Geotechnical Investigation Report, Witless Bay, NL

Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

Executive Summary

Fracflow Consultants Inc. was retained by Public Services and Procurement Canada (PSPC) to conduct a geotechnical site investigation at an existing property (the former Canadian Food Inspection Agency (CFIA) building) in Witless Bay, NL. This building is expected to undergo renovations and utility upgrades. In addition, the project will include the construction of a new Fast Rescue Craft (FRC) storage facility and relocation of the existing septic system.

The work site is a partially developed lot with restricted (gate) access to a yard in the north, and various tree growth to the south. The work site includes one main building, and two small sheds inside the gated area. This report has been prepared based on the scope of work that was provided by PSPC.

The scope of work requested by PSPC consisted of a geotechnical report to assess existing site conditions and also to provide recommendations for back-filling the old septic tank location before construction of the new FRC building. The geotechnical report is based on a site survey and test pit program at the locations marked by PSPC and laboratory data from the test pit samples and standard septic drain field percolation tests. The specific work components required by PSPC included:

1. A general description of the site topography and underlying geology. 2. A summary of the subsurface conditions including identification or mapping of any fill on the site, delineation of the various soil types including any glacial till on the site, the bedrock elevations and groundwater elevations where groundwater is present in the test pits at the time of the site investigation; 3. Recommendations for FRC building location including the bearing capacity of the underlying soil and rock and the soil design parameters; 4. Percolation testing of proposed septic field and recommendations for the relocation of the septic system; 5. Recommendations for earthworks construction including site preparation, reuse of materials on site, back-filling requirements, and any requirements for site services.

This geotechnical site investigation was based on eight (8) test pits, and three (3) percolation test pits. Standpipes were installed in each test pit to measure water levels.

This report includes 1) a general description of the site topography and the underlying geology, 2) a summary of the subsurface conditions including identification of the subsurface ground conditions, delineation of the various soil types, 3) the depth to refusal of the backhoe bucket on bedrock or large boulders, 4) measurement of the groundwater elevations where groundwater was present in the test pits at the time of the site investigation, 5) estimates of bearing capacity for the overburden at the proposed FRC building site, 6) results from percolation tests as outlined by sewage disposal standards, and 7) recommendations related to earthworks construction.

Fracflow Consultants Inc., File 3126 ii Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

The site is bordered by the Main Southern Shore Highway (NL-10) and Cemetery Road to the west and east, respectively. The property to the north is up-gradient and the Town Hall for Witless Bay is located on this property with an installed septic system. The property to the south is a privately owned undeveloped triangular lot. Access to the site is through the front via a paved driveway and parking lot from NL-10. The site is characterized by a gentle slope to the front (west), with generally flat area immediately surrounding the main building. South of the building there is a short steep slope away from the building (13%) followed by a general slope (1%) away from the property.

The existing septic drainage field extends to the south of the building. Test pit 7 (TP7) exposed one of the existing drainage pipes. The site was partially grubbed of young tree growth to allow access to the test pits. Old tree growth in the area was limbed to allow access, but remains otherwise intact.

The ground cover or overburden is thin with variable thickness that ranges from 2.00 m to 2.70 m based on the depth of refusal to the backhoe bucket. The general overburden column consists of a 5 to 15 cm thick root mat, in the areas with vegetation, that overlies 55 to 75 cm of dark brown to dark orange silt rich soils, 60 cm to 110 cm of light brown silt rich soils, and 105 to 170 cm of grey silt and sand with large cobbles and boulders. The overburden layers are considered to be native till with only a limited cover of fill in the areas with no vegetation. The soil encountered in the test pits can generally be characterized as a brown-orange silt and sand, underlain by a grey silt and sand layer with cobbles and large boulders.

Standpipes were installed in each test pit, ranging from 2.08 m to 2.84 m below ground surfaces. Water was not detected in any of the standpipes during the period of this geotechnical investigation.

Overall, the soil conditions exhibited very poor draining, and were sticky and easily deformed when wet. The equipment operator commented that the adjacent cemetery, located to the east, exhibited the same soil layers and composition.

The bearing capacity, based on the grain size data, is estimated at 150 kPa. A geotechnical drill rig would have to be used to conduct Standard Penetration Tests if more definite bearing capacity data are required.

The soils at this site are not well suited for the construction of a typical tile septic drain field with none of the three percolation tests meeting the required drain rate. A modified drain field that is designed to engage a large subsurface area of the low permeability overburden is recommended. The new septic drain field can be located to the east of the existing building or on the southwest end of the building, outside the footprint of the FRC. The location on the east side has the benefit of a deeper water table and would extend under the existing sheds but will still be close to the capture zone for the on-site water well. The location on the southwest end of the existing

Fracflow Consultants Inc., File 3126 iii Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

building is the recommended location for the septic system drain field and septic tank but a boundary drain may have to be installed to maintain a low water table. It is expected that the existing septic tank will have to be removed and discarded.

The drilled well that provides water to the existing facility is down-gradient of the septic drain field for the Town Hall. The water well at this site should be purged and water samples collected and submitted for a standard water-total metals analysis, BTEX/TPH, and bacteriological analysis.

Fracflow Consultants Inc., File 3126 iv Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

Table of Contents

Executive Summary ...... ii Table of Contents ...... v List of Figures ...... vi List of Tables ...... vi List of Appendices ...... vi 1.0 INTRODUCTION, SCOPE AND SITE DESCRIPTON ...... 1-1 1.1 Site Topography and Geology ...... 1-2 2.0 GEOTECHNICAL INVESTIGATIONS ...... 2-1 2.1 Geotechnical Field Investigations ...... 2-1 2.2 Percolation Test Pit Field Investigations ...... 2-1 2.3 Geotechnical Laboratory Tests and Subsurface Conditions ...... 2-2 3.0 SUBSURFACE CONDITIONS ...... 3-1 3.1 Bearing Capacity ...... 3-1 4.0 DISCUSSION AND RECOMMENDATIONS ...... 4-1 4.1 Site Preparation and Design Recommendations ...... 4-1 5.0 LIMITATIONS ...... 5-1 6.0 REFERENCES ...... 6-1

Fracflow Consultants Inc., File 3126 v Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

List of Figures

Figure 1 Site location map. Figure 2 Approximate locations of test pits and percolation tests.

List of Tables

Table 1 Summary of Percolation Test Table 2 Summary of Sample Depths Table 3 Summary of Moisture Contents and Soil Classifications

List of Appendices

Appendix A Test Pit Logs and Photographs Appendix B Grain Size Analysis

Fracflow Consultants Inc., File 3126 vi Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

1.0 INTRODUCTION, SCOPE AND SITE DESCRIPTON

Fracflow Consultants Inc. was retained by Public Services and Procurement Canada (PSPC) to conduct a geotechnical site investigation at an existing property (the former Canadian Food Inspection Agency (CFIA) building) in Witless Bay, NL (Figure 1). This building is expected to undergo renovations and utility upgrades. In addition, the project will include the construction of a new Fast Rescue Craft (FRC) storage facility and relocation of the existing septic system.

The scope of work requested by PSPC required a geotechnical report to assess existing site conditions and also to provide recommendations for back-filling the old septic tank location before construction of the new FRC building. The geotechnical report was based on a site survey and test pit program at the locations marked by PSPC and laboratory data from the test pit samples and standard septic drain field percolation tests. The specific work components required by PSPC included:

The purpose of this geotechnical investigation was to complete a test pit and percolation test program (Figure 2) at eight (8) test pits, and three (3) percolation test pits, with a standpipe installed in each test pit. The test pits and percolation test locations were proposed and marked on a field map. Approximate distances were scaled and referenced from buildings, structures, and property boundaries. Soil samples were collected at the depths where the soil layer changed, and from the bottom of the test pit for visual soil classification. This report provides the findings of this test pit geotechnical investigation and analysis of the collected data as per the work components specified by PSPC.

Fracflow Consultants Inc., File 3146 1-1 Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

The site is bordered by Main Southern Shore Highway (NL-10) and Cemetery Road to the west and east, respectively. The property to north is operated as the Town hall for Witless Bay. The property to the south is an undeveloped privately owned triangular lot which terminates at the intersection of NL-10 and Cemetery Road. Access to the site is through the front via a paved driveway and parking lot from NL-10.

The area to the south is covered with young trees surrounded by mature tree growth. It may be assumed that previous construction to install the septic system removed mature tree growth in the middle of this wooded area. The septic drainage field extends to the south of the building. Test Pit 7 (TP7) exposed one of the drainage pipes, revealing a 100 mm (4-inch) pipe on a 100 to 150 mm (4- to 6-inch) gravel bedding. For this site investigation, the site was partially grubbed of young tree growth to allow access to the test pits. Old growth in the area was limbed to some extent to allow access, but remains otherwise intact.

1.1 Site Topography and Geology

The site slopes generally to the south. Drainage along NL-10 frontage is provided by a road side ditch. There are no obvious drainage ditches to the west and drainage is poor, partially due to poor relief, and the presence of a berm extending south along the property boundary. The surface soils are poorly drained to the south, with visible water from recent rain events perched along low-lying areas on the south side of the property.

Overall the soil consists of one main layer, which has relatively poor drainage, and deforms easily when wet. Groundwater was not observed to be seeping into the test pits. However surface and perched water was encountered and drained into the test pits during pit excavation.

The surface soil is described as orthic humo-ferric podzol. The soil is olive grey, and is moderately to exceedingly stony with adverse topography, and shallow depth to bedrock (Agriculture Canada, 1981).

The bedrock in this location is part of the Renews Head formation. It is described as a thin lenticular bed of dark grey sandstone with minor shale (Water Resources Division, 1984.). The bedrock strikes sub-parallel to the main highway and dips at approximately 40 degrees to the east, based on outcrops along the shoreline. The depth to bedrock is expected to be variable along and across strike.

The ground cover or overburden is thin with variable thickness. The general overburden column consists of a 5 to 15 cm thick root mat that overlies 55 to 75 cm of dark brown to dark orange silt rich soils, 60 to 110 cm of light brown silt rich soils, and 105 to 170 cm of grey silt and sand with large cobbles and boulders. Standpipes were installed in each test pit, ranging from 2.08 to 2.84 m below ground surface. Photographs and descriptions of the soil layers are provided in the test pit logs in Appendix A.

Fracflow Consultants Inc., File 3146 1-2 Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

2.0 GEOTECHNICAL INVESTIGATIONS

2.1 Geotechnical Field Investigations

The field investigation consisted of eight (8) test pits and three (3) percolation tests as directed by PSPC. The pits were excavated at locations that were scaled from the map by reference to the property boundaries and the building perimeter. Grubbing and limbing of trees was required to reach all locations south of the existing building. Soil and small trees were grubbed and piled between TP7 and TP8.

As noted, the test pit logs are provided in Appendix A. Photographs were taken of each test pit and the excavated material using a survey rod for scale. Selected photographs have been appended to each test pit log, where applicable.

The geotechnical field investigation was completed from December 6 to 9, 2019 under the guidance of senior geotechnical engineer, Dr. John E. Gale, P.Eng. P.Geo. in coordination with Fracflow Consultants Inc. field staff. Test pit excavation, sample collection, grain size analysis and percolation tests were conducted by Devin Northcott, B.Eng., EIT, and Graham Dillabough, M.Sc., P.Geo.

All soil samples were examined in the field and the soil type, texture, colour and odour were described. The soil samples were collected in airtight mason jars and delivered to Fracflow’s laboratory. Representative samples were selected and reviewed for laboratory analysis by senior staff. The additional samples will be stored for a two-year period, after which they will be discarded unless PSPC provides direction.

Standpipes were installed in each test pit and the existing ground surface elevations were measured by Fracflow staff. Standpipe stick ups were measured, along with total standpipe depth on December 9, 2019. Some standing surface water was noted in the southern-most area of the property. Percolation tests and test pits did not have noticeable groundwater inflows or rising/falling water levels, but there was a measureable flow of water from the surface into the pits.

2.2 Percolation Test Pit Field Investigations

In each percolation test pit, the water demonstrated no noticeable drop within 20 to 25 minutes. It is worth noting that the week prior (November 29 to December 5) Witless Bay received 66 mm of precipitation (Weather Network, 2019). Total precipitation for November 2019 was 221 mm (Weather Network, 2019). This exceeded the climate normal of 144 mm for nearby St. John’s West, and 135 mm for nearby Petty Harbour (Environment Canada, 2019). This heavy precipitation saturated the upper soil layer.

Fracflow Consultants Inc., File 3146 2-1 Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

In two of the percolation tests (P2 and P3) started earlier on Friday afternoon (December 6), the water level had not dropped more than 1" (one inch) within 1 to 2 hours. Surface water near P2 had also begin to flow into the pit. The area near P2, TP4, and TP5 had ponded surface water when marking locations.

Rain forced the termination of the percolation tests (P1, P2 and P3) that afternoon, where all tests were observed to have dropped less than 25 mm (1") in 25 minutes The water levels were measured the following Monday (December 9). Water was still observed in each percolation pit, with a thin layer of ice from the overnight sub-zero temperatures. A summary of the percolation test data is provided in Table 1.

Overall, the drainage from the percolation test pits was poor, with percolation rates, measured over a two-day span, yielding 695 and 1039 minutes for a 25 mm (1") drop. The guidelines for sewerage systems suggest that the normal tile field systems may be of questionable suitability (Department of Environment and Conservation, 2005). Recommendations are provided for a modified septic drain field design that may be more suited to this low permeability material.

Table 1 Summary of Percolation Test

Test Water Level Percolation Rate Location Date Time Drop No. (Inches) (min/in) P1 1 12 6-Dec-19 15:32 -- -- 12 6-Dec-19 15:54 0 --

12 6-Dec-19 15:55 0 Rain, test end

6 9-Dec-19 13:00 6 695

P2 1 12 6-Dec-19 13:55 -- -- 12 6-Dec-19 15:51 0 --

12 6-Dec-19 15:55 0 Rain, test end

12 9-Dec-19 12:00 0 --

P3 1 12 6-Dec-19 14:44 -- -- 12 6-Dec-19 15:51 0 --

12 6-Dec-19 15:55 0 Rain, test end

6 9-Dec-19 12:00 8 1039

2.3 Geotechnical Laboratory Tests and Subsurface Conditions

All soil samples were returned to Fracflow’s laboratory, the sample descriptions were checked, and the samples were weighed. Representative samples were selected for laboratory tests, with

Fracflow Consultants Inc., File 3146 2-2 Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

the focus on the silty grey layer in which a new septic field may be installed. A laboratory soil testing program, consisting of sieve analysis and water contents, was completed on the representative soil samples to provide the soil design properties/parameters for the different overburden materials that were mapped across the site. The geotechnical laboratory test data are presented in Appendix B.

Table 3 summarizes the moisture contents and soil classifications of samples tested. Detailed analytical results are provided in Appendix B. Based on the USCS system, two different soil types were present in the test pits on this site, silty or clayey sand with gravel. Based on the CFEM system the site consists of silty, gravelly sand, trace clay, followed by gravelly, silty sand, trace clay, and finally silty sand, some gravel, trace clay. Overall, the site is mainly of a silty sand with varying gravel contents, and trace clay contents.

Water contents of the samples varied from 8.20% to 38.89%. Three distinct layers of soil were found across the site in regards to water content. Water contents range from 32.69% to 38.89% in the brown organic layer, 10.26% to 11.83% in the middle grey layer, and 8.20% to 9.24% in the lower grey layer that is assumed to be directly above bedrock based on refusal to the backhoe bucket. This indicates that there is significant under-draining of the soil or a very low water table.

Based on ponded surface water at the lower elevations on the site, as well as water infiltrating into some pits from 0.9 to 1.2 m, it is assumed that under-drainage below 1.2 m and surface infiltration is poor in this part of the site.

Table 2 summarizes the depths and soil descriptions of samples taken. Based on visual inspection, there are four (4) main soil types present in the test pits on this site. They are in order of depth, light brown silty sand, then orange-brown silt with sand, gravel, and cobbles, followed by light to grey-brown silt with sand, gravel, and cobbles, and finally grey silt with sand, gravel, and cobbles.

Fracflow Consultants Inc., File 3146 2-3 Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

Table 2 Summary of Sample Depths

Sample ID Depth (m) Description

3146-TP1-30z 0.30 Brown silt with sand, and gravel 3146-TP1-140z 1.40 Grey-brown silt with sand, gravel, and cobbles 3146-TP1-260z 2.60 Grey-brown silt with sand, gravel, and boulders 3146-TP2-35z 0.35 Light-brown silt with sand, gravel, and cobbles 3146-TP2-230z 2.30 Grey-brown silt with sand, gravel, cobbles and boulders 3146-TP3-30z 0.30 Light brown silt with, gravel, and cobbles 3146-TP3-65z 0.65 Orange-brown silt with sand, gravel, and cobbles 3146-TP3-105z 1.05 Light brown silt with sand, gravel, and cobbles 3146-TP3-225z 2.25 Grey silt with sand, gravel, cobbles, and boulders 3146-TP4-70z 0.70 Orange-brown silt with sand, gravel, and cobbles 3146-TP4-90z 0.90 Light brown silt with sand, gravel, and cobbles 3146-TP4-255z 2.55 Grey silt with sand, gravel, cobbles, and boulders 3146-TP5-55z 0.55 Orange-brown silt with sand, gravel, and cobbles 3146-TP5-100z 1.00 Light brown silt with sand, gravel, and cobbles 3146-TP5-270z 2.70 Grey silt with sand, gravel, cobbles, and boulders 3146-TP6-75z 0.75 Orange-brown silt with sand, gravel, and cobbles 3146-TP6-95z 0.95 Light brown silt with sand, gravel, and cobbles 3146-TP6-200z 2.00 Grey silt with sand, gravel, cobbles, and boulders 3146-TP7-80z 0.80 Septic system underdrainage materials 3146-TP7-95z 0.95 Compacted native fill. Grey silt with sand, gravel, and boulders 3146-TP7-245z 2.45 Grey silt with sand, gravel, cobbles, and boulders 3146-TP8-50z 0.50 Light brown silt with sand, gravel, and cobbles 3146-TP8-80z 0.80 Grey-brown silt with sand, gravel, and cobbles 3146-TP8-240z 2.40 Grey silt with sand, gravel, cobbles, and boulders 3146-P1-91z 0.91 Native material beneath percolation test pit. Light brown silt with sand 3146-P2-91z 0.91 Native material beneath percolation test pit. Light brown silt with sand 3146-P3-91z 0.91 Native material beneath percolation test pit. Light brown silt with sand

Fracflow Consultants Inc., File 3146 2-4 Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

Table 3 Summary of Moisture Contents and Soil Classifications

Sample ID Moisture Content (%) USCS CFEM

SC (Clayey sand with gravel) or SM (Silty Gravelly, silty 3146-TP2-230z 8.60 sand with gravel) or SC-SM (Silty, clayey sand, trace clay sand with gravel) SC (Clayey sand with gravel) or SM (Silty Silty sand, 3146-TP3-105z 10.26 sand with gravel) or SC-SM (Silty, clayey some gravel, sand with gravel) trace clay SC (Clayey sand with gravel) or SM (Silty Silty sand, 3146-TP4-90z 38.89 sand with gravel) or SC-SM (Silty, clayey some gravel, sand with gravel) trace clay SC (Clayey sand with gravel) or SM (Silty Silty, gravelly 3146-TP5-55z 32.69 sand with gravel) or SC-SM (Silty, clayey sand, trace clay sand with gravel) SC (Clayey sand with gravel) or SM (Silty Silty sand, 3146-TP5-270z 8.33 sand with gravel) or SC-SM (Silty, clayey some gravel, sand with gravel) trace clay SC (Clayey sand with gravel) or SM (Silty Silty, gravelly 3146-TP6-95z 11.83 sand with gravel) or SC-SM (Silty, clayey sand, trace clay sand with gravel) SC (Clayey sand with gravel) or SM (Silty Silty, gravelly 3146-TP7-245z 8.20 sand with gravel) or SC-SM (Silty, clayey sand, trace clay sand with gravel) Silty sand, 3146-TP8-24 SC (Clayey sand with gravel) or SM (Silty 9.24 sand with gravel) or SC-SM (Silty, clayey some gravel, 0z sand with gravel) trace clay

Fracflow Consultants Inc., File 3146 2-5 Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

3.0 SUBSURFACE CONDITIONS

The subsurface conditions that were mapped in each test pit are presented in the test pit logs and photographs that are provided in Appendix A. The relative elevation data obtained by Fracflow are also presented in the test pit logs. The relative elevations are based on the foundation elevation at the side entrance (95.16 m).

Eight test pits were dug across the property until the backhoe bucket met refusal. The test pit depth varied from 2.0 m at TP8 to 2.7 m at TP5. The benched land feature of two low to moderate slopes separated by a steeper slope is the result of previous earthworks and does not represent an under-lying hard layer (depth to refusal) topography. Elevation of the refusal to the bucket varies from 92.80 m at TP2 to 89.91 m at TP5. This equates to a 2.88 m drop over approximately 50 m, or an approximate slope of 6% dipping towards the south.

Despite the varying elevations, the typical composition was root mat or tan sand, dark brown silt, light brown silt, and grey silt. Layer descriptions are discussed in Section 2.3 and presented in Table 2. The grey layer along the bottom of the test pits is the thickest layer, and was always found overlain by a light brown layer that is likely the interface between highly organic brown soil, and the grey soil. Generally, the light brown layer is the thinnest layer aside from the root mat (when present). Test pits TP4 to TP6 demonstrate all of the layers, TP1 and TP2 have been grubbed and the dark brown organic layer is absent, TP7 and TP8 were grubbed for this project, and TP3 has an additional light brown sand layer above the dark brown layer.

3.1 Bearing Capacity

The subsurface geotechnical investigations at this site were limited to test pit excavations followed by laboratory analysis of selected soil samples from those test pits. The bearing capacity or presumed allowable bearing pressure was estimated from the soil descriptions based on the grain size distributions.

Based on the USCS system, three different soil types were present in the test pits on this site, silty-clayey sand with and without gravel present, and silty-clayey gravel with sand. Based on the CFEM system the site consists mainly of a gravelly sand with silt and clay contents decreasing with depth. The subsurface material is essentially heterogeneous mixtures, tills.

The CFEM (1992) Table 8.1 provides estimates of presumed allowable bearing pressures for a select group of soils. The soil under the proposed building footprint is rich in silt but does not match any of the soil groups for which bearing capacity estimates are provided. The test pit walls did remain vertical unless surface water drained into a pit. The subsurface materials are till with no evidence of significant fill on the site. The material cannot be considered to be a stiff or hard till material which would provide a bearing capacity of 300 to 600 kPa or a coarse-grained soil such as loose gravel or loose sand and gravel, without a high silt content, that would be assigned

Fracflow Consultants Inc., File 3146 3-1 Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

a bearing capacity less than 200 kPa. Based on the available data, the bearing capacity is estimated at 150 kPa. It is recommended that the foundation width should not be less than 1 m where the groundwater is assumed to be approximately one metre below the base of the footing.

Fracflow Consultants Inc., File 3146 3-2 Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

4.0 DISCUSSION AND RECOMMENDATIONS

The site is characterized by low to moderate slopes to the south. The recommendations that are provided in this report are based solely on data collected from eight (8) test pits and three (3) percolation test pits. These data are assumed to be representative of the site sub-surface conditions. The underling bedrock consists mainly of sandstone and shales of the St. John’s Formation but the bedrock was not exposed in the test pits for this project.

4.1 Site Preparation and Design Recommendations

1. The site must be cleared of the larger trees and grubbed followed by the removal of the stumps and root mat that covers the southern part of the site. Since space is constrained within the site, the material will have to be removed from the site.

2. The percolation field should include three 100 mm percolation pipes spaced 1.0 m apart with 200 mm of gravel bedding, with a 150 mm gravel topping. An additional consideration in the silt-rich soil is to lay geotextile membrane/filter fabric on the bottom of the trench and on top of the gravel bedding and gravel topping to prevent migration of silt into the bedding materials. This drain field configuration will provide a very large increase in the contact area between the gravel and the native material which will offset the poor drainage characteristics of the native material. The moisture contents and observed water infiltration also suggests that a minimum depth of 1.4 m should be chosen, provided it does not conflict with any maximum depths prescribed.

3. It is recommended that compaction testing be performed on the main sub-surface layer of grey gravelly sand if it will be used for construction purposes. This material has a low to moderate permeability. The footing base material should be compacted and a 7.5 to 10 cm base layer of crushed stone placed below the footing.

4. The slope of the site should be maintained to promote runoff and reduce ponding of rainfall and snowmelt. Although the existing sub-surface layer does not easily slump unless saturated, large slopes should still be avoided. Any overburden that is excavated at this site for foundation construction should be removed from the site given the high silt content and the variable water contents.

5. Foundations should be designed based on a bearing capacity of 150 kPa.

6. The preferred location for the new septic system is on the southwest corner of the existing building. However, the water table is higher at this location and to prevent surface water ponding during heavy rainfall or extensive use of the septic system, a boundary drain should be installed to lower the water table. The old septic tank should be

Fracflow Consultants Inc., File 3146 4-1 Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

excavated and removed. The existing drain field can be left in place unless it will interfere with the foundations for the new FRC building.

Fracflow Consultants Inc., File 3146 4-2 Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

5.0 LIMITATIONS

The discussion, recommendations and opinions presented in this report are based on soil and water level data collected from eight (8) test pits and three (3) percolation tests, and the measurement of grain size distributions and water contents for eight (8) soil samples. The soil properties are estimated or inferred from the site observations and by comparison with published literature values for similar soil types.

It is also important to recognize that this geotechnical investigation has produced data on only a small part of the overall site. While this number of test pits, boreholes, monitoring wells and analysis of this number of soil samples are typical of most geotechnical investigations for projects of this nature, it must be recognized and accepted that, while the results are considered to be representative of the site conditions, that the sub-surface site conditions will vary and may be different from those that were identified in this investigation. Fracflow requests the opportunity to reassess its recommendations if site conditions are found to be significantly different than those on which this report is based.

Please contact Fracflow if additional clarification is required on any of the data or recommendations that we have provided in this report.

Fracflow Consultants Inc., File 3146 5-1 Geotechnical Report FFC-NL-3146-001 Geotechnical Investigation, Witless Bay, Newfoundland January 2020

6.0 REFERENCES

Canadian Geotechnical Society (CGS), 1992. Canadian Foundation Engineering Manual, 3rd Edition, Technical Committee on Foundations, 512 p.

Department of Environment and Conservation, 2005. Guidelines for the Design, Construction, and Operation of Water and Sewerage Systems.

Environment Canada. Canadian Climate Normals, Retrieved January 4, 2020 from https://climate.weather.gc.ca/climate_normals/results_1981_2010_e.html?searchType=st nProv&lstProvince=NL&txtCentralLatMin=0&txtCentralLatSec=0&txtCentralLongMin =0&txtCentralLongSec=0&stnID=6722&dispBack=0

Meyerhof, G. G., 1956. Penetration Tests and Bearing Capacity of Cohesionless Soils, American Society of Civil Engineers, ASCE, Journal for Soil Mechanics and Foundation Engineering, Vol. 82, SM1, pp. 1-19.

Research Branch, Agriculture Canada, 1981. Soils of the Avalon Peninsula, Newfoundland, Report No. 3.

Water Resources Division 1984. Hydrogeology of the Avalon Peninsula Area. Report 2 - 6 Groundwater Series, prepared by Fracflow Consultants Inc. and submitted to Water Resources Division, Department of Environment.

Weather Network, The. Witless Bay, Newfoundland and Labrador – Monthly Calendar, Retrieved January 4, 2020 from https://www.theweathernetwork.com/ca/monthly/newfoundland-and-labrador/witless- bay?year=2019&month=11&dispt=calendar-container-monthly

Fracflow Consultants Inc., File 3146 6-1 APPENDIX A

Test Pit Logs and Photographs Project: Geotechnical Factual Report Log of Test Pit: TP1 Client: Public Works and Government Services Canada Project No: 3146 Location:, Witless Bay, NL Date:, December 6, 2019

Moisture Sample Soil Classification m m Description Content No. CFEM Depth

Symbol % Elevation

0.0 95.37 Ground Surface 95.32 “Class A” gravel - - - - No grain size SS1 95.17 Brown silt with sand, N/A analysis and gravel No grain size 0.5 analysis Grey-brown silt with sand, No grain size SS2 gravel, and cobbles N/A analysis 1.0

93.97 1.5

Grey-brown silt with sand, No grain size 2.0 SS3 N/A gravel, cobbles, and boulders analysis

2.5 92.77 End of Test Pit Refusal Rocky bottom with grey silt 3.0

Project No. Document Reference Figure A1 Log and photograph of Test Pit, 3146 FFC-NL-3146-001 TP1. Location Date Witless Bay, NL December 2019 FFC Project: Geotechnical Factual Report Log of Test Pit: TP2 Client: Public Works and Government Services Canada Project No: 3146 Location:, Witless Bay, NL Date:, December 6, 2019

Moisture Sample Soil Classification m m Description Content No. CFEM Depth

Symbol % Elevation

0.0 95.10 Ground Surface 95.00 “Class A” gravel - - - - No grain size analysis Light brown silt with sand, gravel, and cobbles SS1 N/A No grain size 0.5 94.50 analysis

1.0

Grey-brown silt with sand, No grain size 1.5 gravel, cobbles, and boulders SS2 N/A analysis

2.0

92.80 End of Test Pit 2.5 Refusal Rocky bottom with grey silt

3.0

Project No. Document Reference Figure A2 Log and photograph of Test Pit, 3146 FFC-NL-3146-001 TP2. Location Date Witless Bay, NL December 2019 FFC Project: Geotechnical Factual Report Log of Test Pit: TP3 Client: Public Works and Government Services Canada Project No: 3146 Location:, Witless Bay, NL Date:, December 9, 2019

Moisture Sample Soil Classification m m Description Content No. CFEM Depth

Symbol % Elevation

0.0 93.81 Ground Surface Light brown sand and silt No grain size SS1 N/A 93.51 with small roots analysis Orange-brown silt with sand, No grain size 0.5 gravel, and cobbles SS2 N/A analysis 93.16 Light brown silt with sand, No grain size SS3 N/A 92.86 gravel, and cobbles analysis 1.0

1.5 Grey silt with sand, SS4 N/A No grain size gravel, cobbles, and boulders analysis

2.0 91.56 End of Test Pit Refusal 2.5 Rocky bottom with grey silt

3.0

Project No. Document Reference Figure A3 Log and photograph of Test Pit, 3146 FFC-NL-3146-001 TP3. Location Date Witless Bay, NL December 2019 FFC Project: Geotechnical Factual Report Log of Test Pit: TP4 Client: Public Works and Government Services Canada Project No: 3146 Location:, Witless Bay, NL Date:, December 9, 2019

Moisture Sample Soil Classification m m Description Content No. CFEM Depth

Symbol % Elevation

0.0 93.27 Ground Surface 93.17 Root Mat - - - - No grain size analysis Orange-brown silt with sand, SS1 N/A No grain size 0.5 gravel, and cobbles 92.67 analysis Light-brown silt with sand, No grain size gravel, and cobbles SS2 N/A analysis 1.0 92.17

1.5

No grain size Grey silt with sand, SS3 N/A gravel, cobbles, and boulders analysis 2.0

2.5 90.72 End of Test Pit Refusal Rocky bottom with grey silt 3.0

Project No. Document Reference Figure A4 Log and photograph of Test Pit, 3146 FFC-NL-3146-001 TP4. Location Date Witless Bay, NL December 2019 FFC Project: Geotechnical Factual Report Log of Test Pit: TP5 Client: Public Works and Government Services Canada Project No: 3146 Location:, Witless Bay, NL Date:, December 9, 2019

Moisture Sample Soil Classification m m Description Content No. CFEM Depth

Symbol % Elevation

0.0 92.61 Ground Surface 92.46 Root Mat - - - - No grain size analysis Orange-brown silt with sand, SS1 N/A No grain size gravel, and cobbles 0.5 92.06 analysis

Light-brown silt with sand, SS2 N/A No grain size gravel, and cobbles analysis 1.0 91.61

1.5

Grey silt with sand, No grain size SS3 N/A analysis 2.0 gravel, cobbles, and boulders

2.5 89.91 End of Test Pit Refusal 3.0 Rocky bottom with grey silt

Project No. Document Reference Figure A5 Log and photograph of Test Pit, 3146 FFC-NL-3146-001 TP5. Location Date Witless Bay, NL December 2019 FFC Project: Geotechnical Factual Report Log of Test Pit: TP6 Client: Public Works and Government Services Canada Project No: 3146 Location:, Witless Bay, NL Date:, December 9, 2019

Moisture Sample Soil Classification m m Description Content No. CFEM Depth

Symbol % Elevation

94.05 Ground Surface 0.0 - - - - 94.00 Root Mat No grain size analysis N/A Orange-brown silt with sand, SS1 No grain size 0.5 gravel, and cobbles analysis 93.30 No grain size 93.10 Light-brown silt with sand, SS2 N/A 1.0 gravel, and cobbles analysis

Grey silt with sand, No grain size 1.5 gravel, cobbles, and boulders SS3 N/A analysis

2.0 92.05 End of Test Pit Refusal Rocky bottom with grey silt 2.5

3.0

Project No. Document Reference Figure A6 Log and photograph of Test Pit, 3146 FFC-NL-3146-001 TP6. Location Date Witless Bay, NL December 2019 FFC Project: Geotechnical Factual Report Log of Test Pit: TP7 Client: Public Works and Government Services Canada Project No: 3146 Location:, Witless Bay, NL Date:, December 9, 2019

Moisture Sample Soil Classification m m Description Content No. CFEM Depth

Symbol % Elevation

0.0 93.52 Ground Surface

Grey-brown silt with sand, No grain size gravel, and cobbles SS1 N/A analysis 0.5 92.82 92.72 Septic drain pipe ------92.57 Underdrainage material SS2 N/A No grain size 1.0 analysis

1.5 Grey silt with sand, No grain size gravel, cobbles, and boulders SS3 N/A analysis

2.0

91.07 2.5 End of Test Pit Refusal Rocky bottom with grey silt

3.0

Project No. Document Reference Figure A7 Log and photograph of Test Pit, 3146 FFC-NL-3146-001 TP7. Location Date Witless Bay, NL December 2019 FFC Project: Geotechnical Factual Report Log of Test Pit: TP8 Client: Public Works and Government Services Canada Project No: 3146 Location:, Witless Bay, NL Date:, December 6, 2019

Moisture Sample Soil Classification m m Description Content No. CFEM Depth

Symbol % Elevation

0.0 93.60 Ground Surface No grain size Light brown silt with sand, SS1 N/A gravel, and cobbles analysis 0.5 93.10 Grey-brown silt with sand, No grain size SS2 N/A 92.80 gravel, and cobbles analysis

1.0

1.5 Grey silt with sand, No grain size gravel, cobbles, and boulders SS3 N/A analysis

2.0

91.20 2.5 End of Test Pit Refusal Rocky bottom with grey silt

3.0

Project No. Document Reference Figure A8 Log and photograph of Test Pit, 3146 FFC-NL-3146-001 TP8. Location Date Witless Bay, NL December 2019 FFC Project: Geotechnical Factual Report Log of Test Pit: P1 Client: Public Works and Government Services Canada Project No: 3146 Location:, Witless Bay, NL Date:, December 6, 2019

Moisture Sample Soil Classification m m Description Content No. CFEM Depth

Symbol % Elevation

0.0 93.66 Ground Surface Light brown sand and silt No grain size N/A N/A 93.36 with small roots analysis Orange-brown silt with sand, No grain size 0.5 gravel, and cobbles N/A N/A analysis 93.01 Light-brown silt with sand, No grain size N/A N/A 92.74 gravel, and cobbles analysis 1.0 92.69 9.5 mm minus (3/8") washed N/A N/A No grain size gravel bedding materials analysis End of Perculation Pit No grain size Light brown silt with sand, SS1 N/A 1.5 gravel, and cobbles analysis

2.0

2.5

3.0

No Photo Available

Project No. Document Reference Figure A9 Log and photograph of Percol- 3146 FFC-NL-3146-001 ation Test Pit, P1. Location Date Witless Bay, NL December 2019 FFC Project: Geotechnical Factual Report Log of Test Pit: P2 Client: Public Works and Government Services Canada Project No: 3146 Location:, Witless Bay, NL Date:, December 6, 2019

Moisture Sample Soil Classification m m Description Content No. CFEM Depth

Symbol % Elevation

0.0 92.34 Ground Surface Orange-brown silt with sand, No grain size gravel, and cobbles N/A N/A analysis 0.5 91.84 Light-brown silt with sand, No grain size N/A N/A gravel, and cobbles analysis 91.42 1.0 91.37 9.5 mm minus (3/8") washed N/A N/A No grain size gravel bedding materials analysis

End of Perculation Pit No grain size 1.5 Light brown silt with sand, SS1 N/A gravel, and cobbles. analysis

2.0

2.5

3.0

Project No. Document Reference Figure A10 Log and photograph of Percol- 3146 FFC-NL-3146-001 ation Test Pit, P2. Location Date Witless Bay, NL December 2019 FFC Project: Geotechnical Factual Report Log of Test Pit: P2 Client: Public Works and Government Services Canada Project No: 3146 Location:, Witless Bay, NL Date:, December 6, 2019

Moisture Sample Soil Classification m m Description Content No. CFEM Depth

Symbol % Elevation

0.0 93.50 Ground Surface Orange-brown silt with sand, N/A N/A No grain size gravel, and cobbles analysis 0.5 92.90 Light-brown silt with sand, N/A N/A No grain size 91.58 gravel, and cobbles analysis 1.0 92.53 9.5 mm minus (3/8") washed N/A N/A No grain size gravel bedding materials analysis

End of Perculation Pit No grain size 1.5 Light brown silt with sand, SS1 N/A gravel, and cobbles. analysis

2.0

2.5

3.0

Project No. Document Reference Figure A11 Log and photograph of Percol- 3146 FFC-NL-3146-001 ation Test Pit, P3. Location Date Witless Bay, NL December 2019 FFC APPENDIX B

Grain Size Analysis GRAIN SIZE ANALYSIS

Project : 3146 - Witless Bay Sample No. : 3146-TP2-230z Depth below GS : 2.30 m (7.54 ft)

Sieve Analysis Dry weight of sample (g) = 467.33

Sieve Opening (mm) Retained (g) % Retained Cumulative % Ret. % Passing 2 50.8 1 25.4 0.00 0.00 0.00 100.00 1/2" 12.7 44.68 9.56 9.56 90.44 1/4" 6.35 54.10 11.58 21.14 78.86 4 4.76 16.00 3.42 24.56 75.44 10 2.00 45.31 9.70 34.26 65.74 20 0.85 41.73 8.93 43.19 56.81 40 0.425 35.01 7.49 50.68 49.32 60 0.25 28.79 6.16 56.84 43.16 100 0.15 30.66 6.56 63.40 36.60 200 0.075 56.93 12.18 75.58 24.42 pan --- 114.12 24.42 100.00 --- 467.33

Gravel Sand Silt Clay 100 Sieve 90 Hydrometer

30 % passing (dry weight)(dry passing % 20

0 100 10 1 0.1 0.01 0.001 0.0001

Diameter (mm)

D10 = 0.0119

D30 = 0.104 Cu = 96.64

D60 = 1.15 Cc = 0.79

USCS: SC (Clayey sand with gravel) or SM (Silty sand with gravel) or SC-SM (Silty, clayey sand with gravel)

R200 = 75.58 % Gravel = 24.56

R4 = 24.56 % Sand = 51.02

R4/R200 = 0.32 % Silt = 20.73 SF = 51.02 % Clay = 3.69 GF = 24.56 CFEM: Gravelly, silty sand, trace clay

Moisture Content (%): 8.60 GRAIN SIZE ANALYSIS-HYDROMETER Project No. : 3146

Location of Project : Witless Bay, NL Sample No. : 3146-TP2-230z

Description of Soil : Grey-brown silt with sand, and gravel Sample Depth : 2.30 m (7.54 ft)

Tested By : DN Test Date : January 9, 2020

Hydrometer Analysis Hydrometer Type: 152H Zero Correction : 6.25 Meniscus Correction: -1.0

Dispersing Agent: NaPO4 Amount Used: 4% @ 125 ml

Gs of Solids: 2.65 C.F. a : 1.0 (From Table 6-2)

Mass of Soil (g): 50.00 Control Sieve No. : 200 % finer than #200 from sieve analysis : 24.42

1 2 3 5 4 6 7 8 9 10 11 12 13 Date Time of Elapsed Temp. Act. Hyd. Temp. Corr. Corr. Hyd. Actual Adjusted Hyd. corr. for L (cm) L/t K D (mm) o reading Time, t(min.) ( C) Reading, Ra Factor, CT(6-3) Reading, Rc % Finer % Finer meniscus, R {table 6-5} {table 6-4} 1/9/20 10:38 0 ------24.42 ------0.075 1/9/20 10:40 2 17.5 39 -0.6 32.15 64.3 15.7 38 10.10 5.050E+00 1.41E-02 3.169E-02 1/9/20 10:42 4 17.5 34.5 -0.6 27.65 55.3 13.5 33.5 10.80 2.700E+00 1.41E-02 2.317E-02 1/9/20 10:46 8 17.5 30.5 -0.6 23.65 47.3 11.6 29.5 11.45 1.431E+00 1.41E-02 1.687E-02 1/9/20 10:54 16 17.5 27.5 -0.6 20.65 41.3 10.1 26.5 11.95 7.469E-01 1.41E-02 1.219E-02 1/9/20 11:08 30 17.5 25 -0.6 18.15 36.3 8.9 24 12.40 4.133E-01 1.41E-02 9.065E-03 1/9/20 11:38 60 18 22 -0.5 15.25 30.5 7.4 21 12.90 2.150E-01 1.40E-02 6.492E-03 1/9/20 12:38 120 19 19.5 -0.3 12.95 25.9 6.3 18.5 13.25 1.104E-01 1.38E-02 4.586E-03 1/9/20 14:49 251 19 17 -0.3 10.45 20.9 5.1 16 13.70 5.458E-02 1.38E-02 3.224E-03 1/9/20 19:07 509 19 15 -0.3 8.45 16.9 4.1 14 14.00 2.750E-02 1.38E-02 2.289E-03 1/10/20 8:35 1317 16.5 13 -0.8 5.95 11.9 2.9 12 14.30 1.086E-02 1.43E-02 1.490E-03 GRAIN SIZE ANALYSIS

Project : 3146 - Witless Bay Sample No. : 3146-TP3-105z Depth below GS : 1.05 m (3.44 ft)

Sieve Analysis Dry weight of sample (g) = 493.68

Sieve Opening (mm) Retained (g) % Retained Cumulative % Ret. % Passing 2 50.8 1 25.4 0.00 0.00 0.00 100.00 1/2" 12.7 37.93 7.68 7.68 92.32 1/4" 6.35 29.89 6.05 13.74 86.26 4 4.76 13.55 2.74 16.48 83.52 10 2.00 46.92 9.50 25.99 74.01 20 0.85 47.01 9.52 35.51 64.49 40 0.425 41.66 8.44 43.95 56.05 60 0.25 31.97 6.48 50.42 49.58 100 0.15 32.02 6.49 56.91 43.09 200 0.075 49.05 9.94 66.84 33.16 pan --- 163.68 33.16 100.00 --- 493.68

Gravel Sand Silt Clay 100 Sieve 90 Hydrometer

30 % passing (dry weight)(dry passing % 20

0 100 10 1 0.1 0.01 0.001 0.0001

Diameter (mm)

D10 = 0.0046

D30 = 0.0584 Cu = 128.26

D60 = 0.59 Cc = 1.26

USCS: SC (Clayey sand with gravel) or SM (Silty sand with gravel) or SC-SM (Silty, clayey sand with gravel)

R200 = 66.84 % Gravel = 16.48

R4 = 16.48 % Sand = 50.36

R4/R200 = 0.25 % Silt = 26.71 SF = 50.36 % Clay = 6.45 GF = 16.48 CFEM: Silty sand, some gravel, trace clay

Moisture Content (%): 10.26 GRAIN SIZE ANALYSIS-HYDROMETER Project No. : 3146

Location of Project : Witless Bay, NL Sample No. : 3146-TP3-105z

Description of Soil : Light brown silt with sand, and gravel Sample Depth : 1.05 m (3.44 ft)

Tested By : DN Test Date : January 9, 2020

Hydrometer Analysis Hydrometer Type: 152H Zero Correction : 6.25 Meniscus Correction: -1.0

Dispersing Agent: NaPO4 Amount Used: 4% @ 125 ml

Gs of Solids: 2.65 C.F. a : 1.0 (From Table 6-2)

Mass of Soil (g): 50.00 Control Sieve No. : 200 % finer than #200 from sieve analysis : 33.16

1 2 3 5 4 6 7 8 9 10 11 12 13 Date Time of Elapsed Temp. Act. Hyd. Temp. Corr. Corr. Hyd. Actual Adjusted Hyd. corr. for L (cm) L/t K D (mm) o reading Time, t(min.) ( C) Reading, Ra Factor, CT(6-3) Reading, Rc % Finer % Finer meniscus, R {table 6-5} {table 6-4} 1/9/20 10:50 0 ------33.16 ------0.075 1/9/20 10:52 2 17.5 44 -0.6 37.15 74.3 24.6 43 9.20 4.600E+00 1.41E-02 3.024E-02 1/9/20 10:54 4 17.5 39 -0.6 32.15 64.3 21.3 38 10.10 2.525E+00 1.41E-02 2.241E-02 1/9/20 10:58 8 17.5 35 -0.6 28.15 56.3 18.7 34 10.70 1.338E+00 1.41E-02 1.631E-02 1/9/20 11:06 16 17.5 31.5 -0.6 24.65 49.3 16.3 30.5 11.30 7.063E-01 1.41E-02 1.185E-02 1/9/20 11:20 30 18 28 -0.5 21.25 42.5 14.1 27 11.90 3.967E-01 1.40E-02 8.817E-03 1/9/20 11:50 60 18.5 25 -0.4 18.35 36.7 12.2 24 12.40 2.067E-01 1.39E-02 6.319E-03 1/9/20 12:50 120 19 21.5 -0.3 14.95 29.9 9.9 20.5 12.95 1.079E-01 1.38E-02 4.533E-03 1/9/20 14:50 240 19 20 -0.3 13.45 26.9 8.9 19 13.20 5.500E-02 1.38E-02 3.236E-03 1/9/20 19:08 498 19 17 -0.3 10.45 20.9 6.9 16 13.70 2.751E-02 1.38E-02 2.289E-03 1/10/20 8:35 1305 16.5 15 -0.8 7.95 15.9 5.3 14 14.00 1.073E-02 1.43E-02 1.481E-03 GRAIN SIZE ANALYSIS

Project : 3146 - Witless Bay Sample No. : 3146-TP4-90z Depth below GS : 0.90 m (2.95 ft)

Sieve Analysis Dry weight of sample (g) = 309.46

Sieve Opening (mm) Retained (g) % Retained Cumulative % Ret. % Passing 2 50.8 1 25.4 0.00 0.00 0.00 100.00 1/2" 12.7 38.37 12.40 12.40 87.60 1/4" 6.35 8.95 2.89 15.29 84.71 4 4.76 9.28 3.00 18.29 81.71 10 2.00 35.33 11.42 29.71 70.29 20 0.85 31.19 10.08 39.79 60.21 40 0.425 22.39 7.24 47.02 52.98 60 0.25 14.84 4.80 51.82 48.18 100 0.15 15.56 5.03 56.84 43.16 200 0.075 27.05 8.74 65.59 34.41 pan --- 106.50 34.41 100.00 --- 309.46

Gravel Sand Silt Clay 100 Sieve 90 Hydrometer

30 % passing (dry weight)(dry passing % 20

0 100 10 1 0.1 0.01 0.001 0.0001

Diameter (mm)

D10 = 0.0086

D30 = 0.051 Cu = 98.26

D60 = 0.845 Cc = 0.36

USCS: SC (Clayey sand with gravel) or SM (Silty sand with gravel) or SC-SM (Silty, clayey sand with gravel)

R200 = 65.59 % Gravel = 18.29

R4 = 18.29 % Sand = 47.30

R4/R200 = 0.28 % Silt = 29.81 SF = 47.30 % Clay = 4.60 GF = 18.29 CFEM: Silty sand, some gravel, trace clay

Moisture Content (%): 38.89 GRAIN SIZE ANALYSIS-HYDROMETER Project No. : 3146

Location of Project : Witless Bay, NL Sample No. : 3146-TP4-90z

Description of Soil : Light brown silt with sand, gravel Sample Depth : 0.90 m (2.95 ft)

Tested By : DN Test Date : January 10, 2020

Hydrometer Analysis Hydrometer Type: 152H Zero Correction : 6.0 Meniscus Correction: -1.0

Dispersing Agent: NaPO4 Amount Used: 4% @ 125 ml

Gs of Solids: 2.65 C.F. a : 1.0 (From Table 6-2)

Mass of Soil (g): 50.00 Control Sieve No. : 200 % finer than #200 from sieve analysis : 34.41

1 2 3 5 4 6 7 8 9 10 11 12 13 Date Time of Elapsed Temp. Act. Hyd. Temp. Corr. Corr. Hyd. Actual Adjusted Hyd. corr. for L (cm) L/t K D (mm) o reading Time, t(min.) ( C) Reading, Ra Factor, CT(6-3) Reading, Rc % Finer % Finer meniscus, R {table 6-5} {table 6-4} 1/10/20 11:29 0 ------34.41 ------0.075 1/10/20 11:31 2 17.5 42 -0.6 35.4 70.8 24.4 41 9.60 4.800E+00 1.41E-02 3.089E-02 1/10/20 11:33 4 17.5 35 -0.6 28.4 56.8 19.5 34 10.70 2.675E+00 1.41E-02 2.306E-02 1/10/20 11:37 8 17.5 29.5 -0.6 22.9 45.8 15.8 28.5 11.60 1.450E+00 1.41E-02 1.698E-02 1/10/20 11:45 16 17 25 -0.7 18.3 36.6 12.6 24 12.40 7.750E-01 1.42E-02 1.250E-02 1/10/20 11:59 30 18 22 -0.5 15.5 31.0 10.7 21 12.90 4.300E-01 1.40E-02 9.180E-03 1/10/20 12:29 60 18 18.5 -0.5 12 24.0 8.3 17.5 13.40 2.233E-01 1.40E-02 6.616E-03 1/10/20 13:29 120 19 15 -0.3 8.7 17.4 6.0 14 14.00 1.167E-01 1.38E-02 4.714E-03 1/10/20 15:37 248 19 13 -0.3 6.7 13.4 4.6 12 14.30 5.766E-02 1.38E-02 3.314E-03 GRAIN SIZE ANALYSIS

Project : 3146 - Witless Bay Sample No. : 3146-TP5-55z Depth below GS : 0.55 m (1.80 ft)

Sieve Analysis Dry weight of sample (g) = 403.11

Sieve Opening (mm) Retained (g) % Retained Cumulative % Ret. % Passing 2 50.8 0.00 0.00 0.00 100.00 1 25.4 45.42 11.27 11.27 88.73 1/2" 12.7 4.82 1.20 12.46 87.54 1/4" 6.35 19.62 4.87 17.33 82.67 4 4.76 13.67 3.39 20.72 79.28 10 2.00 40.95 10.16 30.88 69.12 20 0.85 42.28 10.49 41.37 58.63 40 0.425 34.46 8.55 49.92 50.08 60 0.25 23.27 5.77 55.69 44.31 100 0.15 22.48 5.58 61.27 38.73 200 0.075 37.28 9.25 70.51 29.49 pan --- 118.86 29.49 100.00 --- 403.11

Gravel Sand Silt Clay 100 Sieve 90 Hydrometer

30 % passing (dry weight)(dry passing % 20

0 100 10 1 0.1 0.01 0.001 0.0001

Diameter (mm)

D10 = 0.012

D30 = 0.076 Cu = 79.17

D60 = 0.95 Cc = 0.51

USCS: SC (Clayey sand with gravel) or SM (Silty sand with gravel) or SC-SM (Silty, clayey sand with gravel)

R200 = 70.51 % Gravel = 20.72

R4 = 20.72 % Sand = 49.79

R4/R200 = 0.29 % Silt = 26.39 SF = 49.79 % Clay = 3.10 GF = 20.72 CFEM: Silty, gravelly sand, trace clay

Moisture Content (%): 32.69 GRAIN SIZE ANALYSIS-HYDROMETER Project No. : 3146

Location of Project : Witless Bay, NL Sample No. : 3146-TP5-55z

Description of Soil : Orange-brown silt with sand, gravel Sample Depth : 0.55 m (1.80 ft)

Tested By : DN Test Date : January 10, 2020

Hydrometer Analysis Hydrometer Type: 152H Zero Correction : 6.0 Meniscus Correction: -1.0

Dispersing Agent: NaPO4 Amount Used: 4% @ 125 ml

Gs of Solids: 2.65 C.F. a : 1.0 (From Table 6-2)

Mass of Soil (g): 50.00 Control Sieve No. : 200 % finer than #200 from sieve analysis : 29.49

1 2 3 5 4 6 7 8 9 10 11 12 13 Date Time of Elapsed Temp. Act. Hyd. Temp. Corr. Corr. Hyd. Actual Adjusted Hyd. corr. for L (cm) L/t K D (mm) o reading Time, t(min.) ( C) Reading, Ra Factor, CT(6-3) Reading, Rc % Finer % Finer meniscus, R {table 6-5} {table 6-4} 1/10/20 11:41 0 ------29.49 ------0.075 1/10/20 11:43 2 17.5 37 -0.6 30.4 60.8 17.9 36 10.40 5.200E+00 1.41E-02 3.215E-02 1/10/20 11:45 4 18 32 -0.5 25.5 51.0 15.0 31 11.20 2.800E+00 1.40E-02 2.343E-02 1/10/20 11:49 8 18 27 -0.5 20.5 41.0 12.1 26 12.00 1.500E+00 1.40E-02 1.715E-02 1/10/20 11:57 16 18 24 -0.5 17.5 35.0 10.3 23 12.50 7.813E-01 1.40E-02 1.237E-02 1/10/20 12:11 30 18 19.5 -0.5 13 26.0 7.7 18.5 13.25 4.417E-01 1.40E-02 9.304E-03 1/10/20 12:41 60 18 16.5 -0.5 10 20.0 5.9 15.5 13.75 2.292E-01 1.40E-02 6.702E-03 1/10/20 13:41 120 18.5 14 -0.4 7.6 15.2 4.5 13 14.20 1.183E-01 1.39E-02 4.782E-03 1/10/20 15:37 236 19 11.5 -0.3 5.2 10.4 3.1 10.5 14.60 6.186E-02 1.38E-02 3.432E-03 GRAIN SIZE ANALYSIS

Project : 3146 - Witless Bay Sample No. : 3146-TP5-270z Depth below GS : 2.70 m (8.86 ft)

Sieve Analysis Dry weight of sample (g) = 451.46

Sieve Opening (mm) Retained (g) % Retained Cumulative % Ret. % Passing 2 50.8 1 25.4 0.00 0.00 0.00 100.00 1/2" 12.7 28.61 6.34 6.34 93.66 1/4" 6.35 33.42 7.40 13.74 86.26 4 4.76 15.18 3.36 17.10 82.90 10 2.00 46.27 10.25 27.35 72.65 20 0.85 45.96 10.18 37.53 62.47 40 0.425 37.74 8.36 45.89 54.11 60 0.25 27.90 6.18 52.07 47.93 100 0.15 29.31 6.49 58.56 41.44 200 0.075 43.72 9.68 68.25 31.75 pan --- 143.35 31.75 100.00 --- 451.46

Gravel Sand Silt Clay 100 Sieve 90 Hydrometer

30 % passing (dry weight)(dry passing % 20

0 100 10 1 0.1 0.01 0.001 0.0001

Diameter (mm)

D10 = 0.0079

D30 = 0.0615 Cu = 101.27

D60 = 0.8 Cc = 0.60

USCS: SC (Clayey sand with gravel) or SM (Silty sand with gravel) or SC-SM (Silty, clayey sand with gravel)

R200 = 68.25 % Gravel = 17.10

R4 = 17.10 % Sand = 51.15

R4/R200 = 0.25 % Silt = 24.35 SF = 51.15 % Clay = 7.40 GF = 17.10 CFEM: Silty sand, some gravel, trace clay

Moisture Content (%): 8.33 GRAIN SIZE ANALYSIS-HYDROMETER Project No. : 3146

Location of Project : Witless Bay, NL Sample No. : 3146-TP5-270z

Description of Soil : Grey silt with sand, and gravel Sample Depth : 2.70 m (8.86 ft)

Tested By : DN Test Date : January 10, 2020

Hydrometer Analysis Hydrometer Type: 152H Zero Correction : 6.0 Meniscus Correction: -1.0

Dispersing Agent: NaPO4 Amount Used: 4% @ 125 ml

Gs of Solids: 2.65 C.F. a : 1.0 (From Table 6-2)

Mass of Soil (g): 50.00 Control Sieve No. : 200 % finer than #200 from sieve analysis : 31.75

1 2 3 5 4 6 7 8 9 10 11 12 13 Date Time of Elapsed Temp. Act. Hyd. Temp. Corr. Corr. Hyd. Actual Adjusted Hyd. corr. for L (cm) L/t K D (mm) o reading Time, t(min.) ( C) Reading, Ra Factor, CT(6-3) Reading, Rc % Finer % Finer meniscus, R {table 6-5} {table 6-4} 1/10/20 11:53 0 ------31.75 ------0.075 1/10/20 11:55 2 17.5 44 -0.6 37.4 74.8 23.8 43 9.20 4.600E+00 1.41E-02 3.024E-02 1/10/20 11:57 4 18 38 -0.5 31.5 63.0 20.0 37 10.20 2.550E+00 1.40E-02 2.236E-02 1/10/20 12:01 8 18 34 -0.5 27.5 55.0 17.5 33 10.90 1.362E+00 1.40E-02 1.634E-02 1/10/20 12:09 16 18 31 -0.5 24.5 49.0 15.6 30 11.40 7.125E-01 1.40E-02 1.182E-02 1/10/20 12:23 30 18 27.5 -0.5 21 42.0 13.3 26.5 11.95 3.983E-01 1.40E-02 8.836E-03 1/10/20 12:53 60 18 25 -0.5 18.5 37.0 11.7 24 12.40 2.067E-01 1.40E-02 6.364E-03 1/10/20 13:53 120 19 20.5 -0.3 14.2 28.4 9.0 19.5 13.10 1.092E-01 1.38E-02 4.560E-03 1/10/20 15:38 225 19 18 -0.3 11.7 23.4 7.4 17 13.50 6.000E-02 1.38E-02 3.380E-03 GRAIN SIZE ANALYSIS

Project : 3146 - Witless Bay Sample No. : 3146-TP6-95z Depth below GS : 0.95 m (3.11 ft)

Sieve Analysis Dry weight of sample (g) = 419.49

Sieve Opening (mm) Retained (g) % Retained Cumulative % Ret. % Passing 2 50.8 0.00 0.00 0.00 100.00 1 25.4 29.24 6.97 6.97 93.03 1/2" 12.7 22.59 5.39 12.36 87.64 1/4" 6.35 36.53 8.71 21.06 78.94 4 4.76 9.70 2.31 23.38 76.62 10 2.00 34.18 8.15 31.52 68.48 20 0.85 34.71 8.27 39.80 60.20 40 0.425 31.43 7.49 47.29 52.71 60 0.25 24.48 5.84 53.13 46.87 100 0.15 23.09 5.50 58.63 41.37 200 0.075 39.16 9.34 67.97 32.03 pan --- 134.38 32.03 100.00 --- 419.49

Gravel Sand Silt Clay 100

Sieve 90 Hydrometer

30 % passing (dry weight)(dry passing % 20

0 100 10 1 0.1 0.01 0.001 0.0001

Diameter (mm)

D10 = 0.005

D30 = 0.065 Cu = 169.00

D60 = 0.845 Cc = 1.00

USCS: SC (Clayey sand with gravel) or SM (Silty sand with gravel) or SC-SM (Silty, clayey sand with gravel)

R200 = 67.97 % Gravel = 23.38

R4 = 23.38 % Sand = 44.59

R4/R200 = 0.34 % Silt = 26.51 SF = 44.59 % Clay = 5.52 GF = 23.38 CFEM: Silty, gravelly sand, trace clay

Moisture Content (%): 11.83 GRAIN SIZE ANALYSIS-HYDROMETER Project No. : 3146

Location of Project : Witless Bay, NL Sample No. : 3146-TP6-95z

Description of Soil : Light brown silt with sand, and gravel Sample Depth : 0.95 m (3.11 ft)

Tested By : DN Test Date : January 9, 2020

Hydrometer Analysis Hydrometer Type: 152H Zero Correction : 6.25 Meniscus Correction: -1.0

Dispersing Agent: NaPO4 Amount Used: 4% @ 125 ml

Gs of Solids: 2.65 C.F. a : 1.0 (From Table 6-2)

Mass of Soil (g): 50.00 Control Sieve No. : 200 % finer than #200 from sieve analysis : 32.03

1 2 3 5 4 6 7 8 9 10 11 12 13 Date Time of Elapsed Temp. Act. Hyd. Temp. Corr. Corr. Hyd. Actual Adjusted Hyd. corr. for L (cm) L/t K D (mm) o reading Time, t(min.) ( C) Reading, Ra Factor, CT(6-3) Reading, Rc % Finer % Finer meniscus, R {table 6-5} {table 6-4} 1/9/20 11:03 0 ------32.03 ------0.075 1/9/20 11:05 2 17.5 43 -0.6 36.15 72.3 23.2 42 9.40 4.700E+00 1.41E-02 3.057E-02 1/9/20 11:07 4 17.5 38.5 -0.6 31.65 63.3 20.3 37.5 10.15 2.538E+00 1.41E-02 2.246E-02 1/9/20 11:11 8 17.5 34.5 -0.6 27.65 55.3 17.7 33.5 10.80 1.350E+00 1.41E-02 1.638E-02 1/9/20 11:19 16 18 31.5 -0.5 24.75 49.5 15.9 30.5 11.30 7.063E-01 1.40E-02 1.177E-02 1/9/20 11:33 30 19 28 -0.3 21.45 42.9 13.7 27 11.90 3.967E-01 1.38E-02 8.691E-03 1/9/20 12:10 67 18.5 25 -0.4 18.35 36.7 11.8 24 12.40 1.851E-01 1.39E-02 5.980E-03 1/9/20 13:03 120 19 21 -0.3 14.45 28.9 9.3 20 13.00 1.083E-01 1.38E-02 4.542E-03 1/9/20 15:05 242 19.5 18 -0.15 11.6 23.2 7.4 17 13.50 5.579E-02 1.38E-02 3.248E-03 1/9/20 19:08 485 18.5 16.5 -0.4 9.85 19.7 6.3 15.5 13.75 2.835E-02 1.39E-02 2.340E-03 1/10/20 8:35 1292 16.5 13.5 -0.8 6.45 12.9 4.1 12.5 14.25 1.103E-02 1.43E-02 1.502E-03 GRAIN SIZE ANALYSIS

Project : Sample No. : 3146-TP7-245z Depth below GS : 2.45 m (8.04 ft)

Sieve Analysis Dry weight of sample (g) = 325.00

Sieve Opening (mm) Retained (g) % Retained Cumulative % Ret. % Passing 2 50.8 1 25.4 0.00 0.00 0.00 100.00 1/2" 12.7 44.84 13.80 13.80 86.20 1/4" 6.35 19.95 6.14 19.94 80.06 4 4.76 8.21 2.53 22.46 77.54 10 2.00 33.90 10.43 32.89 67.11 20 0.85 31.69 9.75 42.64 57.36 40 0.425 24.96 7.68 50.32 49.68 60 0.25 19.09 5.87 56.20 43.80 100 0.15 20.57 6.33 62.53 37.47 200 0.075 30.20 9.29 71.82 28.18 pan --- 91.59 28.18 100.00 --- 325.00

Gravel Sand Silt Clay 100 Sieve 90 Hydrometer

30 % passing (dry weight)(dry passing % 20

0 100 10 1 0.1 0.01 0.001 0.0001

Diameter (mm)

D10 = 0.008

D30 = 0.086 Cu = 133.75

D60 = 1.07 Cc = 0.86

USCS: SC (Clayey sand with gravel) or SM (Silty sand with gravel) or SC-SM (Silty, clayey sand with gravel)

R200 = 71.82 % Gravel = 22.46

R4 = 22.46 % Sand = 49.36

R4/R200 = 0.31 % Silt = 24.43 SF = 49.36 % Clay = 3.75 GF = 22.46 CFEM: Silty, gravelly sand, trace clay

Moisture Content (%): 8.20 GRAIN SIZE ANALYSIS-HYDROMETER Project No. : 3146

Location of Project : Witless Bay, NL Sample No. : 3146-TP7-245z

Description of Soil : Grey silt with sand, and gravel Sample Depth : 2.45 m (8.04 ft)

Tested By : DN Test Date : January 9, 2020

Hydrometer Analysis Hydrometer Type: 152H Zero Correction : 6.25 Meniscus Correction: -1.0

Dispersing Agent: NaPO4 Amount Used: 4% @ 125 ml

Gs of Solids: 2.65 C.F. a : 1.0 (From Table 6-2)

Mass of Soil (g): 50.00 Control Sieve No. : 200 % finer than #200 from sieve analysis : 28.18

1 2 3 5 4 6 7 8 9 10 11 12 13 Date Time of Elapsed Temp. Act. Hyd. Temp. Corr. Corr. Hyd. Actual Adjusted Hyd. corr. for L (cm) L/t K D (mm) o reading Time, t(min.) ( C) Reading, Ra Factor, CT(6-3) Reading, Rc % Finer % Finer meniscus, R {table 6-5} {table 6-4} 1/9/20 11:16 0 ------28.18 ------0.075 1/9/20 11:18 2 18 41 -0.5 34.25 68.5 19.3 40 9.70 4.850E+00 1.40E-02 3.083E-02 1/9/20 11:20 4 18 36 -0.5 29.25 58.5 16.5 35 10.50 2.625E+00 1.40E-02 2.268E-02 1/9/20 11:24 8 18 33 -0.5 26.25 52.5 14.8 32 11.10 1.388E+00 1.40E-02 1.649E-02 1/9/20 11:32 16 18.5 29 -0.4 22.35 44.7 12.6 28 11.70 7.313E-01 1.39E-02 1.189E-02 1/9/20 11:46 30 18 25.5 -0.5 18.75 37.5 10.6 24.5 12.30 4.100E-01 1.40E-02 8.964E-03 1/9/20 12:16 60 18.5 22.5 -0.4 15.85 31.7 8.9 21.5 12.80 2.133E-01 1.39E-02 6.420E-03 1/9/20 13:16 120 19 20 -0.3 13.45 26.9 7.6 19 13.20 1.100E-01 1.38E-02 4.577E-03 1/9/20 15:20 244 19.5 17 -0.15 10.6 21.2 6.0 16 13.70 5.615E-02 1.38E-02 3.258E-03 1/9/20 19:09 473 18.5 14 -0.4 7.35 14.7 4.1 13 14.20 3.002E-02 1.39E-02 2.408E-03 1/10/20 8:35 1279 16.5 12.5 -0.8 5.45 10.9 3.1 11.5 14.40 1.126E-02 1.43E-02 1.517E-03 GRAIN SIZE ANALYSIS

Project : 3146 - Witless Bay Sample No. : 3146-TP8-240z Depth below GS : 2.40 m (7.87 ft)

Sieve Analysis Dry weight of sample (g) = 323.22

Sieve Opening (mm) Retained (g) % Retained Cumulative % Ret. % Passing 2 50.8 1 25.4 0.00 0.00 0.00 100.00 1/2" 12.7 18.79 5.81 5.81 94.19 1/4" 6.35 20.17 6.24 12.05 87.95 4 4.76 11.66 3.61 15.66 84.34 10 2.00 34.89 10.79 26.46 73.54 20 0.85 30.49 9.43 35.89 64.11 40 0.425 25.32 7.83 43.72 56.28 60 0.25 18.16 5.62 49.34 50.66 100 0.15 19.25 5.96 55.30 44.70 200 0.075 33.01 10.21 65.51 34.49 pan --- 111.48 34.49 100.00 --- 323.22

Gravel Sand Silt Clay 100 Sieve 90 Hydrometer

30 % passing (dry weight)(dry passing % 20

0 100 10 1 0.1 0.01 0.001 0.0001

Diameter (mm)

D10 = 0.0051

D30 = 0.051 Cu = 117.65

D60 = 0.6 Cc = 0.85

USCS: SC (Clayey sand with gravel) or SM (Silty sand with gravel) or SC-SM (Silty, clayey sand with gravel)

R200 = 65.51 % Gravel = 15.66

R4 = 15.66 % Sand = 49.85

R4/R200 = 0.24 % Silt = 26.39 SF = 49.85 % Clay = 8.10 GF = 15.66 CFEM: Silty sand, some gravel, trace clay

Moisture Content (%): 9.24 GRAIN SIZE ANALYSIS-HYDROMETER Project No. : 3146

Location of Project : Witless Bay, NL Sample No. : 3146-TP8-240z

Description of Soil : Grey silt with sand, and gravel Sample Depth : 2.40 m (7.87 ft)

Tested By : DN Test Date : January 10, 2020

Hydrometer Analysis Hydrometer Type: 152H Zero Correction : 6.0 Meniscus Correction: -1.0

Dispersing Agent: NaPO4 Amount Used: 4% @ 125 ml

Gs of Solids: 2.65 C.F. a : 1.0 (From Table 6-2)

Mass of Soil (g): 50.00 Control Sieve No. : 200 % finer than #200 from sieve analysis : 34.49

1 2 3 5 4 6 7 8 9 10 11 12 13 Date Time of Elapsed Temp. Act. Hyd. Temp. Corr. Corr. Hyd. Actual Adjusted Hyd. corr. for L (cm) L/t K D (mm) o reading Time, t(min.) ( C) Reading, Ra Factor, CT(6-3) Reading, Rc % Finer % Finer meniscus, R {table 6-5} {table 6-4} 1/10/20 12:03 0 ------34.49 ------0.075 1/10/20 12:05 2 18 41.5 -0.5 35 70.0 24.1 40.5 9.65 4.825E+00 1.40E-02 3.075E-02 1/10/20 12:07 4 18 37 -0.5 30.5 61.0 21.0 36 10.40 2.600E+00 1.40E-02 2.257E-02 1/10/20 12:11 8 18 32.5 -0.5 26 52.0 17.9 31.5 11.15 1.394E+00 1.40E-02 1.653E-02 1/10/20 12:19 16 18 29 -0.5 22.5 45.0 15.5 28 11.70 7.313E-01 1.40E-02 1.197E-02 1/10/20 12:33 30 18 26 -0.5 19.5 39.0 13.5 25 12.20 4.067E-01 1.40E-02 8.928E-03 1/10/20 13:06 63 19 23.5 -0.3 17.2 34.4 11.9 22.5 12.60 2.000E-01 1.38E-02 6.172E-03 1/10/20 13:55 112 18.5 20 -0.4 13.6 27.2 9.4 19 13.20 1.179E-01 1.39E-02 4.772E-03 1/10/20 15:38 215 19 18 -0.3 11.7 23.4 8.1 17 13.50 6.279E-02 1.38E-02 3.458E-03