GEOTECHNICAL INVESTIGATION SOUTHWOOD 3 · PDF filesuitability of native soils for reuse as backfill, ... When the project ... silty clay and / or a major glacial till deposit of clayey

GEOTECHNICAL INVESTIGATION SOUTHWOOD 3 AND SOUTHWOOD RESIDENTIAL SUBDIVISION 1143 LISTOWEL ROAD, ELMIRA, ONTARIO

for

BIRDLAND DEVELOPMENTS LIMITED c/o WALTERFEDY PETO MacCALLUM LTD. 16 FRANKLIN STREET SOUTH KITCHENER, ONTARIO N2C 1R4 PHONE: (519) 893-7500 FAX: (519) 893-0654 EMAIL: [email protected] Distribution: PML Ref.: 12KF071 10 cc: WaterFedy (+ email) Report: 4 1 cc: PML Kitchener April 25, 2014

16 Franklin Street South, Kitchener, Ontario N2C 1R4

Tel: (519) 893-7500 Fax: (519) 893-0654

E-mail: [email protected]

BARRIE, HAMILTON, KITCHENER, TORONTO

April 25, 2014 PML Ref.: 12KF071 Report: 4 Birdland Developments Limited c/o Mr. Scott Oliver, P.Eng. WalterFedy 675 Queen Street South, Suite 111 Kitchener, Ontario N2M 1A1 Dear Mr. Oliver Geotechnical Investigation Southwood 3 Residential Subdivision Additional Lands South Parkwood Boulevard Elmira, Ontario

Peto MacCallum Ltd. (PML) was retained by WalterFedy to carry out a program of

hydrogeological and geotechnical investigations in support of a proposed land development on a

41.9 ha (approximate) parcel of land located at 1143 Listowel Road in Elmira, Ontario (referred to

herein as the ‘site’). Authorization to proceed with this assignment was received from Mr. Oliver

of WalterFedy via email messages.

The terms of reference for this assignment included a combined geotechnical / hydrogeological

investigation for the parcel of land. This report presents only the geotechnical findings and

recommendations. Reference is made to Report 3 for the findings of the hydrogeological site

assessment which was completed simultaneously to this report. It is noted that several phases of

investigatory work have been completed for this assignment, with geotechnical results previously

presented in Reports 1 and 2. This report provides geotechnical recommendations for the entire

development and as such, supersedes any geotechnical recommendations provided previously.

Geotechnical Investigation, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 4 April 25, 2014, Page 2

Project Description

The subject site is located on the north side of Listowel Road, south of Whippoorwill Drive and is

bounded by South Parkwood Boulevard to the east and a municipal drainage ditch to the west.

PML understands that the proposed residential subdivision development will be completed in two

phases (namely Southwood 3 and Southwood 4) as depicted on Drawings DP-1 and DP-2

(provided by the client) dated December 13 and December 2, 2013 respectively. Pertinent details

of the proposed development are depicted on the attached Drawing 1, Borehole and Monitoring

Well Location Plan.

The first phase of development, as shown on DP-1 (i.e. Southwood 3), will include approximately

6.1 ha of single detached, semi-detached and townhouse residential units with three streets in the

northeastern portion of the site along with a parkland or forested land space to the north and a

storm water management (SWM) pond located near the southern portion of the site. The second

phase of development, as shown on DP-2 (Southwood 4), will include approximately 13.6 ha of

single detached, semi-detached and townhouse residential units, with an additional 2.5 ha area

set aside for multiple residential buildings and will include the construction of six streets in the

western and southeastern portions of the site. The Southwood 4 development will include the

reconstruction or enlargement of the SWM pond constructed during the Southwood 3 works.

The purpose of the geotechnical investigation was to explore the subsurface soil and ground

water conditions within the site area. Based on the findings, geotechnical design and construction

recommendations were to be provided. Specific considerations to be addressed included:

• Existing geological setting, site description and subsurface conditions (soils and

ground water);

• Site preparation and grading, including topsoil thickness to be stripped, material

reusability and engineered fill construction requirements;

• Preliminary foundation design parameters for structures, identification of areas where

conventional footing and basement construction might not be feasible and

recommended foundation options for such areas;


• Excavation and backfilling, including construction dewatering, safe slope inclination,

suitability of native soils for reuse as backfill, and compaction requirements;

• Site servicing (storm, sanitary, water and utilities), including bedding requirements;

• Structural pavement designs for internal roadways; and,

• Geotechnical design parameters for the SWM facility.

The recommendations provided in this report are for design purposes only. When the project

design is complete, the general recommendations given in this report should be reviewed to

ensure their applicability.

An environmental assessment of the soil and ground water was not included within the terms of

reference for this assignment and no work has been carried out in that regard. A concurrent

hydrogeological study of the site is being carried out by PML, for which a separate report will be

issued.

Investigation Procedure

The field work for the geotechnical investigation was completed in three stages (January 7 to 11,

2013, October 10 and 11, 2013 and February 18 to 24, 2014) concurrently with the

hydrogeological study. Boreholes were drilled at twenty two locations (BH1 through BH22) for soil

sampling and included the installation of a total of twenty-nine monitoring wells for ground water

monitoring, testing and sampling. Nested wells comprising two 50 mm diameter monitoring wells

at a single borehole location were installed in fourteen boreholes as shown on Drawing 1, with a

single monitoring well installed at Borehole 13.

The boreholes were advanced using a Diedrich D-50 track mounted drillrig equipped with

continuous flight hollow stem augers. The drilling equipment was supplied and operated by a

specialist drilling contractor working under subcontract to PML.


Representative samples of the overburden were recovered at regular intervals throughout the

depths explored. Standard penetration tests were carried out during sampling operations using

conventional split spoon equipment. Ground water observations were made in the boreholes and

observation wells during and upon completion of drilling.

The field work was supervised throughout by a member of PML’s engineering staff who directed

the drilling and sampling operation, prepared the stratigraphic logs, monitored ground water

conditions, and processed the recovered samples.

The borehole locations were determined in the field by PML for coverage of the proposed works.

Reference is made to Drawing 1 attached for the borehole locations as well as the proposed

development works. Boreholes BH1 to BH11 were located throughout the Southwood 3 area and

the central / west areas of Southwood 4 and were advanced in January, 2013, BH12 to BH14

were located in the northern portion of Southwood 4 and were advanced in October 2013, and

BH15 to BH22 were located throughout the southern portion of Southwood 4 and the proposed

SWM pond areas, and were advanced in February 2014.

The survey was completed partially by WalterFedy (BH1 to BH11) and partially by PML (BH12 to

BH22). The surface elevations at BH12 to BH22 were referenced to the following temporary

benchmarks (TBM), provided by WalterFedy during the previous investigation:

TBM1: Top of BH/MW 9 Stand Pipe

Elevation: 365.25 (geodetic, metric) TBM2: Top of BH/MW 11 Stand Pipe

Elevation: 364.20 (geodetic, metric) TBM3: Iron bar at southwest corner of property

Elevation: 365.15 (geodetic, metric)

It should be noted that decommissioning of the monitoring wells as required under O.Reg. 903

was not included within PML's terms of reference for this assignment and future decommissioning

will be required for the monitoring wells.


All soil samples collected during the investigation were returned to PML’s laboratory for detailed

visual examination and testing. The geotechnical testing program included moisture content

determinations on recovered samples and eleven particle size distribution analyses carried out to

assist with soil classifications for construction dewatering purposes and modelling of the

hydrogeological setting of the site.

Subsurface Conditions

Reference is made to the appended Log of Borehole sheets for details of the field work including

soil descriptions, inferred stratigraphy, standard penetration test (SPT) N values, ground water

observations, laboratory moisture content determinations and results of the particle size

distribution analyses.

In general, the subsurface conditions encountered at the borehole locations consist of topsoil

overlying silty sand, silty clay and / or a major glacial till deposit of clayey silt and silt.

Topsoil

Dark brown clayey silt topsoil was contacted from the surface in all of the boreholes. Between

200 and 800 mm of topsoil was penetrated, and was typically described as moist, dark brown

clayey silt, trace gravel with rootlets.

Silty Sand

Immediately underlying the topsoil in BH1, BH2, BH3, BH6 and BH7, a thin, discontinuous layer of

loose silty sand was contacted, extending to a maximum observed depth of 0.86 m.


Silty Clay

Silty clay was contacted in BH2 to BH6, BH8, BH9, and BH15 to BH22, either under the topsoil or

below the silty sand. The silty clay extended to depth of between 1.5 and 7.2 m below existing

grades. The silty clay generally included trace sand and trace gravel and was described as firm to

hard based on standard penetration ‘N’ values of between 4 and 39 blows per 0.3 m penetration

of the split spoon sampler. The silty clay was observed to be about plastic limit (APL), becoming

drier than plastic limit (DTPL) with depth as confirmed by laboratory moisture contents generally

measured between 10 and 22%.

Silt was encountered below the silty clay at BH8, with a thickness of 1.2 m. Clayey silt was

encountered below the topsoil at BH10 and BH11 with a thickness of 2.8 and 4.8 m respectively.

Glacial Till Deposits

Underlying the surficial topsoil, silty sand and silty clay deposits, a major glacial deposit was

encountered, comprising clayey silt, silty clay or silt till. The glacial deposit extended to the

borehole termination depths of between 6.1 and 14.0 m in all boreholes (Elevation 348.6 to

359.2). It is noted that three boreholes were terminated because of auger refusal, likely

attributable to contact with boulders. The cohesive soils within this deposit were generally ‘firm’ to

‘hard’ with local areas of ‘soft’ soils based on standard penetration N values of between 2 and

greater than 50 blows per 0.30 m. The cohesionless soils within this deposit were ‘dense’ to ‘very

dense’ based on standard penetration N values of between 33 and greater than 50 blows per

0.30 m. The glacial deposit was observed to be APL to DTPL for cohesive soils and damp to

moist for cohesionless soils. Wet sand seams were contacted throughout the glacial deposits.

Eleven soil samples were collected and analyzed for particle size distribution analysis. The

particle size distribution curves of the soil samples are shown on Figures 1 to 11 attached. Based

on the results, the soil classifications were generally consistent with those observed during the

field work as included in the appended Log of Borehole sheets.


Ground Water Conditions

Ground water observations carried out during and upon completion of drilling and in the

observation wells are fully summarized on the appended Log of Borehole Sheets. Ground water

was not generally observed during the borehole drilling.

As noted previously, ‘nested’ monitoring wells were installed in 14 boreholes to more accurately

define the long-term ground water level, and to distinguish perched / surficial and deep / long-term

aquifers. Ground water levels were periodically monitored and recorded in the available

monitoring wells after well installation. A record of ground water monitoring is presented in

Table 1.

he ground water levels in ‘shallow’ monitoring wells (mid-screen depths less than 7.0 m below

existing grades) were measured from 0.53 m at BH14A to 5.60 m at BH1 (corresponding to

geodetic elevations between 365.86 and 357.3). It is noted that the well at BH20, installed in

February, 2014 was noted to be dry in the recent two water level measurements.

The measured ground water levels in the ‘deep’ monitoring wells (mid-screen depths of greater

than 7.0 m below existing grades) were measured from 6.06 m at BH12 to 13.65 m at BH15

(corresponding to geodetic elevations between 359.98 and 349.09). It is noted that the monitoring

well at BH15 was noted to be dry in the latest water level measurement.

The shallow ground water was inferred to generally flow in a southwestern direction, flowing

toward the drainage ditch abutting the western property line and appears to be generally

controlled by the site topography. The deep ground water flow direction was inferred to be in a

south to southeastern direction, similar to the regional ground water flow direction as discussed in

greater depth in the hydrogeological site assessment (Report 3).

Based on the water level measurements in the twin monitoring wells, ground water appears to be

a downwater gradient, i.e., from shallow ground water to deep ground water. According to the

water level data obtained from shallow and deep twin monitoring wells, the vertical hydraulic

gradient was estimated to be in the range of 0.6 ~1.2 m/m.


The ground water levels (particularly the shallow ground water) at the site are subject to change

due to seasonal fluctuations and major precipitation events. The relatively impermeable nature of

the silty clay / clayey silt till may contribute to the development of perched water conditions

following short term and seasonal precipitation events.

Discussion and Recommendations

The first phase of development (i.e. Southwood 3) will include approximately 6.1 ha of single

detached, semi-detached and townhouse residential units with three streets in the northeastern

portion of the site along with a parkland or forested land space to the north and a storm water

management (SWM) pond located near the southern portion of the site. The second phase of

development (Southwood 4) will include approximately 13.6 ha of single detached, semi-detached

and townhouse residential units, with an additional 2.5 ha area set aside for multiple residential

buildings and will include the construction of six streets in the western and southeastern portions

of the site. The Southwood 4 development will include the reconstruction or enlargement of the

SWM pond to be constructed during the Southwood 3 works.

Reference is made to the attached Drawing 1 for a depiction of the proposed site features, as

indicated to PML in drawings provided by the client. It is noted that at the time of this report, the

proposed development details were preliminary only. Once the design details for the subdivision

are finalized, the recommendations in this report should be revisited to confirm that they remain

applicable.

Site Grading

The site is relatively flat with a total relief of approximately 8 m from northeast to southwest with

geodetic elevations ranging between approximately 359 to 367 m. According to WalterFedy

Project Number 2011-01-07, Drawing C-300 (Conceptual Grading) dated January 7, 2014, minor

cuts and fill grading is anticipated throughout the Southwood 3 area (generally less than 1 m ) with

some localized areas of fill up to 2.0 m. No site grading plan was available for the Southwood 4

development at the time of preparation of this report, however based on the site topography, it is

anticipated that site preparation will include routine topsoil stripping and minor cut and fill grading.


Following the stripping / removal of all surficial topsoil and approval of the subgrade, the grades

may then be raised where required. Surficial topsoil thicknesses across the site were between

200 and 800 mm. In calculating the approximate quantity of topsoil to be stripped, we recommend

that the topsoil thickness shown on the individual borehole logs be increased by 100 mm to

account for variations and some stripping of the mineral soil below.

It is noted that insitu native silty sand soils in BH1 to BH3 and near surface clayey silt soil in BH8

to BH10, BH15 and BH16 were noted to be very loose and soft respectively (based on standard

penetration N values of 4 or less). These marginal materials extend to as deep as 1.8 m below

grade (in BH10) and would not be considered suitable for the subgrade support of settlement

sensitive structures and / or engineered fill that supports these structures and should be

subexcavated and replaced with approved material.

Fill used to raise grades should comprise either native inorganic cut soils or approved imported

sand and gravel type material. All engineered fill materials should be pre-approved by the

geotechnical consultant prior to placement. Engineered fill material should be placed in maximum

300 mm thick lifts and compacted to at least 98% standard Proctor maximum dry density

(SPMDD) below footings and 95% SPMDD below floors and pavements. Further, generic

recommendations for fill subgrade preparation and engineered fill construction are provided in

Appendix A.

It is noted that materials generated from grade cuts will consist of silty sand, silt and silty clay /

clayey silt till soils. These soils should be suitable for reuse as engineered fill on a selective basis,

subject to geotechnical verification during construction, providing all organic, wet, saturated or

wetter than plastic limit (WTPL) soils, and otherwise deleterious soils are discarded. It is noted

however that these soils are frost susceptible, highly susceptible to moisture content variations

and not well suited for engineered fill construction. Compaction to 98% SPMDD may be difficult to

achieve, however these insitu soils should be more readily acceptable for use as engineered fill

where compaction to 95% SPMDD is specified, providing excessively wet soils are discarded.


Settlement of on site soils due to the surcharge of site grading fills is not expected to be of

concern, provided the above mentioned areas of weak subgrade soil are subexcavated prior to fill

placement.

Housing Construction

Based on Drawings DP-1 and DP-2 (provided by the client), building construction is not planned

for the southwestern portion of the site where a SWM pond is to be located (BH11, BH16 to

BH20). The following building construction recommendations are not applicable to that southern

area. It is anticipated that basements will be constructed for the planned residential units.

Based on the investigation findings, the native inorganic soils are typically suitable to support the

proposed buildings on conventional strip footings. The surficial topsoil should be completely

subexcavated from within the proposed building envelopes. As noted previously, the existing very

loose / soft native soils contacted locally within the surficial 1.5 m are not considered suitable for

the support of foundations. These localized soils should be completely subexcavated from within

the proposed building envelopes. For preliminary design purposes, footings founded in the

competent native deposits (at or below the depths provided in the table below) may be designed

for a net bearing resistance of 150 kPa at the serviceability limit state (SLS) and a factored

bearing resistance of 225 kPa at the ultimate limit state (ULS). Accordingly, footings designed in

accordance with the Ontario Building Code for residential housing will be satisfactory. The

following table summarizes the minimum foundation depths based on the borehole findings:


LOCATION MINIMUM

FOUNDATION DEPTH (m)

CORRESPONDING ELEVATION

(METRIC, GEODETIC) SOIL TYPE

BH1 0.6 363.15 Clayey silt till, trace sand

BH2 0.6 364.70 Silty clay, trace sand

BH3 0.7 364.20 Silty clay, trace gravel




BH7 1.5 364.60 Clayey silt till, trace gravel

BH8 1.5 363.70 Silty clay, some sand

BH9 1.5 362.50 Silty clay

BH10 1.8 361.10 Clayey silt

BH12 1.5 360.80 Silty clay, trace sand, trace gravel





Although in general, footings are anticipated to be placed on native insitu soils, where required the

footings may be supported on engineered structural fill, placed in accordance with the generic

recommendations for engineered fill construction provided in Appendix A. Prior to placement of

engineered fill, the soils should be subexcavated to competent native overburden soils (same

depths as table above). For engineered fill supporting footing loads, compaction to a minimum

98% of the materials SPMDD, should be specified as per recommendations outlined in the

preceding ‘Site Grading’ section of this report and in Appendix A.


Footings supported on the structural fill may then be designed using the values for a net factored

resistance at ULS and SLS of 225 and 150 kPa, respectively. Full time inspection of any structural

fill placement by PML personnel is recommended to approve subgrade conditions, fill materials

and to verify that the specified compaction levels are being achieved.

Total settlements of footings founded on the approved engineered fill or native overburden

deposits, designed as outlined above are not expected to exceed 25 mm, with differential

settlements between footings being no more than 50% of this value.

All exterior footings should be provided with a minimum 1.2 m of earth cover or the thermal

insulation equivalent to provide adequate insulation against potential frost damage. A 25 mm

thick layer of polystyrene insulation is thermally equivalent to 600 mm of soil cover.

Prior to concrete placement, all founding surfaces should be examined by PML personnel to

check the competency of the founding surfaces.

For earthquake design, a Site Class D seismic response classification may be assumed.

It is anticipated that the basement floor slabs for the proposed structures will be founded on the

competent overburden deposits or structural fill, and conventional slab-on-ground construction is

feasible. It is recommended that a minimum 150 mm cushion of well compacted free draining

Granular A type material be provided directly beneath the slab to provide uniform support. For

conventional slabs, a polyethylene vapour barrier should be installed directly beneath the slab if

moisture sensitive floor finishes are planned.

Following removal of all surficial topsoil and any native materials, the exposed floor slab subgrade

must be proofrolled with a heavy compactor to achieve 95% SPMDD. Any additional soft areas

encountered in the proofrolling process should be subexcavated and backfilled with approved

granular material, compacted to 95% SPMDD.

Similar construction protocols should be observed for any slab-on-grade (basementless) buildings

that might be planned.


Foundation Drainage and Earth Pressure Parameters

Based on water level readings taken in the monitoring wells, shallow ground water is anticipated

to be contacted near the surface, at depths of between 0.53 m at BH14A to 5.60 m at BH1.

Foundation drainage measures should be taken for units with basements. For discussion

purposes, it is assumed that foundations for the proposed buildings will extend to depths of up to

3.0 m below final lot grades. Perforated drainage pipe should be laid around the outside edge of

the footings, and connected to a frost free sump system. It is recommended that the drainage

pipes be surrounded with a granular filter protected with filter fabric, or alternatively wrapped with

filter cloth and surrounded by concrete sand.

A "free draining" granular material or an equivalent, approved drainage board product must be

provided for the basement walls, in accordance with the Ontario Building Code. The onsite till

soils are not suitable for use as basement wall backfill unless a drainage board product is

provided. Backfilling should not take place until the ground floor has been constructed, in order to

provide lateral support for the wall.

The following earth pressure design parameters may be assumed for calculation of backfill

materials compacted to 95% SPMDD:

PARAMETER OPS

GRANULAR B

Angle of Internal Friction (degrees) 32

Unit Weight (kN/m3) 21

Coefficient of Active Earth Pressure (Ka) 0.30

Coefficient of Earth Pressure At Rest (Ko) 0.47

Coefficient of Passive Earth Pressure (Kp) 3.23

Note: Earth pressure coefficients assume Rankin analysis (wall friction ignored, non-sloping backfill)


It is noted that due to the relatively impermeable nature of the soils, under floor drainage systems

are not anticipated to be required for basement floor slabs despite the shallow ground water levels

contacted in the monitoring wells.

Excavation and Dewatering

Excavation for footings and service trenches will extend through the surficial topsoil, silty sand and

silty clay soils and into the glacial till (clayey silt / silty clay) soils, which are classified as Type 3

materials as defined in the Occupational Health and Safety Act (OHSA). Subject to inspection

and providing adequate ground water control is achieved, excavations within Type 3 soils that are

to be entered by workers should be inclined from the base of the excavation at one horizontal to

one vertical (1H:1V) or flatter.

The shallow ground water is expected to be contacted at elevations between 365.86 and 357.3. It

is anticipated that conventional sump pumping from pits within the excavation should be sufficient

to control shallow ground water infiltration or surface water entering the excavation over the

majority of the site. Reference is made to the hydrogeological site assessment (Report 3) for

further details.

It is noted that ground water conditions, and particularly perched ground water conditions are

subject to variations with seasonal conditions and weather events. In this regard, a later summer

construction schedule would be preferable. At the time of tendering, test pits should be excavated

on site to allow prospective contractors to judge the ground water conditions and to determine the

appropriate control methods required closer to the time of construction.

Pipe Bedding and Backfilling

No bearing problems are anticipated for pipes founded in the native mineral soils or structural fill.

On stable subgrade, a minimum 150 mm thick bedding course of Granular A material compacted

to 95% SPMDD is recommended beneath the pipes. The Granular A material should extend

around the pipe to at least 300 mm above the pipe obvert or as set out by Ontario Provincial

Standards (OPS), or the local authority.


Foundation backfill and backfill below pavements, floor slabs (interior backfill) and other

settlement sensitive features, should be similarly compacted to 95% SPMDD. Backfill should be

placed in 300 mm maximum lifts. Material that is too wet for compaction to a minimum of 95%

SPMDD should be allocated for use in landscaped/non settlement sensitive locations, and

compacted to at least 90% SPMDD.

It should be noted that the silty clay / clayey silt till materials are frost susceptible and should not

be used at locations where frost heave movement could have adverse effects such as at exterior

doors and the like. In addition, it should be noted that the clayey silt / silty clay materials will tend

to retain a voided structure when placed as fill. It will be particularly important to ensure that

sufficient compaction is applied to breakdown all lumps / clods within the fill matrix to achieve a

non-voided condition. Significant post-construction settlement could otherwise result

Fill placed against structures should be brought up simultaneously on all sides of the structure to

minimize the potential for movement and/or damage during construction. Furthermore, the use of

heavy equipment adjacent to structures should be prohibited.

Should construction extend to the winter months, care must be taken to ensure that frozen

material is not used as backfill.

For slab-on-grade buildings and any walk-out style houses, exterior grades should be maintained

at least 150 mm below the finished lower floor slab level and sloped to promote drainage away

from the building.


Pavement Construction

Based on the anticipated traffic patterns, frost susceptibility, and strength of the expected

subgrade soils, the following pavement component thicknesses are considered suitable for local

residential and minor collector traffic categories.

PAVEMENT COMPONENT

THICKNESS (mm)

HL 3 Surface Course 40

HL 4 Binder Course 40

Granular A Base 150

Granular B Subbase 350

The flexible pavement designs provided above consider that construction will be carried out during

the drier time of the year and the subgrade is stable, as determined by proofrolling inspected by

PML personnel. If the subgrade is wet and unstable, additional granular subbase will be required.

In this regard, low strength subgrade could be encountered at isolated locations (i.e. very loose

silty sand in BH3, soft clayey silt in BH10, etc) where subexcavation and extra subbase may be

required.

The pavement materials should conform to current OPS specifications. The Granular A base and

Granular B subbase courses should be placed in thin lifts and compacted to a minimum of 100%

SPMDD, and asphalt should be placed to a minimum of 92% of the material's maximum relative

density (MRD). Reference is made to OPS Specification 310, revised November 2010.

During construction, testing should be conducted to confirm the gradation and compactibility

characteristics of the granular base and subbase materials and the mix design properties of the

asphalt.

Proofrolling procedures and the placement and compaction of all the fill and granular materials

and asphalt for the pavement construction and backfilling at the site should be inspected on a

continuous basis by PML technicians.


Since relatively impermeable silty clay / clayey silt till material will be present at shallow depth

beneath the pavement structure in several areas, pavement subdrains should be provided to

prevent water accumulation on the pavement subgrade surface. The subgrade should be graded

so that water is directed to the catch basin structures or to the pavement edge. Subdrains should

be discharged in to the catch basins. The subdrains may consist of filter wrapped, 100 mm

diameter perforated plastic pipe, set within the subbase layer at the subgrade surface.

Storm Water Management Ponds and Ground Water Infiltration

A portion of land within the southern portion of the site has been set aside for storm water

management (SWM) ponds (BH11 and BH16 to BH19). According to WalterFedy project number

2011-0071-10 (Figures 10 and 11), the maximum depth of the Southwood 3 SWM pond is

expected to be approximately 5.5 m below existing grades (elevation 357). The side slopes of the

SWM pond are expected to be set at inclinations of between 3H:1V and 5H:1V. Details of the

proposed Southwood 4 SWM pond expansion were not provided, however, a maximum depth of

5.5 m is assumed. A temporary trench is to be constructed to connect the Southwood 3

residential subdivision to the storm pond until Southwood 4 is constructed (BH2, BH17, BH18).

The trench is expected to be set at a depth of about 4.0 m below existing grades.

Based on the findings of the boreholes, the subsurface soils in the SWM pond areas comprised

surficial topsoil over silty clay / clayey silt / clayey silt till to depths of 2.4 to 6.1 m (elevations 356.6

to 360.0) overlying a silt till deposit which extended to the borehole termination depths at all

locations. Shallow ground water was contacted between depths of 1.37 and 3.05 m below grade

within the shallow ground water monitoring wells (corresponding to elevations of between 358.20

and 361.83). Similar soil and ground water conditions were encountered along the trench; at the

northern portion (BH2), the silty clay extended to 4.6 m below grade (elevation 360.7) with shallow

ground water measured at a depth of 1.0 m (elevation 364.25).

Based on these findings, an infiltration type system will not be feasible and a retention type

system is indicated.


Any SWM ponds should be inspected by PML personnel during construction to verify the

presence of a suitable subgrade. In general, the slopes of the storm water management pond

and the storm water trench should be constructed at 3H:1V or shallower and be provided with

vegetation cover to minimize the potential for erosion and sloughing of the side slopes.

Soil infiltration rates were estimated for the major soil units from across the site from particle size

distribution charts. The major subsoils encountered throughout the SWM pond areas were

estimated to have a coefficient of permeability of less than 1 x 10-6

cm/s corresponding to a

steady-state infiltration rate of less than 0.005 mm/hr. Reference is made to the hydrogeological

site assessment (Report 3) for further details regarding the coefficient of permeability.

The majority of the on-site soils contain considerable amounts of fine grained soils (greater than

20% silt) and would not be feasible for source infiltration of roof leader water.

Geotechnical Investigation, Southwood 3 and Southwood 4 Residential Subdivision PML Ref.: 12KF071, Report: 4 April 25, 2014

Table 1, Page 1 of 4

TABLE 1

GROUND WATER ELEVATION MONITORING

Monitoring Well No.

Ground Surface

Elevation (m)

Screen Depth (mbgs)

Mid-Screen

Elevation (m) and (Depth) (mbgs)

Ground Water Elevation / Depth

Init

ial

16/0

1/2

013

02/0

5/2

013

20/0

6/2

013

18/0

7/2

013

19/0

8/2

013

24/1

0/2

013

05/1

1/2

013

04/1

2/2

013

10/0

1/2

014

30/0

1/2

014

21-2

8/0

2/2

014

25/0

3/2

014

1 363.75 5.3 ~ 6.8 357.65 <356.95 <356.95 358.25 358.55 358.65 358.74 358.59 358.62 358.80 358.56 358.55 358.42 358.15

6.1 -- -- 5.50 5.20 5.10 5.01 5.16 5.13 4.95 5.19 5.20 5.33 5.60

1A 363.95 1.5 ~ 3.0 361.75 <360.95 361.72 363.15 362.12 362.85 362.65 362.89 363.37 363.10 362.95 362.85 362.62 362.65

2.2 -- 2.23 0.80 1.83 1.10 1.30 1.06 0.58 0.85 1.00 1.10 1.33 1.30

2 365.30 10.7 ~ 12.2

353.90 <353.10 <353.10 <353.10 <353.10 <353.10 <353.10 <353.10 <353.10 353.30 <353.10 <353.10 353.24 353.12

11.4 -- -- -- -- -- -- -- -- 12.00 -- -- 12.06 12.18

2A 365.25 1.5 ~ 3.0 363.05 <362.25 362.56 364.43 364.37 364.10 363.75 363.70 364.45 364.30 364.08 364.11 364.05 364.25

2.2 -- 2.69 0.82 0.88 1.15 1.50 1.55 0.80 0.95 1.17 1.14 1.20 1.00

6 366.60 10.7 ~ 12.2

355.20 354.87 356.67 359.32 359.68 359.65 359.25 358.66 359.20 359.68 359.71 359.80 359.98 359.77

11.4 -- 9.93 7.28 6.92 6.95 7.35 7.94 7.40 6.92 6.89 6.80 6.62 6.83

6A 366.60 1.5 ~ 3.0 364.40 <363.60 364.73 365.70 365.63 365.40 365.00 365.59 365.86 365.55 365.47 365.35 365.37 365.48

2.2 -- 1.87 0.90 0.97 1.20 1.60 1.01 0.74 1.05 1.13 1.25 1.23 1.12

7 366.10 9.8 ~ 11.3 355.60 <354.80 <354.80 355.11 355.70 356.00 356.28 356.33 356.20 356.45 356.71 356.85 356.90 356.80

10.5 -- -- 10.99 10.40 10.10 9.82 9.77 9.90 9.65 9.39 9.25 9.20 9.30

7A 366.00 2.3 ~ 3.8 363.00 <362.20 <362.20 363.32 363.78 363.95 363.92 363.78 363.94 363.85 363.58 363.72 363.68 363.56

3.0 -- -- 2.68 2.22 2.05 2.08 2.22 2.06 2.15 2.42 2.28 2.32 2.44

8 365.20 5.4 ~ 6.9 359.10 359.05 <357.9 362.37 362.37 362.40 362.26 361.86 363.40 362.50 362.41 362.35 362.32 361.95

6.1 6.15 -- 2.83 2.83 2.80 2.94 3.34 1.80 2.70 2.79 2.85 2.88 3.25



TABLE 1


Monitoring Well No.

Ground Surface

Elevation (m)

Screen Depth (mbgs)

Mid-Screen



Init

ial

16/0

1/2

013

02/0

5/2

013

20/0

6/2

013

18/0

7/2

013

19/0

8/2

013

24/1

0/2

013

05/1

1/2

013

04/1

2/2

013

10/0

1/2

014

30/0

1/2

014

21-2

8/0

2/2

014

25/0

3/2

014

8A 365.25 1.5 ~ 3.0 363.05 363.00 363.01 364.24 364.23 364.05 363.57 363.81 364.40 364.15 364.09 3.64.09 363.95 364.11

2.2 2.25 2.24 1.01 1.02 1.20 1.68 1.44 0.85 1.10 1.16 1.16 1.30 1.14

9 364.0 10.7 ~ 12.2

352.60 354.35 352.15 <351.80 <351.80 352.40 352.37 352.45 352.75 353.00 <351.80 353.22 352.85 352.42

11.4 9.65 11.85 -- -- 11.60 11.63 11.55 11.25 11.00 -- 10.78 11.15 11.58

9A 363.95 1.5 ~ 3.0 361.75 361.72 362.20 363.20 362.88 362.45 362.80 363.30 363.40 363.10 363.00 362.93 362.85 363.27

2.2 2.23 1.75 0.75 1.07 1.50 1.15 0.65 0.55 0.85 0.95 1.02 1.10 0.68

11 363.15 10.7 ~ 12.3

351.75 <350.85 <350.85 350.93 350.97 350.95 351.01 351.01 351.00 <350.85 350.91 <350.85 350.90 350.88

11.4 -- -- 12.22 12.18 12.20 12.14 12.14 12.15 -- 12.24 -- 12.25 12.27

11A 363.20 1.5 ~ 3.0 361.00 <360.20 361.40 362.38 362.22 362.00 361.55 361.52 362.55 362.25 362.13 361.92 361.82 361.83

2.2 -- 1.80 0.82 0.98 1.20 1.65 1.68 0.65 0.95 1.07 1.28 1.38 1.37

12 362.32 9.2 ~10.7 352.42 <351.40 -- -- -- -- -- -- 356.03 356.26 355.94 355.88 355.89 355.64

9.9 -- -- -- -- -- -- -- 6.29 6.06 6.38 6.44 6.43 6.68

12A 362.32 1.5 ~ 3.0 360.12 <359.32 -- -- -- -- -- -- <359.32 359.52 359.83 360.15 360.50 360.60

2.2 -- -- -- -- -- -- -- -- 2.80 2.49 2.17 1.82 1.72

13 365.13 1.5 ~ 3.0 362.93 <362.13 -- -- -- -- -- -- 364.03 363.68 363.67 363.68 363.54 363.76

2.2 -- -- -- -- -- -- -- 1.1 1.45 1.46 1.45 1.59 1.37

14 365.25 4.6 ~ 6.1 359.45 360.03 -- -- -- -- -- -- 364.17 363.88 363.79 363.73 363.56 363.99

5.8 5.22 -- -- -- -- -- -- 1.08 1.37 1.46 1.52 1.69 1.26



TABLE 1


Monitoring Well No.

Ground Surface

Elevation (m)

Screen Depth (mbgs)

Mid-Screen



Init

ial

16/0

1/2

013

02/0

5/2

013

20/0

6/2

013

18/0

7/2

013

19/0

8/2

013

24/1

0/2

013

05/1

1/2

013

04/1

2/2

013

10/0

1/2

014

30/0

1/2

014

21-2

8/0

2/2

014

25/0

3/2

014

14A 365.20 1.5 ~ 3.0 363.00 362.40 -- -- -- -- -- -- 364.67 364.25 364.08 364.12 363.95 364.35

2.2 2.80 -- -- -- -- -- -- 0.53 0.95 1.12 1.08 1.25 0.85

15 364.25 12.2 ~ 13.7

351.25 -- -- -- -- -- -- -- -- -- -- 350.60 <350.55

13.0 -- -- -- -- -- -- -- -- -- -- 13.65 --

15A 364.25 1.5 ~ 3.0 362.05 -- -- -- -- -- -- -- -- -- -- 361.48 362.70

2.2 -- -- -- -- -- -- -- -- -- -- 2.77 1.55

16 361.20 10.7 ~ 12.2

349.8 -- -- -- -- -- -- -- -- -- -- 349.10 349.09

11.4 -- -- -- -- -- -- -- -- -- -- 12.10 12.11

16A 361.20 1.5 ~ 3.0 359.0 -- -- -- -- -- -- -- -- -- -- 358.20 358.20

2.2 -- -- -- -- -- -- -- -- -- -- 3.00 3.00

19 362.40 10.7 ~ 12.2

351.0 -- -- -- -- -- -- -- -- -- -- 353.95 354.42

11.4 -- -- -- -- -- -- -- -- -- -- 8.45 7.98

19A 362.35 1.5 ~ 3.0 360.15 -- -- -- -- -- -- -- -- -- -- 359.27 359.30

2.2 -- -- -- -- -- -- -- -- -- -- 3.08 3.05

20 360.00 6.1 ~ 7.6 353.1 -- -- -- -- -- -- -- -- -- -- <352.4 <352.4

6.9 -- -- -- -- -- -- -- -- -- -- -- --

20A 359.95 1.5 ~ 3.0 357.75 -- -- -- -- -- -- -- -- -- -- 358.26 359.20

2.2 -- -- -- -- -- -- -- -- -- -- 1.69 0.75



TABLE 1


Monitoring Well No.

Ground Surface

Elevation (m)

Screen Depth (mbgs)

Mid-Screen



Init

ial

16/0

1/2

013

02/0

5/2

013

20/0

6/2

013

18/0

7/2

013

19/0

8/2

013

24/1

0/2

013

05/1

1/2

013

04/1

2/2

013

10/0

1/2

014

30/0

1/2

014

21-2

8/0

2/2

014

25/0

3/2

014

22 359.55 6.1 ~ 7.6 352.65 -- -- -- -- -- -- -- -- -- -- -- 357.30 358.25

6.9 -- -- -- -- -- -- -- -- -- -- -- 2.25 1.30

22A 359.50 1.5 ~ 3.0 357.3 -- -- -- -- -- -- -- -- -- -- -- 357.53 358.42

2.2 -- -- -- -- -- -- -- -- -- -- -- 1.97 1.08

Note: m = geodetic elevation, and mbgs = metre below ground surface (values in Italic)

CO

AR

SE

ME

DIU

M

PM

L R

EF

.

SA

MP

LE N

O.:

PA

RT

ICLE

SIZ

E D

IST

RIB

UT

ION

CH

AR

T

SIL

T

FIN

EC

OA

RS

E

SIL

T

CO

AR

SE

FIN

E

UN

IFIE

D

RE

MA

RK

SB

ore

hole

2,

Sam

ple

SS

4,

Depth

2.3

0 -

2.7

5 m

SIL

TY

CLA

Y,

TR

AC

E S

AN

D,

TR

AC

E G

RA

VE

L

M.I.

T.

U.S

. B

UR

EA

U

CO

AR

SE

SA

ND

CL

AY

CL

AY

GR

AV

EL

GR

AV

EL

CO

BB

LE

S

12K

F071

SIL

T &

CL

AY

SA

ND

VE

RY

FIN

E

FIN

E

SA

ND

ME

DIU

M

ME

DIU

M

1

33315

FIG

UR

E N

O.

CO

B

BL

ES

FIN

EM

ED

IUM

GR

AV

EL

0102030405060708090100 0.

001

0.01

00.

100

1.00

010

.000

100.

000

CUMULATIVE PERCENT PASSING

GR

AIN

SIZ

E IN

MIL

LIM

ET

ER

S

U.S

. S

TA

ND

AR

D S

IEV

E S

IZE

SH

YD

RO

ME

TE

R2

70

2

00

14

0

10

0

80

60

40

20

1

6 1

4

1

0

8

4

1/4

"

3/8

"

1/2

"

3

/4"

1

"

1

-1/2

"

2"

3

"

0.0

01

0

.00

5

0

.01

0.0

5

0

.1

0.5

1

.0

5

.0

1

0 .0

5

0 .

0

1

00

.0

CO

AR

SE

ME

DIU

M

PM

L R

EF

.

SA

MP

LE N

O.:

PA

RT

ICLE

SIZ

E D

IST

RIB

UT

ION

CH

AR

T

SIL

T

FIN

EC

OA

RS

E

SIL

T

CO

AR

SE

FIN

E

UN

IFIE

D

RE

MA

RK

SB

ore

hole

5,

Sam

ple

SS

5,

Depth

3.0

- 3

.45 m

SIL

TY

CLA

Y,

SO

ME

SA

ND

, T

RA

CE

GR

AV

EL

M.I.

T.

U.S

. B

UR

EA

U

CO

AR

SE

SA

ND

CL

AY

CL

AY

GR

AV

EL

GR

AV

EL

CO

BB

LE

S

12K

F071

SIL

T &

CL

AY

SA

ND

VE

RY

FIN

E

FIN

E

SA

ND

ME

DIU

M

ME

DIU

M

2

33316

FIG

UR

E N

O.

CO

B

BL

ES

FIN

EM

ED

IUM

GR

AV

EL

0102030405060708090100 0.

001

0.01

00.

100

1.00

010

.000

100.

000


GR

AIN

SIZ

E IN

MIL

LIM

ET

ER

S

U.S

. S

TA

ND

AR

D S

IEV

E S

IZE

SH

YD

RO

ME

TE

R2

70

2

00

14

0

10

0

80

60

40

20

1

6 1

4

1

0

8

4

1/4

"

3/8

"

1/2

"

3

/4"

1

"

1

-1/2

"

2"

3

"

0.0

01

0

.00

5

0

.01

0.0

5

0

.1

0.5

1

.0

5

.0

1

0 .0

5

0 .

0

1

00

.0

CO

AR

SE

ME

DIU

M

PM

L R

EF

.

SA

MP

LE N

O.:

PA

RT

ICLE

SIZ

E D

IST

RIB

UT

ION

CH

AR

T

SIL

T

FIN

EC

OA

RS

E

SIL

T

CO

AR

SE

FIN

E

UN

IFIE

D

RE

MA

RK

SB

ore

hole

6,

Sam

ple

SS

10,

Depth

10.7

0 -

11.1

5 m

SIL

T T

ILL,

SO

ME

GR

AV

EL,

TR

AC

E S

AN

D

M.I.

T.

U.S

. B

UR

EA

U

CO

AR

SE

SA

ND

CL

AY

CL

AY

GR

AV

EL

GR

AV

EL

CO

BB

LE

S

12K

F071

SIL

T &

CL

AY

SA

ND

VE

RY

FIN

E

FIN

E

SA

ND

ME

DIU

M

ME

DIU

M

3

33317

FIG

UR

E N

O.

CO

B

BL

ES

FIN

EM

ED

IUM

GR

AV

EL

0102030405060708090100 0.

001

0.01

00.

100

1.00

010

.000

100.

000


GR

AIN

SIZ

E IN

MIL

LIM

ET

ER

S

U.S

. S

TA

ND

AR

D S

IEV

E S

IZE

SH

YD

RO

ME

TE

R2

70

2

00

14

0

10

0

80

60

40

20

1

6 1

4

1

0

8

4

1/4

"

3/8

"

1/2

"

3

/4"

1

"

1

-1/2

"

2"

3

"

0.0

01

0

.00

5

0

.01

0.0

5

0

.1

0.5

1

.0

5

.0

1

0 .0

5

0 .

0

1

00

.0

CO

AR

SE

ME

DIU

M

PM

L R

EF

.

SA

MP

LE N

O.:

PA

RT

ICLE

SIZ

E D

IST

RIB

UT

ION

CH

AR

T

SIL

T

FIN

EC

OA

RS

E

SIL

T

CO

AR

SE

FIN

E

UN

IFIE

D

RE

MA

RK

SB

ore

hole

10,

Sam

ple

SS

4.

Depth

2.3

0 -

2.7

5 m

CLA

YE

Y S

ILT

, T

RA

CE

SA

ND

, T

RA

CE

GR

AV

EL

M.I.

T.

U.S

. B

UR

EA

U

CO

AR

SE

SA

ND

CL

AY

CL

AY

GR

AV

EL

GR

AV

EL

CO

BB

LE

S

12K

F071

SIL

T &

CL

AY

SA

ND

VE

RY

FIN

E

FIN

E

SA

ND

ME

DIU

M

ME

DIU

M

4

33318

FIG

UR

E N

O.

CO

B

BL

ES

FIN

EM

ED

IUM

GR

AV

EL

0102030405060708090100 0.

001

0.01

00.

100

1.00

010

.000

100.

000


GR

AIN

SIZ

E IN

MIL

LIM

ET

ER

S

U.S

. S

TA

ND

AR

D S

IEV

E S

IZE

SH

YD

RO

ME

TE

R2

70

2

00

14

0

10

0

80

60

40

20

1

6 1

4

1

0

8

4

1/4

"

3/8

"

1/2

"

3

/4"

1

"

1

-1/2

"

2"

3

"

0.0

01

0

.00

5

0

.01

0.0

5

0

.1

0.5

1

.0

5

.0

1

0 .0

5

0 .

0

1

00

.0

CO

AR

SE

ME

DIU

M

ME

DIU

M

ME

DIU

M

5

33319

FIG

UR

E N

O.

CO

B

BL

ES

FIN

EM

ED

IUM

GR

AV

EL

GR

AV

EL

GR

AV

EL

CO

BB

LE

S

12K

F071

SIL

T &

CL

AY

SA

ND

VE

RY

FIN

E

FIN

E

SA

ND

UN

IFIE

D

RE

MA

RK

SB

ore

hole

11,

Sam

ple

SS

7,

Depth

6.1

0 -

6.5

5 m

SA

ND

Y S

ILT

TIL

L,

TR

AC

E G

RA

VE

L

M.I.

T.

U.S

. B

UR

EA

U

CO

AR

SE

SA

ND

CL

AY

CL

AY

PM

L R

EF

.

SA

MP

LE N

O.:

PA

RT

ICLE

SIZ

E D

IST

RIB

UT

ION

CH

AR

T

SIL

T

FIN

EC

OA

RS

E

SIL

T

CO

AR

SE

FIN

E

0102030405060708090100 0.

001

0.01

00.

100

1.00

010

.000

100.

000


GR

AIN

SIZ

E IN

MIL

LIM

ET

ER

S

U.S

. S

TA

ND

AR

D S

IEV

E S

IZE

SH

YD

RO

ME

TE

R2

70

2

00

14

0

10

0

80

60

40

20

1

6 1

4

1

0

8

4

1/4

"

3/8

"

1/2

"

3

/4"

1

"

1

-1/2

"

2"

3

"

0.0

01

0

.00

5

0

.01

0.0

5

0

.1

0.5

1

.0

5

.0

1

0 .0

5

0 .

0

1

00

.0

CO

AR

SE

ME

DIU

M

PM

L R

EF

.

SA

MP

LE N

O.:

PA

RT

ICLE

SIZ

E D

IST

RIB

UT

ION

CH

AR

T

SIL

T

FIN

EC

OA

RS

E

SIL

T

CO

AR

SE

FIN

E

UN

IFIE

D

RE

MA

RK

SB

ore

hole

12,

Sam

ple

SS

7,

Depth

7.6

0 t

o 8

.10 m

CLA

YE

Y S

ILT

TIL

L,

SO

ME

SA

ND

, T

RA

CE

GR

AV

EL

M.I.

T.

U.S

. B

UR

EA

U

CO

AR

SE

SA

ND

CL

AY

CL

AY

GR

AV

EL

GR

AV

EL

CO

BB

LE

S

12K

F071

SIL

T &

CL

AY

SA

ND

VE

RY

FIN

E

FIN

E

SA

ND

ME

DIU

M

ME

DIU

M

6 35348

FIG

UR

E N

O.

CO

B

BL

ES

FIN

EM

ED

IUM

GR

AV

EL

0102030405060708090100 0.

001

0.01

00.

100

1.00

010

.000

100.

000


GR

AIN

SIZ

E IN

MIL

LIM

ET

ER

S

U.S

. S

TA

ND

AR

D S

IEV

E S

IZE

SH

YD

RO

ME

TE

R2

70

2

00

14

0

10

0

80

60

40

20

1

6 1

4

1

0

8

4

1/4

"

3/8

"

1/2

"

3

/4"

1

"

1

-1/2

"

2"

3

"

0.0

01

0

.00

5

0

.01

0.0

5

0

.1

0.5

1

.0

5

.0

1

0 .0

5

0 .

0

1

00

.0

CO

AR

SE

ME

DIU

M

ME

DIU

M

ME

DIU

M

7 35349

FIG

UR

E N

O.

CO

B

BL

ES

FIN

EM

ED

IUM

GR

AV

EL

GR

AV

EL

GR

AV

EL

CO

BB

LE

S

12K

F071

SIL

T &

CL

AY

SA

ND

VE

RY

FIN

E

FIN

E

SA

ND

UN

IFIE

D

RE

MA

RK

SB

ore

hole

13,

Sam

ple

SS

3,

Depth

2.3

0 t

o 2

.70 m

SIL

TY

CLA

Y,

TR

AC

E S

AN

D,

TR

AC

E G

RA

VE

L

M.I.

T.

U.S

. B

UR

EA

U

CO

AR

SE

SA

ND

CL

AY

CL

AY

PM

L R

EF

.

SA

MP

LE N

O.:

PA

RT

ICLE

SIZ

E D

IST

RIB

UT

ION

CH

AR

T

SIL

T

FIN

EC

OA

RS

E

SIL

T

CO

AR

SE

FIN

E

0102030405060708090100 0.

001

0.01

00.

100

1.00

010

.000

100.

000


GR

AIN

SIZ

E IN

MIL

LIM

ET

ER

S

U.S

. S

TA

ND

AR

D S

IEV

E S

IZE

SH

YD

RO

ME

TE

R2

70

2

00

14

0

10

0

80

60

40

20

1

6 1

4

1

0

8

4

1/4

"

3/8

"

1/2

"

3

/4"

1

"

1

-1/2

"

2"

3

"

0.0

01

0

.00

5

0

.01

0.0

5

0

.1

0.5

1

.0

5

.0

1

0 .0

5

0 .

0

1

00

.0

CO

AR

SE

ME

DIU

M

PM

L R

EF

.

PA

RT

ICLE

SIZ

E D

IST

RIB

UT

ION

CH

AR

T

SIL

T

FIN

EC

OA

RS

E

SIL

T

CO

AR

SE

FIN

E

UN

IFIE

D

RE

MA

RK

SB

ore

hole

15,

Sam

ple

SS

3,

Depth

2.3

0 -

2.7

5 m

SIL

TY

CLA

Y,

SO

ME

SA

ND

, T

RA

CE

GR

AV

EL

M.I.

T.

U.S

. B

UR

EA

U

CO

AR

SE

SA

ND

CL

AY

CL

AY

GR

AV

EL

GR

AV

EL

CO

BB

LE

S

12K

F071

SIL

T &

CL

AY

SA

ND

VE

RY

FIN

E

FIN

E

SA

ND

ME

DIU

M

ME

DIU

M

8F

IGU

RE

NO

.

CO

B

BL

ES

FIN

EM

ED

IUM

GR

AV

EL

0102030405060708090100 0.

001

0.01

00.

100

1.00

010

.000

100.

000


GR

AIN

SIZ

E IN

MIL

LIM

ET

ER

S

U.S

. S

TA

ND

AR

D S

IEV

E S

IZE

SH

YD

RO

ME

TE

R2

70

2

00

14

0

10

0

80

60

40

20

1

6 1

4

1

0

8

4

1/4

"

3/8

"

1/2

"

3

/4"

1

"

1

-1/2

"

2"

3

"

0.0

01

0

.00

5

0

.01

0.0

5

0

.1

0.5

1

.0

5

.0

1

0 .0

5

0 .

0

1

00

.0

CO

AR

SE

ME

DIU

M

PM

L R

EF

.

PA

RT

ICLE

SIZ

E D

IST

RIB

UT

ION

CH

AR

T

SIL

T

FIN

EC

OA

RS

E

SIL

T

CO

AR

SE

FIN

E

UN

IFIE

D

RE

MA

RK

SB

ore

hole

19,

Sam

ple

SS

10,

Depth

12.2

0 -

12.6

5 m

SA

ND

Y S

ILT

TIL

L,

TR

AC

E C

LA

Y,

TR

AC

E G

RA

VE

L

M.I.

T.

U.S

. B

UR

EA

U

CO

AR

SE

SA

ND

CL

AY

CL

AY

GR

AV

EL

GR

AV

EL

CO

BB

LE

S

12K

F071

SIL

T &

CL

AY

SA

ND

VE

RY

FIN

E

FIN

E

SA

ND

ME

DIU

M

ME

DIU

M

9F

IGU

RE

NO

.

CO

B

BL

ES

FIN

EM

ED

IUM

GR

AV

EL

0102030405060708090100 0.

001

0.01

00.

100

1.00

010

.000

100.

000


GR

AIN

SIZ

E IN

MIL

LIM

ET

ER

S

U.S

. S

TA

ND

AR

D S

IEV

E S

IZE

SH

YD

RO

ME

TE

R2

70

2

00

14

0

10

0

80

60

40

20

1

6 1

4

1

0

8

4

1/4

"

3/8

"

1/2

"

3

/4"

1

"

1

-1/2

"

2"

3

"

0.0

01

0

.00

5

0

.01

0.0

5

0

.1

0.5

1

.0

5

.0

1

0 .0

5

0 .

0

1

00

.0

CO

AR

SE

ME

DIU

M

PM

L R

EF

.

PA

RT

ICLE

SIZ

E D

IST

RIB

UT

ION

CH

AR

T

SIL

T

FIN

EC

OA

RS

E

SIL

T

CO

AR

SE

FIN

E

UN

IFIE

D

RE

MA

RK

SB

ore

hole

20,

Sam

ple

SS

7,

Depth

6.1

0 -

6.5

5 m

SA

ND

Y S

ILT

TIL

L,

TR

AC

E C

LA

Y,

TR

AC

E G

RA

VE

L

M.I.

T.

U.S

. B

UR

EA

U

CO

AR

SE

SA

ND

CL

AY

CL

AY

GR

AV

EL

GR

AV

EL

CO

BB

LE

S

12K

F071

SIL

T &

CL

AY

SA

ND

VE

RY

FIN

E

FIN

E

SA

ND

ME

DIU

M

ME

DIU

M

10

FIG

UR

E N

O.

CO

B

BL

ES

FIN

EM

ED

IUM

GR

AV

EL

0102030405060708090100 0.

001

0.01

00.

100

1.00

010

.000

100.

000


GR

AIN

SIZ

E IN

MIL

LIM

ET

ER

S

U.S

. S

TA

ND

AR

D S

IEV

E S

IZE

SH

YD

RO

ME

TE

R2

70

2

00

14

0

10

0

80

60

40

20

1

6 1

4

1

0

8

4

1/4

"

3/8

"

1/2

"

3

/4"

1

"

1

-1/2

"

2"

3

"

0.0

01

0

.00

5

0

.01

0.0

5

0

.1

0.5

1

.0

5

.0

1

0 .0

5

0 .

0

1

00

.0

CO

AR

SE

ME

DIU

M

PM

L R

EF

.

PA

RT

ICLE

SIZ

E D

IST

RIB

UT

ION

CH

AR

T

SIL

T

FIN

EC

OA

RS

E

SIL

T

CO

AR

SE

FIN

E

UN

IFIE

D

RE

MA

RK

SB

ore

hole

22,

Sam

ple

SS

7,

Depth

6.1

0 -

6.5

5 m

SA

ND

Y S

ILT

TIL

L,

TR

AC

E C

LA

Y,

TR

AC

E G

RA

VE

L

M.I.

T.

U.S

. B

UR

EA

U

CO

AR

SE

SA

ND

CL

AY

CL

AY

GR

AV

EL

GR

AV

EL

CO

BB

LE

S

12K

F071

SIL

T &

CL

AY

SA

ND

VE

RY

FIN

E

FIN

E

SA

ND

ME

DIU

M

ME

DIU

M

11

FIG

UR

E N

O.

CO

B

BL

ES

FIN

EM

ED

IUM

GR

AV

EL

0102030405060708090100 0.

001

0.01

00.

100

1.00

010

.000

100.

000


GR

AIN

SIZ

E IN

MIL

LIM

ET

ER

S

U.S

. S

TA

ND

AR

D S

IEV

E S

IZE

SH

YD

RO

ME

TE

R2

70

2

00

14

0

10

0

80

60

40

20

1

6 1

4

1

0

8

4

1/4

"

3/8

"

1/2

"

3

/4"

1

"

1

-1/2

"

2"

3

"

0.0

01

0

.00

5

0

.01

0.0

5

0

.1

0.5

1

.0

5

.0

1

0 .0

5

0 .

0

1

00

.0

LIST OF ABBREVIATIONS

PENETRATION RESISTANCE

Standard Penetration Resistance N: - The number of blows required to advance a standard split spoon

sampler 0.3 m into the subsoil. - Driven by means of a 63.5 kg hammer falling freely a distance of 0.76 m.

Dynamic Penetration Resistance: The number of blows required to advance a 51 mm, 60 degree cone, fitted

to the end of drill rods, 0.3 m into the subsoil. The driving energy being 475 J per blow.

DESCRIPTION OF SOIL

The consistency of cohesive soils and the relative density or denseness of cohesionless soils are described in

the following terms:

CONSISTENCY N (blows/0.3 m) c (kPa) DENSENESS N (blows/0.3 m)

Very Soft 0 - 2 0 - 12 Very Loose 0 - 4

Soft 2 - 4 12 - 25 Loose 4 - 10

Firm 4 - 8 25 - 50 Compact 10 - 30

Stiff 8 - 15 50 - 100 Dense 30 - 50

Very Stiff 15 - 30 100 - 200 Very Dense > 50

Hard > 30 > 200

WTPL Wetter Than Plastic Limit

APL About Plastic Limit

DTPL Drier Than Plastic Limit

TYPE OF SAMPLE

SS Split Spoon TW Thinwall Open

WS Washed Sample TP Thinwall Piston

SB Scraper Bucket Sample OS Oesterberg Sample

AS Auger Sample FS Foil Sample

CS Chunk Sample RC Rock Core

ST Slotted Tube Sample USS Undisturbed Shear Strength

PH Sample Advanced Hydraulically RSS Remoulded Shear Strength

PM Sample Advanced Manually

SOIL TESTS

Qu Unconfined Compression LV Laboratory Vane

Q Undrained Triaxial FV Field Vane

Qcu Consolidated Undrained Triaxial C Consolidation

Qd Drained Triaxial PML-GEO-508A Rev. 2009-04

1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

3

9

23

20

26

18

25

77/250 mm

Stick up withJ-Plug

50 mm PlasticRiser

Bentonite Seal

Filter Sand

50 mm SlottedScreen

Water Levels:Date Depth(m) Elev.10/01/2013 Dry16/01/2013 Dry02/05/2013 5.5 358.25

0.23

0.50 363.25

0.95 362.80

3.0360.8

4.5359.3

7.0

7.3356.5

TOPSOIL: Dark brown clayey silt, trace,gravel, rootlets, moist to wetSILTY SAND: Very loose brown silty sand,trace clay, moist to wetCLAYEY SILT TILL: Firm brown and greymottled clayey silt, trace sand, APLbecoming very stiff, brown, trace gravel,DTPL

becoming grey, occasional silt seams

no seams

SILT TILL: Very dense grey silt, somegravel, dampBOREHOLE TERMINATED AT 7.3 m

(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT

South Parkwood Boulevard, Elmira, Ontario

WL

LOCATION

Southwood 3 Residential Subdivision

W

D. Brice

363.75

kh

BORING DATE:

REMOLDED FIELD VANEWATER LEVEL OBSERVED DURING /UPON COMPLETION OF DRILLING

POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071

UNDISTURBED FIELD VANE

WATER LEVEL MEASURED INMONITORING WELL

PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES

LOG OF BOREHOLE NO. 1

10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

363

362

361

360

359

358

357

10/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD

WATER CONTENT %363.75

W

WL

Continuous Flight Hollow Stem Augers

GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu

DYNAMIC CONE PENETRATION

STANDARD PENETRATION TEST

BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

LOG OF BOREHOLE REV. 08/2012 12KF071 BOREHOLE LOGS.GPJ PETOMAC.GDT 2013 06 10

>>

Stick up withJ-Plug

50 mm PlasticRiserFilter Sand

50 mm SlottedScreen

Water Levels:Date Depth(m) Elev.10/01/2013 Dry16/01/2013 1.33 362.6202/05/2013 0.80 363.15

3.0361.0

Refer to Log of Borehole 1 for stratigraphy

BOREHOLE TERMINATED AT 3.0 m

(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

363.95

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



Shallow well adjacent to primary borehole

PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES

LOG OF BOREHOLE NO. 1A

10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

363

362

361

10/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

9

10

11

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

3

8

13

21

16

80

70

93/225 mm

84/225 mm

75

89

Stick up withJ-Plug

50 mm PlasticRiser

Bentonite Seal

Filter Sand

50 mm SlottedScreen

Water Levels:Date Depth(m) Elev.09/01/2013 Dry16/01/2013 Dry02/05/2013 Dry

0.250.40

364.90

2.3363.0

4.6360.7

6.2359.1

7.6357.7

9.1356.2

10.7354.6

12.8352.5

TOPSOIL: Dark brown clayey silt, tracegravel, rootlets, APLSILTY SAND: Very loose brown silty sand,moist to wetSILTY CLAY: Firm grey and brown mottledsilty clay, trace sand, APL, occasionalmoist to wet sand seams

becoming brown, trace gravel, no seams,DTPL

SILT TILL: Very dense grey silt, somesand, trace gravel, damp

CLAYEY SILT TILL: Hard grey clayey silt,trace gravel, DTPL

SILT TILL: Very dense grey silt, somegravel, trace sand, damp

occasional sand seams

no seams


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

365.30

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0365

364

363

362

361

360

359

358

357

356

355

354

353

09/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

Stick up withJ-Plug


50 mm SlottedScreen


3.0362.3



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

365.25

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071




PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0365

364

363

09/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

2

9

22

27

41

24

83

47

Upon completion ofdrilling borehole open withno free water

0.200.40

364.50

3.1361.8

4.6360.3

6.1358.8

7.3357.6

TOPSOIL: Dark brown clayey silt, tracegravel, rootlets, APLSILTY SAND: Very loose brown silty sand,trace clay, very moistSILTY CLAY: Firm to very stiff brown siltyclay, trace gravel, DTPL, occasional siltlayers

becoming hard

becoming very stiff

SILT TILL: Very dense grey silt, somesand, damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GRAIN SIZEDISTRIBUTION (%)

GROUND ELEVATION

PLASTIC LIMIT

SA SI&CL


WL

LOCATION


W

D. Brice

364.90

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

364

363

362

361

360

359

358

07/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL

Continuous Flight Solid Stem Augers

GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

GR


1

2

3

4

5

6

7

SS

SS

SS

SS

SS

SS

SS

3

4

10

24

19

71

50/125 mm

Upon completion ofdrilling borehole was openwith no free water

0.38 365.62

2.3363.7

4.7361.3

6.6359.4

TOPSOIL: Dark brown clayey silt, tracegravel, rootlets, very moistSILTY CLAY: Firm brown and grey mottledsilty clay, trace sand, APL, occasionalmoist to wet silt seams

becoming very stiff, brown, trace gravel,DTPL

SILT TILL: Very dense grey silt, somegravel, damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY


GROUND ELEVATION

PLASTIC LIMIT

SA SI&CL


WL

LOCATION


W

D. Brice

366.00

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

365

364

363

362

361

360

09/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

GR


>>

1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

1

5

17

24

25

50/150 mm

50/125 mm

50/125 mm

Upon completion ofdrilling borehole was openwith no free water

0.25 365.70

1.5364.5

4.0362.0

7.0359.0

TOPSOIL: Dark brown clayey silt, tracegravel, rootlets very moistSILTY CLAY: Firm brown silty clay, tracegravel, APL

becoming very stiff, DTPL



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY


GROUND ELEVATION

PLASTIC LIMIT

SA SI&CL


WL

LOCATION


W

D. Brice

365.95

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

365

364

363

362

361

360

359

08/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

GR


>>

>>

>>

1

2

3

4

5

6

7

8

9

10

11

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

5

11

16

28

23

39

50/150 mm

50/125 mm

50/150 mm

74

50/75 mm

Stick up withJ-Plug

50 mm PlasticRiser

Bentonite Seal

Filter Sand

50 mm SlottedScreen

Water Levels:Date Depth(m) Elev.07/01/2013 11.73 354.8716/01/2013 8.74 357.8602/05/2013 7.28 359.32

0.230.33

366.27

4.6362.0

7.6359.0

12.3354.3

TOPSOIL: Dark brown clayey silt, tracegravel, rootlets very moistSILTY SAND: Loose brown silty sand,moist to wetSILTY CLAY: Stiff to very stiff brown siltyclay, trace gravel, DTPL, occasional moistto wet silt layers

SILT TILL: Dense to very dense grey silt,some gravel, some sand, damp

occasional sand seams, moist to wet


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

366.60

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

366

365

364

363

362

361

360

359

358

357

356

355

07/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

>>

>>

Stick up withJ-Plug

Filter Sand50 mm PlasticRiser

50 mm SlottedScreen


3.0363.6



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

366.60

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071




PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

366

365

364

07/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

9

10

11

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

3

5

27

32

25

11

51

55

64

50/125 mm

50/150 mm

Stick up withJ-Plug

50 mm PlasticRiser

Bentonite Seal

50 mm SlottedScreen

Filter Sand

Sloughed Native


0.35 365.75

0.86 365.24

3.1363.0

4.6361.5

6.1360.0

12.4353.7

TOPSOIL: Dark brown clayey silt, trace,gravel, rootlets, very moistSILTY SAND: Loose brown silty sand,trace clay, very moistCLAYEY SILT TILL: Very stiff brown clayeysilt, trace gravel, DTPL

becoming grey

becoming stiff, APL

SILT TILL: Very dense grey silt, tracegravel, trace sand, damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

366.10

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0 366

365

364

363

362

361

360

359

358

357

356

355

354

08/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

Stick up withJ-Plug

50 mm PlasticRiser

Filter Sand

50 mm SlottedScreen


3.8362.2



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

366.00

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071




PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

365

364

363

08/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

4

3

19

18

18

19

33

34

Stick up wothJ-Plug

50 mm PlasticRiser

Bentonite Seal

50 mm SlottedScreen

Filter Sand


0.25 364.95

1.9363.3

3.1362.1

4.6360.6

6.1359.1

7.3357.9

TOPSOIL: Dark brown clayey silt, trace,gravel, rootlets, very moistSILTY CLAY: Soft to stiff brown silty clay,some sand, APL

SILT: Compact brown silt, trace sand,moist

CLAYEY SILT TILL: Very stiff brown clayeysilt, trace gravel, DTPL

becoming grey, occasional silt seams

SILT TILL: Dense grey silt, some gravel,damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

365.20

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0365

364

363

362

361

360

359

358

08/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


Stick up withJ-Plug


50 mm SlottedScreen


3.0362.3



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

365.25

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071




PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0365

364

363

08/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

9

10

11

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

6

3

22

34

18

13

18

65

50/75 mm

67

50/125 mm

Stick up withJ-Plug

50 mm PlasticRiser

Bentonite Seal

Filter Sand

50 mm SlottedScreen

Water Levels:Date Depth(m) Elev.10/01/2013 9.65 354.3516/01/2013 10.6 353.4002/05/2013 Dry

0.30 363.70

1.5362.5

3.1360.9

7.2356.8

12.3351.7

TOPSOIL: Dark brown clayey silt, trace,gravel, rootlets, very moistSILTY CLAY: Soft brown silty clay, APL,occasional wet sand layers


becoming grey, trace gravel, no layers

SILT TILL: Very dense grey silt, somegravel, trace sand, damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

364.00

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

363

362

361

360

359

358

357

356

355

354

353

352

10/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

Stick up withJ-Plug

50 mm PlasticRiser

Filter Sand

50 mm SlottedScreen


3.0361.0



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

363.95

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071




PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

363

362

361

10/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

3

2

12

17

19

36

50/125 mm

50/150 mm

Upon completion ofdrilling borehole caved to5.6 m with free water at3.6 m due to seepagefrom above

0.25 362.65

1.8361.1

3.1359.8

4.6358.3

6.1356.8

7.3355.6

TOPSOIL: Dark brown clayey silt, trace,gravel, rootlets, very moistCLAYEY SILT: Soft brown clayey silt, APL,occasional moist to wet sand layers

becoming very stiff, occasional silt layers,moist

CLAYEY SILT TILL: Very stiff brown clayeysilt, trace gravel, DTPL

becoming hard, grey

SILT TILL: Very dense grey silt, somegravel, trace clay, damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY


GROUND ELEVATION

PLASTIC LIMIT

SA SI&CL


WL

LOCATION


W

D. Brice

362.90

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

362

361

360

359

358

357

356

10/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

GR


>>

>>

1

2

3

4

5

6

7

8

9

10

11

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

4

13

14

14

20

29

50/75 mm

50/125 mm

50/150 mm

69

50/100 mm

Stick up withJ-Plug

50 mm PlasticRiser

Bentonite Seal

50 mm SlottedScreenFilter Sand


0.27 362.88

1.5361.7

4.8358.4

10.7352.5

12.3350.9

TOPSOIL: Dark brown clayey silt, trace,gravel, rootlets, very moistCLAYEY SILT: Stiff brown and greymottled clayey silt, APL

becoming brown, DTPL, occasional moistto wet silt layers


becoming brown


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

363.15

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0363

362

361

360

359

358

357

356

355

354

353

352

351

11/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

>>

>>

Stick up withJ-PlugBentonite Seal


50 mm SlottedScreen


3.0360.2



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

363.20

kh

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071




PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

M. Molodecki

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0363

362

361

11/01/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

9

SS

SS

SS

SS

SS

SS

SS

SS

SS

7

18

30

21

50/125mm

53

76

50/125mm

50/125mm

Stick up withJ-Plug

2" Plastic Riser

Bentonite Seal

Filter Sand

Slotted Screen

Bentonite Backfill

Water Levels:Date Depth(m) Elev.11/10/2013 Dry --05/11/2013 6.29 356.0304/12/2013 6.06 356.26

0.70 361.62

2.1360.2

3.1359.3

4.6357.8

11.0351.4

TOPSOIL: Dark brown clayey silt, tracegravel, rootlets, moist

SILTY CLAY: Firm to stiff brown silty clay,trace sand, trace gravel, APL, occasionalmoist silt seams

becoming very stiff, DTPL, no seams

CLAYEY SILT TILL: Very stiff grey clayeysilt, trace sand, trace gravel, DTPL

becoming hard

BOREHOLE TERMINATED AT 11.0 mDUE TO REFUSAL ON PROBABLEBOULDER

(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

362.32

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

362

361

360

359

358

357

356

355

354

353

352

11/10/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

LOG OF BOREHOLE REV. 08/2012 PETOMAC.GDT 2014 01 17

>>

>>

>>

Stick up withJ-Plug

Bentonite Seal50 mm PlasticRiser

Filter Sand

50 mm SlottedScreen

Water Levels:Date Depth(m) Elev.11/10/2013 Dry --05/11/2013 Dry --04/12/2013 2.80 359.52

(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

362.32

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

362

361

360

11/11/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

SS

SS

SS

SS

SS

SS

SS

17

10

10

17

69

51

50/75mm

Stick up

Bentonite

Filter Sand

Slotted Screen

Bentonite Backfill


0.63 364.50

3.1362.1

4.6360.6

7.8357.4


SILTY CLAY: Stiff brown silty clay, tracegravel, trace sand, DTPL-APL, occasionalsilt layers, wet

CLAYEY SILT TILL: Very stiff grey clayeysilt, trace gravel, trace sand, DTPL

becoming hard


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

365.13

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0365

364

363

362

361

360

359

358

10/10/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

4.6360.6

STRAIGHT AUGER TO REFUSAL


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY


GROUND ELEVATION

PLASTIC LIMIT

SA SI&CL


WL

LOCATION


W

D. Brice

365.13

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0365

364

363

362

361

10/10/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

GR


1

2

3

4

5

6

SS

SS

SS

SS

SS

SS

9

18

29

66

50/75mm

50/75mm

Stick up

Bentonite

Filter Sand

Slotted Screen


0.63 364.62

2.3363.0

3.1362.2

6.1359.2


SILTY CLAY: Stiff brown and grey mottledsilty clay, trace sand, APL, occasional siltlayers, moist


CLAYEY SILT TILL: Hard grey clayey silt,trace sand, DTPL


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

365.25

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0365

364

363

362

361

360

10/10/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

Stick up withJ-Plug


Filter Sand

50 mm SlottedScreen


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

365.20

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0365

364

363

10/10/2013 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

9

10

11

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

4

16

20

50/100mm

85/300mm

50/125mm

50/125mm

50/100mm

89/300mm

77/250mm

40/125mm

Stick up withJ-Plug

Bentonite Seal

Native Backfill

50 mm PlasticRiser

Bentonite Seal

Filter Sand

Slotted Screen

Water Levels:Date Depth(m) Elev.02/21/2014 13.40 350.8502/28/2014 13.65 350.6003/25/2014 Dry --

0.70 363.55

1.5362.8

3.1361.2

7.6356.7

9.2355.1

12.2352.1

14.0350.3

TOPSOIL: Dark brown clayey silt, tracesand, frozen-moist

SILTY CLAY: Firm mottled brown and greysilty clay, some sand, APL, occasionalsand seams, wet

becoming very stiff, brown to dark brown,DTPL

SILT TILL: Very dense brown silt, somesand, trace to some gravel, trace clay,damp, occasional cobbles, occasionalsand seams, wet

becoming grey, moist, no seams

becoming damp

becoming brown/rust coloured, occasionalsand layers, damp to moist


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

364.25

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0364

363

362

361

360

359

358

357

356

355

354

353

352

351

2/21/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

>>

>>

>>

>>

>>

>>

Stick up withJ-Plug

Bentonite Seal

50 mm PlasticRiser

Filter SandSlotted Screen


3.1361.2

Refer to Log of Borehole 15 for stratigraphydata


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

364.25

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0364

363

362

2/21/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

8

9

10

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

4

8

10

39

50/125mm

50/75mm

50/75mm

50/125mm

90/250mm

53

Stick up withJ-PlugBentonite Seal

Native Backfill

50 mm PlasticRiser

Bentonite Seal

Filter Sand

Slotted Screen


0.60 360.60

2.3358.9

3.1358.2

4.6356.6

6.1355.1

7.6353.6

12.7348.6

TOPSOIL: Dark brown clayey silt, tracesand, frozen

SILTY CLAY: Firm brown silty clay, tracesand, DTPL, occasional silt layers

becoming stiff

becoming hard

SILT TILL: Very dense brown silt, somesand, trace to some gravel, damp

becoming grey

becoming brown, occasionalcobbles/boulders


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

361.20

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0361

360

359

358

357

356

355

354

353

352

351

350

349

2/24/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

>>

>>

>>

Stick up withJ-Plug

Bentonite Seal

50 mm PlasticRiser



3.1358.2



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

361.20

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0361

360

359

2/24/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

SS

SS

SS

SS

SS

SS

SS

6

33

35

34

44

50/125mm

50/150mm

Upon completion ofdrilling borehole open withno free water.

0.50 361.90

1.5360.9

3.8358.6

7.8354.6

TOPSOIL: Dark brown clayey silt, tracesand, trace gravel, frozenSILTY CLAY: Firm brown and grey mottledclayey silt, trace gravel, trace sand, APL

becoming hard, brown, DTPL, occasionalsilt layers/zones

SILT TILL: Very dense grey to dark greysilt, some sand, trace gravel, trace clay,damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY


GROUND ELEVATION

PLASTIC LIMIT

SA SI&CL


WL

LOCATION


W

D. Brice

362.40

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

362

361

360

359

358

357

356

355

2/20/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

GR


>>

>>

1

2

3

4

5

6

7

SS

SS

SS

SS

SS

SS

SS

24

30

36

35

70

98/250mm

50/25mm Upon completion ofdrilling, borehole openwith no free water.

0.27 362.58

2.3360.6

4.8358.1

7.7355.2

TOPSOIL: Dark brown clayey silt, tracesand, trace gravel, frozenSILTY CLAY: Very stiff brown silty clay,trace gravel, DTPL

becoming hard, dark brown

SILT TILL: Very dense grey silt, somesand, trace gravel, trace clay, damp,occasional cobbles/boulders


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY


GROUND ELEVATION

PLASTIC LIMIT

SA SI&CL


WL

LOCATION


W

D. Brice

362.85

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

362

361

360

359

358

357

356

2/20/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

GR


>>

>>

1

2

3

4

5

6

7

8

9

10

SS

SS

SS

SS

SS

SS

SS

SS

SS

SS

18

16

77

50/125mm

50/75mm

50/150mm

94/250mm

50/150mm

50/125mm

86

Stick up withJ-Plug

50 mm PlasticRiser

Native Backfill

Bentonite Seal

Filter Sand

Slotted Screen


0.64 361.76

2.4360.0

10.7351.7

12.7349.8

TOPSOIL: Dark brown clayey silt, tracesand, trace gravel, frozen

SILTY CLAY: Very stiff brown silty clay,trace gravel, DTPL-APL

SILT TILL: Very dense brown silt, somesand, trace gravel, occasional sandlayers/seams, damp

becoming grey


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

362.40

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

362

361

360

359

358

357

356

355

354

353

352

351

350

2/20/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

>>

>>

>>

>>

Stick up withJ-Plug

Bentonite Seal

50 mm PlasticRiser



3.1359.3



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

362.35

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

362

361

360

2/21/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

SS

SS

SS

SS

SS

SS

SS

5

14

67

50/25mm

83

50/150mm

50/50mm

Stick up withJ-Plug

Native Backfill

Bentonite Seal

50 mm PlasticRiser

Filter Sand

Slotted Screen

Water Levels:Date Depth(m) Elev.02/19/2014 Dry --02/28/2014 Dry --03/25/2014 Dry --

0.40 359.60

1.6358.5

2.4357.6

7.7352.3

TOPSOIL: Dark brown clayey silt, tracesand, trace gravel, frozenSILTY CLAY: Firm silty clay, trace gravel,APL

becoming stiff, DTPL

SILT TILL: Very dense brown silt, somesand, trace gravel, occasional cobbles,damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

360.00

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

359

358

357

356

355

354

353

2/19/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

>>

>>

Stick up withJ-Plug

Bentonite Seal

50 mm PlasticRiser



3.1356.9



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

359.95

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

359

358

357

2/19/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


1

2

3

4

5

6

7

SS

SS

SS

SS

SS

SS

SS

10

72/225mm

80/200mm

79

50/150mm

50/50mm

83/275mm

Upon completion ofdrilling, borehole openwith no free water.

0.39 358.21

1.5357.1

8.1350.6

TOPSOIL: Dark brown clayey silt, tracesand, frozen to moistSILTY CLAY: Stiff brown and grey mottledsilty clay, some sand, trace gravel,APL-DTPL

SILT TILL: Very dense brown silt, somesand, trace to some gravel, damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY


GROUND ELEVATION

PLASTIC LIMIT

SA SI&CL


WL

LOCATION


W

D. Brice

358.60

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

358

357

356

355

354

353

352

351

2/20/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP

GR


>>

>>

>>

>>

>>

1

2

3

4

5

6

7

8

SS

SS

SS

SS

SS

SS

SS

SS

4

6

61

79

56

88/275mm

63

68

Stick up withJ-Plug

Native Backfill


Filter Sand

Slotted Screen


0.75 358.80

1.6358.0

8.1351.5

TOPSOIL: Dark brown clayey silt, tracesand, trace gravel, frozen

SILTY CLAY: Firm brown silty clay, somesand, APL

SILT TILL: Very dense brown silt, somesand, trace gravel, damp


(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

359.55

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

359

358

357

356

355

354

353

352

2/18/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


>>

Stick up withJ-Plug

Bentonite Seal

50 mm PlasticRiser



3.1356.5



(kPa)

kN/m3

UN

IT W

EIG

HT

LE

GE

ND

LIQUID LIMIT

NU

MB

ER

CHECKED BY

GROUND ELEVATION

PLASTIC LIMIT


WL

LOCATION


W

D. Brice

359.50

KH

BORING DATE:


POCKET PENETROMETER

POCKET TORVANE

LAB SHEAR TEST

12KF071



PML REF.:

BL

OW

S/0

.3m

N -

VA

LU

ES


10 20 30

NU

MB

ER

SOIL PROFILE

20 40 60 80

TECHNICIAN

DESCRIPTIONDEPTH

in

METRES

NOTES:

K. Hanes

PROJECT

GROUND WATER

OBSERVATIONS

AND REMARKS

LE

GE

ND

SAMPLES

TY

PE WP

WATER CONTENT

50 100 150 200

0.0

359

358

357

2/19/2014 ENGINEER

1.0

2.0

3.0

4.0

5.0

6.0

7.0

8.0

9.0

10.0

11.0

12.0

13.0

14.0

15.0

16.0

17.0

BLOWS/0.3M

BORING METHOD


W

WL


GROUND ELEVATION

TY

PE

SHEAR STRENGTH Cu



BL

OW

S/0

.3m

N -

VA

LU

ES

EL

EV

AT

ION

SC

AL

E

WP


200 m120 m 160 m80 m40 m

SCALE

0 m

SO

UT

H P

AR

KW

O

O

D B

LV

D

B

U

TT

ER

N

U

T P

LA

C

E

BU

RL

W

OO

D D

RIV

E

(L

IS

TO

W

E

L R

O

A

D

)

W

H

IP

PO

O

R

W

IL

L D

R

IV

E

H

IG

H

W

A

Y

86

A

R

TH

U

R

S

TR

EE

T

N

IG

H

TH

A

W

K

L

A

N

E

ST

RE

ET

'A'

ST

RE

ET

'B'

ST

RE

ET

'C

'

TO

W

N

H

O

U

SE

S

B

LO

C

K

98

TO

W

N

H

O

U

SE

S

B

LO

C

K

99

TO

W

N

H

O

U

SE

S

B

LO

C

K

100

TO

W

NH

O

US

ES

BL

O

CK

101

TO

W

N

H

O

U

SE

S

B

LO

C

K

102

TO

W

N

H

O

U

SE

S

BL

O

CK

103

TO

W

N

H

O

U

SE

S

B

LO

C

K

97

PA

RK

B

LO

C

K

104

5.3

54h

a

ST

O

RM

W

AT

ER

M

AN

AG

EM

EN

T

B

LO

C

K

106

1.2

48h

a

ST

RE

ET

'A'

SO

UT

H P

AR

KW

O

O

D B

O

UL

EV

AR

D

ST

RE

ET

'D'

ST

R

EE

T 'C

'

ST

R

EE

T 'B

'

ST

RE

ET

'F

'

ST

RE

ET

'A

'

BH 14

EL. 365.25

BH 14A

EL. 365.20

BH 13A

EL. 365.13

BH 12

EL. 362.32

BH 12A

EL. 362.32

BH 9

EL. 364.00

BH 8

EL. 365.20

BH 1

EL. 363.75

BH 16A

EL. 361.20

BH 20A

EL. 359.95

BH 20

EL. 360.00

BH 22A

EL. 359.50

BH 8A

EL. 365.25

BH 22

EL. 359.55

BH 19

EL. 362.40

BH 19A

EL. 362.35

BH 6A

EL. 366.60

BH 11A

EL. 363.95

BH 16

EL. 361.20

BH 7

EL. 366.10

BH 2A

EL. 365.25

BH 15

EL. 364.25

BH 21

EL. 358.60

BH 15A

EL. 364.25

BH 2

EL. 365.30

BH 3

EL. 364.90

BH 10

EL. 362.90

BH 13

EL. 365.13

BH 18

EL. 362.85

BH 17

EL. 362.40

TBM 3

TBM 2

TBM 1

N

DRAWN

CHECKED

APPROVED

DATE SCALE PML REF. DWG. NO.D. BRICE

K. HANES

R. AGAHZADEH

APRIL 2014 AS SHOWN 12KF071

REPORT 4

DRAWING 1

BIRDLAND DEVELOPMENTS LTD. c/o WALTERFEDY

GEOTECHNICAL SITE ASSESSMENT FOR SOUTHWOOD 3 AND

SOUTHWOOD 4 RESIDENTIAL SUBDIVISION

1143 LISTOWEL ROAD, ELMIRA, ONTARIO

BOREHOLE AND MONITORING WELL LOCATION PLAN

LEGEND:

PROPOSED SOUTHWOOD 4

REFERENCE:

BOREHOLE LOCATION PLAN REPRODUCED FROM DRAWING SUPPLIED BY CLIENT.

NOTE:

THE INFERRED STRATIGRAPHY REFERRED TO IN THE REPORT IS BASED ON THE DATA FROM THESE BOREHOLES SUPPLEMENTED BY GEOLOGICAL

EVIDENCE. THE ACTUAL STRATIGRAPHY BETWEEN THE BOREHOLES MAY VARY.

SOUTHWOOD 3 MONITORING WELL LOCATION

BOREHOLE LOCATION

PROPOSED SOUTHWOOD 3 STORM WATER POND

ZONE 1

ZONE 2

ZONE 3

KEY PLAN

TEMPORARY BENCHMARK 1 (TBM 1)

TOP OF PIPE AT BH/MW 9

EL. 365.25 (METRIC, GEODETIC)


TOP OF PIPE AT BH/MW 11



IRON BAR AT SOUTH WEST CORNER OF PROPERTY



APPENDIX A

ENGINEERED FILL

ENGINEERED FILL

Appendix A, Page 1 of 4

Revised 2007-08

The information presented in this appendix is intended for general guidance only. Site specific conditions and prevailing weather may require modification of compaction standards, backfill type or procedures. Each site must be discussed, and procedures agreed with Peto MacCallum Ltd. prior to the start of the earthworks and must be subject to ongoing review during construction. This appendix is not intended to apply to embankments. Steeply sloping ravine residential lots require special consideration.

For fill to be classified as engineered fill suitable for supporting structural loads, a number of conditions must be satisfied, including but not necessarily limited to the following:

1. Purpose

The site specific purpose of the engineered fill must be recognized. In advance of construction, all parties should discuss the project and its requirements and agree on an appropriate set of standards and procedures.

2. Minimum Extent

The engineered fill envelope must extend beyond the footprint of the structure to be supported. The minimum extent of the envelope should be defined from a geotechnical perspective by:

• at founding level, extend a minimum 1.0 m beyond the outer edge of the foundations, greater if adequate layout has not yet been completed as noted below; and

• extend downward and outward at a slope no greater than 45° to meet the subgrade

All fill within the envelope established above must meet the requirements of engineered fill in order to support the structure safely. Other considerations such as survey control, or construction methods may require an envelope that is larger, as noted in the following sections.

Once the minimum envelope has been established, structures must not be moved or extended without consultation with Peto MacCallum Ltd. Similarly, Peto MacCallum Ltd. should be consulted prior to any excavation within the minimum envelope.

3. Survey Control

Accurate survey control is essential to the success of an engineered fill project. The boundaries of the engineered fill must be laid out by a surveyor in consultation with engineering staff from Peto MacCallum Ltd. Careful consideration of the maximum building envelope is required.

During construction it is necessary to have a qualified surveyor provide total station control on the three dimensional extent of filling.

ENGINEERED FILL


Revised 2007-08

4. Subsurface Preparation

Prior to placement of fill, the subgrade must be prepared to the satisfaction of Peto MacCallum Ltd. All deleterious material must be removed and in some cases, excavation of native mineral soils may be required.

Particular attention must be paid to wet subgrades and possible additional measures required to achieve sufficient compaction. Where fill is placed against a slope, benching may be necessary and natural drainage paths must not be blocked.

5. Suitable Fill Materials

All material to be used as fill must be approved by Peto MacCallum Ltd. Such approval will be influenced by many factors and must be site and project specific. External fill sources must be sampled, tested and approved prior to material being hauled to site.

6. Test Section

In advance of the start of construction of the engineered fill pad, the Contractor should conduct a test section. The compaction criterion will be assessed in consultation with Peto MacCallum Ltd. for the various fill material types using different lift thicknesses and number of passes for the compaction equipment proposed by the Contractor.

Additional test sections may be required throughout the course of the project to reflect changes in fill sources, natural moisture content of the material and weather conditions.

The Contractor should be particularly aware of changes in the moisture content of fill material. Site review by Peto MacCallum Ltd. is required to ensure the desired lift thickness is maintained and that each lift is systematically compacted, tested and approved before a subsequent lift is commenced.

7. Inspection and Testing

Uniform, thorough compaction is crucial to the performance of the engineered fill and the supported structure. Hence, all subgrade preparation, filling and compacting must be carried out under the full time inspection by Peto MacCallum Ltd.

All founding surfaces for all buildings and residential dwellings or any part thereof (including but not limited to footings and floor slabs) on structural fill or native soils must be inspected and approved by PML engineering personnel prior to placement of the base/subbase granular material and/or concrete. The purpose of the inspection is to ensure the subgrade soils are capable of supporting the building/house foundation and floor slab loads and to confirm the building/house envelope does not extend beyond the limits of any structural fill pads.

ENGINEERED FILL


Revised 2007-08

8. Protection of Fill

Fill is generally more susceptible to the effects of weather than natural soil. Fill placed and approved to the level at which structural support is required must be protected from excessive wetting, drying, erosion or freezing. Where adequate protection has not been provided, it may be necessary to provide deeper footings or to strip and recompact some of the fill.

9. Construction Delay Time Considerations

The integrity of the fill pad can deteriorate due to the harsh effects of our Canadian weather. Hence, particular care must be taken if the fill pad is constructed over a long time period.

It is necessary therefore, that all fill sources are tested to ensure the material compactability prior to the soil arriving at site. When there has been a lengthy delay between construction periods of the fill pad, it is necessary to conduct subgrade proof rolling, test pits or boreholes to verify the adequacy of the exposed subgrade to accept new fill material.

When the fill pad will be constructed over a lengthy period of time, a field survey should be completed at the end of each construction season to verify the areal extent and the level at which the compacted fill has been brought up to, tested and approved.

In the following spring, subexcavation may be necessary if the fill pad has been softened attributable to ponded surface water or freeze/thaw cycles.

A new survey is required at the beginning of the next construction season to verify that random dumping and/or spreading of fill has not been carried out at the site.

10. Approved Fill Pad Surveillance

It should be appreciated that once the fill pad has been brought to final grade and documented by field survey, there must be ongoing surveillance to ensure that the integrity of the fill pad is not threatened.

Grading operations adjacent to fill pads can often take place several months or years after completion of the fill pad.

It is imperative that all site management and supervision staff, the staff of Contractors and earthwork operators be fully aware of the boundaries of all approved engineered fill pads.

Excavation into an approved engineered fill pad should never be contemplated without the full knowledge, approval and documentation by the geotechnical consultant.

If the fill pad is knowingly built several years in advance of ultimate construction, the areal limits of the fill pad should be substantially overbuilt laterally to allow for changes in possible structure location and elevation and other earthwork operations and competing interests on the site. The overbuilt distance required is project and/or site specified.

ENGINEERED FILL


Revised 2007-08

Iron bars should be placed at the corner/intermediate points of the fill pad as a permanent record of the approved limits of the work for record keeping purposes.

11. Unusual Working Conditions

Construction of fill pads may at times take place at night and/or during periods of freezing weather conditions because of the requirements of the project schedule. It should be appreciated therefore, that both situations present more difficult working conditions. The Owner, Contractor, Design Consultant and Geotechnical Engineer must be willing to work together to revise site construction procedures, enhance field testing and surveillance, and incorporate design modifications as necessary to suit site conditions.

When working at night there must be sufficient artificial light to properly illuminate the fill pad and borrow areas.

Placement of material to form an engineered fill pad during winter and freezing temperatures has its own special conditions that must be addressed. It is imperative that each day prior to placement of new fill, the exposed subgrade must be inspected and any overnight snow or frozen material removed. Particular attention should be given to the borrow source inspection to ensure only nonfrozen fill is brought to the site.

The Contractor must continually assess the work program and have the necessary spreading and compacting equipment to ensure that densification of the fill material takes place in a minimum amount of time. Changes may be required to the spreading methods, lift thickness, and compaction techniques to ensure the desired compaction is achieved uniformly throughout each fill lift.

The Contractor should adequately protect the subgrade at the end of each shift to minimize frost penetration overnight. Since water cannot be added to the fill material to facilitate compaction, it is imperative that densification of the fill be achieved by additional compaction effort and an appropriate reduced lift thickness. Once the fill pad has been completed, it must be properly protected from freezing temperatures and ponding of water during the spring thaw period.

If the pad is unusually thick or if the fill thickness varies dramatically across the width or length of the fill pad, Peto MacCallum Ltd. should be consulted for additional recommendations. In this case, alternative special provisions may be recommended, such as providing a surcharge preload for a limited time or increase the degree of compaction of the fill.

Documents

GEOTECHNICAL INVESTIGATION SOUTHWOOD 3 · PDF filesuitability of native soils for reuse as backfill, ... When the project ... silty clay and / or a major glacial till deposit of clayey