Our Ref: MOC/NB/P

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

http://www.prioritygeotechnical.ie/

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


Stratum Description

Project Name:


Co-ords:Project No.

Borehole No

Scale

Logged By

Remarks:

Hole Type


Backfill


Rose to

Casing /

Casing


Drilled By



Water

Afterto


Flush


Comment

Groundwater

Hole Diameter

Newmarket Co-Op SI



Type

Type

Dando 2000


Results


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


Stratum Description

Project Name:


Co-ords:Project No.

Borehole No

Scale

Logged By

Remarks:

Hole Type


Backfill


Rose to

Casing /

Casing


Drilled By



Water

Afterto


Flush


Comment

Groundwater

Hole Diameter

Newmarket Co-Op SI



Type

Type

Dando 2000


Results


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


Stratum Description

Project Name:


Co-ords:Project No.

Borehole No

Scale

Logged By

Remarks:

Hole Type


Backfill


Rose to

Casing /

Casing


Drilled By



Water

Afterto


Flush


Comment

Groundwater

Hole Diameter

Newmarket Co-Op SI



Type

Type

Dando 2000


Results


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


--

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

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EPA Export 14-10-2016:02:12:24


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


Stratum Description

Project Name:


Co-ords:Project No.

Borehole No

Scale

Logged By

Remarks:

Hole Type


Backfill


Rose to

Casing /

Casing


Drilled By



Water

Afterto


Flush


Comment

Groundwater

Hole Diameter

Newmarket Co-Op SI



Type

Type

Dando 2000


Results


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


----

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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EPA Export 14-10-2016:02:12:24


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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EPA Export 14-10-2016:02:12:25

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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Our Ref: MOC/NB/P

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Transcript of Our Ref: MOC/NB/P