: WATER SUPPLY SERVICING

Transcription

1 APPENDICES

2 LONGFIELDS BLOCK 13 COMMERCIAL PLAZA SERVICING AND STORMWATER MANAGEMENT REPORT Appendix A : Water Supply Servicing November 20, 2017 : WATER SUPPLY SERVICING A.1 DOMESTIC WATER DEMAND ESTIMATE A.1

3 : Longfields Block 13 Campanale-Modugno Estimated Water Demand Water demand may be estimated based on the City of Ottawa Watermain Distribution Guidelines, July 2010: Commercial and Institutional Demands Demand Type Amount Units Shopping Centres 2,500 L/(1000m2/d) Hospitals 900 L/(bed/day) Schools 70 L/(Student/d) Trailer Parks no Hook-Ups 340 L/(space/d) Trailer Parks with Hook-Ups 800 L/(space/d) Campgrounds 225 L/(campsite/d) Mobile Home Parks 1,000 L/(Space/d) Motels 150 L/(bed-space/d) Hotels 225 L/(bed-space/d) Tourist Commercial 28,000 L/gross ha/d Other Commercial 28,000 L/gross ha/d The proposed development is a commercial building of unknown type, therefore the Other Commercial category will be applied to the sq.m building that contains 15 commercial units. Average Daily Demand Maximum Daily Demand Peak Hourly QQ AAAAAA = 0.42HH LL HH DDDDDD = LL DD 1 DDDDDD ssssssssssssss = 0.14 LL ss QQ MMMMMM DDDDDDDDDD LL DD 1.5 = LL DD QQ PPPPPPPP HHHHHHHHHHHH LL LL 1.8 = DD DDDDDD 1 DDDDDD ssssssssssssss = 0.21 LL ss 1 DDDDDD ssssssssssssss = 0.38 LL ss Fire Flow Demands must be provided by mechanical consultants. For boundary conditions requests, a preliminary FUS-calculated fire flow demand of 10,000 L/min or 167 L / s can be used.

4 LONGFIELDS BLOCK 13 COMMERCIAL PLAZA SERVICING AND STORMWATER MANAGEMENT REPORT Appendix A : Water Supply Servicing November 20, 2017 A.2 FIRE FLOW REQUIREMENTS PER FUS A.2

5 Notes: FUS Fire Flow Calculation Calculations based on: "Water Supply for Public Fire Protection " by Fire Underwriters' Survey, 1999 Stantec Project #: Project Name: Longfields Block 13 Commercial Plaza Fire Flow Calculation #: 1 Date: October 24, 2017 Building Type/Description/Name: Block 13 Data input by: Cameron Odam Table A: Fire Underwriters Survey Determination of Required Fire Flow - Long Method Step Task Term Options 1 2 Multiplier Associated with Option Wood Frame 1.5 Ordinary construction 1 Non-combustible construction 0.8 Fire resistive construction (> 3 hrs) 0.6 Single Family 1 Townhouse - indicate # of units 2 Other (Comm, Ind, Apt etc.) 1 Choose: Value Used 2.2 # of Storeys Number of Floors/Storeys in the Unit (do not include basement): 1 1 Storeys Choose Frame Used for Construction of Unit Choose Type of Housing (if TH, Enter Number of Units Per TH Block) Enter Ground Floor Area of One Unit Obtain Required Fire Flow without Reductions Apply Factors Affecting Burning Choose Combustibility of Building Contents Choose Reduction Due to Presence of Sprinklers Choose Separation Distance Between Units Obtain Required Fire Flow, Duration & Volume Coefficient related to type of construction (C) Type of Housing Occupancy content hazard reduction or surcharge Water Supply Credit Sprinkler Supervision Credit Exposure Distance Between Units Framing Material Floor Space Area Average Floor Area (A) based on fire resistive building design when vertical openings are inadequately protected: Non-combustible 1 Limited combustible Combustible 0 Free burning 0.15 Rapid burning 0.25 Adequate Sprinkler conforms to NFPA None 0 Water supply is standard for sprinkler and fire dept. hose line -0.1 Water supply is not standard or N/A 0 Sprinkler system is fully supervised -0.1 Sprinkler not fully supervised or N/A Square Metres (m2) Required Fire Flow (without reductions or increases per FUS) (F = 220 * C * A) Round to nearest 1000L/min Reductions/Increases Due to Factors Affecting Burning Sprinkler reduction None 0 N/A Water supply is not standard or N/A Sprinkler not fully supervised or N/A North Side 30.1 to 45.0m 0.05 East Side 45.1m or greater 0 South Side 20.1 to 30.1m 0.1 West Side 20.1 to 30.1m 0.1 Unit Wood Frame 1.5 m Other (Comm, Ind, Apt etc.) 1 Units 0 N/A Total Required Fire Flow, rounded to nearest 1000 L/min, with max/min limits applied: Total Required Fire Flow (above) in L/s: Required Duration of Fire Flow (hrs) Required Volume of Fire Flow (m 3 ) 600 Area in Square Meters (m 2 ) Total Fire Flow (L/min) 8,000 Combustible 0 N/A 8, m 2, N/A , ,200 Date: 10/24/2017 Stantec Consulting Ltd. 4b W:\active\ _Longfields Block 13\design\analysis\Water\ FUS Calculation Sheet.xlsm

6 LONGFIELDS BLOCK 13 COMMERCIAL PLAZA SERVICING AND STORMWATER MANAGEMENT REPORT Appendix A : Water Supply Servicing November 20, 2017 A.3 BOUNDARY CONDITIONS A.3

7 Boundary Conditions Longfields Block 13 Commercial Plaza Information Provided Date provided: November 2017 Provided Demand Scenario L/min L/s Average Daily Demand 8.4 Maximum Daily Demand 12.6 Peak Hour Fire Flow Demand Location 10000

8 Results Pre-Zone Configuration Connection 1 - Campanale Avenue Demand Scenario Head (m) Pressure 1 (psi) Maximum HGL Peak Hour Max Day plus Fire (10,000 l/min) Ground Elevation = 93.5 m Post-Zone Configuration Connection 1 - Campanale Avenue Demand Scenario Head (m) Pressure 1 (psi) Maximum HGL Peak Hour Max Day plus Fire (10,000 l/min) Ground Elevation = 93.5 m Considerations 1. The connection point is located on the 203mm diameter watermain on Campanale Avenue. The private watermain was not modelled when establishing boundary conditions. 2. Be advised provided connection location image provided to the City of Ottawa shows a 254 mm dia water main. Our hydraulic model shows a 203 mm dia water main and was modelled as such. 3. Pressure reducing valves are to be installed due to pressure exceeding 80 psi (552 kpa) as per City of Ottawa Water Design Guidelines. Disclaimer The boundary condition information is based on current operation of the city water distribution system. The computer model simulation is based on the best information available at the time. The operation of the water distribution system can change on a regular basis, resulting in a variation in boundary conditions. The physical properties of watermains deteriorate over time, as such must be assumed in the absence of actual field test data. The variation in physical watermain properties can therefore alter the results of the computer model simulation. Fire Flow analysis is a reflection of available flow in the watermain; there may be additional restrictions that occur between the watermain and the hydrant that the model cannot take into account.

9 LONGFIELDS BLOCK 13 COMMERCIAL PLAZA SERVICING AND STORMWATER MANAGEMENT REPORT Appendix B : Wastewater Servicing November 20, 2017 : WASTEWATER SERVICING B.1 SANITARY SEWER DESIGN SHEET B.4

10 SUBDIVISION: Longfields Block 13 SANITARY SEWER DESIGN SHEET (City of Ottawa) MAX PEAK FACTOR (RES.)= 4.0 AVG. DAILY FLOW / PERSON 350 l/p/day MINIMUM VELOCITY 0.60 m/s DATE: 20/11/2017 MIN PEAK FACTOR (RES.)= 2.0 COMMERCIAL 50,000 l/ha/day MAXIMUM VELOCITY 3.00 m/s REVISION: 1 PEAKING FACTOR (INDUSTRIAL): 2.4 INDUSTRIAL (HEAVY) 55,000 l/ha/day MANNINGS n DESIGNED BY: MJS FILE NUMBER: PEAKING FACTOR (COMM., INST.): 1.5 INDUSTRIAL (LIGHT) 35,000 l/ha/day BEDDING CLASS B CHECKED BY: DT PERSONS / SINGLE 3.4 INSTITUTIONAL 50,000 l/ha/day MINIMUM COVER 2.50 m PERSONS / TOWNHOME 2.7 INFILTRATION 0.28 l/s/ha PERSONS / APARTMENT 1.8 LOCATION RESIDENTIAL AREA AND POPULATION COMMERCIAL INDUSTRIAL (L) INDUSTRIAL (H) INSTITUTIONAL GREEN / UNUSED C+I+I INFILTRATION TOTAL PIPE AREA ID FROM TO AREA UNITS POP. CUMULATIVE PEAK PEAK AREA ACCU. AREA ACCU. AREA ACCU. AREA ACCU. AREA ACCU. PEAK TOTAL ACCU. INFILT. FLOW LENGTH DIA MATERIAL CLASS SLOPE CAP. CAP. V VEL. VEL. NUMBER M.H. M.H. SINGLE TOWN APT AREA POP. FACT. FLOW AREA AREA AREA AREA AREA FLOW AREA AREA FLOW (FULL) PEAK FLOW (FULL) (ACT.) (ha) (ha) (l/s) (ha) (ha) (ha) (ha) (ha) (ha) (ha) (ha) (ha) (ha) (l/s) (ha) (ha) (l/s) (l/s) (m) (mm) (%) (l/s) (%) (m/s) (m/s) C1 SAN STUB PVC SDR % PVC SDR % DESIGN PARAMETERS

11 LONGFIELDS BLOCK 13 COMMERCIAL PLAZA SERVICING AND STORMWATER MANAGEMENT REPORT Appendix B : Wastewater Servicing November 20, 2017 B.2 SANITARY SEWER DESIGN SHEET (OFF-SITE SEWERS) B.5

12 STREET SUBDIVISION: Longfields Subdivision SANITARY SEWER DESIGN SHEET (City of Ottawa) DESIGN PARAMETERS AVG. DAILY FLOW / PERSON = 350 l/p/day COMMERCIAL 0.60 l/s/ha DATE: 8-Apr-2011 MINIMUM VELOCITY = 0.60 m/s INDUSTRIAL 0.40 l/s/ha REVISION: 22-Nov-2013 n = INSTITUTIONAL 0.60 l/s/ha DESIGNED BY: MJS FILE NUMBER: MAX PEAK FACTOR = 4.0 INFILTRATION 0.28 l/s/ha CHECKED BY: TJW MIN PEAK FACTOR = 2.0 RESIDENTIAL HARMON PEAKING FACTOR Peaking Factor Industrial: 2.4 PERSONS/ Ssingle UNIT = 3.4 Peaking Factor Comm. / Inst.: 1.5 PERSONS/ med density unit = 3.1 PERSONS/ back to back unit = 2.7 LOCATION RESIDENTIAL AREA AND POPULATION COMM INDUST INSTIT C+I+I INFILTRATION PIPE FROM TO AREA POP. CUMULATIVE PEAK PEAK AREA ACCU. AREA ACCU. AREA ACCU. PEAK TOTAL ACCU. INFILT. TOTAL DIST DIA SLOPE CAP. VEL. single med M.H. M.H. AREA POP. FACT. FLOW AREA AREA AREA FLOW AREA AREA FLOW FLOW (FULL) (FULL) (ACT.) units density back to (ha) units back units (ha) (l/s) (ha) (ha) (ha) (ha) (ha) (ha) (l/s) (ha) (ha) (l/s) (l/s) (m) (mm) (%) (l/s) (m/s) (m/s) Longfields Drive 2, 3, 4 EX N13 EX N Longfields Drive 2, 3, 5 EX N25 EX N Longfields Drive 3 EX N15 EX N15a Longfields Drive EX N15a Via Verona Ave Via Verona Ave Via Verona Ave Via San Marino Street Via San Marino Street Via San Marino Street Via San Marino Street 5 EX Stub Via Amalfi Street Via Amalfi Street Via Amalfi Street Future Street Stub Via Amalfi Street Via Amalfi Street Via Verona Ave Via Verona Ave Via Verona Ave Via Verona Ave Stub Via Verona Ave Private Stub Via Verona Ave of _SAN_ _MJS_r1.xlsx

13 SUBDIVISION: Longfields Subdivision SANITARY SEWER DESIGN SHEET (City of Ottawa) DESIGN PARAMETERS AVG. DAILY FLOW / PERSON = 350 l/p/day COMMERCIAL 0.60 l/s/ha DATE: 8-Apr-2011 MINIMUM VELOCITY = 0.60 m/s INDUSTRIAL 0.40 l/s/ha REVISION: 22-Nov-2013 n = INSTITUTIONAL 0.60 l/s/ha DESIGNED BY: MJS FILE NUMBER: MAX PEAK FACTOR = 4.0 INFILTRATION 0.28 l/s/ha CHECKED BY: TJW MIN PEAK FACTOR = 2.0 RESIDENTIAL HARMON PEAKING FACTOR Peaking Factor Industrial: 2.4 PERSONS/ Ssingle UNIT = 3.4 Peaking Factor Comm. / Inst.: 1.5 PERSONS/ med density unit = 3.1 PERSONS/ back to back unit = 2.7 LOCATION RESIDENTIAL AREA AND POPULATION COMM INDUST INSTIT C+I+I INFILTRATION PIPE STREET FROM TO AREA POP. CUMULATIVE PEAK PEAK AREA ACCU. AREA ACCU. AREA ACCU. PEAK TOTAL ACCU. INFILT. TOTAL DIST DIA SLOPE CAP. VEL. single med M.H. M.H. AREA POP. FACT. FLOW AREA AREA AREA FLOW AREA AREA FLOW FLOW (FULL) (FULL) (ACT.) units density back to (ha) units back units (ha) (l/s) (ha) (ha) (ha) (ha) (ha) (ha) (l/s) (ha) (ha) (l/s) (l/s) (m) (mm) (%) (l/s) (m/s) (m/s) Private Stub Via Verona Ave Via Verona Ave Via Verona Ave Via Verona Ave Longfields Drive 1 EX N15b Longfields Drive EX N15b EX N15c Longfields Drive EX N15c EX N15d Via Chianti Grove Via Chianti Grove Private Stub Via Chianti Grove Via Chianti Grove 22 EX N15d Longfields Drive EX N15d EX N Longfields Drive EX N Via Campanale Ave Via Campanale Ave Private Stub Via Campanale Ave Longfields Drive 26 EX N17a Longfields Drive EX N17a EX N Longfields Drive EX N19 EX N Private Stub Via Campanale Ave Via Campanale Ave Via Campanale Ave of _SAN_ _MJS_r1.xlsx

14 STREET SUBDIVISION: Longfields Subdivision SANITARY SEWER DESIGN SHEET (City of Ottawa) DESIGN PARAMETERS AVG. DAILY FLOW / PERSON = 350 l/p/day COMMERCIAL 0.60 l/s/ha DATE: 8-Apr-2011 MINIMUM VELOCITY = 0.60 m/s INDUSTRIAL 0.40 l/s/ha REVISION: 22-Nov-2013 n = INSTITUTIONAL 0.60 l/s/ha DESIGNED BY: MJS FILE NUMBER: MAX PEAK FACTOR = 4.0 INFILTRATION 0.28 l/s/ha CHECKED BY: TJW MIN PEAK FACTOR = 2.0 RESIDENTIAL HARMON PEAKING FACTOR Peaking Factor Industrial: 2.4 PERSONS/ Ssingle UNIT = 3.4 Peaking Factor Comm. / Inst.: 1.5 PERSONS/ med density unit = 3.1 PERSONS/ back to back unit = 2.7 LOCATION RESIDENTIAL AREA AND POPULATION COMM INDUST INSTIT C+I+I INFILTRATION PIPE FROM TO AREA POP. CUMULATIVE PEAK PEAK AREA ACCU. AREA ACCU. AREA ACCU. PEAK TOTAL ACCU. INFILT. TOTAL DIST DIA SLOPE CAP. VEL. single med M.H. M.H. AREA POP. FACT. FLOW AREA AREA AREA FLOW AREA AREA FLOW FLOW (FULL) (FULL) (ACT.) units density back to (ha) units back units (ha) (l/s) (ha) (ha) (ha) (ha) (ha) (ha) (l/s) (ha) (ha) (l/s) (l/s) (m) (mm) (%) (l/s) (m/s) (m/s) Via Modugno Place 29 EX MH29a Via Modugno Place EX MH29a EX MH29b Easement 1, 3 EX EX MH29b Via Modugno Place EX MH29b EX N Longfields Drive EX N310 EX N310a sum: ) Added commercial infiltration flow within Longfield Drive sewer that was excluded in the original calculation sheet for Longfields Davidson Serviceability Study (1998) 2) Original Longfields Davidson Serviceability Study (1998) flow rates and populations have been modified on account of modified tributary areas resulting from the proposed development. 3) Areas and / or populations taken from Longfields Davidson Serviceability Study (1998). 4) Uses reduced wastewater flows and reduced peaking factors for existing developments only as per City of Ottawa Sewer Guidelines for operational parameters on monitoring data (see Section 4, Figure 4.4 of the City of Ottawa Sewer Design Guidelines, Nov 2004) 5) Drainage areas indicated in 1998 Serviceability Study have been modified based on those indicated in the 2007 Serviceability Study prepared by David McManus Engineering 3 of _SAN_ _MJS_r1.xlsx

15 LONGFIELDS BLOCK 13 COMMERCIAL PLAZA SERVICING AND STORMWATER MANAGEMENT REPORT Appendix C : Storm Servicing and Stormwater Management November 20, 2017 : STORM SERVICING AND STORMWATER MANAGEMENT C.1 STORM SEWER DESIGN SHEET C.6

16 LOCATION Longfields Block 13 STORM SEWER DESIGN PARAMETERS DESIGN SHEET I = a / (t+b) c (As per City of Ottawa Guidelines, 2012) DATE: (City of Ottawa) 1:2 yr 1:5 yr 1:10 yr 1:100 yr REVISION: 1 a = MANNING'S n = BEDDING CLASS = B DESIGNED BY: MJS FILE NUMBER: b = MINIMUM COVER: 2.00 m CHECKED BY: DT c = TIME OF ENTRY 10 min DRAINAGE AREA AREA ID FROM TO AREA AREA AREA AREA AREA C C C C A x C ACCUM A x C ACCUM. A x C ACCUM. A x C ACCUM. T of C I 2-YEAR I 5-YEAR I 10-YEAR I 100-YEAR Q CONTROL ACCUM. Q ACT LENGTH PIPE WIDTH PIPE PIPE MATERIAL CLASS SLOPE Q CAP % FULL VEL. VEL. TIME OF NUMBER M.H. M.H. (2-YEAR) (5-YEAR) (10-YEAR) (100-YEAR) (ROOF) (2-YEAR) (5-YEAR) (10-YEAR) (100-YEAR) (2-YEAR) AxC (2YR) (5-YEAR) AxC (5YR) (10-YEAR) AxC (10YR) (100-YEAR) AxC (100YR) Q CONTROL (CIA/360) OR DIAMETER HEIGHT SHAPE (FULL) (FULL) (ACT) FLOW (ha) (ha) (ha) (ha) (ha) (-) (-) (-) (-) (ha) (ha) (ha) (ha) (ha) (ha) (ha) (ha) (min) (mm/h) (mm/h) (mm/h) (mm/h) (L/s) (L/s) (L/s) (m) (mm) (mm) (-) (-) (-) % (L/s) (-) (m/s) (m/s) (min) BLDG CIRCULAR PVC % STM CIRCULAR PVC % STUB CIRCULAR PVC % BLDG CIRCULAR PVC % STM CIRCULAR PVC % STUB CIRCULAR PVC % PIPE SELECTION

17 LONGFIELDS BLOCK 13 COMMERCIAL PLAZA SERVICING AND STORMWATER MANAGEMENT REPORT Appendix C : Storm Servicing and Stormwater Management November 20, 2017 C.2 MODIFIED RATIONAL METHOD CALCULATIONS C.7

18 Stormwater Management Calculations File No: Project: Longfields Commercial Plaza - Block 13 Date: 20-Nov-17 SWM Approach: Post-development to Pre-development flows Post-Development Site Conditions: Overall Runoff Coefficient for Site and Sub-Catchment Areas Runoff Coefficient Table Sub-catchment Area Runoff Overall Area (ha) Coefficient Runoff Catchment Type ID / Description "A" "C" "A x C" Coefficient Controlled - Tributary STM102 Hard Soft Subtotal Controlled - Tributary STM101 Hard Soft Subtotal Total Overall Runoff Coefficient= C: 0.77 Total Roof Areas Total Tributary Surface Areas (Controlled and Uncontrolled) Total Tributary Area to Outlet ha ha ha Total Site ha Date: 20/11/2017, 4:12 PM Stantec Consulting Ltd. anl_ _mrm.xlsm, Area Summary W:\active\ _Longfields Block 13\design\analysis\SWM\

19 Stormwater Management Calculations Project # , Longfields Commercial Plaza - Block 13 Project # , Longfields Commercial Plaza - Block 13 Modified Rational Method Calculatons for Storage Modified Rational Method Calculatons for Storage 5 yr Intensity I = a/(t + b) c a = t (min) I (mm/hr) July 1st 1979 Intensity t (min) I (mm/hr) City of Ottawa b = City of Ottawa c = YEAR Predevelopment Target Release from Portion of Site 100 YEAR (July 1st 1979) Predevelopment Target Release from Portion of Site Q100yr (L/s) 23.5 Allowable 100yr flow into sewer of 23.5L/s is taken from Campanale Homes - Longfields Development, City of Ottawa Stormwater Management Report. Prepared by Stantec Consulting, Dated Feb 4, Table 4.1 Future Block Development SWM Criteria. 5 YEAR Modified Rational Method for Entire Site 100 YEAR (July 1st 1979) Modified Rational Method for Entire Site Subdrainage Area: STM102 Controlled - Tributary Subdrainage Area: STM102 Controlled - Tributary Area (ha): 0.17 Area (ha): 0.17 C: 0.80 C: 1.00 tc l (5 yr) Qactual Qrelease Qstored Vstored Qspill tc l (100 yr) Qactual Qrelease Qstored Vstored Qspill (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (L/s) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (L/s) Warning, max. volume may not have been reached. Storage: Surface Storage Above CB Storage: Surface Storage Above CB Orifice Type: LMF 75 Orifice Type: LMF 75 Invert Elevation m Invert Elevation m T/G Elevation m T/G Elevation m Max Ponding Depth 0.35 m Max Ponding Depth 0.35 m Downstream W/L m Downstream W/L m Stage Head Discharge Vreq Vavail Volume Stage Head Discharge Vreq Vavail Volume (m) (L/s) (cu. m) (cu. m) Check (m) (L/s) (cu. m) (cu. m) Check 5-year Water Level OK 100-year Water Level OK 0.00 Subdrainage Area: STM101 Controlled - Tributary Subdrainage Area: STM101 Controlled - Tributary Area (ha): 0.25 Area (ha): 0.25 C: 0.75 C: 0.94 tc l (5 yr) Qactual Qrelease Qstored Vstored Qspill tc l (100 yr) Qactual Qrelease Qstored Vstored Qspill (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (L/s) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (L/s) Warning, max. volume may not have been reached. Storage: Surface Storage Above CB Storage: Surface Storage Above CB Orifice Type: LMF 95 mm Orifice Type: LMF 95 Invert Elevation m Invert Elevation m T/G Elevation m T/G Elevation m Max Ponding Depth 0.35 m Max Ponding Depth 0.35 m Downstream W/L m Downstream W/L m Stage Head Discharge Vreq Vavail Volume Stage Head Discharge Vreq Vavail Volume (m) (L/s) (cu. m) (cu. m) Check (m) (L/s) (cu. m) (cu. m) Check 5-year Water Level OK 100-year Water Level OK 0.00 SUMMARY TO OUTLET SUMMARY TO OUTLET Vrequired Vavailable* Vrequired Vavailable* Tributary Area ha Tributary Area ha Total 5yr Flow to Sewer 23.1 L/s m 3 Ok Total 100yr Flow to Sewer 23.1 L/s m 3 Ok Total 5yr Emergency Spill Flow 0.0 L/s Total 100yr Emergency Spill Flow 9.4 L/s Total Area ha Total Area ha Total 5yr Flow to Sewer 23.1 L/s Total 100yr Flow to Sewer 23.1 L/s Target 5yr Flow to Sewer 23.5 L/s Target 100yr Flow to Sewer 23.5 L/s Total 5yr Emergency Spill Flow 0.0 L/s Total 100yr Emergency Spill Flow 9.4 L/s Target 5yr Spill Flow L/s Target 100yr Spill Flow L/s Date: 20/11/2017 Stantec Consulting Ltd. Page 2 of 2 anl_ _mrm.xlsm, Modified RM W:\active\ _Longfields Block 13\design\analysis\SWM\

20 LONGFIELDS BLOCK 13 COMMERCIAL PLAZA SERVICING AND STORMWATER MANAGEMENT REPORT Appendix C : Storm Servicing and Stormwater Management November 20, 2017 C.3 BACKGROUND REPORT EXCERPTS (STORM DRAINAGE) C.8

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22 CAMPANALE HOMES LONGFIELDS DEVELOPMENT, CITY OF OTTAWA STORMWATER MANAGEMENT REPORT February 4, 2011 utilized where possible to further limit the inflow to the system. Rear yard catchbasins will have inlet controls placed at the downstream-most structure before entering the storm sewer. Solid covers will be installed on all manholes located in ponding areas to limit inflows to the minor system to that of the ICD. In consultation with the City of Ottawa, rear yard storage as recommended by the LDH reports will be acceptable for this subdivision. Rear yard storage will be maximized where possible to no more than 0.30 m depth, and road sags will have no more than 0.25 m ponding depth. Drawings SD-1 to SD-2 outline the proposed storm sewer alignment, orifice locations, ponding areas, and drainage divides and labels. The major flow from most of the site generated from larger events will be safely conveyed by engineered (overland) channels such as roadways and walkways safely to SWM Park 958 (also known as the soccer field in South Nepean Park). A portion of the major flow from two uncontrolled grassed rear yard areas (UNC1 and UNC2) will be directed to the future road located along the north edge of the subject site. The minor system from the proposed subdivision will outlet at four locations to the existing Longfields Drive stormwater sewer (see Drawings OSD-1, SD-1, SD-2 for locations). 4.3 FUTURE BLOCKS There are 14 parcels of land within the proposed development that will be developed under separate site plan applications and have been termed Future Development Blocks. A land use / zoning plan has been prepared by Nicholas Caragianis Architect Inc. showing what type of development is expected for each future block and can be found in the Figures section of this report, located just after the body of this text and before the appendices. Assumed design criteria were developed for the future development blocks and are listed below in Table 4.1. The development blocks are also displayed Figure: Blocks located in the Figures section of the report, showing which criteria apply to each block. Model Catchment ID Table 4.1: Future Block Development SWM Criteria Description Area (ha) Inflow Rate per ha Allowable Inflow (L/s) Storage Rate per ha Required Storage (cu.m) npc v:\01-604\active\ _longfields_subdivision\design\report\swm\2ndsubmission_ \rpt_b04-11_nc_swm_subm2.doc 4.2 Minimum USF (based on HGL m) '115' Future Block '116a' Future Block '125a' Future Block '123' Future Blocks 322 & '125b' Hydro Ottawa Block '127a' Future Block '128a' Future Block '129a' Block 316* As Req'd '129c' Future Block '130a' Future Block '130c' Future Block

23 CAMPANALE HOMES LONGFIELDS DEVELOPMENT, CITY OF OTTAWA STORMWATER MANAGEMENT REPORT February 4, 2011 Model Catchment ID Description Area (ha) Inflow Rate per ha Allowable Inflow (L/s) Storage Rate per ha Required Storage (cu.m) Minimum USF (based on HGL m) '131a' Future Block '131b' Future Block '134b' Future Block * Block 316 is the proposed Transitway Plaza which is adjacent to the existing Transitway Pedestrian underpass. The catchment does not have an overland flow route, therefore the detailed design of this parcel will need to provide whatever storage is required in order to ensure that HGLs on-site do not rise above the existing tunnel elevation (which houses among other things, the electrical room) of 90.5 m during the critical design event. It is noted that blocks with allowable flows less than 18 L/s may have difficulty meeting the target rate. In these cases, an allowable rate of 18 L/s may be used, if modeling can show that none of the downstream USFs are encroached on within 0.30m vertically by the raised HGL; it has been calculated that if these low-flow blocks discharge at 18 L/s, the overall development will still be within its allowable flow target to the minor system. Until the Future Blocks are developed, temporary catchbasins will be installed to pick up surface drainage. IPEX type A ICDs or equivalent are to be installed in the temporary. Fourteen blocks multiplied by 22 L/s/ICD = 308 L/s total inflow from the undeveloped blocks under interim conditions. This is less than the total allowable inflow rate calculated in Table 4.1 above, of 357 L/s, therefore the temporary measures will not exceed the allowable inflows into the storm sewer. Two future blocks will be required to provide overland flow conveyance capacity to two off-site areas. Catchment 116a (Future Block 327) will be required to convey overland flow from catchment 113b; catchment 113a (Future Block 315) will need to convey overland flow from catchment 132d. 4.4 HYDROLOGY A comprehensive hydrologic modeling exercise was completed with DDSWMM, accounting for the estimated major and minor systems to evaluate the storm sewer infrastructure. Surface storage estimates were based on the final grading plan design (see Drawings GP-1 to GP-3). The following assumptions were applied to the detailed model: Hydrologic parameters as per Ottawa Sewer Design Guidelines, including Horton infiltration, Manning s n, and depression storage values 3-hour Chicago Storm distribution for 5 Year Analysis, July 1, 1979 City of Ottawa Historical Storm used to assess impact of major storm Runoff Coefficient calculated based on actual soft and hard surfaces on each phase, converted to equivalent percent imperviousness using the relationship C = (Imp. x 0.7) Subcatchment areas and segment lengths defined from high-point to high-point where sags occur npc v:\01-604\active\ _longfields_subdivision\design\report\swm\2ndsubmission_ \rpt_b04-11_nc_swm_subm2.doc 4.3

24 CAMPANALE HOMES LONGFIELDS DEVELOPMENT, CITY OF OTTAWA STORMWATER MANAGEMENT REPORT February 4, 2011 Subcatchment width equal to two times the average segment road length for two-sided catchments, equal to the segment road length for one-sided catchments, and 225 m/ha times the area for any other catchments Number of catchbasins based on servicing plan (Drawings SD-1 to SD-3) Catchbasin inflow restricted with inlet-control devices (ICDs) as necessary to maintain HGL (as determined using XP-SWMM) Surface ponding in sag storage calculated using the cone equation (V = Area*Depth/3), based on grading plans (Drawings GP-1 to GP-3) Rear yards were used to provide surface storage, as per the LDH reports and confirmed by City of Ottawa staff Different segment cross-section types defined, accounting for 8.5 m and 6.5 m wide roads of constant cross-slope of 3%, and rear yard swales of constant side slopes of 4:1 (see Appendices A1 to A3) The inlet capacity and required total major surface storage for the future residential lands entering the minor system was set to 64 L/s/ha and 100 m 3 /ha respectively, in order to maintain the HGL 0.30 m below the underside of footing in the proposed subdivision Drawings SD-1 to SD-3 summarize the discretized subcatchments used in the analysis of the proposed Longfields Development, and outline the major overland flow paths. The grading plans are also enclosed for review. Table 4.2 summarizes the minor system inflow, the major system sag storage and the overflow peak for the proposed Development during the July 1, 1979 historical storm. Appendices A1 to A3 summarize the DDSWMM modeling input and results for the subject area for the 5 year design storm and July 1 st,1979 historical storms. Segment Table 4.2: DDSWMM Results (July 1, 1979 Historical Storm) Maximum Depth at Peak Inflow Overflow Peak 1 Volume Curb/Swale Capture Used (m 3 (m 3 /s) ) (cm) (L/s) Max. D x V (m 2 /s) 102S S aS b S R aS bR aS bR aR bS npc v:\01-604\active\ _longfields_subdivision\design\report\swm\2ndsubmission_ \rpt_b04-11_nc_swm_subm2.doc 4.4

25 CAMPANALE HOMES LONGFIELDS DEVELOPMENT, CITY OF OTTAWA STORMWATER MANAGEMENT REPORT February 4, 2011 Segment Maximum Volume Used (m 3 ) Depth at Curb/Swale (cm) Peak Inflow Capture (L/s) Overflow Peak 1 (m 3 /s) Max. D x V (m 2 /s) 113aS bR a bS aR bS S S S a b a bS cS a bS a bS c a bS c a b cS dS bR cR dR S aS b TRANS UNC1R UNC2R OUT-S OUT-E OUT-E npc v:\01-604\active\ _longfields_subdivision\design\report\swm\2ndsubmission_ \rpt_b04-11_nc_swm_subm2.doc 4.5

26 CAMPANALE HOMES LONGFIELDS DEVELOPMENT, CITY OF OTTAWA STORMWATER MANAGEMENT REPORT February 4, 2011 Segment Maximum Volume Used (m 3 ) Depth at Curb/Swale (cm) Peak Inflow Capture (L/s) Overflow Peak 1 (m 3 /s) Max. D x V (m 2 /s) OUT-E Peak Flow to Minor System Peak Flow to Major System L/s 2,718 L/s 1. Major system overflow from segment 2. Flow to minor system does not include 40 L/s from inlet controls at the Canadian National Rail line, UNC areas, or "OUT" outlets, but does include other inflows from TRANS. Hydraulic model will include the minor system flow as a constant inflow. 3. Total major flow from Phase 1 is equal to the sum of the overflow at OUT-S, OUT-E, OUT-E2, and OUT-E3. 4. Area 105b is a woodlot that is to be permanently preserved and will not be developed. The overall resulting inflow from the proposed Longfields Drive development is approximately 57.7 L/s/ha (site area to sewer = 14.5 ha, excluding uncontrolled and external areas). The bulk of the major flow from the subject site has been directed to Nepean Park via engineered channels such as roadways and walkways. Areas UNC1 and UNC2 will discharge overland towards SWM Park 959. Tables summarizing the minor system inflow, the major system sag storage and the overflow peak during historical storms are included in Appendix A HYDRAULICS The detailed DDSWMM hydrology and the proposed storm sewers were incorporated into a dynamic hydraulic model (XPSWMM - EXTRAN) to assess the peak hydraulic grade line (HGL) in the subdivision. Table 4.3 summarizes the HGL modeling results. Table 4.3: 1979 Historical Storm Hydraulic Grade Line Results Node ID Ground Elevation 1979 Storm HGL (m) Lowest Underside of Footing (m) HGL Clearance (m) N S npc v:\01-604\active\ _longfields_subdivision\design\report\swm\2ndsubmission_ \rpt_b04-11_nc_swm_subm2.doc 4.6

27 CAMPANALE HOMES LONGFIELDS DEVELOPMENT, CITY OF OTTAWA STORMWATER MANAGEMENT REPORT February 4, 2011 Node ID Ground Elevation 1979 Storm HGL (m) Lowest Underside of Footing (m) HGL Clearance (m) N S MH MH MH * 0.07 MH * 0.09 N STUB STUB STUB STUB STUB *Note: These are not USF elevations, but rather the elevation of the pedestrian tunnel underpass at the Transitway plaza. The City of Ottawa requires that during the major storm event, the maximum hydraulic grade line (HGL) be kept at least 0.30 m below the underside-of-footing (USF) of any adjacent units connected to the storm sewer. As is demonstrated in Table 4.2, the worst-case scenario results in HGL elevations that remain at least 0.30 m below the proposed underside of footings in all but two locations. HGL npc v:\01-604\active\ _longfields_subdivision\design\report\swm\2ndsubmission_ \rpt_b04-11_nc_swm_subm2.doc 4.7

28 DDSWMM MODELING RESULTS Date: 4-Feb Historical Storm Segment Peak Peak Max. Max. Max. Segment Max. Cross Maximum Max. D/S Max. Flow Time Depth Capture Overflow Type Sectional Area Velocity D x V Pipe Storage (hr:min.) (cm) (l/s) (cms) (sq.m) (m/s) (m2/s) (cu.m.) 102S : S : aS : b : S : R : aS : bR : aS : bR : aR : bS : aS : bR : : a : bS : aR : bS : S : S : S : a : : b : a : bS : cS 0.3 1: a : bS : a : MH bS : c : a : bS : c : a : b : cS : dS : bR : cR : dR : S : aS : b : TRANS : MH701 0 UNC1R : OUT-NE 0 UNC2R : OUT-NW 0 OUT-S : OUT-S 0 OUT-E : OUT-E 0 OUT-E : OUT-E2 0 OUT-E : OUT-E3 0 Peak Flow to Minor System: 893 L/s Peak Flow to Major System: 2718 L/s Notes Flow to minor system does not include 40 L/s from inlet controls at the Canadian National Rail line, UNC areas, or "OUT" outlets, but does include other inflows from TRANS Total major flow from Phase 1 is equal to the sum of the overflow at OUT-S, OUT-E, OUT-E2, and OUT-E3 Date: 2/8/2011 Stantec Consulting Ltd. Apndx. Pg 21 INPUT calcs _ xlsm, Results

29 DDSWMM MODELING RESULTS Date: 4-Feb-11 5 Year, 3 Hour Chicago Storm Segment Peak Peak Max. Max. Max. Segment Max. Cross Maximum Max. D/S Max. Flow Time Depth Capture Overflow Type Sectional Area Velocity D x V Pipe Storage (cms) (hr:min.) (cm) (l/s) (cms) (sq.m) (m/s) (m2/s) (cu.m.) 102S : S : aS : b : S : R : aS : bR : aS : bR : aR : bS : aS : bR : : a : bS : aR : bS : S : S : S : a : : b : a : bS : cS : a : bS : a : MH bS : c : a : bS : c : a : b : cS : dS : bR : cR : dR : S : aS : b : TRANS : MH701 0 UNC1R : OUT-NE 0 UNC2R : OUT-NW 0 OUT-S : OUT-S 0 OUT-E : OUT-E 0 OUT-E : OUT-E2 0 OUT-E : OUT-E3 0 Peak Flow to Minor System: 848 L/s Peak Flow to Major System: 1084 L/s Notes Flow to minor system does not include 40 L/s from inlet controls at the Canadian National Rail line, UNC areas, or "OUT" outlets, but does include other inflows from TRANS Total major flow from Phase 1 is equal to the sum of the overflow at OUT-S, OUT-E, OUT-E2, and OUT-E3 Date: 2/8/2011 Stantec Consulting Ltd. Apndx. Pg 22 INPUT calcs _ xlsm, Results

30 LONGFIELDS BLOCK 13 COMMERCIAL PLAZA SERVICING AND STORMWATER MANAGEMENT REPORT Appendix C : Storm Servicing and Stormwater Management November 20, 2017 C.4 IPEX TEMPEST TECHNICAL DATA C.9

31 Volume III: TEMPEST TM INLET CONTROL DEVICES Municipal Technical Manual Series S E C O N D E D I T I O N LMF (Low to Medium Flow) ICD HF (High Flow) ICD MHF (Medium to High Flow) ICD

32 IPEX Tempest TM Inlet Control Devices Municipal Technical Manual Series Vol. I, 2nd Edition 2012 by IPEX. All rights reserved. No part of this book may be used or reproduced in any manner whatsoever without prior written permission. For information contact: IPEX, Marketing, 2441 Royal Windsor Drive, Mississauga, Ontario, Canada, L5J 4C7. The information contained here within is based on current information and product design at the time of publication and is subject to change without notification. IPEX does not guarantee or warranty the accuracy, suitability for particular applications, or results to be obtained therefrom.

33 ABOUT IPEX At IPEX, we have been manufacturing non-metallic pipe and fittings since We formulate our own compounds and maintain strict quality control during production. Our products are made available for customers thanks to a network of regional stocking locations throughout North America. We offer a wide variety of systems including complete lines of piping, fittings, valves and custom-fabricated items. More importantly, we are committed to meeting our customers needs. As a leader in the plastic piping industry, IPEX continually develops new products, modernizes manufacturing facilities and acquires innovative process technology. In addition, our staff take pride in their work, making available to customers their extensive thermoplastic knowledge and field experience. IPEX personnel are committed to improving the safety, reliability and performance of thermoplastic materials. We are involved in several standards committees and are members of and/or comply with the organizations listed on this page. For specific details about any IPEX product, contact our customer service department.

34 CONTENTS TEMPEST INLET CONTROL DEVICES Technical Manual About IPEX Section One: Product Information: TEMPEST Low, Medium Flow (LMF) ICD Purpose Product Description Product Function Product Construction Product Applications Chart 1: LMF 14 Preset Flow Curves Chart 2: LMF Flow Vs. ICD Alternatives Product Installation Instructions to assemble a TEMPEST LMF ICD into a square catch basin: Instructions to assemble a TEMPEST LMF ICD into a round catch basin: Product Technical Specification General Materials Dimensioning Installation Section Two: Product Information: TEMPEST High Flow (HF) & Medium, High Flow (MHF) ICD Product Description Product Function Product Construction Product Applications Chart 3: HF & MHF Preset Flow Curves Product Installation Instructions to assemble a TEMPEST HF or MHF ICD into a square catch basin: Instructions to assemble a TEMPEST HF or MHF ICD into a round catch basin: Instructions to assemble a TEMPEST HF Sump into a square or round catch basin: Product Technical Specification General Materials Dimensioning Installation IPEX Tempest TM LMF ICD NOTE: Do not use or test the products in this manual with compressed air or other gases including air-over-water-boosters 3

35 PRODUCT INFORMATION: TEMPEST LOW, MEDIUM FLOW (LMF) ICD Purpose TEMPEST LMF ICD To control the amount of storm water runoff entering a sewer system by allowing a specified flow volume out of a catch basin or manhole at a specified head. This approach conserves pipe capacity so that catch basins downstream do not become uncontrollably surcharged, which can lead to basement floods, flash floods and combined sewer overflows. Product Description Our LMF ICD is designed to accommodate catch basins or manholes with sewer outlet pipes 6" in diameter and larger. Any storm sewer larger than 12" may require custom modification. However, IPEX can custom build a TEMPEST device to accommodate virtually any storm sewer size. Square Application Round Application Available in 14 preset flow curves, the LMF ICD has the ability to provide flow rates: 2lps 17lps (31gpm 270gpm) Product Function The LMF ICD vortex flow action allows the LMF ICD to provide a narrower flow curve using a larger orifice than a conventional orifice plate ICD, making it less likely to clog. When comparing flows at the same head level, the LMF ICD has the ability to restrict more flow than a conventional ICD during a rain event, preserving greater sewer capacity. Universal Mounting Plate + Spigot CB Wall Plate Product Construction Constructed from durable PVC, the LMF ICD is light weight 8.9 Kg (19.7 lbs). = Product Applications Will accommodate both square and round applications: Universal Mounting Plate Hub Adapter 4 IPEX Tempest TM LMF ICD NOTE: Do not use or test the products in this manual with compressed air or other gases including air-over-water-boosters

36 Chart 1: LMF 14 Preset Flow Curves TEMPEST LMF ICD 3.5 Chart 2: LMF Flow vs. ICD Alternatives Water Head (m) Tempest Vortex Competitor 1 Competitor 2 4" Orifice Water Flow Rate (Lps) IPEX Tempest TM LMF ICD 5 NOTE: Do not use or test the products in this manual with compressed air or other gases including air-over-water-boosters

37 PRODUCT INSTALLATION Instructions to assemble a TEMPEST LMF ICD into a Square Catch Basin: Instructions to assemble a TEMPEST LMF ICD into a Round Catch Basin: TEMPEST LMF ICD STEPS: 1. Materials and tooling verification: Tooling: impact drill, 3/8" concrete bit, torque wrench for 9/16" nut, hand hammer, level, and marker. Material: (4) concrete anchor 3/8 x 3-1/2, (4) washers, (4) nuts, universal mounting plate, ICD device. 2. Use the mounting wall plate to locate and mark the hole (4) pattern on the catch basin wall. You should use a level to ensure that the plate is at the horizontal. 3. Use an impact drill with a 3/8" concrete bit to make the four holes at a minimum of 1-1/2" depth up to 2-1/2". Clean the concrete dust from the holes. 4. Install the anchors (4) in the holes by using a hammer. Thread the nuts on the top of the anchors to protect the threads when you hit the anchors with the hammer. Remove the nuts from the ends of the anchors. 5. Install the universal mounting plate on the anchors and screw the 4 nuts in place with a maximum torque of 40 N.m (30 lbf-ft). There should be no gap between the wall mounting plate and the catch basin wall. 6. From the ground above using a reach bar, lower the ICD device by hooking the end of the reach bar to the handle of the ICD device. Align the triangular plate portion into the mounting wall plate. Push down the device to be sure it has centered in to the universal mounting plate and has created a seal. STEPS: 1. Materials and tooling verification. Tooling: impact drill, 3/8" concrete bit, torque wrench for 9/16" nut, hand hammer, level and marker. Material: (4) concrete anchor 3/8 x 3-1/2, (4) washers and (4) nuts, spigot CB wall plate, universal mounting plate hub adapter, ICD device. 2. Use the spigot catch basin wall plate to locate and mark the hole (4) pattern on the catch basin wall. You should use a level to ensure that the plate is at the horizontal. 3. Use an impact drill with a 3/8" concrete bit to make the four holes at a depth between 1-1/2" to 2-1/2". Clean the concrete dust from the holes. 4. Install the anchors (4) in the holes by using a hammer. Thread the nuts on the top of the anchors to protect the threads when you hit the anchors with the hammer. Remove the nuts from the ends of the anchors. 5. Install the CB spigot wall plate on the anchors and screw the 4 nuts in place with a maximum torque of 40 N.m (30 lbf-ft). There should be no gap between the spigot wall plate and the catch basin wall. 6. Apply solvent cement on the hub of the universal mounting plate, hub adapter and the spigot of the CB wall plate, then slide the hub over the spigot. Make sure the universal mounting plate is at the horizontal and its hub is completely inserted onto the spigot. Normally, the corners of the universal mounting plate hub adapter should touch the catch basin wall. WARNING Verify that the outlet pipe doesn t protrude into the catch basin. If it does, cut down the pipe flush to the catch basin wall. Call your IPEX representative for more information or if you have any questions about our products. 7. From ground above using a reach bar, lower the ICD device by hooking the end of the reach bar to the handle of the ICD device. Align the triangular plate portion into the mounting wall plate. Push down the device to be sure it has centered in to the mounting plate and has created a seal. WARNING Verify that the outlet pipe doesn t protrude into the catch basin. If it does, cut back the pipe flush to the catch basin wall. The solvent cement which is used in this installation is to be approved for PVC. The solvent cement should not be used below 0 C (32 F) or in a high humidity environment. Refer to the IPEX solvent cement guide to confirm the required curing time or visit the IPEX Online Solvent Cement Training Course available at Call your IPEX representative for more information or if you have any questions about our products. 6 IPEX Tempest TM LMF ICD NOTE: Do not use or test the products in this manual with compressed air or other gases including air-over-water-boosters

38 PRODUCT TECHNICAL SPECIFICATION General Inlet control devices (ICD s) are designed to provide flow control at a specified rate for a given water head level and also provide odour and floatable control. All ICD s will be IPEX Tempest or approved equal. All devices shall be removable from a universal mounting plate. An operator from street level using only a T-bar with a hook will be able to retrieve the device while leaving the universal mounting plate secured to the catch basin wall face. The removal of the TEMPEST devices listed above must not require any unbolting or special manipulation or any special tools. TEMPEST LMF ICD High Flow (HF) Sump devices will consist of a removable threaded cap which can be accessible from street level with out entry into the catchbasin (CB). The removal of the threaded cap shall not require any special tools other than the operator s hand. ICD s shall have no moving parts. Materials ICD s are to be manufactured from Polyvinyl Chloride (PVC) or Polyurethane material, designed to be durable enough to withstand multiple freeze-thaw cycles and exposure to harsh elements. The inner ring seal will be manufactured using a Buna or Nitrile material with hardness between Duro 50 and Duro 70. The wall seal is to be comprised of a 3/8" thick Neoprene Closed Cell Sponge gasket which is attached to the back of the wall plate. All hardware will be made from 304 stainless steel. Dimensioning The Low Medium Flow (LMF), High Flow (HF) and the High Flow (HF) Sump shall allow for a minimum outlet pipe diameter of 200mm with a 600mm deep Catch Basin sump. Installation Contractor shall be responsible for securing, supporting and connecting the ICD s to the existing influent pipe and catchbasin/manhole structure as specified and designed by the Engineer. IPEX Tempest TM LMF ICD 7 NOTE: Do not use or test the products in this manual with compressed air or other gases including air-over-water-boosters

39 PRODUCT INFORMATION: TEMPEST HF & MHF ICD Product Description Our HF, HF Sump and MHF ICD s are designed to accommodate catch basins or manholes with sewer outlet pipes 6" in diameter or larger. Any storm sewer larger than 12" may require custom modification. However, IPEX can custom build a TEMPEST device to accommodate virtually any storm sewer size. Product Applications The HF and MHF ICD s are available to accommodate both square and round applications: Available in 5 preset flow curves, these ICDs have the ability to provide constant flow rates: 9lps (143 gpm) and greater TEMPEST HF & MHF ICD Product Function TEMPEST HF (High Flow): designed to manage moderate to higher flows 15 L/s (240 gpm) or greater and prevent the propagation of odour and floatables. With this device, the cross-sectional area of the device is larger than the orifice diameter and has been designed to limit head losses. The HF ICD can also be ordered without flow control when only odour and floatable control is required. TEMPEST HF (High Flow) Sump: The height of a sewer outlet pipe in a catch basin is not always conveniently located. At times it may be located very close to the catch basin floor, not providing enough sump for one of the other TEMPEST ICDs with universal back plate to be installed. In these applications, the HF Sump is offered. The HF Sump offers the same features and benefits as the HF ICD; however, is designed to raise the outlet in a square or round catch basin structure. When installed, the HF sump is fixed in place and not easily removed. Any required service to the device is performed through a clean-out located in the top of the device which can be often accessed from ground level. TEMPEST MHF (Medium to High Flow): The MHF plate or plug is designed to control flow rates 9 L/s (143 gpm) or greater. It is not designed to prevent the propagation of odour and floatables. Square Application Universal Mounting Plate HF ICD MHF ICD Round Application Spigot CB Wall Plate The HF Sump is available to accommodate low to no sump applications in both square and round catch basins: + = Universal Mounting Plate Hub Adapter Product Construction The HF, HF Sump and MHF ICDs are built to be light weight at a maximum weight of 6.8 Kg (14.6 lbs). Square Catch Basin Round Catch Basin 8 IPEX Tempest TM LMF ICD NOTE: Do not use or test the products in this manual with compressed air or other gases including air-over-water-boosters

40 Chart 3: HF & MHF Preset Flow Curves Head (m) A B C TEMPEST HF & MHF ICD 2.0 D E Flow Q (Lps) IPEX Tempest TM LMF ICD 9 NOTE: Do not use or test the products in this manual with compressed air or other gases including air-over-water-boosters

41 PRODUCT INSTALLATION Instructions to assemble a TEMPEST HF or MHF ICD into a Square Catch Basin: Instructions to assemble a TEMPEST HF or MHF ICD into a Round Catch Basin: TEMPEST HF & MHF ICD 1. Materials and tooling verification: Tooling: impact drill, 3/8" concrete bit, torque wrench for 9/16" nut, hand hammer, level, and marker. Material: (4) concrete anchor 3/8 x 3-1/2, (4) washers, (4) nuts, universal mounting plate, ICD device 2. Use the mounting wall plate to locate and mark the hole (4) pattern on the catch basin wall. You should use a level to ensure that the plate is at the horizontal. 3. Use an impact drill with a 3/8" concrete bit to make the four holes at a minimum of 1-1/2" depth up to 2-1/2". Clean the concrete dust from the holes. 4. Install the anchors (4) in the holes by using a hammer. Thread the nuts on the top of the anchors to protect the threads when you hit the anchors with the hammer. Remove the nuts from the ends of the anchors. 5. Install the universal wall mounting plate on the anchors and screw the 4 nuts in place with a maximum torque of 40 N.m (30 lbf-ft). There should be no gap between the wall mounting plate and the catch basin wall. 6. From the ground above using a reach bar, lower the device by hooking the end of the reach bar to the handle of the ICD device. Align the triangular plate portion into the mounting wall plate. Push down the device to be sure it has centered in to the universal wall mounting plate and has created a seal. WARNING Verify that the outlet pipe doesn t protrude into the catch basin. If it does, cut down the pipe flush to the catch basin wall. Call your IPEX representative for more information or if you have any questions about our products. STEPS: 1. Materials and tooling verification. Tooling: impact drill, 3/8" concrete bit, torque wrench for 9/16" nut, hand hammer, level and marker. Material: (4) concrete anchor 3/8 x 3-1/2, (4) washers and (4) nuts, spigot CB wall plate, universal mounting plate hub adapter, ICD device. 2. Use the round catch basin spigot adaptor to locate and mark the hole (4) pattern on the catch basin wall. You should use a level to ensure that the plate is at the horizontal. 3. Use an impact drill with a 3/8" concrete bit to make the four holes at a depth between 1-1/2" to 2-1/2". Clean the concrete dust from the holes. 4. Install the anchors (4) in the holes by using a hammer. Thread the nuts on the top of the anchors to protect the threads when you hit the anchors with the hammer. Remove the nuts from the ends of the anchors. 5. Install the spigot CB wall plate on the anchors and screw the 4 nuts in place with a maximum torque of 40 N.m (30 lbf-ft). There should be no gap between the spigot CB wall plate and the catch basin wall. 6. Put solvent cement on the hub of the universal mounting plate, hub adapter and the spigot of the CB wall plate, then slide the hub over the spigot. Make sure the universal mounting plate is at the horizontal and its hub is completely inserted onto the spigot. Normally, the corners of the hub adapter should touch the catch basin wall. 7. From ground above using a reach bar, lower the device by hooking the end of the reach bar to the handle of the ICD device. Align the triangular plate portion into the mounting wall plate. Push down the device to be sure it has centered in to the wall mounting plate and has created a seal. 10 IPEX Tempest TM LMF ICD WARNING Verify that the outlet pipe doesn t protrude into the catch basin. If it does, cut down the pipe flush to the catch basin wall. The solvent cement which is used in this installation is to be approved for PVC. The solvent cement should not be used below 0 C (32 F) or in a high humidity environment. Refer to the IPEX solvent cement guide to confirm the required curing time or visit the IPEX Online Solvent Cement Training Course available at Call your IPEX representative for more information or if you have any questions about our products. NOTE: Do not use or test the products in this manual with compressed air or other gases including air-over-water-boosters

42 PRODUCT TECHNICAL SPECIFICATION Instructions to assemble a TEMPEST HF Sump into a Square or Round Catch Basin: STEPS: 1. Materials and tooling verification: General Inlet control devices (ICD s) are designed to provide flow control at a specified rate for a given water head level and also provide odour and floatable control where specified. All ICD s will be IPEX Tempest or approved equal. Tooling: impact drill, 3/8" concrete bit, torque wrench for 9/16" nut, hand hammer, level, mastic tape and metal strapping Material: (2) concrete anchor 3/8 x 3-1/2, (2) washers, (2) nuts, HF Sump pieces (2). 2. Apply solvent cement to the spigot end of the top half of the sump. Apply solvent cement to the hub of the bottom half of the sump. Insert the spigot of the top half of the sump into the hub of the bottom half of the sump. 3. Install the 8" spigot of the device into the outlet pipe. Use the mastic tape to seal the device spigot into the outlet pipe. You should use a level to be sure that the fitting is standing at the vertical. 4. Use an impact drill with a 3/8" concrete bit to make a series of 2 holes along each side of the body throat. The depth of the hole should be between 1-1/2" to 2-1/2". Clean the concrete dust from the 2 holes. 5. Install the anchors (2) in the holes by using a hammer. Put the nuts on the top of the anchors to protect the threads when you hit the anchors. Remove the nuts from the ends of the anchors. 6. Cut the metal strapping to length and connect each end of the strapping to the anchors. Screw the nuts in place with a maximum torque of 40 N.m (30 lbf-ft). The device should be completely flush with the catch basin wall. All devices shall be removable from a universal mounting plate. An operator from street level using only a T-bar with a hook shall be able to retrieve the device while leaving the universal mounting plate secured to the catch basin wall face. The removal of the TEMPEST devices listed above shall not require any unbolting or special manipulation or any special tools. High Flow (HF) Sump devices shall consist of a removable threaded cap which can be accessible from street level with out entry into the catchbasin (CB). The removal of the threaded cap shall not require any special tools other than the operator s hand. ICD s shall have no moving parts. Materials ICD s are to be manufactured from Polyvinyl Chloride (PVC) or Polyurethane material, designed to be durable enough to withstand multiple freeze-thaw cycles and exposure to harsh elements. The inner ring seal will be manufactured using a Buna or Nitrile material with hardness between Duro 50 and Duro 70. The wall seal is to be comprised of a 3/8 thick Neoprene Closed Cell Sponge gasket which is attached to the back of the wall plate. All hardware will be made from 304 stainless steel. TEMPEST HF & MHF ICD WARNING Verify that the outlet pipe doesn t protrude into the catch basin. If it does, cut down the pipe flush to the catch basin wall. The solvent cement which is used in this installation is to be approved for PVC. The solvent cement should not be used below 0 C (32 F) or in a high humidity environment. Refer to the IPEX solvent cement guide to confirm the required curing time or visit the IPEX Online Solvent Cement Training Course available at Call your IPEX representative for more information or if you have any questions about our products. Dimensioning The Low Medium Flow (LMF), High Flow (HF) and the High Flow (HF) Sump shall allow for a minimum outlet pipe diameter of 200mm with a 600mm deep Catch Basin sump. Installation Contractor shall be responsible for securing, supporting and connecting the ICD s to the existing influent pipe and catchbasin/manhole structure as specified and designed by the Engineer. IPEX Tempest TM LMF ICD 11 NOTE: Do not use or test the products in this manual with compressed air or other gases including air-over-water-boosters

43 12 IPEX Tempest TM LMF ICD NOTE: Do not use or test the products in this manual with compressed air or other gases including air-over-water-boosters

44 SALES AND CUSTOMER SERVICE Canadian Customers call IPEX Inc. Toll free: (866) U.S. Customers call IPEX USA LLC Toll free: (800) About the IPEX Group of Companies As leading suppliers of thermoplastic piping systems, the IPEX Group of Companies provides our customers with some of the largest and most comprehensive product lines. All IPEX products are backed by more than 50 years of experience. With state-of-the-art manufacturing facilities and distribution centers across North America, we have established a reputation for product innovation, quality, end-user focus and performance. Markets served by IPEX group products are: Electrical systems Telecommunications and utility piping systems PVC, CPVC, PP, ABS, PEX, FR-PVDF and PE pipe and fittings (1/4" to 48") Industrial process piping systems Municipal pressure and gravity piping systems Plumbing and mechanical piping systems PE Electrofusion systems for gas and water Industrial, plumbing and electrical cements Irrigation systems Products manufactured by IPEX Inc. and distributed in the United States by IPEX USA LLC. Tempest TM is a trademark of IPEX Branding Inc. This literature is published in good faith and is believed to be reliable. However it does not represent and/or warrant in any manner the information and suggestions contained in this brochure. Data presented is the result of laboratory tests and field experience. A policy of ongoing product improvement is maintained. This may result in modifications of features and/or specifications without notice. MNMNTPIP IPEX MN0038UC

45 LONGFIELDS BLOCK 13 COMMERCIAL PLAZA SERVICING AND STORMWATER MANAGEMENT REPORT Appendix D : Geotechnical Investigation November 20, 2017 : GEOTECHNICAL INVESTIGATION D.10

46 patersongroup November 8, 2017 PG2119-LET.02 Campanale Homes Bank Street Ottawa, ON K1S 3X7 Attention: Subject: Mr. Tony Campanale Geotechnical Investigation Proposed Commercial Building - Block Longfields Drive - Ottawa Consulting Engineers 154 Colonnade Road South Ottawa, Ontario K2E 7J5 Tel: (613) Fax: (613) Geotechnical Engineering Environmental Engineering Hydrogeology Geological Engineering Materials Testing Building Science Archaeological Services Dear Sir, Paterson Group (Paterson) was commissioned by Campanale Homes to conduct a geotechnical investigation for the proposed commercial building within Block 13 of the Longfields Station development located at 605 Longfields Drive, in the City of Ottawa, Ontario. The current phase of the Longfields Station development is understood to consist of slab on grade commercial building comprised of fifteen units. It is also expected that parking areas and landscape areas are to be constructed for the proposed development. 1.0 Field Investigation The fieldwork for the original geotechnical investigations were conducted on February 15, 2013 and May 20, Four (4) test pits from these investigations are located just outside the vicinity of the proposed Block 13. The test pits were excavated to a maximum depth of 5.3 m below ground surface using a hydraulic shovel. The test pits were reviewed in the field by Paterson personnel under the direction of a senior engineer from the geotechnical division. The field procedure consisted of reviewing the excavation, sampling and testing the overburden at selected locations. The test holes completed by Paterson in 2013 were surveyed and located in the field by Paterson personnel, while test holes completed in 2010 were surveyed and located by Stantec Geomatics. It is understood that all elevations at the test pit locations are referenced to a geodetic datum. The approximate location of the test hole is shown on Drawing PG Test Hole Location Plan attached to the present report. Ottawa Kingston North Bay

47 Mr. Tony Campanale Page 2 PG2119-LET Field Observations The ground surface across the eastern portion of the subject site is predominantly grass covered with some trees, while the western portion of the site has been stripped of the topsoil and is covered with construction debris. An asphalt pathway with associated lighting also runs along the north property boundary. The subject site is relatively flat and is generally at grade with Longfields Drive and Modugno Place, as well as adjacent properties. Generally, the subsurface profile encountered at the test pit locations consists of topsoil underlain by a very stiff silty clay crust. The above noted layers are underlain by a stiff grey silty clay followed by a dense glacial till. Refer to the Soil Profile and Test Data sheets attached for specific details of the soil profile encountered at the test pit locations. Based on available geological mapping, interbedded sandstone and dolomite from the March formation is present in this area with an overburden thickness ranging between 5 to 10 m depth. Based on field observations during excavation, groundwater infiltration was observed in TP 8 and TP 9 at a depth of 1.8 and 3.2 m depth, respectively. However, based on the recovered soil samples moisture levels, consistency and colouring of the excavated layers, the long-term groundwater is expected to be between 2.5 to 3.5 m depth. It should be noted that groundwater levels are subject to seasonal fluctuations and therefore, the groundwater levels could vary at the time of construction. 3.0 Geotechnical Assessment Due to the consistency of the subsoil profile throughout the overall development, no additional test holes were required to provide a site specific geotechnical assessment for the proposed Block 13. From a geotechnical perspective, the subject site is suitable for the proposed commercial building. It is expected that the proposed building will be founded on conventional style footings placed on an undisturbed, very stiff to stiff silty clay bearing surface. Due to the presence of a silty clay layer, the subject site will be subjected to permissible grade raise restrictions. The permissible grade raise recommendations will be discussed in the following sections. patersongroup

48 Mr. Tony Campanale Page 3 PG2119-LET.02 Site Grading and Preparation Topsoil and fill, containing deleterious or organic materials, should be stripped from under any buildings and other settlement sensitive structures. Other settlement sensitive structures include, but are not limited to, underground services and paved areas. Engineered fill placed for grading beneath the proposed building footprint, unless otherwise specified, should consist of clean imported granular fill, such as Ontario Provincial Standard Specifications (OPSS) Granular A or Granular B Type II. The fill should be tested and approved prior to delivery to the site. The fill should be placed in maximum lift thickness of 300 mm and compacted with suitable compaction equipment. Fill placed beneath the building should be compacted to a minimum of 98% of the standard Proctor maximum dry density (SPMDD). Non-specified existing fill along with site-excavated soil could be placed as general landscaping fill where surface settlement is of minor concern. The existing materials should be spread in thin lifts and at least compacted by the tracks of the spreading equipment to minimize voids. If excavated stiff brown silty clay, free of organics and deleterious materials, is to be used to build up the subgrade level for areas to be paved, the silty clay, under dry conditions, should be compacted in thin lifts to a minimum density of 95% of their respective SPMDD. Non-specified existing fill and site-excavated soils are not suitable for use as backfill against foundation walls unless a composite drainage blanket connected to a perimeter drainage system is provided. Foundation Design Strip footings, up to 3 m wide, and pad footings, up to 5 m wide, placed on an undisturbed, very stiff to stiff silty clay can be designed using a bearing resistance value at serviceability limit states (SLS) of 150 kpa and a factored bearing resistance value at ultimate limit states (ULS) of 225 kpa. A geotechnical resistance factor of 0.5 was applied to the reported bearing resistance values at ULS. An undisturbed soil bearing surface consists of one from which all topsoil and deleterious materials, such as loose, frozen or disturbed soil, have been removed prior to the placement of concrete for footings. The bearing resistance value at SLS given for footings will be subjected to potential post construction total and differential settlements of 25 and 20 mm, respectively. patersongroup

49 Mr. Tony Campanale Page 4 PG2119-LET.02 Lateral Support The bearing medium under footing-supported structures is required to be provided with adequate lateral support with respect to excavations and different foundation levels. Adequate lateral support is provided to a soil bearing medium when a plane extending horizontally and vertically from the footing perimeter at a minimum of 1.5H:1V, passing through in situ soil or engineered fill of equal or higher capacity as the soil. Permissible Grade Raise A permissible grade raise restriction of 2 m is recommended for areas where silty clay is encountered below underside of footing level. Design for Earthquakes A seismic site response Class C is applicable for foundation design at the subject site. Refer to the latest revision of the 2012 Ontario Building Code for a full discussion of the earthquake design requirements. It should be noted that the site is not susceptible to liquefaction based on the soil consistency and type encountered, which include a stiff silty clay and compact to dense glacial till deposit. Both of these soil types are not susceptible to liquefaction based on design earthquake data for the Ottawa area. Slab on Grade Construction With the removal of all topsoil and fill, such as those containing organic materials, within the footprint of the proposed building, the native soil surface will be considered to be an acceptable subgrade on which to commence backfilling for slab construction. Any soft areas should be removed and backfilled with appropriate backfill material prior to placing any fill. OPSS Granular B Type II, with a maximum particle size of 50 mm, are recommended for backfilling below the floor slab. It is recommended that the upper 200 mm of sub-floor fill consists of Granular A crushed stone. All backfill material within the footprint of the proposed buildings should be placed in maximum 200 mm thick loose layers and compacted to at least 98% of its SPMDD. Pavement Structure For design purposes, the pavement structure presented in the following table could be used for the design of car only parking areas. patersongroup

50 Mr. Tony Campanale Page 5 PG2119-LET.02 Table 1 - Recommended Pavement Structure - Car Only Parking Areas Thickness (mm) Material Description 50 Wear Course - HL-3 or Superpave 12.5 Asphaltic Concrete 150 BASE - OPSS Granular A Crushed Stone 300 SUBBASE - OPSS Granular B Type II SUBGRADE - Either fill, in situ soil or OPSS Granular B Type I or II material placed over in situ soil or fill. Minimum Performance Graded (PG) asphalt cement should be used for this project. If soft spots develop in the subgrade during compaction or due to construction traffic, the affected areas should be excavated and backfilled with OPSS Granular B Type II material. The pavement granular base and subbase should be placed in maximum 300 mm thick lifts and compacted to a minimum of 98% of the SPMDD. Pavement Structure Drainage Satisfactory performance of the pavement structure is largely dependent on keeping the contact zone between the subgrade material and the base stone in a dry condition. Failure to provide adequate drainage under conditions of heavy wheel loading can result in the fine subgrade soil being pumped into the voids in the stone subbase, thereby reducing its load carrying capacity. Due to the impervious nature of the subgrade materials, consideration should be given to installing subdrains in the silty clay during the pavement construction. These drains should be installed at each catch basin as per City of Ottawa standards and specifications. The subdrain inverts should be approximately 300 mm below subgrade level. The subgrade surface should be crowned to promote water flow to the drainage lines. patersongroup

51 Mr. Tony Campanale Page 6 PG2119-LET Design and Construction Precautions Foundation Drainage and Backfill A perimeter foundation drainage system is recommended to be provided for the proposed structure. The system should consist of a 150 mm diameter perforated corrugated plastic pipe, surrounded on all sides by 150 mm of 19 mm clear crushed stone, placed at the footing level around the exterior perimeter of the structure. The pipe should have a positive outlet, such as gravity connection to the storm sewer. Backfill against the exterior sides of the foundation walls should consist of free-draining non frost susceptible granular materials. The greater part of the site excavated materials will be frost susceptible and are not recommended for placement as backfill against the foundation walls, unless placed in conjunction with a drainage geocomposite, such as Miradrain G100N or Delta Drain The drainage geocomposite should be connected to the perimeter foundation drainage system. Otherwise, imported granular materials, such as clean sand or OPSS Granular B Type I granular material, should be placed for foundation backfill. Protection of Footings Against Frost Action Perimeter footings of heated structures are required to be insulated against the deleterious effect of frost action. A minimum of 1.5 m thick soil cover (or equivalent) should be provided. Exterior unheated footings, such as isolated exterior piers, are more prone to deleterious movement associated with frost action than the exterior walls of the structure proper and require additional protection, such as soil cover of 2.1 m or a combination of soil cover and foundation insulation. Excavation Side Slopes The excavation side slopes in overburden materials should either be excavated to acceptable slopes or be retained by shoring systems from the beginning of the excavation until the structure is backfilled. If sufficient room is unavailable due to existing structures or property boundaries, a shoring system may be required. patersongroup

52 Mr. Tony Campanale Page 7 PG2119-LET.02 The excavation side slopes above the groundwater level extending to a maximum depth of 3 m should be cut back at 1H:1V or flatter. The flatter slope is required for excavation below groundwater level. The subsurface soil is considered to be mainly a Type 2 and 3 soil according to the Occupational Health and Safety Act and Regulations for Construction Projects. Excavated soil should not be stockpiled directly at the top of excavations and heavy equipment should maintain safe working distance from the excavation sides. Slopes in excess of 3 m in height should be periodically inspected by the geotechnical consultant in order to detect if the slopes are exhibiting signs of distress. A trench box is recommended to be installed at all times to protect personnel working in trenches with steep or vertical sides. Services are expected to be installed by cut and cover methods and excavations should not remain exposed for extended periods of time. Pipe Bedding and Backfill The pipe bedding for sewer and water pipes should consist of at least 150 mm of OPSS Granular A material. The material should be placed in maximum 300 mm thick lifts and compacted to a minimum of 95% of its SPMDD. The bedding material should extend at least to the spring line of the pipe. The cover material, which should consist of OPSS Granular A, should extend from the spring line of the pipe to at least 300 mm above the obvert of the pipe. The material should be placed in maximum 300 mm thick lifts and compacted to a minimum of 95% of its SPMDD. It should generally be possible to re-use the moist (not wet) brown silty clay above the cover material if the excavation and filling operations are carried out in dry weather conditions. Wet silty clay materials will be difficult to re-use, as the high water contents make compacting impractical without an extensive drying period. Where hard surface areas are considered above the trench backfill, the trench backfill material within the frost zone (about 1.8 m below finished grade) should match the soils exposed at the trench walls to minimize differential frost heaving. The trench backfill should be placed in maximum 300 mm thick loose lifts and compacted to a minimum of 95% of the material s SPMDD. patersongroup

53 Mr. Tony Campanale Page 8 PG2119-LET.02 To reduce long-term lowering of the groundwater level at this site, clay seals should be provided in the service trenches which are within the silty clay layer. The seals should be at least 1.5 m long (in the trench direction) and should extend from trench wall to trench wall. Generally, the seals should extend from the frost line and fully penetrate the bedding, subbedding and cover material. The barriers should consist of relatively dry and compactable brown silty clay placed in maximum 225 mm thick loose layers and compacted to a minimum of 95% of the material s SPMDD. The clay seals should be placed at the site boundaries and at strategic locations at no more than 60 m intervals in the service trenches. Groundwater Control The contractor should be prepared to direct water away from all bearing surfaces and subgrades, regardless of the source, to prevent disturbance to the founding medium. Infiltration levels are anticipated to be low through the excavation face. The groundwater infiltration will be controllable with open sumps and pumps. A temporary Ministry of the Environment and Climate Change (MOECC) permit to take water (PTTW) may be required for this project if more than 400,000 L/day of ground and/or surface water is to be pumped during the construction phase. A minimum 4 to 5 months should be allowed for completion of the PTTW application package and issuance of the permit by the MOECC. For typical ground or surface water volumes, being pumped during the construction phase, between 50,000 to 400,000 L/day, it is required to register on the Environmental Activity and Sector Registry (EASR). A minimum of two to four weeks should be allotted for completion of the EASR registration and the Water Taking and Discharge Plan to be prepared by a Qualified Person as stipulated under O.Reg. 63/16. If a project qualifies for a PTTW based upon anticipated conditions, an EASR will not be allowed as a temporary dewatering measure while awaiting the MOECC review of the PTTW application. Winter Construction If winter construction is considered for this project, precautions should be provided for frost protection. The subsurface soil conditions mainly consist of frost susceptible materials. In presence of water and freezing conditions ice could form within the soil mass. Heaving and settlement upon thawing could occur. In the event of construction during below zero temperatures, the founding stratum should be protected from freezing temperatures by the installation of straw, propane heaters and tarpaulins or other suitable means. The excavation base should be insulated from subzero temperatures immediately upon exposure and until such time as heat is adequately supplied to the building and the footings are protected with sufficient soil cover to prevent freezing at founding level. patersongroup

54 Mr. Tony Campanale Page 9 PG2119-LET.02 The trench excavations should be completed in a manner to avoid the introduction of frozen materials, snow or ice into the trenches. Where excavations are constructed in proximity of existing structures precaution to adversely affecting the existing structure due to the freezing conditions should be provided. Corrosion Potential and Sulphate The results of analytical testing show that the sulphate content is less than 0.1%. These results are indicative that Type 10 Portland cement (normal cement) would be appropriate for this site. The results of the chloride content, ph and resistivity indicate the presence of an unlikely corrosion potential environment for exposed ferrous metals at this site. patersongroup

55 Mr. Tony Campanale Page 10 PG2119-LET Recommendations A materials testing and observation services program is a requirement for the provided foundation design data to be applicable. The following aspects of the program should be performed by the geotechnical consultant: Review detailed grading plan(s) from a geotechnical perspective. Observation of all bearing surfaces prior to the placement of concrete. Sampling and testing of the concrete and fill materials used. Periodic observation of the condition of unsupported excavation side slopes in excess of 3 m in height, if applicable. Observation of all subgrades prior to backfilling. Field density tests to determine the level of compaction achieved. Sampling and testing of the bituminous concrete including mix design reviews. A report confirming that the construction have been conducted in general accordance with Paterson s recommendations could be issued upon the completion of a satisfactory inspection program by the geotechnical consultant. patersongroup

56 Mr. Tony Campanale Page 11 PG2119-LET Statement of Limitations The recommendations provided in the report are in accordance with Paterson s present understanding of the project. Paterson request permission to review the recommendations when the drawings and specifications are completed. A soils investigation is a limited sampling of a site. Should any conditions at the site be encountered which differ from the test locations, Paterson requests immediate notification to permit reassessment of the recommendations. The recommendations provided should only be used by the design professionals associated with this project. The recommendations are not intended for contractors bidding on or constructing the project. The latter should evaluate the factual information provided in the report. The contractor should also determine the suitability and completeness for the intended construction schedule and methods. Additional testing may be required for the contractors purpose. The present report applies only to the project described in the report. The use of the report for purposes other than those described above or by person(s) other than Campanale Homes or their agents is not authorized without review by Paterson. Best Regards, Paterson Group Inc. Nov Nicholas Zulinski, P.Geo. David J. Gilbert, P.Eng. Attachments Soil Profile and Test Data sheets Analytical Testing Results Figure 1 - Key Plan Drawing PG Test Hole Location Plan Report Distribution Campanale Homes (3 copies) Paterson Group (1 copy) patersongroup

57 patersongroup 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 Consulting Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigation Proposed Residential Development - Longfields Drive Ottawa, Ontario DATUM Ground surface at test pit locations provided by Stantec Geomatics FILE NO. REMARKS N ; E HOLE NO. BORINGS BY Hydraulic Shovel DATE February 15, 2013 PG2119 TP 1-13 SOIL DESCRIPTION GROUND SURFACE STRATA PLOT TYPE G SAMPLE NUMBER % RECOVERY 1 N VALUE or RQD DEPTH (m) 0 ELEV. (m) Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction FILL: Brown silty clay with gravel and cobbles, trace topsoil G G Very stiff to stiff, brown SILTY CLAY with sand seams G firm and grey by 3.5m depth 3.66 GLACIAL TILL: Dense, brown silty sand with gravel, cobbles, boulders End of Test Pit 4.01 G G G (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

58 patersongroup 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 Consulting Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigation Proposed Residential Development - Longfields Drive Ottawa, Ontario DATUM Ground surface at test pit locations provided by Stantec Geomatics FILE NO. REMARKS N ; E HOLE NO. BORINGS BY Hydraulic Shovel DATE February 15, 2013 PG2119 TP 2-13 SOIL DESCRIPTION GROUND SURFACE FILL: Brown silty clay with sand, gravel and cobbles STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction Very stiff to stiff, brown SILTY CLAY G G GLACIAL TILL: Compact to dense, brown silty sand with gravel and cobbles G 3 End of Test Pit (TP dry upon completion) Shear Strength (kpa) Undisturbed Remoulded

59 patersongroup 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 Consulting Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigation Proposed Residential Development - Longfields Drive Ottawa, Ontario DATUM Ground surface at test pit locations provided by Stantec Geomatics FILE NO. REMARKS N ; E HOLE NO. BORINGS BY Excavator DATE May 20, 2010 PG2119 TP 8 SOIL DESCRIPTION GROUND SURFACE TOPSOIL 0.25 STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction Very stiff, brown SILTY CLAY, some sand Very stiff to stiff, brown SILTY CLAY grey by 2.4m depth G GLACIAL TILL: Grey silty sand with gravel, cobbles and boulders, trace clay 4.57 End of Test Pit 1.8m depth based on field observations) Shear Strength (kpa) Undisturbed Remoulded

60 patersongroup 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 Consulting Engineers SOIL PROFILE AND TEST DATA Geotechnical Investigation Proposed Residential Development - Longfields Drive Ottawa, Ontario DATUM Ground surface at test pit locations provided by Stantec Geomatics FILE NO. REMARKS N ; E HOLE NO. BORINGS BY Excavator DATE May 20, 2010 PG2119 TP 9 SOIL DESCRIPTION GROUND SURFACE TOPSOIL 0.30 STRATA PLOT TYPE SAMPLE NUMBER % RECOVERY N VALUE or RQD DEPTH (m) 0 ELEV. (m) Pen. Resist. Blows/0.3m 50 mm Dia. Cone Water Content % Piezometer Construction Very stiff, brown SILTY CLAY with sand 1.22 G Very stiff to stiff, brown SILTY CLAY - grey by 3.0m depth G GLACIAL TILL: Grey silty sand with gravel, cobbles and boulders, trace clay 5.28 End of Test Pit 3.2m depth based on field observations) Shear Strength (kpa) Undisturbed Remoulded

61 SYMBOLS AND TERMS SOIL DESCRIPTION Behavioural properties, such as structure and strength, take precedence over particle gradation in describing soils. Terminology describing soil structure are as follows: Desiccated - having visible signs of weathering by oxidation of clay minerals, shrinkage cracks, etc. Fissured - having cracks, and hence a blocky structure. Varved - composed of regular alternating layers of silt and clay. Stratified - composed of alternating layers of different soil types, e.g. silt and sand or silt and clay. Well-Graded - Having wide range in grain sizes and substantial amounts of all intermediate particle sizes (see Grain Size Distribution). Uniformly-Graded - Predominantly of one grain size (see Grain Size Distribution). The standard terminology to describe the strength of cohesionless soils is the relative density, usually inferred from the results of the Standard Penetration Test (SPT) N value. The SPT N value is the number of blows of a 63.5 kg hammer, falling 760 mm, required to drive a 51 mm O.D. split spoon sampler 300 mm into the soil after an initial penetration of 150 mm. Relative Density N Value Relative Density % Very Loose <4 <15 Loose Compact Dense Very Dense >50 >85 The standard terminology to describe the strength of cohesive soils is the consistency, which is based on the undisturbed undrained shear strength as measured by the in situ or laboratory vane tests, penetrometer tests, unconfined compression tests, or occasionally by Standard Penetration Tests. Consistency Undrained Shear Strength (kpa) N Value Very Soft <12 <2 Soft Firm Stiff Very Stiff Hard >200 >30

62 SYMBOLS AND TERMS (continued) SOIL DESCRIPTION (continued) Cohesive soils can also be classified according to their sensitivity. The sensitivity is the ratio between the undisturbed undrained shear strength and the remoulded undrained shear strength of the soil. Terminology used for describing soil strata based upon texture, or the proportion of individual particle sizes present is provided on the Textural Soil Classification Chart at the end of this information package. ROCK DESCRIPTION The structural description of the bedrock mass is based on the Rock Quality Designation (RQD). The RQD classification is based on a modified core recovery percentage in which all pieces of sound core over 100 mm long are counted as recovery. The smaller pieces are considered to be a result of closelyspaced discontinuities (resulting from shearing, jointing, faulting, or weathering) in the rock mass and are not counted. RQD is ideally determined from NXL size core. However, it can be used on smaller core sizes, such as BX, if the bulk of the fractures caused by drilling stresses (called mechanical breaks ) are easily distinguishable from the normal in situ fractures. RQD % ROCK QUALITY Excellent, intact, very sound Good, massive, moderately jointed or sound Fair, blocky and seamy, fractured Poor, shattered and very seamy or blocky, severely fractured 0-25 Very poor, crushed, very severely fractured SAMPLE TYPES SS - Split spoon sample (obtained in conjunction with the performing of the Standard Penetration Test (SPT)) TW - Thin wall tube or Shelby tube PS - Piston sample AU - Auger sample or bulk sample WS - Wash sample RC - Rock core sample (Core bit size AXT, BXL, etc.). Rock core samples are obtained with the use of standard diamond drilling bits.

63 SYMBOLS AND TERMS (continued) GRAIN SIZE DISTRIBUTION MC% - Natural moisture content or water content of sample, % LL - Liquid Limit, % (water content above which soil behaves as a liquid) PL - Plastic limit, % (water content above which soil behaves plastically) PI - Plasticity index, % (difference between LL and PL) Dxx - Grain size which xx% of the soil, by weight, is of finer grain sizes These grain size descriptions are not used below mm grain size D10 - Grain size at which 10% of the soil is finer (effective grain size) D60 - Grain size at which 60% of the soil is finer Cc - Concavity coefficient = (D30) 2 / (D10 x D60) Cu - Uniformity coefficient = D60 / D10 Cc and Cu are used to assess the grading of sands and gravels: Well-graded gravels have: 1 < Cc < 3 and Cu > 4 Well-graded sands have: 1 < Cc < 3 and Cu > 6 Sands and gravels not meeting the above requirements are poorly-graded or uniformly-graded. Cc and Cu are not applicable for the description of soils with more than 10% silt and clay (more than 10% finer than mm or the #200 sieve) CONSOLIDATION TEST p o - Present effective overburden pressure at sample depth p c - Preconsolidation pressure of (maximum past pressure on) sample Ccr - Recompression index (in effect at pressures below p c ) Cc - Compression index (in effect at pressures above p c ) OC Ratio Overconsolidaton ratio = p c / p o Void Ratio Initial sample void ratio = volume of voids / volume of solids Wo - Initial water content (at start of consolidation test) PERMEABILITY TEST k - Coefficient of permeability or hydraulic conductivity is a measure of the ability of water to flow through the sample. The value of k is measured at a specified unit weight for (remoulded) cohesionless soil samples, because its value will vary with the unit weight or density of the sample during the test.

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65 Certificate of Analysis Client: Paterson Group Consulting Engineers Client PO: 9734 Project Description: PG2119 Physical Characteristics Order #: Report Date: 31-May-2010 Order Date:25-May-2010 Client ID: TP9-G Sample Date: 20-May Sample ID: MDL/Units Soil % Solids 0.1 % by Wt General Inorganics ph 0.05 ph Units Resistivity 0.10 Ohm.m Anions Chloride 5 ug/g dry < Sulphate 5 ug/g dry Page 3 of 7

66 SITE FIGURE 1 KEY PLAN

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68 LONGFIELDS BLOCK 13 COMMERCIAL PLAZA SERVICING AND STORMWATER MANAGEMENT REPORT Appendix E : Drawings November 20, 2017 : DRAWINGS E.11