer) IBI Group 10/3/2016

19 IBI GROUP FINAL 308 Lester Street, City of Waterloo Stormwater Management Report Submitted to In8 (Sage 9) Developments Inc. Appendix B MIDUSS Model Output October 3, 2016 B-1

20 39802.OUT Output File (4.7) OUT opened :59 Units used are defined by G = are MAXDT MAXHYD & DTMIN values Licensee: PLANNING INITIATIVES LTD 6 line(s) of comment ******** * APARTMENT BUILDING * * 308 LESTER STREET, CITY OF WATERLOO * * IBI GROUP * * SEPTEMBER 2016 * ******** 4 line(s) of comment * 2 YEAR CHICAGO STORM * * CITY OF WATERLOO IDF PARAMETERS * 2 STORM 1 1=Chicago;2=Huff;3=User;4=Cdn1hr;5=Historic Coefficient a Constant b (min).882 Exponent c.400 Fraction to peak r Duration ó 180 min mm Total depth 3 IMPERVIOUS 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.013 Manning "n" SCS Curve No or C.100 Ia/S Coefficient.518 Initial Abstraction *********** * EXISTING CONDITIONS * *********** * * AREA 103 * * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.250 Manning "n" SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total ******* * TOTAL FLOW TO LESTER STREET * ******* 15 ADD RUNOFF c.m/s 14 START 1 1=Zero; 2=Define * Page 1

21 39802.OUT * AREA 101 * * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.250 Manning "n" SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s * * AREA 102 * * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.250 Manning "n" SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total *** * TOTAL FLOW TO REAR YARD * *** 15 ADD RUNOFF c.m/s 14 START 1 1=Zero; 2=Define *********** * PROPOSED CONDITIONS * *********** * * AREA 101 * * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.250 Manning "n" Page 2

22 39802.OUT SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s 9 ROUTE.000 Conduit Length.000 No Conduit defined.000 Zero lag.000 Beta weighting factor.000 Routing timestep 0 No. of sub-reaches c.m/s 17 COMBINE 500 Junction Node No c.m/s 14 START 1 1=Zero; 2=Define * AREA 202 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.013 Manning "n" SCS Curve No or C.000 Ia/S Coefficient.518 Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s **** * BUILDING ROOFTOP STORAGE * **** 10 POND 7 Depth - Discharge - Volume sets Peak Outflow =.007 c.m/s Maximum Depth =.094 metres Maximum Storage = 17. c.m c.m/s 17 COMBINE 500 Junction Node No c.m/s 14 START 1 1=Zero; 2=Define Page 3

23 39802.OUT * AREA 203 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.013 Manning "n" SCS Curve No or C.000 Ia/S Coefficient.518 Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s **** * BUILDING ROOFTOP STORAGE * **** 10 POND 7 Depth - Discharge - Volume sets Peak Outflow =.001 c.m/s Maximum Depth =.085 metres Maximum Storage = 1. c.m c.m/s 17 COMBINE 500 Junction Node No c.m/s 14 START 1 1=Zero; 2=Define * AREA 204 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.013 Manning "n" SCS Curve No or C.000 Ia/S Coefficient.518 Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s **** * BUILDING ROOFTOP STORAGE * Page 4

24 39802.OUT **** 10 POND 7 Depth - Discharge - Volume sets Peak Outflow =.001 c.m/s Maximum Depth =.058 metres Maximum Storage = 0. c.m c.m/s 17 COMBINE 500 Junction Node No c.m/s 14 START 1 1=Zero; 2=Define * AREA 205 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.013 Manning "n" SCS Curve No or C.000 Ia/S Coefficient.518 Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s 9 ROUTE.000 Conduit Length.000 No Conduit defined.000 Zero lag.000 Beta weighting factor.000 Routing timestep 0 No. of sub-reaches c.m/s 17 COMBINE 500 Junction Node No c.m/s 18 CONFLUENCE 500 Junction Node No c.m/s * AREA 201 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat Page 5

25 39802.OUT.250 Manning "n" SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s * * ROUTE THROUGH STORAGE * * 10 POND 13 Depth - Discharge - Volume sets Peak Outflow =.007 c.m/s Maximum Depth = metres Maximum Storage = 44. c.m c.m/s 17 COMBINE 600 Junction Node No c.m/s 14 START 1 1=Zero; 2=Define * AREA 206 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.250 Manning "n" SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s 9 ROUTE.000 Conduit Length.000 No Conduit defined.000 Zero lag.000 Beta weighting factor.000 Routing timestep 0 No. of sub-reaches c.m/s 17 COMBINE Page 6

26 39802.OUT 600 Junction Node No c.m/s ******** * TOTAL FLOW TO LESTER STREET * ******** 18 CONFLUENCE 600 Junction Node No c.m/s 14 START 1 1=Zero; 2=Define 4 line(s) of comment * 5 YEAR CHICAGO STORM * * CITY OF WATERLOO IDF PARAMETERS * 2 STORM 1 1=Chicago;2=Huff;3=User;4=Cdn1hr;5=Historic Coefficient a Constant b (min).895 Exponent c.400 Fraction to peak r Duration ó 180 min mm Total depth 3 IMPERVIOUS 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.013 Manning "n" SCS Curve No or C.100 Ia/S Coefficient.518 Initial Abstraction *********** * EXISTING CONDITIONS * *********** * * AREA 103 * * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.250 Manning "n" SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total ******* * TOTAL FLOW TO LESTER STREET * ******* 15 ADD RUNOFF c.m/s 14 START 1 1=Zero; 2=Define * Page 7

27 39802.OUT * AREA 101 * * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.250 Manning "n" SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s * * AREA 102 * * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.250 Manning "n" SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total *** * TOTAL FLOW TO REAR YARD * *** 15 ADD RUNOFF c.m/s 14 START 1 1=Zero; 2=Define *********** * PROPOSED CONDITIONS * *********** * * AREA 101 * * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.250 Manning "n" Page 8

28 39802.OUT SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s 9 ROUTE.000 Conduit Length.000 No Conduit defined.000 Zero lag.000 Beta weighting factor.000 Routing timestep 0 No. of sub-reaches c.m/s 17 COMBINE 500 Junction Node No c.m/s 14 START 1 1=Zero; 2=Define * AREA 202 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.013 Manning "n" SCS Curve No or C.000 Ia/S Coefficient.518 Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s **** * BUILDING ROOFTOP STORAGE * **** 10 POND 7 Depth - Discharge - Volume sets Peak Outflow =.008 c.m/s Maximum Depth =.112 metres Maximum Storage = 28. c.m c.m/s 17 COMBINE 500 Junction Node No c.m/s 14 START 1 1=Zero; 2=Define Page 9

29 39802.OUT * AREA 203 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.013 Manning "n" SCS Curve No or C.000 Ia/S Coefficient.518 Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s **** * BUILDING ROOFTOP STORAGE * **** 10 POND 7 Depth - Discharge - Volume sets Peak Outflow =.002 c.m/s Maximum Depth =.103 metres Maximum Storage = 3. c.m c.m/s 17 COMBINE 500 Junction Node No c.m/s 14 START 1 1=Zero; 2=Define * AREA 204 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.013 Manning "n" SCS Curve No or C.000 Ia/S Coefficient.518 Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s **** * BUILDING ROOFTOP STORAGE * Page 10

30 39802.OUT **** 10 POND 7 Depth - Discharge - Volume sets Peak Outflow =.001 c.m/s Maximum Depth =.077 metres Maximum Storage = 0. c.m c.m/s 17 COMBINE 500 Junction Node No c.m/s 14 START 1 1=Zero; 2=Define * AREA 205 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.013 Manning "n" SCS Curve No or C.000 Ia/S Coefficient.518 Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s 9 ROUTE.000 Conduit Length.000 No Conduit defined.000 Zero lag.000 Beta weighting factor.000 Routing timestep 0 No. of sub-reaches c.m/s 17 COMBINE 500 Junction Node No c.m/s 18 CONFLUENCE 500 Junction Node No c.m/s * AREA 201 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat Page 11

31 39802.OUT.250 Manning "n" SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s * * ROUTE THROUGH STORAGE * * 10 POND 13 Depth - Discharge - Volume sets Peak Outflow =.008 c.m/s Maximum Depth = metres Maximum Storage = 70. c.m c.m/s 17 COMBINE 600 Junction Node No c.m/s 14 START 1 1=Zero; 2=Define * AREA 206 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.250 Manning "n" SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s 9 ROUTE.000 Conduit Length.000 No Conduit defined.000 Zero lag.000 Beta weighting factor.000 Routing timestep 0 No. of sub-reaches c.m/s 17 COMBINE Page 12

32 39802.OUT 600 Junction Node No c.m/s ******** * TOTAL FLOW TO LESTER STREET * ******** 18 CONFLUENCE 600 Junction Node No c.m/s 14 START 1 1=Zero; 2=Define 4 line(s) of comment * 100 YEAR CHICAGO STORM * * CITY OF WATERLOO IDF PARAMETERS * 2 STORM 1 1=Chicago;2=Huff;3=User;4=Cdn1hr;5=Historic Coefficient a Constant b (min).956 Exponent c.400 Fraction to peak r Duration ó 180 min mm Total depth 3 IMPERVIOUS 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.013 Manning "n" SCS Curve No or C.100 Ia/S Coefficient.518 Initial Abstraction *********** * EXISTING CONDITIONS * *********** * * AREA 103 * * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.250 Manning "n" SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total ******* * TOTAL FLOW TO LESTER STREET * ******* 15 ADD RUNOFF c.m/s 14 START 1 1=Zero; 2=Define * Page 13

33 39802.OUT * AREA 101 * * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.250 Manning "n" SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s * * AREA 102 * * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.250 Manning "n" SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total *** * TOTAL FLOW TO REAR YARD * *** 15 ADD RUNOFF c.m/s 14 START 1 1=Zero; 2=Define *********** * PROPOSED CONDITIONS * *********** * * AREA 101 * * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.250 Manning "n" Page 14

34 39802.OUT SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s 9 ROUTE.000 Conduit Length.000 No Conduit defined.000 Zero lag.000 Beta weighting factor.000 Routing timestep 0 No. of sub-reaches c.m/s 17 COMBINE 500 Junction Node No c.m/s 14 START 1 1=Zero; 2=Define * AREA 202 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.013 Manning "n" SCS Curve No or C.000 Ia/S Coefficient.518 Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s **** * BUILDING ROOFTOP STORAGE * **** 10 POND 7 Depth - Discharge - Volume sets Peak Outflow =.011 c.m/s Maximum Depth =.149 metres Maximum Storage = 65. c.m c.m/s 17 COMBINE 500 Junction Node No c.m/s 14 START 1 1=Zero; 2=Define Page 15

35 39802.OUT * AREA 203 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.013 Manning "n" SCS Curve No or C.000 Ia/S Coefficient.518 Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s **** * BUILDING ROOFTOP STORAGE * **** 10 POND 7 Depth - Discharge - Volume sets Peak Outflow =.002 c.m/s Maximum Depth =.137 metres Maximum Storage = 6. c.m c.m/s 17 COMBINE 500 Junction Node No c.m/s 14 START 1 1=Zero; 2=Define * AREA 204 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.013 Manning "n" SCS Curve No or C.000 Ia/S Coefficient.518 Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s **** * BUILDING ROOFTOP STORAGE * Page 16

36 39802.OUT **** 10 POND 7 Depth - Discharge - Volume sets Peak Outflow =.002 c.m/s Maximum Depth =.104 metres Maximum Storage = 1. c.m c.m/s 17 COMBINE 500 Junction Node No c.m/s 14 START 1 1=Zero; 2=Define * AREA 205 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.013 Manning "n" SCS Curve No or C.000 Ia/S Coefficient.518 Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s 9 ROUTE.000 Conduit Length.000 No Conduit defined.000 Zero lag.000 Beta weighting factor.000 Routing timestep 0 No. of sub-reaches c.m/s 17 COMBINE 500 Junction Node No c.m/s 18 CONFLUENCE 500 Junction Node No c.m/s * AREA 201 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat Page 17

37 39802.OUT.250 Manning "n" SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s * * ROUTE THROUGH STORAGE * * 10 POND 13 Depth - Discharge - Volume sets Peak Outflow =.023 c.m/s Maximum Depth = metres Maximum Storage = 121. c.m c.m/s 17 COMBINE 600 Junction Node No c.m/s 14 START 1 1=Zero; 2=Define * AREA 206 * 4 CATCHMENT ID No.ó Area in hectares Length (PERV) metres Gradient (%) Per cent Impervious Length (IMPERV).000 %Imp. with Zero Dpth 1 Option 1=SCS CN/C; 2=Horton; 3=Green-Ampt; 4=Repeat.250 Manning "n" SCS Curve No or C.100 Ia/S Coefficient Initial Abstraction 1 Option 1=Trianglr; 2=Rectanglr; 3=SWM HYD; 4=Lin. Reserv c.m/s C perv/imperv/total 15 ADD RUNOFF c.m/s 9 ROUTE.000 Conduit Length.000 No Conduit defined.000 Zero lag.000 Beta weighting factor.000 Routing timestep 0 No. of sub-reaches c.m/s 17 COMBINE Page 18

38 39802.OUT 600 Junction Node No c.m/s ******** * TOTAL FLOW TO LESTER STREET * ******** 18 CONFLUENCE 600 Junction Node No c.m/s 20 MANUAL Page 19

39 IBI GROUP FINAL 308 Lester Street, City of Waterloo Stormwater Management Report Submitted to In8 (Sage 9) Developments Inc. Appendix C Geotechnical Investigation October 3, 2016 C-1

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