Stormwater Management Design Brief. Proposed Commercial Redevelopment 5830 Hazeldean Road Ottawa (Stittsville), Ontario.

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1 Stormwater Management Design Brief Proposed Commercial Redevelopment 5830 Hazeldean Road Ottawa (Stittsville), Ontario Prepared For: 1319 Kanata Tires & Rims June 30, 2015 Report No: FS REP.02

2 Stormwater Management Design Brief Proposed Commercial Redevelopment 5830 Hazeldean Road, Ottawa, Ontario No: FS REP.02 Date of Issuance: June 30, 2015 Legal Notification This report was prepared by Fieldstone Engineering Inc. for 1319 Kanata Tires & Rims. Any use which a third party makes of this report, or any reliance on or decisions to be made based on it, are the responsibility of such third parties. Fieldstone Engineering Inc. accepts no responsibility for damages, if any, suffered by any third party as a result of decisions made or actions taken based on the contents of this report. Page ii

3 Stormwater Management Design Brief Proposed Commercial Redevelopment 5830 Hazeldean Road, Ottawa, Ontario No: FS REP.02 Date of Issuance: June 30, 2015 CONTENTS 1.0 INTRODUCTION Terms of Reference Purpose References and Supporting Documents STORMWATER MANAGEMENT PLAN Criteria and Objectives Design Methodology Pre-Development Conditions and Allowable release rate PROPOSED POST DEVELOPMENT STORMWATER MANAGEMENT DESIGN Site Drainage Quantity Control Quality Control BIOREMEDIATION/INFILTRATION AREA DESIGN Infiltration Testing Bioremediation Area Design CONCLUSIONS... 6 List of Appendices Appendix A Stormwater Management Design Calculations Appendix B Figures and Drawings List of Figures/Drawings Figure 1: Site Location Plan... Appendix C Site and Grading Plan Appendix C Pre-Development Stormwater Management Plan Appendix C Post-Development Stormwater Management Plan......Appendix C Bioremediation/infiltration Area Details.... Appendix C Page iii

4 Stormwater Management Design Brief Proposed Commercial Redevelopment 5830 Hazeldean Road, Ottawa, Ontario No: FS REP.02 Date of Issuance: June 30, INTRODUCTION 1.1 Terms of Reference Fieldstone Engineering Inc. (Fieldstone) was retained by 1319 Kanata Tires & Rims to prepare a servicing brief related to the proposed redevelopment of the existing restaurant located at 5830 Hazeldean Road, Ottawa (Stittsville), Ontario, hereafter referred to as the subject property. 1.2 Purpose The purpose of this report is to summarize the stormwater management design approach utilized for this site. It is intended that this report shall comply with the minimum requirements specified in Section 3.2 of Servicing Study Guidelines for Development Applications prepared by the City of Ottawa and has been prepared using Best Management Practices recommended by the Ontario Ministry of Environment and Climate Change 1.3 References and Supporting Documents The following reference materials were utilized in the preparation of this report: City of Ottawa Design Guidelines for Stormwater Management; Ontario Ministry of Enviroment Stormwater Management Planning and Design Manual; TRCA Low Impact Development Design manual. 2.0 STORMWATER MANAGEMENT PLAN 2.1 Criteria and Objectives The subject site is required to have a stormwater management plan. Such a plan is to include the following critical information: Quantify the pre-development and post-development runoff and the corresponding volumetic storage requirements (if needed); and Determine the relative size, location and storage volumes of the proposed stormwater management facilities within the limits of the site. Control post-development flow from the site to a maximum 1:5 year allowable release rate. Post-development runoff in excess of the allowable release rate will be stored on site and infiltrated into the subsurface soils/released into the municipal storm sewer on Sweetnam Drive. On site stormwater control must achieve 80% Total Suspended Solids Removal Page 1

5 Stormwater Management Design Brief Proposed Commercial Redevelopment 5830 Hazeldean Road, Ottawa, Ontario No: FS REP.02 Date of Issuance: June 30, 2015 In addition to these general requirements, the subject property is located within the broader context of the Kanata West Development Area. As such, the property is required, as per the Kanata West Master Servicing Study to employ post development infiltration measure to achieve a 25% increase in post development infiltration. Consultation with the Mississippi Valley Conservation Authority (MVCA) provided additional guidance with respect to quality control for the stormwater. MVCA requires a minimum 80% TSS removal efficiency in the stormwater runoff directed towards Poole Creek. Subsurface infiltration using low impact development strategies was identified as preferable for this site. In addition, MVCA indicated the necessity to quantify the contribution of the site to base flow to Poole Creek and to maintain this volume in the post-development condition. 2.2 Design Methodology The following design criteria, summarized in Table 1, below, have been selected in order to determine the maximum release rate of runoff from the subject site: TABLE 1: PARAMETER Runoff Equation Time of Concentration (T c) DESIGN CRITERIA FOR STORMWATER MANAGEMENT DESIGN 5 Year Rainfall Intensity (I 5) mm/hr 100 Year Rainfall Intensity (I 100) mm/hr Runoff Coefficients: Roof Runoff Asphalt and Concrete Gravel Surface Grassed Areas Quality Control VALUE Rational Method: Q = 2.78 C I A (L/s) C = runoff coefficient I = rainfall intensity (mm/hr) A = drainage area (hectares) 10 minutes (min) Enhanced -80% TSS Removal LOW IMPACT DEVELOPMENT STRATEGIES PREFERRED 2.3 Pre-Development Conditions and Allowable release rate There is no formal stormwater management present on the subject property. Surficial drainage is directed away from the building using eavestroughing and roof leaders and runoff is allowed to flow unrestricted over the existing grassed area between the existing development area and Poole Creek/roadside ditch along Sweetnam Drive. Page 2

6 Stormwater Management Design Brief Proposed Commercial Redevelopment 5830 Hazeldean Road, Ottawa, Ontario No: FS REP.02 Date of Issuance: June 30, 2015 The existing topography favoured three separate pre-development drainage areas. These areas are identified on the Predevelopment Stormwater Management Plan (FS ) located in Appendix B. Areas 1 and 2 drain to Poole Creek while Area 3 drains towards the roadside ditch located along Sweetnam Drive. Based on the pre-development runoff calculation (refer to Appendix A) Area 1 and Area 2 have uncontrolled release rates to Poole Creek of approximately 4.4 L/s and 8.9 L/s for a 1:5 year return storm, respectively. These contributions increase to 7.5 L/s and 15.2 L/s, respectively, for a 1:100 year return storm. Area 3 has pre-development release rates of 20.5 L/s and 35.1 L/s for the 1:5 and 1:100 year return storms, respectively. The allowable 1:100 year release rate for the subject property, based on the Kanata West Master Servicing Update, is 85L/s/ha. This value is considerably higher than that noted in the predevelopment conditions analysis. For the purposes of this study, however, the calculated, site specific, pre-development release rates are targeted to be maintained. 3.0 PROPOSED POST DEVELOPMENT STORMWATER MANAGEMENT DESIGN 3.1 Site Drainage The proposed Site and Grading Plan (FS ) located in Appendix B illustrates the proposed site grading. Essentially, the plan involves the collection of stormwater from the hardscape areas and directs it via sheet drainage to two separate collection and attenuation areas. The first drainage area, hereafter denoted as PD1, collects runoff and directs it to a bioretention and infiltration area. This area, commonly referred to as a rainwater garden is intended to collect 100% of the 1:5 year and 1:100 year stormwater runoff volumes calculated to be produced from the hardscape and grassed areas. The stormwater will then infiltrate through the biorention media contained within the bottom of the rainwater garden and into the underlying silty sand to sandy silt in-situ soil. The ultimate outlet for the infiltrating water is Poole Creek. In the unlikely event of a prolonged series of back to back storm events, the rainwater garden is designed to allow the stormwater to fill and gently overflow onto the naturalized drainage area contained within the 8 m stable slope allowance of Poole Creek. The other drainage area, hereafter denoted as PD2, collects runoff and directs it to a rainwater garden which acts as a forebay for a large, elongated, dry pond. The pond and rainwater garden, combined, have been designed to hold and infiltrate 100% of the 1:5 and 1:100 year return storm events. An overflow consisting of a typical rip-rap lined spillway allows for overflow to be directed to the roadside ditch along Sweetnam Drive. This overflow will, realistically, only operate in the unlikely event that there are a series of back to back storm events where the retained stormwater has not yet infiltrated into the ground. The channel design for the overflow will be such that the 1:100 year discharge rates are not exceeded. Page 3

7 Stormwater Management Design Brief Proposed Commercial Redevelopment 5830 Hazeldean Road, Ottawa, Ontario No: FS REP.02 Date of Issuance: June 30, Quantity Control As per the previous section the post-development stormwater runoff is proposed to be wholly contained within two separate bioremediation/infiltration areas. Stormwater will flow via sheet drainage to the inlets to these areas and be naturally attenuated in the subsurface through infiltration and evapotranspiration. Overflow considerations have been built into each of the areas to provide controlled, low impact overland and channeled flow in the worst case scenarios. The calculations for the post development stormwater generated by the 1:5 and 1:100 year return storms are provided in Appendix A. The areas contained within the design tables, are intended to be read in conjunction with the Post-Development Stormwater Management Plan Drawing No. FS , located in Appendix B. The capacity requirements for each bioremediation/infiltration area are contained in Appendix A, also. The IDF curves utilized for the analysis, provided by the City of Ottawa, are also provided in Appendix A for reference purposes. The bioremediation/infiltration area in PD1 is sized to provide approximately 95 m 3 of storage. The storage volume does not include the pore space volume of the bioremediation media, which provides a significant factor of safety to the system design. The dry pond, located immediately after the bioremediation area in PD2, is proposed to be grass lined and have an effective storage volume of 120 m 3. The elongated pond/channel has been designed to provide a length to width ratio in excess of 10:1. A 10:1 length to width ratio is considered to be best practice according to the Ontario Ministry of Environment Stormwater Management Planning and Design Manual for dry pond design. 3.3 Quality Control Considering the intent of the post-development stormwater management plan to retain 100% of the stormwater runoff for both the 1:5 and 1:100 year storm events, quality control will be achieved through the use of bioremediation media (refer to Section 4 and Drawing FS in Appendix B) and the underlying in-situ silty sand-sandy silt stratum. Theoretical total suspended solids removal efficiency for the proposed stormwater management plan should be between 95% and 100% in all likelihood. 4.0 BIOREMEDIATION/INFILTRATION AREA DESIGN Drawing No. FS , located in Appendix B, shows the generic cross section of the bioremediation area design. It is a simple design which utilizes plantings and foliage to dissipate the velocity energy within the incoming stormwater and allow the water to infiltrate into the subsurface. To prevent clogging of the soil matrix, in the long term, a bioremediation media is installed to provide physical filtration of the stormwater. Page 4

8 Stormwater Management Design Brief Proposed Commercial Redevelopment 5830 Hazeldean Road, Ottawa, Ontario No: FS REP.02 Date of Issuance: June 30, Infiltration Testing Infiltration testing was carried out by Fieldstone across the subject property. The locations of the proposed bioremediation/infiltration areas were selected based on the preferred characteristics of the receiving soil. Much of the existing site has been previously developed and filled with material which limits the infiltrative capacity. However, beyond these areas, the natural, undeveloped areas contain a silty sand to sandy silt receiving soil having a thickness in excess of 2 m. The silty sand/sandy silt layer has a defined soil structure throughout the vertical extent of the investigation depths and root penetration was observed in the treed zones in excess of 1.0 m. The infiltration testing completed at the site was conducted using a Pask permeameter (one of the recommended testing methodologies contained within the TRCA Low Impact Development Design Manual. The permeameter testing was carried out in a controlled manner with fully saturated test hole conditions. The tabulated results of the permeameter testing are contained in Appendix A. Based on the in-situ infiltration testing, the silty sand-sandy silt layer has an average saturated hydraulic conductivity of approximately 4.3 x 10-4 cm/sec (37 cm/day). 4.2 Bioremediation Area Design To determine the physical requirements of the bioremediation area and filter bed depth, an analysis was completed using LIDSMPDG equation (page 4-160) as shown below. A depth of 400 mm was used for the depth of water over the trench as the conveyance. db = i * (ts dp / i) / Vr where: db = maximum filter media bed depth (mm) i = infiltration rate for native soils (mm/hr) [10 mm/hr used] Vr = Void space ratio for filter bed [assume 0.20] dp = maximum surface ponding depth (mm) [400 mm] ts = Time to drain (drawdown time) (24 hours 48 hours ) Substituting the appropriate values into the above equation yields: db = 10 mm/hr * [48 [400mm /10mm/hr)] / 0.20 db = 400 mm Page 5

9 Stormwater Management Design Brief Proposed Commercial Redevelopment 5830 Hazeldean Road, Ottawa, Ontario No: FS REP.02 Date of Issuance: June 30, 2015 A filter depth of 500 mm was selected for all areas. As noted in the LIDSMPDM a filter media thickness of 500 mm for the depth of sand filter is recommended as best practice. The an illustration of the bioswale design is provided in Appendix 3. The bioremediation media proposed for the subject property is proposed to consist of the following: 85% 88% sand 8%-12% soil fines 3-5% organic material The media is intended to be installed and evenly compacted by hand raking the media level. 5.0 CONCLUSIONS The proposed stormwater management design chosen for this site can be effectively summarized as follows: 1. There are currently no stormwater management controls on the existing development. 2. The proposed stormwater management plan incorporates the collection and retention of stormwater produced from 1:5 and 1:100 year storm events. 3. The stormwater is directed into bioremediation areas, or rainwater gardens which filter and polish the stormwater before it is infiltrated into the subsurface. 4. The bioremediation/infiltration areas have been sized to hold, polish, and infiltrate 100% of the stormwater runoff generated from both the 1:5 and 1:100 year storm events. 5. Overflows have been incorporated into the design to ensure controlled discharge is maintained in worst case scenarios involving back to back storms. Prepared by: Fieldstone Engineering Inc. Robert A. Passmore, P.Eng. Senior Project Engineer President Page 6

10 Appendix A- Stormwater Management Calculations

11 PROJECT NO. DESIGN CRITERIA 5830 Hazeldean Road Tc 10 min I5 year mm/hr I 100 year mm/hr C values Building 0.9 Asphalt 0.9 Concrete 0.9 Gravel 0.7 Grass 0.2 DRAINAGE AREAS A1 Pre-development AREA surface AREA c c x A (m2) C Weighted Building Asphalt Granular grass Total Area Q5 Q L/s 7.5 L/s A2 Pre-development AREA surface AREA c c x A (m2) C Weighted Building Asphalt Granular grass Total Area Q5 Q L/s 15.2 L/s A3 Pre-development AREA surface AREA c c x A (m2) C Weighted Building Asphalt Granular grass Total Area Q5 Q L/s 35.1 L/s PD1 Post Development intensity Flow (Q) (L Runoff A Runoff to Storage Volume % available AREA surface AREA c c x A (m2) Time mm/hr allowed be stored Required Provided C Weighted Building min L/s L/s m3 m3 Asphalt Granular grass Total Area Q L/s Q L/s PD2 Pre-development intensity Flow (Q) (L Runoff A Runoff to Storage Volume % available AREA surface AREA c c x A (m2) Time mm/hr allowed be stored Required Provided C Weighted Building min L/s m3 m3 Asphalt Granular grass Total Area Q L/s Q L/s % stormwater retention for 1:100 year Return Storm intensity Flow (Q) (L Runoff A Runoff to Storage Volume % available Time mm/hr allowed be stored Required Provided min L/s L/s m3 m intensity Flow (Q) (L Runoff A Runoff to Storage Volume % available Time mm/hr allowed be stored Required Provided min L/s m3 m

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13 TABLE FOR CALCULATING T-TIME USING A CONSTANT-HEAD WELL PERMEAMETER TABLE 1 TABLE 2- CONVERSION FROM K fs TO T-TIME Soil Type α* Coeffecient of Permeability, K Percolation Time, T - USCS Coarse sands and highly structured soils cm/sec mins/cm Most structured soils and medium sands 0.12 GW 10-1 <1 Unstructured fine textured soils and fine sands 0.04 GP 10-1 <1 Compacted clays (e.g. clay liners) GM GC USER INPUT TABLE SW Measurement Value Units SP Diameter of test hole 10.0 cm SM Height from Bottom of Test Hole to Air Inlet (H) 22.0 cm SC Soil type coeffecient (α*) /(cm) ML Inner Diameter of Water Chamber (D) 9.0 cm CL 10-6 and less >50 Rate of Water Level Decrease in Reservoir 1.0 cm/min OL 10-5 and less >50 IMMEDIATE RESULTS Instructions for Use Discharge Rate (Q) cm 3 /min 1. Determine soil type using TABLE 1 Cross-sectional Area of Water Chamber (X) cm 2 2. Enter required values into the white cells of USER INPUT TABLE Radius of test hole (a) 5.00 cm 3. Obtain output values from yellow cells Value to Use for Finding C (H/a) Convert K fs to T-time using TABLE 2 "C" Value 1.51 CALCULATION RESULTS A B K fs 1.5E-02 cm/min K fs 2.4E-04 cm/sec 1. Calculations based on Nova Scotia On-Site Sewage Disposal Systems: Technical Guidelines, Appendix C. 2. TABLE 2 data obtained from Ontario Code and Guide for Sewage Systems 2006, Supplementary Standard SB-6, Table The user of this table is responsible for ensuring that all calculations are accurate. This calculation aid was developed by C. Kupferschmidt of the ORWC, 2010.

14 TABLE FOR CALCULATING T-TIME USING A CONSTANT-HEAD WELL PERMEAMETER TABLE 1 TABLE 2- CONVERSION FROM K fs TO T-TIME Soil Type α* Coeffecient of Permeability, K Percolation Time, T - USCS Coarse sands and highly structured soils cm/sec mins/cm Most structured soils and medium sands 0.12 GW 10-1 <1 Unstructured fine textured soils and fine sands 0.04 GP 10-1 <1 Compacted clays (e.g. clay liners) GM GC USER INPUT TABLE SW Measurement Value Units SP Diameter of test hole 10.0 cm SM Height from Bottom of Test Hole to Air Inlet (H) 22.0 cm SC Soil type coeffecient (α*) /(cm) ML Inner Diameter of Water Chamber (D) 9.0 cm CL 10-6 and less >50 Rate of Water Level Decrease in Reservoir 1.5 cm/min OL 10-5 and less >50 IMMEDIATE RESULTS Instructions for Use Discharge Rate (Q) cm 3 /min 1. Determine soil type using TABLE 1 Cross-sectional Area of Water Chamber (X) cm 2 2. Enter required values into the white cells of USER INPUT TABLE Radius of test hole (a) 5.00 cm 3. Obtain output values from yellow cells Value to Use for Finding C (H/a) Convert K fs to T-time using TABLE 2 "C" Value 1.51 CALCULATION RESULTS A B K fs 2.2E-02 cm/min K fs 3.6E-04 cm/sec 1. Calculations based on Nova Scotia On-Site Sewage Disposal Systems: Technical Guidelines, Appendix C. 2. TABLE 2 data obtained from Ontario Code and Guide for Sewage Systems 2006, Supplementary Standard SB-6, Table The user of this table is responsible for ensuring that all calculations are accurate. This calculation aid was developed by C. Kupferschmidt of the ORWC, 2010.

15 TABLE FOR CALCULATING T-TIME USING A CONSTANT-HEAD WELL PERMEAMETER TABLE 1 TABLE 2- CONVERSION FROM K fs TO T-TIME Soil Type α* Coeffecient of Permeability, K Percolation Time, T - USCS Coarse sands and highly structured soils cm/sec mins/cm Most structured soils and medium sands 0.12 GW 10-1 <1 Unstructured fine textured soils and fine sands 0.04 GP 10-1 <1 Compacted clays (e.g. clay liners) GM GC USER INPUT TABLE SW Measurement Value Units SP Diameter of test hole 10.0 cm SM Height from Bottom of Test Hole to Air Inlet (H) 22.0 cm SC Soil type coeffecient (α*) /(cm) ML Inner Diameter of Water Chamber (D) 9.0 cm CL 10-6 and less >50 Rate of Water Level Decrease in Reservoir 1.5 cm/min OL 10-5 and less >50 IMMEDIATE RESULTS Instructions for Use Discharge Rate (Q) cm 3 /min 1. Determine soil type using TABLE 1 Cross-sectional Area of Water Chamber (X) cm 2 2. Enter required values into the white cells of USER INPUT TABLE Radius of test hole (a) 5.00 cm 3. Obtain output values from yellow cells Value to Use for Finding C (H/a) Convert K fs to T-time using TABLE 2 "C" Value 1.51 CALCULATION RESULTS A B K fs 2.2E-02 cm/min K fs 3.6E-04 cm/sec 1. Calculations based on Nova Scotia On-Site Sewage Disposal Systems: Technical Guidelines, Appendix C. 2. TABLE 2 data obtained from Ontario Code and Guide for Sewage Systems 2006, Supplementary Standard SB-6, Table The user of this table is responsible for ensuring that all calculations are accurate. This calculation aid was developed by C. Kupferschmidt of the ORWC, 2010.

16 TABLE FOR CALCULATING T-TIME USING A CONSTANT-HEAD WELL PERMEAMETER TABLE 1 TABLE 2- CONVERSION FROM K fs TO T-TIME Soil Type α* Coeffecient of Permeability, K Percolation Time, T - USCS Coarse sands and highly structured soils cm/sec mins/cm Most structured soils and medium sands 0.12 GW 10-1 <1 Unstructured fine textured soils and fine sands 0.04 GP 10-1 <1 Compacted clays (e.g. clay liners) GM GC USER INPUT TABLE SW Measurement Value Units SP Diameter of test hole 10.0 cm SM Height from Bottom of Test Hole to Air Inlet (H) 22.0 cm SC Soil type coeffecient (α*) /(cm) ML Inner Diameter of Water Chamber (D) 9.0 cm CL 10-6 and less >50 Rate of Water Level Decrease in Reservoir 2.5 cm/min OL 10-5 and less >50 IMMEDIATE RESULTS Instructions for Use Discharge Rate (Q) cm 3 /min 1. Determine soil type using TABLE 1 Cross-sectional Area of Water Chamber (X) cm 2 2. Enter required values into the white cells of USER INPUT TABLE Radius of test hole (a) 5.00 cm 3. Obtain output values from yellow cells Value to Use for Finding C (H/a) Convert K fs to T-time using TABLE 2 "C" Value 1.51 CALCULATION RESULTS A B K fs 3.6E-02 cm/min K fs 6.1E-04 cm/sec 1. Calculations based on Nova Scotia On-Site Sewage Disposal Systems: Technical Guidelines, Appendix C. 2. TABLE 2 data obtained from Ontario Code and Guide for Sewage Systems 2006, Supplementary Standard SB-6, Table The user of this table is responsible for ensuring that all calculations are accurate. This calculation aid was developed by C. Kupferschmidt of the ORWC, 2010.

17 TABLE FOR CALCULATING T-TIME USING A CONSTANT-HEAD WELL PERMEAMETER TABLE 1 TABLE 2- CONVERSION FROM K fs TO T-TIME Soil Type α* Coeffecient of Permeability, K Percolation Time, T - USCS Coarse sands and highly structured soils cm/sec mins/cm Most structured soils and medium sands 0.12 GW 10-1 <1 Unstructured fine textured soils and fine sands 0.04 GP 10-1 <1 Compacted clays (e.g. clay liners) GM GC USER INPUT TABLE SW Measurement Value Units SP Diameter of test hole 10.0 cm SM Height from Bottom of Test Hole to Air Inlet (H) 22.0 cm SC Soil type coeffecient (α*) /(cm) ML Inner Diameter of Water Chamber (D) 9.0 cm CL 10-6 and less >50 Rate of Water Level Decrease in Reservoir 3.5 cm/min OL 10-5 and less >50 IMMEDIATE RESULTS Instructions for Use Discharge Rate (Q) cm 3 /min 1. Determine soil type using TABLE 1 Cross-sectional Area of Water Chamber (X) cm 2 2. Enter required values into the white cells of USER INPUT TABLE Radius of test hole (a) 5.00 cm 3. Obtain output values from yellow cells Value to Use for Finding C (H/a) Convert K fs to T-time using TABLE 2 "C" Value 1.51 CALCULATION RESULTS A B K fs 5.1E-02 cm/min K fs 8.5E-04 cm/sec 1. Calculations based on Nova Scotia On-Site Sewage Disposal Systems: Technical Guidelines, Appendix C. 2. TABLE 2 data obtained from Ontario Code and Guide for Sewage Systems 2006, Supplementary Standard SB-6, Table The user of this table is responsible for ensuring that all calculations are accurate. This calculation aid was developed by C. Kupferschmidt of the ORWC, 2010.

18 TABLE FOR CALCULATING T-TIME USING A CONSTANT-HEAD WELL PERMEAMETER TABLE 1 TABLE 2- CONVERSION FROM K fs TO T-TIME Soil Type α* Coeffecient of Permeability, K Percolation Time, T - USCS Coarse sands and highly structured soils cm/sec mins/cm Most structured soils and medium sands 0.12 GW 10-1 <1 Unstructured fine textured soils and fine sands 0.04 GP 10-1 <1 Compacted clays (e.g. clay liners) GM GC USER INPUT TABLE SW Measurement Value Units SP Diameter of test hole 10.0 cm SM Height from Bottom of Test Hole to Air Inlet (H) 22.0 cm SC Soil type coeffecient (α*) /(cm) ML Inner Diameter of Water Chamber (D) 9.0 cm CL 10-6 and less >50 Rate of Water Level Decrease in Reservoir 2.0 cm/min OL 10-5 and less >50 IMMEDIATE RESULTS Instructions for Use Discharge Rate (Q) cm 3 /min 1. Determine soil type using TABLE 1 Cross-sectional Area of Water Chamber (X) cm 2 2. Enter required values into the white cells of USER INPUT TABLE Radius of test hole (a) 5.00 cm 3. Obtain output values from yellow cells Value to Use for Finding C (H/a) Convert K fs to T-time using TABLE 2 "C" Value 1.51 CALCULATION RESULTS A B K fs 2.9E-02 cm/min K fs 4.8E-04 cm/sec 1. Calculations based on Nova Scotia On-Site Sewage Disposal Systems: Technical Guidelines, Appendix C. 2. TABLE 2 data obtained from Ontario Code and Guide for Sewage Systems 2006, Supplementary Standard SB-6, Table The user of this table is responsible for ensuring that all calculations are accurate. This calculation aid was developed by C. Kupferschmidt of the ORWC, 2010.

19 Appendix B Figures and Drawings

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