FUNCTIONAL SERVICING REPORT

Transcription

1 PROPOSED DEVELOPMENT HIGHWAY 401 AND CONCESSION ROAD 7 PUSLINCH, ONTARIO FUNCTIONAL SERVICING REPORT Prepared For: FARHI HOLDINGS CORPORATION c/o ZELINKA PRIAMO Ltd Original February 12, 2016 Revised September 9, 2016 (to reflect Team discussions and MOE comments) PROJECT No FILE No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

2 i TABLE OF CONTENTS 10 INTRODUCTION 1 20 SCOPE OF WORK 1 30 ON SITE SANITARY WASTE WATER DISPOSAL 2 40 POTABLE WATER SUPPLY AND SUPPLY FOR FIRE FIGHTING 7 50 STORM WATER MANAGEMENT 9 60 EROSION CONTROL GRADING CONSIDERATION PRELIMINARY GEOTECHNICAL AND GROUND WATER INVESTIGATION CONCLUSIONS REFERENCES 17 LIST OF TABLES TABLE 1 - Summary of Land Use Proposed for Sanitary Flow Calculations 3 TABLE 2 - Total Water Demand for Site 7 TABLE 3 - Catchment Characteristics for the Pre-Developed Site 10 TABLE 4 - PREDEVELOPMENT FLOWS 10 TABLE 5 - Catchment Characteristics for the Post-Developed Site 11 TABLE 6 - SUMMARY OF FLOWS FROM POST DEVELOPED SITE TO MILL CREEK 13 TABLE 7 - Summary of Storage Volumes (SWM POND) EXTENDED STORAGE 14 TABLE 8 - Summary of Storage Volumes (Parking surface and pipes) 14 LIST OF FIGURES Figure 1 PROCESS SCHEMATIC FOR ON-SITE SEWAGE SYSTEM 4 Figure 2 Visual Otthymo Predevelopment Model 9 Figure 3 Visual Otthymo Post Development Model 13 PROJECT No 15243

3 ii APPENDIX A Aerial Photo of Existing Site Concept Site Plan Summary of Building Statistics APPENDIX B Visual Otthymo Input & Output APPENDIX C Proposed Conceptual Site Servicing Concept Pre-development Storm Tributary Plan Post-development Storm Tributary Plan PROJECT No 15243

4 1 10 INTRODUCTION The property under study is a 1010 ha site on the north-west corner of Concession Road 7 and Highway 401 in Puslinch Township The site is bounded by existing Concession Road 7 and existing quarry to the north and east, the King s Highway # 401 to the south, existing Sideroad 25 and existing Slovenski Park to the west Currently, the site is vacant Running parallel with Concession Road 7 is a series of hydro poles contained within a hydro easement (see concept Site Plan in appendix A for details) The legal description of the Site is Part of Lot 26, Concession 2, Township of Puslinch and County of Wellington For detailed topography of the existing site conditions, as of October 6th, 2014 refer to the topographic survey prepared by Van Harten Surveying Inc, Land surveyors Based on the topographical map by Van Harten the land basically flows from south to north Mill Creek is located in the northern portion of the Site The site is triangular in shape The northern portion creates the apex of the triangle Towards the north of the Site Mill Creek traverses the site and flows from north east to south west A Preliminary Geotechnical and Groundwater Investigation for the Proposed Farhi Holdings Development was performed by Golder Associates See reference 11 This report gives guidance to the soil and groundwater characteristics of the Site The report gives guidance to on-site potable water supply and on-site waste water treatment It is proposed to construct a new multi-use development, including industrial, retail/restaurant/office space and related parking The site will have access from Concession Road 7 Please refer to the Concept site plan shown in appendix A for more details about the proposed site The site servicing will be contained on Site as outlined in this report This report will evaluate the serviceability of the site with respect to sanitary, water and storm runoff services and also evaluate the storm water management (SWM) strategy that will be implemented to meet the GRCA, MTO and Township requirements 20 SCOPE OF WORK was retained by FARHI HOLDINGS CORPORATION, to review the Site, collect data, evaluate the Site for the proposed mixed Industrial/commercial uses and present the findings in a Functional Servicing Report in support of a Rezoning Application The scope of work in brief involves the following: a) Discussions with the Township and GRCA in order to establish Flood Plain mapping and potential servicing criteria; b) Meetings/conversations with GRCA, Township, MOE and Design Team c) Evaluation of the data and presentation of the findings in a Functional Servicing Report in support of the Rezoning Application The site is zoned Agricultural It is proposed to extend the designation of the Puslinch Economic Development area PA7-1 to the subject lands This is the area intended to service the Township by providing economic activity and employment opportunities PROJECT No File No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

5 2 The draft zoning by-law identified proposed for the Subject Site includes the following permitted uses: Bank Bakery A building or construction contractor s yard A business office or professional office A clinic A concrete plant A dry cleaner s distribution station A factory outlet A feed mill A grain storing, weighing and drying operation An industrial use A personal service shop A public use A retail lumber and building supplies yard A restaurant A service trade A transport terminal A veterinarian s clinic A warehouse Accessory retail use Refer to the concept Site Plan by Zelinka Priamo LTD for specific site statistics 30 ON SITE SANITARY WASTE WATER DISPOSAL There are no existing sanitary sewers near the site Any development will have to utilise on site sewage treatment In addition there is no specific development plans (users) in terms of sanitary waste water effluent It is assumed that private on site treatment systems will be incorporated into the effluent treatment Based on the Preliminary Geotechnical and Groundwater Investigation for the Proposed Farhi Holdings Development Highway 401 and Concession Road 7, Puslinch, Ontario, dated August 4, 2015 by Golder Associates indicates that the analysis of groundwater from two groundwater monitoring wells yielded nitrate concentrations between non-detectable (<025 mg/l and 084mg/L with an average of 045 mg/l The report calculates the maximum allowable groundwater nitrate concentration at the property boundary as 28 mg/l PROJECT No File No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

6 3 Proposed Redevelopment Site The proposed development will consist of 50% retail/restaurant space and 50% office space The following Table 1 summarizes the proposed uses The following will be used to evaluate the expected population and peak sanitary flows for the site TABLE 1 - Summary of Land Use Proposed for Sanitary Flow Calculations Land Use Proposed Floor Area m 2 (ft 2 ) Retail/restaurant (50% of space) 9,710 (104,480) Office (50% of space) 9,710 (104,480) Based on OBC 2014 Part 8 the following are the expected daily sewage for the site based on the scenario above Restaurant use: assume 60 seats and 210 m2 area Not a 24 hour restaurant 60 seats 125 L/seat/day 125 x 60 = 7500 L/day Retails use: assume 9500 m2 Retails (store) 9500 m2 50L/m2/day 9500 x 5 = 47,500 L/day Office use: assume 9710 m2 or 100 employees Office 9710 m2 75L/93m2/day ) x 75 = L/day Or 100 employees 75L/employee/day 100 x 75 = 7500 L/day TOAL DAILY FLOW = = 133,310 L The conventional septic tank/septic tile field would require an enormous raised tile field bed The raised bed would be in the order of 33,500 m2 The above is a relatively large number In order to treat this large a flow a proprietary treatment system will have to be incorporated and discharged into a large body of water such as a water quality pond and eventually into nearby Mill Creek A potential treatment system is the Waterloo Biofilter system The Waterloo Biofilter system is a synthetic, absorbent filter medium that is configured as a freedraining, attached growth, biological trickling filter to treat sewage and process wastewaters The absorbent Waterloo Biofilter filter medium creates an ideal environment for microbial attachment Beneficial bacteria colonize the interior surfaces of the filter medium where they are protected from predators, desiccation, and freezing These microbes degrade and oxidize organic pollutants, coliform bacteria, ammonium, and other contaminants as the wastewater is retained in the filter medium by capillarity Air passively circulates throughout the filter medium providing an aerobic treatment environment without the need for forced aeration Refer to figure 1 for the process schematic for the Waterloo Biofilter and the accompanying narrative PROJECT No File No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

7 4 Figure 1 PROCESS SCHEMATIC FOR ON-SITE SEWAGE SYSTEM Process Narrative: a All flow from the facility will flow by gravity to the ten septic tanks shown in figure 1 See Proposed Conceptual Site Servicing Concept for the on-site sewer lay-out The flow into the septic tanks settles the larger particulates The lighter particles and grease will float out of the septic tanks Septic tanks will provide anaerobic activity which will start the breakdown of the wastewater effluent b The septic tank effluent flows by gravity to four pump tanks The four tanks are joined at the bottom so as to act as one tank The pump tanks store the sewage so that the sewage can be pumped to the Waterloo Bio filter treatment units on an even basis throughout the day c The sewage is pumped from the pump tanks to the Bio filter tanks Each tank contains bio filter medium The treated effluent collects at the bottom and each tank is connected by bottom drains d Approximately ½ of the bio filter effluent is pumped to the inlet to the septic tanks The recirculating of treated effluent helps dilute the incoming sewage and helps in the denitrification process e The other half of the treated sewage is pumped to two ultra violet treatment units The UV units are housed in an above ground control building f The UV treated effluent is discharged to the SWM Pond PROJECT No File No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

8 5 Nitrogen removal process with the Waterloo Bio filter system: The process of nitrogen removal is as follows: 1 Septic tank effluent which is high in TKN (Organic-N + NH3-N + NH4-N) flows into a pump chamber and is dosed to the Bio filter In this step TN ~ TKN because Nitrate and Nitrite (NO2-N and NO3-N) is usually very low 2 The Bio filter medium provides an aerobic environment (high in oxygen) where the aerobic microbes use O2 to convert TKN into Nitrate and Nitrite This step is called Nitrification Almost no TN is removed in this step; it is simply converted into different forms 3 Bio filter effluent which is high in Nitrate and Nitrite and low in TKN is re-circulated back to the septic tank 4 The septic tank which is high in organic carbon (BOD) allows anaerobic microbes to convert Nitrate and Nitrite into Nitrogen gas (N2) The Nitrogen gas is released into the atmosphere, thereby removing nitrogen (TN) from the system This step is called Denitrification The Ontario Building Code has no requirement for nitrogen removal However, in systems above 10,000 L/day that are under the jurisdiction of the MOE, nitrogen removal must be considered The Waterloo bio filter will achieve the following effluent parameters: 10 mg/l TSS 10 mg/l BOD 8 mg/l Dissolved oxygen 200 cfu/100ml EColi 10 mg/l nitrate 30 mg/l Ammonia 05 mg/l Total phosphorus Temperature note, because treated sanitary effluent will be attenuated within the proposed SWM pond, effluent temperatures will be assumed to equate to daily average air temperature as measured at the nearest EC weather station 73 ph ASSIMILATIVE CAPACITY STUDY: Since the effluent will discharge to a SWM pond and eventually into the nearby Mill Creek an Assimilative Capacity Study was requested by the MOECC to demonstrate that Mill Creek could absorb the discharge The Developer retained Golder Associates to conduct the Mill Creek Assimilative Capacity Study Refer to reference 12 The above noted effluent parameters were given to Golder by Odan/Detech as realistic discharge from the Waterloo bio filter wastewater treatment system The treated effluent shown above are a first iteration If the values work, we will use them in the final design as target values PROJECT No File No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

9 6 The purpose of the study is to determine if Mill Creek has the available capacity to assimilate the treated sanitary effluent from the proposed development in order to meet Provincial Water Quality Objectives (PWQO s) The Study will recommend revised treatment objectives if required Based on the conducted study and the results it is Golder s opinion that the proposed design can proceed without any deleterious effects on the receiving watercourse (Mill Creek) WASTE WATER TREATMENT PLANT: The Waterloo Biofilter system (treatment plant) as explained above is shown in plan layout in the proposed Conceptual Site Servicing Concept drawing in appendix C This drawing shows the foot print of the Waterloo Biofilter treatment system located near the SWM pond at the north end of the developable area The internal collection pipes and manholes are shown collecting sewage from the various buildings The treatment plant foot print is a scaled version of figure 1 the process schematic The tanks, pumps, building etc should fit with in the foot print Additional foot print area has been provided to accommodate grading considerations in the treatment plant design The waste water treated effluent will then discharge to the SWM pond micro pool for additional dilution The flow to Mill Creek will be via a pond discharge pipe, then to a ditch system prior to release to Mill Creek PROJECT No File No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

10 7 40 POTABLE WATER SUPPLY AND SUPPLY FOR FIRE FIGHTING There are no existing water mains near the site nor will any be available in the near future Any development will have to utilise on site drilled wells in order to supply potable water and fire flow water In addition there is no specific development plans (users) in terms of water use It is assumed that private on site drilled wells will be incorporated Based on the Preliminary Geotechnical and Groundwater Investigation for the Proposed Farhi Holdings Development Highway 401 and Concession Road 7, Puslinch, Ontario, August 4, 2015 by Golder Associates indicates that the nearby bedrock aquifer can supply an average of 50 L/min Golder further states that a test well is not required at the rezoning stage due to the well-established aquifer characteristics in the area A PTTW from the MOE will be required for quantities greater than 50,000 L/day TABLE 2 - Total Water Demand for Site Total Daily 134,000 L 35,399 usg Peak Day Demand 23 L/sec 124 usgm * Fire Flow Demand Flow rate 150 L/sec Vol = 1,439,440 L 2378 usgm 380,260 usg A Peak day factor of 15 will apply over a 12 hour period The peak hour factor for commercial type developments is not much different than the peak day *Based on OFM (Ontario Fire guideline the volume of fire water required is: Q = KVStot K = 19 Table 1 of the guide (Note assumed value based on assumed non-combustible but non fire resistant rating V = 15,152m2 x 5m height = 75,760 m3 S tot = 1+ [(S side1) + (S side2) + (S side3) etc] S tot = 10 There is no exposure for any building Q = 19 x x 10 = 1,439,440 L Minimum water flow rate From table 2 of the guide 9000 L/min (2377 usgm) PROJECT No File No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

11 8 STORAGE REQUIREMENTS: A) POTABE WATER The volume for potable water will require a storage cistern to store and offset the peaking factor flows The size and location to be determined during final design B) FIRE FLOW WATER The volume required for fire flow is a onetime fill up and a jockey pump to maintain the required level If a storage cistern were to be used a potential size is 33 m x 15 m x 33 m inside dimensions this will give 1485 m3 with 03 m freeboard WELL DELIVERY Golder states that the bedrock aquifer can supply on average 50 L/min taking the conservative side that the entire potable water requirements will have to be replenished the time to replenish the tank is = 893 min = 15 hours The pumps from three wells can replenish the potable supply It should be noted that the well pumps could be activated during the day which would only require 2 wells FINAL DESIGN CONSIDERATIONS 1) If an internal firefighting system of pipes and hydrants were to be implemented it would follow the criteria set out by the Ministry of the Environment Design Guidelines for Drinking- Water Systems 2008 According to the MOE criteria the allowable pressures are as follows: Condition Allowable Pressures (kpa) min max 1) Min Hour ) Peak Hour ) Peak Day + Fire Flow ) Depending on the type of sanitary treatment system chosen and final uses, the SWM Pond permanent pool micro bay could be considered as a reservoir for Fire flow water A proper pond liner, ice formation consideration of 600 mm and evaporation rates will have to be addressed in the final design PROJECT No File No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

12 9 50 STORM WATER MANAGEMENT Storm water management for the proposed development will follow the storm water criteria as defined by the GRCA as follows: 1 The allowable post-development peak flow for the proposed development will be limited to the predevelopment levels for storms from the 2 year up to the 100 year storm event 2 Storm run-off from the site would be required to achieve the enhanced level as per the MOE 2003 guidelines which means 80 % TSS removal 3 Water balance to mimic predevelopment conditions METHODLOLOGY: Visual Otthymo (VO2) will be used for modelling the pre and post development flows Design storm data for the City of Guelph 2 year to 100 year storms are shown below Using Visual Otthymo 232 to perform storm water runoff analysis, these storms will be used to show that the storm drainage up to the 100 year event will be accommodated on-site The 100 year storm will be used to determine the total storage required on site 2 year Storm: I 2 = 743 / (T+ 6) where: I = intensity (mm/hr) 5 year storm: I 5 = 1593 / (T + 11) T= time of concentration (minutes) 10 year storm: I 10 = 1593 / (T + 12) year storm: I 25 = 3158 / (T + 15) year storm: I 50 = 3886 / (T + 16) Year Storm: I 100 = 4688 / (T + 17) 9624 As shown in Pre Development Storm Tributary Areas in Appendix C, the majority of the existing site drains north to Mill Creek, with a smaller portion draining to Highway 401 The existing drainage pattern will be maintained PRE-DEVELOPMENT: Figure 2 Visual Otthymo Predevelopment Model Flow to Mill Creek 1 AREA = 691 Flow to Hwy AREA = 055 PROJECT No File No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

13 10 TABLE 3 - Catchment Characteristics for the Pre-Developed Site Area Area (ha) Hydrograph Method % impervious imperviousnes s directly connected % Loss Method for Pervious Area CN for Pervious Area Initial Abstraction for Pervious (mm) Time to peak (Tp) (hr) Area 1 to Creek 691 NASHyd 0 - SCS Area 2 to NASHyd 0 - SCS TOTAL 746 Existing soil top 16 m is silty sand justifying the CN of 74 ALLOWABLE FLOW The following Table 4 summarizes the allowable release rate for the site TABLE 4 - PREDEVELOPMENT FLOWS Outlet Description Flow (L/sec) 2 year 5 year 10 year 25 year 50 year 100 year 1 North to Mill Creek South to HWY PROJECT No File No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

14 11 Post Development Flow Analysis: For the purposes of post development analysis, the post development storm tributary areas of the subject site have been identified as shown in Appendix C In order to control the post development flows to the allowable flow rate, on-site drainage storage will be required Visual OTTHYMO 232 will be used to model and determine the detention volume required For drainage areas with significant imperviousness the calculation of effective rainfall in Visual OTTHYMO is accomplished using the Standhyd method This method is used in urban watersheds to simulate runoff by combining two parallel standard unit hydrographs resulting from the effective rainfall intensity over the pervious and impervious surfaces For pervious surfaces, losses are calculated using the SCS modified CN method The following Table 5 summarizes the parameters used in Visual OTTHYMO to characterize the post development catchment areas TABLE 5 - Catchment Characteristics for the Post-Developed Site Area Area (ha) Hydrograph Method % impervious imperviousness directly connected % Loss Method for Pervious Area CN for Pervious Area Initial Abstraction for Pervious (mm) Time to peak (Tp) (hr) Area 1 (roof) 023 StandHyd SCS Area 2 (roof) 019 StandHyd SCS Area 3 (roof) 152 StandHyd SCS Area 4 (parking) 354 StandHyd SCS Area 5 (Pond) 070 StandHyd SCS Area 6 (undeveloped) Area 7 undeveloped to MTO 401 TOTAL NASHyd - - SCS NASHyd - - SCS Note: pre and post areas match The other site areas are not to be disturbed PROJECT No File No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

15 12 POND STAGE/STORAGE/DISCHARGE CHARACTERISTICS MOE POND CALCULATIONS Farhi-Puslinch Pond Drainage Area: 618 ha Flow to Pond % Impervious: 85 % Storage Volume for Impervious Level: 250 (m 3 /ha) Pond Volume: 1545 m 3 MOE table 32 Extended Detention Volume: 247 m 3 WEIR IS SHARP CRESTED Q weir = 18 x L x (head)^ year storm Stage Discharge AREA OF TOP POND (m2 orifice 1 orifice 2 Elevation Increment: 010 m 010 m AREA OF POND NWL (m2) = Orifice Coefficient: Orifice area m m2 Length of Weir L = - Orifice Size: 200 mm 450 mm Weir elevation = - Orifice Invert 309 m 310 m Outlet HGL= - Elevation Description Bottom Elevation (m) Top Elevation (m) Volume (m 3 ) Extended Volume (m 3 ) Discharge orifice1 (m 3 /s) Discharge orifice2 (m 3 /s) Discharge weir (m 3 /s) Total Discharge (m 3 /s) Stage (m) Pond Area (m2) Bottom of Pond Top of permanent pool level giving 030m freeboard Top of Pond From Civil 3D Summary Required Provided Forebays Micropool Permanent Pool Volume (m 3 ) From Civil 3D Extended Pool Volume (m 3 ) To 030m free board to top Storm Event Storage Volume Required (m 3 ) HGL Elevation (m) 25 mm year From Civil 3D From Otthymo or XPSWMM PROJECT No File No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

16 13 Figure 3 Visual Otthymo Post Development Model 10 Flow to Mill Creek AREA = SWM Pond Storage AREA = Area 5 EXISTING Undeveloped AREA = Area 4 Pond Block AREA = Parking Lot Storage 2 AREA 2 ROOF AREA = AREA 2 ROOF AREA = AREA 3 PARKING AREA = AREA 3 ROOF AREA = Area 7 Flow to 401 Undeveloped AREA = 053 TABLE 6 - SUMMARY OF FLOWS FROM POST DEVELOPED SITE TO MILL CREEK Storm Event Post Developed Flow (L/s) TO MILL CREEK TO HWY 401 Allowable Flow (L/s) Post Developed Flow (L/s) Allowable Flow (L/s) 2 Year Storm Year Storm Year Storm Year Storm Year Storm Year Storm PROJECT No File No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

17 14 Table 7 and 8 below demonstrates that the post development flows can be contained via the SWM Pond and parking lot storage TABLE 7 - Summary of Storage Volumes (SWM POND) EXTENDED STORAGE Storm Event Required (m 3 ) Provided (m 3 ) 2 year year year year year year TABLE 8 - Summary of Storage Volumes (Parking surface and pipes) Storm Event Required (m 3 ) Provided (m 3 ) 2 year year year year year year Water Quality Water Quality Targets Total Suspended Solids (TSS) (a) The target is the long term-average removal of 80% of the Total Suspended Solids (TSS) on an annual loading basis from all runoff leaving the proposed development site based on the post-development level of imperviousness This will be achieved via a Wet Pond Refer to pond calculations above PROJECT No File No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

18 15 Water Balance: The Township of Puslinch target for water balance is to retain storm water on-site, to the extent practicable to achieve the same level of annual volume of overland runoff from the site in the pre-development (existing) condition, with that of the post development condition The difference is to be made up with LID methods such as on-site for infiltration basins such as soak away pits, evapo-transpiration and/or rainwater harvesting Note, during final design percolation tests will be taken at soak away pit locations The best way to achieve water balance is to use clean roof runoff and discharge into soak away pits The buildings are about 194 ha The following template calculates the approximate size of the soak away pit required Note the final design will more than likely have three soak-away pits, however the Vpit total will be similar to that shown below We are assuming a runoff capture from the roof of up to 20 mm of rain and a percolation rate of 50 mm/hr SOAK-AWAY PIT CALCULATION TEMPLATE PROJECT: FARHI- PUSLINCH SOAK-AWAY NAME: SOAKAWAY 1 PROJECT No : Location of soak-away pit: TBD UNIT DESCRIPTION A = 1,000V / (Pn t) d = P t/1000 P= 50 mm/hr Where: t = 48 hr d = 240 m A = Filter bed surface area (m2) n= V = Water volume (m3) t = time to drain (hr) n = void space ratio for aggregate used V= 388 m3 Atrib m2 (note: void space ratio of 04 to be used) runoff 20 mm d = P t/1000 Where: d = maximum soak-away depth (m) A = 1,000V / (Pn t) P= infiltration rate for native soils (mm/hr) t = time to drain (hr) Af= 404 m2 Af provided = 680 m2 Vpit req'd = V/n Vpit provided = L x W x d Vpit req'd = 970 m3 L = 40 m L = length of pit (m) Vpit provided = 1020 m3 W = 17 m W = width of pit (m) d = 15 m d = depth of pit (m) Atrib IS ROOF AREA PROJECT No File No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

19 16 60 EROSION CONTROL Erosion and sediment controls for the site will be implemented according to The Ministry of Natural Resources Guidelines on Erosion and Sediment Control for Urban Construction Sites 70 GRADING CONSIDERATION Grading for the proposed site will be such that major overland flow will be directed toward the SWM Pond This will involve grading the Site from South east to north-west The grades as shown on the grading and servicing plan indicate the Site will spill to SWM Pond once 030 m of ponding occurs above the catch basins on site Note for spill to occur, a storm above the 100 year storm level will be required 80 PRELIMINARY GEOTECHNICAL AND GROUND WATER INVESTIGATION A Preliminary Geotechnical and Groundwater Investigation for the Proposed Farhi Holdings Development was performed by Golder Associates See reference 11 This report gives guidance to the soil and groundwater characteristics of the Site The report gives guidance to on-site potable water supply and on-site waste water treatment 90 CONCLUSIONS From our investigation the site is serviceable utilizing: 1 On-site sewage disposal as per this report 2 A well drilled on site into the existing aquifer for Potable water 3 Utilizing a pond or cistern for firefighting water 4 SWM as outlined in this report Storm water management can be accommodated with onsite storage as described in this report The post development 2 year and 100 year storm design has been maintained below the allowable flow rate for the site 5 Water balance can be utilized by infiltrating clean roof water into soak-away pits vertically connected to the native sand/gravel layer PROJECT No File No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

20 REFERENCES 1 Storm water Management Planning and Design Manual, Ontario Ministry of the Environment, March New Jersey Storm Water Best Management Practices Manual, April MOEE Technical Guideline for Individual On-Site Sewage systems: Water Quality Impact Risk Assessment, Procedure D-5-4, August MOEE Technical Guideline B-7 Incorporation of the Reasonable Use Concept into MOEE Groundwater Management Activities, April Ministry of the Environment Design Guidelines for Drinking-Water Systems Ministry of the Environment Design Guidelines for Sewage Works Greater Golden Horseshoe Area Conservation Authorities EROSION & SEDIMENT CONTROL GUIDELINES FOR URBAN CONSTRUCTION, December Ontario Fire Marshall FIRE PROTECTION WATER SUPPLY GUIDELINE FOR PART 3 IN THE ONTARIO BUILDING CODE, October Ontario Building Code Visual OTTHYMO v20, a User s Guide and a Reference Manual 11 Golder Associates Preliminary Geotechnical and Groundwater Investigation, Proposed Farhi Holdings Development Highway 401 and Concession Road 7, Puslinch, Ontario, August 4, Golder Associates Technical Memorandum Mill Creek Assimilative Capacity Study, Proposed Farhi Holdings Development Highway 401 and Concession Road 7, Puslinch, Ontario, July 20, 2016 Respectfully Submitted; The Odan Detech Group Inc Mark Harris, CET John Krpan, PEng PROJECT No File No Farhi Holding-Puslinch-Functional Servicing Report-SEPT-2016doc

21 APPENDIX A Aerial Photo of Existing Site Concept Site Plan + Summary of Building Statistics

22 Aerial Photo of Existing Site Subject Site

23

24 APPENDIX B Visual Otthymo Input & Output Pre-development Post-development

25 PRE-DEVELOPMENT

26 =========================================================================================================== V V I SSSSS U U A L V V I SS U U A A L V V I SS U U AAAAA L V V I SS U U A A L VV I SSSSS UUUUU A A LLLLL OOO TTTTT TTTTT H H Y Y M M OOO O O T T H H Y Y MM MM O O O O T T H H Y M M O O OOO T T H H Y M M OOO Developed and Distributed by Clarifica Inc Copyright 1996, 2007 Clarifica Inc All rights reserved ***** D E T A I L E D O U T P U T ***** Input filename: C:\Program Files (x86)\visual OTTHYMO 233\voindat Output filename: C:\Users\John\Documents\PROJECTS\15243-FARHI HOLDINGS-PUSLINCH\OTTHYMO\EXISTINGout Summary filename: C:\Users\John\Documents\PROJECTS\15243-FARHI HOLDINGS-PUSLINCH\OTTHYMO\EXISTINGsum DATE: 9/9/2016 TIME: 3:57:23 PM USER: COMMENTS: **************************** ** SIMULATION NUMBER: 1 ** **************************** CHICAGO STORM IDF curve parameters: A= Ptotal= 3654 mm B= 6000 C= 799 used in: INTENSITY = A / (t + B)^C Duration of storm = 400 hrs Storm time step = 1000 min Time to peak ratio = 33 TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr NASHYD (0001) Area (ha)= 691 Curve Number (CN)= 740 ID= 1 DT= 30 min Ia (mm)= 500 # of Linear Res(N)= 300 UH Tp(hrs)= 50 NOTE: RAINFALL WAS TRANSFORMED TO 30 MIN TIME STEP ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr

27 Unit Hyd Qpeak (cms)= 528 PEAK FLOW (cms)= 093 (i) TIME TO PEAK (hrs)= 2000 RUNOFF VOLUME (mm)= 8236 TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 225 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY NASHYD (0002) Area (ha)= 55 Curve Number (CN)= 740 ID= 1 DT= 30 min Ia (mm)= 500 # of Linear Res(N)= 300 UH Tp(hrs)= 20 Unit Hyd Qpeak (cms)= 105 PEAK FLOW (cms)= 013 (i) TIME TO PEAK (hrs)= 1550 RUNOFF VOLUME (mm)= 8234 TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 225 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY **************************** ** SIMULATION NUMBER: 2 ** **************************** CHICAGO STORM IDF curve parameters: A= Ptotal= 4955 mm B= C= 879 used in: INTENSITY = A / (t + B)^C Duration of storm = 400 hrs Storm time step = 1000 min Time to peak ratio = 33 TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr NASHYD (0001) Area (ha)= 691 Curve Number (CN)= 740 ID= 1 DT= 30 min Ia (mm)= 500 # of Linear Res(N)= 300 UH Tp(hrs)= 50 NOTE: RAINFALL WAS TRANSFORMED TO 30 MIN TIME STEP ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr

28 Unit Hyd Qpeak (cms)= 528 PEAK FLOW (cms)= 188 (i) TIME TO PEAK (hrs)= 1950 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 299 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY NASHYD (0002) Area (ha)= 55 Curve Number (CN)= 740 ID= 1 DT= 30 min Ia (mm)= 500 # of Linear Res(N)= 300 UH Tp(hrs)= 20 Unit Hyd Qpeak (cms)= 105 PEAK FLOW (cms)= 026 (i) TIME TO PEAK (hrs)= 1550 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 299 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY **************************** ** SIMULATION NUMBER: 3 ** **************************** CHICAGO STORM IDF curve parameters: A= Ptotal= 5862 mm B= C= 908 used in: INTENSITY = A / (t + B)^C Duration of storm = 400 hrs Storm time step = 1000 min Time to peak ratio = 33 TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr NASHYD (0001) Area (ha)= 691 Curve Number (CN)= 740 ID= 1 DT= 30 min Ia (mm)= 500 # of Linear Res(N)= 300 UH Tp(hrs)= 50 NOTE: RAINFALL WAS TRANSFORMED TO 30 MIN TIME STEP ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr

29 Unit Hyd Qpeak (cms)= 528 PEAK FLOW (cms)= 268 (i) TIME TO PEAK (hrs)= 1950 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 343 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY NASHYD (0002) Area (ha)= 55 Curve Number (CN)= 740 ID= 1 DT= 30 min Ia (mm)= 500 # of Linear Res(N)= 300 UH Tp(hrs)= 20 Unit Hyd Qpeak (cms)= 105 PEAK FLOW (cms)= 038 (i) TIME TO PEAK (hrs)= 1550 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 343 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY **************************** ** SIMULATION NUMBER: 4 ** **************************** CHICAGO STORM IDF curve parameters: A= Ptotal= 7080 mm B= C= 936 used in: INTENSITY = A / (t + B)^C Duration of storm = 400 hrs Storm time step = 1000 min Time to peak ratio = 33 TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr NASHYD (0001) Area (ha)= 691 Curve Number (CN)= 740 ID= 1 DT= 30 min Ia (mm)= 500 # of Linear Res(N)= 300 UH Tp(hrs)= 50 NOTE: RAINFALL WAS TRANSFORMED TO 30 MIN TIME STEP ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr Unit Hyd Qpeak (cms)= 528 PEAK FLOW (cms)= 379 (i)

30 TIME TO PEAK (hrs)= 1950 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 394 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY NASHYD (0002) Area (ha)= 55 Curve Number (CN)= 740 ID= 1 DT= 30 min Ia (mm)= 500 # of Linear Res(N)= 300 UH Tp(hrs)= 20 Unit Hyd Qpeak (cms)= 105 PEAK FLOW (cms)= 052 (i) TIME TO PEAK (hrs)= 1550 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 394 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY **************************** ** SIMULATION NUMBER: 5 ** **************************** CHICAGO STORM IDF curve parameters: A= Ptotal= 8032 mm B= C= 950 used in: INTENSITY = A / (t + B)^C Duration of storm = 400 hrs Storm time step = 1000 min Time to peak ratio = 33 TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr NASHYD (0001) Area (ha)= 691 Curve Number (CN)= 740 ID= 1 DT= 30 min Ia (mm)= 500 # of Linear Res(N)= 300 UH Tp(hrs)= 50 NOTE: RAINFALL WAS TRANSFORMED TO 30 MIN TIME STEP ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr Unit Hyd Qpeak (cms)= 528 PEAK FLOW (cms)= 475 (i) TIME TO PEAK (hrs)= 1950 RUNOFF VOLUME (mm)= 34473

31 TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 429 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY NASHYD (0002) Area (ha)= 55 Curve Number (CN)= 740 ID= 1 DT= 30 min Ia (mm)= 500 # of Linear Res(N)= 300 UH Tp(hrs)= 20 Unit Hyd Qpeak (cms)= 105 PEAK FLOW (cms)= 066 (i) TIME TO PEAK (hrs)= 1550 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 429 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY **************************** ** SIMULATION NUMBER: 6 ** **************************** CHICAGO STORM IDF curve parameters: A= Ptotal= 8987 mm B= C= 962 used in: INTENSITY = A / (t + B)^C Duration of storm = 400 hrs Storm time step = 1000 min Time to peak ratio = 33 TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr NASHYD (0001) Area (ha)= 691 Curve Number (CN)= 740 ID= 1 DT= 30 min Ia (mm)= 500 # of Linear Res(N)= 300 UH Tp(hrs)= 50 NOTE: RAINFALL WAS TRANSFORMED TO 30 MIN TIME STEP ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr Unit Hyd Qpeak (cms)= 528 PEAK FLOW (cms)= 578 (i) TIME TO PEAK (hrs)= 1950 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 460 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY

32 NASHYD (0002) Area (ha)= 55 Curve Number (CN)= 740 ID= 1 DT= 30 min Ia (mm)= 500 # of Linear Res(N)= 300 UH Tp(hrs)= 20 Unit Hyd Qpeak (cms)= 105 PEAK FLOW (cms)= 080 (i) TIME TO PEAK (hrs)= 1550 RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 460 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY FINISH ===========================================================================================================

33 POST-DEVELOPMENT

34 =========================================================================================================== V V I SSSSS U U A L V V I SS U U A A L V V I SS U U AAAAA L V V I SS U U A A L VV I SSSSS UUUUU A A LLLLL OOO TTTTT TTTTT H H Y Y M M OOO O O T T H H Y Y MM MM O O O O T T H H Y M M O O OOO T T H H Y M M OOO Developed and Distributed by Clarifica Inc Copyright 1996, 2007 Clarifica Inc All rights reserved ***** D E T A I L E D O U T P U T ***** Input filename: C:\Program Files (x86)\visual OTTHYMO 233\voindat Output filename: C:\Users\John\Documents\PROJECTS\15243-FARHI HOLDINGS-PUSLINCH\OTTHYMO\POSTout Summary filename: C:\Users\John\Documents\PROJECTS\15243-FARHI HOLDINGS-PUSLINCH\OTTHYMO\POSTsum DATE: 9/12/2016 TIME: 12:19:03 AM USER: COMMENTS: **************************** ** SIMULATION NUMBER: 1 ** **************************** CHICAGO STORM IDF curve parameters: A= Ptotal= 3654 mm B= 6000 C= 799 used in: INTENSITY = A / (t + B)^C Duration of storm = 400 hrs Storm time step = 1000 min Time to peak ratio = 33 TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr NASHYD (0009) Area (ha)= 75 Curve Number (CN)= 740 ID= 1 DT= 30 min Ia (mm)= 500 # of Linear Res(N)= 300 UH Tp(hrs)= 22 NOTE: RAINFALL WAS TRANSFORMED TO 30 MIN TIME STEP ---- TRANSFORMED HYETOGRAPH ---- TIME RAIN TIME RAIN TIME RAIN TIME RAIN hrs mm/hr hrs mm/hr hrs mm/hr hrs mm/hr

35 Unit Hyd Qpeak (cms)= 130 PEAK FLOW (cms)= 017 (i) TIME TO PEAK (hrs)= 1600 RUNOFF VOLUME (mm)= 8235 TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = 225 (i) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY STANDHYD (0019) Area (ha)= 19 ID= 1 DT= 30 min Total Imp(%)= 9900 Dir Conn(%)= 9900 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep Storage (mm)= Average Slope (%)= Length (m)= Mannings n = MaxEffInten(mm/hr)= over (min) Storage Coeff (min)= 149 (ii) 297 (ii) Unit Hyd Tpeak (min)= Unit Hyd peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** WARNING: STORAGE COEFF IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 990 Ia = Dep Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY STANDHYD (0018) Area (ha)= 354 ID= 1 DT= 30 min Total Imp(%)= 8500 Dir Conn(%)= 8500 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep Storage (mm)= Average Slope (%)= Length (m)= Mannings n = MaxEffInten(mm/hr)= over (min) Storage Coeff (min)= 359 (ii) 743 (ii) Unit Hyd Tpeak (min)= Unit Hyd peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 740 Ia = Dep Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY STANDHYD (0001) Area (ha)= 152 ID= 1 DT= 30 min Total Imp(%)= 9900 Dir Conn(%)= 9900 IMPERVIOUS PERVIOUS (i) Surface Area (ha)=

36 Dep Storage (mm)= Average Slope (%)= Length (m)= Mannings n = MaxEffInten(mm/hr)= over (min) Storage Coeff (min)= 279 (ii) 427 (ii) Unit Hyd Tpeak (min)= Unit Hyd peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** WARNING: STORAGE COEFF IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 990 Ia = Dep Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY STANDHYD (0002) Area (ha)= 23 ID= 1 DT= 30 min Total Imp(%)= 9900 Dir Conn(%)= 9900 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep Storage (mm)= Average Slope (%)= Length (m)= Mannings n = MaxEffInten(mm/hr)= over (min) Storage Coeff (min)= 158 (ii) 253 (ii) Unit Hyd Tpeak (min)= Unit Hyd peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** WARNING: STORAGE COEFF IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 990 Ia = Dep Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY STANDHYD (0011) Area (ha)= 70 ID= 1 DT= 30 min Total Imp(%)= 6000 Dir Conn(%)= 6000 IMPERVIOUS PERVIOUS (i) Surface Area (ha)= Dep Storage (mm)= Average Slope (%)= Length (m)= Mannings n = MaxEffInten(mm/hr)= over (min) Storage Coeff (min)= 221 (ii) 874 (ii) Unit Hyd Tpeak (min)= Unit Hyd peak (cms)= *TOTALS* PEAK FLOW (cms)= (iii) TIME TO PEAK (hrs)= RUNOFF VOLUME (mm)= TOTAL RAINFALL (mm)= RUNOFF COEFFICIENT = ***** WARNING: STORAGE COEFF IS SMALLER THAN TIME STEP! (i) CN PROCEDURE SELECTED FOR PERVIOUS LOSSES: CN* = 740 Ia = Dep Storage (Above) (ii) TIME STEP (DT) SHOULD BE SMALLER OR EQUAL THAN THE STORAGE COEFFICIENT (iii) PEAK FLOW DOES NOT INCLUDE BASEFLOW IF ANY