P15012 1 of 8
Our Ref: GH/Rp/P15012
23rd July, 2015
Messrs. Lynch & Associates
Consulting Engineers & Project
Management,
The Cromer House,
South Square,
Macroom,
Co. Cork
Re: Newmarket Co-op- Treatment Plant Upgrade: Ground Investigation
In December 2014, Priority Geotechnical were requested by Lynch & Associates, to
undertake a ground investigation at Newmarket Co-op, Treatment Plant. The site is
located to the northeast of the R576. The main upgrade works proposed is the
construction of concrete Aeration tanks, a Balance tank, a Clarifer tank and associated
pipe work.
The purpose of the investigation and monitoring is to provide the factual data and
interpretative information on the ground and groundwater conditions to facilitate the
detailed design of the upgrade of existing assets and the construction of new tanks.
The works were undertaken between the 18th and the 23rd March, 2015 using PGL’s
Dando 2000 cable percussion rig 200mm diameter casing. The fieldwork was carried out
in general accordance with BS 5930 (1999) Code of Practice for Site Investigation and
Part 9 of BS 1377 (1990), Method of Tests for Soil for Civil Engineering Purposes, in situ
Tests.
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P15012 2 of 8
Five (5) number cable percussion boreholes (BH01 to BH05 inclusive) were undertaken
to depth of 3.10m below existing ground level (bgl) to 6.65m bgl. Boreholes terminated
after one (1) hour chiseling without progress.
Twenty one (21) bulk disturbed samples (B) and five (5) environmental samples (ES)
were taken.
The ‘as constructed’ exploratory locations were surveyed to ITM system of co-ordinates
with elevations presented to Malin datum on the relevant records. A location plan, ref:
P15012-SI-01, accompanies this report.
Twenty six (26) number Standard Penetration Tests, NSPT values, were carried out in the
cable percussive boreholes, in accordance with Geotechnical Investigation and Testing,
Part 3 Standard penetration test, BS EN ISO 22476-3:2005. The data was presented on
the relevant logs. The distribution of uncorrected Standard Penetration Test, NSPT values
with depth is also presented graphically herein. Refusals, NSPT>50 or where a full set of
4 number 75mm increments were not achieved have not been plotted.
All bulk disturbed samples were transported to Priority Geotechnical’s laboratory in
Midleton, Co. Cork examined, logged and prepared for scheduled testing. The following
tests were scheduled by PGL to allow for the assessment of the ground conditions
encountered. Testing was carried out by PGL in accordance with BS1377 (1990),
Methods of test for soils for civil engineering purposes. Environmental sub-samples were
dispatched to Chemtest for environmental analysis on behalf of PGL. The laboratory test
results were presented herein.
A summary of tests undertaken were detailed hereafter.
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P15012 3 of 8
SUMMARY OF LABORATORY TESTING Type No. Remarks
Natural moisture content 15 16% to 25%
Atterberg limits 5 Liquid limit 26% to 48%
Plastic limit 18% to 34%
Plasticity index 8 to 14
Particle size distribution 8 1No hydrometer analysis undertaken
pH
SO4
3 6.01 to 8.24
3 0.018g/l to 0.059g/l
Loss on ignition 1 3.97% (BH05)
Moisture Condition Value 3 0 - 7
Waste acceptance criteria, WAC 3 BH01 – BH04 0.5m bgl to 1.5m bgl,
See data attached.
The Geological Survey of Ireland, GSI online mapping identified the superficial deposits
on the site as Made Ground. Where Made Ground is not present the natural superficial
deposits will comprise glacial till derived from the Namurian Formation. The National
Aquifer Vulnerability Mapping classifies the site as being underlain by an aquifer of low
vulnerability. The GSI online mapping Sheet 21 identified the site solid geology as being
underlain by Namurian Formation (NAM) described as undifferentiated Shale and
Sandstone. No historic boreholes were recorded in the vicinity of the site.
Ground and Groundwater Conditions
The ground conditions at the site were characterized by glacial deposits comprising
CLAY with varying sand, gravel and cobble contents. They were described as firm to
stiff deposits, generally becoming stiffer with depth. The standard penetration NSPT
values within the slightly sandy (slightly) gravelly CLAY were in the range (Nspt 11 to 30)
indicative of firm to stiff deposits. Organic content was measured at location BH05.
Groundwater was encountered at a depth 2.65m bgl at location BH01 and rose to 2.50m
bgl after 20 minutes. Groundwater was not encountered during drilling at any of the
other boreholes. It should be noted that the rate of boring may exclude groundwater at
low flow rates from the casing as it progresses in cohesive deposits. No groundwater
installations were constructed during the site works to monitor equilibrium groundwater
levels. Seasonal fluctuations in groundwater levels may occur.
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P15012 4 of 8
Geotechnical Review
Ground Model
The current ground model was such that firm to stiff glacial deposits comprising CLAY
with gravels, sands and cobbles were encountered to depths up to 6.65m bgl. These
were described as:
Slightly sandy slightly gravelly CLAY;
Slightly sandy slightly gravelly CLAY with low to medium cobble content and
Slightly gravelly sandy CLAY with medium cobble content.
Boreholes were terminated after one (1) hour of chiseling without progress. Generally
during this hour progress no greater than 10cm was achieved. It is not known if these
obstructions were bedrock or boulders within the glacial deposits. The nature of the
obstruction bedrock or other has not been determined. It is noted the depth to the
obstruction was varied;
Location Final depth, m bgl
Comment
BH01 6.65 Clarifier
BH02 4.35 Aeration Tank
BH03 3.1
BH04 4.95 Balancing Tank
BH05 3.25
It is assumed the bedrock (hard strata) is falling (increasing in depth) from the back
(3.1m) to the front (4.4m – 5.0m) and LHS (3.1m) to RHS (6.7m), in-keeping with the
local topography.
Groundwater was assumed at a depth of 2.65m bgl.
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P15012 5 of 8
It is proposed by Lynch and Assoc. that the large Balance tank/Aeration tanks are to be
constructed at or near existing ground level. The Clarifier tank as its lowest point is 2.5m
below existing ground level.
A characteristic Nspt value of 11 and 19 are proposed for the upper firm CLAY deposits
to a depth 1.0m bgl and for the firm to stiff CLAY deposits below 2.5m bgl. With a PI of 8
- 10, f1 = 6 (Cu = f1 x Nspt Stroud, 1979) an undrained shear strength, Cu of 66kPa
(kN/m2) and 114kPa are proposed, respectively at the Clarifier tank.
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P15012 6 of 8
0
1
2
3
4
5
6
7
0 10 20 30 40 50
Uncorrected Nspt value
De
pth
(m
bg
l)
BH05-Balance
BH04-Balance
BH03- Aeration
BH02- Aeration
BH01- Clarifier
A characteristic Nspt value of 16 is proposed for the upper firm CLAY deposits to a depth
1.0m bgl at the Balancing tanks. With a PI of 14, f1 = 6 (Cu = f1 x Nspt Stroud, 1979) an
undrained shear strength, Cu of 96kPa (kN/m2) is proposed.
A characteristic Nspt value of 15 is proposed for the upper firm CLAY deposits to a depth
1.0m bgl at the Aeration tanks. With a PI of 11, f1 = 6 (Cu = f1 x Nspt Stroud, 1979) an
undrained shear strength, Cu of 90kPa (kN/m2) is proposed.
Groundwater
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P15012 7 of 8
The natural moisture content to plastic limit (w/PL C504 Engineering in glacial tills) ratio
range for the CLAY is 0.7 to 1.05 indicative of stiff deposits with an approximate
compressive strength of 70kPa to >100KPa.
The CLAY has been identified as of low to intermediate compressible in light of its liquid
limits, 26% to 48%, noting BH05 was of intermediate plasticity (LL 48%).
Based on strength descriptions ‘firm to stiff’ a presumed bearing pressure of 150kPa is
expected of the Boulder Clay deposits (BS8004, 1986). Based on characteristic NSPT of
15- 19, provisionally an allowable bearing pressure of 150kPa is proposed for foundation
design (Terzaghi and Peck, 1976) for assumed settlements up to 25mm for shallow
foundations. Some differential settlement is expected at location of the Balancing tanks
where there is a variation in plasticity. There was also a noted variation in pH at this
location and a moisture content of 25% being the maximum value measured. These
were be indicative of organic content at this location and so additional testing was
undertaken to assess this, yielding a low organic content of 4%, (ISO 14688-2, 2004,
2% - 6%).
Location
Proposed characteristic Nspt value
Proposed undrained shear strength (FoS 1.2), kPa
Q ult, kPa Proposed Qall kPa (25mm settlement),
Comment
BH01 19 95 488 150 Clarifier
BH02
15
75 385 120 Aeration Tank
BH03
BH04
16
80 411 100 * Balancing Tank
BH05 * Settlement is not quantified at the balancing tanks where low organic content was measured. The
allowable bearing pressure has been reduced by a further nominal factor of safety = 1.2.
It is proposed to found within the firm to stiff glacial deposits. Groundwater control may
be required for excavations to depths below 2.5m bgl. In any case the base of
excavations should be adequately protected to prevent softening of the glacial deposits
where water ingress may occur particularly at the Balancing tanks. A simple sump and
pump system shall suffice to control groundwater in the CLAY. Particle size d10
(0.002mm, BH01) was indicative of permeability of the order 10-8ms-1.
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P15012 8 of 8
All foundations should be inspected by a suitably qualified Geotechnical Engineer and in
particular the Balancing tanks at BH04- BH05.
With the exception BH04, MCV0, moisture condition value MCV6 – MCV7 was
measured for deposits in the upper 1.0m. These are suitable only for re-use as
landscaping Fill, having moisture contents (w = 19% to 29%).
pH and sulphate data indicated design class XA1 in accordance with EN206-1:2000
Table 2 or design sulphate class DS-1 in accordance with BRE digest for concrete in
aggressive ground (SD1; 2005). It is noted at location BH05 a pH of 5.64 was measured
with low organic content.
Recommendations
To complete the current ground model it is recommended to excavate a trial pit at
location either BH03 or BH05, along northern line of the Aeration tanks to identify the
nature of the obstruction noted in the borehole. It is also recommended to excavate two
(2) number trial pits top and bottom of the proposed Clarifier to check if there is any
shallow obstruction.
Plate loading tests are recommended at a depth 1.0m to detail settlements under the
tanks and verify the design bearing pressure. This may be undertaken at Construction
stage.
Should you have any queries in relation to the data collected or subsequent analysis
please do not hesitate to contact our office.
Yours sincerely, For Priority Geotechnical,
Greg Hayes BE MEngSc CEng MIEI Geotechnical Specialist
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EPA Export 14-10-2016:02:12:24
KEY TO SYMBOLS ON EXPLORATORY HOLE RECORDS
All linear dimensions are in metres or millimetres
DESCRIPTIONS** Drillers DescriptionFriable Easily crumbled
SAMPLESU( ) Undisturbed 102mm diameter sample, ( ) denotes number of blows to drive samplerU( )F, U( )P F‐ not recovered, P‐partially recoveredU38 Undisturbed 38mm diameter sampleP(F), (P) Piston sample ‐ disturbedB Bulk sample ‐ disturbedD Jar Sample ‐ disturbedW Water SampleCBR California Bearing Ratio mould sampleES Chemical Sample for Contamination AnalysisSPTLS Standard Penetration Test S lump sample from split samplerCORE RECOVERY AND ROCK QUALITYTCR Total Core Recovery (% of Core Run)SCR Solid Core Recovery (length of core having at least one full diameter as % of core run)RQD Rock Quality Designation (length of solid core greater than 100mm as % of core run)Where there is insufficient space for the TCR, SCR and RQD, the results may be found in the remarks columnIf Fracture Spacing in mm (Minimum/Average/Maximum) NI ‐ non intact, NR ‐ no recoveryAZCL Assumed Zone of Core LossNI Non intact
GROUNDWATERGroundwater strike__Groundwater level after standing period__
Date/Water Date of shift (day/month)/Depth to water at end of previous shift shown above the dateand depth to water at beginning of shift given below the date
INSITU TESTINGS Standard Penetration Test ‐ split barrel samplerC Standard Penetration Test ‐ solid 60⁰ coneSW Self Weight PenetrationIvp, HVp (R) In Situ Vane Test, Hand Vane Test (R) demonstrates remoulded strengthK(F), (C), (R), (P) Permeability TestHP Hand Penetrometer Test
MEASURED PROPERTIESN Standard Penetration Test ‐ blows required to drive 300mm after seating drivex/y Denotes x blows for y mm within the Standard Penetration Testx*/y Denotes x blows for y mm within the seating drivecu Undrained Shear Strength (kN/m2)
CBR California Bearing Ratio
ROTARY DRILLING SIZES
NHPS
120146
Key Sheet
92113
7599
Index LetterNominal Diameter (mm)
Borehole Core5476
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EPA Export 14-10-2016:02:12:24
134.25
133.05133.00
1.00
2.00
5.40
6.606.65
Firm yellow/brown, slightly sandy slightly gravellyCLAY. Sand is fine to coarse. Gravel is fine tocoarse, sub-angular to rounded.
Stiff grey, slightly sandy slightly gravely CLAY withlow to medium cobble content. Sand is fine tocoarse. Gravel is fine to coarse, sub-angular torounded.
Stiff light brown/yellow, slightly sandy, slightlygravelly CLAY. Sand is fine to medium. Gravel is fineto coarse, sub-angular to rounded.
Stiff light brown, slightly sandy slightly gravellyCLAY with medium cobble content. Sand is fine tomedium. Gravel is fine to coarse subangular torounded. Cobbles are limestone 63 to 150 mm diasubangular to subrounded.
Chiselled from 6.60mbgl to 6.65m bgl.End of Borehole at 6.65 m
1
2
3
4
5
6
7
8
1:50
Sheet 1 of 1
Well / WaterStrikes
Depth (m)DepthLevel Legend(m)(m AOD)
Stratum Description
Project Name:
Client: Dates: Level:
Co-ords:Project No.
Borehole No
Scale
Logged By
Remarks:
Hole Type
Groundwater:Struck Sealed
Backfill
Depth (m) Level Depth
Rose to
Casing /
Casing
Equipment & Methods:
Drilled By
Hole Information:Hole Depth Casing Diameter
Chiselling:Depths (m) Time (hhmm) Tool
Water
Afterto
Shift Data: Shift (dd/mm/yyyy)
Flush
Casing depth Remarks
Comment
Groundwater
Hole Diameter
Newmarket Co-Op SI
Lynch & Associates Consulting Engineers
Hole terminated at 6.65m.
Type
Type
Dando 2000
Samples & In Situ TestingResults
Results
Priority Geotechnical Ltd.Tel: 021 4631600Fax: 021 4638690www.prioritygeotechnical.ie
18/03/2015
P15012
139.65 m AOD
532101E - 607574N
PC
JMcS
Cable Percussion
BH01
Hol
eBA
SE
III (
Bld
426
.72)
Sta
ndar
d B
oreh
ole
Log
v2 d
ated
27t
h N
ov 0
3
2.65m 2.50m 20min - See shift data. 4.50m 200mm 200mm
--
3.676.00
18/03/201519/03/2015
3.756.65
00300100
4.50m6.65m
End of shiftEnd of shift
ChiselChisel
0.00-1.000.50
1.00
2.00
2.00-3.00
3.00
3.00-4.00
4.00
4.00-5.00
5.00
5.00-6.50
6.00
6.65
BES
CPT
CPT
B
CPT
B
CPT
B
CPT
B
CPT
CPT
N=11 (2,2/3,3,2,3)
N=15 (3,3/4,4,4,3)
N=16 (4,4/4,3,4,5)
N=21 (4,4/5,5,6,5)
N=22 (4,5/5,5,6,6)
N=26 (6,7/7,6,6,7)
()
0.00
138.65
137.65
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EPA Export 14-10-2016:02:12:24
Chiselled from 4.25m to 4.35m.End of Borehole at 4.35 m
1
2
3
4
5
6
7
8
1:50
Sheet 1 of 1
Well / WaterStrikes
Depth (m)DepthLevel Legend(m)(m AOD)
Stratum Description
Project Name:
Client: Dates: Level:
Co-ords:Project No.
Borehole No
Scale
Logged By
Remarks:
Hole Type
Groundwater:Struck Sealed
Backfill
Depth (m) Level Depth
Rose to
Casing /
Casing
Equipment & Methods:
Drilled By
Hole Information:Hole Depth Casing Diameter
Chiselling:Depths (m) Time (hhmm) Tool
Water
Afterto
Shift Data: Shift (dd/mm/yyyy)
Flush
Casing depth Remarks
Comment
Groundwater
Hole Diameter
Newmarket Co-Op SI
Lynch & Associates Consulting Engineers
Hole terminated at 4.35m.
Type
Type
Dando 2000
Samples & In Situ TestingResults
Results
Priority Geotechnical Ltd.Tel: 021 4631600Fax: 021 4638690www.prioritygeotechnical.ie
19/03/2015
P15012
139.84 m AOD
532080E - 607586N
PC
JMS
Cable Percussion
BH02
Hol
eBA
SE
III (
Bld
426
.72)
Sta
ndar
d B
oreh
ole
Log
v2 d
ated
27t
h N
ov 0
3
- - - -None encountered. 4.35m 200mm 200mm
-
4.25
19/03/2015
4.35 0100
4.35m End of shift
Chisel
0.00-1.000.50
1.00
1.00-2.00
2.00
2.00-3.00
3.00
3.00-4.30
4.00
4.35
BES
CPT
B
CPT
B
CPT
B
CPT
CPT
N=12 (2,2/2,3,3,4)
N=17 (3,3/4,4,5,4)
N=23 (4,4/5,5,6,7)
35 (8,8/10,25 for 0mm)(25 for 0mm) 4.35
138.84
135.59135.49
1.00
4.254.35
Firm brown / grey, slightly sandy slightly gravelyCLAY with rootlets. Sand is fine to coarse. Gravel isfine to coarse, sub-angular to rounded.
Stiff orange / brown, slightly sandy slightlygravelly CLAY with low cobble content. Sand is fineto coarse. Gravel is fine to coarse, sub-angular torounded. Cobbles are sub-angular to sub-rounded,63-80mm dia.
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EPA Export 14-10-2016:02:12:24
Cobbles are sub-angular, 63-85mm dia.
Stiff orange / brown, slightly sandy slightlygravelly CLAY with medium cobble content. Sand isfine to coarse. Gravel is fine to coarse, sub-angularto sub-rounded. Cobbles are sub-angular, 63-85mmdia.
Stiff orange / brown, slightly sandy gravelly CLAYwith low cobble content. Sand is fine to coarse.Gravel is fine to coarse, sub-angular to sub-rounded.Cobbles are sub-angular, 63-85mm dia.
Chiselled from 3.05m bgl to 3.10m bgl.End of Borehole at 3.10 m
1
2
3
4
5
6
7
8
1:50
Sheet 1 of 1
Well / WaterStrikes
Depth (m)DepthLevel Legend(m)(m AOD)
Stratum Description
Project Name:
Client: Dates: Level:
Co-ords:Project No.
Borehole No
Scale
Logged By
Remarks:
Hole Type
Groundwater:Struck Sealed
Backfill
Depth (m) Level Depth
Rose to
Casing /
Casing
Equipment & Methods:
Drilled By
Hole Information:Hole Depth Casing Diameter
Chiselling:Depths (m) Time (hhmm) Tool
Water
Afterto
Shift Data: Shift (dd/mm/yyyy)
Flush
Casing depth Remarks
Comment
Groundwater
Hole Diameter
Newmarket Co-Op SI
Lynch & Associates Consulting Engineers
Hole terminated at 3.10m.
Type
Type
Dando 2000
Samples & In Situ TestingResults
Results
Priority Geotechnical Ltd.Tel: 021 4631600Fax: 021 4638690www.prioritygeotechnical.ie
20/03/2015
P15012
140.14 m AOD
532101E - 607602N
PC
JMS
Cable Percussion
BH03
Hol
eBA
SE
III (
Bld
426
.72)
Sta
ndar
d B
oreh
ole
Log
v2 d
ated
27t
h N
ov 0
3
- - - -No groundwater encountered. 3.10m 200mm 200mm
-
2.453.05
20/03/2015
2.453.10
00300100
3.10m End of shift
ChiselChisel
0.10
0.00-1.000.50
1.00
1.00-2.00
2.00
2.50-2.70
2.70-3.003.00
BCPTES
CPT
B
CPT
B
BCPT
(25 for 0mm)
N=16 (3,3/4,4,4,4)
30 (4,4/5,5,20 for 0mm)
(10,25 for 0mm)
0.00
139.14
137.64137.44
137.09137.04
1.00
2.502.70
3.053.10
Brown sandy Clay.
Stiff orange / brown, slightly sandy gravelly CLAYwith low cobble content. Sand is fine to coarse.Gravel is fine to coarse, sub-angular to sub-rounded.
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EPA Export 14-10-2016:02:12:24
4.95
TOPSOIL described as orange brown Clay.
Orange brown, slightly gravelly sandy CLAY with lowto medium cobble content. Gravel is fine to coarse,sub-angular to rounded. Sand is fine to coarse.
Orange brown, slightly gravelly sandy CLAY. Gravel isfine to coarse, sub-angular to rounded. Sand is fineto coarse.
Rootlets present between 2.0m bgl and 3.0m bgl.
Orange brown, slightly gravelly sandy CLAY withmedium cobble content. Gravel is fine to coarse,sub-angular to rounded. Sand is fine to coarse.Cobbles are subangular to subrounded 63 to 200mm dia.
Chiselled from 4.90m bgl to 4.95m bgl.End of Borehole at 4.95 m
1
2
3
4
5
6
7
8
1:50
Sheet 1 of 1
Well / WaterStrikes
Depth (m)DepthLevel Legend(m)(m AOD)
Stratum Description
Project Name:
Client: Dates: Level:
Co-ords:Project No.
Borehole No
Scale
Logged By
Remarks:
Hole Type
Groundwater:Struck Sealed
Backfill
Depth (m) Level Depth
Rose to
Casing /
Casing
Equipment & Methods:
Drilled By
Hole Information:Hole Depth Casing Diameter
Chiselling:Depths (m) Time (hhmm) Tool
Water
Afterto
Shift Data: Shift (dd/mm/yyyy)
Flush
Casing depth Remarks
Comment
Groundwater
Hole Diameter
Newmarket Co-Op SI
Lynch & Associates Consulting Engineers
Hole terminated at 4.00m.
Type
Type
Dando 2000
Samples & In Situ TestingResults
Results
Priority Geotechnical Ltd.Tel: 021 4631600Fax: 021 4638690www.prioritygeotechnical.ie
23/03/2015
P15012
139.91 m AOD
532054E - 607622N
PC
JMS
Cable Percussion
BH04
Hol
eBA
SE
III (
Bld
426
.72)
Sta
ndar
d B
oreh
ole
Log
v2 d
ated
27t
h N
ov 0
3
- - - -None encountered. 4.95m 200mm 200mm
--
4.90
23/03/201523/03/2015
4.95 0100
-4.00m
Start of shiftEnd of Borehole
Chisel
0.00-1.000.50
1.00
1.00-2.00
2.00
2.00-3.00
3.00
3.00-4.00
4.00
4.00-4.90
4.904.95
BES
CPT
B
CPT
B
CPT
B
CPT
B
CPTCPT
N=17 (3,3/4,4,5,4)
N=17 (5,5/4,5,4,4)
N=21 (4,4/5,5,6,5)
N=28 (5,5/7,7,6,8)
(25 for 0mm)(25 for 0mm)
4.95
138.91
137.91
135.91
135.01134.96
1.00
2.00
4.00
4.90
For
insp
ectio
n pur
pose
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Orange / brown, slightly sandy gravelly SILT with lowcobble content. Sand is fine to coarse. Gravel isfine to coarse, angular to sub-rounded. Cobbles aresub-angular to sub-rounded, 63-80mm dia.
Chiselled from 3.20m to 3.25m.End of Borehole at 3.25 m
1
2
3
4
5
6
7
8
1:50
Sheet 1 of 1
Well / WaterStrikes
Depth (m)DepthLevel Legend(m)(m AOD)
Stratum Description
Project Name:
Client: Dates: Level:
Co-ords:Project No.
Borehole No
Scale
Logged By
Remarks:
Hole Type
Groundwater:Struck Sealed
Backfill
Depth (m) Level Depth
Rose to
Casing /
Casing
Equipment & Methods:
Drilled By
Hole Information:Hole Depth Casing Diameter
Chiselling:Depths (m) Time (hhmm) Tool
Water
Afterto
Shift Data: Shift (dd/mm/yyyy)
Flush
Casing depth Remarks
Comment
Groundwater
Hole Diameter
Newmarket Co-Op SI
Lynch & Associates Consulting Engineers
Hole terminated at 3.25m.
Type
Type
Dando 2000
Samples & In Situ TestingResults
Results
Priority Geotechnical Ltd.Tel: 021 4631600Fax: 021 4638690www.prioritygeotechnical.ie
20/03/2015-23/03/2015
P15012
140.70 m AOD
532074E - 607638N
PC
JMS
Cable Percussion
BH05
Hol
eBA
SE
III (
Bld
426
.72)
Sta
ndar
d B
oreh
ole
Log
v2 d
ated
27t
h N
ov 0
3
- - - -None encountered. 3.25m 200mm 200mm
----
3.20
20/03/201520/03/201523/03/201523/03/2015
3.25 0100
-2.00m2.00m3.25m
Start of shiftEnd of shiftStart of shiftEnd of Borehole
Chisel
0.00-1.000.50
1.00
1.00-2.00
2.00
2.00-3.00
3.00
3.25
BES
CPT
B
CPT
B
CPT
CPT
N=14 (2,2/3,3,4,4)
N=20 (3,4/4,5,5,6)
(10,25)(25 for 0mm) 3.25
138.70
137.50137.45
2.00
3.203.25
Firm orange brown, slightly sandy slightly gravellyCLAY. Sand is fine to medium. Gravel is fine tocoarse, sub-angular to sub-rounded.
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Sheet
Client Job No.
Site Date DrawnNewmarket Co-Op SI 05/05/2015
SPT Vs Depth 1 of 1
Lynch & Associates Consulting Engineers P15012
0
1
2
3
4
5
6
7
0 5 10 15 20 25 30 35 40 45 50
Uncorrected Nspt value
Dep
th (m
bgl
)
BH05 BH04 BH03 BH02 BH01
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KEY TO SYMBOLS - LABORATORY TEST RESULT
U Undisturbed SampleP Piston SampleTWS Thin Wall SampleB Bulk Sample - DisturbedD Jar Sample - DisturbedW Water SamplepH Acidity/Alkalinity IndexSO3 % - Total Sulphate Content (acid soluble)SO3 g/ltr - Water Soluble Sulphate (Water or 2:1 Aqueous Soil Extract)+ Calcareous ReactionCl Chloride ContentPl Plasticity Index<425 % of material in sample passing 425 micron sieveLL Liquid LimitPL Plastic LimitMC Water ContentNP Non PlasticYb Bulk DensityYd Dry DensityPs Particle DensityU/D Undrained/Drained TriaxialU/C Unconsolidated/Consolidated TriaxialT/M Single Stage/Multistage Triaxial100/38 Sample Diameter (mm)REM Remoulded Triaxial Test SpecimenTST Triaxial Suction TestV Vane TestDSB Drained Shear BoxRSB Residual Shear BoxRS Ring Shearσ3 Cell Pressureσ1-σ3 Deviator Stressc Cohesionc_ Effective Cohesion Interceptф Angle of Shearing Resistance - Degreesф_ Effective Angle of Shearing Resistanceεf Strain at Failure* Failed under 1st Load** Failed under 2nd Load# Untestable## Excessive Strainp_o Effective Overburden Pressuremv Coefficient of Volume Decreasecv Coefficient of ConsolidationOpt OptimumNat NaturalStd Standard Compaction - 2.5kg Rammer (¶ CBR)Hvy Heavy Compaction - 4.5kg Rammer (§ CBR)Vib Vibratory CompactionCBR California Bearing RatioSat m.c. Saturation Moisture ContentMCV Moisture Condition Value
Key sheet
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