FIRE FLOW REQUIREMENT CALCULATIONS

Transcription

1 BUILDING A, 255 KANATA AVENUE, OTTAWA, ON - SITE SERVICING AND STORMWATER MANAGEMENT REPORT Appendix A Fire Flow Requirement Calculations January 19, 2017 FIRE FLOW REQUIREMENT CALCULATIONS A.1

2 Kanata Entertainment Holdings Inc /20 Milestones Restaurant + Block YYD Estimated Water Demand per City of Ottawa Design Guidelines (July 2010) COMMERCIAL WATER DEMAND 0.576ha Commercial Development Average Daily Demand: L L 1d L Q avg _ daily 0.576ha 28, ha d d 86,400s s Maximum Daily Demand: L L 1d Qmax_ Qavg _ daily d d 86,400s Peak Hourly: L 1d L Q peak _ hourly Qmax_ daily d 86,400s s daily 28 A preliminary figure of 13,000 L/min can be used for assessing fire flow demand. L s

3 FUS Fire Flow Calculations Stantec Project #: Project Name: Building A, 255 Kanata Avenue Fire Flow Calculation #: 1 Date: June 8, 2015 Building Type/Description/Name: Future Office Building Data input by: Ana M. Paerez, P. Eng. Calculations Based on 1999 Publication "Water Supply for Public Fire Protection" by Fire Underwriters' Survey (FUS) Table A: Fire Underwriters Survey Determination of Required Fire Flow - Long Method Step Task Term Options 1 Multiplier Associated with Option Wood Frame 1.5 Choose: Value Used Ordinary construction 1 construction (C) Non-combustible construction 0.8 Ordinary construction 1 m Fire resistive construction (< 2 hrs) 0.7 Fire resistive construction (> 2 hrs) 0.6 Choose Type of Housing (if TH, 2 Single Family 1 Enter Number of Type of Housing Townhouse - indicate # of units 3 Other (Comm, Ind, etc.) 1 Units Units Per TH Block) Other (Comm, Ind, etc.) # of Storeys Number of Floors/ Storeys in the Unit (do not include basement): 2 2 Storeys Choose Frame Used for Construction of Unit Enter Ground Floor Area of One Unit Obtain Required Fire Flow without Reductions Apply Factors Affecting Burning Choose Combustibility of Building Contents Coefficient related to type of Measurement Units Occupancy content hazard reduction or surcharge Choose Reduction Sprinkler Due to Presence of reduction Sprinklers Choose Separation Distance Between Units Obtain Required Fire Flow, Duration & Volume Exposure Distance Between Units Framing Material Floor Space Area Enter Ground Floor Area (A) of One Unit Only : Square Feet (ft 2 ) Square Metres (m 2 ) 1 Hectares (ha) ,880 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 Non-combustible Limited combustible Combustible 0 Free burning 0.15 Rapid burning 0.25 Complete Automatic Sprinkler Protection -0.3 None 0 North Side 30.1 to 45.0m 0.05 East Side 30.1 to 45.0m 0.05 South Side 10.1 to 20.0m 0.15 West Side 30.1 to 45.0m 0.05 Note: The most current FUS document should be referenced before design to ensure that the above figures are consistent with the intent of the Guideline Legend Drop down menu - choose option, or enter value. No Information, No input required. 3,760 Unit Area in Square Meters (m 2 ) Total Fire Flow (L/min) 13,000 Combustible 0 N/A 13,000 Complete Automatic Sprinkler Protection -0.3 N/A -3, m 3,900 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 ) 13, ,145 Date: 6/8/2015 Stantec Consulting Ltd. OFFICE W:\active\ _Solutions Ottawa\design\analysis\water\STANTEC_FUS_FIREFLOW_CALCULATOR_ _amp.xlsx

4 EPANET HYDRAULIC MODELLING RESULTS Kanata Centrum Ultimate Conditions SUBDIVISION: Milestones and Block YYD DATE: REVISION: Hydraulic Analysis FILE NUMBERS: DESIGNED BY: mjs CHECKED BY: al July 23, 2012 Average daily Node ID Peak hour Elevation Demand Head Pressure Elevation Demand Head Pressure Node ID m LPS m m psi kpa m LPS m m psi kpa Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Resvr Resvr Max day & FF pressure check FF=13000L/min Node ID Elevation Demand Head Pressure Elevation Demand Head Pressure Node ID m LPS m m psi kpa m LPS m m psi kpa Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Junc Resvr Resvr of 1 EPANET Results Ultimate.xls

5 BUILDING A, 255 KANATA AVENUE, OTTAWA, ON - SITE SERVICING AND STORMWATER MANAGEMENT REPORT Appendix B Sanitary Sewer Design Sheet January 19, 2017 SANITARY SEWER DESIGN SHEET B.1

6 SUBDIVISION: BUILDING A, 255 KANATA AVENUE SANITARY SEWER DESIGN SHEET (City of Ottawa) DESIGN PARAMETERS MAX PEAK FACTOR (RES.)= 4.0 AVG. DAILY FLOW / PERSON 350 L/p/day MINIMUM VELOCITY 0.60 m/s DATE: October 30, 2012 MIN PEAK FACTOR (RES.)= 2.0 COMMERCIAL 0.60 L/s/ha MAXIMUM VELOCITY 3.00 m/s REVISION: July 27, 2016 PEAKING FACTOR (INDUSTRIAL): 2.4 INDUSTRIAL 0.40 L/s/ha MANNINGS n DESIGNED BY: AMP FILE NUMBER: PEAKING FACTOR (COMM., INST.): 1.5 INSTITUTIONAL 0.60 L/s/ha BEDDING CLASS B CHECKED BY: DT PERSONS / SINGLE UNIT 3.4 INFILTRATION 0.28 L/s/ha MINIMUM COVER 2.50 m PERSONS / TOWNHOME 2.8 PERSONS / APARTMENT 1.8 LOCATION RESIDENTIAL AREA AND POPULATION COMM INDUST INSTIT GREEN / UNUSED C+I+I INFILTRATION PIPE AREA ID FROM TO AREA UNITS POP. CUMULATIVE PEAK PEAK AREA ACCU. AREA ACCU. AREA ACCU. AREA ACCU. PEAK TOTAL ACCU. INFILT. TOTAL LENGTH DIA MATERIAL CLASS SLOPE CAP. CAP. V VEL. NUMBER M.H. M.H. SINGLE TOWN APT. AREA POP. FACT. FLOW AREA AREA AREA AREA FLOW AREA AREA FLOW FLOW (FULL) PEAK FLOW (FULL) (ACT.) (ha) (ha) (l/s) (ha) (ha) (ha) (ha) (ha) (ha) (ha) (ha) (L/s) (ha) (ha) (L/s) (L/s) (m) (mm) (%) (l/s) (%) (m/s) (m/s) 1, 2 STUB PVC SDR STUB PVC SDR PVC SDR A PVC SDR of 1 SAN_ _amp.xlsm

7 BUILDING A, 255 KANATA AVENUE, OTTAWA, ON - SITE SERVICING AND STORMWATER MANAGEMENT REPORT Appendix C Storm Sewer Design Sheet January 19, 2017 STORM SEWER DESIGN SHEET C.1

8 STORM SEWER Building A, 255 Kanata Avenue DESIGN SHEET DESIGN PARAMETERS I = a / (t+b) c (As per City of Ottawa Guidelines, 2004 DATE: 24-Jul-2012 (City of Ottawa) 1:5 yr 1:10 yr REVISION DATE: 26-Jul-2016 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 LOCATION DRAINAGE AREA PIPE SELECTION AREA ID FROM TO AREA AREA AREA C ACCUM. A x C ACCUM. ACCUM. A x C ACCUM. T of C I 5-YEAR I 10-YEAR Q ROOF ACCUM. Q ACT Q ICD ACCUM. LENGTH PIPE MATERIAL CLASS SLOPE Q CAP Q ACT VEL. VEL. TIME OF NUMBER M.H. M.H. (5-YEAR) (10-YEAR) (ROOF) AREA (5YR) (5-YEAR) AxC (5YR) AREA (10YR) (10-YEAR) AxC (10YR) (NOTE 1) Q ROOF (CIA/360) (NOTE 2) Q ICD SIZE (FULL) Q CAP (FULL) (ACT) FLOW (ha) (ha) (ha) (-) (ha) (ha) (ha) (ha) (ha) (ha) (min) (mm/h) (mm/h) (L/s) (L/s) (L/s) (L/s) (L/s) (m) (mm) (-) (-) % (L/s) (-) (m/s) (m/s) (min) Areas 4-5 STM Stub STM PVC SDR Area 2 STM Stub STM PVC SDR STM 101 EX 1200mm PVC SDR Areas 11-13, Existing Phases EX STM MH3 EX CBMH CONCRETE 65-D Areas 3, 9 EX CBMH4 EX CBMH CONCRETE 65-D Area 7 EX CBMH5 EX TEE CONCRETE 65-D Area 10 EX TEE EX MH CONCRETE 65-D Area 8 EX CB7 EX MH PVC SDR Area 6 EX CB7 EX MH CONCRETE 65-D Note: Slope for pipe run from EX CB7 to EX MH6 determined using value from drawing submitted with previous report by Cumming & Cockburn Ltd. Note 2: Value from CCL storm design sheet "Area from Phase III"

9 BUILDING A, 255 KANATA AVENUE, OTTAWA, ON - SITE SERVICING AND STORMWATER MANAGEMENT REPORT Appendix D Stormwater Management Calculations January 19, 2017 STORMWATER MANAGEMENT CALCULATIONS D.1

10 Stormwater Management Calculations File No: Project: BUILDING A KANATA AVENUE Date: 03-Jun-15 SWM Approach: Post-development to 5 year flows, C=0.57 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 Uncontrolled - Tributary 9 Hard Soft Subtotal Controlled - Tributary CB7 8 Hard Soft Subtotal Controlled - Tributary CBMH5 7 Hard Soft Subtotal Controlled - Tributary CBMH4 3 Hard Soft Subtotal Uncontrolled - Tributary 11 Hard Soft Subtotal Uncontrolled - Tributary 13 Hard Soft Subtotal Roof 12-EX_CIBC Hard Soft Subtotal Controlled - Tributary CB8 10 Hard Soft Subtotal Uncontrolled - Tributary 4 Hard Soft Subtotal Uncontrolled - Non-Tributary 1 Hard Soft Subtotal Roof 5- PROP_BLDG Hard Soft Subtotal Roof 2- Milestones Hard Soft Subtotal Total Overall Runoff Coefficient= C: 0.85 Total Roof Areas Total Tributary Surface Areas (Controlled and Uncontrolled) Total Tributary Area to Outlet Total Uncontrolled Areas (Non-Tributary) ha ha ha ha Total Site ha Date: 27/7/2016, 9:41 AM Stantec Consulting Ltd. anl_swm_mrm_ _dt.xlsm, Area Summary W:\active\ _Solutions Ottawa\design\analysis\SWM\

11 Stormwater Management Calculations Project # , BUILDING A KANATA AVENUE Modified Rational Method Calculatons for Storage Project # , BUILDING A KANATA AVENUE Modified Rational Method Calculatons for Storage 5 yr Intensity I = a/(t + b) c a = t (min) I (mm/hr) 100 yr Intensity I = a/(t + b) c a = t (min) I (mm/hr) City of Ottawa b = City of Ottawa b = c = c = Predevelopment Target Release from Overall Site Subdrainage Area: Predevelopment Tributary Area to Outlet Area (ha): C: 0.57 Typical Time of Concentration tc I (5 yr) Qtarget (min) (mm/hr) (L/s) YEAR Modified Rational Method for Entire Site 100 YEAR Modified Rational Method for Entire Site Subdrainage Area: 9 Uncontrolled - Tributary Subdrainage Area: 9 Uncontrolled - Tributary Area (ha): 0.01 Area (ha): 0.01 C: 0.90 C: 1.00 tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) Subdrainage Area: 8 Controlled - Tributary CB7 Subdrainage Area: 8 Controlled - Tributary CB7 Area (ha): 0.20 Area (ha): 0.20 C: 0.85 C: 1.00 tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) Storage: Surface Storage Above CB Storage: Surface Storage Above CB Orifice Equation:= CdA(2gh)^0.5 Where C = 0.61 Orifice Equation: Q = CdA(2gh)^0.5 Where C = 0.61 Orifice Diameter: mm Orifice Diameter: mm Invert Elevation m Invert Elevation m T/G Elevation m T/G Elevation m Max Ponding Depth 0.19 m Max Ponding Depth 0.30 m Downstream W/L 0.00 m Downstream W/L 0.00 m Stage Head Discharge Vreq Stage Head Discharge Vreq (m) (L/s) (cu. m) (m) (L/s) (cu. m) 5-year Water Level year Water Level Date: 27/7/2016 Stantec Consulting Ltd. Page 2 of 8 anl_swm_mrm_ _dt.xlsm, Modified RM W:\active\ _Solutions Ottawa\design\analysis\SWM\

12 Stormwater Management Calculations Project # , BUILDING A KANATA AVENUE Modified Rational Method Calculatons for Storage Project # , BUILDING A KANATA AVENUE Modified Rational Method Calculatons for Storage Subdrainage Area: 7 Controlled - Tributary CBMH5 Subdrainage Area: 7 Controlled - Tributary CBMH5 Area (ha): 0.38 Area (ha): 0.38 C: 0.85 C: 1.00 tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) Storage: Surface Storage Above CB Storage: Surface Storage Above CB Orifice Equation:= CdA(2gh)^0.5 Where C = 0.61 Orifice Equation: Q = CdA(2gh)^0.5 Where C = 0.61 Orifice Diameter: mm Orifice Diameter: mm Invert Elevation m Invert Elevation m T/G Elevation m T/G Elevation m Max Ponding Depth 0.06 m Max Ponding Depth 0.17 m Downstream W/L 0.00 m Downstream W/L 0.00 m Stage Head Discharge Vreq Stage Head Discharge Vreq (m) (L/s) (cu. m) (m) (L/s) (cu. m) 5-year Water Level year Water Level Subdrainage Area: 3 Controlled - Tributary CBMH4 Subdrainage Area: 3 Controlled - Tributary CBMH4 Area (ha): 0.42 Area (ha): 0.42 C: 0.85 C: 1.00 tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) Storage: Surface Storage Above CB Storage: Surface Storage Above CB Orifice Equation:= CdA(2gh)^0.5 Where C = 0.61 Orifice Equation: Q = CdA(2gh)^0.5 Where C = 0.61 Orifice Diameter: mm Orifice Diameter: mm Invert Elevation m Invert Elevation m T/G Elevation m T/G Elevation m Max Ponding Depth 0.23 m Max Ponding Depth 0.28 m Downstream W/L 0.00 m Downstream W/L 0.00 m Stage Head Discharge Vreq Stage Head Discharge Vreq (m) (L/s) (cu. m) (m) (L/s) (cu. m) 5-year Water Level year Water Level Subdrainage Area: 11 Uncontrolled - Tributary Subdrainage Area: 11 Uncontrolled - Tributary Area (ha): 0.06 Area (ha): 0.06 C: 0.86 C: 1.00 tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) Subdrainage Area: 13 Uncontrolled - Tributary Subdrainage Area: 13 Uncontrolled - Tributary Area (ha): 0.12 Area (ha): 0.12 C: 0.66 C: 0.83 tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) Date: 27/7/2016 Stantec Consulting Ltd. Page 3 of 8 anl_swm_mrm_ _dt.xlsm, Modified RM W:\active\ _Solutions Ottawa\design\analysis\SWM\

13 Stormwater Management Calculations Project # , BUILDING A KANATA AVENUE Modified Rational Method Calculatons for Storage Project # , BUILDING A KANATA AVENUE Modified Rational Method Calculatons for Storage Subdrainage Area: 12-EX_CIBC Roof Subdrainage Area: 12-EX_CIBC Roof Area (ha): 0.10 Maximum Storage Depth: 150 mm Area (ha): 0.10 Maximum Storage Depth: 150 mm C: 0.90 C: 1.00 tc l (5 yr) Qactual Qrelease Qstored Vstored Depth tc l (100 yr) Qactual Qrelease Qstored Vstored Depth (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (mm) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (mm) Storage: Roof Storage Storage: Roof Storage Depth Head Discharge Vreq Vavail Discharge Depth Head Discharge Vreq Vavail Discharge (m) (m) (L/s) (cu. m) (cu. m) Check (m) (m) (L/s) (cu. m) (cu. m) Check 5-year Water Level year Water Level Subdrainage Area: 10 Controlled - Tributary CB8 Subdrainage Area: 10 Controlled - Tributary CB8 Area (ha): 0.28 Area (ha): 0.28 C: 0.90 C: 1.00 tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) Storage: Surface Storage Above CB Storage: Surface Storage Above CB Orifice Equation:= CdA(2gh)^0.5 Where C = 0.61 Orifice Equation: Q = CdA(2gh)^0.5 Where C = 0.61 Orifice Diameter: mm Orifice Diameter: mm Invert Elevation m Invert Elevation m T/G Elevation m T/G Elevation m Max Ponding Depth 0.29 m Max Ponding Depth 0.40 m Downstream W/L 0.00 m Downstream W/L 0.00 m Stage Head Discharge Vreq Stage Head Discharge Vreq (m) (L/s) (cu. m) (m) (L/s) (cu. m) 5-year Water Level year Water Level Subdrainage Area: 4 Uncontrolled - Tributary Subdrainage Area: 4 Uncontrolled - Tributary Area (ha): 0.04 Area (ha): 0.04 C: 0.78 C: 0.98 tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) Subdrainage Area: 1 Uncontrolled - Non-Tributary Subdrainage Area: 1 Uncontrolled - Non-Tributary Area (ha): 0.01 Area (ha): 0.01 C: 0.77 C: 0.96 tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) Date: 27/7/2016 Stantec Consulting Ltd. Page 4 of 8 anl_swm_mrm_ _dt.xlsm, Modified RM W:\active\ _Solutions Ottawa\design\analysis\SWM\

14 Stormwater Management Calculations Project # , BUILDING A KANATA AVENUE Modified Rational Method Calculatons for Storage Project # , BUILDING A KANATA AVENUE Modified Rational Method Calculatons for Storage Subdrainage Area: 5- PROP_BLDG Roof Subdrainage Area: 5- PROP_BLDG Roof Area (ha): 0.20 Maximum Storage Depth: 150 mm Area (ha): 0.20 Maximum Storage Depth: 150 mm C: 0.90 C: 1.00 tc l (5 yr) Qactual Qrelease Qstored Vstored tc l (100 yr) Qactual Qrelease Qstored Vstored (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) Storage: Roof Storage Storage: Roof Storage Depth Head Discharge Vreq Vavail Discharge Depth Head Discharge Vreq Vavail Discharge (m) (m) (L/s) (cu. m) (cu. m) Check (m) (m) (L/s) (cu. m) (cu. m) Check 5-year Water Level year Water Level Subdrainage Area: 2- Milestones Roof Subdrainage Area: 2- Milestones Roof Area (ha): 0.06 Maximum Storage Depth: 150 mm Area (ha): 0.06 Maximum Storage Depth: 150 mm C: 0.90 C: 1.00 tc l (5 yr) Qactual Qrelease Qstored Vstored Depth tc l (100 yr) Qactual Qrelease Qstored Vstored Depth (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (mm) (min) (mm/hr) (L/s) (L/s) (L/s) (m^3) (mm) Storage: Roof Storage Storage: Roof Storage Depth Head Discharge Vreq Vavail Discharge Depth Head Discharge Vreq Vavail Discharge (mm) (m) (L/s) (cu. m) (cu. m) Check (mm) (m) (L/s) (cu. m) (cu. m) Check 5-year Water Level year Water Level SUMMARY TO OUTLET Surface SUMMARY TO OUTLET Surface Vrequired Vavailable* Vrequired Vavailable* Tributary Area ha m 3 Tributary Area ha m 3 Total 5yr Flow to Sewer L/s Total 100yr Flow to Sewer L/s Roof Roof Non-Tributary Area 0.01 ha Vrequired Vavailable* Non-Tributary Area ha Vrequired Vavailable* Total 5yr Flow Uncontrolled 2.2 L/s m 3 Total 100yr Flow Uncontrolled 4.8 L/s m 3 Total Area ha Total Area ha Total 5yr Flow L/s Total 100yr Flow L/s Target L/s Target L/s Date: 27/7/2016 Stantec Consulting Ltd. Page 5 of 8 anl_swm_mrm_ _dt.xlsm, Modified RM W:\active\ _Solutions Ottawa\design\analysis\SWM\

15 Roof Drain Design Calculation Sheet Project # , BUILDING A KANATA AVENUE Roof Drain Design Sheet, Proposed Building Area 5 Standard Zurn Model Z Control-Flo Single Notch Roof Drain Drawdown Estimate Rating Curve Volume Estimation Total Total Elevation Discharge Rate Outlet Discharge Storage Elevation Area Volume (cu. m) Water Depth Volume Time Vol Detention (m) (cu.m/s) (cu.m/s) (cu. m) (m) (sq. m) Increment Accumulated (m) (cu.m) (sec) (cu.m) Time (hr) Rooftop Storage Summary From Zurn Drain Catalogue Total Building Area (sq.m) 2000 Head (m) L/min L/s Notch Rating Assume Available Roof Area (sq. 70% Roof Imperviousness 0.99 Roof Drain Requirement (sq.m/notch) 232 Number of Roof Notches* 7 Max. Allowable Depth of Roof Ponding (m) 0.15 * As per Ontario Building Code section OBC (2)(c). Max. Allowable Storage (cu.m) 143 Estimated 100 Year Drawdown Time (h) 1.7 * Note: Number of drains can be reduced if multiple-notch drain used. Calculation Results 5yr 100yr Available Qresult (cu.m/s) Depth (m) Volume (cu.m) Draintime (hrs) Date: 27/7/2016 Stantec Consulting Ltd. anl_swm_mrm_ _dt.xlsm, PROP_BLDG W:\active\ _Solutions Ottawa\design\analysis\SWM\

16 Roof Drain Design Calculation Sheet Project # , BUILDING A KANATA AVENUE Roof Drain Design Sheet, Area Milestones Standard Zurn Model Z Control-Flo Single Notch Roof Drain Drawdown Estimate Rating Curve Volume Estimation Total Total Elevation Discharge Rate Outlet Discharge Storage Elevation Area Volume (cu. m) Water Depth Volume Time Vol Detention (m) (cu.m/s) (cu.m/s) (cu. m) (m) (sq. m) Increment Accumulated (m) (cu.m) (sec) (cu.m) Time (hr) Rooftop Storage Summary From Zurn Drain Catalogue Total Building Area (sq.m) 600 Head (m) L/min L/s Notch Rating Assume Available Roof Area (sq. 80% Roof Imperviousness 0.99 Roof Drain Requirement (sq.m/notch) 232 Number of Roof Notches* 3 Max. Allowable Depth of Roof Ponding (m) 0.15 * As per Ontario Building Code section OBC (2)(c). Max. Allowable Storage (cu.m) 49 Estimated 100 Year Drawdown Time (h) 1.1 * Note: Number of drains can be reduced if multiple-notch drain used. Calculation Results 5yr 100yr Available Qresult (cu.m/s) Depth (m) Volume (cu.m) Draintime (hrs) Date: 27/7/2016 Stantec Consulting Ltd. anl_swm_mrm_ _dt.xlsm, Milestones W:\active\ _Solutions Ottawa\design\analysis\SWM\

17 Roof Drain Design Calculation Sheet Project # , BUILDING A KANATA AVENUE Roof Drain Design Sheet, Area EX_CIBC Standard Zurn Model Z Control-Flo Single Notch Roof Drain Drawdown Estimate Rating Curve Volume Estimation Total Total Elevation Discharge Rate Outlet Discharge Storage Elevation Area Volume (cu. m) Water Depth Volume Time Vol Detention (m) (cu.m/s) (cu.m/s) (cu. m) (m) (sq. m) Increment Accumulated (m) (cu.m) (sec) (cu.m) Time (hr) Rooftop Storage Summary From Zurn Drain Catalogue Total Building Area (sq.m) 1000 Head (m) L/min L/s Notch Rating Assume Available Roof Area (sq. 80% Roof Imperviousness 0.99 Roof Drain Requirement (sq.m/notch) 232 Number of Roof Notches* 5 Adjusted Manually to Match Previous Conditions Max. Allowable Depth of Roof Ponding (m) 0.15 * As per Ontario Building Code section OBC (2)(c). Max. Allowable Storage (cu.m) 81 Estimated 100 Year Drawdown Time (h) 1.1 * Note: Number of drains can be reduced if multiple-notch drain used. Calculation Results 5yr 100yr Available Qresult (cu.m/s) Depth (m) Volume (cu.m) Draintime (hrs) Date: 27/7/2016 Stantec Consulting Ltd. anl_swm_mrm_ _dt.xlsm, EX_CIBC W:\active\ _Solutions Ottawa\design\analysis\SWM\

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30 Cooper, Janice From: Sent: To: Subject: Attachments: Whittaker, Damien Thursday, June 28, :41 PM Cody, Neal RE: Kanata Avenue, City Criteria SWM plan.pdf Neal, Please find below SWM criteria for the above listed site. Part of the lands were designed for a runoff coefficient of 0.9 and a part of the lands were designed with a runoff coefficient of 0.8- please see the attached plan. Areas with a symbol with two numbers indicate an area (ha) and a runoff coefficient below. Areas with a symbol with only one number in the circle are of the area (ha) with a runoff coefficient of 0.8. The pre-development time of concentration is 20 minutes. Post-development flows should not exceed the 5-year flow from the development on the attached plan. An ICD was proposed downstream of the proposal as shown on the attached plan. The diameter of the orifice should be checked to confirm that it is 210 mm. Regards, Damien Whittaker, P.Eng. Project Manager Development Review, Suburban Services - West 110 Laurier Avenue West, 4th Floor x169 damien.whittaker@ottawa.ca From: Cody, Neal [mailto:neal.cody@stantec.com] Sent: June 25, :05 PM To: Whittaker, Damien Subject: Kanata Avenue, City Criteria Hi there Damien, Hope you re doing well. We ve been asked by a client to begin taking a look at a site design for Kanata Avenue. Could you please provide the SWM criteria that we would be required to meet in preparing the design? Also, please find attached the expected water demands for the site. We would appreciate it if you can forward it to the water resources group so that we can get a set of boundary conditions for the watermain system. If you have any questions, please don t hesitate to give a me a call. Thanks, Neal Neal Cody, P.Eng, LEED Green Assoc. Water Resources Engineer Stantec 1505 Laperriere Avenue Ottawa ON K1Z 7T1 Ph: (613) Fx: (613) neal.cody@stantec.com 1

31 SERVICING BRIEF, KANATA CENTRUM MILESTONE S, OTTAWA, ON October 31, Storm Servicing and Stormwater Management Pre-development conditions at the site are such that the majority of the stormwater runoff from the site area (0.576 ha) drains to an existing storm manhole at the southeastern corner of the site. Stormwater runoff from the proposed development will be directed to the existing storm sewer that runs through the existing parking lot. As illustrated on Drawing EX-REMV, the existing storm sewers onsite consist of 1200mm diameter concrete pipes and catchbasin manholes. Site investigation identified existing inlet control devices (ICDs) on some of these existing catchbasins and catchbasin manholes, as shown in Table 5-1, and on Drawing SD-1 EX or Drawing 500. Within the boundaries of the proposed site, there is an existing catchbasin on the eastern end of the parking lot that also ties in to the existing sewers, and is included in the storm sewer design sheet (see Appendix B). The storm sewer design sheet and stormwater analysis include existing sewers from STM MH3 to STM MH6 since the proposed site works will result in changes to some of the drainage and ponding areas tributary to this section of storm sewers. Structure ID Location inside structure Table 5-1: Summary of Existing ICDs Area ID ICD Type ICD Size Max release rate (L/s) Horizontal EX CBMH4 Top 6 Plate 8in diameter 54.9 Horizontal EX CBMH5 Top 7 Plate 6in diameter 42.0 Northern EX CB7 conduit 9 On pipe 100x100mm 28.3 EX CB8 Southern conduit 5 On pipe 60x60mm 8.5 The 5-year target release rate for the site was determined by using the method outlined in the previous report submitted by Cumming Cockburn Ltd. A total tributary site area (see Drawings SD-2 INT or SD-3 ULT) of 1.83 hectares at a predevelopment runoff coefficient of 0.57 was used to calculate the target rate of 204 L/s. It should be noted that this release rate was calculated at a time of concentration of 20 minutes, as per the previous report. The overall post-development runoff coefficient for the area is The proposed design uses a time of concentration of 10 minutes in determining peak runoff rates, as required by current City guidelines. The following stormwater management criteria have been provided through consultation with City of Ottawa staff: As per the standards of the City, flow restrictions to meet the 5 year target flows at the runoff coefficient used in the previous design (C=0.57, see Appendix E) are required. cc w:\active\ _kanata milestones\design\report\servicing\ \rpt _servicing-mjs_submission2.docx 5.1

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33 Control-Flo...Today s Successful Answer to More THE ZURN CONTROL-FLO CONCEPT Originally, Zurn introduced the scientifically-advanced Control-Flo drainage principle for dead-level roofs. Today, after thousands of successful applications in modern, large dead-level roof areas, Zurn engineers have adapted the comprehensive Control-Flo data to sloped roof areas. DEFINITION DEAD LEVEL ROOFS DIAGRAM A A dead-level roof for purposes of applying the Zurn Control-Flo drainage principle is one which has been designed for zero slope across its entire surface. Measurements shown are for maximum distances. WHAT IS CONTROL-FLO? It is an advanced method of removing rain water off deadlevel or sloped roofs. As contrasted with conventional drainage practices, which attempt to drain off storm water as quickly as it falls on the roof s surface, Control-Flo drains the roof at a controlled rate. Excess water accumulates on the roof under controlled conditions...then drains off at a lower rate after a storm abates m (50 ) 30.50m (100 ) 30.50m (100 ) 15.25m (50 ) 30.50m (100 ) CUTS DRAINAGE COSTS 30.50m (100 ) Fewer roof drains, smaller diameter piping, smaller sewer sizes, and lower installation costs are possible with a Control-Flo drainage system because roof areas are utilized as temporary storage reservoirs. REDUCES PROBABILITY OF STORM DAMAGE (Plan View) Lightens load on combination sewers by reducing rate of water drained from roof tops during severe storms thereby reducing probability of flooded sewers, and consequent backflow into basements and other low areas. THANKS TO EXCLUSIVE ZURN AQUA-WEIR ACTION Key to successful Control-Flo drainage is a unique scientifically-designed weir containing accurately calibrated notches with sides formed by parabolic curves which provide flow rates directly proportional to the head. Shape and size of notches are based on predetermined flow rates, and all factors involved in roof drainage to assure permanent regulation of drainage flow rates for specific geographic locations and rainfall intensities. (Section View) SLOPED ROOFS DIAGRAM B A sloped roof is one designed commonly with a shallow slope. The Zurn Control-Flo drainage system can be applied to any slope which results in a total rise up to 152mm (6 ). The total rise of a roof as calculated for Control-Flo application is defined as the vertical increase in height in inches, from the low point or valley of a sloping roof (A) to the top of the sloping section (B). (Example: a roof that slopes 3mm (1/8 ) per foot having a 7.25m (24 ) span would have a rise of 7.25m x 3mm or 76mm (24 x 1/8 or 3 )). Measurements shown are for maximum distances m (50 ) 30.50m (100 ) 30.50m (100 ) 15.25m (50 ) Dimensions and other measurements given in metric and imperial forms. Page 1

34 Economical Roof Drainage Installations SPECIFICATION DATA ROOF DESIGN RECOMMENDATIONS Basic roofing design should incorporate protection that will prevent roof overloading by installing adequate overflow scuppers in parapet walls. GENERAL INFORMATION ENGINEERING SPECIFICATION: ZURN Z-105 "ControlFlo" roof drain for dead -level or sloped roof construction, Dura-Coated cast iron body. "Control-Flo" weir shall be linear functioning with integral membrane flashing clamp/ gravel guard and Poly-Dome. All data shall be verified proportional to flow rates. The Control-Flo roof drainage data is tabulated for four areas (232.25m2 (2500 sq. ft.), m2 (5000 sq. ft.), m2 (7500 sq. ft.), 929m2 (10,000 sq. ft.) notch areas ratings) for each locality. For each notch area rating the maximum discharge in L.P.M. (G.P.M.) draindown in hours, and maximum water depth at the drain in inches for a dead level roof 51mm (2 inch) rise 102mm (4 inch) rise and 152mm (6 inch) riseare tabulated. The rise is the total change in elevation from the valley to the peak. Values for areas, rise or combination thereof other than those listed, can be arrived at by extrapolation. All data listed is based on the fifty-year return frequency storm. In other words the maximum conditions as listed will occur on the average of once every fifty years. NOTE: The tabulated Control-Flo data enables the individual engineer to select his own design limiting condition. The limiting condition can be draindown time, roof load factor, or maximum water depth at the drain. If draindown time is the limiting factor because of possible freezing conditions, it must be recognized that the maximum time listed will occur on the average of once every 50 years and would most likely be during a heavy summer thunder storm. Average winter draindown times would be much shorter in duration than those listed. GENERAL RECOMMENDATIONS On sloping roofs, we recommend a design depth referred to as an equivalent depth. An equivalent depth is the depth of water attained at the drains that results in the same roof stresses as those realized on a dead-level roof. In all cases this equivalent depth is almost equal to that attained by using the same notch area rating for the different rises to 152mm (6 ). With the same depth of water at the drain the roof stresses will decrease with increasing total rise. Therefore, it would be possible to have a depth in excess of 152mm (6 ) at the drain on a sloping roof without exceeding stresses normally encountered in a 152mm (6 ) depth on a dead-level roof. However, it is recommended that scuppers be placed to limit the maximum water depth on any roof to 152mm (6 ) to prevent the overflow of the weirs on the drains and consequent overloading of drain piping. In the few cases where the data shows a flow rate in excess of 136 L.P.M. (30 G.P.M.) if all drains and drain lines are sized according to recommendations, and the one storm in fifty years occurs, the only consequence will be a brief flow through the scuppers or over-flow drains. NOTE: An equivalent depth is that depth of water attained at the drains at the lowest line or valley of the roof with all other conditions such as notch area and rainfall intensity being equal. For Toronto, Ontario a 2 notch area rating of m (5,000 sq. ft.) results in a 74mm (2.9 inch) depth on a dead level roof for a 50year storm. For the same notch area and conditions, equivalent depths for a 51mm (2 ), 102mm (4 ) and 152mm (6 ) rise respectively on a sloped roof would be 86mm (3.4 ), 104mm (4.1 ) and 124mm (4.9 ). Roof stresses will be approximately equal in all cases. Page 2

35 Control-Flo Drain Selection Is Quick and Easy... The exclusive Zurn Selecta-Drain Chart (pages 811) tabulates selection data for 34 localities in Canada. Proper use of this chart constitutes your best assurance of sure, safe, economical application of Zurn Control-Flo systems for your specific geographical area. If the Selecta-Drain Chart does not cover your specific design criteria, contact Zurn Industries Limited, Mississauga, Ontario, for additional data for your locality. Listed below is additional information pertinent to proper engineering of the Control-Flo system. ROOF USED AS TEMPORARY RETENTION The key to economical Control-Flo is the utilization of large roof areas to temporarily store the maximum amount of water without overloading average roofs or creating excessive draindown time during periods of heavy rainfall. The data shown in the Selecta-Drain Chart enables the engineer to select notch area ratings from m2 (2,500 ft.2) to 929m2 (10,000 ft.2) and to accurately predict all other design factors such as maximum roof load, L.P.M. (G.P.M.) discharge, draindown time and water depth at the drain. Obviously, as design factors permit the notch area rating to increase the resulting money saved in being able to use small leaders and drain lines will also increase. ROOF LOADING AND RUN-OFF RATES The four values listed in the Selecta-Drain Chart for notch area ratings for different localities will normally span the range of good design. If areas per notch below m2 (2,500 ft.2) are used considerable economy of the Control-Flo concept is being lost. The area per notch is limited to 929m2 (10,000 ft.2) to keep the draindown time within reasonable limits. Extensive studies show that stresses due to water load on a sloping roof for any fixed set of conditions are very nearly the same as those on a dead-level roof. A sloping roof tends to concentrate more water in the valleys and increase the water depth at this point. The greater depth around the drain leads to a faster run-off rate, particularly a faster early run -off rate. As a result, the total volume of water stored on the roof is less, and the total load on the sloping roof is less. By using the same area on the sloping roof as on the dead-level roof the increase in roof stresses due to increased water depth in the valleys is offset by the decrease in the total load due to less water stored. The net result of the maximum roof stress is approximately the same for any single span rise and fixed set of conditions. A fixed set of conditions, would be the same notch area, the same frequency store, and the same locality. ADDITIONAL NOTCH RATINGS The Selecta-Drain Chart along with Tables I and II enables the engineer to select Control-Flo Drains and drain pipe sizes for most Canadian applications. These calculations are computed for a proportional flow weir that is sized to give a flow of 23 L.P.M. (5 G.P.M.) per inch of head. The 23 L.P.M. (5 G.P.M.) per inch of head notch opening is selected as the bases of design as it offers the most economical installation as applied to actual rainfall experienced in Canada. Should you require design criteria for locations outside of Canada or for special project applications please contact Zurn Industries Limited, Mississauga, Ontario. LEADER AND DRAIN PIPE SIZING Since all data in the Selecta-Drain Chart is based on the 50-year-storm it is possible to exceed the water depth listed in these charts if a 100-year or 1000-year storm would occur. Therefore, for good design it is recommended that scuppers or other methods be used to limit water depth to the design depth and tables I and II be used to size the leaders and drain pipes. If the roof is capable of supporting more water than the design depth it is permissible to locate the scuppers or other overflow means at a height that will allow a greater water depth on the roof. However, in this case the leader and drain pipes should be sized to handle the higher flow rates possible based on a flow rate of 23 L.P.M. (5 G.P.M.) per inch of depth at the drain. PROPER DRAIN LOCATION The following good design practice is recommended for selecting the proper number of Control-Flo drains for a given area. On dead-level roofs, drains should be located no further than 15.25m (50 feet) from edge of roof and no further than 30.50m (100 feet) between drains. See diagram A page 2. On sloping roofs, drains should be located in the valleys at a distance no greater than 15.25m (50 feet) from each end of the valleys and no further than 30.50m (100 feet) between drains. See diagram B page 2. Compliance with these recommendations will assure good run off regardless of wind direction. SPECIAL CONSIDERATIONS FOR STRUCTURAL SAFETY: Normal practice of roof design is based on 18kg (40 lbs.) per 929 cm2 ( sq ft.). (Subject to local codes and by-laws.) Thus it is extremely important that design is in accordance with normal load factors so deflection will be slight enough in any bay to prevent progressive deflection which could cause water depths to load the roof beyond its design limits. Page 3

36 Saves Specification Time, Assures Proper Application QUICK, EASY SELECTION Using the Selecta-Drain Chart (pages 913) in combination with the steps and examples appearing below, should save you countless hours in engineering specification time. This vast compilation of data is related to the proper selection of drains for 34 cities. All cities in alphabetical order by province. If a specific city does not appear in the tabulation, chooses the city nearest your area and select the proper drain using these factors. 3 EASY STEPS AND 3 TYPICAL EXAMPLES FOR APPLICATION OF SURE, SCIENTIFIC CONTROL OF DRAINAGE FROM DEAD-LEVEL AND SLOPING ROOFS WITH THE ZURN CONCEPT. NOTE: Where roof area to be drained is adjacent to one or more vertical walls projecting above the roof, then a percentage of the of the wall(s) must be added to the roof area in determining total roof area to be drained. TORONTO, ONTARIO DEAD-LEVEL ROOF 102mm (4 INCH) SLOPE 152mm (6 INCH) SLOPE Determine total roof area or indi- Roof Area: vidual areas when roof is divided 56.52m x m = m2 by expansion joints or peaks in (192ft x 500ft = 96,000 sq. ft.) (See Z105 layout bottom of the case of sloping roof. this page.) 3 Individual Roof Areas: 19.50m x m = m2 (64ft x 500ft = 32,000 sq. ft.) Valleys m (500ft) long 3 x = m2 (3 x 32,000 = 96,000 sq. ft.) 2 Individual Roof Areas: 29.87m x m = 4552m2 (98ft x 500ft = 49,000 sq. ft.) Valleys m (500ft) long 2 x 4552 = 9104m2 (2 x 49,000 = 98,000 sq. ft.) Divide roof area or individual areas by Zurn Notch Area Rating selected to obtain the total number of notches required. Zurn Notch Area Rating selected for Toronto = m2 (5,000 sq. ft.) from Selecta-Drain Chart, page 11. Total Roof Area = m2 (96,000 sq. ft.) Entire roof m2 (5,000 sq. ft.) notch area = 19.2 notchesuse 20. Zurn Notch Area Rating selected for Toronto = m2 (5,000 sq. ft.) from Selecta-Drain Chart, page 11. Total Roof Area = m2 (32,000 sq. ft.) Each area m2 (5,000 sq. ft.) notch area = 6.4 notchesuse 7 PER AREA. Zurn Notch Area Rating selected for Toronto = m2 (5,000 sq. ft.) from Selecta-Drain Chart, page 11. Total Roof Area = 4552m2 (49,000 sq. ft.) Each area m2 (5,000 sq. ft.) notch area = 9.8 notchesuse 10 PER AREA. Determine total number of drains required by not exceeding maximum spacing dimensions in the preceding instructions. See Diagrams A or B, page 2. Divide total number of notches required to determine the number of notches per drain. Note maximum water depth at drain and use this dimension to determine scupper height. Maximum scupper height to be used is 152mm (6 ). Use this flow rate to size leaders and drain lines. *10 drains required. All drains must have two notches each for a total of 20 notches. Flow rate is 66 L.P.M. (14.5 G.P.M.) per notch. Size leaders for 2 notch weirs for a flow rate of 66 L.P.M. (14.5 G.P.M.) 50 mm (two inch) pipe size leaders required. Maximum water depth and scupper height is 74mm (2.9 ). Requires 19 hours draindown time maximum. For drain, vertical and horizontal pipe sizing data see Tables I and II on page 6 and 7. **5 drains per area required located in the valleys 15.25m (50ft.) from each end with 3 in the middle at 30.50m (100ft.) spacings. Two drains on ends with two notches3 drains in middle on notch each for a total of 7 notches. Maximum flow rate 93 L.P.M. (20.5 G.P.M.) per notch. Leader size 50mm (2 ) for single notch weirs75mm (3 ) notch weirs. Maximum water depth and scupper height is 104mm (4.1 ). Requires 11 hours draindown time maximum. For drain, vertical and horizontal pipe sizing data see Tables I and II on page 6 and 7. **5 drains per area required located in the valleys 15.25m (50ft.) from each end with 3 in the middle at 30.50m (100ft.) spacing in the middle. 10 notches are required therefore all drains must have two notches. Flow rate is 111 L.P.M. (24.5 G.P.M.) per notch. Size all leaders for 2 notch weirs. 75mm (3 ) pipe size required. Maximum water depth and scupper height is 124mm (4.9 ). Requires 9 hours draindown time maximum. For drain, vertical and horizontal pipe sizing data see Tables I and II on page 6 and 7. *See Diagram A page 2 for recommended drain placement. **See Diagram B page 2 for recommended drain placement. DEAD LEVEL ROOF 6mm (1/4 ) PER FT. SLOPE STORM DRAIN CONVENTIONAL UNCONTROLLED RUN OFF 150mm (6 ) 450mm (18 ) 30.50m (100 ) 30.50m (100 ) 15.25m (50 ) 200mm (8 ) 375mm (15 ) 58.52m (192 ) 200mm (8 ) 150mm (6 ) 200mm (8 ) 375mm (15 ) 300mm (12 ) 200mm (8 ) 150mm (6 ) 150mm (6 ) CONTROL-FLO RUN OFF 200mm (8 ) 250mm (10 ) 200mm (8 ) 150mm (6 ) 50mm (2 ) 15.25m (50 ) 150mm (6 ) 28m (92 ) 200mm (8 ) 150mm (6 ) 75mm (3 ) 150mm (6 ) 75mm (3 ) 50mm (2 ) 50mm (2 ) 30.50m (100 ) 30.50m (100 ) 50mm (2 ) 50mm (2 ) 50mm (2 ) 75mm (3 ) 58.52m (192 ) 15.25m (50 ) 30.50m (100 ) 30.50m (100 ) 15.25m (50 ) 15.25m (50 ) 150mm (6 ) 200mm (8 ) 200mm (8 ) m (500 ) Page m (100 ) 150mm (6 ) 150mm (6 ) 150mm (6 ) 200mm (8 ) 30.50m (100 ) 75mm (3 ) 150mm (6 ) 75mm (3 ) 75mm (3 ) m (500 ) 50mm (2 ) 15.25m (50 ) 75mm (3 ) 150mm (6 ) 50mm (2 ) 15.25m (50 ) 100mm (4 ) 75mm (3 ) 28m (92 ) 75mm (3 ) 50mm (2 ) 50mm (2 ) 15.25m (50 )

37 Select The Proper Vertical Drain Leaders ROOF DRAINAGE DATA TABLE II should be used to select horizontal storm The flow rate for any design condition can be easily read from the data contained on the following pages; the tabulations shown below (and on the opposite page) can be used to simplify selection of drain line sizes. drain piping. Use the same flow rate 66 L.P.M. (14.5 G.P.M.) used to establish the vertical leaders to size the storm drainage system and main storm drain. Let us assume the ten drains each with two notch weirs were actually on the roof in two separate lines of five drains each and joined at a common point before leaving the building. Since Table II includes 3mm (1/8 ), 6mm (1/4 ) and 13mm (1/2 ) per foot slope, let us use 6mm (1/4 ) as our basis for selection which will take us to the centre section. Starting with the first of five drains we enter the extreme left column in Table II and read down to the figure 2 since this drain has two notches in weir, read across horizontally and the size of first section of horizontal storm drain is 75mm (3 ) between 1st and 2nd drain, return to left hand column proceed reading down until you reach figure 4 then read across horizontally and the pipe size will be 100mm (4 ) between 2nd and 3rd drain, 100mm (4 ) between 3rd and 4th and 125mm (5 ) (if available) between 4th and 5th. If not available use 150mm (6 ). (You may be tempted to use 100mm (4 ) since the capacity is close. We recommend you go to the larger size.) Pipe size leaving 5th drain would be 150mm (6 ). The same sizing would hold true for the second line of five drains. Since both columns of five drains each are being joined together before leaving the building there will be total of twenty notches discharging into the main building storm sewer. Enter left hand column Table II, read down until you reach the figure twenty, then read across horizontally to the 6mm (1/4 ) per 305mm (1 ) slope column and you will see a 150mm (6 ) storm drain will handle the job adequately. The same procedure should be followed for sloped roof installations. The above method of sizing was done to better acquaint you with Table II and its use. The more economical and practical way of laying out and installing this same job is illustrated in the control-flo layout shown on bottom of page 5. TABLE 1 - SUGGESTED RELATION OF DRAIN OUTLET AND VERTICAL LEADER SIZE TO ZURN CONTROL-FLO ROOF DRAINS (BASED ON NATIONAL PLUMBING CODE ASA -A40.8 DATA ON VERTICAL LEADERS). Max. Flow per Notch in L.P.M. (G.P.M.) No. of Notches in Drain Pipe Size 50mm (2 ) 75mm (3 ) 100mm (4 ) (10) (23) 5 82 (18) 6 *Maximum flow obtainable from 1 notch with 152mm (6 ) water depth at drain. Table 1 should be used to select vertical drain leaders which at the same time establishes the drain outlet size. This table illustrates the minimum flow per notch in L.P.M. (G.P.M.) Since the Z-105 drain is available with a minimum of one and a maximum of six notches, calculations have already been a made and are listed in this table for any quantity of weir notch openings established in your design. It was determined ten drains with two notches each weir would be required in the Dead-Level Roof example on page 5. A 66 L.P.M. (14.5 G.P.M.) discharge per notch flow rate was also established. NOTE: Although pipe size calculations should be based on accumulated flow rates, local by-laws should be referred to for minimum pipe size requirements and roof drain spacing. Once this design criteria has been determined it will be the key to the proper selection of all drain outlet sizes, vertical and horizontal storm drain sizes in Table I and II. Enter the column Number of Notches in Drain, Table I, read down the column to the figure 2 which indicates two notches in weir, then read across until you reach a figure equal to or closest figure in excess of 66 L.P.M. (14.5 G.P.M.) You will find fifteen in the column under 50mm (2 ) which represents the pipe size. Therefore all drain outlets and vertical leaders are 50mm (2 ) size. Let us digress for a moment assuming a specific structure requires a total of six drains each containing a weir with a different number of notches. One with 1, one with 2, etc. Table 1 discloses the pipe size for one notch is 50mm (2 ), two notch is 50mm (2 ), three notch is 75mm (3 ), four notch is 75mm (3 ), five notch is 75mm (3 ) and six notch is 75mm (3 ) as they all equal or closely exceed the 66 L.P.M. (14.5 G.P.M.) design. NOTE: Although pipe size calculations should be based on accumulated flow rate, local by-laws should be referred to for minimum pipe size requirements and roof drain spacing. Page 5

38 Select Proper Horizontal Storm Drain Piping Table II SUGGESTED RELATION OF HORIZONTAL STORM DRAIN SIZE TO ZURN CONTROL-FLO ROOF DRAINAGE Total No. of Notches Discharging to Storm Drain MAX. FLOW PER NOTCH IN L.P.M. (G.P.M.) MAX. FLOW PER NOTCH IN L.P.M. (G.P.M.) MAX. FLOW PER NOTCH IN L.P.M. (G.P.M.) Storm Drain Size 3mm (1/8 ) per 305mm (1 ) Slope Storm Drain Size 6mm (1/4 ) per 305mm (1 ) Slope Storm Drain Size 13mm (1/2 ) per 305mm (1 ) Slope 75 (3 ) 100 (4 ) 125 (5 ) 150 (6 ) 200 (8 ) 250 (10 ) 300 (12 ) 375 (15 ) 75 (3 ) 100 (4 ) 125 (5 ) 150 (6 ) 200 (8 ) 250 (10 ) 300 (12 ) 75 (3 ) 100 (4 ) 125 (5 ) 150 (6 ) 200 (8 ) 250 (10 ) 300 (12 ) (17) 109 (24) 3 50 (11) 118 (26) 73 (16) 100 (22) 4 36 (8) 86 (19) 55 (12) 127 (28) 77 (17) * (28*) 100 (22) 59 (13) 59 (13) 105 (23) 82 (18) 50 (11) 118 (26) 50 (11) 91 (20) 73 (16) 127 (28) 100 (22) 77 (17) 127 (28) (25) 86 (19) 114 (25) 55 (12) 100 (22) 77 (17) (22) 91 (20) 123 (27) 55 (12) 91 (20) 82 (18) 132 (29) (25) 82 (18) 73 (16) 118 (26) 59 (13) 105 (23) 77 (17) 109 (24) 55 (12) 95 (21) 73 (16) (22) 86 (19) 59 (13) 95 (21) 82 (18) 132 (29) (20) 77 (17) 123 (27) 59 (13) 127 (28) 82 (18) 73 (16) 118 (26) 55 (12) 118 (26) 77 (17) 109 (24) 114 (25) 73 (16) (23) 109 (24) 59 (13) 100 (22) 91 (20) (29) 55 (12) 86 (19) 86 (19) 59 (13) 123 (27) 77 (17) 73 (16) 127 (28) 100 (22) (13) 109 (24) 86 (19) 55 (12) 123 (27) 55 (12) 95 (21) 77 (17) 105 (23) 86 (19) 123 (27) 95 (21) 77 (17) 123 (27) 59 (13) 109 (24) 86 (19) 114 (25) 100 (22) 77 (17) (23) 91 (20) 127 (28) 59 (13) 95 (21) 82 (18) (26) 55 (12) 91 (20) 77 (17) 127 (28) 59 (13) 109 (24) *Maximum flow obtainable from 1 notch with 152mm (6 ) water depth at drain.

39 Select Proper Horizontal Storm Drain Piping TABLE III - TO BE USED WHEN ROOF STORM WATER RUN OFF AND OTHER SURFACE WATER RUN OFF IS BEING CONSOLIDATED INTO ONE COMMON MAIN HORIZONTAL STORM SEWER. Flow capacity of vertical leaders litres per minute (gallons per minute) Pipe Size Maximum Capacity L.P.M. (G.P.M.) 50mm (2 ) 136 (30) 75mm (3 ) 409 (90) 100mm (4 ) 864 (190) 125mm (5 ) 1582 (348) 150mm (6 ) 2550 (561) SCUPPER AND OVERFLOW DRAINS Roofing members and understructures, weakened by seepage and rot resulting from improper drainage and roof construction can give away under the weight of rapidly accumulated water during flash storms. Thus, it is recommended, and often required by building codes, to install scuppers and overflow drains in parapet-type roofs. Properly selected and sized scuppers and overflow drains are vital to a well-engineered drainage system to prevent excessive loading, erosion, seepage and rotting. In some areas 125mm (5 ) drainage pipe may not be available. Flow capacity of horizontal storm sewers litres per minute (gallons per minute). Slope per 305mm (1 0 ) Pipe Size 3mm (1/8 ) 6mm (1/4 ) 13mm (1/2 ) 75mm (3 ) 163 (36) 232 (51) 327 (72) 100mm (4 ) 355 (78) 505 (111) 714 (157) 125mm (5 ) 646 (142) 914 (201) 1291 (284) 150mm (6 ) 1050 (231) 1487 (327) 2100 (462) 200mm (8 ) 2264 (498) 3205 (705) 4528 (996) 250mm (10 ) 4100 (902) 5796 (1275) 8201 (1804) 300mm (12 ) 6669 (1467) 9437 (2076) (2934) 375mm (15 ) (2666) (3774) (5332) Note: Although pipe size calculations should be based on accumulated flow rate, local by-laws should be referred to for minimum pipe size requirements and roof drain spacing. Page 7

40 Selecta-Drain Chart LOCATION SQUARE METRE (SQUARE FOOT) NOTCH AREA RATING Calgary, Alberta Edmonton, Alberta Penticton, British Columbia Vancouver, British Columbia Victoria, British Columbia Brandon, Manitoba Winnipeg, Manitoba Campbellton, New Brunswick TOTAL ROOF SLOPE ROOF LOAD FACTOR KGS. (LBS.) DEAD LEVEL 51mm (2 ) RISE 102mm (4 ) RISE 152mm (6 ) RISE L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth (2.5) 72.5 (16) (3.2) (19) (3.8) 82 (18) (3.6) 97.5 (21.5) (4.3) 232 (2,500) 4.7 (10.4) 45.5 (10) 7 51 (2) 57 (12.5) (5,000) 5.9 (13) 57 (12.5) 17 (2.5) 66 (14.5) (7,500) (13.5) 28.5 (2.7) 72.5 (16) (3.2) 88.5 (19.5) (3.9) (23) (4.6) 929 (10,000) 6.8 (15.1) 66 (14.5) (2.9) 77.5 (17) 31 (3.4) 93 (20.5) (4.1) 109 (24) (4.8) 232 (2,500) 4.5 (9.9) 43 (9.5) (1.9) 57 (12.5) 6 (2.5) 72.5 (16) (3.2) 82 (18) (3.6) 465 (5,000) 5.9 (13) 57 (12.5) 17 (2.5) (3) 84 (18.5) (3.7) 97.5 (21.5) (4.3) 697 (7,500) 6.6 (14.5) (2.8) 75 (16.5) (3.3) 97.5 (21.5) (4.1) 107 (23.5) (4.7) 929 (10,000) 7.1 (15.6) (3.0) 79.5 (17.5) (3.5) 100 (22) (4.4) (25) (5.0) 232 (2,500) 3.8 (8.3) 36.5 (8) (1.6) 38.5 (8.5) 4 43 (1.7) 52.5 (11.5) (2.3) 61.5 (13.5) (2.7) 465 (5,000) 4.0 (8.8) 38.5 (8.5) (1.7) 41 (9) (1.8) 57 (12.5) 6 (2.5) 5 76 (3) 697 (7,500) 4.2 (9.3) 41 (9) (1.8) 43 (9.5) (1.9) 61.5 (13.5) (2.7) 72.5 (16) (3.2) 929 (10,000) 4.2 (9.3) 41 (9) (1.8) 45.5 (10) (2) (2.8) 75 (16.5) (3.3) 232 (2,500) 3.3 (7.3) 32 (7) (1.4) 38.5 (8.5) 4 43 (1.7) 47.5 (10.5) (2.1) 57 (12.5) 2 (2.5) 465 (5,000) 4.0 (8.8) 38.5 (8.5) (1.7) 45.5 (10) (2) 57 (12.5) 6 (2.5) 5 76 (3) 697 (7,500) 4.5 (9.9) 43 (9.5) (1.9) 50 (11) (2.2) (2.8) 75 (16.5) (3.3) 929 (10,000) 4.9 (10.9) 47.5 (10.5) (2.1) 54.5 (12) (2.4) (3) 79.5 (17.5) (3.5) 232 (2,500) 3.3 (7.3) 32 (7) (1.4) 38.5 (8.5) 4 43 (1.7) 43 (9.5) (1.9) 54.5 (12) 2 61 (2.4) 465 (5,000) 4.0 (8.8) 38.5 (8.5) (1.7) 45.5 (10) (2) 54.5 (12) 6 61 (2.4) 5 76 (3) 697 (7,500) 4.5 (9.9) 43 (9.5) (1.9) 50 (11) (2.2) 59 (13) (2.6) 75 (16.5) 8 84 (3.3) 929 (10,000) 4.7 (10.4) 45.5 (10) (2) 54.5 (12) (2.4) (2.8) 79.5 (17.5) (3.5) 232 (2,500) 5.9 (13) 57 (12.5) 8 (2.5) 7 76 (3) 82 (18) (3.6) 92.5 (21) (4.2) 465 (5,000) 7.3 (16.1) 73 (16) (3.2) 84 (18.5) (3.7) 97.5 (21.5) (4.3) (25) (5) 697 (7,500) 8.3 (18.2) 79.5 (17.5) (3.5) 93 (20.5) (4.1) 107 (23.5) (4.7) 125 (27.5) (5.5) 929 (10,000) 9.0 (19.8) (19) (3.8) 100 (22) (4.4) (25) (5.0) 132 (29) (5.8) 232 (2,500) 4.7 (10.4) 45.5 (10) 7 51 (2) 57 (12.5) 6 (2.5) 75 (16.5) 4 84 (3.3) (19) (3.8) 465 (5,000) 5.9 (13) 57 (12.5) 17 (2.5) (3) 84 (18.5) (3.7) 100 (22) (4.4) 697 (7,500) 6.6 (14.5) (2.8) 75 (16.5) (3.3) 93 (20.5) (4.1) 107 (23.5) (4.7) 929 (10,000) 7.1 (15.6) (3) 82 (18) (3.6) 97.5 (21.5) (4.3) (25) (5.0) 232 (2,500) (13.5) 9.5 (2.7) 70.5 (15.5) (3.1) 79.5 (17.5) (3.5) 91 (20) (4.0) 465 (5,000) 9.0 (19.8) (19) (3.8) 91 (20) (4) (22.5) (4.5) (25) (5.0) 697 (7,500) 10.4 (22.9) 100 (22) (4.4) (22.5) (4.5) 118 (26) (5.2) 132 (29) (5.8) 929 (10,000) 11.3 (25) 109 (24) (4.8) (24.5) (4.9) (28) (5.6) 141 (31) (6.2) 73.5 (2.9)

41 Selecta-Drain Chart LOCATION SQUARE METRE (SQUARE FOOT) NOTCH AREA RATING Chatham, New Brunswick Moncton, New Brunswick Saint John, New Brunswick Gander, Newfoundland St. Andrews, Newfoundland St. John s, Newfoundland Torbay, Newfoundland Halifax, Nova Scotia TOTAL ROOF SLOPE ROOF LOAD FACTOR KGS. (LBS.) DEAD LEVEL 51mm (2 ) RISE 102mm (4 ) RISE 152mm (6 ) RISE L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth 232 (2,500) 4.5 (9.9) 43 (9.5) (1.9) 52.5 (11.5) (2.3) (2.8) 77.5 (17) 2.9 (3.4) 465 (5,000) 5.7 (12.5) 54.5 (12) (2.4) (2.8) 77.5 (17) 9 (3.4) 91 (20) (4.0) 697 (7,500) (13.5) 27.5 (2.7) (3) 84 (18.5) (3.7) (22.5) (4.5) 929 (10,000) 6.6 (14.6) (2.8) 75 (16.5) (3.3) 91 (20) (4.0) 107 (23.5) (4.7) 232 (2,500) 4.3 (9.4) 41 (9) (1.8) 54.5 (12) 6 61 (2.4) (2.8) 72.5 (16) (3.2) 465 (5,000) 5.9 (13) 57 (12.5) 17 (2.5) (3) 82 (18) (3.6) 93 (20.5) (4.1) 697 (7,500) 6.6 (14.6) (2.8) 79.5 (17.5) (3.5) 93 (20.5) (4.1) (23) (4.6) 929 (10,000) 7.5 (16.6) 73.5 (16) (3.2) 84 (18.5) (3.7) 100 (22) (4.4) (25) (5.0) 232 (2,500) 5.7 (12.5) 54.5 (12) 8 61 (2.4) 57 (12.5) 6 (2.5) 75 (16.5) 4 84 (3.3) (19) (3.8) 465 (5,000) 7.5 (16.6) 72.5 (16) (3.2) 79.5 (17.5) (3.5) 95.5 (21) (4.2) (23) (4.6) 697 (7,500) 8.7 (19.2) 84 (18.5) (3.7) 93 (20.5) (4.1) 107 (23.5) (4.7) 118 (26) (5.2) 929 (10,000) 9.7 (21.3) 93 (20.5) (4.1) (23) (4.6) (25) (5.0) (28) (5.6) 232 (2,500) 3.5 (7.8) 34 (7.5) (1.5) 45.5 (10) 5 51 (2.0) 57 (12.5) 3.5 (2.5) (3.0) 465 (5,000) 4.7 (10.4) 45.5 (10) (2.0) 57 (12.5) 12 (2.5) 72.5 (16) (3.2) 82 (18) (3.6) 697 (7,500) 5.7 (12.5) 54.5 (12) (2.4) (2.8) 79.5 (17.5) (3.5) 93 (20.5) (4.1) 929 (10,000) 6.1 (13.5) 59 (13) (2.6) 70.5 (15.5) (3.1) 84 (18.5) (3.7) 100 (22) (4.4) 232 (2,500) 3.5 (7.8) 34 (7.5) (1.5) 45.5 (10) 5 51 (2.0) 59 (13) (2.6) (2.8) 465 (5,000) 5.2 (11.4) 47.5 (10.5) (2.1) 59 (13) (2.6) 72.5 (16) (3.2) 79.5 (17.5) 6 89 (3.5) 697 (7,500) 5.9 (13) 57 (12.5) 26 (2.5) 66 (14.5) (2.9) 82 (18) (3.6) 88.5 (19.5) (3.9) 929 (10,000) 6.6 (14.6) (2.8) 72.5 (16) (3.2) (19) (3.8) 95.5 (21) (4.2) 232 (2,500) 5.9 (13) 57 (12.5) 8 (2.6) 7 76 (3.0) 77.5 (17) 4.5 (3.4) (19) (3.8) 465 (5,000) 8.5 (18.7) 82 (18) (3.6) 91 (20) (4.0) 100 (22) (4.4) (25) (5.0) 697 (7,500) 10.6 (23.4) (22.5) (4.5) 109 (24) (4.8) (27) (5.4) 132 (29) (5.8) 929 (10,000) 11.8 (26) (25) (5.0) (28.5) (5.7) 143 (31.5) (6.3) 150 (33) (6.6) 232 (2,500) 4.9 (10.9) 47.5 (10.5) (2.1) 61.5 (13.5) (2.7) 75 (16.5) 4 84 (3.3) 84 (18.5) 3 94 (3.7) 465 (5,000) (13.5) 18.5 (2.7) 75 (16.5) (3.3) 88.5 (19.5) (3.9) (22.5) (4.5) 697 (7,500) 7.3 (16.1) 70.5 (15.5) (3.1) 84 (18.5) (3.7) 100 (22) (4.4) (25) (5) 929 (10,000) 8.0 (17.7) 77.5 (17) 40 (3.4) 88.5 (19.5) (3.9) 107 (23.5) (4.7) (27) (5.4) 232 (2,500) 5.9 (13) 57 (12.5) 8 (2.5) 7 76 (3.0) 77.5 (17) 4.5 (3.4) (19) (3.8) 465 (5,000) 8.5 (18.7) 82 (18) (3.6) 91 (20) (4.0) 100 (22) (4.4) (25) (5.0) 697 (7,500) 10.6 (23.4) (22.5) (4.5) 109 (24) (4.8) (27) (5.4) 132 (29) (5.8) 929 (10,000) 11.8 (26) (25) (5.0) (28.5) (5.7) 143 (31.5) (6.3) 150 (33) (6.6)

42 Selecta-Drain Chart LOCATION SQUARE METRE (SQUARE FOOT) NOTCH AREA RATING Sydney, Nova Scotia Yarmouth, Nova Scotia Thunder Bay, Ontario Guelph, Ontario Hamilton, Ontario Kingston, Ontario London, Ontario North Bay, Ontario TOTAL ROOF SLOPE ROOF LOAD FACTOR KGS. (LBS.) DEAD LEVEL 51mm (2 ) RISE 102mm (4 ) RISE 152mm (6 ) RISE L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth 232 (2,500) 4.3 (9.4) 41 (9) (1.8) 45.5 (10) 5 51 (2.0) 57 (12.5) (2.5) (3) 465 (5,000) 5.7 (12.5) 54.5 (12) (2.4) 59 (13) (2.6) 75 (16.5) 8 84 (3.3) 84 (18.5) (3.7) 697 (7,500) (13.5) 28.5 (2.7) (3) 84 (18.5) (3.7) 97.5 (21.5) (4.3) 929 (10,000) 7.1 (15.6) (3) 75 (16.5) (3.3) 91 (20) (4) (23) (4.6) 232 (2,500) (13.5) 9.5 (2.7) 70.5 (15.5) (3.1) 82 (18) (3.6) 91 (20) (4) 465 (5,000) 8.3 (18.2) 79.5 (17.5) (3.5) 88.5 (19.5) (3.9) (23) (4.6) 116 (25.5) (5.1) 697 (7,500) 9.4 (20.8) 91 (20) (4) (22.5) (4.5) 118 (26) (5.2) 132 (29) (5.8) 929 (10,000) 10.4 (22.9) 100 (22) (4.4) 109 (24) (4.8) (28.5) (5.7) 141 (31) (6.2) 232 (2,500) 4.9 (10.9) 47.5 (10.5) (2.1) 61.5 (13.5) (2.7) 75 (16.5) 4 84 (3.3) 88.5 (19.5) (3.6) 465 (5,000) 6.1 (13.5) 59 (13) (2.6) 72.5 (16) (3.2) (19) (3.8) (22.5) (4.5) 697 (7,500) 6.6 (14.6) (2.8) 77.5 (17) 24 (3.4) 93 (20.5) (4.1) 109 (24) (4.8) 929 (10,000) 7.1 (15.6) (3) 84 (18.5) (3.7) 97.5 (21.5) (4.3) 116 (25.5) (5.1) 232 (2,500) 5.7 (12.5) 54.5 (12) 8 61 (2.4) 7 71 (2.8) (19) (3.8) 100 (22) (4.4) 465 (5,000) 6.6 (14.6) (2.8) 75 (16.5) (3.3) 97.5 (21.5) (4.3) 116 (25.5) (5.1) 697 (7,500) 7.3 (16.1) 70.5 (15.5) (3.1) 82 (18) (3.6) (23) (4.6) 125 (27.5) (5.5) 929 (10,000) 8.0 (17.7) 77.5 (17) 40 (3.4) 84 (18.5) (3.7) 109 (24) (4.8) 132 (29) (5.8) 232 (2,500) 5.9 (13) 57 (12.5) 8.5 (2.5) 72.5 (16) (3.2) 93 (20.5) (4.1) 109 (24) (4.8) 465 (5,000) 6.6 (14.6) (2.8) 79.5 (17.5) (3.5) (23) (4.6) (27) (5.4) 697 (7,500) 6.8 (15.1) 66 (14.5) (2.9) 84 (18.5) (3.7) (24.5) (4.9) (28) (5.6) 929 (10,000) 7.1 (15.6) (3) (19) (3.8) 116 (25.5) (5.1) 134 (29.5) (5.9) 232 (2,500) (13.5) 9.5 (2.7) 77.5 (17) 8 (3.4) 91 (20) (4) 109 (24) (4.8) 465 (5,000) 7.5 (16.6) 72.5 (16) (3.2) (19) (3.8) (23) (4.6) (27) (5.4) 697 (7,500) 8.5 (18.7) 82 (18) (3.6) 93 (20.5) (4.1) (24.5) (4.9) 132 (29) (5.8) 929 (10,000) 8.7 (19.2) (19) (3.8) 97.5 (21.5) (4.3) 116 (25.5) (5.1) (6) 232 (2,500) 6.1 (13.5) 59 (13) (2.6) 72.5 (16) (3.2) 88.5 (19.5) 5 99 (3.9) 107 (23.5) (4.7) 465 (5,000) 7.1 (15.6) (3) 84 (18.5) (3.7) (22.5) (4.5) (27) (5.4) 697 (7,500) 8.0 (17.7) 77.5 (17) 30 (3.4) 88.5 (19.5) (3.9) 109 (24) (4.8) (28.5) (5.7) 929 (10,000) 8.5 (18.7) 82 (18) (3.6) 91 (20) (4) (25) (5) 134 (29.5) (5.9) 232 (2,500) 5.7 (12.5) 54.5 (12) 8 61 (2.4) 7 76 (3) (19) (3.8) 100 (22) (4.4) 465 (5,000) 6.6 (14.6) (2.8) 79.5 (17.5) (3.5) 97.5 (21.5) (4.3) (25) (5) 697 (7,500) 7.5 (16.6) 72.5 (16) (3.2) (19) (3.8) 107 (23.5) (4.7) (27) (5.4) 929 (10,000) 8.3 (18.2) 77.5 (17) 40 (3.4) 93 (20.5) (4.1) (24.5) (4.9) (28) (5.6)

43 Selecta-Drain Chart LOCATION SQUARE METRE (SQUARE FOOT) NOTCH AREA RATING Ottawa, Ontario St. Thomas, Ontario Timmins, Ontario Toronto, Ontario Windsor, Ontario Charlottetown, Prince Edward Island Montreal, Quebec Quebec City, Quebec TOTAL ROOF SLOPE ROOF LOAD FACTOR KGS. (LBS.) DEAD LEVEL 51mm (2 ) RISE 102mm (4 ) RISE 152mm (6 ) RISE L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth 232 (2,500) 4.7 (10.4) 45.5 (10) 7 51 (2) 59 (13) (2.6) 77.5 (17) 4.5 (3.4) (19) (3.8) 465 (5,000) 5.9 (13) 57 (12.5) 17 (2.5) (3) (19) (3.8) 100 (22) (4.4) 697 (7,500) (13.5) 27.5 (2.7) 75 (16.5) (3.3) 93 (20.5) (4.1) 107 (23.5) (4.7) 929 (10,000) 6.6 (14.6) (2.8) 79.5 (17.5) (3.5) 97.5 (21.5) (4.3) (25) (5) 232 (2,500) 5.7 (12.5) 54.5 (12) 8 61 (2.4) 7 76 (3.0) (19) (3.8) (23) (4.6) 465 (5,000) 6.6 (14.6) (2.8) 77.5 (17) 16 (3.4) 97.5 (21.5) (4.3) 118 (26) (5.2) 697 (7,500) 7.1 (16.6) (3.0) 82 (18) (3.6) (22.5) (4.5) 125 (27.5) (5.5) 929 (10,000) 7.5 (16.6) 72.5 (16) (3.2) (19) (3.8) 107 (23.5) (4.7) 132 (29) (5.8) 232 (2,500) 4.3 (9.4) 41 (9) (1.8) 57 (12.5) 6 (2.5) 72.5 (16) (3.2) (19) (3.8) 465 (5,000) 5.7 (12.5) 54.5 (12) (2.4) (2.8) 82 (18) (3.6) 97.5 (21.5) (4.3) 697 (7,500) (13.5) 27.5 (2.7) 70.5 (15.5) (3.1) (19) (3.8) (23) (4.6) 929 (10,000) 6.6 (14.6) (2.8) 72.5 (16) (3.2) 91 (20) (4.0) 109 (24) (4.8) 232 (2,500) 5.7 (12.5) 54.5 (12) 8 61 (2.4) 66 (14.5) (2.9) 82 (18) (3.6) 97.5 (21.5) (4.3) 465 (5,000) 6.8 (15.1) 66 (14.5) (2.9) 77.5 (17) 16 (3.4) 93 (20.5) (4.1) (24.5) (4.9) 697 (7,500) 8.0 (17.7) 77.5 (17) 30 (3.4) 84 (18.5) (3.7) 100 (22) (4.4) (26.5) (5.3) 929 (10,000) 8.7 (19.2) 82 (18) (3.6) (19) (3.8) (23) (4.6) (28) (5.6) 232 (2,500) 6.1 (13.5) 59 (13) (2.6) 70.5 (15.5) (3.1) 84 (18.5) (3.7) 107 (23.5) (4.7) 465 (5,000) 7.1 (15.6) (3.0) 79.5 (17.5) (3.5) 97.5 (21.5) (4.3) 118 (26) (5.2) 697 (7,500) 8.0 (17.7) 77.5 (17) 30 (3.4) (19) (3.8) 107 (23.5) (4.7) 125 (27.5) (5.5) 929 (10,000) 8.7 (19.2) 82 (18) (3.6) 91 (20) (4.0) (25) (5.0) (28.5) (5.7) 232 (2,500) 4.9 (10.9) 47.5 (10.5) (2.1) 57 (12.5) 6 (2.5) (3.0) 79.5 (17.5) 3 89 (3.5) 465 (5,000) 6.6 (14.6) (2.8) 75 (16.5) (3.3) 88.5 (19.5) (3.9) 100 (22) (4.4) 697 (7,500) 7.8 (17.2) 75 (16.5) (3.3) (19) (3.8) (22.5) (4.5) (25) (5.0) 929 (10,000) 8.7 (19.2) 84 (18.5) (3.7) 97.5 (21.5) (4.2) (24.5) (4.9) 125 (27.5) (5.5) 232 (2,500) 5.2 (11.4) 50 (11) (2.2) 61.5 (13.5) 7.5 (2.7) 79.5 (17.5) (3.5) 97.5 (21.5) (4.36) 465 (5,000) 5.9 (13) 57 (12.5) 17 (2.5) 70.5 (15.5) (3.1) 88.5 (19.5) (3.9) 109 (24) (4.8) 697 (7,500) 6.1 (13.5) 59 (13) (2.6) 72.5 (16) (3.2) 93 (20.5) (4.1) (25) (5.0) 929 (10,000) (13.5) 36.5 (2.7) 77.5 (17) 31 (3.4) 95.5 (21) (4.2) (26.5) (5.3) 232 (2,500) 5.4 (12) 52.5 (11.5) (2.3) 7 71 (2.8) 79.5 (17.5) (3.5) 97.5 (21.5) (4.3) 465 (5,000) (13.5) 18.5 (2.7) 70.5 (15.5) (3.1) 84 (18.5) (3.7) (23) (4.6) 697 (7,500) 6.6 (14.6) (2.8) 72.5 (16) (3.2) (19) (3.8) 107 (23.5) (4.7) 929 (10,000) 7.1 (15.6) (3.0) 77.5 (17) 31 (3.4) 88.5 (19.5) (3.9) 109 (24) (4.8)

44 Selecta-Drain Chart LOCATION SQUARE METRE (SQUARE FOOT) NOTCH AREA RATING Regina, Saskatchewan Saskatoon, Saskatchewan Page 12 TOTAL ROOF SLOPE ROOF LOAD FACTOR KGS. (LBS.) DEAD LEVEL 51mm (2 ) RISE 102mm (4 ) RISE 152mm (6 ) RISE L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth L.P.M. (G.P.M.) Discharge Draindown Time Hrs. mm (in.) Water Depth 232 (2,500) 4.5 (9.9) 43 (9.5) (1.9) 54.5 (12) 6 61 (2.4) 72.5 (16) (3.2) 79.5 (17.5) 3 89 (3.5) 465 (5,000) (13.5) 18.5 (2.7) (3.0) (19) (3.8) 97.5 (21.5) (4.3) 697 (7,500) 7.3 (16.1) 70.5 (15.5) (3.1) 77.5 (17) 24 (3.4) 100 (22) (4.4) 109 (24) (4.8) 929 (10,000) 8.3 (18.2) 79.5 (17.5) (3.5) 82 (18) (3.6) (23) (4.6) 118 (26) (5.2) 232 (2,500) 4.0 (8.8) 38.5 (8.5) 6 43 (1.7) 57 (12.5) 6 (2.5) 66 (14.5) (2.9) 77.5 (17) 2.8 (3.4) 465 (5,000) 5.7 (12.5) 54.5 (12) (2.4) (3.0) 82 (18) (3.6) 95.5 (21) (4.2) 697 (7,500) 6.6 (14.6) (2.8) 75 (16.5) (3.3) 91 (20) (4.0) (23) (4.6) 929 (10,000) 7.1 (15.6) (3.0) 82 (18) (3.6) 97.5 (21.5) (4.3) (25) (5.0)

45 CANADA ZURN INDUSTRIES LIMITED 3544 NASHUA DRIVE MISSISSAUGA, ONT L4V 1L2 PHONE: 905/ FAX: 905/ Zurn Industries, LLC Form 81-31, Rev. 9/10

46 BUILDING A, 255 KANATA AVENUE, OTTAWA, ON - SITE SERVICING AND STORMWATER MANAGEMENT REPORT Appendix E Geotechnical Investigation Excerpts January 19, 2017 GEOTECHNICAL INVESTIGATION EXCERPTS E.1

47 patersongroup May 22, 2012 File: PG1808-REP.03 Kanata Entertainment Holdings Inc. c/o PenEquity Realty Corporation 10 Dundas Street East, Suite 1002 Toronto, Ontario M5B 2G9 Consulting Engineers 154 Colonnade Road South Ottawa, Ontario Canada, K2E 7J5 Tel: (613) Fax: (613) Geotechnical Engineering Environmental Engineering Hydrogeology Geological Engineering Materials Testing Building Science Attention: Mr. Calvin McCourt Director of Planning Subject: Dear Sir, Updated Geotechnical Investigation Proposed Milestones Restaurant and Future 2 Storey Retail/Office Block YYD Kanata Centrum Development Main Street and Kanata Avenue - Ottawa Please find enclosed an electronic copy of Report PG regarding the updated geotechnical investigation conducted by Paterson Group at the aforementioned location. Hard copies will be sent to you under separate cover. We trust that this submission is to your satisfaction. Sincerely, Paterson Group Inc. Andrew J. Tovell, P.Eng. Ottawa Kingston North Bay

48 Geotechnical Engineering patersongroup Environmental Engineering Hydrogeology Geological Engineering Materials Testing Building Science Updated Geotechnical Investigation Proposed Milestones Restaurant and Future 2 Storey Retail/Office Block YYD Kanata Centrum Development Main Street and Kanata Avenue Ottawa, Ontario Prepared For Kanata Entertainment Holdings Inc. c/o PenEquity Realty Corporation Paterson Group Inc. Consulting Engineers 28 Concourse Gate - Unit 1 Ottawa (Nepean), Ontario Canada K2E 7T7 Tel: (613) Fax: (613) May 22, 2012 Report PG1808-3

49 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario TABLE OF CONTENTS PAGE 1.0 INTRODUCTION PROPOSED PROJECT METHOD OF INVESTIGATION 3.1 Field Investigation Field Survey Laboratory Testing OBSERVATIONS 4.1 Background Concerning Site Conditions Subsurface Profile Groundwater CONCLUSIONS AND RECOMMENDATIONS 5.1 Geotechnical Assessment Site Grading and Preparation Foundation Design Design for Earthquakes Slab-on-Grade Construction Pavement Structure DESIGN AND CONSTRUCTION PRECAUTIONS 6.1 Protection of Footings Against Frost Action Foundation Wall Drainage and Backfill Excavation Side Slopes Pipe Bedding and Backfill Groundwater Control Winter Construction MATERIALS TESTING AND OBSERVATION SERVICES PROGRAM STATEMENT OF LIMITATIONS Report: PG May 22, 2012 Page i

50 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario APPENDICES Appendix 1 Appendix 2 Soil Profile and Test Data Sheets Symbols and Terms Figure 1 - Key Plan Drawing PG Test Hole Location Plan Report: PG May 22, 2012 Page ii

51 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario 1.0 INTRODUCTION Paterson Group Inc. (Paterson) was originally commissioned by Kanata Entertainment Holdings Inc., c/o PenEquity Realty Corporation, to conduct a geotechnical investigation for a proposed building, to be located at the southeast corner of Main Street and Kanata Avenue, on Block YYD, in the Kanata Centrum Centre, in the City of Ottawa, Ontario (refer to Figure 1 - Key Plan in Appendix 2 of this report). This report has been updated from our previous Report Nos PG1808-1, dated January 19, 2009, and PG1808-2, dated May 17, 2010, to incorporate the details of the current development application for the one (1) storey Milestones Restaurant, as well as a future two (2) storey office/retail building on Block YYD. These building locations are shown on the current Test Hole Location Plan, Drawing No. PG1808-2, in Appendix 2. The objectives of the investigation were to: determine the subsurface conditions at this site at representative locations by means of boreholes. Provide geotechnical recommendations for the design of the proposed development including construction considerations which may affect the design. The following updated report has been prepared specifically and solely for the aforementioned project which is described herein. It contains our findings and includes geotechnical recommendations pertaining to the design and construction of the subject development as they are understood at the time of writing this report. The geotechnical investigation was performed in general accordance with the terms of reference in our original fee estimate, File No. P5692-PRO.01, dated August 11, An additional borehole had been added to the originally proposed six (6) boreholes to provide additional subsurface information for evaluation of two options for the orientation of the building footprint at that time. As such, the entire development site had been investigated and the site coverage is sufficient for current needs. This report has been updated for the current and future buildings configuration and grading. 2.0 PROPOSED PROJECT It is our understanding that the current development, Milestones Restaurant will consist of a one (1) storey basementless slab-on-grade restaurant building, with a gross floor area (GFA) of 598 square metres. The proposed finished floor elevation (FFE) of the building will be set at m, which is 0.7±m above the ground level of the existing parking lot at the subject site. Report: PG May 22, 2012 Page 1

52 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario Future development, also discussed in this report, will consist of a two (2) storey basementless slab-on-grade building, Block YYD, with first floor retail and second floor offices, and a gross floor area (GFA) of 1,331 square metres. The proposed finished floor elevation (FFE) of the Block YYD building will also be set at m. 3.0 METHOD OF INVESTIGATION 3.1 Field Investigation The field program for the investigation was carried out on December 19 and 22, At that time, seven (7) boreholes were advanced to a maximum depth of 6.9 m. The borehole locations were distributed in a manner to provide general coverage of the proposed development site. The approximate locations of the boreholes, with respect to the proposed and future building footprints, is shown on Drawing PG Test Hole Location Plan, included in Appendix 2. The boreholes were put down using track and truck mounted auger drill rigs, each operated by a two-person crew. All fieldwork was conducted under the full-time supervision of our personnel under the direction of a senior engineer. The drilling procedure consisted of augering to the required depths at the selected locations, and sampling and testing the overburden. Core sampling of boulders and the bedrock was also undertaken in two (2) boreholes. Sampling and In Situ Testing Samples of the overburden (fill) were recovered using a 50 mm diameter split-spoon sampler or from the auger flights. The split-spoon and auger samples were classified on site and placed in sealed plastic bags. All samples were transported to our laboratory. The depths at which the split-spoon and auger samples were recovered from the boreholes are shown as SS and AU, respectively, on the Soil Profile and Test Data sheets in Appendix 1. The Standard Penetration Test (SPT) was conducted in conjunction with the recovery of the split-spoon samples. The SPT results are recorded as N values on the Soil Profile and Test Data sheets. The N value is the number of blows required to drive the split-spoon sampler 300 mm into the soil after a 150 mm initial penetration using a kg hammer falling from a height of 760 mm. A core barrel and diamond drilling techniques were used in BHs 2 and 4 to recover samples of boulders in the fill and the underlying bedrock. The core samples were Report: PG May 22, 2012 Page 2

53 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario classified on site, placed in hard cardboard core boxes and transported to our laboratory. The depths at which rock core samples were recovered from the boreholes are shown as RC on the Soil Profile and Test Data sheets in Appendix 1. A recovery value and a Rock Quality Designation (RQD) value were calculated for each drilled section (core run) of the bedrock portion of the core and are shown on the borehole logs. Only the recovery value is of significance with the boulders. The recovery value is the ratio, in percentage, of the length of the sample recovered over the length of the drilled section (core run). The RQD value is the ratio, in percentage, of the total length of intact rock pieces longer than 100 mm in one core run over the length of the core run. These values are indicative of the quality of the bedrock. The subsurface conditions observed in the boreholes were recorded in detail in the field. The soil profiles are presented on the Soil Profile and Test Data sheets in Appendix 1 of this report. Groundwater Flexible polyethylene standpipes were installed in all boreholes to permit monitoring of the groundwater levels subsequent to the completion of the sampling program. Sample Storage All samples were stored in our laboratory for a minimum period of one month after issuance of the previous report. The samples have been discarded as of the writing of this updated report. 3.2 Field Survey The borehole locations were selected, determined in the field, and surveyed by Paterson. The locations of the boreholes and the ground surface elevations at the boreholes are presented on Drawing PG Test Hole Location Plan, in Appendix 2. The ground surface elevation at each borehole location was referenced to a temporary bench mark (TBM), consisting of the top spindle of the fire hydrant located at the southwest corner of Main Street and Collector A (the first street parallel to and south of Kanata Avenue). Available information indicates the elevation of the TBM is m, referenced to Geodetic datum. The approximate location of the TBM is shown on Drawing PG Test Hole Location Plan in Appendix 2. This TBM should be independently verified for accuracy if it is to be re-used for the project. Report: PG May 22, 2012 Page 3

54 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario 3.3 Laboratory Testing Soil and rock samples that were recovered from the subject site were visually examined in our laboratory to review the results of the field logging. 4.0 OBSERVATIONS 4.1 Background Concerning Site Conditions The subject site is located on the south side of Kanata Avenue (assuming Kanata Avenue runs east-west at this location) and to the east of (Kanata Centrum) Main Street. Future plans call for Kanata Avenue to be a four-lane road. Presently only the two most northerly lanes have been constructed. These lanes are at a higher elevation than the existing grade on the site, as well as the finished grade of the adjacent existing parking lot areas. When the two closer lanes are constructed, they will be at a lower level than the existing lanes, but will still be above the level of the subject site. The subject site consists of an asphalt-surfaced parking area. The existing overburden materials at the site consist of fill materials, primarily blast rock fill. The predevelopment native overburden soils consisted of deposits of organic peat overlying sandstone bedrock directly. As part of site works undertaken during the development of Kanata Centrum, the peat deposits were removed by a site works contractor and replaced with compacted inorganic fill materials, largely blast-rock fill. Prior to the undertaking of the site works to remove and replace the peat, a geotechnical investigation had been conducted by John D. Paterson and Associates Limited (JDPA), as detailed in their Report No. G8045-1, dated October 29, Information from that investigation has not been included in this report, as the peat overburden soils have subsequently been removed and replaced. Inferred bedrock surface levels from that investigation appear to be consistent with the levels inferred as part of the current investigation. Technical representatives from JDPA conducted occasional field review site visits during the course of the site preparation work. Based on the field review program it is expected that the only areas where the peat may not have been completely removed are narrow strips along Kanata Avenue and the east side of Main Street, due to limits on encroachment beyond the property lines and/or the presence of existing buried services. It is our understanding that a hydro service line was pre-existing on the east side of Main Street prior to the peat replacement, which required the replacement work to be limited along the west side of the subject site. Report: PG May 22, 2012 Page 4

55 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario The fill primarily consists of a combination of Precambrian blast-rock fill and sandstone blast-rock fill. The parent rock of the Precambrian blast-rock is granitic in nature and very hard and, as such, this material tends to be coarse and angular in composition. The sandstone has a layered and weaker structure, and tends to be more workable, as it breaks into smaller particles as fine as gravel and sand sizes. The Precambrian blast-rock originates from developments to the northwest of the subject site, whereas the sandstone is generally from the area of the development. Based on the findings from the drilling program, it is apparent that the coarser rock is predominantly the former and the finer rock is predominantly the latter. The blast-rock was blinded (mixed) with finer inorganic fill and the larger rock fragments were broken up by hoe-ramming when JDPA was observing the site works contractor s placement operations. However, we suspect that there may have been oversize blastrock fragments buried when JDPA were absent from the site. As previously noted, the extent of the fill around the north and south perimeters of the site are also somewhat suspect, and will be confirmed during construction. The bedrock surface underlying the peat was observed at that time to be somewhat uneven, with the low areas being at about el. 91.9± m and the higher areas being at about 93.4± m. The findings of our current investigation, as described in subsequent sections of this report, are consistent with these previous observations. It is therefore expected that the thickness of the fill is of the order of 4 to 6 metres below the existing parking lot surface level at the subject site, at approximately el. 97.5± m. The greater part of the subject site is currently asphalt covered and used as a parking lot. It is relatively flat, at about el. 97.5± m and some 1 to 2 m below the level of the existing lanes of Kanata Avenue, which slope downward from west to east. The site is nearly at grade, however, with the shopping centre Collector A roadway along the southerly boundary. The west and north perimeters are grass-covered and slope upward gently to the adjacent higher road levels on those sides. 4.2 Subsurface Profile Overburden The upper part of the profile at BHs 2, 3, 4 and 6 consists of an asphalt pavement structure, nominally consisting of 100 mm of asphaltic concrete pavement over approximately 800 mm of combined granular base and subbase materials. BHs 1, 5 and 7 were located within grassed boulevard areas around the perimeter of the existing parking and the upper fill material consists of clayey silt/silty clay with sand and gravel. Report: PG May 22, 2012 Page 5

56 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario Most of the overburden profile consists of coarse fill materials, including cobbles to large boulders of Precambrian imported blast-rock and local sandstone blast rock. Cobbles and gravel from the same blasting operations are present as part of the matrix material mixed with inorganic clayey silt/silty clay, sand and gravel. Some evidence of the previously existing organic materials was found, namely peaty matrix material encountered in the blast-rock fill at BHs 5 and 7, as noted on the borehole logs. During the drilling of the boreholes, practical refusal to auger penetration was experienced both at shallow depths and at greater depths. The shallow refusals were inferred to be on boulders in the blast-rock and the holes were moved slightly and redrilled to pass the obstruction. Deeper refusals could be on boulders in the fill or on bedrock. At BH 2, core drilling confirmed that the auger refusal had occurred on the bedrock surface. At BH 4, core drilling indicated that the auger refusal had occurred on a Precambrian boulder, and the coring continued through the boulder to bedrock. The greater portion of the fill materials were placed and spread in a semi-controlled manner with some compactive effort applied. However, it should be expected that the characteristics of the fill can vary between locations. As previously noted, JDPA conducted a program of intermittent field review site visits during the placing and compacting of the blast-rock fill. The results of the Standard Penetration in situ testing program conducted during the investigation indicate that the fill materials have a compactness condition of between loose and very dense, and are generally compact. However, due to the coarse nature of the fill, SPT results were frequently elevated because the split-spoon sampler encountered cobble and boulder sized particles within the fill. The site works contractor had been instructed to keep control on the size of boulders in the blast rock fill materials. The intention was to limit coarse rock and boulders in the blast-rock fill to between 0.4 and 0.6 metres in maximum dimension. Any larger rock fragments and boulders were to be broken up or removed from the site. However, it should be expected that large boulders could be encountered in the fill deposits. The void spaces within the coarse blast rock fill materials are inferred to be incompletely filled with finer materials and the blast-rock is inferred to be open-graded. The recent boreholes had to be filled with additional material, indicating that the quantity of the matrix (i.e. void in-filling) of the rock fill is insufficient to completely fill the void spaces in the coarse blast-rock. These open-graded zones will require treatment during construction. Specific details of the soil profile at each test hole location are presented on the Soil Profile and Test Data sheets in Appendix 1. Report: PG May 22, 2012 Page 6

57 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario Bedrock Bedrock, consisting of sandstone of the Nepean Formation, was cored at BHs 2 and 4. At BH 2, core drilling confirmed that practical auger refusal had occurred on the bedrock surface. After practical auger refusal in BH 4, the core was drilled through boulders of Precambrian granitic rock (fill) and then the sandstone bedrock was encountered and cored. The Nepean Formation, which has been encountered over much of the adjacent development area, is characterized by horizontal bedding planes, at variable intervals of depth. The surface of the bedrock was observed to be friable (i.e. weak and crumbly) to weathered. 4.3 Groundwater A standpipe was installed in each of the seven (7) boreholes. The groundwater (GWL) observations from December 29, 2008, are presented in Table 1. Several of the standpipes were observed to be blocked at the time of reading, possibly due to caving of the coarse blast-rock fill. It should be noted that the groundwater levels are subject to seasonal fluctuations. Therefore, the groundwater levels could be different at the time of construction. Borehole Number Note: Table 1 - Summary of Groundwater Level Readings on December 29, 2008 Ground Elevation, m Groundwater Levels, m Depth Elevation Remarks BH N/A N/A Blocked and dry at 2.3 m BH BH N/A N/A Surface water at ground BH N/A N/A Blocked and dry at 2.8 m BH N/A N/A BH dry to full 4.38 m depth BH N/A N/A BH dry to full 3.63 m depth BH The ground surface elevations at the borehole locations were referenced to a temporary benchmark (TBM), consisting of the top spindle of a fire hydrant located at the south west corner of Main Street and Collector A. The TBM has an elevation of m (approximate geodetic datum). Report: PG May 22, 2012 Page 7

58 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario 5.0 CONCLUSIONS AND RECOMMENDATIONS 5.1 Geotechnical Assessment It is our understanding that the current Milestones Restaurant development will consist of a one (1) storey basementless slab-on-grade restaurant building. The Milestones building footprint is proposed to occupy a plan area 598 square metres. The future building (Block YYD) is to consist of a two (2) storey basementless slab-on-grade office/retail building. The Block YYD building footprint is proposed to occupy a plan area 1331 square metres. The finished floor elevation (FFE) of both the current and future buildings has been established at m. It is recommended that the footings for the proposed structures be founded on engineered granular fill over a proof rolled and blinded inorganic blast-rock fill subgrade medium, as detailed under subsection 5.2. The purpose of placing the engineered granular fill is two-fold. The coarse blast rock will be blinded with finer material to fill open potential void spaces in the fill, and then a strong geosynthetic separation layer will be installed to upgrade the blast-rock subgrade. The placing of a layer compacted granular fill will distribute the variable characteristics of the existing blast-rock fill and provide more uniform settlement (serviceability) performance. As part of the site preparation work, it is recommended that test pits be put down through the blast-rock, around the perimeter of the subject building footprint, to assess whether there is adequate lateral extent of the blast-rock fill deposits. If the lateral extent is deficient, additional excavation and fill placement will be required beyond the applicable side(s) of the existing blast-rock. As part of the site preparation throughout each building footprint, proof-rolling of the remnant pavement materials and/or the blast-rock fill subgrade is recommended, with subexcavation of any soft areas and replacement with inorganic remnant granular pavement materials or well-blinded blast rock to the subgrade level. Blinding of the surface of the blast-rock portions with finer granular fill and installation of a strong geosynthetic separation layer will be recommended on the assumption that the fill is open-graded. The above and other considerations are further discussed in the following report sections. Report: PG May 22, 2012 Page 8

59 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario 5.2 Site Grading and Preparation Stripping Depth Soft fill material, topsoil and deleterious material should be removed from within the building perimeter. Asphaltic concrete is required to be removed from the site and disposed of properly, such as at an asphalt paving plant, where it can be recycled. Fill Placement Fill used for grading beneath the proposed building, 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. It should be placed in uniform lifts no greater than 300 mm thick and compacted using suitable vibratory compaction equipment for the lift thickness. Fill placed beneath the building area should be compacted to at least 98% of its standard Proctor maximum dry density (SPMDD) value. The remnant granular fill from the parking lot pavement should be a suitable subgrade on which to backfill for the slab-on-grade. The surface of this fill should be thoroughly proof rolled under the observation of the geotechnical consultant prior to the placing of new granular base materials. Because of the presence of the open-graded blastrock fill underlying the pavement materials, the trenches for sub-slab services, such as plumbing lines that penetrate to the blast-rock should be well-blinded with fine granular materials, and/or should be lined with a medium strength non-woven geotextile, such as Terrafix 360R, or equivalent, prior to placing the bedding for the services. As detailed in section 5.3, the footings for the structure will be founded on OPSS Granular B Type II placed over a precompacted blast-rock fill subgrade. The engineered fill zone is required to be a minimum of 0.4 m thick, depending on the design bearing resistance values, and extend to at least 0.6 m (or 1.5 times the engineered fill thickness, if greater than 0.4 m) beyond all edges of the supported footings. The subgrade surface for the engineered fill layer should be blinded with crushed stone, such as Granular B Type II material, in conjunction with vibratory compaction to fill the voids in the blast-rock. Following the blinding and vibratory precompaction of the subgrade surfaces, a medium strength non-woven geotextile, such as Terrafix 360R, or equivalent, should be placed over the entire prepared subgrade (including the above-noted lateral extent beyond the footing perimeter), followed by Terrafix TBX1500 biaxial geogrid. The geotextile and geogrid will ensure that the overlying Granular B Type II layer will be permanently separated from migrating into the open-graded blast-rock. Report: PG May 22, 2012 Page 9

60 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario The geogrid material should be stretched out to remove slack and kept in place by small piles of fill during the careful placing of the Granular B Type II. The minimum overlap between geogrid sheets is 0.5 m. Care should be taken to dump the fill vertically, and cover entire areas, prior to spreading out the fill surface, in order to avoid dislodging the geogrid and/or creating folds or gaps as part of the filling operations. The geogrid should be free of slack to function optimally. The Granular B Type II can then be compacted in the normal manner. Paterson can provide further guidance on placing techniques as part of the field review process. If soft areas or flexing develops during compaction in any area, the area should be subexcavated to a suitable level, the lower level proof rolled, and then suitable site excavated material used to re-establish the subgrade level. If applicable, geosynthetic layers should be replaced as part of these operations. Where suitable site excavated material is not available, Granular B Type II should be used to fill the subexcavated area. If the Granular B Type II is used, the sides of the subexcavation should be tapered at 3H:1V, or shallower, to reduce the differential subgrade effects between the granular fill and existing fill materials. Other than as noted above, non-specified existing fill along with site-excavated soil can be used as general landscaping fill where settlement of the ground surface is of minor concern. These materials should be spread in thin lifts and at least compacted by the tracks of the spreading equipment to minimize voids. If these materials are to be used to build up the subgrade level for areas to be paved, they 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. 5.3 Foundation Design Footing Levels For purposes of discussion, typically exterior footings in the Ottawa Area are taken to be founded at about 1.6 metres below the finished floor level (depending on exterior grade) to accommodate 1.5 m of soil cover for frost protection. Interior footings can be founded at about 1.0 m below the floor level, as minimum soil cover is not required, but these levels will be set by the structural engineer. The FFE of the subject building will have a finished ground floor level of el m. As such, the approximate typical footing levels for the building would be as follows: Exterior Footing Level: Interior Footing Level: Elevation m Elevation m (or lower) Report: PG May 22, 2012 Page 10

61 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario Engineered Granular Fill It is recommended that footings be founded on an engineered granular fill bearing medium, consisting of a minimum of 0.4 metres of OPSS Granular B Type II (50 mm minus) crushed stone placed and compacted to a minimum of 98% of SPMDD, over a precompacted inorganic fill subgrade. Open-graded blast-rock fill subgrades are also required to be blinded with granular material and provided with a two-component geosynthetic layer, consisting of a non-woven geotextile (Terrafix 360R, or equivalent) and a Terrafix TBX1500 geogrid, as described under section 5.2. The 0.4 m thick engineered OPSS Granular B Type II fill bearing medium can be taken to have a factored bearing resistance at ultimate limit states (ULS) value of 200 kpa, incorporating a geotechnical resistance factor of 0.5, and a bearing resistance at serviceability limit states (SLS) value of 120 kpa. Greater bearing resistance can be achieved by providing a thicker engineered fill layer. A 0.6 m thick engineered OPSS Granular B Type II fill bearing medium can be taken to have a factored bearing resistance at ULS value of 250 kpa, incorporating a geotechnical resistance factor of 0.5, and a bearing resistance at SLS value of 150 kpa. The engineered granular fill is required to extend laterally, a dimension at least equivalent to 1.5 times the engineered fill layer thickness, beyond all footing edges. This lateral extent will be 0.6 m for the basic 0.4 m thick Granular B Type II layer and 0.9 m for the 0.6 m thick layer. The subgrade treatment of blinding and geosynthetics is recommended for the full width of the subgrade (i.e. footing width plus 1.2 to 1.8 m). Geosynthetic layers should be lapped at least 0.5 m at joints between sheets. Settlement The above SLS bearing values assume that potential total settlements of 25 mm and/or differential settlement between adjacent footings, both founded on an engineered fill bearing medium, of 20 mm, are tolerable/serviceable to the proposed structures. Transition point treatment may be required where subgrade conditions change and/or deeper engineered granular fill is required (i.e. subexcavated areas). The need for, and slope of, transitions will have to be evaluated in the field with respect to the sharpness of the transition. Transition point treatment will generally consist of sloping up or tapering the edges of the deeper granular fill at 3H:1V, or shallower to the 0.4 or 0.6 m engineered fill thickness. Blinding granulars and the geosynthetic layers will be recommended at the interface between the blast-rock fill and the graded granular fill. Report: PG May 22, 2012 Page 11

62 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario Required Lateral Support to Bearing Media Sufficient lateral support is provided to an engineered granular fill bearing medium when a plane extending down and out from the bottom edge of the footing at 1.5H:1V passes only through engineered granular fill, underlain at 0.4 m depth or greater, by inorganic (blast-rock) fill of the same or higher capacity as the bearing medium. 5.4 Design for Earthquakes The proposed site can be taken to have a seismic site response Class C, as defined in the Ontario Building Code 2006 (OBC 2006; Table A) for foundations considered at this site. The soils underlying the site are not susceptible to seismic liquefaction. 5.5 Slab-on-Grade Construction Either one, or a combination, of the proof rolled remnant pavement granulars and/or the proof rolled (and blinded where required) blast rock fill surface will be considered to be acceptable subgrade media on which to commence backfilling for floor 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, is recommended for backfilling below the floor slab. It is recommended that the upper 200 mm of sub-floor fill consists of OPSS Granular A crushed stone for slab on grade construction. All backfill material within the footprint of the proposed building should be placed in maximum 300 mm thick loose layers and compacted to at least 98% of its SPMDD. 5.6 Pavement Structure Pavement Design Car only parking areas and access lanes are anticipated at this site. The proposed pavement structures are presented in Tables 2 and 3, on the following page. If soft spots develop in the subgrade during compaction or due to construction traffic, the affected areas should be excavated and replaced with OPSS Granular B Type II material. Report: PG May 22, 2012 Page 12

63 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario Table 2 - 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 proof rolled inorganic fill, or OPSS Granular B Type I or II material placed over proof rolled inorganic fill. Table 3 - Recommended Pavement Structure - Access Lanes and Heavy Truck Parking Areas Thickness (mm) Material Description 40 Wear Course - HL-3 or Superpave 12.5 Asphaltic Concrete 50 Binder Course - HL-8 or Superpave 19.0 Asphaltic Concrete 150 BASE - OPSS Granular A Crushed Stone 375 SUBBASE - OPSS Granular B Type II SUBGRADE - Either proof rolled inorganic fill, or OPSS Granular B Type I or II material placed over proof rolled inorganic fill The pavement granular base and subbase should be placed in maximum 300 mm thick lifts and compacted to a minimum of 100% of the material s SPMDD using suitable vibratory equipment. Performance-graded (PG) asphaltic cement should be used for this project. If the existing pavement structure is to be reinstated after the construction of the proposed building, the following guidelines should be adhered to during pavement reinstatement. As a general guideline, the pavement structure should be reinstated by matching the new pavement layers to the existing ones. Stepped joints should be provided in the asphaltic concrete layers to provide more resistance to reflective cracking at the joint. Care should also be taken to reinstate the subgrade by matching the existing subgrade to minimize the potential for differential frost heaving. Report: PG May 22, 2012 Page 13

64 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario Paving Stone Areas In hard surfaced areas where paving stone will be used, and will be loaded by vehicle traffic, or be part of the fire lane, a base layer (150 mm thick) of OPSS Granular A over a 300 mm layer of OPSS Granular B Type II is recommended. 6.0 DESIGN AND CONSTRUCTION PRECAUTIONS 6.1 Protection of Footings Against Frost Action Perimeter footings of heated structures are required to be insulated against the deleterious effects of frost action. A minimum of 1.5 m of soil cover alone, or a minimum of 0.6 m of soil cover, in conjunction with foundation insulation, should be provided in this regard. Exterior unheated footings, such as those for 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. 6.2 Foundation Wall Drainage and Backfill It is routinely recommended by this firm that a perimeter foundation drainage system be provided for proposed structures. Such systems should consist of a 150 mm diameter "flexodrain" pipe, placed at the footing level around the exterior perimeter of the structure and surrounded by a 150 mm thick filter of 10 mm clear crushed stone. The pipe should have a positive outlet such as a gravity connection to the storm sewer. Perimeter drainage systems have not been provided for the existing Kanata Centrum City Walk structures and may be omitted for the proposed structures, provided no basements are to be constructed. This is an acceptable practice, as the site has depressed groundwater conditions, provided that appropriate backfilling procedures are followed to prevent the potential for adfreezing frost action. Backfill against the sides of the foundation walls should consist of free-draining, non frost susceptible granular materials. The greater part of the existing fill materials are frost susceptible and, therefore, are not recommended for this purpose and imported materials, such as clean sand or OPSS Granular B Type I should be used. As an alternative, a geocomposite drainage membrane, such as System Platon, can be used in conjunction with the native fill. Report: PG May 22, 2012 Page 14

65 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario Where asphalt paving, concrete slabs-on-grade, or other hard landscaping will be located on the foundation wall backfill, it should be compacted in thin lifts to at least 95% of its SPMDD. 6.3 Excavation Side Slopes The side slopes of excavations in the soil and fill overburden materials should either be cut back at acceptable slopes or should be retained by shoring systems from the start of the excavation until the structure is backfilled. It is expected that sufficient room will be available to permit the building excavations to be undertaken by open-cut methods (i.e. unsupported excavations). 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. A flatter slope would be required for excavation below groundwater level. The subsoil at this site is considered to be mainly Type 2 and 3 soil according to the Occupational Health and Safety Act and Regulations for Construction Projects. Note that the blast-rock fill can be relatively open-graded and excavating below the groundwater level in this material would be expected to result in rapid groundwater influx into the excavation. Excavated soil should not be stockpiled directly at the top of excavations and heavy equipment should be kept away 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. It is recommended that a trench box be used at all times to protect personnel working in trenches with steep or vertical sides. It is expected that services will be installed by cut and cover methods and excavations will not be left open for extended periods of time. 6.4 Pipe Bedding and Backfill Bedding and backfill materials should be in accordance with the most recent Material Specifications & Standard Detail Drawings from the Department of Public Works and Services, Infrastructure Services Branch of the City of Ottawa (7 th edition, March 31, 2008). Trench details should be as per Drawing Nos. W17, S6 and S7. At least 150 mm of OPSS Granular A should be used for bedding for sewer pipes when placed on soil subgrade. Considering the presence of the coarse blast rock fill, a thicker bedding, such as 300 mm and/or placement of a non-woven geotextile (Terrafix 360R or equivalent) between the bedding and the blast-rock may be more appropriate. Report: PG May 22, 2012 Page 15

66 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario The bedding material should extend to the spring line of the pipe. Cover material, from the spring line to at least 300 mm above the obvert of the pipe should consist of OPSS Granular A (concrete or PSM PVC pipes) or sand (concrete pipe). The bedding and cover materials should be placed in maximum 225 mm thick lifts compacted to a minimum of 95% of the material s SPMDD. At least 150 mm of OPSS Granular A should be used for bedding for water pipes. Considering the presence of the coarse blast rock fill, a thicker bedding, such as 300 mm and/or placement of a non-woven geotextile between the bedding and the blast-rock may be more appropriate. The bedding material, which should extend to at least 300 mm above the obvert of the pipe, should consist of OPSS Granular A or Granular M. The bedding and cover materials should be placed in maximum 225 mm thick lifts compacted to a minimum of 95% of the material s SPMDD. 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 reduce the potential 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. 6.5 Groundwater Control Although groundwater is not expected to be a serious problem during construction of the foundations, 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 and/or subgrade media and to allow for proper inspections to be conducted. It should be noted that the blast-rock fill can be relatively open-graded and excavating below the groundwater level in this material, such as for services installation, would be expected to result in rapid groundwater influx into the excavation. 6.6 Winter Construction In the event of footings being constructed during the winter months, founding media are required to be protected from freezing temperatures by the use of straw, propane heaters or other suitable means. In this regard, the base of the excavation should be insulated from below freezing temperatures immediately upon exposure, until the time that footings have sufficient soil cover to prevent freezing of the subsoils, and heat is provided to the structures. Report: PG May 22, 2012 Page 16

67 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario The placing of fill materials during cold weather also requires the implementation of a strict procedure of bringing unfrozen materials to the site, placing and compacting them prior to their freezing and protecting the surface from freezing until the following lift is to be placed. All materials are to be placed and compacted after being delivered and are not to be stockpiled and allowed to freeze prior to being placed. 7.0 MATERIALS TESTING AND OBSERVATION SERVICES PROGRAM It is a requirement for the foundation design data provided herein to be applicable that a materials testing and observation services program, including the following aspects, be performed by the geotechnical consultant. 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 and follow-up field density tests to determine the level of compaction achieved. Observation of the blinding operations for the blast-rock fill including the placing of the geosynthetic (geotextile and geogrid) layers. Sampling and testing of the bituminous concrete including mix design reviews. A report confirming that these works have been conducted in general accordance with our recommendations could be issued, upon request, following the completion of a satisfactory materials testing and observation program by the geotechnical consultant. Report: PG May 22, 2012 Page 17

68 paterson Geotechnical Investigation Ottawa Kingston North Bay Proposed Milestones Restaurant and Future Block YYD Main Street and Kanata Avenue, Ottawa, Ontario 8.0 STATEMENT OF LIMITATIONS The recommendations provided in this report are in accordance with our present understanding of the project. We request permission to review our 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 those at the test locations, we request immediate notification to permit reassessment of our recommendations. The recommendations provided herein should only be used by the design professionals associated with this project. They are not intended for contractors bidding on or undertaking the work. The latter should evaluate the factual information provided in this report and determine its suitability and completeness for their intended construction schedule and methods. Additional testing may be required for their purposes. The present report applies only to the projects described in this document. Use of this report for purposes other than those described herein or by person(s) or entities other than Kanata Entertainment Holdings Inc. and/or PenEquity Realty Corporation, Cara (under contract agreements terms with PenEquity), or their agents, is not authorized without review by Paterson for the applicability of our recommendations to the alternative use of the report. Paterson Group Inc. Andrew J. Tovell, P.Eng. Report Distribution: Kanata Entertainment Holdings Inc. c/o PenEquity Realty Corporation (3 copies) IBI Group (1 copy by ) Paterson Group (1 copy) Report: PG May 22, 2012 Page 18

69 APPENDIX 1 SOIL PROFILE AND TEST DATA SHEETS SYMBOLS AND TERMS

70 patersongroup 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY CME 55 Power Auger Consulting Engineers TBM - Top spindle of fire hydrant, southwest corner of Main Street and Collector A. Geodetic elevation = 98.44m. DATE SOIL PROFILE AND TEST DATA Geotechnical Investigation Kanata Centrum - Milestones & Block YYD, Kanata Ave. Ottawa, Ontario December 19, 2008 FILE NO. HOLE NO. PG1808 BH 1 SOIL DESCRIPTION GROUND SURFACE 13mm TOPSOIL FILL: Brown clayey silt/silty clay with sand and gravel 0.60 STRATA PLOT TYPE AU 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 SS FILL: Granite and sandstone blast rock containing matrix of sand and clayey silt with some gravel. Compact open graded structure. SS 3 17 SS SS SS End of Borehole 4.52 Practical refusal to 4.52m depth (Standpipe 2.3m and dry - Dec. 29/08) Shear Strength (kpa) Undisturbed Remoulded

71 patersongroup 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY Consulting Engineers TBM - Top spindle of fire hydrant, southwest corner of Main Street and Collector A. Geodetic elevation = 98.44m. CME 75 Power Auger DATE SOIL PROFILE AND TEST DATA Geotechnical Investigation Kanata Centrum - Milestones & Block YYD, Kanata Ave. Ottawa, Ontario December 22, 2008 FILE NO. HOLE NO. PG1808 BH 2 SOIL DESCRIPTION GROUND SURFACE Asphaltic concrete FILL: Crushed stone with sand 0.10 STRATA PLOT TYPE AU 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 0.94 SS SS FILL: Granite and sandstone blast rock containing matrix of sand and clayey silt with some gravel. Compact open graded structure. SS Large auger drop between 3.3 and 3.8m depth indicating void in fill SS SS SS RC BEDROCK: Weathered sandstone End of Borehole 6.25 RC m-Dec. 29/08) Shear Strength (kpa) Undisturbed Remoulded

72 patersongroup 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY Consulting Engineers TBM - Top spindle of fire hydrant, southwest corner of Main Street and Collector A. Geodetic elevation = 98.44m. CME 55 Power Auger DATE SOIL PROFILE AND TEST DATA Geotechnical Investigation Kanata Centrum - Milestones & Block YYD, Kanata Ave. Ottawa, Ontario December 19, 2008 FILE NO. HOLE NO. PG1808 BH 3 SOIL DESCRIPTION GROUND SURFACE Asphaltic concrete FILL: Crushed stone with sand 0.10 STRATA PLOT TYPE AU 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 0.90 SS SS FILL: Granite and sandstone blast rock containing matrix of sand and clayey silt with some gravel. Compact open graded structure. SS SS SS End of Borehole 4.65 SS Practical refusal to 4.65m depth (Surface ground surface - Dec. 29/09 - not GWL) Shear Strength (kpa) Undisturbed Remoulded

73 patersongroup 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY Consulting Engineers TBM - Top spindle of fire hydrant, southwest corner of Main Street and Collector A. Geodetic elevation = 98.44m. CME 75 Power Auger DATE SOIL PROFILE AND TEST DATA Geotechnical Investigation Kanata Centrum - Milestones & Block YYD, Kanata Ave. Ottawa, Ontario December 22, 2008 FILE NO. HOLE NO. PG1808 BH 4 SOIL DESCRIPTION GROUND SURFACE Asphaltic concrete FILL: Crushed stone, some sand 0.10 STRATA PLOT TYPE AU 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 0.90 SS SS FILL: Granite and sandstone blast rock containing matrix of sand and clayey silt with some gravel. Compact open graded structure. SS SS Cored through granitic boulders from 3.5m to 5.4m depth RC RC RC 3 52 BEDROCK: Friable to weathered sandstone RC End of Borehole 6.93 (Standpipe 2.8m depth and dry - Dec. 29/08) Shear Strength (kpa) Undisturbed Remoulded

74 patersongroup 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY Consulting Engineers TBM - Top spindle of fire hydrant, southwest corner of Main Street and Collector A. Geodetic elevation = 98.44m. CME 55 Power Auger DATE SOIL PROFILE AND TEST DATA Geotechnical Investigation Kanata Centrum - Milestones & Block YYD, Kanata Ave. Ottawa, Ontario December 19, 2008 FILE NO. HOLE NO. PG1808 BH 5 SOIL DESCRIPTION GROUND SURFACE 25mm Topsoil FILL: Brown clayey silt/silty clay with sand, organic matter STRATA PLOT TYPE AU 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 1.07 SS FILL: Granite and sandstone blast rock containing matrix of sand and clayey silt with some gravel. Compact open graded structure. SS Blast rock matrix peaty between 3.8 and 4.6m depth. Wood encountered 3.0 to 3.2m depth. Void in matrix encountered 4.3 to 4.5m depth. SS SS SS End of Borehole 4.65 SS Practical refusal to 4.65m depth (BH dry to 4.38m depth - Dec. 29/08) Shear Strength (kpa) Undisturbed Remoulded

75 patersongroup 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY Consulting Engineers TBM - Top spindle of fire hydrant, southwest corner of Main Street and Collector A. Geodetic elevation = 98.44m. CME 55 Power Auger DATE SOIL PROFILE AND TEST DATA Geotechnical Investigation Kanata Centrum - Milestones & Block YYD, Kanata Ave. Ottawa, Ontario December 19, 2008 FILE NO. HOLE NO. PG1808 BH 6 SOIL DESCRIPTION GROUND SURFACE Asphaltic concrete FILL: Crushed stone, some sand 0.10 STRATA PLOT TYPE AU 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 0.89 SS FILL: Granite and sandstone blast rock containing matrix of sand and clayey silt with some gravel. Compact open graded structure. SS SS End of Borehole 3.61 SS Practical refusal to 3.61m depth (BH dry to 3.63m depth - Dec. 29/08) Shear Strength (kpa) Undisturbed Remoulded

76 patersongroup 154 Colonnade Road South, Ottawa, Ontario K2E 7J5 DATUM REMARKS BORINGS BY Consulting Engineers TBM - Top spindle of fire hydrant, southwest corner of Main Street and Collector A. Geodetic elevation = 98.44m. CME 55 Power Auger DATE SOIL PROFILE AND TEST DATA Geotechnical Investigation Kanata Centrum - Milestones & Block YYD, Kanata Ave. Ottawa, Ontario December 19, 2008 FILE NO. HOLE NO. PG1808 BH 7 SOIL DESCRIPTION GROUND SURFACE 13mm Topsoil FILL: Clayey silt/silty clay with sand and gravel 0.69 STRATA PLOT TYPE AU 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 SS SS FILL: Granite and sandstone blast rock containing matrix of sand and clayey silt with some gravel. Compact open graded structure. SS SS Peaty matrix encountered between 4.65 and 5.6m depth in conjunction with voids. Augers deflected on 6.1m depth. Augering terminated and cone driven to practical refusal. SS SS SS End of Borehole 6.70 DCPT 6.70m depth 4.35m-Dec. 29/08) Shear Strength (kpa) Undisturbed Remoulded

77 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 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

78 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.

79 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.

80

81 APPENDIX 2 FIGURE 1 - KEY PLAN DRAWING PG TEST HOLE LOCATION PLAN

82