conceptual design - simcoe county treatment... · 2017. 6. 22. · conceptual design of the -septic...

SARJEANT LANDS Hillsdale, ON

Sewage Treatment and Disposal System Conceptual Design

prepared by: prepared for

C.C. Tatham & Associates Ltd. 115 Sandford Fleming Drive, Suite 200 Collingwood, ON L9Y 5A6 Tel: (705) 444-2565 Fax: (705) 444-2327 [email protected]

Golder Associates Ltd.

March 9, 2017

CCTA File 116147

TABLE OF CONTENTS

1 Introduction 1

2 Design Flows and Sewage Characteristics 2

2.1 Design Flows 2

2.2 Sewage Characteristics 2

3 Conceptual Design 3

3.1 Overall Concept 3

3.2 Sewage Collection System 6

3.3 Sewage Pumping Station 6

3.3.1 Sewage Pumps 6

3.3.2 Emergency Storage Tank 6

3.4 Primary Treatment (Septic Tanks) 7

3.5 Effluent Pumping Station 7

3.5.1 Effluent Flow Balancing Tank 7

3.6 Enviro-Septic Systems 8

3.6.1 Hydrogeology 9

3.6.2 Contact Area 9

3.6.3 Vertical Profile 9

3.6.4 Number of Enviro-Septic Pipes 9

3.6.5 Low Pressure Distribution Systems 10

3.7 Control Building 10

3.8 Standby Generator 10

3.9 Phasing 10

LIST OF FIGURES Figure 1: Heritage Village Sewage Works – Overall Site Plan 4

Figure 2: Sarjeant Lands Sewage Works – Overall Site Plan 5

Figure 3: Sewage Treatment and Disposal System – Control Building Plan 11

APPENDICES Appendix A: Conceptual Design Calculations

Appendix B: Enviro-Septic System

Appendix C: Waste Water Disposal Design, Golder Associates Ltd.

Sarjeant Lands Sewage Treatment and Disposal System

Page 1 March 9, 2017

1 Introduction

C.C. Tatham & Associates Ltd. (CCTA) has been retained by Golder Associates Ltd. (Golder) to complete the conceptual design of an on-site sewage treatment and disposal system in support of a Functional Servicing Report for the Sarjeant Lands in Hillsdale, ON.

The Sarjeant Lands are located on Part N1/2, Lot 57, Concession 1, Oro-Medonte as in RO102551, except Part 1, 2 and 5, Springwater as in RO51R27010.

Ultimately, the sewage works will service the residential lots in the Sarjeant Lands, as well as the residential lots in Heritage Village and the existing public school in Hillsdale. The public school will be expanded to accommodate students from the proposed developments.

Sewage from the Sarjeant Lands will be collected by gravity and conveyed to the Heritage Village sewage block for treatment. A portion of the treated effluent will be pumped back to the Sarjeant Lands sewage block for subsurface disposal in proprietary Enviro-Septic systems.

This report presents the design basis and a functional description of the sewage treatment and disposal system.



2 Design Flows and Sewage Characteristics

2.1 Design Flows

Ultimately, the sewage works will service a total equivalent population of 1,155 consisting of:

a residential population of 342 in the Sarjeant Lands, consisting of 114 units with a population density of 3;

a residential population of 696 in Heritage Village, consisting of 232 units with a population density of 3; and,

an equivalent population of 120 to account for the expanded public school.

The design flows for the development are based on MOE 2008 Design Guidelines for Sewage Works (MOECC Design Guidelines). Detailed calculations are included in Appendix A. The design flows use a domestic flow rate of 360 L/cap/day, plus an allowance of 90 L/cap/day for inflow and infiltration, for a total of 450 L/cap/day:

The ultimate design flow is 1,155 cap x 450 L/cap/day = 521,000 L/day plus an allowance of 5% for a total of 550,000 L/day. Of this design flow, the Sarjeant Lands account for 339 cap x 450 L/cap/day = 150,000 L/day. The total design peak flow is 22.3 L/s, calculated by applying the Harmon Factor to the domestic flow and adding an allowance of 227 L/cap/day for peak inflow and infiltration.

2.2 Sewage Characteristics

It is expected the sewage characteristics will be typical of municipal strength wastewater with TSS and BOD5 in the range of 200 to 250 mg/L. The sewage will be suitable for primary treatment in conventional septic tanks, as discussed in the following sections.



3 Conceptual Design

3.1 Overall Concept

The conceptual design for the sewage treatment and disposal system is summarized below:

Sewage will flow by gravity from Heritage Village and the Sarjeant Lands to a sewage pumping station in the Heritage Village sewage block (SPS) consisting of a wet well, trash basket or screen, submersible sewage pumps, and emergency storage tank.

The SPS will pump the sewage evenly to six septic tanks with effluent filters, via a discharge manifold equipped with electrically-actuated pinch valves.

Effluent from the septic tanks will be collected in an effluent pumping station (EPS) consisting of a wet well and submersible effluent pumps.

The EPS will pump the effluent via transport forcemains and low pressure distribution systems evenly to eight Enviro-Septic systems in the Heritage Village sewage block and three Enviro-Septic systems in the Sarjeant Lands sewage block. Similar to the SPS, the effluent will be divided among the Enviro-Septic systems via a discharge manifold equipped with electrically-actuated valves.

The Enviro-Septic system is a proprietary sub-surface treatment and disposal system that incorporates attached growth aerobic treatment within the distribution piping of the subsurface disposal bed.

A central control building in the Heritage Village sewage block will house the sewage and effluent discharge manifolds, flow meters, as well as a motor control centre (MCC) with programmable logic controller (PLC) and human-machine interface (HMI).

Standby power will be provided by an exterior generator set housed in a sound-proof enclosure.

The sewage works areas will be fenced with a single gated access road.

Sewage from the Sarjeant Lands will be collected by gravity and conveyed to the Heritage Village sewage block for treatment in the septic tanks. A portion of the septic tank effluent will be pumped back to the Sarjeant Lands via three transport forcemains for subsurface disposal in the three Enviro-Septic systems. Thus, the Sarjeant Lands sewage block will consist of three Enviro-Septic systems.

Overall site plans of the conceptual design for the Heritage Village and Sarjeant Lands sewage works are shown on Figure 1 (Drawing SP-1) and Figure 2 (Drawing SP-2) overleaf.



3.2 Sewage Collection System

A network of gravity sewers, designed and detailed by others, will collect sewage from the development and ultimately discharge to a manhole upstream of the proposed SPS in the Heritage Village sewage block.

3.3 Sewage Pumping Station

The SPS will consist of a wet well equipped with a trash basket or screen, three submersible sewage pumps, and an overflow to an emergency storage tank. The exact dimensions and configuration of the wet well will be determined during detailed design when details of the sewer inlet size and invert are available.

3.3.1 Sewage Pumps

The pumps will be equipped with variable frequency drives (VFD) and will operate in a lead/lag/standby configuration. When operating together, the pumps will be capable of pumping up to the ultimate peak design flow of 22.3 L/s.

The sewage flow will be divided among the six septic tanks via a discharge header equipped with a magmeter and a manifold with six discharge pipes equipped with electrically-actuated pinch valves. The PLC will open the valves sequentially such that only one septic tank is being dosed at any time. Since only one valve will be open at a time, the PLC can measure and control the dose to each septic tank.

Primary treatment efficiency will be improved by dosing the septic tanks with small volumes of sewage. Thus, each septic tank will be dosed up to 20 times per day with a volume of 5,000 L per dosing cycle up to the design flow of 550,000 L/day.

In order to minimize pump starts, the pumps will be controlled by the PLC such that a pre-set liquid level is maintained in the wet well. The level will be measured by an ultrasonic sensor or pressure transducer with backup float switches. Further, the next valve in sequence will open while the currently open valve is closing, so that the sewage pump can remain on when switching from dosing one septic tank to another.

3.3.2 Emergency Storage Tank

In an emergency, the wet well will overflow to a 100,000 L precast concrete tank. In the event of a catastrophic pump failure or stand-by generator failure, the holding tank will provide approximately 4 hours of storage at the design flow.



3.4 Primary Treatment (Septic Tanks)

The proposed Enviro-Septic system requires primary treatment in the form of septic tanks providing a total of 24-hours of retention time (assuming the septic tank is 50% full of sludge and scum) at the design flow of 550,000 L/day, or two times the design flow.

Primary treatment will be provided by six cast-in-place concrete septic tanks, each with a capacity of 200,000 L.

In order to minimize turbulence in the septic tanks, sewage from the SPS will be pumped to a 1.2 m diameter manhole upstream of each septic tank from where it will flow by gravity to the septic tank.

Each septic tank will be equipped with up to three effluent filters to prevent solids carryover.

The septic tank outlets will be plumbed to a common pipe that will discharge by gravity to the EPS.

3.5 Effluent Pumping Station

The EPS will consist of a wet well equipped with two submersible effluent pumps. The exact dimensions and configuration of the wet well will be determined during detailed design.

The effluent pumps will be equipped with VFDs and operate in a duty/standby configuration. The pumps will be controlled such that a minimum flow rate of approximately 8 L/s is maintained to ensure the low pressure distribution systems for each Enviro-Septic system are adequately pressurized and dosed.

Based on the supplier’s recommendation, each Enviro-Septic system will be dosed up to 20 times per day with a volume of 2,500 L per dosing cycle. The Enviro-Septic systems will be dosed sequentially via the discharge manifold in a manner similar to the septic tanks described above.

3.5.1 Effluent Flow Balancing Tank

The wet well will overflow to a 100,000 L precast concrete flow balancing tank sized to store up to two hours of peak flow in excess of the minimum flow rate for dosing the Enviro-Septic systems at the design flow.

In the unlikely event the EPS and flow balancing tank reach high level, in order to prevent a spill, the PLC will start the standby pump and open two valves to simultaneously dose two Enviro-Septic systems.



3.6 Enviro-Septic Systems

Following primary treatment, septic tank effluent will be further treated and disposed in eleven Enviro-Septic systems: eight systems in the Heritage Village sewage block; and three systems in the Sarjeant Lands sewage block. Each Enviro-Septic system will have a capacity of 50,000 L/day. Thus, the three Enviro-Septic systems in the Sarjeant Lands will have sufficient capacity for the Sarjeant Lands portion (150,000 L/day) of the ultimate combined design flow (550,000 L/day).

The Enviro-Septic system is a proprietary treatment and disposal system approved for use under the OBC by Building Materials Evaluation Commission (BMEC) Authorization No. 13-03-365. The conceptual design of the Enviro-Septic systems for Heritage Village is based on the BMEC authorization with due consideration to the MOECC Design Guidelines for large subsurface disposal systems.

The Enviro-Septic system essentially combines attached growth aerobic treatment with a subsurface treatment and disposal system. The system uses a network of perforated Enviro-Septic pipes made out of corrugated high-density polyethylene. Each pipe is approximately 300 mm in diameter and 3 m long. Up to 10 Enviro-Septic pipes can be coupled together with special adaptors to form a run of up to 30 m. A non-braided polypropylene fiber membrane covers the inside of the pipe, providing a matrix to support biomass, while a non-woven polypropylene geotextile canvas, sewn around the fibrous membrane, keeps soil from migrating into the pipes. Multiple vents at both ends of the pipe runs provide ventilation and maintain aerobic treatment throughout.

The network of Enviro-Septic pipes lies in a 700 mm layer of system sand meeting the specifications listed in Section 4.6.2. of the BMEC. The system sand forms an integral part of the treatment system, providing additional treatment, effluent polishing and pathogen removal. A sampling device that collects effluent from under the system sand will be installed to permit sampling and monitoring of the final effluent. The Enviro-Septic system does not require a mantle. Details of the Enviro-Septic system are included in Appendix B.

Rigorous testing of the Enviro-Septic system has shown it is capable of treating septic tank effluent to the tertiary standards specified in Table 8.6.2.2.A. of the OBC, or maximum concentrations based on 30-day averages of 15 mg/L BOD5 and 10 mg/L SS.

The principal design parameters for the Enviro-Septic system include the contact area between the system sand and underlying soil, and the vertical separation distance between the system sand and high water table, bedrock, or soil with a percolation time greater than 50 min/cm, and the number of Enviro-Septic pipes.



3.6.1 Hydrogeology

Golder excavated six test pits within the vicinity of the proposed Enviro-Septic systems in the Heritage Village sewage block. Generally, the uppermost receiving strata of soil consists of granular silt loam with weak-moderate structure, including layered silts and compact sand with a T-time of 12-20 min/cm. Based on Table 22-1 of the MOE Design Guidelines and the layered silts and compact sand, Golder recommends a loading rate of 20 L/m2/day for effluent treated to CBOD5 of 30 mg/L or less.

Golder also excavated two test pits within the vicinity of the proposed Enviro-Septic systems in the Sarjeant Lands sewage block. Generally, the uppermost receiving strata of soil consists of fine sandy loam and silt loam soils of granular, weak-moderate structure with a T-time of 8-10 min/cm. Golder recommends a loading rate of 20 L/m2/day.

The high water table was encountered at a depth of 1.5 to 2.5 m.

A copy of Golder’s report, Waste Water Disposal Design, is included in Appendix C.

3.6.2 Contact Area

At a capacity of 50,000 L/day for each Enviro-Septic system and at the recommended loading rate of 20 L/m2/day, the required contact area between the system sand and underlying soil is 2,500 m2. The dimensions of the contact area for each Enviro-Septic system are 73 m x 34.2 m to provide the necessary contact area.

3.6.3 Vertical Profile

The Enviro-Septic systems will be constructed at the current grade by stripping the topsoil and placing the system sand directly on top. The Enviro-Septic systems will be tiered to accommodate the grade drop across the sewage block.

A high groundwater table of 1.5 m below finished grade is assumed from Golder’s report. The mounding on the high groundwater table is estimated at 0.7 m. Thus, there will be 0.8 m vertical separation between the bottom of the sand layer and the mounded high groundwater table. This is greater than the 0.45 m vertical separation required by the BMEC.

The finished grade will be 0.9 m above the existing grade, including 0.7 m for the system sand layer and 0.2 m for cover and topsoil.

3.6.4 Number of Enviro-Septic Pipes

The required number of Enviro-Septic pipes is calculated according to Section 5.2.1. of the BMEC, or NESP = Q ÷ 90:

NESP = 50,000 L/day ÷ 90 pipes/L/day = 556 pipes



Each Enviro-Septic system will be divided into two zones, with four cells per zone, and 15-15 m runs per cell. The runs will be spaced approximately 1.4 m apart to provide the necessary number of pipes and contact area.

3.6.5 Low Pressure Distribution Systems

Each Enviro-Septic system will be dosed by a low pressure distribution system consisting of a transport forcemain with laterals to each cell. As discussed above, the effluent pumps and VFDs will be controlled by the PLC to maintain a minimum flow rate suitable for pressurizing the distribution systems. The design and sizing of the low pressure distribution systems depends on the configuration of the Enviro-Septic system and will be determined during detailed design.

3.7 Control Building

A control building adjacent to the SPS and EPS will house the sewage and effluent discharge headers and valves, the MCC, and the PLC/HMI. A conceptual layout of the control building including the discharge header, piping and valves is shown on Figure 3 (Drawing SP-3) overleaf. The conceptual layout suggests a footprint of approximately 6 m by 17 m. The control building will be complete with electrical, HVAC and plumbing systems.

3.8 Standby Generator

Standby power will be provided by an exterior generator housed in a sound-proof enclosure and an automatic transfer switch in the control building. The generator will provide all power necessary to operate the sewage pumps, effluent pumps, building utilities and electrically-actuated valves. The generator will be sized during the detailed design phase. The generator may be fuelled with diesel or by natural gas if it is available at the site.

3.9 Phasing

The multiple septic tanks and Enviro-Septic systems provide a great deal of flexibility in phasing the construction of the sewage treatment and disposal system. Generally, each septic tank and two Enviro-Septic systems have capacity for an equivalent population of 220. The SPS, EPS and control building must be built, and the generator installed, in the first phase.



Authored by:

Keith Shular, B.Sc., B.E.Sc., P.Eng. Project Manager

Reviewed by:

Suzanne Troxler, B.Eng., M.Sc., P.Eng. Director, Manager – Environmental Engineering

© C.C. Tatham & Associates Ltd The information contained in this document is solely for the use of the Client identified on the cover sheet for the purpose for which it has been prepared and C.C. Tatham & Associates Ltd. undertakes no duty to or accepts any responsibility to any third party who may rely upon this document. This document may not be used for any purpose other than that provided in the contract between the Owner/Client and the Engineer nor may any section or element of this document be removed, reproduced, electronically stored or transmitted in any form without the express written consent of C.C. Tatham & Associates Ltd.

APPENDIX A: CONCEPTUAL DESIGN CALCULATIONS

1 of 5

DESIGN SEWAGE FLOWS

The sewage works will service the following total equivalent units:

Residential units x cap/unit = Heritage Village

Public School

Residential units x cap/unit = Sarjeant Lands

The design flow criteria are based on MOE Design Guidelines:

Per capita flow L/cap/day

Average I/I L/cap/day

Peaking factor Harmon Equation , where p = population in thousands

Peak I/I L/cap/day

Heritage Village

Public School

Sarjeant Lands

with ~5% allowance

114 3 342

Revision: Revised with extra units for Sarjeant Lands

1,222 440,000 110,000 550,000 3.74 19.1 3.2

816

Sarjeant LandsHillsdale, ONProject:

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696 251,000 63,000 314,000

232 3 696

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KES

ST

Date:

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Checked:

Development Peaking Factor

PF(L/s)

Peak I/I(L/s)

Design I/I

(L/day)

Total Design Flow

(L/day)

Design Flow

(L/day)

EquivPopn

Revision: Revised as per SCS and client comments. KES/ST

360

90

227

Total PF(L/s)

120 Includes allowance for existing public school in Hillsdale and expansion for students from Heritage Village.

1158

KES/ST

22.3

120 43,000 11,000 54,000

342 123,000 31,000 154,000

1,158 417,000 105,000 522,000

𝑃𝑃 = 1 + 14

4 + 𝑝0.5

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CONCEPTUAL DESIGN

The conceptual design is as follows:

Sewage will flow by gravity from Sarjeant Lands and Heritage Vilalge to a Sewage Pumping Station (SPS).

The SPS will divide the sewage evenly among septic tanks via a discharge header equipped with electrically actuated pinch valves.

Sewage from the septic tanks will be collected in an Effluent Pumping Station (EPS).

The EPS will divide the effluent evenly among

SEWAGE PUMPING STATION

holding tank with a capacity of L will provide emergency storage:

L / L/day = days = hours of emergency storage at the design flow.

PRIMARY TREATMENT (SEPTIC TANKS)

The septic tank in each treatment train will be sized to provide 24 hours retention time when the septic tank is 50% full of sludge and scum.

septic tanks will be provided, each with a capacity of:

L/day x / tanks = L SAY L

Each septic tank will be dosed up to times per day:

L/day / / cycles = L/dosing cycle SAY L/dosing cycle

EFFLUENT PUMPING STATION (EPS)

As discussed below, each of the Enviro-Septic systems will have a capacity of:

L/day / = L/day

Based on the supplier's recommendation for the Enviro-Septic system, each system can be dosed up to times per day:

L/day / = L/dose20 2,500

20

4,583550,000

200,000

5,0006 20

20

11

550,000 11 50,000

50,000

550,000 2

100,000 550,000 0.18

1 100,000

183,3336

6

4

Enviro-Septic systems via an effluent discharge header equipped with electrically actuated pinch valves. Eight Envio-Septic systems will be located in the Heritage Village sewage block and three Enviro-Septic systems will be located in the Sarjeant

6

11

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A typical flow rate for dosing an Enviro-Septic system of the size calculated below is approximately L/s.

Thus, the effluent flow balancing tank will be sized to provide hours of storage for flows in excess of L/s up to the peak hourly flow of

L/s:

( - L/s ) x hrs = L

ENVIRO-SEPTIC SYSTEM

Each of the Enviro-Septic systems will have a capacity of:

L/day / = L/day

All of the Enviro-Septic systems will have the same configuration.

Soil Characteristics

Based on the Wastewater Disposal Design soils report issued by Golder Associates, June 2016:

Native soils:

T-time: min/cm

Recommended loading rate: L/m2/day FROM TABLE 22-1 WITH TREATMENT TO CBOD5 < 30 mg/L

High groundwater table: Groundwater was encountered at depths of to m.

Due to the low groundwater table, sandy soils, and moderate loading rate, mounding is not expected to be significant.

Vertical Separation

If the T-time is greater than 6 min/cm and less than 50 min/cm, the required vertical separation distance m.

The required vertifcal separation distance can be maintained with the EnviroSeptic system constructed at the existing grade level.

20

From the BMEC, the vertical separation distance from the bottom of the system sand layer to the high groundwater table, perched groundwater table, rock, or soil with a T-time > 50 min/cm is determined by the T-time of the underlying native soil:

8

22.3

22.3

8 to 20

0.450

1.5 2.5

Silt loam of granular weak-moderate structure and fine sandy loam/silt loam soils of granular weak-moderate structure

2

8

8.0 2 103,000

11

550,000 11 50,000

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Loading Area

The required loading area is calculated from the design flow and recommended loading rate:

L/day / L/m2/day = m2

The EnviroSeptic system does not require a mantle.

Design and Sizing

ALL DIMENSIONS ARE IN METRES

3.6 3.6

3.6 4 : 1 SIDE SLOPES

3.6 3.6

ENVIROSEPTIC PIPES 34 41

AND SYSTEM SAND GRADE

MOUNDING

HIGH WATER TABLE

3.6

Number of EnviroSeptic pipes required: L/day / L/day = pipes SAY FROM SECTION 5.2.1 OF BMEC

Each EnviroSeptic system will be divided into zones.

Each zone will be divided into cells.

Each cell will have runs of EnviroSeptic piping.

Thus, each zone will consist of runs.

Each run of EnviroSeptic piping will consist of EnviroSeptic pipes.

Thus, each EnviroSeptic system will have runs.

The runs will be spaced at approximately m / = m.

The total length of EnviroSeptic pipe is * = m.

50,000 90 556 600

82

20 2,500

NATIVE SOIL

0.700

0.800

PIPES AND SYSTEM SAND

COVER

0.700

0.200

74

600 3.05 1,830

50,000

2

4

82 60 1.4

600

15

5

60

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The volume of system sand required is:

m x m x m = m3

Less the volume of EnviroSeptic pipe / 4 x ( m) ^ 2 x m = m3

m3

Density:

tonne4,000

2.2

130

1,630

0.300

74 34 0.700 1,760

1,8303.14

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MOUNDING CALCULATIONS (Finnemore and Hantsche, 1983)

The Finnemore and Hatsche method is used to calculate mounding on an underlying water table:

Iterate this value until equal to Zm below.232

m

FROM MOECC WELL RECORDSm Initial guess of Zmm

m3/day Average flow (mounding calculations are based on long-term average daiy sewage flow)

m Length of disposal fieldm Width of disposal fieldm2 Area of disposal field

Length:width ratioInterpolated from Table 1Interpolated from Table 1

m/day Permeability of soil (see below)days Time since beginning of wastewater application% Specific yield, from Table

m Maximum rise of the groundwater mound

cm/sec FROM GOLDER REPORTm/secm/day

1 3.4179 1.7193

8 0.5922 1.7793

2 2.0748 1.75524 1.1348 1.7716

0.00100.00000.8640

TABLE 1L/W C n

Sy 21

Zm 0.67

PERMEABILITY

n 1.760K 0.864t 365

A 2,516L/W 2.2C 1.844

Q 50

L 74W 34

Zm 0.67hbar 40.3 Distance from boundary to mid-point of the long

term mound

Subject: Enviro-Septic SystemMounding Calculations Checked: ST

ho 40 Height of stable groundwater table above impermeable boundary (e.g., bedrock)

Project: Heritage VillageHillsdale, ON Date: Jul 22, 2016

File No.: 116147 Designed: KES

2

_m

oZ

hh +=

n

y

nn

m St

KhL

ACQZ

5.015.014

−

=

APPENDIX B: ENVIRO-SEPTIC SYSTEM

APPENDIX C: WASTE WATER DISPOSAL DESIGN, GOLDER ASSOCIATES LTD.

March 9, 2017

WASTE WATER DISPOSAL DESIGN

Waste Water Disposal Design

REPO

RT

Report Number: 07-1170-0010

Distribution: 1 copy - C.C. Tatham & Associates Ltd. 1 copy - Golder Associates Ltd.

Submitted to: C.C. Tatham & Associates Ltd. Attention: Keith Shular 115 Sandford Fleming Drive Suite 200 Collingwood, ON L9Y 5A6


Table of Contents

1.0 INTRODUCTION .................................................................................................................................................... 1

2.0 SITE ....................................................................................................................................................................... 1

2.1 Heritage Village ........................................................................................................................................ 1

2.2 Sarjeant Lands.......................................................................................................................................... 2

FIGURES

Figure 1 Proposed Effluent Bed – Test Pit and Borehole Locations

Figure S-1 Gradation Curves for Test Pits 1 through 4

Figure S-2 Gradation Curves for Test Pits 5 and 6

Figure S-3 Gradation Curves for Test Pits 7 and 8

TABLES

Table 1 Summary of Soil Classifications for Test Pits 1 through 6

Table 2 Summary of Soil Classifications for Test Pits 7 and 8

APPENDICES APPENDIX A Borehole Logs

APPENDIX B Test Pit Logs

March 9, 2017 Report No. 07-1170-0010 i


1.0 INTRODUCTION Hillsdale Land Corporation (HLC) owns lands designated for residential development in the Hillsdale Settlement Area “Heritage Village Development” (Heritage Village). The Heritage Village adjoins the proposed “Sarjeant Lands Development” (Sarjeant Lands), both located off Highway 93 north of Albert Street in the Community of Hillsdale. The Heritage Village Lands have an area of approximately 53 ha, and are proposed to be serviced with on-site sub-surface communal septic bed(s). The Sarjeant Lands have an area of approximately 30 ha, of which 14.5 are proposed for development.

HLC has requested Golder provide content for the Functional Servicing Report being prepared by SCS Consulting Group Ltd. (SCS) of Markham. The content is to include a conceptual design for the waste disposal system and design and construction costs for each of the subject lands.

Field investigations include:

1) Borehole drilling for geotechnical purposes and information from the drilling adjacent the septic beds were reviewed and included in this assessment (logs appended).

2) Test pitting was conducted on June 15, 2016 to provide detailed information for siting and design of the proposed sub-surface communal septic beds (logs appended).

3) Gradation analyses were completed on 13 grab samples from 8 test pits. The results are shown on Figures S-1, S-2 (Heritage Village) and S-3 (Sarjeant Lands).

2.0 SITE The bed siting was co-ordinated with the SCS plan of April 2016, downgradient east of proposed residential areas. Private locates were completed ahead of eight test pits excavated in the proposed bed area(s). Borehole drilling was conducted under the inspection of Golder staff. Inspection of the test pit soils intersected were logged by Golder staff, and observed by staff of C.C. Tatham & Associates Ltd. (Tatham). Gradation analyses were conducted at the Golder laboratory in Barrie.

2.1 Heritage Village The soils intersected were compact sand / sand silt mixtures to depth ranging nominally 1.2 to 1.5 m depth, underlain by loose uniform sands and gravels to depths of excavation up to 2.7 m. At locations on the Heritage Village, the sands and silts are rhythmically bedded and layered.

The water table was intersected in the Heritage Village bed area ranging 1.5 to 2.5 m depth. The distribution curves describe soils as Type ML, Type SM, and Type SP. A summary of the sample soil types are attached in Table 1.

The area for septic bed construction at Heritage Village is currently cropped farmland, of moderate slope west to east. The area for septic bed construction on the Sarjeant Lands is level mixed meadow and afforested, gently sloping northwest to southeast.

Based on Table 22-1 of the Ministry of Environment and Climate Change (MOECC) 2008 Design Guidelines for Sewage Works, suggested hydraulic and organic loading rate range 8 to 32 L/m2/day for silt loam soils of granular, weak-moderate structure, and treatment of CBOD5 to 30 mg/L or less. Due to the layered silts and compact sand in the upper sub-soils, it is suggested loading over the extent of the leach field contact should be at the middle of the range or approximately 20 L/m2/day.

March 9, 2017 Report No. 07-1170-0010 1


It was previously reported for the Heritage Village lands in Golder geotechnical reports that the eastern parts of the area selected for sub-surface disposal contain compressible soils. Where the thickness of imported soil is greater than the volume of stripped soil, an assessment for construction practices and design on these soils is recommended.

2.2 Sarjeant Lands Two test pits were dug on the Sarjeant Lands to depths of 2.4 and 2.7 m. The subsoils were sandy and uniformly graded. The surficial sand in TP7 appeared to be windblown loess, which rested upon 1.2 m of clayey silt to silt. Below the fine grained materials wet sand was encountered. In TP8 materials intersected were sand grading downward to sand and gravel. The depth to water table in the Sarjeant Lands bed area was 2.3 m or deeper; the deepest dry pit excavated to a depth of 2.7 m. A summary of the grain size sample soil types are attached (Table 2).

Borehole drilling indicates the fine sand (Type SP) found below 2.13 m below ground level (mbgl) at TP7 extends to a depth of 4.6 mbgl at TB-2 and the sand intersected at the ground surface in TP8 extends to approximately 3 mbgl at TB-1.

Based on Table 22-1 of the MOECC 2008 Design Guidelines for Sewage Works, suggested hydraulic and organic loading rate range 20 to 32 L/m2/day for Fine Sandy Loam and Silt Loam soils of granular, weak-moderate structure, and treatment of CBOD5 to 30 mg/L or less. Due to the layered silts intersected at TP7 and TB-2 it is suggested loading over the extent of leach field contact should be at the lower of the range or approximately 20 L/m2/day.

March 9, 2017 Report No. 07-1170-0010 2


Report Signature Page

GOLDER ASSOCIATES LTD.

Jim Regier, C.E.T. John Easton, M.Sc., P.Geo. Project Manager Senior Hydrogeologist, Associate

JR/JAE/plc

Golder, Golder Associates and the GA globe design are trademarks of Golder Associates Corporation.

n:\active\2007\07-1170-0010_hillsdale_geranium_ws\2016\septic bed design report\sarjeant update\07-1170-0010 septic design criteria report mar 2017v2.docx

March 9, 2017 Report No. 07-1170-0010


FIGURES

March 9, 2017 Report No. 07-1170-0010

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AREA 1

AREA 2

AREA 3

CT

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07-21

07-23

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3-08

4-08

10-08

11-08

12-0813-088-08 10-08

6-085-08

9-08

OW2

OW1

OW3

OW4

OW6

OW5

OW12

OW8

OW9

OW7

TP21TP22 TP23

TP24

TP1

TP2

TP3

TP4TP5

TP6

TP7

TP8 TP9

TP10

TP11

TP12

TP14

TP15

TP19

TILE07-1

07-16 07-15

07-2

07-3

07-14

07-13

07-4

07-5

07-12

07-7

07-6

07-8

07-11

07-9

07-10

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5

8

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3

BH-1

BH-2 BH-3

BH-4BH-5

TB-1

SWM-1TB-2

TP1 TP2

TP3

TP4

TP5

TP6

TP7

TP8

Compressible Soils

SARJEANT LANDSSARJEANT LANDSSARJEANT LANDSSARJEANT LANDSSARJEANT LANDSSARJEANT LANDSSARJEANT LANDSSARJEANT LANDSSARJEANT LANDSSARJEANT LANDSSARJEANT LANDSSARJEANT LANDSSARJEANT LANDSSARJEANT LANDSSARJEANT LANDSSARJEANT LANDSSARJEANT LANDS

HERITAGE LANDSHERITAGE LANDSHERITAGE LANDSHERITAGE LANDSHERITAGE LANDSHERITAGE LANDSHERITAGE LANDSHERITAGE LANDSHERITAGE LANDSHERITAGE LANDSHERITAGE LANDSHERITAGE LANDSHERITAGE LANDSHERITAGE LANDSHERITAGE LANDSHERITAGE LANDSHERITAGE LANDS

ALBERT STREETALBERT STREETALBERT STREETALBERT STREETALBERT STREETALBERT STREETALBERT STREETALBERT STREETALBERT STREETALBERT STREETALBERT STREETALBERT STREETALBERT STREETALBERT STREETALBERT STREETALBERT STREETALBERT STREET

HIG

HW

AY 93H

IGH

WAY 93

HIG

HW

AY 93H

IGH

WAY 93

HIG

HW

AY 93H

IGH

WAY 93

HIG

HW

AY 93H

IGH

WAY 93

HIG

HW

AY 93H

IGH

WAY 93

HIG

HW

AY 93H

IGH

WAY 93

HIG

HW

AY 93H

IGH

WAY 93

HIG

HW

AY 93H

IGH

WAY 93

HIG

HW

AY 93

HILLSDALE LAND CORPORATIONHERITAGE VILLAGE 1

PROPOSED EFFLUENT BEDTEST PIT INVESTIGATIONS

Barrie, Ontario, Canada

TITLE

PROJECT No.

FILE No.

REV.

SCALE

CAD

DESIGN

REVIEW

CHECK

DATE

FIGURE0711700010GASITE.dwg

07-1170-0010 E

AS SHOWN

2016-03-15

JPR

DPD

Development Property Line

N

0 25 50 100 250

SCALE 1:4000 metresPlotted Tabloid 11x17

300

m O

ffset

from

Wat

er C

ours

esSept

ic T

anka

ge

Septic Design Borehole (Sarjeant Lands)

(Pro

pose

d)

2016 Test Pit for Septic Design

Geotechnical and Other Historical Investigations

Hillsdale Community Limit

Heritage Village Layout, Malone Given Parsons 07 Dec 2016Subject to Revision

Sarjeant Lands Layout, Malone Given Parsons 07 Dec 2016Subject to Revision

0.1

5

0.65

6.5

0.450.55

5.5

4.5

0.35

0.250.22

2.2

3.5

1.75

1.25

0.75

0.25

0.0

0.5

1.0

1.5

2.0

cm/m

in

0.2

0.3

0.4

0.50.60.70.80.9

1

4

2

1.5

3

8

56

910

2.5

MASCH & DENNY

d50 (phi units)1.03.04.0 2.0 0.0

0.0020.001

10

0.050.010.005 0.02

20

30

UNIFIED SOIL CLASSIFICATION SYSTEMCLAY DENOTED FROM MIT SOIL CLASSIFICATION

0.50.2 1.00.1

Grain Size (mm)20105.02.0 7050

100

90

80

70

50

% S

ize

Pas

sing

40

60

70

80

CLAY AND SILT (fines)

90

100

CLAY*

SIEVES

SILT

270

30

20

Coarse

200 140 100 60

Fine

304050 20 16

Medium

10 4

Coarse

3 1"

Fine

SAND GRAVEL

10

02"8"

LEGEND

/ 1 2"/ 3 4"/*

TP1 - 75 cmTP1 - 137 cmTP2 - 75 cmTP2 - 127 cm

TP3 - 100 cm

ML

SM

ML

TP4 - 71 cmTP4 - 178 cm CONSULTANT

DESIGN

PREPARED

REVIEW

APPROVED

YYYY-MM-DD TITLE

PROJECT No. Rev.

PROJECTCLIENT

Path: ################################################ | File Name: 1649706-0002-CW-SVE1.dwg

025

mm

IF T

HIS

ME

AS

UR

EM

EN

T D

OE

S N

OT

MA

TCH

WH

AT

IS S

HO

WN

, TH

E S

HE

ET

SIZ

E H

AS

BE

EN

MO

DIF

IED

FR

OM

: AN

SI A

1649706Phase-

Figure

S-102

2016-06-20

JPR

HERITAGE VILLAGEHILLSDALE, TOWNSHIP OF SPRINGWATER

HILLSDALE LAND CORPORATION

GRAIN SIZE ANALYSESTEST PITS 1, 2, 3, 4

SM

0.1

5

0.65

6.5

0.450.55

5.5

4.5

0.35

0.250.22

2.2

3.5

1.75

1.25

0.75

0.25

0.0

0.5

1.0

1.5

2.0

cm/m

in

0.2

0.3

0.4

0.50.60.70.80.9

1

4

2

1.5

3

8

5

6

910

2.5

MASCH & DENNY

d50 (phi units)1.03.04.0 2.0 0.0

0.0020.001

10

0.050.010.005 0.02

20

30


0.50.2 1.00.1

Grain Size (mm)20105.02.0 7050

100

90

80

70

50

% S

ize

Pas

sing

40

60

70

80


90

100

CLAY*

SIEVES

SILT

270

30

20

Coarse

200 140 100 60

Fine

304050 20 16

Medium

10 4

Coarse

3 1"

Fine

SAND GRAVEL

10

02"8"

LEGEND

/ 1 2"/ 3 4"/*

TP5 - 140 cmTP5 - 85 cm

TP6 - 45 cmTP6 - 75 cm

SP

SP

CONSULTANT

DESIGN

PREPARED

REVIEW

APPROVED

YYYY-MM-DD TITLE

PROJECT No. Rev.

PROJECTCLIENT

Path: ################################################ | File Name: 1649706-0002-CW-SVE2.dwg

025

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1649706Phase-

Figure

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2016-06-20

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GRAIN SIZE ANALYSESTEST PITS TP5, TP6

0.1

5

0.65

6.5

0.450.55

5.5

4.5

0.35

0.250.22

2.2

3.5

1.75

1.25

0.75

0.25

0.0

0.5

1.0

1.5

2.0

cm/m

in

0.2

0.3

0.4

0.50.60.70.80.9

1

4

2

1.5

3

8

56

910

2.5

MASCH & DENNY

d50 (phi units)1.03.04.0 2.0 0.0

0.0020.001

10

0.050.010.005 0.02

20

30


0.50.2 1.00.1

Grain Size (mm)20105.02.0 7050

100

90

80

70

50

% S

ize

Pas

sing

40

60

70

80


90

100

CLAY*

SIEVES

SILT

270

30

20

Coarse

200 140 100 60

Fine

304050 20 16

Medium

10 4

Coarse

3 1"

Fine

SAND GRAVEL

10

02"8"

LEGEND

/ 1 2"/ 3 4"/*

TP7 - 75 cmTP8 - 100 cm

SP

TB-1 - 150 cmTB-2 - 150 cm

SP

CONSULTANT

DESIGN

PREPARED

REVIEW

APPROVED

YYYY-MM-DD TITLE

PROJECT No. Rev.

PROJECTCLIENT

Path: \golder.gds\gal\barrie\CAD rojects\2007\07-1170-0010 (Hillsdale, ESA)\-GA-2016\ | File Name: 0711700010SVE3.dwg

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GRAIN SIZE ANALYSESTEST PITS TP7 TP8; BOREHOLES TB-1 TB-2


TABLES

March 9, 2017 Report No. 07-1170-0010

Soils AnalysesTABLE 1 HERITAGE VILLAGE

Testpit Depth (cm) Silt(%) Type k TTP1 60 - 90 30 SM 10-4 12TP1 140-170 34 SM 10-5 20TP2 60 - 90 34 SM 10-4 12TP2 150-180 76 ML 10-6 40TP3 70-100 69 ML 10-6 40TP4 60 - 90 30 SM 10-5 20TP4 140-170 52 SM - ML 10-6 30TP5 90-120 28 SM 10-5 20TP5 130-160 6 SP 10-2 6TP6 30-60 9 SP 10-2 8TP6 60-90 50 ML-SP 10-6 40

TABLE 2 SARJEANT LANDSTestpit Depth (cm) Silt(%) Type k TTP7 60-90 13 SP 10-3 10TP8 100-130 7 SP 10-2 8

SP Poorly Graded Sands, Gravelly Sand, k 10-1 to 10-3

SM Silty Sands, Sand Silt Mixtures, k 10-3 to 10-5

ML Inorgranic Silts and vf Sands, Low Plasticity, k 10-3 to 10-5


APPENDIX A Borehole Logs

March 9, 2017 Report No. 07-1170-0010

Bug

gy M

ount

Pow

er A

uger

DO

DO

DO

DO

DO

DO

DO

1

2

3

4

5

6

7

2

16

25

20

19

27

11

Hol

low

Ste

m A

uger

(SP) SAND, trace silt, with topsoil; darkbrown to brown; non-cohesive, moist,very loose

(SG) gravelly SAND; brown;non-cohesive, moist, compact

(SM) SILTY SAND, trace clay, trace tosome gravel; grey, (TILL); non-cohesive,moist to wet, compact

End of Borehole

NOTE:

1.52

3.05

9.60

Casing

Hole Plug

Silica Sand

10 Slot PVC Screen

TY

PE

BORING DATE: April 22, 2016

NU

MB

ER

Wl

PIEZOMETEROR

STANDPIPEINSTALLATION

HYDRAULIC CONDUCTIVITY, k, cm/s

Wp W

WATER CONTENT PERCENT

BO

RIN

G M

ET

HO

D

ELEV.

AD

DIT

ION

AL

LAB

. TE

ST

ING

SOIL PROFILE

ST

RA

TA

PLO

T

BLO

WS

/0.3

m 10-6 10-5 10-4 10-3

10 20 30 40

SHEET 1 OF 2

SPT/DCPT HAMMER: MASS, 64kg; DROP, 760mm

RECORD OF BOREHOLE: TB-1

SAMPLES

DEPTH(m)

DESCRIPTION

GROUND SURFACE

CONTINUED NEXT PAGE

LOGGED:

CHECKED:

DATUM: Geodetic

PROJECT: 1654967-BG-0001

LOCATION: N ; E

DD

0.00

DEPTH SCALE

1 : 50

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

10

NL

GT

A-B

HS

001

S

:\CLI

EN

TS

\GE

RA

NIU

M\H

ILLS

DA

LE\0

2_D

AT

A\G

INT

\165

496

7-B

G-0

001.

GP

J G

AL-

MIS

.GD

T 4

-28

-16

ST

B

DYNAMIC PENETRATIONRESISTANCE, BLOWS/0.3m

20 40 60 80

SHEAR STRENGTHCu, kPa

20 40 60 80

Q -U -

nat V.rem V.

1. Borehole dry upon completion ofdrilling on April 22, 2016.

TY

PE


NU

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PIEZOMETEROR



Wp W


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SHEET 2 OF 2



SAMPLES

DEPTH(m)

DESCRIPTION

LOGGED:

CHECKED:

--- CONTINUED FROM PREVIOUS PAGE ---

DATUM: Geodetic

PROJECT: 1654967-BG-0001

LOCATION: N ; E

DDDEPTH SCALE

1 : 50

DE

PT

H S

CA

LEM

ET

RE

S

10

11

12

13

14

15

16

17

18

19

20

NL

GT

A-B

HS

001

S

:\CLI

EN

TS

\GE

RA

NIU

M\H

ILLS

DA

LE\0

2_D

AT

A\G

INT

\165

496

7-B

G-0

001.

GP

J G

AL-

MIS

.GD

T 4

-28

-16

ST

B


20 40 60 80


20 40 60 80

Q -U -

nat V.rem V.

Bug

gy M

ount

Pow

er A

uger

DO

DO

DO

DO

DO

DO

DO

1

2

3

4

5

6

7

3

6

18

50

52

42

55

Hol

low

Ste

m A

uger

(SM) SILTY SAND, with topsoil; darkbrown to brown; non-cohesive, moist,very loose

(SP) SAND, trace silt; brown;non-cohesive, moist to wet, compact

(SM) SILTY SAND, trace clay, trace tosome gravel; grey, (TILL); non-cohesive,moist, very dense to dense

(SG) gravelly SAND, trace silt; grey;non-cohesive, moist, very dense

End of Borehole

NOTE:

1.52

4.57

8.61

9.60

TY

PE


NU

MB

ER

Wl

PIEZOMETEROR



Wp W


BO

RIN

G M

ET

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ELEV.

AD

DIT

ION

AL

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. TE

ST

ING

SOIL PROFILE

ST

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BLO

WS

/0.3

m 10-6 10-5 10-4 10-3

10 20 30 40

SHEET 1 OF 2



SAMPLES

DEPTH(m)

DESCRIPTION

GROUND SURFACE

CONTINUED NEXT PAGE

LOGGED:

CHECKED:

DATUM: Geodetic

PROJECT: 1654967-BG-0001

LOCATION: N ; E

DD

0.00

DEPTH SCALE

1 : 50

DE

PT

H S

CA

LEM

ET

RE

S

0

1

2

3

4

5

6

7

8

9

10

NL

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A-B

HS

001

S

:\CLI

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TS

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RA

NIU

M\H

ILLS

DA

LE\0

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AT

A\G

INT

\165

496

7-B

G-0

001.

GP

J G

AL-

MIS

.GD

T 4

-28

-16

ST

B


20 40 60 80


20 40 60 80

Q -U -

nat V.rem V.

1. Groundwater measured at a depth of3.1 m in open borehole upon completionof drilling on April 22, 2016.

TY

PE


NU

MB

ER

Wl

PIEZOMETEROR



Wp W


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ELEV.

AD

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. TE

ST

ING

SOIL PROFILE

ST

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/0.3

m 10-6 10-5 10-4 10-3

10 20 30 40

SHEET 2 OF 2



SAMPLES

DEPTH(m)

DESCRIPTION

LOGGED:

CHECKED:

--- CONTINUED FROM PREVIOUS PAGE ---

DATUM: Geodetic

PROJECT: 1654967-BG-0001

LOCATION: N ; E

DDDEPTH SCALE

1 : 50

DE

PT

H S

CA

LEM

ET

RE

S

10

11

12

13

14

15

16

17

18

19

20

NL

GT

A-B

HS

001

S

:\CLI

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TS

\GE

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NIU

M\H

ILLS

DA

LE\0

2_D

AT

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INT

\165

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.GD

T 4

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-16

ST

B


20 40 60 80


20 40 60 80

Q -U -

nat V.rem V.


APPENDIX B Test Pit Logs

March 9, 2017 Report No. 07-1170-0010

GOLDER ASSOCIATESTEST PIT INVENTORY

CLIENT: Hillsdale - Heritage Village LandsJOB NO: 1649706 DATE : 15-Jun-2016

BY: JPRSTREET 911 Property # LOT NO. Logged:Access off Highway 93 JPRFrom To Colour Density Description TEST PIT # 1

0 10 Brown Compact Sandy LOAM10 137 Red Compact Silty SAND, grading Silt with f-m Sand Layers, Seeps @ 1 m

137 244 Grey Compact Layered f-m SAND, Silt Banding; Wet

Design or Comments: Standing Water below 1.5 m depth, Formation CavesBackfilled and Excavator Compacted

From To Colour Density Description TEST PIT # 2

0 15 Black Compact Sand / Silt LOAM15 56 Red Compact Silty f-m SAND56 152 Brown Compact f-m SAND, Layered Sand Silt Rhythmites 2 to 10 cm's thick

152 183 Grey Hard SILT/ vf Sandy Silt183 244 Grey Loose m SAND, Silt Layered, Wet

Design or Comments: Standing water below 1.8 m depth, Formation CavesBackfilled and Excavator Compacted




0 10 Brown Compact Sandy LOAM10 30 Red Compact f SAND, with f-m Silty Sand Layers30 107 Brown Compact Layered f SAND & Sand Silt Rhythmites 10 to 15 cm's thick

107 147 Grey Loose m SAND, Seeps147 213 Grey Loose Stoney SAND, Sand & Gravel / Silt Layered, Sorted213 244 Grey Compact vf Sandy SILT

Design or Comments: Standing Water below 1.8 m depth, Formation CavesBackfilled and Excavator Compacted


0 30 Black Compact Silt LOAM30 51 Red Compact f-m SAND, with Silt51 91 Br-Grey Compact vf-f SAND, Layered Sand Silt Rhythmites 10 to 15 cm's thick91 183 Grey Compact m SAND & Sand Silt Rhythmites, Banding 2 - 3 mm thick

183 244 Grey Loose m SAND, Layered with Silt / vf Sand 2 - 3 cm's thick

Design or Comments: Standing water 1.5 m depth, Formation caves below 1.2 mBackfilled and Excavator Compacted




0 38 Brown Compact Sandy Silty LOAM38 64 Red Compact Silty SAND64 86 Yellow Compact f SAND, Black Silty Lens Banding / Sand Silt Layered86 127 Brown Soft Silty f SAND, Seep at depth

127 213 Grey Compact Grading to c Sand, into well sorted SAND & GRAVEL, rounded

Design or Comments: Standing Water below 1.8 m depthBackfilled and Excavator Compacted


0 30 Black Compact Silt LOAM30 66 Red Compact f-m SAND, Trace to Some Silt66 127 Yellow Compact f Sand, Silt Lensed SAND & SILT; grading f-m Sand at depth

127 183 Brown Compact f-m SAND, Lensed f-vf Sands & Silt mixtures, Seeps @ depth183 213 Grey Soft vf SAND / Silty Sand213 274 Grey Loose m SAND274 Into f SAND, Layered m Sand with vf Sand & Slit, Wet

Design or Comments: Standing water 2 m depth, Formations caves below 1.5 mBackfilled and Excavator Compacted


CLIENT: Hillsdale - Sarjeant LandsJOB NO: 1649706 DATE : 15-Jun-2016


0 25 Brown Loose Sandy Topsoil25 89 Red v Loose vf SAND, (Loess)89 213 Br-Grey Soft Clayey Silt, grading to SILT

213 244 Brown Loose m SAND, Uniform; formation Caves

Design or Comments: Seepage / Wet at 2.3 mBackfilled and Excavator Compacted


0 25 Black Sandy Topsoil25 76 Red-Ylw Loose SAND, with Granular76 183 Brown Loose m SAND, uniform (sorted)

183 244 Grey Loose SAND / f Gravel244 274 Grey Loose SAND & GRAVEL

Design or Comments: Dry to depth, Formation Caves below 1.5 mBackfilled and Excavator Compacted

Golder Associates Ltd. 121 Commerce Park Drive, Unit L Barrie, Ontario, L4N 8X1 Canada T: +1 (705) 722 4492

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