13fs-32wp addendum 1 - toronto...the slug testing data collected was analyzed to determine the...
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Michael Pacholok Director
Purchasing and Materials Management Division City Hall, 18th Floor, West Tower 100 Queen Street West Toronto, Ontario M5H 2N2
Victor Tryl Manager Professional Services
November 19, 2013 Posted in PDF (61 Pages)
ADDENDUM NO. 1 REQUEST FOR TENDER NO. 285-2013
CONTRACT NO. 13FS-32WP SEWER IMPROVEMENTS AND WATERMAIN RELOCATION ON ROWNTREE AVE, ROSETHORN AVE, SILVERTHORN AVE, BLACKTHORN AVE, HILLARY AVE, AND
OLD WESTON ROAD CLOSING: 12:00 NOON (LOCAL TORONTO TIME), DECEMBER 2, 2013 (REVISED)
Please refer to the above Request for Tender (RFT) document in your possession and be advised of the following: I. REVISED CLOSING DATE The closing date has been extended from November 27, 2013 to December 2, 2013. II. QUESTIONS AND ANSWERS Q1. Please confirm when we can expect a copy of the Hydrogeological Investigation Report
as this was not part of the soils report, and is required prior to bid submission. A1. The Hydrogeological Investigation report is attached as a pdf to Addendum No. 1. Q2. We would appreciate consideration for an extension of one (1) week beyond the current
closing date of November 27th, 2013 at 12 noon for this contract. A2. An extension has been provided. Please see revised closing date in Addendum Item I. Should you have any questions regarding this addendum contact Allison Phillips at (416) 397-4825 or [email protected] . Please attach this addendum to your RFT document and be governed accordingly. Tenderers are to acknowledge receipt of all addenda in their Tender in the space provided on the Tender Cover Page as per Section 1 – Tender Process Terms and Conditions, item 8 of the RFT document. All other aspects of the RFT remain the same. Victor Tryl, P. Eng. Manager Professional Services 1 of 61
PRELIMINARY HYDROGEOLOGICAL INVESTIGATIONBASEMENT FLOODING PROTECTION PROGRAM
ASSIGNMENT 03-02 (OLD WESTON)TORONTO, ONTARIO
Submitted to:
CH2M HILL CANADA LIMITEDSuite #400
245 Consumers RoadToronto, Ontario, M2J 1R3
Canada
Submitted by:
AMEC Environment & Infrastructure,a Division of AMEC Americas Limited
104 Crockford BoulevardScarborough, Ontario, M1R 3C3
Canada
23 August 2013
AMEC Reference No.: TT133032
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TABLE OF CONTENTS
1.0 INTRODUCTION ......................................................................................................................... 1
2.0 SCOPE OF WORK ........................................................................................................................ 2
3.0 METHODOLOGY......................................................................................................................... 23.1 Subsurface Soil Sampling and Testing.......................................................................... 23.2 Groundwater Monitoring ............................................................................................... 33.3 Groundwater Testing (Slug Testing)............................................................................. 3
4.0 RESULTS OF DESKTOP DATA REVIEW................................................................................. 44.1 Site Description ................................................................................................................ 44.2 Topography ...................................................................................................................... 44.3 Overburden Geology....................................................................................................... 54.4 Bedrock Geology.............................................................................................................. 54.5 Geotechnical Investigation Findings............................................................................. 54.6 Groundwater Movement and Hydrogeology.............................................................. 64.7 Surface Water Features.................................................................................................... 6
5.0 ANALYSIS AND DISCUSSION ................................................................................................. 65.1 Estimated Hydraulic Conductivity ............................................................................... 65.2 Estimated Dewatering Rate ............................................................................................ 7
6.0 CONCLUSIONS AND RECOMMENDATIONS ..................................................................... 96.1 Recommendations ......................................................................................................... 10
7.0 CLOSURE..................................................................................................................................... 11
8.0 REFERENCES.............................................................................................................................. 12
FIGURESFigure 1 Site LocationFigure 2 Borehole Location Plan
TABLESTable 1 Borehole DetailsTable 2 Groundwater ElevationsTable 3 Estimated Hydraulic Conductivity ValuesTable 4 Estimated Dewatering Rates
APPENDICESAppendix A Borehole LogsAppendix B Slug Test ResultsAppendix C Report Limitations
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1.0 INTRODUCTION
AMEC Environment & Infrastructure, a Division of AMEC Americas Limited (AMEC)was retained by CH2M HILL Canada Limited (CH2M HILL) to conduct a preliminaryhydrogeological investigation for proposed water main and sewer upgrades that arepart of the Basement Flooding Protection Program for the area designated asAssignment 03-02 (Old Weston) in the City of Toronto, Ontario. Assignment 03-02 (OldWeston) consists of sections of sever residential streets, including Blackthorn Avenue,Hillary Avenue, Old Weston Road, Rowntree Avenue, Rosethorn Avenue, andSilverthorn Avenue. The location of the site is shown in Figure 1.
This Basement Flooding Protection Program involves the installation and/orreplacement of concrete storm sewers, storm culverts, sanitary and watermain pipes,and associated manholes in Assignment 03-02. Based on 25% construction drawings(dated February 2013), provided by CH2M HILL, the proposed construction will consistof approximately 1,068 m of pipes. The proposed maximum depth of excavationrequired to complete the construction is understood to be up to 6.0 m. In order toinstall these pipes, trench excavations will be required and according to informationprovided by CH2M HILL, each trench excavation will not exceed dimensions of 15 m inlength and 2 m in width.
Authorization to proceed with this investigation was received from Ms. Joanna Liu ofCH2M HILL Canada Limited. The work carried out for this investigation wascompleted in accordance with Purchase Order No. 605499 Rev. 4 and AMEC’s proposal(Proposal No. TT123027H), dated 27 February 2013.
A geotechnical investigation has been completed at the site and the geotechnicalinvestigation determined that the water table at this site is high and that dewatering isrequired in order to complete the required excavations and construction. The details ofthe geotechnical investigation are included in the report titled “GeotechnicalInvestigation Report, Basement Flooding Protection Program (Phase 2), Area 3-02 (OldWeston), Toronto, Ontario” prepared by AMEC (AMEC Reference Number TT133029)and submitted 19 July 2013.
A preliminary hydrogeological investigation has been completed to evaluate whetherthere is a need to apply to the Ontario Ministry of the Environment (MOE) to obtain a
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Permit To Take Water (PTTW). A PTTW would be required if it was determined thatthe dewatering necessary in order to complete the excavation and construction wouldreach or exceed a daily volume of 50,000 L/day. The objectives, methodologyemployed, investigation results and assessments, and recommendations are provided inthe following report sections.
2.0 SCOPE OF WORK
The preliminary hydrogeological investigation was conducted following the completionof the geotechnical investigation, but the drilling and construction of the monitoringwells was completed as part of the geotechnical investigation. The preliminaryhydrogeological investigation consisted of the following tasks:
Review of drawings provided by CH2M HILL. Review of the geotechnical investigation completed for the site. Review of published geological and hydrogeological mapping for the site. Collect water level measurements at each of the constructed monitoring wells to
establish the height of the water table and groundwater flow direction. In-situ slug testing and interpretation of the results in order to determine the
hydraulic conductivity of the soils present at the project site. Estimate the dewatering rates required to obtain the drawdown required to
complete the construction. Provide recommendations on the need for a PTTW based on the interpretation of
the collected field data.
3.0 METHODOLOGY
The fieldwork required for this investigation consisted of three parts. The tasksoutlined in Section 2.0 are discussed in the following sections in more detail.
3.1 Subsurface Soil Sampling and Testing
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The initial drilling of boreholes and construction of monitoring wells in select boreholeswas completed between 22 May and 28 May 2013. A total of 22 boreholes were drilledas part of the geotechnical investigation.
The boreholes were advanced using solid-stem augers, with a truck-mounted powerauger drilling rig, under the supervision of experienced AMEC personnel. Followingthe completion of drilling, free standing groundwater levels were measured in eachborehole. These groundwater levels are recorded on each borehole log.
Of the boreholes drilled, nine (9) of them were constructed as 51 mm (2”) diameter PVCmonitoring wells. The monitoring well screens terminate between 4.0 m and 6.1 mbelow ground surface. The borehole logs for the monitoring wells are included inAppendix A. Details of the monitoring well construction are included in Table 1. Thelocations of the boreholes and monitoring wells are shown in Figure 2.
The remaining boreholes that were not constructed into monitoring wells werebackfilled with bentonite in accordance with the requirements of Regulation 903 underthe Ontario Water Resources Act, 1990.
3.2 Groundwater Monitoring
Groundwater levels were collected in the existing monitoring wells followingcompletion of well construction in May 2013, at the time of well development andaquifer testing in June 2013. The collected groundwater levels and groundwaterelevations are summarized in Table 2.
3.3 Groundwater Testing (Slug Testing)
In-situ slug testing was completed in eight (8) of the constructed monitoring wells inJune 2013. The slug testing consisted of a combination of falling and rising head testing.Falling head slug testing consists of adding a known volume of water quickly into amonitoring well and recording regular measurements of the groundwater level in themonitoring well as it either recovers to equilibrium, or reaches a steady state. Risinghead slug testing consists of removing a known volume of water from the monitoring
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quickly and regular measurements are made of the groundwater level in the monitoringwell as it either recovers to equilibrium, or reaches a steady state.
During the slug tests, groundwater levels at each monitoring well were recorded usinga Solinst Levelogger installed in the monitoring well. Manual water level readings werecollected for corroboration using a Solinst water level tape. Due to the slow recoveryencountered in some of the monitoring wells, the Leveloggers were often left in place inthe monitoring wells for longer than 24 hours to capture the maximum recoverypossible.
The slug testing data collected was analyzed to determine the hydraulic conductivityusing AqteSOLV 4.5 software (by HydroSOLV Inc.). The slug test analysis is discussedin more detailed in Section 5.1 of this report.
These hydraulic conductivity values are then used to estimate the dewatering ratesrequired for completion of the excavations and construction. The dewatering ratecalculations are discussed in more detail in Section 5.2 of this report.
4.0 RESULTS OF DESKTOP DATA REVIEW
4.1 Site Description
The project site consists of sections of several residential streets, including BlackthornAvenue, Hillary Avenue, Old Weston Road, Rowntree Avenue, Rosethorn Avenue,Silverthorn Avenue. The site is situated between Weston Road and Dufferin Street (tothe west and east, respectively) and Eglinton Avenue West and St. Clair Avenue West(to the north and south, respectively). The project site is located in the City of Toronto,Ontario and the general site location is shown in Figure 1.
The area of investigation consists of areas with land use generally consisting ofresidential dwellings, park and recreation areas, and industrial and commercialactivities.
4.2 Topography
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The overall ground surface topography at the project site ranges betweenapproximately 115 and 135 masl. The ground surface locally slopes towards thesouthwest.
4.3 Overburden Geology
The site is situated in an area of predominantly foreshore-basinal deposits of the formerLake Iroquois overlying glacial till units that are stone-poor, carbonate-derived silty tosandy tills. These tills are consistent with the interpreted Newmarket Till formation, asdescribed in Map 2556 (Southern Sheet): ‘Quaternary Geology of Ontario’ prepared bythe Ontario Geological Survey (1991).
4.4 Bedrock Geology
The bedrock in this area consists of Paleozoic Upper Ordovician rocks of the GeorgianBay Formation. This formation consists of layers of shale, limestone, dolostone andsiltstone (Map 2544, Southern Sheet: ‘Bedrock Geology of Ontario’ prepared by Ministryof Northern Development and Mines of Ontario (1991).
Bedrock is not a major consideration for this investigation due to its relative depthcompared to the depth of excavation required.
4.5 Geotechnical Investigation Findings
AMEC’s recent geotechnical investigation for the site, submitted 19 July 2013, indicatedthat the soil profile comprised surficial asphaltic concrete and localized concrete slabs,underlain by fill soils (sand and gravel, silty sand, sandy silt, silty clay, clayey silt,)overlying native deposits consisting of sand, silt / sandy silt / silty sand, and clayey silt/ sandy clayey silt.
Upon completion of the drilling, groundwater was encountered in five (5) of themonitoring wells at depths between 3.0 and 6.1 m (elevations of 115.4 m and 124.7 m,respectively). The groundwater levels measured in the monitoring wells varied from1.7 m to 5.7 m (elevations of 127.4 and 118.1 m, respectively) on 4 June 2013. Anindication of the low hydraulic conductivity of the soil is given where the groundwater
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level on completion of drilling was significantly below surface and has subsequentlyrecovered.
4.6 Groundwater Movement and Hydrogeology
The groundwater table in the project area is expected to be relatively high due tolocalized shallow water in sandy deposits (including sand and sandy silt seams presentin tills and fill material). Groundwater flow follows the local topography, showing aregional flow direction towards the southwest.
4.7 Surface Water Features
The road sections included in Assignment 03-02 are located along residential streets, sothere are no surface water features in the near vicinity of the investigation site. Thenearest surface water feature is Black Creek, located at least 650 m northwest and anunnamed tributary, located at least 600 m southwest of the project site.
5.0 ANALYSIS AND DISCUSSION
Aquifer test software (AqteSOLV 4.5 by HydroSOLVE, Inc.) was used to estimate thehydraulic conductivity for each monitoring well that was slug tested. The software,using the Bouwer-Rice and Dagan methods, incorporates levelogger and manual waterlevel data collected during the slug testing and includes details of the monitoring wellconstruction to estimate the hydraulic conductivity of the screened formations for eachmonitoring well. Groundwater inflow rates were then estimated using the estimatedhydraulic conductivity, measured depth to the water table, and analytical equations.
5.1 Estimated Hydraulic Conductivity
The data collected during each slug test were analyzed and the results are summarizedin Table 3. The slug test results for each monitoring well are shown graphically inAppendix B.
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Slug testing has been completed in eight (8) of the monitoring wells. In two cases, thewells required several hours to recover to their initial condition, indicating that thehydraulic conductivities are low.
The results of the slug tests indicated that the hydraulic conductivity of the material atthe site consists of material is variable, with results ranging between relatively high andrelatively low hydraulic conductivities. This is consistent with the materials recorded inthe borehole logs. The highest hydraulic conductivities were encountered inBH2/MW2, BH5/MW5, and BH8/MW8, all of which are screened, at least partially, insand to silty sand material. Due to the low water level conditions at the site, while therecovery was observed to be relatively quick, the slug test results for BH2/MW2 andBH5/MW5 may accurately represent the materials in which they are screened. AsBH8/MW8 had a more representative result, is located near to BH2/MW2 andBH5/MW5, and is screened in similar geologic materials, the test results fromBH8/MW8 were used in the dewatering calculations in the vicinity of BH2/MW2 andBH5/MW5.
BH10/MW10, BH16/MW16, BH20/MW20, and BH22/MW22 have slower hydraulicconductivities and BH10/MW10 and BH20/MW20 are screened in sandy silt to clayeysilt material, while BH16/MW16 and BH22/MW22 are screened across silty sand tosilty clay fill and sandy clayey silt to clayey silt material.
The lowest hydraulic conductivity result was obtained at BH18/MW18, where themonitoring well is screened across silty sand/sandy silt fill, silty sand, and sandyclayey silt.
It should be noted however, that geologic materials, and fill materials in particular, canvary in characteristics, even over short distances, and some higher and lowerpermeability materials may be present in each of the defined sections.
5.2 Estimated Dewatering Rate
The dewatering rates have been estimated for this site to address the trench excavationsrequired for the pipe installations.
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The amount of groundwater flow into the proposed trench excavations was estimatedusing the following analytical expression (Powers et al., 2007):
LhHxK
rLhHKQ
s
2)(2
2ln
)( 2222
Where: Q = groundwater flow rate (m/s)K = hydraulic conductivity (m/s) – [applied a conservative 3x multiplier
of the original hydraulic conductivity estimated from slug testresults and assumed to apply to the entire length of the trench]
H = water table at L (m above reference elevation) - [measured inmonitoring wells in June 2013]. Given the proximity of thegroundwater level to the ground surface at some monitoring wells,for the purposes of this calculation, the groundwater level has beenconservatively assumed to be present at ground surface, which willaccount for any potential rise associated with seasonal variations(e.g. freshet). For monitoring wells with groundwater levelssignificantly below the ground surface, the calculation has beenperformed with a groundwater level two metres higher than theone measured, to allow for higher groundwater table conditions.
h = groundwater level at excavation (m above reference elevation) – [thereference elevation has been taken as 1 m below the deepest part ofthe excavation based on drawings provided by CH2M HILL (datedFebruary 2013). This assumes that there is no upflow fromgroundwater 1 m below the excavation and is a conservativeassumption for the stratified, relatively low permeabilityoverburden].
rs = trench width (m) – [assumed to be 2.0 m for all trench excavations]x = trench length (m) – [assumed to be 15.0 m for all trench excavations]L = radius of influence (m) – [estimated using Sichart’s Equation:
L=3000(H-h)K1/2]
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Based on CH2M HILL’s proposed excavation dimensions, the soil conditionsencountered in the boreholes, and the results of the in-situ slug tests, the proposedexcavation and construction may require groundwater discharge rates of approximately90,000 L/day for trench excavations based on the conservative assumptions used here.These calculations suggest that a Class 3 PTTW will be required to support theproposed construction.
Additional pumping may be required during heavy precipitation. Given the trenchwidth and length noted above, a 50 mm/day rainfall event will require an additional1,500 L/day of direct water input into the excavation.
Higher inflow rates can be expected under other conditions:
Variations in soil and groundwater conditions in areas between and beyond theboreholes drilled during the geotechnical investigation.
Runoff to the excavation is not controlled and diverted effectively from theexcavation by the contractor.
Initially, loss of storage in the aquifer – this is a temporary response anddewatering rates should fall to expected volumes once equilibrium conditionsare approached. However, it is unlikely that storage release will increase theinflow greater than a factor of two to three.
6.0 CONCLUSIONS AND RECOMMENDATIONS
In-construction and post-construction dewatering is governed by the Water Taking andTransfer Regulation 387/04 of the Ontario Water Resources Act.
In accordance with the above-noted regulatory requirements and in compliance withthe Ministry of the Environment (MOE)’s Permit To Take-Water (PTTW) Manual (April2005), an application is to be filed to the MOE for construction dewatering PTTW, if thedewatering discharge rate is anticipated to be greater than 50,000 L/day.
Based on the proposed excavation opening features and the above estimates, theanticipated dewatering rate is above the PTTW threshold of 50,000 L/day, based on theexcavation extents proposed for the trench openings for the pipe installations. This
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suggests that a Class 3 PTTW and a Phase 2 hydrogeological investigation will berequired for Assignment 03-02 (Old Weston).
6.1 Recommendations
As the estimated dewatering rate calculations presented in this report indicateddewatering rates in excess of 50,000 L/day, AMEC recommends that a Class 3 PTTW beobtained in order to complete the proposed construction. In support of the PTTWapplication, AMEC also recommends that a Detailed Hydrogeological Investigation(Phase 2) be completed.
The estimated dewatering rates do not include surface water runoff from precipitationevents or account for higher inflow rates during periods of high water table and initialreleases from storage, which would increase the inflow rates. In addition, shoulddewatering be concurrently required for various excavations at the same time, allpumping rates from proximal excavations would need to be added together forassessing PTTW requirements, as the resulting dewatering rates may exceed 50,000L/day for all locations.
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7.0 CLOSURE
The information and recommendations contained in this report should be used solelyfor the purpose of a hydrogeological investigation of the subject site.
Should you have any questions about this report, please contact the undersigned.
This report has been prepared by Kimberly Gilder, B.Sc. and reviewed by MartinShepley, P.Geo.
The Report Limitations are an integral part of this report and are included in AppendixC.
Sincerely,AMEC Environment & Infrastructure,a Division of AMEC Americas Limited
Kimberly Gilder, B.Sc. Martin Shepley, D.Phil., P.Geo.Environmental Scientist Senior Hydrogeologist
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8.0 REFERENCES
Barnett, P.J., W.R. Cowan, and A.P. Morgan. 1991. Quaternary geology of Ontario,southern sheet ; Ontario Geological Survey, Map 2556, scale 1 :1,000,000.
Ontario Geological Survey. 1991. Bedrock geology of Ontario, southern sheet ; OntarioGeological Survey, Map 2544, scale 1 :1,000,000.
Ontario Ministry of the Environment, April 2005. Permit To Take Water (PTTW) Manual.Queen’s Printer for Ontario : 45 pp.
Powers, J. Patrick, A.B. Corwin, P.C. Schmall, and W.E. Kaeck. 2007. ConstructionDewatering : New Methods And Applications, 3rd Edition. John Wiley & Sons Inc. NewJersey, USA : 656 pp.
Sharpe, D.R. 1980. Quaternary Geology of Toronto and Surrounding Area . OntarioGeological Survey Preliminary Map P.2204, Geological Series, scale 1 :100,000.
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FIGURES
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LAVENDER ROAD
ALGARVE CRESCENTTURNBERRY AVENUE
BRAGA GARDENS
REGENTS TREET
GILBERT AVENUE
HILLARY AVENUE KANE AVENUE
HOWICK AVENUE
SCOTT ROAD
HELEN AVENUE
KERSDALE AVENUE
ESTORIL TERRACE
ROCKWELL AVENUE
ROWNTREE AVENUE
KENO
RACR
ESCENTFAILSWORTH AVENUE
TOWNSLEY STREET
BRONOCO AVENUE
WATT AVENUE
DUNRAVEN DRIVE
AILEEN AVENUE
TERCEIRA C I RCLE
CHAMBERS AVENUE
ROSETHORN AVENUE
UNION STREET
ALESS IA
C IRCLE
PRESCOTTAVENUE
BLACKTHORN AVENUE
ROGERS ROAD
R OGERS ROAD
DONALD AVENUE
ROGERS ROAD
ROGERS ROAD
ROGERS ROAD
ROGERS ROAD
SILVERTHORN AVENUE
SILVERTHORN AVENUE
ROGERS ROAD
ROGERS ROAD
WESTON ROAD
ROGERS ROAD
OLD WESTON ROAD
KEELE STREET
623256
623256
623562
623562
623868
623868
4837
216
4837
216
4837
522
4837
522
4837
828
4837
828
0 40 80 120 160Meters
Figure 1Site Location
HYDROGEOLOGICAL INVESTIGATIONOld Weston Road,Toronto, Ontario
L a k eO n t a r i o
403
401
409401
407
407KI NG
PI CK ER I NGCA LE DO NRI CH MO ND HI L LMAR KH AM
VAUG HAN
SC AR BO RO UG HBRA MP TO N
NOR T HYO RK
ETO BI CO KE
MI SS I SS AU GA
TOR ONT O
HALT ONHI LLS
E.YO RKYO RK
TOR ONT O
Source: National Topographic Database Canvec Data,030M11 tiles, 1:10 000 nominal scale. Bing Maps, 2012
AMEC Environment & Infrastructurea Division of AMEC Americas Limited505 Woodward Ave.Hamilton, ON L8H 6N6
Conditions encountered in the field may be different from theinterpreted information presented on this figure.
Project # TT133332Date: August 2013Client: CH2M HILL Canada Limited
Drawn by: DFChecked by: KGRevision No.: 1
17 M
ay 20
13 F
:\01-P
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UTM NAD 83Zone 17N
LegendSite LocationRailwayBuildingResidential
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623328
623328
623652
623652
623976
623976
4837
216
4837
216
4837
540
4837
540
4837
864
4837
864
0 40 80 120 160Meters
Figure 2Borehole Location Plan
HYDROGEOLOGICAL INVESTIGATIONOld Weston Road,Toronto, Ontario
L a k eO n t a r i o
403
401
409401
407
407KI NG
PI CK ER I NGCA LE DO NRI CH MO ND HI L LMAR KH AM
VAUG HAN
SC AR BO RO UG HBRA MP TO N
NOR T HYO RK
ETO BI CO KE
MI SS I SS AU GA
TOR ONT O
HALT ONHI LLS
E.YO RKYO RK
TOR ONT O
Source: National Topographic Database Canvec Data,030M11 tiles, 1:10 000 nominal scale. Bing Maps, 2012
AMEC Environment & Infrastructurea Division of AMEC Americas Limited505 Woodward Ave.Hamilton, ON L8H 6N6
Conditions encountered in the field may be different from theinterpreted information presented on this figure.
Project # TT133332Date: August 2013Client: CH2M HILL Canada Limited
Drawn by: DFChecked by: KGRevision No.: 1
21 M
ay 20
13 F
:\01-P
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UTM NAD 83Zone 17N
LegendBoreholeMonitoring Well
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TABLES
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Table 1: Borehole Construction DetailsMonitoring
WellDesignation
Monitoring WellLocation
Geodetic GroundSurface Elevation
(masl)
Borehole Depth(mbgs) Screened Formation
BH2/MW2 Hillary Avenue 118.4 5.0 1.5 - 4.6 silty sand fill; sandBH5/MW5 Old Weston Road 123.8 6.6 3.1 - 6.1 silty sand; clayey siltBH8/MW8 123.0 5.0 1.5 - 4.6 clayey silt fill; clayey silt; silty sand
BH10/MW10 124.0 6.6 3.0 - 6.1 sandy siltBH14/MW14 128.1 6.6 3.0 - 6.1 sandy clayey siltBH16/MW16 Rosethorn Avenue 123.4 5.0 1.5 - 4.6 silty clay fill; sandy clayey silt
BH18/MW18 Silverthorn Avenue 125.9 6.6 1.5 - 4.6 silty sand/sandy silt fill; silty sand; sandyclayey silt
BH20/MW20 130.8 8.1 3.0 - 6.1 clayey silt
BH22/MW22 129.1 4.4 1.0 - 4.0 silty sand fill; silty clay/clayey silt fill; clayeysilt
Notes:m = metresmbgs = metres below ground surface
ScreenedInterval(mbgs)
masl = metres above sea level
Rowntree Avenue
Blackthorn Avenue
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Table 2: Groundwater Elevations
18-May-13(1) 22-May-13(1) 23-May-13(1) 24-May-13(1) 27-May-13(1) 28-May-13(1) 04-Jun-13 05-Jun-13 21-Jun-13 24-Jun-13
BH2/MW2 Hillary Avenue 118.4 115.4 115.7 115.7 115.8
BH5/MW5 Old WestonRoad
123.8 118.3 118.1 118.6 118.6
BH8/MW8 123.0 dry 118.7 118.9BH10/MW10 124.0 119.6 119.9 120.1BH14/MW14 128.1 dry 125.5 125.5
BH16/MW16 RosethornAvenue
123.4 dry 122.2 122.3
BH18/MW18 SilverthornAvenue
125.9 dry 122.9 124.2
BH20/MW20 130.8 124.7 128.8 128.7 128.6BH22/MW22 129.1 125.3 127.4 127.6 127.6
Notes:
n/a = Groundwater elevation not available as well had not been constructed yet, did not have sufficientwater to obtain a reading, or well was not accessible due to obstructions (cars parked overtop, etc.).
Monitoring WellLocation
MonitoringWell
Designation
GroundSurface
Elevation(masl)
Groundwater Elevation(masl)
(1) - indicates that water level measured upon completion of drilling.
RowntreeAvenue
BlackthornAvenue
21 of 61
Location Monitoring WellDesignation
Slug TestType
K - EstimatedHydraulic
Conductivity(m/s)
Geometric MeanHydraulic
Conductivity(m/s)
Hillary Avenue BH2/MW2 Falling Head 3.2E-05 3.2E-05Falling Head 7.7E-05Falling Head 7.6E-05
BH8/MW8 Falling Head 1.3E-05 1.3E-05BH10/MW10 Rising Head 2.3E-06 2.3E-06
Rosethorn Avenue BH16/MW16 Rising Head 2.3E-06 2.3E-06Silverthorn Avenue BH18/MW18 Rising Head 4.0E-09 4.0E-09
BH20/MW20 Rising Head 4.4E-06 4.4E-06BH22/MW22 Rising Head 8.3E-07 8.3E-07
Table 3: Estimated Hydraulic Conductivity Values (m/s)
Rowntree Avenue
Blackthorn Avenue
BH5/MW5Old Weston Road 7.6E-05
22 of 61
Table 4: Estimated Dewatering Rates (L/day)
Location
MaximumExcavation
Lengthx (m)
ApproximateExcavation
DepthH (m)
Average Depthto
Groundwaterh (m)
EstimatedHydraulic
Conductivity(m/s)
ConservativeHydraulic
ConductivityK (m/s)
Estimation ofDewatering
RateQ (L/day)
Blackthorn Avenue 15.0 5.8 2.0 4.4E-06 1.3E-05 50,000Hillary Avenue 15.0 5.6 2.6 3.2E-05 9.6E-05 90,000
Old Weston Road 15.0 5.6 5.2 7.6E-05 2.3E-04 28,000Rowntree Avenue 15.0 6.0 3.9 1.3E-05 3.8E-05 58,000Rosethorn Avenue 15.0 4.4 1.1 2.3E-06 6.9E-06 22,500Silverthorn Avenue 15.0 4.0 1.7 4.0E-09 1.2E-08 250
23 of 61
APPENDICES
24 of 61
APPENDIX A
Borehole Logs
25 of 61
AMEC Environment & Infrastructure, www.amec.com a Division of AMEC Americas Limited 104 Crockford Boulevard Scarborough, ON M1R 3C3 Ph: (416) 751-6565 Fax: (416) 751-7592 Revised: October 2011
EXPLANATION OF BOREHOLE LOG This form describes some of the information provided on the borehole logs, which is based primarily on examination of the recovered samples, and the results of the field and laboratory tests. Additional description of the soil/rock encountered is given in the accompanying geotechnical report. GENERAL INFORMATION Project details, borehole number, location coordinates and type of drilling equipment used are given at the top of the borehole log. SOIL LITHOLOGY Elevation and Depth This column gives the elevation and depth of inferred geologic layers. The elevation is referred to the datum shown in the Description column. Lithology Plot This column presents a graphic depiction of the soil and rock stratigraphy encountered within the borehole. Description This column gives a description of the soil stratums, based on visual and tactile examination of the samples augmented with field and laboratory test results. Each stratum is described according to the Modified Unified Soil Classification System. The compactness condition of cohesionless soils (SPT) and the consistency of cohesive soils (undrained shear strength) are defined as follows (Ref. Canadian Foundation Engineering Manual):
* For penetration of less than 0.3 m, N-values are indicated as the number of blows for the penetration achieved (e.g. 50/25: 50 blows for 25 centimeter penetration). Soil Sampling Sample types are abbreviated as follows:
SS Split Spoon TW Thin Wall Open (Pushed) RC Rock Core GS Grab Sample AS Auger Sample TP Thin Wall Piston (Pushed) WS Washed Sample AR Air Return Sample
Additional information provided in this section includes sample numbering, sample recovery and numerical testing results. Field and Laboratory Testing Results of field testing (e.g., SPT, pocket penetrometer, and vane testing) and laboratory testing (e.g., natural moisture content, and limits) executed on the recovered samples are plotted in this section. Instrumentation Installation Instrumentation installations (monitoring wells, piezometers, inclinometers, etc.) are plotted in this section. Water levels, if measured during fieldwork, are also plotted. These water levels may or may not be representative of the static groundwater level depending on the nature of soil stratum where the piezometer tips are located, the time elapsed from installation to reading and other applicable factors. Comments
Compactness of Cohesionless
Soils SPT N-Value*
Very loose 0 to 4 Loose 4 to 10 Compact 10 to 30 Dense 30 to 50 Very Dense > 50
Consistency of Undrained Shear Strength Cohesive Soils kPa
Very soft 0 to 12 Soft 12 to 25 Firm 25 to 50 Stiff 50 to 100
Very stiff 100 to 200 Hard Over 200
26 of 61
GROUP SYMBOL
GW
GP
GM
GC
SW
SP
SM
SC
WL < 50% ML
WL > 50% MH
WL < 30% CL
30% < WL < 50% CI
WL > 50% CH
WL < 50% OL
ED
SO
ILS
(MO
RE
TH
AN
HA
LF B
Y W
EIG
HT
SM
ALL
ER
TH
AN
75
µm)
INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY SANDS OF SLIGHT PLASTICITY
CLASSIFICATION IS BASED UPON PLASTICITY CHART (SEE BELOW)
INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS, FINE SANDY OR SILTY SOILSS
ILTS
BE
LOW
"A" L
INE
N
EG
LIG
IBLE
OR
GA
NIC
C
ON
TEN
T
POORLY GRADED GRAVELS, GRAVEL- SAND MIXTURES, LITTLE OR NO FINES NOT MEETING ABOVE REQUIREMENTS
DIRTY SANDS (WITH SOME OR
MORE FINES)
SILTY SANDS, SAND-SILT MIXTURES ATTERBERG LIMITS BELOW "A" LINE OR P.I MORE THAN 4
CLAYEY SANDS, SAND-CLAY MIXTURES ATTERBERG LIMITS BELOW "A" LINE OR P.I MORE THAN 7
WELL GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES
Cu= D60>4; CC= (D30)2 = 1 to 3
D10 D10 X D60
POORLY GRADED GRAVELS, GRAVEL-SAND MIXTURES, LITTLE OR NO FINES NOT MEETING ABOVE REQUIREMENTS
DIRTY GRAVELS (WITH SOME OR
MORE FINES)
SILTY GRAVELS, GRAVEL-SAND- SILT MIXTURES ATTERBERG LIMITS BELOW "A" LINE OR P.I MORE THAN 4
CLAYEY GRAVELS, GRAVEL-SAND-CLAY MIXTURES ATTERBERG LIMITS BELOW "A" LINE OR P.I MORE THAN 7
Cu= D60 >6; CC= (D30)2 = 1 to 3
D10 D10 X D60
INORGANIC CLAYS OF LOW PLASTICITY, GRAVELLY, SANDY OR SILTY CLAYS, LEAN CLAYS
INORGANIC CLAYS OF MEDIUM PLASTICITY, SILTY CLAYS
INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS
ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY
CO
AR
SE
GR
AIN
ED
SO
ILS
(MO
RE
TH
AN
HA
LF B
Y W
EIG
HT
LAR
GE
R T
HA
N 7
5µm
)
GR
AV
ELS
MO
RE
TH
AN
HA
LF
THE
CO
AR
SE
FR
AC
TIO
N
LAR
GE
R T
HA
N 4
.75m
m
CLEAN GRAVELS
(TRACE OR NO FINES)
WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES, LITTLE OR NO FINES
SA
ND
S M
OR
E T
HA
N H
ALF
TH
E
CO
AR
SE
FR
AC
TIO
N S
MA
LLE
R
THA
N 4
.75m
m
CLEAN SANDS (TRACE OR NO
FINES)
MODIFIED * UNIFIED CLASSIFICATION SYSTEM FOR SOILS *The soil of each stratum is described using the Unified Soil Classification System (Technical Memorandum 36-357
prepared by Waterways Experiment Station, Vicksburg, Mississippi, Corps of Engineers, U.S Army. Vol. 1 March 1953.) modified slightly so that an inorganic clay of "medium plasticity" is recognized.
MAJOR DIVISION TYPICAL DESCRIPTION LABORATORY CLASSIFICATION CRITERIA
CLA
YS
AB
OV
E "A
" LIN
E
NE
GLI
GIB
LE O
RG
AN
IC
CO
NTE
NT
ITS
&
W "A
"
WL > 50% OH
Pt
FRACTION
PASSING RETAINED PERCENT DESCRIPTOR
76 mm 19 mm
FINE 19 mm 4.75 mm
COARSE 4.75 mm 2.00 mm
MEDIUM 2.00 mm 425 µm
FINE 425 µm 75 µm
75 µm
Note 1: Soils are classified and described according to their engineering properties and behaviour. Note 2: The modifying adjectives used to define the actual or estimated percentage range by weight of minor components are consistent with the Canadian Foundation Engineering Manual.
AMEC Environment & Infrastructure, www.amec.coma Division of AMEC Americas Limited 104 Crockford Boulevard Scarborough, ON M1R 3C3 Ph: (416) 751-6565 Fax: (416) 751-7592
GR
AV
EL COARSE
SA
ND
FINES (SILT OR CLAY BASED ON PLASTICITY)
ROUNDED OR SUBROUNDED: COBBLES 76 mm TO 200 mm BOULDERS > 200 mm
OVERSIZED MATERIAL
AND
Y/EY
SOME
TRACE
NOT ROUNDED: ROCK FRAGMENTS > 76 mm
ROCKS > 0.76 CUBIC METRE IN VOLUME
WHENEVER THE NATURE OF THE FINES CONTENT HAS NOT BEEN DETERMINED, IT IS DESIGNATED BY THE LETTER "F",
E.G SF IS A MIXTURE OF SAND WITH SILT OR CLAYORGANIC CLAYS OF HIGH PLASTICITY
HIGH ORGANIC SOILS PEAT AND OTHER HIGHLY ORGANIC SOILS STRONG COLOUR OR ODOUR, AND OFTEN FIBROUS TEXTURE
FIN
E-G
RA
INE
U.S STANDARD SIEVE SIZE
35-50
20-35
10-20
1-10
SOIL COMPONENTS
DEFINING RANGES OF PERCENTAGE BY WEIGHT OF MINOR COMPONENTS
OR
GA
NIC
SL
CLA
YS
BE
LOW
LIN
E
WL = 30
WL = 50
CH
CL CI MH
OL OH
CL-ML ML
0
10
20
30
40
50
60
0 10 20 30 40 50 60 70 80 90 100
Plas
ticity
Inde
x, I P
Liquid Limit, WL
Plasticity Chart for Soil Passing 425 Micron Sieve
'A' LineIP = 0.73 (WL - 20)
27 of 61
89
100
100
100
100
100
100
(14)7412
118.8118.7
116.7
113.4
111.5
0.10.3
2.2
5.6
7.5
1
2
3
4
5
6
7
8
AS
SS
SS
SS
SS
SS
SS
SS
23
34
25
22
29
42
45
about 80 mm ASPHALTabout 200 mm CONCRETE
brownSilty Sand FILL
trace gravelmoist
brown to greySAND
some silt, trace to some gravel, with oxidationlenses
compactmoist
greySANDY SILT
some clay, trace graveldense
wet to moist
End of Borehole
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
27 May 13 27 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 118.9 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH/AH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
118
117
116
115
114
113
112
1
2
3
4
5
6
7
Hillary Avenue (N4837532, E623264)
RECORD OF BOREHOLE No. BH 01
Page: 1 of 1
8
9
6
5
10
16
11
10
Cave in depth after removal of augers: 3.5 m. Groundwater depth on completion of drilling on 27/05/2013 at a depth of: 3.5 m.
28 of 61
67
56
78
100
100
100
(8)7220
118.3
115.5
113.4
0.1
2.9
5.0
wet spoon
1
2
3
4
5
6
SS
SS
SS
SS
SS
SS
8
8
4
5
16
36
about 70 mm ASPHALTbrown
Silty Sand FILLtrace gravel, trace to some clay
moist to wet
brownSAND
some gravel, trace siltcompact to dense
wet to moist
End of Borehole
Monitoring Well Installation Details:(51 mm Dia.)
Asphalt Concrete: 0 - 0.3 m Bentonite: 0.3 - 1.2 m Sand Filter: 1.2-1.5 m Screen: 1.5 - 4.6 m Bentonite: 4.6 - 5.0 m
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
22 May 13 22 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 118.4 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH/AH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
118
117
116
115
114
1
2
3
4
5
Hillary Avenue (N4837555, E623336)
RECORD OF BOREHOLE No. BH 02
Page: 1 of 1
15
17
14
12
15
9
Groundwater depth observed on 04/06/2013 at a depth of: 2.7 m.
Groundwater depth on completion of drilling on 22/05/2013 at a depth of: 3.0 m.
29 of 61
67
33
100
118.2118.0
116.3
0.10.2
2.0
1
2
3
SS
SS
SS
15
12
61
about 120 mm ASPHALTabout 140 mm CONCRETE
dark to greyClayey Silt FILL
some sand, trace gravel
End of BoreholeDue to obstruction after three attempts made
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
22 May 13 22 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 118.3 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
118
117
1
Hillary Avenue. (N4837580, E623360)
RECORD OF BOREHOLE No. BH 03
Page: 1 of 1
10
12
17
No freestanding groundwater measured in open borehole on completion of drilling.
30 of 61
22
83
89
83
89
72
194
200
20 58 202
123.0122.9122.7
121.7
121.0
115.6
0.10.20.4
1.4
2.1
7.5
wet spoon
strong gasoline smell from 4.5 m to7.3 m
1
2
3
4
5
6
7
8
SS
SS
SS
SS
SS
SS
SS
SS
4
15
16
15
16
13
35
36
about 70 mm ASPHALTabout 140 mm CONCRETE
Sand and Gravel FILLgrey
Silty Clay/Clayey Silt FILLsome sand, trace gravel
greySilty Sand FILL
some clay, trace gravelmoist
greyCLAYEY SILT
trace sand to sandy, trace gravel very stiff to hard
End of Borehole
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
23 May 13 23 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 123.1 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
123
122
121
120
119
118
117
116
1
2
3
4
5
6
7
Old Weston Road (N4837660, E623515)
RECORD OF BOREHOLE No. BH 04
Page: 1 of 1
20
15
17
22
16
14
20
11
Cave in depth after removal of augers: 3.7 m.No freestanding groundwater measured in open borehole on completion of drilling.
31 of 61
100
100
100
100
100
100
123.6
123.0
121.6
118.2
117.2
0.1
0.8
2.1
5.6
6.6
1
2
3
4
5
6
7
AS
SS
SS
SS
SS
SS
SS
5
9
20
28
47
20
about 135 mm ASPHALTSand and Gravel FILL
brownSilty Clay FILL
some sand, trace gravel, asphalt pieces
brownSILTY SAND trace gravel
compact to dense
brownCLAYEY SILT
some sand, trace gravelvery stiff
End of Borehole
Monitoring Well Installation Details:(51 mm Dia.)
Asphalt Concrete: 0 - 0.3 m Bentonite: 0.3 - 2.7 m Sand Filter: 2.7-3.1 m Screen: 3.1 - 6.1 m Bentonite: 6.1 - 6.6 m
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
23 May 13 23 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 123.8 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
123
122
121
120
119
118
1
2
3
4
5
6
Old Weston Road (N4837617, E623554)
RECORD OF BOREHOLE No. BH 05
Page: 1 of 1
3
22
21
17
17
17
14
Groundwater depth observed on 04/06/2013 at a depth of: 5.7 m.
Groundwater depth on completion of drilling on 23/05/2013 at a depth of: 5.5 m.
32 of 61
78
89
100
100
100
7 79 14-
122.3122.1
121.6
121.0
120.2
117.4
0.1
0.3
0.8
1.4
2.2
5.0
1
2
3
4
5
6
AS
SS
SS
SS
SS
SS
5
4
5
16
21
about 105 mm ASPHALTabout 205 mm CONCRETE
Sand and Gravel FILL
brown Clayey Silt FILL
some sand, trace gravel, mixed with organics
brownSilty Sand FILL
some clay, trace gravelmoist
greyCLAYEY SILT
trace sandfirm to very stiff
sand seams
End of Borehole
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
23 May 13 23 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 122.4 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
122
121
120
119
118
1
2
3
4
5
Old Weston Road (N4837584, E623593)
RECORD OF BOREHOLE No. BH 06
Page: 1 of 1
8
22
24
18
24
17
Groundwater depth on completion of drilling on 23/05/2013 at a depth of: 4.3 m.
33 of 61
100
100
89
100
100
14 67 19-
123.0
121.8
119.2
118.2
0.2
1.4
4.0
5.0
1
2
3
4
5
6
AS
SS
SS
SS
SS
SS
10
15
15
15
34
about 200 mm ASPHALT
brownSandy Silt FILL
some gravel, trace clay
brownCLAYEY SILT
trace to some sandstiff
brown SANDY SILT
trace gravel and claydense
End of Borehole
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
23 May 13 23 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 123.2 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
123
122
121
120
119
1
2
3
4
5
Rowntree Avenue (N4837499, E623670)
RECORD OF BOREHOLE No. BH 07
Page: 1 of 1
20
19
20
24
19
9
Groundwater depth on completion of drilling on 23/05/2013 at a depth of: 4.3 m.
34 of 61
100
100
100
100
100
122.9122.8
120.9
120.1
118.0
0.00.2
2.1
2.9
5.0
1
2
3
4
5
6
AS
SS
SS
SS
SS
SS
7
14
18
22
29
about 45 mm ASPHALTabout 175 mm CONCRETE
brownClayey Silt FILL
trace sand and gravel
brownCLAYEY SILT
trace sand and gravelvery stiff
brownSILTY SAND
some clay, trace gravelcompact
moist to wet
End of Borehole
Monitoring Well Installation Details:(51 mm Dia.)
Asphalt Concrete: 0 - 0.3 m Bentonite: 0.3 - 1.2 m Sand Filter: 1.2-1.5 m Screen: 1.5 - 4.6 m Bentonite: 4.6 - 5.0 m
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
23 May 13 23 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 123.0 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
122
121
120
119
118
1
2
3
4
5
Rowntree Avenue (N4837512, E623706)
RECORD OF BOREHOLE No. BH 08
Page: 1 of 1
19
24
17
19
17
16
Groundwater depth observed on 04/06/2013 at a depth of: 4.2 m.
No freestanding groundwater measured in open borehole on completion of drilling.
35 of 61
89
56
56
100
100
100
14 77 9-
123.6123.4
121.1
119.6
117.1
0.10.2
2.6
4.0
6.6
wet spoon
wet spoon
wet spoon
1
2
3
4
5
6
7
AS
SS
SS
SS
SS
SS
SS
1
4
6
18
29
24
about 80 mm ASPHALTabout 165 mm CONCRETE
brownClayey Silt FILL
some sand, trace gravel
brown to greySILT
some sand, trace claycompact
wet
brown to greySILTY SAND
some clay, trace gravelcompact
wet
End of Borehole
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
24 May 13 24 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 123.7 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
123
122
121
120
119
118
1
2
3
4
5
6
Rowntree Avenue (N4837529, E623737)
RECORD OF BOREHOLE No. BH 09
Page: 1 of 1
20
22
23
24
21
15
17
Groundwater depth on completion of drilling on 24/05/2013 at a depth of: 4.6 m.
36 of 61
56
100
67
100
100
100
124.0123.8
123.4
121.6
117.4
0.00.2
0.6
2.4
6.6
1
2
3
4
5
6
7
AS
SS
SS
SS
SS
SS
SS
5
5
15
18
21
31
about 35 mm ASPHALTabout 160 mm CONCRETE
brownClayey Silt FILL
some sand, trace gravelbrown
Sandy Silt FILLsome clay, trace gravel
clayey silt pocket
brown to greySANDY SILT some gravel
compact to densewet to moist
End of Borehole
Monitoring Well Installation Details:(51 mm Dia.)
Asphalt Concrete: 0 - 0.3 m Bentonite: 0.3 - 2.7 m Sand Filter: 2.7 - 3.0 m Screen: 3.0 - 6.1 m Bentonite: 6.1 - 6.6 m
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
27 May 13 27 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 124.0 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
123
122
121
120
119
118
1
2
3
4
5
6
Rowntree Avenue (N4837540, E623793)
RECORD OF BOREHOLE No. BH 10
Page: 1 of 1
26
17
20
9
17
21
14
Groundwater depth observed on 04/06/2013 at a depth of: 2.4 m.
Groundwater depth on completion of drilling on 27/05/2013 at a depth of: 4.4 m.
37 of 61
44
83
89
89
89
100
35 59 6-
124.1123.9
121.7
117.6
0.1
0.3
2.4
6.6
(non plastic)
wet spoon
wet spoon
1
2
3
4
5
6
7
AS
SS
SS
SS
SS
SS
SS
2
3
9
18
11
37
about 65 mm ASPHALTabout 200 mm CONCRETE
brownClayey Silt FILL
trace gravel and sand
brown to greySANDY SILT
trace to some gravel, trace claycompact to dense
moist to wet
End of Borehole
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
24 May 13 24 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 124.2 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
124
123
122
121
120
119
118
1
2
3
4
5
6
Rowntree Avenue (N4837558, E623824)
RECORD OF BOREHOLE No. BH 11
Page: 1 of 1
19
24
24
23
18
22
10
Groundwater depth on completion of drilling on 24/05/2013 at a depth of: 4.3 m.
38 of 61
100
100
100
100
100
100
17 58 214
125.0124.8
122.6
118.5
0.10.2
2.4
6.6
1
2
3
4
5
6
7
AS
SS
SS
SS
SS
SS
SS
18
36
16
17
22
53
about 60 mm ASPHALTabout 160 mm CONCRETE
brown to greyClayey Silt FILL
trace gravel, mixed with organics
greyCLAYEY SILT
some sand, trace gravel very stiff to hard
End of Borehole
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
24 May 13 24 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 125.0 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
124
123
122
121
120
119
1
2
3
4
5
6
Rowntree Avenue (N4837572, E623879)
RECORD OF BOREHOLE No. BH 12
Page: 1 of 1
20
18
13
12
10
9
15
No freestanding groundwater measured in open borehole on completion of drilling.
39 of 61
67
100
100
100
100
100
67
126.3126.1
123.5
118.9
0.10.2
2.9
7.5
wet spoon
wet spoon
1
2
3
4
5
6
7
8
AS
SS
SS
SS
SS
SS
SS
SS
21
26
22
12
15
18
33
about 70 mm ASPHALTwith crushed stone
about 165 mm CONCRETEClayey Silt FILL
some sand, trace gravel, mixed with organics
greyCLAYEY SILT
trace gravel and sandstiff to hard
End of Borehole
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
27 May 13 27 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 126.4 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
126
125
124
123
122
121
120
119
1
2
3
4
5
6
7
Rowntree Avenue (N4837593, E623936)
RECORD OF BOREHOLE No. BH 13
Page: 1 of 1
15
13
11
14
14
13
10
8
Groundwater depth on completion of drilling on 27/05/2013 at a depth of: 6.6 m.
40 of 61
100
67
89
100
100
100
25 50 205
128.0127.9
126.3
125.5
121.6
0.10.2
1.8
2.6
6.6
1
2
3
4
5
6
7
AS
SS
SS
SS
SS
SS
SS
2
13
20
16
28
26
about 60 mm ASPHALTabout 150 mm CONCRETE
brownSilty Sand FILL
trace to some gravel, trace clay,moist
clay pocket in bottom of SS2
dark greySilty Clay FILL
trace sand and gravel
greySANDY CLAYEY SILT
trace gravelvery stiff
End of Borehole
Monitoring Well Installation Details:(51 mm Dia.)
Asphalt Concrete: 0 - 0.3 m Bentonite: 0.3 - 2.7 m Sand Filter: 2.7 - 3.0 m Screen: 3.0 - 6.1 m Bentonite: 6.1 - 6.6 m
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
27 May 13 27 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 128.1 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
128
127
126
125
124
123
122
1
2
3
4
5
6
Rowntree Avenue (N4837607, E623972)
RECORD OF BOREHOLE No. BH 14
Page: 1 of 1
8
16
13
6
12
11
11
Groundwater depth observed on 04/06/2013 at a depth of: 2.5 m.
No freestanding groundwater measured in open borehole on completion of drilling.
41 of 61
89
100
100
83
100
100
100
30 53 152
129.5129.4
127.1
122.1
0.10.2
2.4
7.5
1
2
3
4
5
6
7
8
AS
SS
SS
SS
SS
SS
SS
SS
15
25
30
27
31
40
56
about 70 mm ASPHALTabout 150 mm CONCRETE
brownClayey Silt FILL
trace sand and gravel, cobbles/boulders
greySANDY CLAYEY SILT
trace gravelstiff to hard
End of Borehole
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
28 May 13 28 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 129.6 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
129
128
127
126
125
124
123
1
2
3
4
5
6
7
Rowntree Avenue (N4837612, E623999)
RECORD OF BOREHOLE No. BH 15
Page: 1 of 1
16
7
13
12
10
10
8
8
No freestanding groundwater measured in open borehole on completion of drilling.
42 of 61
56
100
67
100
100
29 51 182
123.3123.0
120.8
118.3
0.1
0.3
2.6
5.0
1
2
3
4
5
6
AS
SS
SS
SS
SS
SS
6
4
17
18
49
about 75 mm ASPHALTabout 225 mm CONCRETE
dark brownSilty Clay FILL
some sand, trace gravel
greySANDY CLAYEY SILT
trace gravelvery stiff to hard
End of Borehole
Monitoring Well Installation Details:(51 mm Dia.)
Asphalt Concrete: 0 - 0.3 m Bentonite: 0.3 - 1.2 m Sand Filter: 1.2-1.5 m Screen: 1.5 - 4.6 m Bentonite: 4.6 - 5.0 m
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
24 May 13 24 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 123.4 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
123
122
121
120
119
1
2
3
4
5
Rosethorn Avenue (N4837606, E623821)
RECORD OF BOREHOLE No. BH 16
Page: 1 of 1
15
17
18
10
11
14
Groundwater depth observed on 04/06/2013 at a depth of: 1.2 m.
No freestanding groundwater measured in open borehole on completion of drilling.
43 of 61
67
100
100
100
78
100
100
124.4124.3
121.9
120.4
117.9
0.00.2
2.6
4.0
6.6
wet spoon
wet spoon
wet spoon
wet spoon
wet spoon
1
2
3
4
5
6
7
SS
SS
SS
SS
SS
SS
SS
12
4
2
8
22
33
23
about 50 mm ASPHALTabout 150 mm CONCRETE
brownSilty Sand FILL
trace gravel, trace claymoist to wet
brownSILTY SAND
trace to some gravel, some clayloose to compact
wet to moist
greyCLAYEY SILT
trace sand, trace gravelhard to very stiff
silty sand seamswet
End of Borehole
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
22 May 13 22 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 124.5 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH/MM
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
124
123
122
121
120
119
118
1
2
3
4
5
6
Rosethorn Avenue (N4837647, E623808)
RECORD OF BOREHOLE No. BH 17
Page: 1 of 1
17
24
16
19
10
11
15
Groundwater depth on completion of drilling on 22/05/2013 at a depth of: 2.4 m.
44 of 61
67
100
100
100
100
100
100
26 50 177
125.8125.6
123.7
123.4
119.3
0.1
0.3
2.1
2.4
6.6
wet spoon
wet spoon
wet spoon
1
2
3
4
5
6
7
SS
SS
SS
SS
SS
SS
SS
12
18
9
13
21
33
18
about 85 mm ASPHALTabout 155 mm CONCRETE
brownSilty Sand / Sandy Silt FILL
trace gravel, trace to some claymoist to wet
brownSILTY SAND trace gravel
compactgrey
SANDY CLAYEY SILTtrace gravelstiff to hard
End of Borehole
Monitoring Well Installation Details:(51 mm Dia.)
Asphalt Concrete: 0 - 0.3 m Bentonite: 0.3 - 1.2 m Sand Filter: 1.2 - 1.5 m Screen: 1.5 - 4.6 m Bentonite: 4.6 - 6.6 m
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
22 May 13 22 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 125.9 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH/MM
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
125
124
123
122
121
120
1
2
3
4
5
6
Silverthorn Avenue (N4837645, E623913)
RECORD OF BOREHOLE No. BH 18
Page: 1 of 1
14
20
18
17
9
10
11
Groundwater depth observed on 04/06/2013 at a depth of: 3.3 m.
No freestanding groundwater measured in open borehole on completion of drilling.
45 of 61
89
100
100
100
100
26 53 183
126.2
124.1
121.2
0.1
2.2
5.0
1
2
3
4
5
6
SS
SS
SS
SS
SS
SS
8
17
9
15
21
28
about 95 mm ASPHALTbrown
Clayey Silt FILLtrace sand and gravel, mixed with organics
greySANDY CLAYEY SILT
trace gravelvery stiff
End of Borehole
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
22 May 13 22 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 126.3 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: AH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
126
125
124
123
122
1
2
3
4
5
Silverthorn Avenue (N4837722, E623880)
RECORD OF BOREHOLE No. BH 19
Page: 1 of 1
22
15
13
13
10
13
No freestanding groundwater measured in open borehole on completion of drilling.
46 of 61
83
100
100
100
67
89
67
130.6
129.4
122.7
0.2
1.4
8.1
1
2
3
4
5
6
7
8
AS
SS
SS
SS
SS
SS
SS
SS
5
7
5
19
18
19
21
about 150 mm ASPHALTbrown
Gravelly Sand FILLsome silt
moist
greyCLAYEY SILT
some sand, trace gravel firm to very stiff
End of Borehole
Monitoring Well Installation Details:(51 mm Dia.)
Asphalt Concrete: 0 - 0.3 m Bentonite: 0.3 - 2.7 m Sand Filter: 2.7 - 3.0 m Screen: 3.0 - 6.1 m Bentonite: 6.1 - 8.1 m
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
18 May 13 18 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 130.8 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: AH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
130
129
128
127
126
125
124
123
1
2
3
4
5
6
7
8
Blackthorn Avenue (N4837655, E623992)
RECORD OF BOREHOLE No. BH 20
Page: 1 of 1
14
12
20
20
13
12
Groundwater depth observed on 04/06/2013 at a depth of: 2.0 m.
Groundwater depth on completion of drilling on 18/05/2013 at a depth of: 6.1 m.
47 of 61
100
100
100
100
100
100
100
28 50 174
131.2131.1
128.9
123.8
0.10.2
2.4
7.5
wet spoon
1
2
3
4
5
6
7
8
AS
SS
SS
SS
SS
SS
SS
SS
5
25
22
23
16
34
39
about 115 mm ASPHALTabout 120 mm CONCRETE
brownSilty Clay/Clayey Silt FILL
trace gravel and sand, with oxidation lenses
brown to greySANDY CLAYEY SILT
trace gravelvery stiff to hard
End of Borehole
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
28 May 13 28 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 131.3 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
131
130
129
128
127
126
125
124
1
2
3
4
5
6
7
Blackthorn Avenue (N4837714, E623973)
RECORD OF BOREHOLE No. BH 21
Page: 1 of 1
20
15
11
14
13
10
11
11
Groundwater depth on completion of drilling on 28/05/2013 at a depth of: 4.6 m.
48 of 61
100
100
100
100
100
129.0128.9
128.4
126.7
124.7
0.10.2
0.8
2.4
4.4
wet spoon
1
2
3
4
5
6
AS
SS
SS
SS
SS
SS
4
4
9
9
11
about 130 mm ASPHALTabout 100 mm CONCRETE
brownSilty Sand FILL
trace gravel and clay, with organicsmoistbrown
Silty Clay/Clayey Silt FILLsome sand, trace gravel, with organics
brown to greyCLAYEY SILT
some sand, trace gravel stiff
End of Borehole
Monitoring Well Installation Details:(51 mm Dia.)
Asphalt Concrete: 0 - 0.3 m Bentonite: 0.3 - 0.7 m Sand Filter: 0.7 - 1.0 m Screen: 1.0 - 4.0 m Bentonite: 4.0 - 4.4 m
Drilling Method:Project Client:
Project Name:
Project Location:
Drilling Machine:
Compiled by:
28 May 13 28 May 13
150 mm Solid Stem Augers
Hillary Avenue, Old Weston Road and Rowntree Avenue,Toronto, ON
Track Mounted Drill
0, 19/6/13Date Completed:
Reviewed by:
Revision No.:Date Started:
Geotechnical Investigation - Basement Flooding ProtectionProgram (Phase 2) - Area 03-02 (Old Weston)
SC
DA
CH2M HILL Canada Limited
SOIL SAMPLING
Sam
ple
Typ
e
Sam
ple
Num
ber
LITHOLOGY PROFILE FIELD TESTING
Rec
over
y (%
)
SP
T 'N
' Val
ue
Lith
olog
y P
lot
LAB TESTINGCOMMENTS
&GRAIN SIZE
DISTRIBUTION(%)
Geodetic Ground Surface Elevation: 129.1 m
DCPT
* Undrained Shear Strength (kPa)
(m)
(m)
EL
EV
AT
IONDESCRIPTION
20 40 60 80
Intact
INS
TR
UM
EN
TA
TIO
NIN
ST
ALL
AT
ION
Remould
PenetrationTesting
SPT PPT
DE
PT
H RemouldIntact
Nilcon Vane*MTO Vane*
SISAGRLiquid
WP
20 40 60 80
2 4 6 8 10 12
Soil Vapour Reading
W WL
Rinse pH Values
TOV parts per million (ppm)
PlasticCL
200 400 600 800COV parts per million (ppm)
a Division of AMEC Americas Limited104 Crockford BoulevardScarborough, OntarioCanada M1R 3C3Tel +1(416) 751-6565Fax +1(416) 751-7592www.amec.com
AMEC Environment & Infrastructure,
Logged by:Project Number: Drilling Location: IH
Scale: 1 : 61Borehole details as presented, do not constitute a thorough understanding of all potential conditions present and require interpretative assistance froma qualified Geotechnical Engineer. Also, borehole information should be read in conjunction with the geotechnical report for which it wascommissioned and the accompanying'Explanation of Borehole Log'.
TT133029
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Blackthorn Avenue (N48837757, E623951)
RECORD OF BOREHOLE No. BH 22
Page: 1 of 1
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Groundwater depth observed on 04/06/2013 at a depth of: 1.7 m.
Groundwater depth on completion of drilling on 28/05/2013 at a depth of: 3.8 m.
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APPENDIX B
Slug Test Results
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0. 100. 200. 300. 400. 500.0.001
0.01
0.1
1.
Time (sec)
Tra
nsfo
rmed D
ispla
cem
ent (m
/m)
WELL TEST ANALYSIS
Data Set: Q:\...\BH2 (Falling Head).aqtDate: 07/16/13 Time: 13:53:58
PROJECT INFORMATION
Company: AMECClient: CH2M HillProject: TT133032Location: Hillary AvenueTest Well: BH 2Test Date: June 2, 2013
AQUIFER DATA
Saturated Thickness: 2.36 m Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BH 2)
Initial Displacement: 1.885 m Static Water Column Height: 1.96 mTotal Well Penetration Depth: 1.96 m Screen Length: 1.96 mCasing Radius: 0.0254 m Well Radius: 0.075 m
Gravel Pack Porosity: 0.3
SOLUTION
Aquifer Model: Unconfined Solution Method: Dagan
K = 3.213E-5 m/sec y0 = 1.171 m51 of 61
0. 100. 200. 300. 400. 500.0.001
0.01
0.1
1.
Time (sec)
Tra
nsfo
rmed D
ispla
cem
ent (m
/m)
WELL TEST ANALYSIS
Data Set: Q:\...\BH5 (Falling Head)(1).aqtDate: 07/16/13 Time: 13:54:39
PROJECT INFORMATION
Company: AMECClient: CH2M HillProject: TT133032Location: Old Weston RoadTest Well: BH 5Test Date: June 26, 2013
AQUIFER DATA
Saturated Thickness: 1.4 m Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BH 5)
Initial Displacement: 1.198 m Static Water Column Height: 0.9 mTotal Well Penetration Depth: 0.9 m Screen Length: 0.9 mCasing Radius: 0.0254 m Well Radius: 0.075 m
Gravel Pack Porosity: 0.3
SOLUTION
Aquifer Model: Unconfined Solution Method: Dagan
K = 7.67E-5 m/sec y0 = 0.9178 m52 of 61
0. 200. 400. 600. 800. 1000.0.001
0.01
0.1
1.
Time (sec)
Tra
nsfo
rmed D
ispla
cem
ent (m
/m)
WELL TEST ANALYSIS
Data Set: Q:\...\BH5 (Falling Head)(2).aqtDate: 07/16/13 Time: 13:54:56
PROJECT INFORMATION
Company: AMECClient: CH2M HillProject: TT133032Location: Old Weston RoadTest Well: BH 5Test Date: June 26, 2013
AQUIFER DATA
Saturated Thickness: 1.4 m Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BH 5)
Initial Displacement: 1.402 m Static Water Column Height: 0.9 mTotal Well Penetration Depth: 0.9 m Screen Length: 0.9 mCasing Radius: 0.0254 m Well Radius: 0.075 m
Gravel Pack Porosity: 0.3
SOLUTION
Aquifer Model: Unconfined Solution Method: Dagan
K = 7.607E-5 m/sec y0 = 1.067 m53 of 61
0. 200. 400. 600. 800. 1000.0.01
0.1
1.
Time (sec)
Norm
aliz
ed H
ead (
m/m
)
WELL TEST ANALYSIS
Data Set: Q:\...\BH8 (Falling Head).aqtDate: 07/16/13 Time: 13:55:11
PROJECT INFORMATION
Company: AMECClient: CH2M HillProject: TT133032Location: Old Weston RoadTest Well: BH 8Test Date: June 24, 2013
AQUIFER DATA
Saturated Thickness: 0.93 m Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BH 8)
Initial Displacement: 1.71 m Static Water Column Height: 0.53 mTotal Well Penetration Depth: 0.53 m Screen Length: 0.53 mCasing Radius: 0.0254 m Well Radius: 0.075 m
Gravel Pack Porosity: 0.3
SOLUTION
Aquifer Model: Unconfined Solution Method: Bouwer-Rice
K = 1.264E-5 m/sec y0 = 1.407 m54 of 61
0. 140. 280. 420. 560. 700.0.001
0.01
0.1
1.
Time (sec)
Tra
nsfo
rmed D
ispla
cem
ent (m
/m)
WELL TEST ANALYSIS
Data Set: Q:\...\BH 10 (Rising Head).aqtDate: 07/16/13 Time: 13:55:26
PROJECT INFORMATION
Company: AMECClient: CH2M HillProject: TT133032Location: Old Weston RoadTest Well: BH 10Test Date: June 21, 2013
AQUIFER DATA
Saturated Thickness: 2.66 m Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BH 10)
Initial Displacement: 0.5 m Static Water Column Height: 2.16 mTotal Well Penetration Depth: 2.16 m Screen Length: 2.16 mCasing Radius: 0.0254 m Well Radius: 0.075 m
SOLUTION
Aquifer Model: Unconfined Solution Method: Dagan
K = 2.328E-6 m/sec y0 = 1.081 m55 of 61
0. 400. 800. 1.2E+3 1.6E+3 2.0E+30.001
0.01
0.1
1.
Time (sec)
Tra
nsfo
rmed D
ispla
cem
ent (m
/m)
WELL TEST ANALYSIS
Data Set: Q:\...\BH 16 (Rising Head).aqtDate: 07/16/13 Time: 13:55:42
PROJECT INFORMATION
Company: AMECClient: CH2M HillProject: TT133032Location: Rosethorn AvenueTest Well: BH 16Test Date: June 24, 2013
AQUIFER DATA
Saturated Thickness: 3.88 m Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BH 16)
Initial Displacement: 1.38 m Static Water Column Height: 3.48 mTotal Well Penetration Depth: 3.48 m Screen Length: 3.05 mCasing Radius: 0.0254 m Well Radius: 0.075 m
Gravel Pack Porosity: 0.3
SOLUTION
Aquifer Model: Unconfined Solution Method: Dagan
K = 2.306E-6 m/sec y0 = 0.9766 m56 of 61
0. 4.0E+4 8.0E+4 1.2E+5 1.6E+5 2.0E+50.001
0.01
0.1
1.
Time (sec)
Tra
nsfo
rmed D
ispla
cem
ent (m
/m)
WELL TEST ANALYSIS
Data Set: Q:\...\BH 18 (Rising Head).aqtDate: 07/16/13 Time: 13:55:57
PROJECT INFORMATION
Company: AMECClient: CH2M HillProject: TT133032Location: Silverthorn AvenueTest Well: BH 18Test Date: June 26, 2013
AQUIFER DATA
Saturated Thickness: 4.9 m Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BH 18)
Initial Displacement: 1.16 m Static Water Column Height: 2.9 mTotal Well Penetration Depth: 2.9 m Screen Length: 2.9 mCasing Radius: 0.0254 m Well Radius: 0.075 m
Gravel Pack Porosity: 0.3
SOLUTION
Aquifer Model: Unconfined Solution Method: Dagan
K = 4.047E-9 m/sec y0 = 0.6663 m57 of 61
0. 120. 240. 360. 480. 600.0.001
0.01
0.1
1.
Time (sec)
Tra
nsfo
rmed D
ispla
cem
ent (m
/m)
WELL TEST ANALYSIS
Data Set: Q:\...\BH 20 (Rising Head).aqtDate: 07/16/13 Time: 13:56:10
PROJECT INFORMATION
Company: AMECClient: CH2M HillProject: TT133032Location: Blackthorn AvenueTest Well: BH 20Test Date: June 26, 2013
AQUIFER DATA
Saturated Thickness: 5.94 m Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BH 20)
Initial Displacement: 2.06 m Static Water Column Height: 3.05 mTotal Well Penetration Depth: 3.94 m Screen Length: 3.05 mCasing Radius: 0.0254 m Well Radius: 0.075 m
Gravel Pack Porosity: 0.3
SOLUTION
Aquifer Model: Unconfined Solution Method: Dagan
K = 4.41E-6 m/sec y0 = 1.881 m58 of 61
0. 1000. 2.0E+3 3.0E+3 4.0E+3 5.0E+30.001
0.01
0.1
1.
Time (sec)
Tra
nsfo
rmed D
ispla
cem
ent (m
/m)
WELL TEST ANALYSIS
Data Set: Q:\...\BH 22 (Rising Head).aqtDate: 07/16/13 Time: 13:56:20
PROJECT INFORMATION
Company: AMECClient: CH2M HillProject: TT133032Location: Blackthorn AvenueTest Well: BH 22Test Date: June 26, 2013
AQUIFER DATA
Saturated Thickness: 2.88 m Anisotropy Ratio (Kz/Kr): 0.1
WELL DATA (BH 22)
Initial Displacement: 1.101 m Static Water Column Height: 2.48 mTotal Well Penetration Depth: 2.48 m Screen Length: 2.48 mCasing Radius: 0.0254 m Well Radius: 0.075 m
Gravel Pack Porosity: 0.3
SOLUTION
Aquifer Model: Unconfined Solution Method: Dagan
K = 8.303E-7 m/sec y0 = 0.8125 m59 of 61
APPENDIX C
Report Limitations
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AMEC Environment & Infrastructure,a Division of AMEC Americas Limited
REPORT LIMITATIONS
The conclusions and recommendations given in this report are based on informationdetermined at the test hole locations. The information contained herein in no way reflectson the environmental aspects of the project, unless otherwise stated. Subsurface andgroundwater conditions between and beyond the test holes may differ from thoseencountered at the test hole locations, and conditions may become apparent duringconstruction, which could not be detected or anticipated at the time of the site investigation.It is recommended practice that a Geotechnical Engineer be retained during construction toconfirm that the subsurface conditions across the site do not deviate materially from thoseencountered in the test holes.
The design recommendations given in this report are applicable only to the projectdescribed in the text, and then only if constructed substantially in accordance with thedetails stated in this report. Since all details of the design may not be known, AMECrecommend that we be retained during the final design stage to verify that the design isconsistent with AMEC recommendations, and that assumptions made in AMEC analysisare valid.
The comments made in this report relating to potential construction problems and possiblemethods of construction are intended only for the guidance of the designer. The number oftest holes may not be sufficient to determine all the factors that may affect constructionmethods and costs. For example, the thickness of surficial topsoil or fill layers may varymarkedly and unpredictably. The contractors bidding on this project or undertaking theconstruction should, therefore, make their own interpretation of the factual informationpresented and draw their own conclusions as to how the subsurface conditions may affecttheir work. This work has been undertaken in accordance with normally acceptedgeotechnical engineering practices. No other warranty is expressed or implied.
The benchmark and elevations mentioned in this report were obtained strictly for use bythis office in the geotechnical design of the project. They should not be used by any otherparty for any other purpose.
Any use which a third party makes of this report, or any reliance on or decisions to be madebased on it, are the responsibility of such third parties. AMEC Environment &Infrastructure accepts no responsibility for damages, if any, suffered by any third party as aresult of decisions made or actions based on this report.
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