appendix i - · pdf filethe current edition of bs5930 together with bs en iso 14688-1:2002,...

APPENDIX I

Phase 2, Hydehurst Lane, Northgate, Crawley CCL02427.BS86 October 2013

APPENDIX I – 2011 GROUND INVESTIGATION Introduction As part of a larger ground investigation, parts of the Phase 2 site were investigated on 16 May 2011 under the supervision of a geotechnical engineer from Crossfield Consulting Limited. The ground investigation was designed and supervised by qualified and experienced geo‐environmental specialists from Crossfield Consulting Limited. Where appropriate, and as outlined below, specialist drilling/sampling equipment was procured together with trained and experienced operators. Unless otherwise indicated, sampling and logging remained the responsibility of trained staff from Crossfield Consulting Limited and field records were prepared on site, during or immediately following drilling/sampling or in situ measurements/tests. The results of in situ tests are presented on the relevant record sheets in this Appendix and the data are summarised on Figure I‐1. An exploratory hole location plan is presented as Figure I‐2. Trial Pits Seven trial pits, denoted as TP1 to TP7, were excavated by a Volvo BL71 excavator. The trial pit records from the investigation are presented in this Appendix and these records include the descriptions and depths of the strata encountered, together with sample depths, groundwater observations and other pertinent comments. In situ hand vane tests were carried out on fine‐grained soils, where appropriate, to provide undrained shear strength data representative of the tested horizon. The tests were carried out using Pilcon‐Edeco hand vane tester, with extension rods in accordance with the site health and safety method statement. With reference to the guidance published in Serota & Jangle (1972), it is noted that this instrument is calibrated and scaled to provide a direct reading of undrained shear strength, such that application of additional correction factors on the recorded measurements is not necessary. Published correlations with undrained shear strength, as measured by immediate undrained triaxial tests, indicate this hand vane tester provides measurements with a significantly lower scatter in comparison to triaxial tests, with fewer anomalous results. Specific test measurements are listed on the exploratory hole records and a summary of the test data and instrument details are presented in this Appendix. Soil Samples Samples designated for geotechnical testing were collected, stored and transported in accordance with the published requirements for the specific tests scheduled, such that moisture content and soil structure integrity was maintained, as necessary for the test requirements. Geotechnical Laboratory Testing Selected samples of the soils encountered were submitted for analysis for the following tests:

Moisture content

Atterberg Limits

pH value

Water soluble sulphate

Total sulphur

Acid soluble sulphate The analyses were carried out by Structural Soils, a UKAS accredited laboratory, and the results are presented in this Appendix.

TRIAL PIT RECORDS KEY J Disturbed Jar Sample G Soil Sample in Glass Container

g Soil Sample in Glass Vial B Disturbed Bulk Sample C "Undisturbed" CBR Mould Sample (denoted Category A: OS-TK/W in BS EN 22475-1:2006) W Water Sample cfv Undrained Shear Strength (from hand vane shear vane test)

crv Undrained Remoulded Shear Strength FVT (from hand vane shear vane test) cfv * Undrained Shear Strength from Hand Vane Shear Strength Test on block sample dug from pit by excavator

Notes: 1. All measurement values on record sheets are uncorrected, unless otherwise indicated. 2. For corrected test values, refer to report. 3. Identification and classification of strata is based on the guidance published in

the current edition of BS5930 together with BS EN ISO 14688-1:2002, BS EN ISO 14688-2:2004, BS EN ISO 14689-1:2003

4. Consistency (soft, firm, stiff etc) relates to a manual test/inspection on site (in compliance with BS EN ISO 14688-1:2002 Section 5.14)

5. Undrained shear strength (low, medium, high etc) relates to in situ or laboratory test data and the associated assessed strength of a stratum (in compliance with BS EN ISO 14688-2:2004 Section 5.3 and Table 5).

6. The density of coarse-grained soils is based on SPT N values (or equivalent Dynamic Probe test or CPT data) as outlined in BS5930 and BS EN ISO 14688-2:2004.

7. Rock strength (weak, strong etc) is based on field identification (and/or strength test data), as outlined in BS EN ISO 14689-1:2003 Table 5.

Category B Samples

Project: London Road, Crawley Trial Pit

Sheet 1 of 1

Bearing: Shoring: Job No. CCL02061

Stability: Date: 16/05/2011

Plant: Volvo BL71 A C Water: None encountered

Logged by: CJW

Checked by:

Face A: Face B: Face C: Depth

0.20 0.20

1.00 1.00

1.70 1.701.80 1.80

2.50 2.50

StrataType Ref. No. Strata Description

Depth1 0.00-0.20

(TOPSOIL)

cfv 140+120140+ 2 0.20-1.00J

(WEALD CLAY)

cfv# 3 1.00-1.70

(WEALD CLAY)

4 1.70-1.80

(WEALD CLAY)

5 1.80-2.50

(WEALD CLAY)

* Levels reproduced from a topographic survey provided by the Client# Unable to push hand vane into strata

Symbols and abbreviations are explained on the accompanying key. All linear dimensions are in metres unless otherwise stated.

Reddish brown medium to coarse angular gravel of very weak MUDSTONE

(1)

(2)

(3)

(5)

Hard consistency brown desiccated humic clay with rare coarse subrounded flint gravel and with rootlets

Very stiff consistency high strength orangish brown mottled brown gravelly friable CLAY. Gravel is fine to medium angular very weak mudstone with iron staining

Very stiff consistency high strength light grey mottled orangish brown friable CLAY

Sample/Test

Remarks

Depth

0.900.90

1Crossfield Consulting LimitedTrial Pit Plan

Depth

Co-ordinates:

Ground Level: B

North

66.60 m O.D.*

SamplingStrength(kN/m2)

1.40

Stable whilst excavating

None Used

Light grey mottled brown medium to coarse angular gravel and cobbles of very weak MUDSTONE

(4)

Base of Pit


Sheet 1 of 1




Logged by: CJW

Checked by:


0.40 0.40

0.80 0.800.85 0.85

1.60 1.60

2.10 2.10

2.40 2.40


Depth1 0.00-0.40 Hard consistency brown desiccated humic clay with rootlets

(TOPSOIL)

J 2 0.40-0.80 Very stiff consistency orangish brown mottled light grey CLAY(WEALD CLAY)

3 0.80-0.85

(WEALD CLAY)

cfv 135140+132 4 0.85-1.60

(WEALD CLAY)

5 1.60-2.10

(WEALD CLAY)

6 2.10-2.40

* Levels reproduced from a topographic survey provided by the Client


Very stiff consistency high strength light grey mottled orangish brown very friable CLAY

Dark greyish brown medium to coarse gravel of iron-stained MUDSTONE

(1)

(2)

(4)

Dark brown fine to medium angular gravel of very weak iron-stained MUDSTONE

0.90

Sample/Test

(6)

Base of Pit

Remarks

Depth

0.70


Depth

Co-ordinates:

Ground Level: B

West

66.10 m O.D.*



None Used

(3)

Very stiff consistency light grey mottled orangish brown very gravelly very friable CLAY. Gravel is fine to coarse angular mudstone (WEALD CLAY)

(5)


Sheet 1 of 1




Logged by: CJW

Checked by:


0.45 0.45

1.90 1.90

2.40 2.40


Depth1 0.00-0.45

(TOPSOIL)

cfv 101 125 100 2 0.45-1.90J

(WEALD CLAY)

3 1.90-2.40

(WEALD CLAY)



Sample/Test Strength(kN/m2)

Remarks

Depth

0.800.80


Depth

Co-ordinates:

Ground Level: B

Northeast

66.65 m O.D.*

(1)

Sampling

(2)


None Used

(3)

Base of Pit

Orangish brown mottled light grey medium to coarse angular gravel of MUDSTONE which is locally iron-stained

Very stiff consistency dark brown desiccated humic clay with rootlets

Very stiff consistency high strength orangish brown mottled brown mottled light grey friable CLAY

…becoming gravelly below 1.0 m depth. Gravel is fine angular very weak mudstone…with a horizon of dark greyish brown medium to coarse angular gravel of iron-stained MUDSTONE between 1.10 m and 1.15 m depth


Sheet 1 of 1




Logged by: CJW

Checked by:


0.40 0.40

0.60 0.60

1.25 1.25

1.95 1.95


Depth1 0.00-0.40

(TOPSOIL)

2 0.40-0.60

(WEALD CLAY)

cfv 134 115 137 3 0.60-1.25J

(WEALD CLAY)

4 1.25-1.95 Brown medium to coarse angular gravel of MUDSTONE(WEALD CLAY)…locally iron-stained at surface of horizon…with MUDSTONE cobbles below 1.8 m depth




None Used


(3)


Depth

Co-ordinates:

Ground Level: B

Northeast

66.50 m O.D.*

Remarks

Depth

(4)

Base of Pit

Sample/Test

0.901.20


(1)

(2)

Hard consistency dark greyish brown desiccated humic clay with roots and rootlets

Very stiff consistency orangish brown mottled light grey friable CLAY with rootlets


Sheet 1 of 1




Logged by: CJW

Checked by:


0.30 0.30

1.20 1.20

2.10 2.10


Depth1 0.00-0.30

(TOPSOIL)

cfv 140+140+140+ 2 0.30-1.20J

(WEALD CLAY)

3 1.20-2.10

(WEALD CLAY)



Remarks

Depth

1.051.05


Depth

Co-ordinates:

Ground Level: B

Southwest

67.15 m O.D.*

Strength(kN/m2)

Sample/TestSampling

(1)

Base of Pit


None Used

(2)

(3)

Light grey mottled brown fine to coarse angular gravel of MUDSTONE

…with a dark brown iron-stained horizon between 1.3 m and 1.5 m depth

Very stiff consistency greyish brown desiccated humic clay with roots and rootlets

Very stiff consistency high strength orangish brown mottled light grey very friable CLAY with roots and rootlets to 0.6 m depth


Sheet 1 of 1




Logged by: CJW

Checked by:


0.35 0.35

1.90 1.90

2.50 2.50


Depth1 0.00-0.35

(TOPSOIL)

cfv 122140+140+ 2 0.35-1.90J

(WEALD CLAY)

3 1.90-2.50

(WEALD CLAY)




None Used


Sample/Test


Depth

Co-ordinates:

Ground Level: B

West

65.60 m O.D.*

Remarks

Depth

0.550.70

Base of Pit

(1)

(2)

(3)

Very stiff to hard consistency greyish brown humic clay with rootlets


…becoming gravelly CLAY below 1.5 m depth. Gravel is fine to coarse angular very weak mudstone

Brown fine to coarse angular gravel and cobbles of very weak to weak to medium strong MUDSTONE

…becoming greyish brown cobbles of medium strong MUDSTONE below 2.3 m depth


Sheet 1 of 1




Logged by: CJW

Checked by:


0.35 0.35

2.00 2.00

2.30 2.30


Depth1 0.00-0.35

(TOPSOIL)

cfv 140+140+137 2 0.35-2.00J

(WEALD CLAY)

3 2.00-2.30

(WEALD CLAY)…mudstone becomes medium strong below 2.15 m depth



Sample/Test Strength(kN/m2)

…with fine to medium angular gravel of very weak mudstone below 1.3 m depth

Remarks

Depth

0.700.70

Sampling


Depth

Co-ordinates:

Ground Level: B Stable whilst excavating

None UsedSouth

64.95 m O.D.*

(3)

Light grey mottled orangish brown fine to coarse angular gravel and cobbles of very weak to weak to medium strong MUDSTONE

(1)

(2)

Hard consistency greyish brown desiccated humic clay with rootlets

Very stiff to hard consistency high strength orangish brown mottled light grey CLAY

Base of Pit

NOTE:

June 2011CCL02061.BM 72

Crossfield Consulting LimitedLondon Road, Crawley

UNDRAINED SHEAR STRENGTH vs DEPTH

Data from in situ hand vane tests in fine-grained soils.

FIGURE I-1

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150

0.0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1.0

1.1

1.2

1.3

1.4

1.5

Undrained Shear Strength (kN/m2)

Depth (m

)

CROSSFIELD CONSULTING LIMITEDLONDON ROAD, CRAWLEY

(m) (%) (%) (%) (g/l SO4)

TP2 0.70 - 8.3 0.02 <0.02 0.03TP4 1.20 - 7.9 0.02 <0.02 0.03TP5 1.05 - 8.2 <0.01 <0.02 0.02TP7 0.70 - 8.4 0.02 <0.02 <0.01TP8 0.75 - 8.3 <0.01 <0.02 <0.01

TP10 1.10 - 7.7 0.01 0.03 0.09TP11 1.10 - 5.3 0.06 0.05 0.05TP12 0.85 - 8.4 0.01 <0.02 0.04

Certificate No: 581647 Page 3 of 3

Acid Soluble

Sulphate

Total Sulphur

Organic Matter

Water Soluble

SulphateBorehole Depth pH Value

Note: This testing was not performed by Structural Soils Ltd and was subcontracted

SUMMARY OF pH VALUE, SULPHUR & SULPHATE

Dra

wn

by:

PK

Dat

e: 3

0/04

/201

1T

empl

ate

Issu

e:

2

File

nam

e: 5

8164

7 /

CH

EM

ICA

L /

01_S

P.X

LS


FIGURE I‐2

EXPLORATORY HOLE LOCATION PLAN

Scale 1: 2,000

Reproduced from a topographic survey provided by the Client

TP7

TP4

TP6

TP3

TP5

TP1

TP2

APPENDIX II


APPENDIX II – SUPPLEMENTARY GROUND INVESTIGATION Introduction This Appendix and Appendix I, together with Sections 2 to 4 of the report, forms the Ground Investigation Report for the development described in the report, in compliance with the requirements of BS 5930:1999+A2:2010, BS EN1997‐1:2004(2007) and BS EN1997‐2:2007(2007). The site operations were carried out on 14 October 2013 under the supervision of a geotechnical engineer from Crossfield Consulting Limited. The scope and rationale for the design of the investigation is presented in Table II‐1. The ground investigation was designed and supervised by qualified and experienced geo‐environmental specialists from Crossfield Consulting Limited. Where appropriate, and as outlined below, specialist drilling/sampling equipment was procured together with trained and experienced operators. Unless otherwise indicated, sampling and logging remained the responsibility of trained staff from Crossfield Consulting Limited and field records were prepared on site, during or immediately following drilling/sampling or in situ measurements/tests. The results of in situ tests are presented on the relevant record sheets in this Appendix and the data are summarised on Figure II‐1. Details of any correction factors used in processing the test results are presented in the summary figures. An exploratory hole location plan is presented as Figure II‐2. Trial Pits Four trial pits, denoted as TP201 to TP204, were excavated by a JCB 3CX eco excavator. The trial pit records from the investigation are presented in this Appendix and these records include the descriptions and depths of the strata encountered, together with sample depths, groundwater observations and other pertinent comments. In situ hand vane tests were carried out on fine‐grained soils, where appropriate, to provide undrained shear strength data representative of the tested horizon. The tests were carried out using Pilcon‐Edeco hand vane tester, with extension rods in accordance with the site health and safety method statement. With reference to the guidance published in Serota & Jangle (1972), it is noted that this instrument is calibrated and scaled to provide a direct reading of undrained shear strength, such that application of additional correction factors on the recorded measurements is not necessary. Published correlations with undrained shear strength, as measured by immediate undrained triaxial tests, indicate this hand vane tester provides measurements with a significantly lower scatter in comparison to triaxial tests, with fewer anomalous results. Specific test measurements are listed on the exploratory hole records and a summary of the test data and instrument details are presented in this Appendix. Soil Samples Samples designated for geotechnical testing were collected, stored and transported in accordance with the published requirements for the specific tests scheduled, such that moisture content and soil structure integrity was maintained, as necessary for the test requirements.


Geotechnical Laboratory Testing The rationale for the geotechnical laboratory testing is set out in the Table II‐2. Selected samples of the soils encountered were submitted for analysis for the following tests:

Moisture content

Atterberg Limits

pH value

Water soluble sulphate The analyses were carried out by Chemtest and GEO Site & Testing Services Limited (GSTL), UKAS accredited laboratories, and the results are presented in this Appendix.


TABLE II‐1

RATIONALE FOR THE DESIGN OF THE GROUND INVESTIGATION

The scope of the ground investigation was designed with reference to the published geology and ground conditions indicated in the desk study information. In addition, reference was also made to the factual records within Appendix I. It is noted that the investigation works were constrained by access restrictions, in particular the presence of mature trees in the western margin of the site. In compliance with the guidance published in BS EN 1997‐2:2007, the ground investigation was designed to verify the preliminary ground model, established from the desk study information and to characterise the ground conditions within influencing distance of the proposed structures. In this regard, the exploratory holes were targeted within relevant areas of the site to provide information on the strata profile down to competent materials. With reference to the desk study information and the support requirements of the proposed development, it is evident that adequate support is provided by the strata that continue below the depths of the exploratory holes. In compliance with the guidance published in BS 10175:2011 and BS 5930:1999+A2:2010, the layout of the exploratory holes and sampling regime also considers the Conceptual Site Model and potential pollutant linkages, such that the spatial arrangement of the investigation provides the necessary information to support a risk assessment of the identified potential pollutant linkages.

Exploratory Hole and Technique

Rationale for Hole Location Depth (m) Sampling/In Situ Testing and Monitoring

TP201 to TP204

TP201 to TP203 were located in an area which was not part of the site boundary in 2011. TP204 was located in an area which wasn’t investigated in 2011 to provide additional coverage of the site

0.00‐2.20/2.40 Soil samples were collected from likely founding depth

Key TP X Machine dug trial pit


TABLE II‐2

RATIONALE FOR THE GEOTECHNICAL TESTING SUITE

Exploratory Hole and Sample

Selection Criteria Geotechnical Tests

TP201 1.00 m TP202 1.00 m TP203 0.60 m TP204 0.70 m

Classification and foundation design Moisture content Atterberg Limits

TP201 1.00 m TP202 1.00 m TP203 0.60 m TP204 0.70 m

Foundation concrete design classification pH Water soluble sulphate

TRIAL PIT RECORDS KEY J Disturbed Jar Sample G Soil Sample in Glass Container

g Soil Sample in Glass Vial B Disturbed Bulk Sample C "Undisturbed" CBR Mould Sample (denoted Category A: OS‐TK/W in BS EN 22475‐1:2006) W Water Sample cfv Undrained Shear Strength (from hand vane shear vane test)

crv Undrained Remoulded Shear Strength FVT (from hand vane shear vane test) cfv * Undrained Shear Strength from Hand Vane Shear Strength Test on block sample dug from pit by excavator

Notes: 1. All measurement values on record sheets are uncorrected, unless otherwise indicated. 2. For corrected test values, refer to report. 3. Identification and classification of strata is based on the guidance published in

the current edition of BS5930 together with BS EN ISO 14688‐1:2002, BS EN ISO 14688‐2:2004, BS EN ISO 14689‐1:2003

4. Consistency (soft, firm, stiff etc.) relates to a manual test/inspection on site (in compliance with BS EN ISO 14688‐1:2002 Section 5.14)

5. Undrained shear strength (low, medium, high etc.) relates to in situ or laboratory test data and the associated assessed strength of a stratum (in compliance with BS EN ISO 14688‐2:2004 Section 5.3 and Table 5).

6. The density of coarse‐grained soils is based on SPT N values (or equivalent Dynamic Probe test or CPT data) as outlined in BS5930 and BS EN ISO 14688‐2:2004.

7. Rock strength (weak, strong etc.) is based on field identification (and/or strength test data), as outlined in BS EN ISO 14689‐1:2003 Table 5.

Category B Samples

Hole Ref.

Project 1 of 1

Date Job No.

Shoring 65.5 m OD

Stability

CJW

B Water

0.20 0.20

1.30 1.30

2.40 2.40

Sampling Strata

Type Strength Ref. No. Strata Description

(kN/m2) Depth

1 0.00‐0.20

cfv 72,75,80 2 0.20‐1.30

JJ

…becoming very stiff consistency light grey mottled orangish brown friable CLAY/SILT with depth

3 1.30‐2.40

Remarks Notes

1. All logging and sampling in accordance with BS 5930:1999+A2:2010

2. Symbols and abbreviations are explained on the accompanying key

3. All linear dimensions are in metres unless otherwise stated

Trial Pit Record SheetPhase 2, Hydehurst Lane, Northgate, Crawley

Bearing:

Plant

Trial Pit

West

JCB 3CX eco

14/10/2013

None used

TP 201

Logged by Logged on

site during

excavation

Ground Level

Co‐ordinates

CCL02427

Sheet

Level estimated from a topographic survey provided by the Client

0.60

1.00

Checked byPlan

A

C

Face B Face CFace A


None encountered

Depth

Depth

Sample/Test

Grass over dark brown humic clay with roots and rootlets

(TOPSOIL)

Stiff consistency light greyish brown mottled orangish brown CLAY

(WEALD CLAY)

…becoming light grey mottled brown with depth

Depth

…becoming extremely weak MUDSTONE gravel below 1.2 m depth

Weak brown MUDSTONE ‐ excavates as medium to coarse angular gravel

(WEALD CLAY)

Base of Pit

(1)

(2)

(3)

Crossfield CONSULTINGThe Granary, White Hall Farm, Long Itchington, Warwickshire, CV47 9PU, t: 01926 815678, e: mail@crossfield‐consulting.co.uk

Hole Ref.

Project 1 of 1

Date Job No.

Shoring 66.0 m OD

Stability

CJW

B Water

0.45 0.45

1.20 1.20

2.30 2.30

Sampling Strata


(kN/m2) Depth

1 0.00‐0.45

JJ 2 0.45‐1.20

3 1.20‐2.30 Weak light grey mottled brown MUDSTONE ‐ excavates as medium to coarse angular gravel

Remarks Notes




14/10/2013 CCL02427

Trial Pit Record Sheet TP 202Phase 2, Hydehurst Lane, Northgate, Crawley Sheet

Bearing: Northwest None used Ground Level

Plant JCB 3CX eco Stable whilst excavating Co‐ordinates

Depth

Trial Pit A Logged by Logged on

site during

excavationPlan None encountered Checked by

C

Depth Face A Face B Face C

Sample/Test

Depth

Brambles over firm to stiff consistency dark grey humic clay with roots and rootlets

(TOPSOIL)

1.00 Hard consistency orangish brown desiccated CLAY with roots

(WEALD CLAY)

…becoming light grey mottled orangish brown below 0.6 m depth

(WEALD CLAY)

…becoming dark brown and moderately strong below 1.9 m depth


(1)

(2)

(3)

Base of Pit


Hole Ref.

Project 1 of 1

Date Job No.

Shoring 66.5 m OD

Stability

CJW

B Water

0.40 0.40

1.30 1.30

1.50 1.50

2.30 2.30

Sampling Strata


(kN/m2) Depth

1 0.00‐0.40

cfv 3 x 140+ 2 0.40‐1.30

JJ

3 1.30‐1.50 Moderately strong dark brown MUDSTONE ‐ excavates as medium to coarse angular gravel

4 1.50‐2.30 Extremely weak light grey mottled brown MUDSTONE ‐ excavates as fine to coarse angular gravel

Remarks Notes




14/10/2013 CCL02427


Bearing: Northwest None used Ground Level


Depth


site during


C


Sample/Test

Depth

Brambles over dark greyish brown desiccated humic clay with roots and rootlets

(TOPSOIL)

0.60 Hard consistency light brown mottled orangish brown desiccated CLAY with roots

0.60 (WEALD CLAY)

…becoming light grey mottled orangish brown with depth

(WEALD CLAY)

(WEALD CLAY)


Base of Pit

(1)

(2)

(3)

(4)


Hole Ref.

Project 1 of 1

Date Job No.

Shoring 65.5 m OD

Stability

CJW

B Water

0.25 0.25

1.10 1.10

2.20 2.20

Sampling Strata


(kN/m2) Depth

1 0.00‐0.25

cfv 74,94,127 2 0.25‐1.10

JJ

3 1.10‐2.20

Remarks Notes




14/10/2013 CCL02427


Bearing: North None used Ground Level


Depth


site during


C


Sample/Test

Depth

Grass over soft to firm consistency greyish brown humic clay with roots and rootlets

(TOPSOIL)

0.70 Very stiff consistency light greyish brown mottled orangish brown CLAY

0.70 (WEALD CLAY)

(WEALD CLAY)

…becoming weak and brown mottled light grey below 2.0 m depth


(1)

(2)

(3)

Base of Pit

Extremely weak orangish brown mottled light grey MUDSTONE ‐ excavates as fine to coarse

angular gravel


Phase 2, Hydehurst Lane, Northgate, Crawley

CCL02427.BS86October 2013

FIGURE II‐1

Undrained Shear Strength (cu) Profile

0

0.1

0.2

0.3

0.4

0.5

0.6

0.7

0.8

0.9

1

1.1

0 25 50 75 100 125 150

Dep

th (m)

Cu Value (kN/m2)

2011 Investigation 2013 Investigation

Depot Road

Newmarket

CB8 0AL

Tel: 01638 606070

Please find enclosed the results of analysis for the samples received 17 Oct 2013.

Yours sincerely

Keith Jones, Technical Manager

Newmarket • Tamworth • Glasgow

Registered in England & Wales - Registration Number 6511736 - Registered Office: 11 Depot Road Newmarket Suffolk CB8 0AL

24 October 2013

Dear Caroline Walliss

Test Report Number 242107

Your Project Reference CCL02427- Phase 2, London Road, Crawley

Crossfield Consulting Ltd

The Granary

White Hall Farm

Long Itchington, Warwickshire

CV47 9PU

All soil samples will be retained for a period of one month and all water samples will be retained for 7 days following the date of the test report. Should you require an extended retention period then please detail your requirements in an email to [email protected]. Please be aware that charges may be applicable for extended sample storage. If you require any further assistance, please do not hesitate to contact the Customer Services team.

Notes to accompany report: • The in-house procedure is employed to identify materials and fibres in soils • The sample is examined by stereo-binocular and polarised light microscopy • Sample size is reduced by coning and quartering to obtain a representative sub-sample if necessary • The bulk identification is in accordance with the requirements of the analyst guide (HSG 248) • Samples associated with asbestos are retained for six months • The results relate only to the items tested as supplied by the client • Comments or interpretations are beyond the scope of UKAS accreditation

LABORATORY TEST REPORT

Crossfield Consulting Ltd

The Granary

White Hall Farm

Long Itchington, Warwickshire

CV47 9PU

FAO Caroline Walliss

MISC_PHYS

242107 242107 242107 242107

AJ30456 AJ30457 AJ30458 AJ30459

TP201 TP202 TP203 TP204

17/10/2013 17/10/2013 17/10/2013 17/10/2013

1.00m 1.00m 0.60m 0.70m

SOIL SOIL SOIL SOIL

SOP Determinand Cas No Units *

2030 Moisture % M 19.6 11.1 14.5 18

2030 Stones content (>50mm) % M <0.02 <0.02 <0.02 <0.02

2040 Soil colour M brown brown brown brown

2040 Soil texture M clay clay clay clay

2040 Other material M none none none none

SO4_PH

242107 242107 242107 242107

AJ30456 AJ30457 AJ30458 AJ30459

TP201 TP202 TP203 TP204

17/10/2013 17/10/2013 17/10/2013 17/10/2013

1.00m 1.00m 0.60m 0.70m

SOIL SOIL SOIL SOIL

SOP Determinand Cas No Units *

2010 pH M 7.4 7.2 7.3 8

2120 Sulfate (2:1 water soluble) as SO4 14808798 g l-¹ M 0.03 <0.01 <0.01 <0.01

Depth

Matrix

Results of analysis of sample

received 16/10/2013

Report Date

24/10/2013

Matrix

Login Batch No

Chemtest LIMS ID

Sample ID

Sample No

Sampling Date

Login Batch No

Chemtest LIMS ID

Sample ID

Sample No

Sampling Date

Depth

All tests undertaken between 17/10/13 and 22/10/13

This report should be interpreted in conjuction with the notes on the accompanying cover page

* Accreditation status

Report Page 2 of 2

LIMS Sample ID Range AJ30456 to AJ30459

2788

LaboratoryReport

GEO Site & Testing Services Ltd

Contract Number: 21146

Notes: Observations and Interpretations are outside the UKAS Accreditation* - denotes test included in laboratory scope of accreditation# - denotes test carried out by approved contractor

This certificate is issued in accordance with the accreditation requirements of the United Kingdom Accreditation Service. The results reported herein relate only to the material supplied to the laboratory. This certificate shall not be reproduced in full, without the prior written approval of the laboratory.

Approved Signatories:Alex Wynn (Associate Director) - Benjamin Sharp (Contracts Manager) - Emma Williams (Office Manager)Paul Evans (Quality/Technical Manager) - Vaughan Edwards (Managing Director)

Page 1 of 1GEO Site & Testing Services LtdUnit 4, Heol Aur, Dafen Ind Estate, Dafen, Llanelli, Carmarthenshire SA14 8QNTel: 01554 784040 Fax: 01554 784041 [email protected] geo.uk.com

Client's Reference: CCL02427 PO7937 Report Date: 29-10-2013

Client Crossfield ConsultingThe GranaryWhite Hall FarmLong ItchingtonWarwickshireCV47 9PU

Contract Title: Phase 2, London Road, CrawleyFor the attention of: Caroline Walliss

Date Received: 17-10-2013Date Commenced: 17-10-2013

Date Completed: 29-10-2013

Test Description Qty

Moisture Content1377 : 1990 Part 2 : 3.2 - UKAS *

4.0

4 Point Liquid & Plastic Limit (LL/PL)1377 : 1990 Part 2 : 4.3 & 5.3 - UKAS *

4.0

GEO/005

Test Report: Method of the Determination of the plastic limit and plasticity indexBS 1377 : Part 2 : 1990 Method 5

Client ref: CCL02427

Location:

Contract Number: 21146-171013

Hole/ Moisture Liquid Plastic Plasticity %

Sample Sample Content Limit Limit Index Passing Remarks

Number Type % % % % .425mm

Cl. 3.2 Cl. 4.3/4.4 Cl. 5. Cl. 6.

TP201 1.00 26 51 22 29 100 CH High Plasticity

TP202 1.00 12 45 19 26 100 CI Intermediate Plasticity



Symbols: NP : Non Plastic # : Liquid Limit and Plastic Limit Wet Sieved

Checked By Approved By:

Date Approved: 29.10.13

Phase 2, London Road, Crawley

PLASTICITY CHART FOR CASAGRANDE CLASSIFICATION.

BS 5930:1999+A2:2010

Depth

m

0

10

20

30

40

50

60

70

80

90

0 20 40 60 80 100 120

Pla

stic

ity

Inde

x (%

)

Liquid Limit (%)

CE CH CI CV CL

ME MV MH MI ML


FIGURE II‐2

EXPLORATORY HOLE LOCATION PLAN

Scale 1: 1,000

Reproduced from a topographic survey provided by the Client

TP4

TP203

TP7TP1

TP2

TP3

TP6TP5

Key

2011 Trial Pits

2013 Trial Pits

TP1

TP204

TP202

TP201

TP1

APPENDIX III


APPENDIX III – BASIS OF GEOTECHNICAL ASSESSMENT FOR FOUNDATIONS Geotechnical Design Category of Structure: 2 Design Working Life: Standard building structure (50 years) Design Approach: 1 1. Geotechnical Model On the basis of the ground investigation data, the following model of the ground conditions is considered appropriate for foundation design purposes:

Depth (m)

General Description of Strata

(and classification)

Parameter

Characteristic Value & Units

Remarks

0.00 to 0.35 Topsoil

15 kN/m3 BS 8002 (1994)

0.35 to 1.50

Very stiff consistency high strength orangish brown mottled light grey friable clay with mudstone gravel (Weald Clay)

cu øu

Modified PI

20 kN/m3

125 kN/m2 0° 23%

BS 8002 (1994) Based on site data Medium volume‐change potential NHBC (2013)

1.50 to >2.90

Fine to coarse angular gravel of very weak to moderately strong mudstone (Weald Clay)

UCS1

22 kN/m3

5 MPa BS 8002 (1994) Estimated from site data

Note: 1. UCS = Unconfined Compressive Strength Characteristic Depth to Groundwater (or groundwater level): >3.0 m Reference should be made to Sections 7 – 8 of the report for an assessment of overall ground stability, seismic risk, combined failure of the structure/ground, excessive settlements and potential soil‐volume changes (including heave). 2. Imposed Actions from Proposed Structure The following are generic values, based on the development proposed, as described in the report. In compliance with BS EN 1997‐1:2004, final designs should include consideration of the calculated imposed loads. Preliminary Values, for appraisal purposes: Imposed Load on Foundations: It is understood that typical column loads of the proposed building will be around 600 kN for perimeter columns and 1200 kN for internal columns.


Serviceability Limit Values Maximum Total Settlement: 25 mm Maximum Differential Settlement 15 mm If the structural loadings or serviceability criteria for the proposed structure vary significantly from the values presented above, further assessment will be required. 3. Geometry of Proposed Foundation Footing Width (assumed for assessment): 3 m maximum Footing Depth (assumed for assessment): Minimum 0.9 m 4. Shallow Foundations In assessing the allowable bearing pressures below structural foundations, a number of methods are used, as outlined below. 4.1. Fine Grained Soils Where the foundations are to be placed on these soils, the ultimate bearing capacity has been estimated using the method proposed by Terzaghi (1943) using total stress parameters. Partial factors have been considered in this assessment, in accordance with BS EN 1997‐1:2004 and the relevant National Annex. The recommended Nett Allowable Bearing Pressure is based on a value less than 0.3 times the ultimate bearing capacity and, therefore, the serviceability limit state will be satisfied where imposed serviceability loading is not greater than this value. 4.2. Rock Where foundations are to be placed on rock, the presumed bearing resistance is obtained from BS EN 1997‐1:2004 Figure G.1. As predicted settlement <0.5% of foundation width, a detailed serviceability limit calculation is not necessary.

appendix i - · pdf filethe current edition of bs5930 together with bs en iso 14688-1:2002,...

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