FUNCTIONAL SITE SERVICING REPORT

Transcription

1 FUNCTIONAL SITE SERVICING REPORT CANADA INC. LIMOGES MIXED-USE SUBDIVISION The Nation Municipality United Counties of Prescott & Russell October 2017 Prepared for: CANADA INC. 98 Lois Street Gatineau, Québec J8Y 3R7 Prepared by: J.L. RICHARDS & ASSOCIATES LIMITED Consulting Engineers, Architects & Planners 864 Lady Ellen Place Ottawa, Ontario K1Z 5M2 JLR 27046

2 FUNCTIONAL SITE SERVICING REPORT CANADA INC. LIMOGES MIXED-USE SUBDIVISION - TABLE OF CONTENTS - PAGE 1.0 INTRODUCTION General Property Description and Proposed Development GEOTECHNICAL CONSIDERATIONS WATER SERVICING WASTEWATER SERVICING STORM SERVICING AND STORMWATER MANAGEMENT Background Servicing Criteria Pre-development Hydrological Model Pre-development Model Parameters Pre-development Simulation Results Proposed Storm Servicing and SWM Approach Quantity Control Quality Control Post-Development Hydrological Model Post-Development Model Parameters Post-Development Model Results Water Quality Control Calculations SUMMARY OF SERVICING LIST OF TABLES - Table 1: Hydrant Flow Testing Data... 2 Table 2: Conceptual Peak Flow Calculations for Limoges Mixed-Use Subdivision... 4 Table 3: Pre-Development Peak Flows... 7 Table 4: Post-Development Peak Flows... 9 Table 5: Dry Ponds Characteristics Figure 1: Location Plan Figure 2: Pre-Development Drainage Plan Figure 3: Post-Development Drainage Plan - LIST OF FIGURES - JLR October 2017 i J.L. Richards & Associates Limited

3 FUNCTIONAL SITE SERVICING REPORT CANADA INC. LIMOGES MIXED-USE SUBDIVISION APPENDIX A APPENDIX B APPENDIX C APPENDIX D APPENDIX E - LIST OF APPENDICES - Draft Plan of Subdivision Existing Calypso Street Plan & Profile HNA Boundary Condition, Model Results and Conceptual Fire Flow Calculation PCSWMM Model Results Water Quality Calculations - LIST OF DRAWINGS - CS1 CG1 Conceptual Servicing Plan Conceptual Grading Plan JLR October 2017 ii J.L. Richards & Associates Limited

4 FUNCTIONAL SITE SERVICING REPORT CANADA INC. LIMOGES MIXED-USE SUBDIVISION 1.0 INTRODUCTION 1.1 General Canada Inc., herein referred to as the Owner, has retained the services of J.L. Richards & Associates Limited (JLR) to proceed with the functional design of municipal infrastructure for their mixed-use development known as the Limoges Subdivision, located in the Nation Municipality, part of the United Counties of Prescott and Russell. This Functional Servicing Report outlines the design objectives and criteria, servicing constraints and strategies for developing the subject lands with water, wastewater, storm and stormwater management services. 1.2 Property Description and Proposed Development The proposed subdivision is sited on a ± 15 ha parcel of land that is bounded by Limoges Road (County Road No. 5) to the west, Calypso Street (formerly Route 300) to the north, the Provincial Highway 417 off-ramp to the south and an existing commercial development and private residence to the east, refer to the Location Plan in Figure 1. The legal description of the subject property is Part of Lot 30, Concession 4, (Geographic Township of Cambridge) The Nation Municipality, Country of Russell, as indicated on the Draft Plan of Subdivision provided in Appendix A. The subject site currently consists of undeveloped fallow agricultural land that generally slopes in a southerly direction towards existing ditches alongside Limoges Road and the Highway 417 off-ramp. The Owner proposes to develop the subject site to include industrial and commercial mixed-uses. The proposed development will include two public right-of-ways (ROW): Street No. 1 which will extend southerly from Calypso Street and terminate in a cul-desac, and Street No. 2 which will extend easterly from Street No. 1 and connect to the adjacent commercial property. The proposed site also includes a public stormwater management block and four (4) private development blocks, as shown on the Draft Plan of Subdivision in Appendix A. 2.0 GEOTECHNICAL CONSIDERATIONS Based on the findings of a preliminary geotechnical investigation carried out in 2015, Paterson Group (Paterson) recommended a maximum permissible grade raise range between 0.6 m to 1.2 m throughout the site. A grading concept, as shown on the JLR October J.L. Richards & Associates Limited

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6 Canada Inc. Functional Site Servicing Report Limoges Mixed-Use Subdivision Conceptual Grading Plan (Drawing CG1), was developed to minimize grade raises throughout the site. Grades were set based on a minimum longitudinal slope of 0.30%, and the ROW cross section shown on the Conceptual Site Servicing Plan (Drawing CS1). Although the conceptual grading was developed to minimize grade raises, they are anticipated to range between 1.0 m to 1.7 m at the future slab on grade buildings. Most building are, therefore, expected to exceed the preliminary grade raise restriction identified by Paterson. Consequently, light-weight fill or a pre-loading program or a combination of both are anticipated to be required and will be confirmed by Paterson based on additional geotechnical investigation work being carried out in fall WATER SERVICING Potable water will be supplied to the subject site by two (2) watermain connections to the existing 300 mm diameter watermain along Calypso Street, refer to Appendix B for existing Plan & Profile Drawing. A third connection is also proposed to the existing 200 mm diameter watermain located on the adjacent commercial property to the east of the subject site. This watermain connection at Street No. 2 is proposed to increase the fire flow availabilities for the southern portion of the proposed development as well as provide system redundancy for the entire development. A hydraulic network analysis (HNA) was conducted using the WaterCAD software platform to assess the performance of the conceptual watermain network shown on Drawing CS1. To simulate the hydraulic characteristics of the existing distribution system, hydrant flow testing data was utilized. This flow test was completed on May 12, 2016 at the existing hydrant located at the intersection of Limoges Road and Calypso Street (refer to Appendix C for May 19, correspondence). Converting the recorded pressures obtained at the hydrant (expressed in psi) to an equivalent head in metres, the following head and flows indicated in Table 1 below were calculated. The information summarized in Table 1 was used as the boundary condition in the WaterCAD model as it reflects the hydraulic characteristics of the existing water distribution system. Table 1: Hydrant Flow Testing Data Flow (L/s) Pressure (psi) Head (m) m m m m JLR October J.L. Richards & Associates Limited

7 Canada Inc. Functional Site Servicing Report Limoges Mixed-Use Subdivision The water demands assigned for the Limoges Subdivision to the WaterCAD nodes were calculated based on the proposed development land use and the 2008 MOECC Design Guidelines for Drinking-Water Systems. Average demands of 35,000 L/day/ha and 28,000 L/day/ha were utilized for the industrial and commercial land uses, respectively. Similarly, peaking factors in accordance with the 2008 MOECC Design Guidelines were applied to the average theoretical demands to obtain the maximum day and peak hour demands. The simulation results under peak hour demands indicate that the conceptual 200 mm diameter watermain network, as shown on the Conceptual Site Servicing Plan (Drawing CS1), will satisfy the minimum pressure requirement of 276 kpa (40 psi) prescribed in the 2008 MOECC Design Guidelines. Results of the preliminary HNA are provided in Appendix C. The maximum day plus fire flow condition was also evaluated with the model. The fire flow availabilities were found to range between 80 L/s and 103 L/s while maintaining a minimum pressure of 140 kpa (20 psi) throughout the system. Under this condition, there would be a minimum flow of 80 L/s at the southern limit of the ROW. A conceptual fire flow demand calculation was carried out for a typical industrial lot in accordance with the Fire Protection Water Supply Guideline for Part 3 in the Ontario Building Code (Office of the Fire Marshall Guideline). Based on the assumptions made for a typical industrial building (i.e., building has 30% lot coverage, a low-risk occupancy and is constructed of fire resistive materials), the simulation results for the on-site watermains will provide adequate fire flow (refer to calculation provided in Appendix C ). Alternatively, if at detailed design the assumed parameters vary such that the available fire flow does not meet the fire flow requirement per the Ontario Building Code (OBC), then buildings with automated sprinklers could be implemented to decrease the fire flow requirements. Alternatively, fire trucks could be used to supplement the fire flow availability of the on-site watermains. It is proposed that the HNA be further refined and water servicing specifics such as hydrant spacing and watermain looping be addressed at the engineering detailed design stage. 4.0 WASTEWATER SERVICING Wastewater flows generated within the subject site will be conveyed to the existing 200 mm diameter gravity sanitary sewer located along Calypso Street (refer to the plan & profile provided in Appendix B ). This existing gravity sewer, in turn, conveys wastewater flows to an existing pumping station, located on Calypso Street, ± 340 m east of Limoges Road. This pumping station then delivers wastewater flows to a forcemain that ultimately discharges to an existing sewage lagoon. Wastewater JLR October J.L. Richards & Associates Limited

8 Canada Inc. Functional Site Servicing Report Limoges Mixed-Use Subdivision generated by the proposed development will be conveyed to the 200 mm diameter outlet on Calypso Street via three (3) independent 200 mm diameter sanitary sewers, as shown on Drawing CS1. Due to the relatively shallow depth of the existing Calypso Street sanitary sewer and the anticipated grade raise restrictions on the subject site, it is anticipated that a wastewater pump station will be required at approximately 170 m south of Calypso Street to convey wastewater from the southerly, low-lying portion of the site, to the outlet sanitary sewer. Based on the conceptual grades shown on Drawing CG1 and targeting a minimum 2.0 m cover over the sanitary sewers, a minimum slope of 0.32% (in accordance with the MOECC Design Guidelines for Sewage works), invert elevations at the pump station of m (south inlet) and m (west inlet) and m (north outlet) are anticipated. A theoretical peak wastewater flow was calculated for the Limoges Subdivision based on the proposed development land use. Average daily flow rates of 35,000 L/ha and 28,000 L/ha were used to calculated the theoretical wastewater flows for industrial and commercial developments, respectively. These theoretical unit rates are consistent with the MOECC Design Guidelines for Drinking-Water Systems. Table 2 below summarizes the theoretical peak flows for the development. Table 2: Conceptual Peak Flow Calculations for Limoges Mixed-Use Subdivision Land Use Population (1) Area Industrial ha Commercial ha Average Flow Rate 35,000 L/ha/day 28,000 L/ha/day Peaking Factor Peak Flow Infiltration Flow (1) Total Flow L/s 2.2 L/s 8.5 L/s L/s 1.8 L/s 5.0 L/s ROWs ha L/s 0.3 L/s TOTAL THEORETICAL PEAK FLOW: 13.8 L/s (1) Based on 0.28 L/s/ha infiltration allowance which is consistent with the City of Ottawa Sewer Design Guidelines. Based on the aforementioned parameters and current proposed land use, a peak flow of 13.8 L/s was calculated for the conceptual development. The theoretical peak flow will be further reviewed at detailed design once additional details are available regarding the proposed development. It is also anticipated that the Municipality will confirm the allocated reserve capacity for the subject site to the outlet sanitary sewer on Calypso Street. JLR October J.L. Richards & Associates Limited

9 Canada Inc. Functional Site Servicing Report Limoges Mixed-Use Subdivision It is noted that the 200 mm diameter sanitary sewer on Calypso Street has a maximum free flowing capacity of 21.6 L/s based on the slope of 0.40%, as per the plan & profile provided in Appendix B. At detailed design, should the calculated peak flow for the development exceed the allocated peak flow for the site, then alternative wastewater servicing options may be required such as the use of septic or sewage holding tanks. 5.0 STORM SERVICING AND STORMWATER MANAGEMENT 5.1 Background As mentioned in Section 1.2 of this Report, the subject site generally drains in a southerly direction towards existing ditches adjacent to the Highway 417 off-ramp and Limoges Road. Based on the topographical survey completed by Annis O Sullivan and Vollebekk Ltd. (AOV) during the spring of 2016, the on-site runoff is conveyed by two (2) existing ditches that discharge to two (2) existing outlet culverts: i) a circular culvert that appears to cross under Limoges Road, herein referred to as the Limoges Road outlet, and ii) a concrete box culvert, which appears to cross under the Highway 417, herein referred to as the Highway 417 outlet. Additional survey work will be completed in advance of the detailed design stage to confirm the outlet locations and existing drainage patterns to these two culverts. 5.2 Servicing Criteria The following summarizes the stormwater design criteria for the Limoges Subdivision: Stormwater quantity control to be provided so that the post-development peak flow during the 1:2 year to the 1:100 year recurrences are limited to those under pre-development conditions, in accordance with MOECC Stormwater Planning and Design Manual (SMPDM) and Design Guidelines for Sewage Works, herein referred to as the Design Guidelines. Quality control to be provided to meet a Ministry of the Environment and Climate Change (MOECC) Enhanced Level of Protection (i.e., minimum 80% total suspended solids (TSS) removal), as discussed at the pre-consultation meeting on February 17, Open ditches and storm sewers to be sized using the Rational Method based on rainfall intensities calculated based on the City of Ottawa Intensity-Duration- Frequency (ldf) curve provided in the City of Ottawa Sewer Design Guidelines. JLR October J.L. Richards & Associates Limited

10 Canada Inc. Functional Site Servicing Report Limoges Mixed-Use Subdivision Runoff coefficients (C-factors) for the development calculated in accordance with the MTO Drainage Management Manual. Maximum street/parking lot ponding depth of 300 mm as per the Design Guidelines. 5.3 Pre-development Hydrological Model A hydrological model was developed in the PCSWMM platform to evaluate the predevelopment peak flows during the 1:2 year to the 1:100 year design storm events. The selection of hydrological parameters is described in Section Pre-development Model Parameters Based on topography, runoff generated by 4.11 ha of the site currently outlets to the Limoges Road outlet while the remainder ha discharge to the Highway 417 outlet, as shown on the Pre-development Drainage Plan in Figure 2. The SCS Curve Number (CN) methodology was used to simulate the infiltration and runoff response of these drainage areas. A review of aerial mapping indicated that under the existing condition, there are no impervious surfaces across the subject site. The modified CN* value was, therefore, used in the model to assess infiltration losses. The CN values were calculated using a weighted average based on hydrological soil groups from the Ontario Ministry of Agriculture, Food and Rural Affairs (OMAFRA) and Ontario Geological Survey (OGS) mapping, and land cover as per the aerial photography. A CN value for the site of 80 and a modified value of 79 were selected based on the Hydrological Soil Group (HSG) B and row crop agricultural land use cover, and the MTO Drainage Manual Design Chart The overland time to peak was estimated by PCSWMM based on the sub-catchment s overland flow paths and sub-catchment s width parameter. The width parameter (W) was taken as: 2 1 Where L is the length of the main channel, A is the area of the sub-catchment and Am is the larger of the two areas either side of the main channel. The use of Am accounts for JLR October J.L. Richards & Associates Limited

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12 Canada Inc. Functional Site Servicing Report Limoges Mixed-Use Subdivision the skew of a given catchment area. Other parameters included in the model are as follows: NPerv Manning s roughness n of pervious areas value of 0.25 used to represent overland sheet flow across short grasses; Dstore Imperv Initial sbstraction component value of 1.57 mm based on the City of Ottawa Sewer Design Guidelines for impervious cover where occurring; Dstore Perv Initial abstraction for the pervious surfaces value based on the CN value of the subcatchment where: For CN x S For CN x S For CN x S For CN > x S Storage (S) within each subcatchment calculated by PCSWMM based on the SCS relationship: S = 25400/CN Pre-development Simulation Results Hydrological simulations were first carried out to identify the critical distribution for the subject site. Based on those simulations, the 3-hour Chicago storm distribution was identified as the critical storm distribution for the site in terms of peak flow rates. Predevelopment peak flows were, therefore, simulated under 1:2 year and 1:100 year for the 3 hour Chicago design storms. Pre-development simulation results are summarized in Table 3 below, refer to Appendix D for model output files. Table 3: Pre-Development Peak Flows Outlet 1:2 year Peak Flow (L/s) 1:100 year Peak Flow (L/s) Limoges Road Outlet Highway 417 Outlet At detailed design, it is recommended that peak flows be evaluated for recurrences between the 1:2 year and 1:100 year. JLR October J.L. Richards & Associates Limited

13 Canada Inc. Functional Site Servicing Report Limoges Mixed-Use Subdivision 5.4 Proposed Storm Servicing and SWM Approach Quantity Control Servicing of the subject site will consist of a roadside ditch system that will convey runoff to two (2) dry pond facilities before discharging to the two (2) existing culvert outlets. The geometry of the proposed ditches along the 20.0 m wide ROW is shown on the cross section on Drawing CS1. The two (2) dry ponds will be equipped with inlet control devices (ICDs) to restrict post-development peak flows to pre-development levels. The dry ponds will store stormwater in excess of the allowable pre-development release rates. Post-development drainage areas were delineated and are presented on Figure 3. Runoff generated by approximately 3.5 ha will to be conveyed westerly towards the proposed privately owned dry pond at the western limit of the subdivision before discharging, at a restricted release rate, to the existing the Limoges culvert outlet. Runoff from approximately 11.9 ha will be conveyed southerly towards the proposed public dry pond at the southern limit of the subdivision before discharging to the Highway 417 Outlet Quality Control Servicing of the site will need to incorporate water quality measures in order to satisfy the enhanced level of protection (TSS removal of 80%). It is proposed that quality control be provided by individual privately-owned water quality units (i.e., Stormceptor or Vortechs) for each storm sewer service lateral. Quality control for the ROW will be provided by means of infiltration along the roadside ditches, which will be vegetated and underlain by clear stone and a perforated pipe wrapped in filter cloth. Since on-site and conveyance control Best Management Practices (BMPs) are proposed, runoff discharging to one of the two (2) dry ponds will meet the enhanced protection level. 5.5 Post-Development Hydrological Model Post-Development Model Parameters In addition to the parameters used in the pre-development simulation, the following parameters were used in the post-development PCSWMM model: NImperv Manning s roughness n of impervious areas value of used to represent asphalt and concrete surfaces where occurring; JLR October J.L. Richards & Associates Limited

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15 Canada Inc. Functional Site Servicing Report Limoges Mixed-Use Subdivision Percent impervious was based on the weighted average runoff coefficients calculated for similar commercial and industrial developments. It was assumed that the value reflecting the impervious level will be representative of the area once developed; The curve number was modified from the pre-development conditions to reflect more efficient man-made pervious areas that are less conducive to infiltration. On this basis, a CN of 80 was used, which in turn yielded a modified CN* of 81. It should be noted that the CN value is only applied to the pervious areas in the model; The pervious depression storage value for the post development condition reflects the CN value and was set to 6.4 mm based on the formula in Section 5.3.1; and Since the flow paths will be channelized and follow the road network, their length with be shorter when compared to the pre-development conditions. Hence, the width parameter was computed as the area divided by the flow path length Post-Development Model Results The response of the subject site under post-development was assessed under the 3- hour Chicago 1:2 year and 1:100 year storm events. The post-development simulation results are summarized in the following table: Outlet Table 4: Post-Development Peak Flows 1:2 year Uncontrolled Release (l/s) 1:2 year Controlled Release (l/s) 1:100 year Uncontrolled Release (l/s) 1:100 year Controlled Release (l/s) Limoges Road , Highway 417 1, , As shown in the above table, the proposed stormwater management dry ponds will limit the post-development peak flows to pre-development levels during both the 1:2 year to 1:100 year events. This will be achieved at both ponds by two (2) outlet storm sewers equipped with ICDs, which were combined with a broad crested weir structure. At each pond outlet, one ICD will control frequent storm events (i.e., the 1:2 year storm) while the other ICD and broad crested weir will control events that exceed the 1:2 year up to the 1:100 year event. In terms of pond volume, the critical storm event was identified as the 12-hour SCS Type II distribution. The conceptual pond characteristics for both dry ponds during the 1:100 year 12-hour SCS Type II storm are summarized in Table 5 below. JLR October J.L. Richards & Associates Limited

16 Canada Inc. Functional Site Servicing Report Limoges Mixed-Use Subdivision Table 5: Dry Ponds Characteristics Dry Pond Characteristics Limoges Road Outlet Highway 417 Outlet Maximum Pond Depth (m) Pond Water Surface Area (m²) 2,000 7,400 Maximum Pond Volume (m³) 1,340 5,815 Pond Invert (m) Outlet Orifice #1 Elev. (m) Outlet Orifice #1 Size (mm) Outlet Orifice #2 Elev. (m) Outlet Orifice #2 Size (mm) Outlet Weir Elevation (m) Outlet Weir Width (m) The above-noted configurations were found to meet pre-development conditions. It is proposed that the above-noted configurations be re-evaluated at the detailed design stage based on the design constraints identified at that time Water Quality Control Calculations The imperviousness level for the ROWs has been calculated at 58% based on the crosssection presented on Drawing CS1. As per Table 3.2 of the MOECC s SWMPDM, to achieve 80% TSS removal with infiltration for an area with an imperviousness of 70%, a storage volume of 35 m 3 /ha is required. Based on a ROW area of 1.12 ha, 39 m 3 of storage volume is required to achieve 80% TSS removal. The proposed perforated pipe system with a clear stone envelope provides a total available storage volume of 130 m 3 thereby satisfying the MOECC criterion. Detailed water quality calculations are included in Appendix E. The remainder of the site will require individual privately owned water quality units, which will be sized by the owner s engineer to achieve 80% TSS removal. 6.0 SUMMARY OF SERVICING This Report presents the functional servicing strategy for the Owner s Limoges Mixed- Use subdivision. The functional servicing strategy is as follows: Potable water for domestic use and fire protection will be provided by an on-site 200 mm diameter watermain distribution system that will be fed by the existing 300 mm diameter watermain along Calypso Street. It is proposed to provide JLR October J.L. Richards & Associates Limited

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18 A P P E N D I X A DRAFT PLAN OF SUBDIVISION

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20 A P P E N D I X B CALYPSO STREET PLAN AND PROFILE DRAWING

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22 A P P E N D I X C HNA BOUNDARY CONDITIONS, MODEL RESULTS & CONCEPTUAL FIRE FLOW CALCULATIONS

23 Derrick Upton, P.Eng. Associate Senior Civil Engineer J.L. Richards & Associates Limited 864 Lady Ellen Place, Ottawa, ON K1Z 5M2 Tel: Fax: From: Airoldi, Luc Sent: May 19, :25 AM To: Derrick Upton; Guylain Laflèche Cc: 'Doug Renaud'; 'Nicholas Pigeon'; Marc Rivet; Roy, Denis; Marc Legault Subject: RE: Brigil projet de développement et stormwater management Hi Derrick, 1) Static pressure 64 PSI 2) With one pitot pressure Static pressure on hydrant one (Calypso road corner Limoges Road) 40 PSI Dynamic pressure on hydrant two (Calypso road near the entry of By-Town Lumber) 33 PSI ( 960 US Gal) 3) With two pitots pressure on same Static pressure on hydrant one (Calypso road corner Limoges Road) 35 PSI Dynamic pressure on hydrant two (Calypso road near the entry of By-Town Lumber) 20 PSI ( 750 US Gal) x 2 pitot = US Gal. For the dynamic pressure we are waiting than all pump start (5-10 minutes) to have the max flow. It s a small system. The test was done May 12 at 10 am, the pressure (flow) can change with the demand, again it s a small system. Regards 2

24 LUC AIROLDI, Chef d'équipe / Team leader Exploitation Simo 1200, St-Martin Ouest Laval (Québec) Canada H7S 2E4 Cell F C luc.airoldi@simo.qc.ca De : Derrick Upton [mailto:dupton@jlrichards.ca] Envoyé : 10 mai :07 À : Airoldi, Luc; Guylain Laflèche Cc : jlrivard@brigil.com; 'Doug Renaud'; 'Nicholas Pigeon'; Marc Rivet; Roy, Denis Objet : RE: Brigil projet de développement et stormwater management Luc, Can you please confirm when the hydrant testing will be completed as per the comments attached and provided on April 19/16. Regards, 3

25 Brigil Limoges Subdivision Peak Hour J m 367 kpa P mm J m 386 kpa J m 368 kpa P mm Ex. Hydrant m J m 368 kpa PMP m P-10 P mm 297 mm P mm J-10 Color Coding Legend Pipe: Diameter (mm) J m 373 kpa P mm J m 372 kpa J m 376 kpa P mm J m 378 kpa P mm m 394 kpa J m 403 kpa <= 204 <= 297 J m 378 kpa Other

26 Brigil Limoges Subdivision Maximum Day + Fire Flow J-3 95 L/s 394 kpa P mm J-9 96 L/s 413 kpa J-2 98 L/s 395 kpa P mm Ex. Hydrant m J L/s 395 kpa PMP m P-10 P mm 297 mm P mm J-10 P mm J-5 93 L/s 400 kpa P mm 88 L/s 422 kpa Color Coding Legend Pipe: Diameter (mm) J-4 92 L/s 400 kpa J-6 86 L/s 404 kpa P mm J-8 84 L/s 406 kpa J L/s 432 kpa <= 204 <= 297 J-7 80 L/s 406 kpa Other

27 J.L. RICHARDS & ASSOCIATES LIMITED :12 PM Fire Flow Calculation (per OFM/OBC Guidelines) Type of Structure: Industrial (Low Hazard F-3) A= Area of structure considered (1214 m 2 = 30% lot coverage) One storey building in height (6 m) Combustible with fire-restiance ratings per of the OBC Exposure: 0 m, 0 m, 0 m Needs a Water Supply Evaluation Q= = Required fire flow (litres) L = K V S tot "K" - Water Supply Coefficient from Table 1 K = 22 Assume F-3 - Low Hazard Industrial Occupancy With fire reistance ratings "V" - Total building volume in cubic meters V = m 3 Assumes 30% of 1 acre lot coverage "S tot " - total of spatial coefficient values S tot = 1.0 Fire Flow Requirement = 4500 L/min 990 IGPM 75 L/s FILENAME: P:\20555\CIVIL\WATERCAD\Copy of FIRE_CALC_OFMOBC_com.xls No_Sprinkler

28 A P P E N D I X D PCSWMM MODEL RESULTS

29 CANADA INC. Pre-Development Model 1:100 yr 3hr Chicago Storm Limoges Mixed-Use Subdivision EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build ) ************* Element Count ************* Number of rain gages... 1 Number of subcatchments... 2 Number of nodes... 2 Number of links... 0 Number of pollutants... 0 Number of land uses... 0 **************** Raingage Summary **************** Data Recording Name Data Source Type Interval CHI_3hr_100 CHI_3hr_100 INTENSITY 5 min. ******************** Subcatchment Summary ******************** Name Area Width %Imperv %Slope Rain Gage Outlet E CHI_3hr_100 OF-1 E CHI_3hr_100 OF-2 ************ Node Summary ************ Invert Max. Ponded External Name Type Elev. Depth Area Inflow OF-1 OUTFALL OF-2 OUTFALL ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units... CMS Process Models: Rainfall/Runoff... YES RDII... NO Snowmelt... NO Groundwater... NO Flow Routing... NO Water Quality... NO Infiltration Method... CURVE_NUMBER Starting Date... 01/01/ :00:00 Ending Date... 01/02/ :00:00 Antecedent Dry Days Report Time Step... 00:01:00 Wet Time Step... 00:05:00 Dry Time Step... 00:05:00 ************************** Volume Depth Runoff Quantity Continuity hectare-m mm ************************** Total Precipitation Evaporation Loss Infiltration Loss Surface Runoff Final Storage Continuity Error (%) ************************** Volume Volume Flow Routing Continuity hectare-m 10^6 ltr ************************** Dry Weather Inflow Wet Weather Inflow Groundwater Inflow RDII Inflow External Inflow External Outflow Flooding Loss Evaporation Loss Exfiltration Loss Initial Stored Volume Final Stored Volume Continuity Error (%) *************************** Subcatchment Runoff Summary *************************** Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment mm mm mm mm mm 10^6 ltr CMS E E Analysis begun on: Fri Sep 01 11:19: Analysis ended on: Fri Sep 01 11:19: Total elapsed time: < 1 sec JLR September J.L. Richards & Associates Limited

30 CANADA INC. Post Development Model 1:100 yr 3hr Chicago Storm Limoges Mixed-Use Subdivision EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build ) ************* Element Count ************* Number of rain gages... 1 Number of subcatchments... 7 Number of nodes... 8 Number of links Number of pollutants... 0 Number of land uses... 0 **************** Raingage Summary **************** Data Recording Name Data Source Type Interval CHI_3hr_100 CHI_3hr_100 INTENSITY 5 min. ******************** Subcatchment Summary ******************** Name Area Width %Imperv %Slope Rain Gage Outlet P CHI_3hr_100 PND-1 P CHI_3hr_100 PND-2 S CHI_3hr_100 J1 S CHI_3hr_100 J2 S CHI_3hr_100 PND-1 S CHI_3hr_100 PND-2 S CHI_3hr_100 PND-2 ************ Node Summary ************ Invert Max. Ponded External Name Type Elev. Depth Area Inflow J1 JUNCTION J2 JUNCTION OF-1 JUNCTION OF-2 JUNCTION OF1 OUTFALL OF-10 OUTFALL PND-1 STORAGE PND-2 STORAGE ************ Link Summary ************ Name From Node To Node Type Length %Slope Roughness C1 J1 J2 CONDUIT C2 J2 PND-2 CONDUIT C3 OF-1 OF-10 CONDUIT C4 OF-2 OF1 CONDUIT OR_PND-2 PND-2 OF-2 ORIFICE OR1 PND-1 OF-1 ORIFICE OR2 PND-2 OF-2 ORIFICE OR3 PND-1 OF-1 ORIFICE W_PND-1 PND-1 OF-1 WEIR W_PND-2 PND-2 OF-2 WEIR ********************* Cross Section Summary ********************* Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Rad. Width Barrels Flow C1 TRAPEZOIDAL C2 TRAPEZOIDAL C3 TRAPEZOIDAL C4 TRAPEZOIDAL ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units... CMS Process Models: Rainfall/Runoff... YES RDII... NO Snowmelt... NO Groundwater... NO Flow Routing... YES Ponding Allowed... NO Water Quality... NO Infiltration Method... CURVE_NUMBER Flow Routing Method... DYNWAVE Starting Date... 01/01/ :00:00 Ending Date... 01/02/ :00:00 Antecedent Dry Days Report Time Step... 00:01:00 Wet Time Step... 00:05:00 Dry Time Step... 00:05:00 Routing Time Step sec Variable Time Step... YES Maximum Trials... 8 Number of Threads... 1 Head Tolerance m ************************** Volume Depth Runoff Quantity Continuity hectare-m mm ************************** Total Precipitation Evaporation Loss Infiltration Loss Surface Runoff Final Storage Continuity Error (%) ************************** Volume Volume Flow Routing Continuity hectare-m 10^6 ltr ************************** Dry Weather Inflow Wet Weather Inflow Groundwater Inflow RDII Inflow External Inflow External Outflow Flooding Loss Evaporation Loss Exfiltration Loss Initial Stored Volume JLR September J.L. Richards & Associates Limited

31 CANADA INC. Post Development Model 1:100 yr 3hr Chicago Storm Limoges Mixed-Use Subdivision Final Stored Volume Continuity Error (%) *************************** Time-Step Critical Elements *************************** None ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 0.50 sec Average Time Step : 1.00 sec Maximum Time Step : 1.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.00 Percent Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment mm mm mm mm mm 10^6 ltr CMS P P S S S S S ****************** Node Depth Summary ****************** Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Meters Meters Meters days hr:min Meters J1 JUNCTION : J2 JUNCTION : OF-1 JUNCTION : OF-2 JUNCTION : OF1 OUTFALL : OF-10 OUTFALL : PND-1 STORAGE : PND-2 STORAGE : ******************* Node Inflow Summary ******************* Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CMS CMS days hr:min 10^6 ltr 10^6 ltr Percent J1 JUNCTION : J2 JUNCTION : OF-1 JUNCTION : OF-2 JUNCTION : OF1 OUTFALL : OF-10 OUTFALL : PND-1 STORAGE : PND-2 STORAGE : ********************** Node Surcharge Summary ********************** No nodes were surcharged. ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 m3 Full Loss Loss 1000 m3 Full days hr:min CMS PND : PND : *********************** Outfall Loading Summary *********************** Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CMS CMS 10^6 ltr OF OF System ******************** Link Flow Summary ******************** Maximum Time of Max Maximum Max/ Max/ Flow Occurrence Veloc Full Full Link Type CMS days hr:min m/sec Flow Depth C1 CONDUIT : C2 CONDUIT : C3 CONDUIT : C4 CONDUIT : OR_PND-2 ORIFICE : OR1 ORIFICE : OR2 ORIFICE : JLR September J.L. Richards & Associates Limited

32 CANADA INC. Post Development Model 1:100 yr 3hr Chicago Storm Limoges Mixed-Use Subdivision OR3 ORIFICE : W_PND-1 WEIR : W_PND-2 WEIR : *************************** Flow Classification Summary *************************** Adjusted Fraction of Time in Flow Class /Actual Up Down Sub Sup Up Down Norm Inlet Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl C C C C ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Fri Sep 01 11:58: Analysis ended on: Fri Sep 01 11:58: Total elapsed time: 00:00:02 JLR September J.L. Richards & Associates Limited

33 CANADA INC. Post Development Model 1:100 yr 12hr SCS Storm Limoges Mixed-Use Subdivision EPA STORM WATER MANAGEMENT MODEL - VERSION 5.1 (Build ) ************* Element Count ************* Number of rain gages... 1 Number of subcatchments... 7 Number of nodes... 8 Number of links Number of pollutants... 0 Number of land uses... 0 **************** Raingage Summary **************** Data Recording Name Data Source Type Interval SCS_12h_100 SCS_12h_100 INTENSITY 15 min. ******************** Subcatchment Summary ******************** Name Area Width %Imperv %Slope Rain Gage Outlet P SCS_12h_100 PND-1 P SCS_12h_100 PND-2 S SCS_12h_100 J1 S SCS_12h_100 J2 S SCS_12h_100 PND-1 S SCS_12h_100 PND-2 S SCS_12h_100 PND-2 ************ Node Summary ************ Invert Max. Ponded External Name Type Elev. Depth Area Inflow J1 JUNCTION J2 JUNCTION OF-1 JUNCTION OF-2 JUNCTION OF1 OUTFALL OF-10 OUTFALL PND-1 STORAGE PND-2 STORAGE ************ Link Summary ************ Name From Node To Node Type Length %Slope Roughness C1 J1 J2 CONDUIT C2 J2 PND-2 CONDUIT C3 OF-1 OF-10 CONDUIT C4 OF-2 OF1 CONDUIT OR_PND-2 PND-2 OF-2 ORIFICE OR1 PND-1 OF-1 ORIFICE OR2 PND-2 OF-2 ORIFICE OR3 PND-1 OF-1 ORIFICE W_PND-1 PND-1 OF-1 WEIR W_PND-2 PND-2 OF-2 WEIR ********************* Cross Section Summary ********************* Full Full Hyd. Max. No. of Full Conduit Shape Depth Area Rad. Width Barrels Flow C1 TRAPEZOIDAL C2 TRAPEZOIDAL C3 TRAPEZOIDAL C4 TRAPEZOIDAL ********************************************************* NOTE: The summary statistics displayed in this report are based on results found at every computational time step, not just on results from each reporting time step. ********************************************************* **************** Analysis Options **************** Flow Units... CMS Process Models: Rainfall/Runoff... YES RDII... NO Snowmelt... NO Groundwater... NO Flow Routing... YES Ponding Allowed... NO Water Quality... NO Infiltration Method... CURVE_NUMBER Flow Routing Method... DYNWAVE Starting Date... 01/01/ :00:00 Ending Date... 01/02/ :00:00 Antecedent Dry Days Report Time Step... 00:01:00 Wet Time Step... 00:05:00 Dry Time Step... 00:05:00 Routing Time Step sec Variable Time Step... YES Maximum Trials... 8 Number of Threads... 1 Head Tolerance m ************************** Volume Depth Runoff Quantity Continuity hectare-m mm ************************** Total Precipitation Evaporation Loss Infiltration Loss Surface Runoff Final Storage Continuity Error (%) ************************** Volume Volume Flow Routing Continuity hectare-m 10^6 ltr ************************** Dry Weather Inflow Wet Weather Inflow Groundwater Inflow RDII Inflow External Inflow External Outflow Flooding Loss Evaporation Loss Exfiltration Loss Initial Stored Volume JLR September J.L. Richards & Associates Limited

34 CANADA INC. Post Development Model 1:100 yr 12hr SCS Storm Limoges Mixed-Use Subdivision Final Stored Volume Continuity Error (%) *************************** Time-Step Critical Elements *************************** None ******************************** Highest Flow Instability Indexes ******************************** All links are stable. ************************* Routing Time Step Summary ************************* Minimum Time Step : 0.50 sec Average Time Step : 1.00 sec Maximum Time Step : 1.00 sec Percent in Steady State : 0.00 Average Iterations per Step : 2.00 Percent Not Converging : 0.00 *************************** Subcatchment Runoff Summary *************************** Total Total Total Total Total Total Peak Runoff Precip Runon Evap Infil Runoff Runoff Runoff Coeff Subcatchment mm mm mm mm mm 10^6 ltr CMS P P S S S S S ****************** Node Depth Summary ****************** Average Maximum Maximum Time of Max Reported Depth Depth HGL Occurrence Max Depth Node Type Meters Meters Meters days hr:min Meters J1 JUNCTION : J2 JUNCTION : OF-1 JUNCTION : OF-2 JUNCTION : OF1 OUTFALL : OF-10 OUTFALL : PND-1 STORAGE : PND-2 STORAGE : ******************* Node Inflow Summary ******************* Maximum Maximum Lateral Total Flow Lateral Total Time of Max Inflow Inflow Balance Inflow Inflow Occurrence Volume Volume Error Node Type CMS CMS days hr:min 10^6 ltr 10^6 ltr Percent J1 JUNCTION : J2 JUNCTION : OF-1 JUNCTION : OF-2 JUNCTION : OF1 OUTFALL : OF-10 OUTFALL : PND-1 STORAGE : PND-2 STORAGE : ********************** Node Surcharge Summary ********************** No nodes were surcharged. ********************* Node Flooding Summary ********************* No nodes were flooded. ********************** Storage Volume Summary ********************** Average Avg Evap Exfil Maximum Max Time of Max Maximum Volume Pcnt Pcnt Pcnt Volume Pcnt Occurrence Outflow Storage Unit 1000 m3 Full Loss Loss 1000 m3 Full days hr:min CMS PND : PND : *********************** Outfall Loading Summary *********************** Flow Avg Max Total Freq Flow Flow Volume Outfall Node Pcnt CMS CMS 10^6 ltr OF OF System ******************** Link Flow Summary ******************** Maximum Time of Max Maximum Max/ Max/ Flow Occurrence Veloc Full Full Link Type CMS days hr:min m/sec Flow Depth C1 CONDUIT : C2 CONDUIT : C3 CONDUIT : C4 CONDUIT : OR_PND-2 ORIFICE : OR1 ORIFICE : OR2 ORIFICE : JLR September J.L. Richards & Associates Limited

35 CANADA INC. Post Development Model 1:100 yr 12hr SCS Storm Limoges Mixed-Use Subdivision OR3 ORIFICE : W_PND-1 WEIR : W_PND-2 WEIR : *************************** Flow Classification Summary *************************** Adjusted Fraction of Time in Flow Class /Actual Up Down Sub Sup Up Down Norm Inlet Conduit Length Dry Dry Dry Crit Crit Crit Crit Ltd Ctrl C C C C ************************* Conduit Surcharge Summary ************************* No conduits were surcharged. Analysis begun on: Fri Sep 01 11:58: Analysis ended on: Fri Sep 01 11:58: Total elapsed time: 00:00:02 JLR September J.L. Richards & Associates Limited

36 A P P E N D I X E WATER QUALITY CALCULATIONS

37 J.L. RICHARDS & ASSOCIATES LIMITED LIMOGES SUBDIVISION JLR No Prepared by: H.M. Checked by: G.F. Water Quality Storage Requirements Calculation Per Table 3.2 of the 2003 SWMPDM Water quality storage volume requirement for Infiltration - 70% Imperviousness (m3/ha): 35 Area (ha): 1.12 Storge Requirement (m3): 39 Length of Perforate Pipe and Ditch = Area of 200 mm dia. Perforated Pipe = Volume of Perforated Pipe = 803 m 0.03 m m3 Area of Clearstone 0.33 m2 (100 mm cover, 150 mm bedding, 300 mm either side) Volume of Clearstone (40% Porosity) Total Storage Volume = m3 130 m3 WQ Storage Requirements R:\27000\ Brigil Limoges Mixed-Use Subdivision\Design\Civil\Functional Site Servicing Report\September 2017\Appendices\Appendix E - Water Quality Calculations\ WATER QUALITY CALCS LIMOGE SUBDIVISION (APP-E).xlsx