Ground investigation 69 Merrion Road, Dublin -Water... · 2015-05-08 · 4.1 Boreholes by...

Ground investigation

69 Merrion Road, Dublin

Report No. 11-152 Rev A

8 Drumahiskey Road Balnamore Ballymoney Co. Antrim N. Ireland BT53 7QL Tel: +44 (0)28 2766 2083 Fax: +44 (0)28 2766 4875 Email: [email protected] Web: www.glover-si.com

Client: The Embassy of India, Dublin

Engineer: Albert Fry Associates November 2011

69 Merrion Road, Dublin Report No. 11-152 Rev A

Glover Site Investigations Ltd November 2011

69 Merrion Road, Dublin CONTENTS Page No. Document Control Sheet Note on: Methods of describing soils and rocks & abbreviations used on exploratory hole logs

1 AUTHORITY .............................................................................................................................................. 1

2 SCOPE .......................................................................................................................................................... 1

3 DESCRIPTION OF SITE......................................................................................................................... 1

4 SITE OPERATIONS ................................................................................................................................. 3 4.1 Boreholes by percussion boring rig ................................................................................................ 3

4.2 Installations and permeability testing ............................................................................................. 4

4.3 Boreholes by hand-operated boring equipment ........................................................................... 4

4.4 Trial pits .............................................................................................................................................. 4

4.4 Infiltration tests.................................................................................................................................. 5

5 LABORATORY WORK............................................................................................................................ 5

6 GROUND CONDITIONS....................................................................................................................... 5 6.1 General geology of the site .............................................................................................................. 5

6.2 Ground types...................................................................................................................................... 6

6.3 Groundwater ...................................................................................................................................... 7

7 DISCUSSION .............................................................................................................................................. 7 7.1 Proposed construction...................................................................................................................... 7

7.2 Existing construction ........................................................................................................................ 7

7.3 Recommendations for construction ............................................................................................... 8

7.3.1 Basement construction........................................................................................................... 8

7.3.2 Aggressivity to buried concrete ............................................................................................ 9

7.3.3 Infiltration drainage ................................................................................................................ 9 7.4 Waste disposal.................................................................................................................................... 9

8 REFERENCES..........................................................................................................................................10

Appendices

Appendix A Site and exploratory hole location plans

Appendix B Excerpt from geology map

Appendix C Borehole logs

Appendix D Results of variable head permeability tests

Appendix E Trial pit drawing and photographs

Appendix F Infiltration test results

Appendix G Laboratory test results



Document Control Sheet

Report No.: 11-152 Project title: 69 Merrion Road, Dublin Client: The Embassy of India, Dublin Engineer: Albert Fry Associates Revision Status Report prepared by: Issue date Preliminary

27 May 2011

Final

2 June 2011

A

Gabriel Gallagher BSc PhD CEng MICE MCIHT

15 November 2011

The works were conducted in accordance with:

Specification and related documents for ground investigation in Ireland (Engineers Ireland, 2006) British Standards Institute (1999) BS 5930:1999, Code of practice for site investigations. Incorporating Amendment No. 1 of December 2007, as partially replaced by:

• IS EN 1997-2:2007: Eurocode 7. Geotechnical design. Ground investigation and testing

• EN ISO 22475-1:2006: Geotechnical investigation and testing. Sampling methods and groundwater measurements. Technical principles for execution

• EN ISO 14688-1:2002: Geotechnical investigation and testing. Identification and classification of soil. Identification and description

• EN ISO 14688-2:2004: Geotechnical investigation and testing. Identification and classification of soil. Principles for a classification

• EN ISO 14689-1:2003: Geotechnical investigation and testing. Identification and classification of rock. Identification and description

• EN ISO 22476-2:2005: Geotechnical investigation and testing. Field testing. Dynamic probing

• EN ISO 22476-3:2005: Geotechnical investigation and testing. Field testing. Standard penetration test



Methods of describing soils and rocks Soil and rock descriptions are based on the guidance in Section 6 of BS 5930: 1999, The Code of Practice for Site

Investigation, Amendment 1. The amendment revised the Standard to remove text superseded by EN ISO 14688-1:2002,

EN ISO 14688-2:2004 and EN ISO 14689-1:2003 and refers to the relevant standard for each affected subclause. The

following exceptions apply:

1. The following terms are used in the description of fine-grained soils, where applicable: soft to firm: fine-grained soil with consistency description close to the boundary between soft and firm soil

(Table 13 of BS5930). firm to stiff: fine-grained soil with consistency description close to the boundary between firm and stiff soil

(Table 13 of BS5930).

Abbreviations used on exploratory hole logs

U Nominal 100mm diameter undisturbed open tube sample

P Nominal 100mm diameter undisturbed piston sample

B Bulk disturbed sample

D Small disturbed sample

W Water sample

ES / EW Soil sample for environmental testing / Water sample for environmental testing

SPT Standard penetration test using a split spoon sampler (small disturbed sample obtained)

SPT (C) Standard penetration test using 60 degree solid cone

x,x/x,x,x,x

Blows per increment during the standard penetration test. The initial two values relate to the seating drive (150mm) and the remaining four to the 75mm increments of the test length.

The length achieved is stated (mm) for any test increment less than 75mm

N=X SPT blow count ‘N’ given by the summation of the blows ‘X’ required to drive the full test length (300mm)

N=X/Z Incomplete standard penetration test where the full test length was not achieved. The blows ‘X’ represent the total blows for the given test length ‘Z’ (mm)

V VR

Shear vane test (borehole) Hand vane test (trial pit) Shear strength stated in kPa V: undisturbed vane shear strength VR: remoulded vane shear strength

dd/mm/yy: 1.0 dd/mm/yy: dry

Date & water level at the borehole depth at the end of shift and the start of the following shift

Abbreviations relating to rock core – reference Clause 44.4.4 of BS 5930: 1999

TCR (%) Total Core Recovery: Ratio of rock/soil core recovered (both solid and non-intact) to the total length of core run.

SCR (%) Solid Core Recovery: Ratio of solid core to the total length of core run. Solid core has a full diameter, uninterrupted by natural discontinuities, but not necessarily a full circumference and is measured along the core axis between natural fractures.

RQD (%) Rock Quality Designation: Ratio of total length of solid core pieces greater than 100mm to the total length of core run.

FI Fracture Index: Number of natural discontinuities per metre over an indicated length of core of similar intensity of fracturing.

NI Non Intact: Used where the rock material was recovered fragmented, for example as fine to coarse gravel size particles.

AZCL Assessed zone of core loss: The estimated depth range where core was not recovered.

DIF Drilling induced fracture: A fracture of non-geological origin brought about by the rock coring.


Glover Site Investigations Ltd 1 November 2011


1 AUTHORITY

On the instructions of Albert Fry Associates, consulting engineers acting on behalf of the Client, The

Embassy of India, Dublin, a ground investigation was undertaken at the above address. The works

were required to provide geotechnical information for input to the design and construction of

refurbishment of the existing building and a single storey extension to the rear with a single level

basement.

2 SCOPE

The extent of the investigation was as instructed by the Engineer and included percussion boreholes,

a trial pit to reveal the existing foundation, infiltration tests, in-situ and laboratory testing and the

preparation of a report including recommendations for construction.

3 DESCRIPTION OF SITE

As shown on the site location plan in Appendix A, The Embassy of India is located on the west side

of the R118 Merrion Road, near its junction with Merlyn Road in South Dublin.

The three storey masonry building is located in a rectangular site including a hard and soft

landscaped area to the front (as viewed from Merrion Road) and a garden area to the rear. The

exploratory hole location plan in Appendix A and the aerial photograph on the following page show

the layout of the site

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4 SITE OPERATIONS

The Site Operations, conducted on 4 May 2011, comprised:

• two boreholes to the front of the building (BH01 and BH02) by a percussion boring rig.

• a standpipe installation in BH01 and BH02, with variable head permeability testing in both.

• two boreholes to the rear of the building (BH03 and BH04) by hand-operated boring

equipment.

• one trial pit (TP01) to expose the foundations at the front of the existing building.

• three infiltration tests (IT01 – OT03).

Additional works were conducted on 1 November 2011, comprising:

• two boreholes to the rear of the building (BHA and BHB) by percussion boring rig.

• a standpipe installation in both boreholes, with variable head permeability testing in BHA.

The exploratory hole and test locations were as instructed by the Engineer as shown on the plan in

Appendix A.

4.1 Boreholes by percussion boring rig

Four boreholes (BH01, BH02, BHA and BHB) were put down by means of a Dando Terrier

percussion boring rig. The boreholes were bored in 150mm diameter using temporary casing and

boring tools and extended to 3.45-6m depth, terminating in stiff / very stiff Glacial Till.

Disturbed (small bag) samples were taken within the strata encountered.

Standard penetration tests were carried out at 1m intervals, using the split spoon sampler (SPT). The

penetrations are stated for those tests for which the full 150mm seating drive or 300mm test drive

was not possible.

Any water strikes encountered during boring were recorded along with any changes in their levels as

the borehole proceeded.

Appendix C presents the borehole logs.



4.2 Installations and permeability testing

A groundwater monitoring standpipe was installed in the four percussion boreholes.

Details of the installations, including the diameter of the pipe and depth range of the response zone,

are provided in Appendix C on the sheet following the relevant borehole log.

A variable head permeability test was conducted in the standpipes of BH01, BH02 and BHA in

accordance with BS5930 (British Standards Institute 1999). The results and analyses of the tests are

provided in Appendix D.

4.3 Boreholes by hand-operated boring equipment

Two boreholes (BH03 and BH04) were sunk in the rear garden using Carl Hamm manually operated

boring equipment. The use of a mechanical rig was not possible due to access restrictions; the Carl

Hamm equipment was carried through the building.

The boreholes were put down in 80mm diameter and extended to 3.8-4.2m depth, terminating on

refusal in stiff Glacial Till or on a boulder.

Disturbed (small bag) samples were taken of the strata encountered.

Any water strikes encountered during boring were recorded along with any changes in their levels as

the borehole proceeded.

The borehole logs are included in Appendix C.

4.4 Trial pits

A trial pit was excavated, to 0.7m, by hand digging to expose the foundation at the front right of the

existing building.

Any water strikes encountered during excavation were recorded along with any changes in their

levels as the excavation proceeded.

Appendix E presents a drawing and photographs of the pit findings.



4.4 Infiltration tests

An infiltration test was carried out at three locations (IT01-IT03) in hand excavated test pits. The

access arrangements precluded the use of a mechanical excavator. The topsoil cover was removed

and a 150mm square by 100mm deep pit was excavated in the underlying soil. Testing was then

conducted with records taken to allow analysis in accordance with BRE Digest 365 - Soakaways

(BRE, 2007).

Appendix F presents the results and analysis of the infiltration tests.

5 LABORATORY WORK

Upon their receipt in the laboratory, all samples were carefully examined and accurately described

and their descriptions incorporated into the exploratory hole logs. The logs were revised, where

necessary, based on the results of the laboratory tests.

Laboratory testing comprised:

• classification tests: moisture content, Atterberg Limits and particle size distribution by wet

sieving.

• soil chemistry tests: pH and water soluble sulfate content.

• Waste Acceptance Criteria (WAC) tests, the Inert Waste Suite; conducted by Chemtest in their

laboratory in Newmarket.

Appendix G provides the results of the laboratory tests. Unless stated otherwise, testing was

conducted in accordance with BS1377 (British Standards Institute, 1990).

6 GROUND CONDITIONS

6.1 General geology of the site

Appendix B presents an excerpt of the bedrock geology map for the area (Geological Survey of

Ireland, 1995). The map shows the site to be underlain by rocks of the Calp Formation belonging to

the Carboniferous Period, described as “dark grey to black limestone and shale”.



The online database of the Geological Survey of Ireland provides the following:

• drift cover of sandy alluvium with Made Ground shown at the surface in the area immediately

to the east.

• the Calp Formation is classified Ll: locally important aquifer - bedrock which is moderately

productive only in local zones

• the Irish Interim Vulnerability of the area is classified HL: high to low.

• rockhead encountered at 10-12m depth in boreholes approximately 200m to the north.

6.2 Ground types

The exploratory holes encountered the following ground types, listed in stratigraphical order:

• Topsoil: penetrated in 250-350mm thickness in the four boreholes in the rear garden.

• Made Ground, gravel chippings as surfacing to the front of the building, demolition spoil to

0.6m at BH01 and TP01, soft/firm sandy gravelly to 0.6-2.3m to the front of the building and

to 1.15m in BH04 at the rear.

• Glacial Till (coarse-grained): slightly silty very sandy gravel to 4.2m in BH02and gravelly very

silty sand penetrated to 3.7m in BH04. BHA and BHB encountered dense / very dense

gravelly sand to 2.6-2.9m depth with 0.25-0.4m thick interlayers of stiff sandy gravelly clay.

• Glacial Till (fine-grained): grey sandy gravelly silt and clay, typically stiff becoming very stiff

with depth.

The Glacial Till is typical of the Dublin Boulder Clay, the drift cover in much of the Dublin

area, comprising boulder clay, a lodgement till deposited during the last ice age, about 10,000

years ago. The Boulder Clay is an unsorted material containing boulder clusters, gravel, sand,

silt and clay. It is generally well graded with a fines content (<0.063 mm) of around 35%,

which is sufficient to give its overall behaviour that of a fine-grained soil.



6.3 Groundwater

Groundwater was encountered as follows during exploration:

borehole depth to water

entry (m)

nature of entry

BH01 2.4 water strike




BHA 1.7 water strike

BHB 1.69 water strike

Monitoring of the groundwater level in the standpipes provided the following:

depth to groundwater (m) date

BH01 BH02

4 May 2011 2.36 dry (>2m)

27 May 2011 2.39 dry (>2m)

1 June 2011 2.38 dry (>2m)

1 November 2011 1.89 --

Continued monitoring of the standpipes will allow determination of the seasonal (and possible tidal)

variation of groundwater level below the site.

7 DISCUSSION

7.1 Proposed construction

The proposed construction includes the refurbishment of the existing building and a single storey

extension to the rear with a single level basement.

No further details were available to Glover Site Investigations Ltd when preparing this Report.

7.2 Existing construction

TP01, located to the front right of the existing building showed the foundation to rest on stiff Glacial

Till at 0.6m depth with a 100mm projection from the wall.

The nearby BH02 encountered dense coarse-grained soils at similar depth with BH01 showing Made

Ground to 2.3m over stiff Boulder Clay.



7.3 Recommendations for construction

7.3.1 Basement construction

The formation of a basement with floor level at approximately 3.5m below ground level will require

retention of variable fine-grained and coarse-grained soils and construction below the groundwater

level. Construction immediately to the rear of the existing building on the site, and the proximity of

neighbouring properties, requires that the minimum ground and groundwater movements occur

beyond the basement construction.

Bored continuous flight auger (CFA) secant piles provide the best practical method of construction,

providing both soil retention and, by installing to adequate depth, an hydraulic cut-off allowing

dewatering of the excavation. Propping of the walls will be required in the temporary works stage to

minimise lateral movements of the secant wall.

A possible alternative to secant bored pile walls is the use of steel sheet piles, installed with internal

props to minimise lateral movements. However, there is likely to be some difficulty in achieving

penetration into the very stiff Glacial Till, adequate to provide stability and an hydraulic cut-off.

Sheet piles would allow construction of an insitu or precast cantilever retaining wall: the

incorporation of the sheet piles within the permanent works will allow reduction in the required

concrete construction.

If secant piles are adopted, selected units could be designed to support building vertical loads. These

will attain axial capacity predominantly by shaft adhesion in the stiff /very stiff Glacial Till.

Alternatively, spread foundations bearing on the very stiff dark grey Dublin Boulder Clay, as

encountered at approximately 4m depth, would be appropriate: an allowable bearing pressure of

300kPa can be adopted.

The earth pressures on embedded retaining structures from the predominantly fine-grained in-situ

soil strata should be evaluated using a critical angle of shearing resistance, φ‘crit, of 30°, ignoring any

“effective cohesion”, c’. These design parameters are estimated by applying the recommendations of

Table 2 of BS8002: 1994, which relates φ’crit to plasticity index (taken as 15%). A design bulk density

of 2.0Mg/m3 would be appropriate for the in-situ soils to be retained.

The design of the retaining structures should allow for a standing groundwater level as provided by

the monitoring of the standpipes. In addition, the basement should be designed to resist buoyancy

arising from the design water level.

The detailed design of the basement should be undertaken in conjunction with specialist contractors.

Their proposals should include assurance that the design and method of construction will not cause

damage to the existing Embassy building or neighbouring buildings.



7.3.2 Aggressivity to buried concrete

Chemical tests (pH and water soluble sulfate contents) on soil samples indicate Design Sulphate

Class DS-1 for the site and ACEC Class AC-1 – reference Table C1 of BRE Special Digest 1 (2005).

The Special Digest does not require any measures to protect underground concrete elements greater

that 140mm thick.

7.3.3 Infiltration drainage

The application of infiltration drainage on the site will be dependent on the localised ground

conditions in the area of storm water disposal. The variation of the values of coefficient of

permeability, k, measured in the three standpipes (Appendix D) is indicative of the variable soil types.

The infiltration tests, conducted in near surface soils using small test pits, provided infiltration

coefficients of approximately 0.1m/h (Appendix F).

In design, a Factor of Safety in the upper part of the range recommended by the SUDS Manual

(CIRIA, 2007), should be applied given that the infiltration coefficients have been calculated using a

non-standard test method.

7.4 Waste disposal

The results of the Waste Acceptance Criteria testing of two samples are within the limits of Inert

Waste with the exception of a selenium content in leachate of 0.32mg/kg, above the limit of

0.1mg/kg.

The results of the WAC tests should be provided to the landfill operator to allow confirmation of

disposal requirements.



8 REFERENCES

British Standards Institute (1990) BS 1377:1990, Methods of test for soils for civil engineering purposes. Parts 1

to 9.

British Standards Institute (1994) BS 8002:1994, Code of practice for Earth retaining structures

British Standards Institute (1999) BS 5930:1999, Code of practice for site investigations. Incorporating

Amendment No. 1 of December 2007.

Building Research Establishment (2005), BRE Special Digest 1: Concrete in aggressive ground.

Building Research Establishment (2007), BRE Digest 365: Soakaways.

CIRIA (2007), Report C697, The SUDS Manual

Geological Survey of Ireland (1995) Bedrock Geology of Ireland 1:100,000 Series Map, Geology of Kildare -

Wicklow, Sheet 16.

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Legend &DepthLevel

(Thickness)Stratum Description

Method and Equipment:

Project No. Borehole No.

Scale:

Remarks:

ProjectName:

Casing:to (m) dia. (mm)

Dates:

Co-ords: Client:

Ground Level:

Engineer:

Driller:

Logger:

Water StrikesBackfill/Installs

Field RecordsDepth (m)

Last Revised:Water Strikes:Struck rising to time(m) (m) (min)

(c) Glover Site Investigation Ltd.

www.glover-si.com

Standpipe installed to 4.0m

Type

Sample / TestDepthCasing

(m)DepthWater

(m)

-

-

-

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Albert Fry Associates

Chiseling:

(m)From to

(m) (hh:mm)time

BH01

05/05/2011

DC

DC

Percussion boring 0.00-6.00m Dando Terrier

5.70 6.00 01:00 2.40 - 0

6.00 150

0.30

1.001.00

2.002.00

3.003.00

3.50-4.50

4.004.00

5.005.00

D

SPTD

SPTD

SPTD

B

SPTD

SPTD

dry

dry

dry

dry

dry

N=5N=5 (1,1,1,1,2,1)

N=16N=16 (1,2,2,2,4,8)

N=28N=28 (6,6,6,6,7,9)

N=53N=53 (9,11,12,14,12,15)

50/169mm169mm (17,8,22,22,6,0)

04/05/2011 2.36m

(0.55)

(1.70)

(1.10)

(2.60)

0.05

0.60

2.30

3.40

6.00

1

Gravel Chippings

MADE GROUND: Brick and Rubble Fill

MADE GROUND: Soft grey brown gravellysandy SILT with small pieces of limemortar

Stiff grey gravelly sandy CLAY with lowcobble content.

Very stiff dark grey gravelly sandy CLAYwith medium cobble content and mediumboulder content

End of Borehole at 6.00 m

1:40

Sheet 1 of 1

BH01

PID -

VOCs (ppm)

SPBH01 - Standpipe to 4.00m (50mm dia)(50mm dia)

04/05/11 1000 6.00 - 2.36 -

-04/05/11 0000 1 2.40 Seepage - -

1

0.30

1.00

4.00

6.00

Concrete

Bentonite

Gravel filter

Bentonite

1:40

Sheet 1 of 1

Legend & DepthLevelGroundwater Strikes During Drilling

Installation Type:


Scale:

Remarks:

ProjectName:

Date of installation:

Co-ords: Client:

Ground Level:

Engineer:

Driller:

Logger:


Description

Last Revised:


www.glover-si.com

(m)

Depth

(m)

StrikeNumber Rise DetailsStruck

DepthSealed(m)

TimeDateCasingDepth(m)

Further Details

Groundwater Observations During Drilling

DateTime

Depth

Hole(m)

CasingDepth(m)

Water WaterDepth Level(m)

Start of Shift End of Shift

DepthTime Hole

(m)

CasingDepth(m)

WaterDepth(m)

WaterLevel

Groundwater Monitoring

Date TimeWaterDepth(m)

WaterLevelInstall

ResultsGas Monitoring Results

I.D.

InstallI.D.

Date Time

Cover Type:

Flush cover fitted.

(m)

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04/05/2011

(m)

Oxygen (%)

Carbon

Dioxide (%)

Methane (%)

Carbon

Monoxide

(ppm)

Hydrogen

Sulphide

(ppm)

Atmospheric

Pressure (mB)

Gas Flow

BH01

05/05/2011

DC

DC

(l/hour)

Legend &DepthLevel




Scale:

Remarks:

ProjectName:


Dates:

Co-ords: Client:

Ground Level:

Engineer:

Driller:

Logger:





www.glover-si.com

Standpipe installed to 2.00mOnly able to case borehole to 2.0m - borehole collapsed below casingpreventing deeper installation of standpipe.,

Type


(m)DepthWater

(m)

-

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Chiseling:

(m)From to

(m) (hh:mm)time

BH02

27/05/2011

DC

DC

Percussion boring 0.00-6.00m Dando Terrier

5.80 6.00 00:30 2.40 - 0

2.00 150

0.30

1.001.00

2.002.00

3.003.00

4.004.00

5.005.00

D

SPTD

SPTD

SPTD

SPTD

SPTD

dry

dry

dry

dry

dry

N=63N=63 (8,17,15,15,16,17)

N=34N=34 (7,8,7,10,9,8)

N=33N=33 (7,8,6,8,9,10)

N=48N=48 (9,9,10,11,13,14)

N=64N=64 (10,12,14,18,15,17)

04/05/2011 2.40m

(0.55)

(3.60)

(1.80)

0.05

0.60

4.20

6.00

1

Gravel Chippings

MADE GROUND: Firm brown gravelly sandySILT

Dense grey brown and brown slightly siltyvery sandy subrounded fine to coarseGRAVEL. Sand is fine to coarse

Very stiff dark grey gravelly sandy CLAYwith medium cobble content and mediumboulder content


1:40

Sheet 1 of 1

BH02

PID -

VOCs (ppm)

SPBH02 - Standpipe to 2.00m (50mm dia)(50mm dia)

04/05/11 1200 6.00 - 2.40 -

-04/05/11 0000 1 2.40 Water Strike - -

1

0.30

1.00

2.00

6.00

Concrete

Bentonite

Gravel filter

Arisings

1:40

Sheet 1 of 1

Legend & DepthLevelGroundwater Strikes During Drilling

Installation Type:


Scale:

Remarks:

ProjectName:

Date of installation:

Co-ords: Client:

Ground Level:

Engineer:

Driller:

Logger:


Description

Last Revised:


www.glover-si.com

(m)

Depth

(m)

StrikeNumber Rise DetailsStruck

DepthSealed(m)

TimeDateCasingDepth(m)

Further Details

Groundwater Observations During Drilling

DateTime

Depth

Hole(m)

CasingDepth(m)

Water WaterDepth Level(m)

Start of Shift End of Shift

DepthTime Hole

(m)

CasingDepth(m)

WaterDepth(m)

WaterLevel

Groundwater Monitoring

Date TimeWaterDepth(m)

WaterLevelInstall

ResultsGas Monitoring Results

I.D.

InstallI.D.

Date Time

Cover Type:

Flush cover fitted.

(m)

-

-

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(m)


04/05/2011

(m)

Oxygen (%)

Carbon

Dioxide (%)

Methane (%)

Carbon

Monoxide

(ppm)

Hydrogen

Sulphide

(ppm)

Atmospheric

Pressure (mB)

Gas Flow

BH02

27/05/2011

DC

DC

(l/hour)

Legend &DepthLevel




Scale:

Remarks:

ProjectName:


Dates:

Co-ords: Client:

Ground Level:

Engineer:

Driller:

Logger:





www.glover-si.com

Type


(m)DepthWater

(m)

-

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Chiseling:

(m)From to

(m) (hh:mm)time

BH03

05/05/2011

DC

DC

Percussion boring 0.00-4.20m Carl Hamm

2.45 - 0

0.30

0.70

1.10

1.80

2.40

3.00

4.00

D

D

D

D

D

D

D

04/05/2011 2.45m

(0.80)

(2.20)

(0.40)

(0.50)

0.30

1.10

3.30

3.70

4.20

1

TOPSOIL

Firm brownish grey gravelly sandy SILT

Stiff grey friable gravelly sandy SILT

Grey gravelly slightly silty fine tocoarse SAND with low cobble content

Stiff grey gravelly sandy SILT with mediumcobble content


1:40

Sheet 1 of 1

Legend &DepthLevel




Scale:

Remarks:

ProjectName:


Dates:

Co-ords: Client:

Ground Level:

Engineer:

Driller:

Logger:





www.glover-si.com

Type


(m)DepthWater

(m)

-

-

-

11-152


04/05/2011


Chiseling:

(m)From to

(m) (hh:mm)time

BH04

13/05/2011

DC

DC

Percussion boring 0.00-3.80m Carl Hamm

2.35 - 0

0.30

1.00

1.70

2.00

2.60

3.30

D

D

D

D

D

D

04/05/2011 2.35m

(0.35)

(0.80)

(2.55)

0.35

1.15

3.703.80

1

TOPSOIL

MADE GROUND: Grey and grey brown gravellysandy SILT with medium cobble content

Grey brown and brown gravelly very siltyfine to coarse SAND

Large Limestone BOULDER


1:40

Sheet 1 of 1

VARIABLE HEAD PERMEABILITY TEST (STA�DPIPE PIEZOMETER)

Contract: BH �o.: BH01 Test �o.: 1

Date: 4-May-11

TYPE OF TEST: RISI�G HEAD

Diameter of standpipe (d): 50 (mm)

Height of TOP of standpipe above ground level: 0.00 (m) (-ve if below ground level)

Depth to centre of piezo. tip below ground level (m): (m)

Depth to top of filter below ground level (m): 1.00 (m)

Depth to bottom of filter below ground level (m): 4.00 (m)

Diameter of filter (D): 150 (mm)

Standing ground water level below top of standpipe 2.36 (m) on: 4-May-11

time water head head

elapsed, t level* H ratio

(mins) (m) (m) H/Ho

0 3.72 1.36 1

0.5 3.65 1.29 0.949

1 3.59 1.23 0.904

1.5 3.54 1.18 0.868 CALCULATIO� OF PERMEABILITY OF SOIL:

2 3.49 1.13 0.831

2.5 3.44 1.08 0.794

3 3.4 1.04 0.765

3.5 3.36 1 0.735

4 3.33 0.97 0.713

4.5 3.29 0.93 0.684

5 3.25 0.89 0.654

6 3.18 0.82 0.603

7 3.11 0.75 0.551

8 3.02 0.66 0.485

10 2.88 0.52 0.382

12 2.81 0.45 0.331

15 2.68 0.32 0.235

20 2.54 0.18 0.132

25 2.45 0.09 0.066

30 2.42 0.06 0.044

60 2.36 0 0.000

Values of intake factors (F/D) for various cylindrical intake

zones of length to diameter ratio (L/D) are given in Figure 7

of BS 5930:1999; also Dunn and Razouki formula:

F/D = 2.32*PI*(L/D)/loge[1.1*(L/D)+{1+1.1*(L/D)^2}^0.5]

L/D ratio = 20.00 thus F/D= 38.76

i.e. F = 5.81 (m)

and A = 0.0020 (m^2)

time (mins) head ratio

t1 = 0 1.000

t2 = 30 0.044

k = 5.9E-07 m/s k = 5.9 x 10-7

m/s

Sheet 1 of 2 Glover Site Investigations Ltd


Employing Hvorslev formula as outlined in

Clause 25.4.6.1 of BS 5930:1999:

TYPE OF TEST: RISI�G HEAD

Contract: BH �o. BH01 TEST �o.:1

DATE: 4-May-11




head ratio (log scale) v elapsed time

0.01

0.1

1

0 5 10 15 20 25 30

elapsed time, t (mins)

head

rati

o H

/Ho (

log s

cale

)


Contract: BH �o.: BH02 Test �o.: 1

Date: 4-May-11

TYPE OF TEST: FALLI�G HEAD







Standing ground water level below top of standpipe 2 (m) on: 4-May-11

time water head head


(mins) (m) (m) H/Ho

0 0.28 1.72 1

0.5 0.68 1.32 0.767

1 1.17 0.83 0.483

1.5 1.46 0.54 0.314 CALCULATIO� OF PERMEABILITY OF SOIL:

2 1.69 0.31 0.180

2.5 1.83 0.17 0.099

3 1.89 0.11 0.064

3.5 1.94 0.06 0.035

4 1.97 0.03 0.017

4.5 2 0 0.000

5 2 0 0.000

6 2 0 0.000

7 2 0 0.000

8 2 0 0.000

10 2 0 0.000




F/D = 2.32*PI*(L/D)/loge[1.1*(L/D)+{1+1.1*(L/D)^2}^0.5]

L/D ratio = 6.67 thus F/D= 18.22

i.e. F = 2.73 (m)

and A = 0.0020 (m^2)


t1 = 0.5 0.767

t2 = 3 0.064

k = 1.2E-05 m/s k = 1.2 x 10-5

m/s




Clause 25.4.6.1 of BS 5930:1999:

TYPE OF TEST: FALLI�G HEAD

Contract: BH �o. BH02 TEST �o.:1

DATE: 4-May-11





0.01

0.1

1

0 0.5 1 1.5 2 2.5 3 3.5 4


head

rati

o H

/Ho (

log s

cale

)

VARIABLE HEAD PERMEABILITY TEST (STANDPIPE PIEZOMETER)

Contract: BH No.: BH A Test No.: 1

Date: 1-Nov-11

TYPE OF TEST: FALLING HEAD







Standing ground water level below top of standpipe 1.7 (m) on: 1-Nov-11

time water head head CALCULATION OF PERMEABILITY OF SOIL:


(mins) (m) (m) H/Ho

0 1.05 0.65 1

0.083 1.12 0.58 0.892

0.1667 1.18 0.52 0.800

0.25 1.25 0.45 0.692

0.333 1.31 0.39 0.600

0.5 1.42 0.28 0.431

0.667 1.5 0.2 0.308

0.833 1.57 0.13 0.200

1 1.62 0.08 0.123

1.1667 1.65 0.05 0.077

1.33 1.67 0.03 0.046

1.5 1.68 0.02 0.031

2 1.69 0.01 0.015

3 1.7 0 0.000




F/D = 2.32*PI*(L/D)/log e[1.1*(L/D)+{1+1.1*(L/D)^2}^0.5]

L/D ratio = 20.00 thus F/D= 38.76

i.e. F = 5.81 (m)

and A = 0.0020 (m^2)


t1 = 0 1.000

t2 = 2 0.016

k = 1.2E-05 m/s k = 1.2 x 10-5

m/s


11-152 Merrion Road - Dublin


Clause 25.4.6.1 of BS 5930:1999:

TYPE OF TEST: FALLING HEAD

Contract: BH No. BH A TEST No.: 1

DATE: 1-Nov-11


11-152 Merrion Road - Dublin

VARIABLE HEAD PERMEABILITY TEST (STANDPIPE PIEZOMETER)


0.01

0.1

1

0 0.2 0.4 0.6 0.8 1 1.2 1.4 1.6 1.8 2


head ratio H/Ho (log scale)

200

400

100

Gro

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Gra

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blo

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: Firm

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with

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11

Ske

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Project No.: 11-152 Glover Site Investigations Ltd

Site: Infiltration Test

Test Location: IT01

Date 04-May-11

width (m) length (m)

test pit top dimensions 0.15 0.15

test pit base dimensions 0.15 0.15 test infiltration rate (q) = 0.107 m/h

test pit depth 0.1 m depth to groundwater before adding water (m) = DRY

time

(mins)

depth to water

surface (m)

depth of water

in pit (m)

0 0.007 0.093 From graph below:

1 0.011 0.089 test start - 75% depth at

2 0.016 0.084 0.06975 m water depth

3 0.022 0.078 time is 5 minutes

4 0.027 0.073

5 0.033 0.067 test end - 25% depth at

10 0.057 0.043 0.02325 m water depth

15 0.072 0.028 time is 16 minutes

20 0.087 0.013

30 0.094 0.006

time

(mins)

depth to water

surface (m)

depth of water

in pit (m)

time

elapsed

(mins)

volume of water lost

(m3)

Area of walls and base

at 50% drop (m2)

q

(m/min)

q

(m/h)

4.5 0.03025 0.06975

16.17 0.07675 0.02325 11.67 0.00 0.05 1.8E-03 0.107

10


Analysis using method as described in

BRE Digest 365 and

CIRIA Report C697-The SUDS Manual

0

0.01

0.02

0.03

0.04

0.05

0.06

0.07

0.08

0.09

0.1

0 5 10 15 20 25 30time (mins)

dep

th o

f w

ater

in p

it (m

)



Test Location: IT02

Date 04-May-11





time

(mins)

depth to water

surface (m)

depth of water

in pit (m)



2 0.02 0.08 0.06675 m water depth


4 0.031 0.069

5 0.037 0.063 test end - 25% depth at

10 0.062 0.038 0.02225 m water depth

15 0.075 0.025 time is 16 minutes

20 0.09 0.01

30 0.1 0

time

(mins)

depth to water

surface (m)

depth of water

in pit (m)

time

elapsed

(mins)


(m3)


at 50% drop (m2)

q

(m/min)

q

(m/h)

4.3 0.03325 0.06675

16 0.07775 0.02225 11.7 0.00 0.05 1.7E-03 0.104

10



BRE Digest 365 and


0

0.01

0.02

0.03

0.04

0.05

0.06

0.07

0.08

0.09

0.1

0 5 10 15 20 25 30time (mins)

dep

th o

f w

ater

in p

it (m

)



Test Location: IT03

Date 04-May-11





time

(mins)

depth to water

surface (m)

depth of water

in pit (m)



2 0.021 0.079 0.06825 m water depth


4 0.032 0.068

5 0.038 0.062 test end - 25% depth at

10 0.06 0.04 0.02275 m water depth

15 0.073 0.027 time is 17 minutes

20 0.086 0.014

30 0.092 0.008

time

(mins)

depth to water

surface (m)

depth of water

in pit (m)

time

elapsed

(mins)


(m3)


at 50% drop (m2)

q

(m/min)

q

(m/h)

4 0.03175 0.06825

16.5 0.07725 0.02275 12.5 0.00 0.05 1.6E-03 0.099

10



BRE Digest 365 and


0

0.01

0.02

0.03

0.04

0.05

0.06

0.07

0.08

0.09

0.1

0 5 10 15 20 25 30time (mins)

depth of water in pit (m)

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Pi

Matrix

Depth

Sam

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No

Sam

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ID

Chem

test

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BH

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1450

Merc

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74

39

97

6µ

g l-

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<0.5

0<

0.5

0

Moly

bdenum

74

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98

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28

1.3

Nic

kel

74

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2.7

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74

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74

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1920

Phenols

(to

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(to

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20

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AG

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BH

03

BH

04

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011

04/0

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011

1.8

m1m

SOIL

SOIL

2030

Dry

Matter

%N

92.6

81.9

2010

pH

M8.6

7.9

2610

Loss

on ig

nitio

n%

N2.2

25.8

7

2015

Acid

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alis

ation C

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tyA

NC

mol k

g-¹

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67

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18

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Tota

l Org

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Carb

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%M

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2670

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0

2700

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ne

91

20

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20

89

68

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Ace

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83

32

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Flu

ore

ne

86

73

7m

g k

g-¹

M0.3

<0.1

Phenanth

rene

85

01

8m

g k

g-¹

M0.6

0.8

Anth

race

ne

12

01

27

mg k

g-¹

M0.3

<0.1

Flu

ora

nth

ene

20

64

40

mg k

g-¹

M<

0.1

1

Pyr

ene

12

90

00

mg k

g-¹

M<

0.1

0.8

Benzo

[a]a

nth

race

ne

56

55

3m

g k

g-¹

M<

0.1

0.4

Chry

sene

21

80

19

mg k

g-¹

M<

0.1

0.5

Benzo

[b]flu

ora

nth

ene

20

59

92

mg k

g-¹

M<

0.1

0.5

Benzo[k

]flu

ora

nth

ene

20

70

89

mg k

g-¹

M<

0.1

0.2

Benzo

[a]p

yre

ne

50

32

8m

g k

g-¹

M<

0.1

0.3

Dib

enzo[a

,h]a

nth

race

ne

53

70

3m

g k

g-¹

M<

0.1

0.3

Indeno[1

,2,3

-cd]p

yrene

19

33

95

mg k

g-¹

M<

0.1

<0.1

Benzo[g

,h,i]

pery

lene

19

12

42

mg k

g-¹

M<

0.1

0.6

Coro

nene

19

10

71

mg k

g-¹

N<

0.1

<0.1

Tota

l (of 17)

PA

Hs

mg k

g-¹

N3.6

6.4

2760

Benze

ne

71

43

2µ

g k

g-¹

M<

1<

1

Tolu

ene

10

88

83

µg k

g-¹

M<

1<

1

Eth

yl b

enzene

10

04

14

µg k

g-¹

M<

1<

1

*U

nitsi

CA

S N

oi

Dete

rmin

andi

SO

Pi

Matrix

Depth

Sam

ple

No

Sam

ple

ID

Chem

test

LIM

S ID

Lo

gin

Batc

h N

o

Sam

plin

g D

ate

* A

ccre

dita

tion

sta

tus

Th

is r

ep

ort

sh

ou

ld b

e i

nte

rpre

ted

in

co

nju

cti

on

wit

h t

he n

ote

s o

n t

he a

cco

mp

an

yin

g c

over

pag

e.

Co

lum

n p

ag

e 1

Re

po

rt p

ag

e 3

of

4

LIM

S s

am

ple

ID

ra

ng

e

AG

01

57

3 t

o A

G0

15

76

All

test

s u

nd

ert

ake

n b

etw

ee

n 0

9/0

5/2

01

1 a

nd

17

/05

/20

11

LA

BO

RA

TO

RY

TE

ST

RE

PO

RT

R

es

ult

s o

f a

na

lys

is o

f 4

sa

mp

les

rec

eiv

ed

6 M

ay

20

11

11

-15

2 -

69

Me

rrio

n R

oa

d,

Du

bli

nF

AO

Glo

ve

r S

ite I

nve

stig

atio

ns

Ltd

Ga

brie

l G

alla

gh

er

8 D

rum

ah

iske

y R

oa

d

Ba

lna

mo

re,

Ba

llym

on

ey

Co

. A

ntr

im

BT

53

7Q

LR

ep

ort

Da

te

17

Ma

y 2

01

1

1363

63

AG

01573

AG

01574

BH

03

BH

04

04/0

5/2

011

04/0

5/2

011

1.8

m1m

SOIL

SOIL

2760

m-

& p

-Xyl

ene

13

30

20

7µ

g k

g-¹

U<

1<

1

o-X

ylene

95

47

6µ

g k

g-¹

U<

1<

1

2761

Tota

l BT

EX

mg k

g-¹

M<

0.0

05

<0.0

05

2810

PC

B 2

87

01

23

75

mg k

g-¹

N<

0.1

<0.1

PC

B 5

23

56

93

99

3m

g k

g-¹

N<

0.1

<0.1

PC

B 1

01

37

68

07

32

mg k

g-¹

N<

0.1

<0.1

PC

B 1

18

31

50

80

06

mg k

g-¹

N<

0.1

<0.1

PC

B 1

38

35

06

52

82

mg k

g-¹

N<

0.1

<0.1

PC

B 1

53

35

06

52

71

mg k

g-¹

N<

0.1

<0.1

PC

B 1

80

35

06

52

93

mg k

g-¹

N<

0.1

<0.1

2811

Tota

l PC

Bs (

7 c

ongeners

)m

g k

g-¹

N<

1<

1

* A

ccre

dita

tion

sta

tus

Th

is r

ep

ort

sh

ou

ld b

e i

nte

rpre

ted

in

co

nju

cti

on

wit

h t

he n

ote

s o

n t

he a

cco

mp

an

yin

g c

over

pag

e.

Co

lum

n p

ag

e 1

Re

po

rt p

ag

e 4

of

4

LIM

S s

am

ple

ID

ra

ng

e

AG

01

57

3 t

o A

G0

15

76

All

test

s u

nd

ert

ake

n b

etw

ee

n 0

9/0

5/2

01

1 a

nd

17

/05

/20

11

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Ground investigation 69 Merrion Road, Dublin -Water... · 2015-05-08 · 4.1 Boreholes by...

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