Appendix 10.7 Summary of historical contaminated land data

M25 junction 10/A3 Wisley interchange TR010030

6.5 Environmental Statement: Appendix 10.7 Summary of historical

contaminated land data

Regulation 5(2)(a) Planning Act 2008

Infrastructure Planning (Applications: Prescribed Forms and Procedure) Regulations 2009

Volume 6 June 2019

M25 junction 10/A3 Wisley interchange TR010030 6.5 Environmental Statement: Appendix 10.7 Summary of historical contaminated land data

Planning Inspectorate scheme reference: TR010030 Application document reference: TR010030/APP/6.5 (Vol 6) Rev 0 Page 2 of 14

Infrastructure Planning

Planning Act 2008

The Infrastructure Planning (Applications: Prescribed Forms and Procedure) Regulations 2009 (as amended)

M25 junction 10/A3 Wisley interchange

The M25 junction 10/A3 Wisley interchange Development Consent Order 202[x ]

6.5 ENVIRONMENTAL STATEMENT:

APPENDIX 10.7 SUMMARY OF HISTORICAL CONTAMINATED

LAND DATA

Regulation Number: Regulation 5(2)(a)

Planning Inspectorate Scheme Reference

TR010030

Application Document Reference TR010030/APP/6.5

Author: M25 junction 10/A3 Wisley interchange project team, Highways England

Version Date Status of Version

Rev 0 June 2019 Development Consent Order application



Table of contents

Appendix Pages

10.1 Summary of Historical Contaminated Land Data 4 Annex A Soil Screening Sheet

Annex B Controlled Water Screening Sheet

Annex C Controlled Water Screening Sheet CS

Annex D HAGDMS 3093

Annex E HAGDMS 4124

Annex F HAGDMS 1266

Annex G HAGDMS 15378

Annex H HAGDMS 27980

Appendix 10.7

Summary of

Historical

Contaminated Land

Data



10.1 Summary of Historical Contaminated Land Data

M25 junction 10/A3 Wisley interchange TR010030 6.5 Environmental Statement:


Appendix A - Soil Screening Sheet

19/06/2019

Assessment Criteria :

10/3+68A @ 0.5 (report 27980) 10/3+68A @ 3.2 (report 27980)

0.5m 3.2m

Strata

Zone

Stone Content % No SSV 0 - - 0Moisture Content % No SSV 2 8.3 12 0 8.3 12

Total mass of sample received kg No SSV 0 - - 0

Asbestos in Soil Screen P/A No SSV 0 - - 0General Inorganic No SSV 0 - - 0pH pH Units No SSV 2 5.7 8.5 0 8.5 5.7Total Cyanide mg/kg No SSV 2 <1 <1 0 <1 <1Complex Cyanide mg/kg No SSV 0 - - 0Free Cyanide mg/kg 34 0 - - 0Total Sulphate as SO4 mg/kg No SSV 2 0.02 0.03 0 0.02 0.03Organic Matter % No SSV 2 0.5 0.7 0 0.7 0.5Acid Soluble Sulphide mg/kg No SSV 2 <10 <10 0 <10 <10Elemental Sulphur mg/kg No SSV 0 - - 0Water Soluble Nitrate as N mg/kg No SSV 0 - - 0Phenols by HPLC No SSV 0 - - 0Catechol mg/kg No SSV 0 - - 0Resorcinol mg/kg No SSV 0 - - 0Butyl Phenols mg/kg No SSV 0 - - 0Cresols mg/kg 47800 0 - - 0Naphthols mg/kg No SSV 0 - - 0Phenol mg/kg 685 2 <0.5 <0.5 0 <0.5 <0.5Trimethylphenol mg/kg No SSV 0 - - 0Total Phenol No SSV 0 - - 0Total Phenols (HPLC) mg/kg No SSV 0 - - 0Speciated PAH No SSV 0 - - 0Naphthalene mg/kg 623 2 0.1 1.2 0 1.2 0.1Acenaphthylene mg/kg No SSV 2 <0.1 1.8 0 1.8 <0.1Acenaphthene mg/kg 28600 2 <0.1 0.6 0 0.6 <0.1Fluorene mg/kg 19600 2 <0.1 0.2 0 0.2 <0.1Phenanthrene mg/kg No SSV 2 0.7 8.3 0 8.3 0.7Anthracene mg/kg 150000 2 0.3 2.4 0 2.4 0.3Fluoranthene mg/kg 20200 2 2.5 22 0 22 2.5Pyrene mg/kg 15100 2 2.2 20 0 20 2.2

Benzo(a)anthracene mg/kg BaP Surrogate 2 0.9 10 0 10 0.9

Chrysene mg/kg BaP Surrogate 2 1.3 11 0 11 1.3

Benzo(b)fluoranthene mg/kg BaP Surrogate 2 2.3 21 0 21 2.3

Benzo(k)fluoranthene mg/kg BaP Surrogate 2 2.3 21 0 21 2.3

Benzo(a)pyrene mg/kg 21.4 2 1 15 0 15 1

Indeno(1,2,3-cd)pyrene mg/kg BaP Surrogate 2 0.4 6.8 0 6.8 0.4

Dibenz(a,h)anthracene mg/kg BaP Surrogate 2 <0.1 2.4 0 2.4 <0.1

Benzo(ghi)perylene mg/kg BaP Surrogate 2 0.7 8.8 0 8.8 0.7

Total PAH No SSV 2 12 130 0 130 12

Speciated Total EPA-16 PAHs mg/kg No SSV 0 - - 0

Heavy Metals / Metalloids No SSV 0 - - 0Arsenic (aqua regia extractable)

mg/kg 168 2 9 17 0 17 9

Barium mg/kg No SSV 0 - - 0Beryllium 2.19 0 - - 0Boron (water soluble) mg/kg No SSV 0 - - 0Cadmium (aqua regia extractable)

mg/kg 882 2 <0.1 <0.1 0 <0.1 <0.1

Chromium (hexavalent) mg/kg 251 0 - - 0Chromium (aqua regia extractable)

mg/kg 83500 2 19 23 0 23 19

Copper (aqua regia extractable)

mg/kg 45200 2 8 12 0 12 8

Lead (aqua regia extractable) mg/kg 1340 2 18 26 0 26 18Mercury (aqua regia extractable)

mg/kg 1110 2 <1 <1 0 <1 <1

Nickel (aqua regia extractable) mg/kg 804 2 8.3 19 0 19 8.3

Selenium (aqua regia extractable)

mg/kg 2550 2 <3 <3 0 <3 <3

Vanadium mg/kg 1550 0 - - 0Zinc (aqua regia extractable) mg/kg 201000 2 25 45 0 45 25Monoaromatic No SSV 0 - - 0Benzene mg/kg 139 2 <10 <10 0 <0.01 <0.01Toluene mg/kg 69900 2 <10 <10 0 <0.01 <0.01Ethylbenzene mg/kg 21400 2 <10 <10 0 <0.01 <0.01p & m-xylene mg/kg No SSV 2 <10 <10 0 <0.01 <0.01o-xylene mg/kg 9560 2 <10 <10 0 <0.01 <0.01MTBE (Methyl Tertiary Butyl Ether)

mg/kg 70800 2 <10 <10 0 <0.01 <0.01

Petroleum Hydrocarbon No SSV 0 - - 0TPH-CWG - Aliphatic >EC5 - EC6

mg/kg 109000 2 <0.05 <0.05 0 <0.05 <0.05

TPH-CWG - Aliphatic >EC6 - EC8

mg/kg 163000 2 <0.05 <0.05 0 <0.05 <0.05

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Public Open Space (Parks) - 1% SOM Sand

Use MRL Values?

Page 1 of 3

19/06/2019


10/3+68A @ 0.5 (report 27980) 10/3+68A @ 3.2 (report 27980)

0.5m 3.2m

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mg/kg 9720 2 <0.05 <0.05 0 <0.05 <0.05


mg/kg 17700 2 <2 <2 0 <2 <2


mg/kg 23800 2 <2 4 0 4 <2


mg/kg 864000 2 <2 18 0 18 <2


mg/kg 864000 2 <2 3 0 3 <2

TPH-CWG - Aliphatic (EC5 - EC35)

mg/kg No SSV 0 - - 0

TPH-CWG - Aromatic >EC5 - EC7

mg/kg 139 0 - - 0


mg/kg 69900 2 <0.05 <0.05 0 <0.05 <0.05


mg/kg 5140 2 <0.05 <0.05 0 <0.05 <0.05


mg/kg 8260 2 <2 <2 0 <2 <2


mg/kg 10600 2 <2 <2 0 <2 <2


mg/kg 7870 2 <2 7 0 7 <2


mg/kg 7870 2 <2 <2 0 <2 <2

TPH-CWG - Aromatic (EC5 - EC35)


EPH (C10-C20) mg/kg No SSV 0 - - 0EPH (C20-C30) mg/kg No SSV 0 - - 0EPH (C30-C40) mg/kg No SSV 0 - - 0EPH (C10-C40) mg/kg No SSV 0 - - 0VOC No SSV 0 - - 0Chloromethane mg/kg 73.8 0 - - 0Chloroethane mg/kg 82400 0 - - 0Bromomethane mg/kg No SSV 0 - - 0Vinyl Chloride mg/kg 3.68 0 - - 0Trichlorofluoromethane mg/kg No SSV 0 - - 01,1-dichloroethene mg/kg 1950 0 - - 01,1,2-Trichloro 1,2,2-Trifluoroethane


Cis-1,2-dichloroethene mg/kg No SSV 0 - - 0MTBE (Methyl Tertiary Butyl Ether)

mg/kg 70800 0 - - 0

1,1-dichloroethane mg/kg 11200 0 - - 02,2-Dichloropropane mg/kg No SSV 0 - - 0Trichloromethane mg/kg 2090 0 - - 01,1,1-Trichloroethane mg/kg 34900 0 - - 01,2-dichloroethane mg/kg 37.9 0 - - 01,1-Dichloropropene mg/kg No SSV 0 - - 0Trans-1,2-dichloroethene mg/kg No SSV 0 - - 0Benzene mg/kg 139 0 - - 0Tetrachloromethane mg/kg No SSV 0 - - 01,2-dichloropropane mg/kg 79.6 0 - - 0Trichloroethene mg/kg 11 0 - - 0Dibromomethane mg/kg No SSV 0 - - 0Bromodichloromethane mg/kg 33.9 0 - - 0Cis-1,3-dichloropropene mg/kg No SSV 0 - - 0Trans-1,3-dichloropropene mg/kg No SSV 0 - - 0Toluene mg/kg 69900 0 - - 01,1,2-Trichloroethane mg/kg 766 0 - - 01,3-Dichloropropane mg/kg No SSV 0 - - 0Dibromochloromethane mg/kg 231 0 - - 0Tetrachloroethene mg/kg 3060 0 - - 01,2-Dibromoethane mg/kg No SSV 0 - - 0Chlorobenzene mg/kg 13200 0 - - 01,1,1,2-Tetrachloroethane mg/kg 3490 0 - - 0Ethylbenzene mg/kg 21400 0 - - 0p & m-xylene mg/kg No SSV 0 - - 0Styrene mg/kg 5640 0 - - 0Tribromomethane mg/kg No SSV 0 - - 0o-xylene mg/kg 9560 0 - - 01,1,2,2-Tetrachloroethane mg/kg 4640 0 - - 0Isopropylbenzene mg/kg No SSV 0 - - 0Bromobenzene mg/kg 986 0 - - 0N-Propylbenzene mg/kg No SSV 0 - - 02-Chlorotoluene mg/kg No SSV 0 - - 04-Chlorotoluene mg/kg No SSV 0 - - 01,3,5-Trimethylbenzene mg/kg No SSV 0 - - 0Tert-Butylbenzene mg/kg No SSV 0 - - 01,2,4-Trimethylbenzene mg/kg 225 0 - - 0Sec-Butylbenzene mg/kg No SSV 0 - - 01,3-dichlorobenzene mg/kg No SSV 0 - - 0P-Isopropyltoluene mg/kg No SSV 0 - - 01,2-dichlorobenzene mg/kg No SSV 0 - - 01,4-dichlorobenzene mg/kg No SSV 0 - - 0Butylbenzene mg/kg No SSV 0 - - 0

1,2-Dibromo-3-chloropropane mg/kg No SSV 0 - - 0

1,2,4-Trichlorobenzene mg/kg No SSV 0 - - 0

Page 2 of 3

19/06/2019


10/3+68A @ 0.5 (report 27980) 10/3+68A @ 3.2 (report 27980)

0.5m 3.2m

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Hexachlorobutadiene mg/kg No SSV 0 - - 01,2,3-Trichlorobenzene mg/kg No SSV 0 - - 0SVOC No SSV 0 - - 0Aniline mg/kg No SSV 0 - - 0Phenol mg/kg 685 0 - - 02-Chlorophenol mg/kg No SSV 0 - - 0Bis(2-chloroethyl)ether mg/kg No SSV 0 - - 01,3-Dichlorobenzene mg/kg No SSV 0 - - 01,2-Dichlorobenzene mg/kg No SSV 0 - - 01,4-Dichlorobenzene mg/kg No SSV 0 - - 0Bis(2-chloroisopropyl)ether mg/kg No SSV 0 - - 02-Methylphenol mg/kg 47800 0 - - 0Hexachloroethane mg/kg 115 0 - - 0Nitrobenzene mg/kg No SSV 0 - - 04-Methylphenol mg/kg 47800 0 - - 0Isophorone mg/kg No SSV 0 - - 02-Nitrophenol mg/kg No SSV 0 - - 02,4-Dimethylphenol mg/kg 8740 0 - - 0Bis(2-chloroethoxy)methane mg/kg No SSV 0 - - 01,2,4-Trichlorobenzene mg/kg No SSV 0 - - 0Naphthalene mg/kg 623 0 - - 02,4-Dichlorophenol mg/kg No SSV 0 - - 04-Chloroaniline mg/kg No SSV 0 - - 0Hexachlorobutadiene mg/kg No SSV 0 - - 04-Chloro-3-methylphenol mg/kg No SSV 0 - - 02,4,6-Trichlorophenol mg/kg No SSV 0 - - 02,4,5-Trichlorophenol mg/kg No SSV 0 - - 02-Methylnaphthalene mg/kg No SSV 0 - - 02-Chloronaphthalene mg/kg 659 0 - - 0Dimethylphthalate mg/kg No SSV 0 - - 02,6-Dinitrotoluene mg/kg 489 0 - - 0Acenaphthylene mg/kg No SSV 0 - - 0Acenaphthene mg/kg 28600 0 - - 02,4-Dinitrotoluene mg/kg 973 0 - - 0Dibenzofuran mg/kg No SSV 0 - - 04-Chlorophenyl phenyl ether mg/kg No SSV 0 - - 0Diethyl phthalate mg/kg 85800 0 - - 04-Nitroaniline mg/kg No SSV 0 - - 0Fluorene mg/kg 19600 0 - - 0Azobenzene mg/kg No SSV 0 - - 0Bromophenyl phenyl ether mg/kg No SSV 0 - - 0Hexachlorobenzene mg/kg No SSV 0 - - 0Phenanthrene mg/kg No SSV 0 - - 0Anthracene mg/kg 150000 0 - - 0Carbazole mg/kg No SSV 0 - - 0Dibutyl phthalate mg/kg No SSV 0 - - 0Anthraquinone mg/kg No SSV 0 - - 0Fluoranthene mg/kg 20200 0 - - 0Pyrene mg/kg 15100 0 - - 0Butyl benzyl phthalate mg/kg 257000 0 - - 0

Benzo(a)anthracene mg/kg BaP Surrogate 0 - - 0

Chrysene mg/kg BaP Surrogate 0 - - 0

Benzo(b)fluoranthene mg/kg BaP Surrogate 0 - - 0

Benzo(k)fluoranthene mg/kg BaP Surrogate 0 - - 0

Benzo(a)pyrene mg/kg 21.4 0 - - 0

Indeno(1,2,3-cd)pyrene mg/kg BaP Surrogate 0 - - 0

Dibenz(a,h)anthracene mg/kg BaP Surrogate 0 - - 0

Benzo(ghi)perylene mg/kg BaP Surrogate 0 - - 0

PCBs by GC-M No SSV 0 - - 0PCB Congener 28 mg/kg No SSV 0 - - 0PCB Congener 52 mg/kg No SSV 0 - - 0PCB Congener 101 mg/kg No SSV 0 - - 0PCB Congener 118 mg/kg No SSV 0 - - 0PCB Congener 138 mg/kg No SSV 0 - - 0PCB Congener 153 mg/kg No SSV 0 - - 0PCB Congener 180 mg/kg No SSV 0 - - 0Total PCBs mg/kg 0.049 1 <0.05 <0.05 0 <0.05

Page 3 of 3



Appendix B - Controlled Water Screening

19/06/2019


CaCO (mg/l): 5.00 pH 5.00

Calcium (mg/l): 5.00 DOC (mg/l) 5.00 Catchment area: Drinking Water Standard

27980 27980

10/3+68A 10/3+68A

0.5m 3.2m

Nov-10 Nov-10

Strata

ZoneArsenic mg/l 0.01 2 <0.002 <0.002 0 <0.002 <0.002Cadmium mg/l 0.005 2 <0.001 <0.001 0 <0.001 <0.001Chromium mg/l 0.05 2 0.002 0.002 0 <0.002 0.002Copper mg/l 2 2 <0.01 <0.01 0 <0.01 <0.01Lead mg/l 0.01 2 <0.002 <0.002 0 <0.002 <0.002Mercury mg/l 0.001 2 <0.0002 <0.0002 0 <0.0002 <0.0002Nickel mg/l 0.02 2 <0.002 0.003 0 <0.002 0.003Selenium mg/l 0.01 2 <0.005 <0.005 0 <0.005 <0.005Zinc mg/l 3 2 0.019 0.02 0 0.019 0.02Cyanide (total) mg/l 0.05 2 <0.01 <0.01 0 <0.01 <0.01Dissolved organic carbon mg/l No WSV 2 2 4 0 2 4pH 6.5-9.5 2 7.6 7.8 0 7.8 7.6Phenols mg/l No WSV 2 <0.005 <0.005 0 <0.005 <0.005Sulphate mg/l 250 2 0.9 1.7 0 0.9 1.7Sulphide mg/l No WSV 2 <0.1 <0.1 0 <0.1 <0.1PCB μg/l N/A 2 <0.005 <0.005 0 <0.005 <0.005Naphthalene μg/l See BaP 2 0.26 1.8 0 1.8 0.26Acenaphthylene μg/l See BaP 2 0.05 0.1 0 0.1 0.05Acenaphthene μg/l See BaP 2 0.04 0.13 0 0.13 0.04Fluorene μg/l See BaP 2 0.06 0.12 0 0.12 0.06Phenanthrene μg/l See BaP 2 0.13 0.25 0 0.25 0.13Anthracene μg/l See BaP 2 0.02 0.05 0 0.05 0.02Fluoranthene μg/l See BaP 2 0.05 0.1 0 0.1 0.05Pyrene μg/l See BaP 2 0.04 0.07 0 0.07 0.04Benzo(a)anthracene μg/l See BaP 2 <0.01 <0.01 0 <0.01 <0.01Chrysene μg/l See BaP 2 <0.01 <0.01 0 <0.01 <0.01

Benzo(b)fluoranthene μg/lSee PAH Sum

of 42 <0.01 <0.01 0 <0.01 <0.01

Benzo(a)pyrene μg/l 0.00001 2 <0.01 <0.01 0 <0.01 <0.01

Indeno(123-cd)pyrene μg/lSee PAH Sum

of 42 <0.01 <0.01 0 <0.01 <0.01

Dibenz(ah)anthracene μg/l See BaP 2 <0.01 <0.01 0 <0.01 <0.01

Benzo(ghi)perylene μg/lSee PAH Sum

of 42 <0.01 <0.01 0 <0.01 <0.01

Total PAH μg/l No WSV 2 0.65 2.6 0 2.6 0.65Benzene μg/l 0.001 2 <1 <1 0 <1 <1Ethylbenzene μg/l 0.3 2 <1 <1 0 <1 <1P&M Xylene μg/l No WSV 2 <1 <1 0 <1 <1MTBE μg/l No WSV 2 <2 <2 0 <2 <2o Xylene μg/l No WSV 2 <1 <1 0 <1 <1Toluene μg/l 0.7 2 <1 <1 0 <1 <1Aliphatic TPH >C5-C6 mg/l 15 2 <0.02 <0.02 0 <0.02 <0.02Aromatic TPH >C6-C7 mg/l No WSV 2 <0.01 <0.01 0 <0.01 <0.01Aliphatic TPH >C6-C8 mg/l 15 2 <0.02 <0.02 0 <0.02 <0.02Aromatic TPH >C7-C8 mg/l 0.7 2 <0.01 <0.01 0 <0.01 <0.01Aliphatic TPH >C8-C10 mg/l 0.3 2 <0.02 <0.02 0 <0.02 <0.02Aromatic TPH >C8-C10 mg/l 0.3 2 <0.02 <0.02 0 <0.02 <0.02Aliphatic TPH >C10-C12 mg/l 0.3 2 <0.01 <0.01 0 <0.01 <0.01Aromatic TPH >C10-C12 mg/l 0.09 2 <0.01 <0.01 0 <0.01 <0.01Aliphatic TPH >C12-C16 mg/l 0.3 2 <0.01 <0.01 0 <0.01 <0.01Aromatic TPH >C12-C16 mg/l 0.09 2 0.01 0.04 0 0.01 0.04Aliphatic TPH >C16-C21 mg/l N/A 2 0.01 0.02 0 0.01 0.02Aromatic TPH >C16-C21 mg/l 0.09 2 0.04 0.1 1 27980, 10/3+68A, 3.2m 0.04 0.1Aliphatic TPH >C21-C35 mg/l N/A 2 <0.01 <0.01 0 <0.01 <0.01Aromatic TPH >C21-C35 mg/l 0.09 2 <0.01 0.02 0 <0.01 0.02

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Drinking Water Standard

Page 1 of 1



Appendix C - Controlled Water Screening

Sheet CS

19/06/2019


CaCO (mg/l): 5.00 pH 5.00

Calcium (mg/l): 5.00 DOC (mg/l) 5.00 Catchment area: Thames

27980 27980

10/3+68A 10/3+68A

0.5m 3.2m

Nov-10 Nov-10

Strata

ZoneArsenic mg/l 0.05 2 <0.002 <0.002 0 <0.002 <0.002Cadmium mg/l 0.00008 2 <0.001 <0.001 0 <0.001 <0.001Chromium mg/l 0.0034 2 0.002 0.002 0 <0.002 0.002Copper mg/l 0.001 2 <0.01 <0.01 0 <0.01 <0.01Lead mg/l 0.0012 2 <0.002 <0.002 0 <0.002 <0.002Mercury mg/l 0.00007 2 <0.0002 <0.0002 0 <0.0002 <0.0002Nickel mg/l 0.004 2 <0.002 0.003 0 <0.002 0.003Selenium mg/l N/A 2 <0.005 <0.005 0 <0.005 <0.005Zinc mg/l 0.0109 2 0.019 0.02 2 27980, 10/3+68A, 0.5m; 27980, 10/3+68A, 3.2m 0.019 0.02Cyanide (total) mg/l 0.001 2 <0.01 <0.01 0 <0.01 <0.01Dissolved organic carbon mg/l No WSV 2 2 4 0 2 4pH 6-9 2 7.6 7.8 0 7.8 7.6Phenols mg/l No WSV 2 <0.005 <0.005 0 <0.005 <0.005Sulphate mg/l 400 2 0.9 1.7 0 0.9 1.7Sulphide mg/l No WSV 2 <0.1 <0.1 0 <0.1 <0.1PCB μg/l N/A 2 <0.005 <0.005 0 <0.005 <0.005Naphthalene μg/l 0.002 2 0.26 1.8 2 27980, 10/3+68A, 0.5m; 27980, 10/3+68A, 3.2m 1.8 0.26Acenaphthylene μg/l See BaP 2 0.05 0.1 0 0.1 0.05Acenaphthene μg/l See BaP 2 0.04 0.13 0 0.13 0.04Fluorene μg/l N/A 2 0.06 0.12 0 0.12 0.06Phenanthrene μg/l See BaP 2 0.13 0.25 0 0.25 0.13Anthracene μg/l 0.0001 2 0.02 0.05 2 27980, 10/3+68A, 0.5m; 27980, 10/3+68A, 3.2m 0.05 0.02Fluoranthene μg/l 0.0000063 2 0.05 0.1 2 27980, 10/3+68A, 0.5m; 27980, 10/3+68A, 3.2m 0.1 0.05Pyrene μg/l N/A 2 0.04 0.07 0 0.07 0.04Benzo(a)anthracene μg/l See BaP 2 <0.01 <0.01 0 <0.01 <0.01Chrysene μg/l See BaP 2 <0.01 <0.01 0 <0.01 <0.01Benzo(b)fluoranthene μg/l 0.000017 2 <0.01 <0.01 0 <0.01 <0.01Benzo(a)pyrene μg/l 0.00000017 2 <0.01 <0.01 0 <0.01 <0.01Indeno(123-cd)pyrene μg/l N/A 2 <0.01 <0.01 0 <0.01 <0.01Dibenz(ah)anthracene μg/l N/A 2 <0.01 <0.01 0 <0.01 <0.01Benzo(ghi)perylene μg/l 0.0000082 2 <0.01 <0.01 0 <0.01 <0.01Total PAH μg/l No WSV 2 0.65 2.6 0 2.6 0.65Benzene μg/l 0.01 2 <1 <1 0 <1 <1Ethylbenzene μg/l 0.02 2 <1 <1 0 <1 <1P&M Xylene μg/l No WSV 2 <1 <1 0 <1 <1MTBE μg/l No WSV 2 <2 <2 0 <2 <2o Xylene μg/l No WSV 2 <1 <1 0 <1 <1Toluene μg/l 0.074 2 <1 <1 0 <1 <1Aliphatic TPH >C5-C6 mg/l 0.01 2 <0.02 <0.02 0 <0.02 <0.02Aromatic TPH >C6-C7 mg/l No WSV 2 <0.01 <0.01 0 <0.01 <0.01Aliphatic TPH >C6-C8 mg/l 0.01 2 <0.02 <0.02 0 <0.02 <0.02Aromatic TPH >C7-C8 mg/l 0.01 2 <0.01 <0.01 0 <0.01 <0.01Aliphatic TPH >C8-C10 mg/l 0.01 2 <0.02 <0.02 0 <0.02 <0.02Aromatic TPH >C8-C10 mg/l 0.01 2 <0.02 <0.02 0 <0.02 <0.02Aliphatic TPH >C10-C12 mg/l 0.01 2 <0.01 <0.01 0 <0.01 <0.01Aromatic TPH >C10-C12 mg/l 0.01 2 <0.01 <0.01 0 <0.01 <0.01Aliphatic TPH >C12-C16 mg/l 0.01 2 <0.01 <0.01 0 <0.01 <0.01Aromatic TPH >C12-C16 mg/l 0.01 2 0.01 0.04 1 27980, 10/3+68A, 3.2m 0.01 0.04Aliphatic TPH >C16-C21 mg/l 0.01 2 0.01 0.02 1 27980, 10/3+68A, 3.2m 0.01 0.02Aromatic TPH >C16-C21 mg/l 0.01 2 0.04 0.1 2 27980, 10/3+68A, 0.5m; 27980, 10/3+68A, 3.2m 0.04 0.1Aliphatic TPH >C21-C35 mg/l 0.01 2 <0.01 <0.01 0 <0.01 <0.01Aromatic TPH >C21-C35 mg/l 0.01 2 <0.01 0.02 1 27980, 10/3+68A, 3.2m <0.01 0.02

Locations of ExceedencesNu

mb

er

of

Exceed

en

ces

Maxim

um

Valu

e

Min

imu

m V

alu

e

Nu

mb

er

of

Sam

ple

s

Gen

eri

c

Assessm

en

t

Cri

teri

a

Lim

it o

f

Dete

cti

on

Un

it

Constituents

Location

Sample ID

Depth

Date

Freshwater EQS

Page 1 of 1



Appendix D – HAGDMS 3093

.e

Engineer for the investigation:

Kennedy and Donkin Power Ltd Westbrook Mills Godalming Surrey GU7 2AZ

DEPARTMENT OF TRANSPORT TCC DIVISION, BRISTOL

M25 HESTON & GODSTONE CONTROL OFFICES

ADDITIONAL CCTV CAMERA SITES

REPORTS ON GROUND INVESTIGATION

Ref. No. 812622 July 1992

VJ rT'1 n --l 0 z:

3: N Vl

80

75

70

• Engineer for the investigation:




ADDITIONAL CCTV CAMERA SITES CAMERA AT

WROTHAM TRANSMISSION STATION

REPORT ON GROUND INVESTIGATION

Ref. No. 812622 July 1992

-- DEPARTMENT OF TRANSPORT TCC DIVISION, BRISTOL

M25 HESTON & GODSTONE CONTROL OFFICES ADDITIONAL CCTV CAMERA SITES

CAMERA AT WROTHAM TRANSMISSION STATION


Reference No. 812622 July 1992

1.0 INTRODUCTION

At the request of Kennedy and Donkin Power Limited, Consulting

Engineers to the Department of Transport, TCC Division, Bristol, a ground i nvesti gati on was carried out at the site of the proposed close circuit television camera at Wrotham Transmission Station.

Presented in this report are the results of borings and in situ and

laboratory tests from this investigation. A factual report only was

requested.

- 1 -

e

C 0 N T E N T S

1.0 INTRODUCTION

2.0 SITE DESCRIPTION AND GEOLOGY

3.0 SITE WORK

4.0 LABORATORY TESTING

4.1 Classification Tests 4.2 Strength Tests 4.3 Chemical Analyses

5.0 REVEALED GEOLOGY

FIGURE A FIGURE B FIGURE S LOCATION PLAN


The site is located adjacent to the east bound carriageway of the M26 Motorway between junctions 2 and 3. It is locate~ near Wrotham Heath .

At this location, the motorway runs at grade. The boring was carried out in the verge. (See location plan).

Geological records (BGS 111 to 1 mile sheet 287) indicate that the site is underlain by Folkestone Beds of the Lower Greensand.

3.0 SITE WORK

The site work was carried out during the period from 8th to 11th May 1992.

One borehole· (designated TS on the figures) was sunk by light cable percussion methods at the position shown on the appended 1 ocati on plan.

The depth of the borehole, the descriptions and depths of the strata encountered and groundwater levels as recorded at the time of boring

are given on the appended borehole record (Figure A).

Representative disturbed and undisturbed samples were taken at the depths shown on the boreho 1 e record. Standard penetration tests were made in granular and cohesive deposits to assess the relative.

density or strength of the material, and the values of penetration resistance ( 1 N1 values) are given on the borehole records.

The ground level relative to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record. The co-ordinates were sea 1 ed from 1: 10,000 Ordnance Survey sheets and are accurate to the nearest 10 metres.

- 2 -


Laboratory testing was carried out on selected samples as instructed

by the Engineer, and the results are given on the appended Figures B and S. The testing programme comprised:

4.1 Classification Tests Natural moisture contents. Bulk densities.

Liquid and plastic limits.

4.2 Strength Tests Undrained triaxial compression tests on single 106mm diameter

41t specimens, at a nominal rate of axial strain of 2% per minute.

4.3 Chemical Analyses Total (acid soluble) sulphate contents of soil. Water soluble (in 2:1 water:soil extract) sulphate contents of soil. pH values of soil.


To

FOLKESTONE BEDS over lO.OOm

- 3 -

e P A DEBRECZENY Senior Engineer

Our Ref: PAD/KSM/TK/812622

Ground Engineering Laing Technology Group Limited Page Street Mill Hill LONDON NW7 2ER

K S MILLER M.A., M.Sc., C.Eng., M.I.C.E. Principal Engineer

ENGINEER: Kennedy & Donkin Power

LOGGED BY:

FIELDWORK BY:

LAB. TESTING BY:

GROUND ENGINEERING

PROJECT: M25 Heston and Godstone C.O.Additional Camera Sites

EXCAVATION METHOD Cable Percussion

BORING DIAMETER 150mm to 10.00m

CASING DIAMETER 150mm to 10.00m

GROUND LEVEL 62.84 m.O.D.

COORDINATES 56378 15886

DATES 08/05/92 11/05/92

OAff/TIUE DEP~ DEP~ '-------------------~S~T~R~A~T~A----------.----.-----.----~SA~M~PrL~IN~G~/~I~N~SI~T~U_TE~S~T~IN~G~~~~-,--.--L_A~B~TE_S_T~IN_G __ .---~--~ AT Of OF N ,_

DEPlli CASING WATER ·~ DESCRIPTION LEG. ~'5.~. DE~TH No. DE~TH TYPE~LOWS ~~~ ~ ';;L ~ Mq~r[' k~fnn pH

8.5.92

1.50

2.50

3.DO 3.00

11.5.92 3.00

4.10

6.00

7.50

9.00

10.00 9.50

DRY

DRY

DRY

DRY

DRY

3.00

2.60

3.80

Firm intact mottled dark grey with dark brown slightly sandy silly CLAY with a little fine la coo,..e largely chalk and flint gravel ond o little orange brown sand. From G.L to LOOm. stiff with occasional rootlets.

Dense. becoming medium dense 03.50m, yellow brown fine to medium SAND with occasional dark brown sandy day lenses and a little very weakly cemented grovel 02.50m, becoming slightly silty with a little flint grovel. 03.50m, becoming silly. 04.25m. becoming with some brown slightly sandy silly clay lenses.

Stiff intact brown •lightly oondy oilty CLAY with some brown fine to medium sand.

Very dense light brown sighlly silty. becoming silly 07.50m. fine to medium SAND, with occasional small brown sandy clay lenses near tap

f'-·-'-x·_,.·x· f'-·-'x·_,.·x· ,.:_._:_

x·_,.·x· f.'-.. _:_ x·_,.·x· f.'-.. _:_

8: ;;((::·)·~ )/:~·X ))>?:; ::::.:;_.:.::.:\ "-. ·~ X-,. X· -'--.. ~ X-,. X· "-•_:_ x·_,.·x· "-.. _:_ X -X·

61.090 1.75

-

-

-

58.340 4.50

56.790 - 6.05

-~rr %t

6.35 1-+----------------------.j.:-;~4 52.840 10.00

1

2

l

5

~ 8

9

10 11

12

1J 14

15

19 18

19 20

21 22

23

0.50 1.00 B

1.00 1.45 u

l:~a J:§g B s 30

2.00 2.45 u

2.45 2.50 D 2.50 2.95 D s 34 2.50 3.00 B

3.25 0

H8 ~:83 R s 25

4.25 0

4.50 4.95 D S 20 4.50 5.00 B

5.50 5.95 u

~.95 6.00

6:88 E:~a (-)

(-)

(-)

10.00 D

18

77 19 19 57

82 20 16 40

81 6.2 NP NP

6.3

7.6

12

100 10 NP NP

7.3

2.06 61

7.1

so.

" 0.50

0.01

so. g/1

1.65

HOLE NO.

FIGURE

SHEET

BLOWS

SPT/CPT

1,4,&.1.7,9

U.7.U,10

2,3,4,4,a,a

2.4,5,U,5

12.42.50/72

2.2.2i.50/00

•• 36.50/35

T.S

A

1 of 1

OTHER TESTS/NOTES

An lnopecllon pit was

~~~e:0 w~·~~ded from 8.00m to 10.00m to assist boring

Ul ., :r WATER SAMPLE V Vane strength kN/m 2 _J \ Rotary core Deportment of Transport p

recovery to scale BLOWS N : N value tfg!y.(gJ_ fTl

AND _,., PIEZOMETER ~ s o1 ~Upper e

1--rirst water strike 2--Subsequent water strikes 3-' sz: Highest water lev~ in

open hole

SID (c) 1990 MZ Assoc1ates Ltd

CJ Response length

~Lower Seal

D

TEST B w KEY. u p

Small disturbed sample lnsitu vane test V

Bulk disturbed sample s Standard penetration Water sample c Cone penetration test Undisturbed sample

K Permeability test Piston sample

PR Pressurameter test

26/150, blows for 150mm. Remould .... TCC Division ud drive after seating Cr Core recovefy ~ D )> test 26•. blows for port or ROD Rock quality Bristol .... whole of seatin9 drive only designation .... (26) Undisturbed sample <425 Sample ll: passing blow count 425JJm sieve

;

HOLE NO. TS e M25 HESTON 8 GODSTONE C.O. ADDITIONAL CAME .. ITES

e !fiGURE B PROJECT: SHEAR STRENGTH/CONSOLIDATION TESTS

TESTING BY: LTG

!SHEET I OF I GROUND ENGINEERING

SN4PL£ • SIEAR STR:t«>TH WlSOI.IOATlOO

H01£S ,,::~::: r~,~l Stralr Initial c 11 Type Pressure ""· Cy ·- SPECUEN U:SCRIPTICtl +

~ 11 C' 11' of Properties e, Increment M vs c...· I~ kN/.,2 Depth Type' ol ltai.t• Mg/,.1 I kNf,.;! peg ... , s~~ .,2/MN .,2fyr ,., Nuoobor

F1rm 1ntact mottled dark grey w1th dark 61 - uu "'' --------- s 1.00 U2 brown s 11 ght ly sandy s1lty CLAY wlth a 50 61 18.3 20 2.06 w, --------- s lHtle chalk and fl1nt gravel. ea --------- ----------r--- f---- 1----------------Ill lnitbll -- ·-Mg/•

SG ------ 0Assullled

a.'--------- kN/.,2

' "'' --------- ' Wt --------- J

e., ---------Ill In! tlall - -Mj,,. ------------- --- r----------------SG ------ 0Assuooed

a,'--------- kN/,.2

w, --------- ' w, --------- ' eo ---------

.'

r--- I--- '--- ---------- ----llllnitiall ----Mg/,.; ----------SG ------ 0Assu-

0-o~u•-

a. ---------kN/.,2

w, --------- ' Wt --------- S

e., ---------r--- I--- r---------------- llllni tiall ----Mg/al ----------

SG ------ 0 Assullled o ..... a.u ....

a,' --------- kN/•2

w, --------- ' w, --------- ' ea ---------

t--- r--- :---------------- IIUnltiall ----"9, .. ----------SG ------ 0 As sullied

0 a,' --------- kN/,.2

1-§ ... : e liJ · Uoconsolidated Uodralned V - Vone shear . ~

F Cfl SN4Pl£ TYPE Allow 2 lines for consolidot ion test. lJJ - Ditto with p.w.p. -•ur-nt S - Shear box e, Final void ratio tor <lOCh lncr_,.t

"' ~

. m - Consolidated Drained

~ SH Slt:ET A . Denote swelling volues with asterisk m - Ditto with p.w.p. Mosur..ent

a. Assumed effective overburden pressure -QJ - Consolidated Undralned Cil - Ditto with p.w.p . ..,asurement

I HOLE NO. TS

PROJEC-

, M25 HESTON 8 GODSTONE C.O. ADDITIONAL- e -1 CAMERA SITES LABORATORY TEST SUMMARY SHEET FIGURE s LAB TESTING BY: lTG .

~~3f~E~RING I SHEET 1 OF 1

SI-EAR a:tiSOL-CDIPACTIOO CBR Oll£R SAHPI.E ll':TAILS CLASSIFICATIOO TESTS

STREIGlli IOATIOO

Max

ltl Depth Type I LL MCY I I I I Type c 11 Mv Cv Type Opt Dry Test CBR

11 PL 11 ll ll • No. Dens-Oescr lpt loo

f4gt.,l c' 11' ~/I'll -.lty I I I pH so4 sof f<42!i I I I Clay Silt Sarid ~rave lty I g/ kN/a2 Oeg. Mg/~

TS 0.50 Bl Stiff intact mottled dark grey with dark brown 18 7.3 0.50 1.65 slightly sandy silty CLAY with a little chalk and

flint gravel. 1.00 U2 As above, but firm. 77 19 ~9 57

20 .06 uu 61 -1.50 D3 As above. 82 20 ~6 40

2.00 U5 Yellow brown fine to medium SAND with occasional 81 6.2 ~ p 7.1 0.01

sandy clay lenses and a little gravel.

2.50 Dl As above, but slightly silty. 6.3

3.50 DlO As above, but si lty. 7.6

4.50 . Dl3 Stiff intact brown slightly sandy silty CLAY with 12

some sand. 6.00 818 Light brown slightly silty fine to medium SAND lOO 10 N p

with occasional sandy clay lenses.

FOR SAHPI.E TYPE CDIPACTIOO SI-£AR STREIGlli a:tiSOL.IOA TIOO Oll£R lll ... 2 SEE Sl-EET A CCV Chalk crushing value ..... ~ ~

s Standard Cooapactlon w Unconsolldeted Undralned cu Consolidated Undrelned .., end c:, glven tor tlrst FR Frost suscepttblllty ~

Heavy Co.pac t Ion iii Ditto with p.w.p. -•ureaM~nt Qj Dltto wlth p.w.p. _..sur-nt loedlng lncr-nt above pt Acidity !il H ... m Consolidated drained V Vane sheer ossuaed effective overburden St Sulphate VI V VIbratory Co.pactlon i'ii Ditto with p.w.p. """'sur-nt s Sheer Box pressure SG Specific Gravity .....

REL Relationship testing (various 110lsture contents)

SIIC Saturated aoisture content

M25 41JSTON

~

This Plan is based upon the Ordnance Survey Map with the

sanction of the Controller of H.M. Stationery Office.

Crown Copyright Reserved.

C.O. ADtfiONAL CAMERA

WROTHAM TRAN SMI SSIO N STATION BOREHOLE LOCATION: IN VERGE 0 /S REF.56376

TRANSMISSION STATION

SITES

BOREHOLE LOCATION

-12622

:{r

Golf Couru

cl'

LTG

' '

0 r._

0

,: 0 I

10,000

GROUND ENGINEERING

ENMD (Eastern Network Management Division) Region

Camera Sites 374 375 285





ADDITIONAL CCTV CAMERA SITES CAMERA No. 118


Ref. No. 812622 July 1992

C 0 N T E N T S

1.0 INTRODUCTION


3 . 0 SITE WORK

RECORD OF DYNAMIC PROBE LOCATION PLAN



CAMERA No. 118


Reference "o. 812622

1.0 INTRODUCTION

July 1992


Engineers to the Department of Transport, TCC Division, Bristol, a ground investigation was carried out at marker post 02/02K, at the site of the proposed close circuit television camera No. 118.

Presented in this report are the results of in situ tests from this

investigation. A factual report only was requested.


The site is located adjacent to the eastbound ('K') carriageway of the M26 Motorway at marker post 02/02K between junctions 1 and to 2. It is located just to the north of Dunton Green and immediately east of the A224 London Road bridge over the M26.

At this location, the motorway runs in cut between vertical retaining walls. The probing was carried out on the sloping ground above the retaining wall, on the margin of an area of dense trees and bushes. (See location plan).

Geological records (BGS 111 to 1 mile sheet 287) indicate that the site is underlain by Lower Chalk and then Gault Clay, both of Cretaceous age.

3.0 SITE WORK

The site work was carried out on 11th May 1992.

One dynamic probe was carried out by a 'heavy• type probe rig. The results are given on the appended record.

The ground level relative to Ordnance Datum and the co-ordinates referred to the Nation a 1 Grid are given on the record of dynamic probe. The co-ordinates were scaled from 1:10,000 Ordnance Survey

sheets and are accurate to the nearest 10 metres.

· P A DEBRECZENY Senior Engineer




PROJECT NAME M25 HESTON & GODSTONE CO RECORD OF DYNAMIC PROBE No. 118

PROJECT NO. 812622 SHEET NO. 1

Test Method: BS 1377: Part 9: 1990 3.2 Co-ordinates 55093 15773

Ground level 88.86 m.O.D. Date 11.5. 92

Depth Blows per 100mm Blow count Torque Remarks m N.m

0 2

2 3

2 2 0

2 3

3 .4

7 9 22

13 2 6

.4 0

... 3 ..

.4 5 5

5 5 5 .. 0

.. .. .. 3 ...

3 ... .. " 0 3 .. .. .. 3 .. .. .. .. .. 20 .. .. .. .. .. .. ..

5 .. 5

6 29 5 .. ..

!5 5 5

6 !5 7

8 59 8

6 6 .. 5 5

5 5 6 5 108

6 6

6 6

5 6 6 6

7 7 108

8 7

7 6

6 5 6 6

10 8 8

69

REMARKS

Hammer 50kg Cone left behind: Yes Standard drop: 500mm Cone 90deg/43.7mm Type DPH Rod 6kg/35mm

Rods dry on withdrawal

M25

5

50

/ ( )

N & GOOSTONE




IONAL CAMERA SITES ~

LTG GROUND ENGINEERING







Ref. No. 812622 July 1992

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK






M25 HESTON a GODSTONE CONTROL OFFICES ADDITIONAL CCTV CAMERA S.ITES

CAMERA No. 125


Reference No. 812622

1.0 INTRODUCTION

July 1992

At the request of Kennedy and Donkin Power Limited, Consulting Engineers to the Department of Transport, TCC Division, . Bri-stol, a ground investigation was carried out at marker post 19/6208, at the site of the proposed close circuit television camera No. 125.

Presented in this report are the results of borings and in situ and laboratory tests from this investigation. A factual report only was requested.


The site is located adjacent to the northbound ( 1 81 carriageway of

the M25 at marker post 19/6208 at junction 4.

The borehole was situated within the roundabout at Junction 4, facing the dual carraigeway spur of the A21, approximately 3m from the crest

of the cut slope at the base of which lies the M25. (See location p 1 an).

The roundabout is covered by scrub grass and has recent 1 y been planted with small immature mixed trees.

Geological records (BGS 111 to 1 mile sheet 272) indicate that the site is underlain by Recent Clay-with-flints overlying Upper Chalk of Cretaceous age.

3.0 SITE WORK

The site work was carried out-on 29th and 30th April 1992.

One borehole was sunk _by light cable percussion methods at the position shown on the appended location plan.



Representative disturbed and undisturbed samp 1 es were taken at the depths shown on the borehol e record. Standard penetration tests were made in cohesive deposits and cha 1 k to assess the strength of the materia 1, and the va 1 ues of penetration re si stance ( 1 N 1 va 1 ues) are given on the borehole record.

The ground level relative to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record. The co-ordinates were sea 1 ed from 1:10,000 Ordnance Survey shtets and are accurate to the nearest 10 metres.


Laboratory testing was carried out on selected samples as instructed by the Engineer, and the results are given on the appended Figures B and S. The testing programme comprised:

4.1 Classification Tests Natural moisture contents.

Bulk densities. Liquid and plastic limits.


specimens, at a nominal rate of axial strain of 2% per minute.

4.3 Chemical Analyses Total (acid soluble) sulphate contents of soil. pH values of soil.


TOPSOIL CLAY WITH FLINTS

UPPER CHALK

To

0.20m 3.75m

over lO.OOm





e e - e ENGINEER: Kennedy & Donkin Power PROJE(:T: M25 Heston and Godstone C.O.Additional Camera Sites GROUND LEVEL 148.47 m.O.D. HOLE NO. 125

LOGGED BY: EXCAVA liON METHOD GROUND

Cable Percussion COORDINATES 55024 16308 FIGURE A FIELDWORK BY: BORING DIAMETER 200mm to 9.95m

LAB. TESTING BY: ENGINEERING CASING DIAMETER 200mm to 1.50m DATES 29/04/92 30/04/92" SHEET 1 of 1

DATE/TIME DEPTH DEPTH AT Of Of ..;

DEPTH CASING WATER " ·a.

29.4.92

4.45 1.50 ORY 30.4.92 1.50 ORY

10.00 1.50 DRY

STRATA

DESCRIPTION

TOPSOIL

Stiff fissured mottled greyish brown with orange brown sandy silly CLAY locally becoming very silty, initially with a little coarse flint grovel and occasional rootlets. @l.OOm, becoming firm.

@2 SOm. becoming poorly laminated.

03.00m, becoming stiff

Firm to stiff friable mottled dark gre,t>rown and \ orange and red brown sandy silty CLAY with some

flints.

CHALK: white with a little brown and dark grey brown mottled orange brown sandy cloy and a little flint.

@6 OOm, cream to white. ~ith occasional subrounded grovel size chalk fragments.

@6.50m. hard cream with white 'rock chalk'

07.50m. becomtng white with a little black speckling and orange bro-Nn staining.

@9.00m, becoming light brown to white.

LEG.

/ ~ X ----:-X·

1-'-- :'-X --;-X· r-.. ,.:... X -;-X·

r-. ,.:... X --;-X·

r-. -X -;-X·

r-.. ,.:... X -;-X·

fc- ,.:... X ----:-X·

1-'-. ,.:... X -X· r-.. ;'-X ---:-X·

f.'-.-'-X -X·

~ X--:-- X·

I

SAMPLING /IN SITU TESTING

LEVEL DEPTH DEPTH 7.< w TYPE fJLOWS No. m O.D. m m 25 %

146.270 0.20 1 0.30 0.60 8

2 1.00 1.45 u 24

3 1.50 - 0 100 23

4 1.50 1.95 0 s 16 23 5 2.00 2 45 u 100 25

~ H8 2.95 8 s 15 ~~

8 3.00 3.45 u 100 28

14~.970 3.50 fo B8 8 3.95 s (-) 144.720 3.75 11 3.75 D

12 4.00 4 45 0 s 30

u H~ 5.45 L 35

15 6.00 D

16 6.50 6.66 0 s (-)

17 7.50 0

18 6.00 6.45 D s 34

19 9.00 D

20 9.50 9.95 0 s 36

138.470- 10.00

WATER PIEZOMETER ~Upper Seal

0 Response length

~Lower Seal

SAMPLE AND o TEST s KEY. w

~ Rotary core -. recovery to scale V lnsitu vane test

BLOWS N ;; N value l .... First water strike

2--Subsequent water strikes

3-

2 Highest water level in open hole

SIO (c) 1990 MZ Assoc1ates Ltd

u p

Small disturbed sample

Bulk disturbed sample

Water sample Undisturbed sample

Piston sample

S Standard penetration test

C Cone penetration test

K Permeability test

PR Pressuremeter test

26/150, blows for 150mm. omre after seating 26•, blows for part or .. hole of seatin9 drive only (26) Undisturbed sample blow count

PL 7.

20

21

20

LAB TESTING

LL t$ Cu pH Mafrr kN/m' %

7.6

1.83 68

49

47

47 1.90 148

7.2

7.9

V Vane strength kN/m 2

Natural Remould

Cr Core recovery ~ ROD Rock quality

designation <425 Sample 7. passing

4251-'m sieve

so, 7.

0.02

0.12

0.04

BLOWS OTHER TESTS/NOTES

so, SPT/CPT g/1

An inspection pit was dug from ground level l.OOm. No groundwoter encountered.

2,2,l .... ~.4

2.2.3.3.<.5

7,20.41/75

J,a,e. 7. 7 ,a

7,8,8,i,8,10

7,25,50/10

l.5.7,7.8.12

... 10.9.7,10,10

Deportment of Transport

TCC Division

Ul :r ,..,

-'::::: a -Bristol

to

-HOLE NO.

125

PROJECT: I.ESTON a GOD STONE C.O. ADDITIONAL CAMERA~ STRENGTH/CONSOLIDATION411tSTS

FIGURE - B

TESTING BY: Ll SHEAR GROUND ENGINEERING SHEET 1 OF 1

SNIPLE + SHEAR ST~IGlli CUISOllDATION

S!~~~· ~:N/m2 Stn>lt lnl tial c 11 NOTES SPECIKN OCSCRIPTION + tal rA 11 Type Pressure Mv • Cv

llopth Type & CJJ-OJ at Ill 11 c• 11 of el lncr.,...nt ..

(,.) OJ. failure Mg/.,} s s~~~~

Properties kN/.7

M vs Cvs Nulllber -2- ' ' kN/~ Jlegree a2JMH .;Jjyr

-. to stiff fissured mottled greyish brown ~1rm

with orange brown sandy si lty CLAY. 68 - uu 1.00 U2 50 68 9.4 24 1..83

llj --------- '

lilt --------- s

--- r--- f----------------- eo --------- ----------148 - uu IIOnitlall ----Mg/-

3.00 U8 As above but stiff. lOO H8 4.0 26 1.90 SG ------ 0AssuiD6d OMeasurA

a.'--------- kN/112

Wi --------- ' lilt --------- s . e.. ---------

-- 1--- 1---------------- llllnitiall ----Mgjm3 ----------SG ------ 0Assullled

0Measur

o; --------- kN/a2

lit --------- S

lit --------- s eo ---------

-- 1--- 1-------- ----- ---- Ill lnitlall ----Mg/113 ----------SG ------ 0 AssuiD6d t

0Measure<

o; ---------kN/a2

Wj --------- ' lit --------- '

e.. ----------- 1--- f---------------- Ill lnitioll ----Mg/•' ----------. SG ------ 0 Assumed I

0Measure< o;' --------- kN/•2

llj ---------·'

lit --------- s e.. ---------

-- 1--- f---------------- llllnitioll ----Mg/a ----------SG ------ 0 Assumed

0Measur o; --------- kN/•2

I·

FOR SAMPLE TYPE UU - Unconsolidated Undrolned V - Vane sheor ~m ... e

SEE SHEET A t Allow 2 lines for consolidation test. 110 - Ditto with p.w.p. meosurement S - Shear box

. s~

CO - Consolidated Drained el final void rotio for each incr ....... t • N 0 ... <.n

m - Ditto with p_w_p. meosurement • llonot!' swelling values with osterisk ... Gl ~ QJ - Consolidated Undralned ... Assumed effective overburden pressure liJ - Ditto with p.w.p. measurement

~

e M25 HESTON Bl GOOSTONE C.O. ADDITIONAl- e HOLE NO .. 125

FIGURE- S PROJECT: CAMERA SITES LABORATORY TEST SUMMARY SHEET

LAB TESTING BY: LTG GROUND i SHEET l OF 1 ENGINEERING

St£AR COlSOL-004PACTIOO CBR 011£R SAMPLE ll'TAILS CLASSIFICATIOO TESTS

STREN>nt IDATIOO

Max

llH Depth Type s s s s Type c 11 My Cv Type Opt Dry Test CBR pH so4 I 11 Pl. LL MCV H 11 11 • No. Description c' 11' ,.2/Wl ,.2/y Dens- %

I s I ~425 I I I i4g/.,l Clay Slit sand revs lty kN/•2 !leg. Mg/,;

125 0.30 l B Stiff fissured mottled greyish brown with orange brown sandy silty CLAY. 7.8 0.02

l.OO 2 u Firm fissured mottled grevi5h brown with loranaP hrown sandv si ltv CLAY ?4 I l .8 Ull 1\R -

1.50 3 D As above. lOO 23 20 49

1.50 4 D As above. 23

2.00 5 u As above. lOO 25 21 47

2.50 6 D As above. 27

2.50 7 D As above. 25

3.00 8 u Stiff fissured mottled greyish brown with orange brown sandy siltv CLAY. lOO 28 20 47

2fi 1.9( 11111 4R -

3.50 10 D CHALK and firm to stiff sandy silty CLAY. 7.2 0.12

Samole not representative fo w

4.80 13 D As above. 7.9 0.04

0041'/CTlOO St£AR STREN>llt <niSOL IDA TIOO On£R = ...

FOR S»4Pl.E TYPE ~ SEE SHEET A CCV Ch~lk crusbiog value ~~

s Starw:l.5rd ComP4ctlon w Unconsolldotod Undralned QJ Consolldated Undralned ., and c, given for first FR Frost susc:eptlblllty w Ditto wlth p .. w.p. measurement Qj Dltto with p.w.p. -•ur-nt loading lnc:r-nt above jil A<:ldlty 0

H Hoavy CocapGC t ion ... "' CD Consolidated drained V Vane shear assullled effective overburden se Sulphate -I'

V Ylbrzatory C.O.poctlon rn Ditto with p.w.p. measurement s Shear Box SG Specific: Gravity ~ (

pressure REL Relationship test lng

(various .alsture eontentsl SNC Saturated •oisture content

M25


sanction of the Controller of H.M. Stationery OHice.


-- 0-

I MARK~~ ~~ST ~~~6208 BOREHOLE LOCATION : ON SLOPE Of CUTTING 0/S REF. 5502416306

___ .;;:(}--,

CAMERA 125 BOREHOLE LOCATION/

- -'.J·~-- ~----

I

I I

"·"'

Ill •\">-!-~t:L

I ~ Scale: 1 10,000


•

•

• -





ADDITIONAL CCTV CAMERA SITES CAMERA No . 127


Ref. No. 812622 July 1992

•



CAMERA No. 127



1.0 INTRODUCTION

At the request of Kennedy and Donkin Power Limited, Consulting Engineers to the Department of Transport, TCC Division, Bristol, a ground investigation was carried out at marker post 21/00B, at the site of the proposed close circuit television camera No. 127.

Presented in this report are the results of borings and in situ and laboratory tests from this investigation. A factual report only was requested .

-1-


The sjte is located adjacent to the anti-clockwise carriageway of the M25 Orbital Motorway at marker post 21/008 between junctions 4 and 5.

At this location, the motorway runs within a cutting, the exploratory holes were sunk at the top of the cut slope. They were located immediately west of the motorway boundary fence, between the fence and a rubble covered bridle way which runs parallel to the motorway. (See location plan).

Scrub vegetation lies along the boundary fence, mature woodland is located immediately to the west of the bridle way.

Geo 1 ogi ea 1 records ( BGS 111 to 1 mile sheet 271) indicate that the

site is underlain by Recent Clay-with-flints overlying Upper Chalk of Cretaceous Age.

3.0 SITE WORK

The site work was carried out during the period from 28th April to

6th May 1992.

One borehole was sunk by light cable percussion methods at the position shown on the appended location plan.

The depth of the borehole, the descriptions and depths of the strata

encountered and groundwater levels as recorded at the time of boring are given on the appended borehole record (Figure A).

Representative disturbed and undisturbed samples were taken at the depths shown on the boreho 1 e record. Standard penetration tests were made in the chalk to assess the strength of the material, and the values of penetration resistance ( 1 N1 values) are given on the

borehole record.

-2-

e· One dynamic probe was carried out by •heavy• type prob~_rig.

results are given on the appended record. The

The ground 1 eve 1 re 1 ati ve to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record and the

record of dynamic probe. The co-ordinates were scaled from 1:10,000 Ordnance Survey sheets and are accurate to the nearest 10 metres.




Bulk densities Liquid and plastic limits.

4.2 Strength Tests

Undrained triaxial compression tests on single 106mm diameter specimens, at a nominal rate of axial strain of 2% per minute.

4.3 Chemical Analyses

Total (acid soluble) sulphate contents of soil. Water soluble (in 2:1 water/soil extract) sulphate content of soil.

pH values of soil.


MADE GROUND CLAY WITH FLINTS UPPER CHALK

To

0.60m 11.2om

over 14.25m

-3-

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK




FIGURE A FIGURE B

~ FIGURE S RECORD OF DYNAMIC PROBE LOCATION PLAN

-4-

P A DEBRECZENY Senior Engineer




ENGINEER: Kennedy &: Donkin Power

LOGGED BY: FIELDWORK BY: LAB. TESTING BY:

GROUND ENGINEERING


EXCAVATION METHOD Cable Percussion BORING DIAMETER 200mm to 14.245m CASING DIAMETER 200mm to 1.30m



DATES 28/04/92 29/04/92

OA~nME o~~ o~;H N ~---------------------S~T~R~A_T~A~--------~----~~~---~~~SA~M~P~LI~N~GL/~IN~SriT~U~TE~S~T~IN~G~=-r--r~.--r~L_A,B __ TE_S_TTIN_G __ ~---.--~ OEPlH CASING WATER l LEVEL DEPTH DEPTH TYPEbLOWS %< W Pl LL ti, . Cu pH so, so,

28.4.92

10.00 1.30 DRY

DESCRIPTION LEG. m O.D. m No. m P' 25 7. 7. % Mcurr kN/m' l'. g/1

MADE GROUND: Grovel and cobble size fragments of brick in a matrix or dark brown silly sand, with a little gloss, flint and wood.

Stiff poorly thinly laminated mottled brown and dark grey/brown slightly sandy silly CLAY with a little fine flint grovel and occo5sionol rootlets.

Stiff poorly fissured. in ports poorly laminated, mottled orange brown with brownand grey slightly sandy silly CLAY withfine sand partings, sandy cloy laminations and occossionol fine roots.

Stiff poorly fissured brown mottled withred brown and o little grey slightly sondy silly CLAY with occosslonol fine sand partings. 02.80m, with occossionol decoying rootlets.

03.80m. becoming friable and In ports colour laminated.

Stiff thinly laminated, friable, brown with some red brown sandy silty to very silly CLAY with partings and laminations of silly fine sand.

Very stiff poorly fissured/laminated brown with red brown and grey mottling slightly sandy silly CLAY with some fine to medium sand partings.

08. OOm. becoming stiff.

08.50m, locally dark green; with o little fine to coarse flint ond chalk grovel.

09.00m, very closely fissured.

(Continued ... )

~ X -x fx -L-~ x_

X

fx --x fx -l-~ x_

X

ex --x 'x --x

7 --X

fx --x

rx- -

~ X -:-X·

f.:-. . ,.:.-. X -:- X·

1-'-. ,.:.-. X -:- X·

1-'-. ,.:.-. X -X· x ·_ -x

fx --x

x --x fx --x

x --x

7 --x

fx --x

'x --x

'x --x

fx --x

1-x --x

fx_~

159.940 0.60

15g_040 1.50

158.040 2.50

156.040 4.50

154.540 6.00

150.540- 10.00

5 6

8 9

TO

11

12

14

15

16

17

18

20

21

22

23

24

25

0.20 0.60

0.60

1.00 1.45

1.50

1.80 2.00 2.45

2.50

2.80 3.00 3.45

3.50

3.80 4.00 4.45

4.50

4.80 5.00 5.45

5.50

6.00

6.50 6.95

7.50

8.00 8.45

8.50

9.oo· ..

9.50 9.95

10.00

B

0

u

0

D u

D

0 u

0

D u

D

0 u

D

0

u

0

u

0

0

u

0

25

100 25 14

28

100 27 18 28

20

100 21 25

25

100 22 22

20

37

32

52

51

41

53

9.0 0.67 1.61

1.97 104

0.01

1.98 87

5.3 0.04 1.90 110

1.80 155

4.8 0.01

1.86 130

6.3 <0.01

1.91 201

1.82 100

HOLE NO.

FIGURE

SHEET

BLOWS

SPT/CPT

127

A

1 of 2

OTHER TESTS/NOTES

An inspection pit was dug from ground level to I.OOm. No groundwoter encountered. Slow progress from 13.00m.

WATER PIEZOMETER t~rirst water strike

~Upper Seal

0 Response lenqth

~Lower Seal

SAMPLE AND 0

TEST B

KEY. w



Water sample Undisturbed sample Piston sample

~ Rotary core --. recovery to scale BLOWS V lnsitu vane test

N == N value 26/150, blows for 150mm. drive after seating


Natural Remould


TCC Division

lJ) I f'1 .... ,., ....

D .... 2- Subsequent water strikes 3--

sz Highest water level in open hole

SIO (c) 1990 MZ AssOCiates Ltd

u p

S Standard penetration test C Cone penetration test K Permeability test


26•. blows for port or whole of seating drive only (26) Undisturbed sample blow count


designot1on <425 Sample % passing

425/'m sieve

Bristol

1\J



GROUND ENGINEERING

PROJECT: M25 Heston ond Godstone C.O.Additionol Comero Sites



COORDINATES 55031 l6172

DATES 28/04/92 29/04/92

DA~/TIUE DEP~ DEP~ '----------------------S~T~R~A_T_A __________ _,----~~~-r-~~~S~A~MTP~LI~N~G~/~IN~SriT~U~TrE~S~T21N~G~~r--r~r--r~L~A,B~TE_S_TTIN_G __ .----.--~ AT Of OF ,.; r

DEF'~ CASING WA~R 1 DESCRIPTION LEVEL DEPTH DEPTH TYPE "LOWS %< W PL LL h' Cu pH so, 7.

so, g/1

29.4.92 1.30 DRY

14.25 1.30 DRY

Finn poorly fissured mottled browns slightly sandy very silly CLAY with some blackened coarse flint grovel and some porlings of fine sand.

CHALK: white with bands of flint.

012.50m. hiqh porosity.

013.50m. "Rock chalk': hard light brown to white

014.00m. wilh a little brown clay infill.

LEG. m O.D. m No. m P' f!-25 % % % Mo/rr kN/rrt

x --x

rx --x

x-_-

150.540 10.00

149.340 11.20

146.290 14.25

25 10.00 0

26 10.50 0

27 11.00 11.45 u

28 11.50 D

29 12.00 D

30 12.50 12.8 0 S (-)

31 13.50 D

32 14.00 14.2j5 0 S (-)

8 4 0 01

HOLE NO.

FIGURE

SHEET

BLOWS

SPT/CPT

7,21.22,30,20/JO

,g,zs,4t.15/i:o

WATER PIEZOMETER ~ Upper seol SAMPLE V Vane strength kN/m 2 \ Rotary core Deportment of Transport

recovery to scale BLOWS N :::::: N value Natural 1-- rirst water strike 2- Subsequent water strikes 3--sz Highest water level in

open hole

SID (c) 1990 MZ Assocootes ltd

EJ Response length

~Lower Seal

AND TEST KEY.

D Small disturbed sample V

8 Bulk disturbed sample w Water sample

s c u Undisturbed sample

p Piston sample K

PR

26/150. blows for 150mm. Remould lnsitu vane test TCC Division drive after seating Cr Core recovery ~

Standard penetration lest 26•, blows for port or ROD Rock quat;ty Bristol

Cone penetration test whole of seating drive only designation Permeability test (26) Undisturbed somple <425 Sample 7. passing

Pressuremeter test blow count 425pm sieve

127

A

2 of 2

OTHER TESTS/NOTES

V1 ., I I Ci 0

1\) ~ .... f;" ~

1\) z 0 )>. -..1 0 .... 1\)

'

' - - - HOLE~ 127

PROJECT: HfSTON, GODSTONE COA GROUND INVESTIGATIONS [FIGURE B

'Jl>STING BY: GROUND SHEAR STRENGTH/CONSOLIDATION TESTS

ENGINEERING !SHEET 1 OF 1

SAMPlE • SI£AR STREIGTH

lt!~~:~: ~:N/1121 Strall Initial c 11' Type N01£S SPECII£N DESCRIPTION t

Pressure My* Cy Dopth Type &

I~ ltai~un : IJ c Ill' of Properties el Jnc..-ethent Cvs

* o, kNioo2 M vs

1•1 Number Mg/..' [kN7Iii J>egrees s~~r .,2jMN •2/yr

Stiff poorly laminated mottled brown and dark 104 uu grey/brown slightly sandy silty CLAY. - Wi --------- S 1.00 U3 50 104 20 25 1. 97

Wt --------- I

--- --- f---------------- ea --------- ----------Firm to stiff poorly fissured mottled orange 87 - uu HI Initlall ----Mg/m:

2.00 U6 brown with brown and grey slightly sandy silty lOO 87 20 28 1.98 SG -----• 0Assumed CLAY.

u. • -------~ kN/~2-Stiff poorly fissured brown mottled with 110 - uu lli --------- I

3.00 U9 red brown slightly sandy silty CLAY. 100 ho 15 28 1.90 Wt --------- S

e, ----------- 1--- 1---------------- Ullnitiall ----M,., ----------

155 - uu SG ------ 0Assumed

4.00 U12 As above 150 155 18 20 1.80 0

a;'--------- kNfoa2

Stiff thinly laminated friable brown with 130 - uu lit --------- I 5.00 U15 some red brown sandy silty CLAY. 200 130 20 25 1.86 lit --------- s

eo ----------- 1--- 1---------------- Ullnitiall ----Mg/m~ ----------

Very stiff poorly fissured brown with red 201 - uu SG ------ 0Assumed 6.50 U18 brown and grey slightly sandy silty CLAY. 200 201 15 20 l. 91

>U<~

a;' ---------kN/•2

100 - uu Ill --------- s 8.00 U21 As above but stiff. 250 100 20 37 1.82 lit --------- I

e, ----------- 1--- 1---------------- Ullnitiall ----Mg/m) ----------

- - uu SG ------ 0 Assumed ample unsuitable due to 9.50 U24 As above 0Measured ~~~~ence of flint gravel and

er,' --------- kN/m2 les.

w, --------- s le friable, unable to !obtain 11.00 U27 CHALK with clay. lit --------- s

specimen.

ea ----------- t--- 1---------------- ----------Ullnitlall ,,..

SG ------ 0 Assumed 0Measu

er,' --------- kN/~

FOR SAMPLE TYPE UU - Unconsolidated Undrained V - Vallll shear Jl ... ~5 SEE SI£ET A

+ Allov 2 lines for consolidation test. till - Ditto with p.w.p. oneasurement S - Shear box e1 Final void ratio for each increment f) Nr;;

m - Consolidated Drained 0 ... ..... rn - Ditto with p.w.p. 01easurement * Donot!' swelling values with asterisk ... "' p CU - Consolidated Undreined · a; Assumed effective overburden pressure ~

tD - Ditto with p.w.p.

M25 HESTON 8 GODSTONE C.O. ADDITIONAL HOLE~

PROJECT: CAMERA SITES LABORATORY TEST SUMMARY SHEET FIGURE s LAB TESTING BY: LTG

~:gr:E~RING i SHEET 1 OF 2

SAMPlE a:TAILS CLASS IF ICATIOI TESTS SH:AR

STREIGlll a:HSOL-

IDATIOI C04PN::r 101 CBR On£R

Hax

IH Depth !Type I I s I Type c p Mv Cv Type Opt Dry Test CBR pH so4 so4 I 11 Pl ll MCV 11 11 Dens- " • No, Description c' p' • .,2 fi'H 1.,2 /Y• ~425 ~/.,J lsarid ~ravel s s I % g/1 s I s Clay Slit

lkN/•2 ~~~ Deg.

127 0.20 f 8 MADE GROUND~ Gravel and cobbl ;i ~e fragments of brick and dark brown silty sand 9.0 0.67 1.61

1.00 3 u Stiff poorly thinly laminated mottled brown and dark grey/brown slightly sandy silty CLAY 25 11.97 iuu 104

1.50 4 n Stiff noorlv fic;c;url"d mottled oranoe brown with brown and grey slightly sandy silty CLAY. [lOO 25 14 52

2.00 16 u As above 28 IL9s uu 87 -

2.80 18 D Stiff poorly fissuredbrown mottled with red

brown slightly sandy silty CLAY 'wo 127 18 51 5.3 0.04

3.00 19 u As above 128 11.90 luu 110

4.00 12 u As above 20 11.80 luu 155

4.50 13 D Stiff thinly laminated brown with some red brown

sandy silty CLAY I lOO 121 25 41 4.8 0.01

5.00 15 u Stiff laminated brown with some red brown sandv siltv CLAY 25 11.86 hut 130 -

6.00 17 D Very stiff poorly fissured/laminated brown with

red brown and grey slightly sandy silty CLAY lwo 22 22 53 6.3 (.01

SH:AR STREIGllt a:HSOI.IDATIOI 0Tl£R I ... FOR SN4PLE TYPE CCM'N::rl<ll ? CCV Chalk crushing value m SEE SH:ET A Undralned CU Consolidated Undralned ~ ... S Standard CoiDpact Ion uu Unconsol!dated IDv and ey given tor first FR Frost ~usceptlblllty

w Ditto with p.w.p. -asur.,....nt ffi Ditto with p.w.p. -sur...,nt loading lncr-nt above 1*1 Acidity 0 H Heavy Coepaction ... "' CD Consolidated drained V Vane sheer assumed effect lve overburden St Sulphate -V VIbratory Coepaction a> Ditto wlth p.w.p. Deasurenw!nt S Shaar Box

N t pressure SG Specific Gravity REL Relationship testing

(various 1n0isture contents) SRC Saturated •oisture content

M25 HESTON 8 GOOSTONE C.O. ADDITIONAL HOLE N0.--27


~:gr:E~RING 1 SHEET 2 OF 2

SH:AR a:HSOl-CBR On£R SN4PI.E tETAILS CLASS IF ICATl(Jl TESTS CDU'ACTia.

STREIGTH IDATI(Jl

Hax Ill Depth [Type s s s Type c 11 Mv Cv Type Opt Dry Test CBR pH so4 s 11 PI. Ll HCY 11 s ll !Dens ll • No. Description c' 11' [,.2/MN l.1ty• %

<425 ~,., Is arid preve s s s s s s Clay Silt lkN/•2 IMgt;, Deg.

127 6.50 181 verystTff poo l"y fi Jred/1 ami 1ted brown with

red brown and grey slightly sandy silty CLAY 20 .91 uu 201

8.00 121u As above, M stiff. 37 .82 1111 lOO -

9.00 1

23 0 Stiff poorly fissured/laminatPd brown with red lirOwil and grey sTigfilly sandy si lty CLAY. 32

9.50 l2•fu !AS above, but with some flint gravel I Ill - - ITriaxial test not

loossible due to lP' c~cm.c Of flintS

Tf.oo rvu !Firm poorly fissured mottled brown slightly

sandY very siltv CLAY I Ill - - IS11mn 1 e too friilb 1 e [to obtain specimen

11.50 128 [ 'CHALK 8.4 o.m

51£AR STREIGTH OOlSOLIDA TI(Jl Oll£R J ... ~ FOR SN4PI.E TYPE a:M'ACT l(Jl

~ CCV Chalk crushin<J value ... SEE SH:ET A Unconsolldated Undrelned Cll Consolidated Undrelned 11y end c, given for first ... S Standard Compact Ion w FR Frost susceptibility "' ~ w Ditto with p.w.p. -esurement ffi Ditto with p.w.p. aeasur.,...nt loedlng lncr-nt above j:fi Acidity ~ H Heavy Coepectlon "' Cll Consolidated drained V Vane sheer assumed effective overburden St Sulphate ~

Y VIbratory Coepectlon rn Oltto with p.w.p. IDeasurement s Sheer Box SG Specific Gravity "' "' pressure ...... REL Relationship testing

s"c (various moisture conte~=:~ Saturated •oisture cont•

PROJECT NAME M25 HESTON & GODSTONE CO

PROJECT NO. 812622

Test Method: BS 1377:

Depth Blows per 100mm m

8 13 29

12 5 3

5 5 6

8 8 9

12 16 u 23 14 u 6 5

5

6 5 5

6 6 7

6 6

6

4 7

6

15 13 8

8 10 8

9 9 12

38 45 51

REMARKS

Hammer 50kg Standard drop: 500mm Type DPH

Part 9: 1990 3.2

Ground level 160.54

Blow count

38 21

2 3

6 5

9 7

9 9

12 6

5 4

5 6

6 6

5 4

10 9

7 7

7 8

14 32

56

RECORD OF DYNAMIC PROBE No. SHEET NO.

Co-ordinates 55031 16172

m.O.D. Date

Cone left behind: Yes Cone 90deg/43.7mm Rod 6kg/35mm

6.5.92

0

10

98

98

98

78

118

157

127

1

Remarks

M25




& GODSTONE C.O. A.TIONAL CAMERA

'-"'--=--'O..._.n._ __ ---'-'----•---------.t--t----t'-----;j:: '• ,'•

.-:: ::-:; .. ""·;,; ..----------------------,:::· IT,.

+ ,,.,. CAMERA No. 127 · 0 "-0 o'~':

::1 MARKER POST 21 /0008 BOREHOLE & DYNAMIC PROBE LOCATION: AT TOP OF CUTTING 0/S REF. 5503116172

SITES

----------------CAMERA DYNAMIC PROBE LOCATION PLAN\

e 812622

, ... . ~, ....

Scale: 1

LTG

10,000

GROUND ENGINEERING







Ref. No. 812622 July 1992

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK




FIGURE A FIGURE B FIGURE S RECORD OF DYNAMIC PROBE LOCATION PLAN



CAMERA No. 135



1.0 INTRODUCTION

At the request of Kennedy and Donkin Power Limited, Consulting Engineers to the Department of Transport, TCC Division, Bristol, a

ground investigation was carried out at marker post 29/6B, at the site of the proposed close circuit television camera No. 135.



The site is located adjacent to the anti-clockwise carriageway of

the M25 Orbital Motorway at marker post 29/68 between junctions 5 and 6.

At this location the motorway is on embankment. At the northern base of the slope is a balancing pond located within a fenced compound, with an access road lying just within the southern fence.

The exp 1 oratory ho 1 es were 1 ocated in 1 i ne with the marker post immediately within the southern boundary of the compound, on the southern margin of the access road. (See location plan).

At the time of i nvesti gati on vegetation was 1 imi ted to scrub and

grass on the embankment slope.

Geological records (BGS 1" to 1 mile sheet 287) indicate the site to be underlain by Gault Clay of Cretaceous age.

3.0 SITE WORK

The site work was carried out during the period from 24th April to 5th May 1992.

One boreho 1 e was sunk by 1 i ght cab 1 e percussion methods at the

po.sition shown on the appended location plan.

The depth of the borehole, the descriptions and depths of the strata encountered and groundwater levels as recorded at the time of boring are given on the appended borehole record (Figure A).

Representative disturbed and undisturbed samples were taken at the

depths shown on the borehole record.

One dynamic probe was carried out by •heavy• type probe rig. The

results are given on the appended record.

The ground level relative to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record and the record of dynamic probe. The co-ordinates were scaled from 1:10,000

Ordnance Survey sheets and are accurate to the nearest 10 metres.



4.1 Classification Tests Natural moisture contents. Bulk densities Liquid and plastic limits.

4.2 Strength Tests

Undrained triaxial compression tests on single 106mm diameter

specimens, at a nominal rate of axial strain ·of 2% per minute.



MADE GROUND GAULT CLAY

To

3.30m over 20.00m







GROUND ENGINEERING

PROJECT: M25 Heston and Godstone C.O.Addilion<il Camera Sites




DATES 24/04/92 24/04/92

DATE/TIME DEPTH DEPTH STRATA SAMPLING/IN SITU TESTING LAB TESTING AT OF OF ~

DEPTIH CA SING WATER ·a.

23.4.92

1.00 24.4.92

NIL NIL

1.50

DESCRIPTION

MADE GROUND: gravel sized roodstone.

MADE GROUND: soft to firm dark grey/brown silly clay with some flint and roadstone gravel, a little sand and occasional rootlets.

MADE GROUND: firm to stiff, colour laminated, dark grey with brown and grey silly CLAY with a little fine to coarse flint with clinker and chalk gravel and occasional sand partings.

Firm to stiff poorly fissured dark qreywith green brown mottling silty CLAY with occasional decoying fine roots and rootlets to c. 5.50m, initially with occasional traces of white silt.

05.00m, becoming very closely to closely fissured and locally qoor1y thinly laminated.

07.00m. green brown colourotion becoming limited to discolourotion of fissure surfaces, with occasional medium grovel size cloystone nodules.

Stiff very closely fissured dark grey silly CLAY with occasional silt partings. fine shell fragments and fine gravel size claystone nodules.

LEG.

x ---x

x ---x

x --x

x ---x

x ---x

x --- X

x --- X

x ---x

x ---x

x --x x -

--x x --x

x --- X

x -~ X

-- X

x ---x

x ---X

x --- X

7 ---x

7_-;;

LEVEL DEPTH DEPTH TYPEhLOWS m O.D. m No. m P'

102.170 0.20

101.370 1 00

. 99.070 3.30

94.370 8.00

92.370 10.00

• 5

10 11

12

14

IS

16

17

18

19

20

21

2;;

0.30 0.80 B

1.00 1 45 u

1.50 D

1.80 D 2.00 2 50 8

2.50 2.95 u

3.30 3.50 3.95

4.00

4.30 4.50 4.95

5.00

5 50

6.00 6.45

6 50

7.00

7.50 7 95

8.00

8.50

9.00 9.45

9.50

10.00

D u

D

D u

D

D

u

D

D

u

D

D

u

D

0

%< w 25 %

PL LL % %

27

24

J2

100 23 18 100 28 25

100 32 24

33

32

28

28

100 30 22

27

56 63

67

75

ti Cu pH so. 7. Mq/rrkN/m'

7.8 0.03

1 94 64

76 0.08

7.5 0.04 1.95 86

1.89 62

1.96 86

so. g/1

HOLE NO.

FIGURE

SHEET

BLOWS

SPT/CPT

135

A

1 of 2

OTHER TESTS/NOTES

An inspection pit was dug to O.SOm.Ground water was struck at 1. 35m,rose to LOOm and was sealed off at 1.50m.A concrete obstruction was pushed lrom 1.35m to 1.85m before being cleared.

~W-A~T~E~R_L ____ ~P-I_E_Z_O_ML-E~TLE-R----~----------------S-A_M __ P_L_E ______________ _L _____ ~L_R_o_t_or_y_cLo-re--~L---~-------L __ -L ____ _J, __ _L __ L-~v-v_o_nLe_s_tr-e~ngLt_h_k_N_/Lm~,~-.---L----L---------~L-.---,---~~--~~

~ Upper Seal AND 0 ~recovery to scale BLOWS N = N value Natural Deportment of Transport ......,. ~ 0 ~ 1.-F·rst le stro·ke Small disturbed sample 26/150 bl f 150 -R Id --< I WO r n V lnsitu vane test • ows or mm. emou TCC Division ..... z 2-Subsequent water strikes Q Response length TEST 8 Bulk disturbed sample test drive after seating Cr Core recovery % !:! )> ~ ~ 3-. ~ KEY. W Water sample S Standard penetration 26•. blows for port or ROD Rock quality Bristol "·"

tZ1 Lower Seal U Undisturbed sample C Cone penetration test whole of seating drive only designation 'SZ Highest 'h'Oter level in p Piston sample K Permeability test (26) Undisturbed sample <425 Sample % passing

open hole PR Pressuremeter test blow count 425J.Jm sieve

I\)

SID (c) 1990 MZ Assocoates Lld



GROUND ENGINEERING

PROJECT: M25 Heston and Godstone C.O.Additionol Camera Sites




DATES 24/04/92 24/04/92

DA~TIME o~TH o~;H N r----------------------S_T_R_A_T_A __________ -r----~~~~~~~S~A~M~PrL~I~N~GL/~IN~SriT~U~TEF=S~TI~N~G~_,,--,--,--.~LA_B.-T_E_S_T,IN_G __ .----.--~ DEPTH CASING WATER l LEVEL DEPTH DEPTH TYPEhLOWS %< W PL LL l:i Cu pH so, so,

20.00 1.50 DRY

DESCRIPTION LEG. m O.D. m No. m P' ~25 % % % Mo/ni kN/rrt 7. g/1

Very stiff closet y to very closet y fissured dark grey silly CLAY with occasional silt partings and fine shell fragments and very occasional fine grovel size cloystone nodules.

1-x --x

tx --x

x --x

x --x

x --x

x --x x --x x --x

'x --x

'x --x

tx --x

tx --x

1-x --X

'x --x

'x --X

'x --x

fx --x

fx --x fx --x

'x --x

fx --x

'x --x

x --x

x --x

x --x

x --x

'x --x

'x --x

fx --x

92.370

l-+....!!0~2~0~.0!::0~m~.-·~i:::lh.!....:l•:::::om=e-'oh=e::.ll~f~ra=a•m:::e;:.n:!.ts2:·--------+fx--_-ll.l- 82.370

10.00 22

23

24

25

26

27

28

29

JO

31

32

33

34

35

36

37

J8

39

40

20.00 42

10.00 D

i0.50 10.9 u 27 2 00 153

11 00 D 24

11.50 D

12.00 12.4~ u

12.50 D 22

13.00 D

13.50 13.9 u

14 00 D 23

14 50 D

15.00 15.4 u

15.50 D 25

16 00 D

16.50 16.9 u

17 00 D 24

17.50 D

18.00 18.4 u

18.50 D 23

19.00 D

19.50 19.9 u

20.00 D 26

HOLE NO.

FIGURE

SHEET

BLOWS

SPT/CPT

WATER PIEZOMETER 1--tirst water strike 2--Subsequent water strikes 3-

~Upper Seal

[J Response length

SAMPLE AND D

TEST B

KEY. w

Small disturbed sample Bulk disturbed sample


~ Rotary core --.. recovery to scale V lnsitu vane test

BLOWS N -== N volue 26/150, blows for 150mm. drive after seating


Natural Remould


TCC Division


SID (c) 1990 MZ Assoctates Ltd

~Lower Seat u p

S Standard penetration

C Cone penetration test K Permeability test


test 26•. blows for port or whole of seoting drive only (26) Undisturbed sample blow count

Cr Core recovery ?. ROD Rock quality


425JJm sieve

Bristol

135

A

2 of 2

OTHER TESTS/NOTES

0 ... z ~0

e - HOLE N 135

PROJECT: M25 HESTON a GODSTONE C.O. ADDITIONAL CAMERA SITES !FIGURE B

TESTING BY: LTG SHEAR STRENGTH/CONSOLIDATION TESTS

GROUND !sHEET 1 OF 1 ENGINEERING

SAMPU • SI-EAR STI£N;TH aJNSOLIDATION

It!~~~~= ~~N/m21 Strelr i~itiel c p Type Cy NOTES

SPECIIIEN DESCRIPTION + Pressure Hv" Depth Type &

I~ et li H c fil

Is~;~ Properties e, Increment " 11:5 fei~urE M vs Cvs l•l Number s Mg/~ I kN/•Z pegrees kN/~ ~/MN ~/yr

MAOt GROUND: Firm colour laminated si lty clay. 64 - uu

Wi --------- S 1.00 2U 50 64 6.5 27 1.94

Wt --------- S

--- r--- ---------------- eo --------- ---------Firm to stiff poorly fissured dark grey with 86 - uu tlllnitlell ----Mg/.

3.50 8U grey brown mottling silty CLAY. 150 86 9.9 28 1.95 SG ------ 0Assumed

a.'--------- kN/.,2

62 - uu Wi --------- S

4.50 llU As above 150 62 4.9 33 1.89 Wt --------- S

e., ------------ 1--- 1---------------- Ill 1nl tiall ----My,m ----------

7.50 llU Stiff poorly fissured dark grey with green 86 - uu SG ------ 0Assumed

brown silty CLAY. 250 86 4.0 28 1.96 ~a>u<

a; • --------- kN/•,2 i

10.50 23U Very stiff fissured dark siltyCLAY. 1153 - uu Wi --------- s grey 350 153 8.9 27 2.00 w, --------- I

' eo ------------ t--- 1-------------- -.- l!llnltlall ----Mg/m ----------

SG ------ 0 Assumed o ...... ,u.~

a; ---------kN/•2

Wi --------- I

Wt --------- S

e., ---------. l!llnitiall ----Mg/m~ --- r--- ------ __ . __ ------ ----------SG ------ 0 Assumed

0 o;' --------- kN/•2

w1 --------- s ' Wt --------- I

eo ------------ r--- r---------------- Ill lnitlall - , ... ----------

SG ------ 0 Assumed

0 ~D>U<~

a. --------- kN/•2

FOR SAMPU TYPE UU - Unconsolideted Undreined V - Vane shear l:ffi ~ c:J SEE Sl-EET A • Allow 2 lines for consolidation test • 00 - Ditto with p.w.p. measurement S - Shear box e, Final void ratio for each increment CD - Consolidated Drained m - Ditto with p.w.p. Oleasurement " Denot!' swelling values with esterisk DJ (Jl~ ., J. -Consolidated Undrained a. Assumed effective overburden pressure ~

- Ditto with p.w.p. measurement

M25 HESTON 6 GODSTONE C.O. ADDITIONAL e, HOLE NO .• 35

PROJECT: CAMERA SITES LABORATORY TEST SUMMARY SHEET FIGURE s LAB TESTING BY: ut

~:g~:Er::RING I SHEET l OF 2 SI£AR

SN4PLE I:ETAILS CLASSIFICAT!Cfl TESTS STRENJTH

IDISOL-

IDAT!Cfl !XHPACT!Cfl CBR OMR

Max llH llepth Type

I I :11 :11 Type c 11 Mv Cv Type Opt Dry Test CBR pH so4 I M Pl Ll MCV H If laens- If • No. Description c' p' 1.,2/MN .,2/yr

f425 ~g/,.J !sa rid ;ravel I s s % s :11 :11 Clay Silt 'kN/oa2 !~i~ Deg.

135 Q.30 TB W\0[ GROUND soft to fi dark grey/brown silty

:lay with some gravel 7.8 0.03

' 1.00 2 u MADE GROUND firm to stiff colour laminated dark

qrey with brown and qrev siltv CLAY 27 h.94 1111 1>11. -

l. 50 3 n Ac; ahnvP 24 7.6 0.08

2.00 5 B !As above 32

3.30 .T11 :st1ff poorly fissured dark grey with green brown

:silty CLAY lwo 23 18 56 7.5 0.04

3.50 8 u IAs above I lOO 28 25 63 11.95 1111 AI> -

4.00 9 D [As above I lOO 32 24 67

4.50 11 lJ [As above. 33 [1.89 uu 162 -

5.00 12 D [As above 32

6.50 '5 i:l [Stlff poorly fissured dark grey with green brown

[si lty CLAY. 28

7.50 p u [As abo 28 •_-26 uu [86 -

B.oo '8 D [Stiff fissured dark grey si lty CLAY [lOO 30 22 75 7.5 0.19

SI£ AR STRENJTH IDISOLIDAT!Cfl OMR ~ .... e FOR SN4PLE TYPE OH'ACTICfl p

CCY Chalk crushing value I~~ SEE SI£ET A S Standard Cooopact Ion w Unconsolldated Undralned cu Consolidated Undrolned 111y and <y given tor first FR Frost susceptibility

~ w Ditto with p.w.p. measurement Oi Ditto with p.w.p • ....,surement loading lncreaoent above pi Acidity 0 H Heavy Compact Ion .... "' CD Consolidated drained V Vane sheer assumed effective overburden St Sulphate ~

V VIbratory eo-paction ffi Ditto wlth p.w.p. Deasurement S Shear Box N w pressure SG Spec If le Grav lty '-"

REL Relationship testing (various IDOisture contents)

SMC Saturated •oisture content

1iiONAL- e HOLE~ 135 M25 HESTON a GOOSTONE C.O.


GROUND . SHEET 2 OF 2 ENGINEERING I

St£AR SAMPLE !:£TAILS CLASSIFICATI<Jf TESTS

STREK>TH

COOSOL-

IDATI<Jf OM'ACTIOO CB R Olli':R

Max BH Depth Type s s s s Type c " Mv Cv Type Opt Dry Test CBR s 11 PI. Ll MCV H 11 !Dens " .. No. Des er lpt Ion c' p' 1,.2/MN ,,.2/yo

<425 ~g/al Sand ~rave s s s s s s Clay Silt lkN/•2 l~i~ Oeg.

135 9.50 121 0 Stiff fissured dark Qrev siltv CLAY 27

TD.50 123 u Very st1H fissured dark grey si lty CLAY 27 12 .0( luu -l53

11.00 124 0 As above 24

12.50 ~7 0 !As above. 22

'14.00 l1o n lAc: llhnvP ?1

ilS:SO P3 o !As above 25

117.00 fffio IAs abo 24

118.50 ~9 0 !As above. 23

120.00 ~2 0 IAs above 26

SI£AR STREK>TH

= ... ~

FOR SAMPLE TYPE <DIPACTI<Jf !XJNSOLIDA TI<Jf OTHER ¥i CCV Chalk crushing value "' r,.

SEE St£ET A s Standard Cooopact Ion w Unconsolldated Undralned cu Consolidated Undralned 11v and ey given for first FR frost susceptibility N-f

w Ditto wlth p.w.p. ooeasurement Cii Ditto with p.w.p. ooeasurecnent loading lncreooent above Pi Acidity 0 H Heavy Corapact Ion ... "' ~

CD Consolidated drained V Vane shear ossutned eftect ive overburden St Sulphate w V VIbratory Coopactlon ro Ditto with p.w.p. IDeasurement s Sheer Box SG Spec If le GravIty

lTl pressure N

REL Relationship testing (various nolsture contents)

SNC Saturated aoislure content

PROJECT NAME M25 HESTON & GOOSTONE CO RECORD OF DYNAMIC PROBE No. 135

PROJECT NO. 812622 SHEET NO. 1


Ground level 102.37 m.O.O. Date 5.5.92

Depth Blows per 100mm Blow count Torque Remarks m .m

8 7

4 2

2 2 0 1 0

2 2

2 2

2 2 2

2 0 2

5 2

3 2 2

2 4

3 3 2 2

0

2 2 2 3 2

3 2

3 2 2

0 4

4 2

2 2 2

2 2

2 2 0

2 2 3 3 3

3 3

3 4

3 0

3 3

4 4

4 3

3 3 3 20

4 4

3 5

5 5 6

6 6 6 59

5 7

8 8 8 7 8

7 9 9 7 59

13 10

13 13 14

14 15

16 1 16

18 157

REMARKS

Hammer 501<g Cone left behind: Yes Standard drop: 500mm Cone 90deg/43.7mm Type DPH Rod 6kg/35mm

M 25 HeroN & GOOSTONE C.O. AD.ONAL CAMERA SITES

-,




/ !

I/ CAMERA No. 135 MARKER POST 29/68 BOREHOLE & DYNAMIC PROBE LOCATION: TOE Of EMBANKMENT 0/S REF. 54641 15566

.... ~ ...... ); ..

..,. ... - . - ., / 0

Scale: 1 10,000



Kennedy and Donkin Power Ltd Westbrook Mi 11 s · Goda1ming Surrey GU7 2AZ





Ref. No. 812622 July 1992

C 0 N T E N T S

1.0 INTRODUCTION


e

3.0 SITE WORK




FIGURE A FIGURE B e FIGURE S LOCATION PLAN

DEPARTMENT OF TRANSPORT 4lt TCC DIVISION, BRISTOL


CAMERA No. 136



~ 1.0 INTRODUCTION

July 1992


Engineers to the Department of Transport, TCC Division, Bristol, a


Presented in this report are the results of borings and in situ and laboratory tests from this investigation. A factual report only was

requested.

- 1 -


The site is located adjacent to the anti-clockwise carriageway of the M25 Orbital Motorway at marker post 33/7888 between junctions 5 and 6. It is located near Westerham and immediately east of Clacket Lane bridge over the M25.


Geo 1 ogi ea 1 records ( BGS 111 to 1 mi 1 e sheet 287) indicate that the site is underlain by Gault Clay of Cretaceous age.

3.0 SITE WORK

The site work was carried out on 1st May 1992.

One boreho 1 e was sunk by 1 i ght cab 1 e percussion methods at the position shown on the appended location plan.


Representative disturbed and undisturbed samples were taken at the depths shown on the boreho le record. Standard penetration tests

were made in granular and cohesive deposits to assess the relative density or strength of the material, and the values of penetration resistance ( 1 N1 values) are given on the borehole records.

The ground level relative to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record. The co-ordinates were sealed from 1: 10,000 Ordnance Survey sheets and

are accurate to the nearest 10 metres.

- 2


Laboratory testing was carried out on selected samples as instructed by the Engineer, and the results are given on the appended Figures B

and S. The testing programme comprised:





4.3 Chemical Analyses Total (acid soluble) sulphate contents of soil. Water soluble (in 2:1 water:soil extract) sulphate contents of soil. pH values of soil.


MADE GROUND

GAULT CLAY

To

2 .. 50m over 5.30m

- 3 -





e e e ENGINEER: Kennedy & Donkin Power PROJECT: M25 Heston and Godstone C.O.Additional Camera Sites GROUND LEVEL 134.59 m.O.D. HOLE NO.

LOGGED BY: GROUND

EXCAVATION METHOD Cable Percussion COORDINATES 54247 15463 FIGURE

FIELDWORK BY: BORING DIAMETER 200mm to 5.00m

LAB. TESTING BY: ENGINEERING CASING DIAMETER 200mm to 1.70m DATES 01/05/92 01/05/92 SHEET

DATE/TIME DEPTH DEPTH STRATA SAMPLING/IN SITU TESTING AT Of Of ,;

LEVEL DEPTH DEPTH CASING WATER

.. LEG. ·a. DESCRIPTION m O.D. m No.

1.5.92 MADE GROUND: Cloy with flint grovel and brick

~ fragments. 134.290 0.30 1

MADE GROUND: Firm, becoming firm to stiff )< 2

Ol.OOm, poorly fissured dark brown with grey and

.:ll.. brown mottling silly clay with a little fine to - ~ medium flint and brick 9ravel. )< ·- )< g

)< 7 )<

)< 8 132.090 2.50

Firm extremely closely fissured dark brown with x -grey and a little brown mottling silty CLAY, -x 9 with occasional decoying rootlets to c4. 75m and fx - -a trace of claystone gravel. -x

l? !'-,- -X -x

03.80m, becoming stiff. fx -12 -x

fx [email protected], becoming with occasional silt partings.

-x u fx --x

7 - 15 -x -

7 -

5.30 1.70 DRY ~ 129.290 5.30 16


0 Response length

~Lower Seal

SAMPLE AND D

TEST B

KEY. w

g Rotary core

1-.first water strike 2 ....... Subsequent water strikes 3-


SID (c) 1990 MZ Assoc1otes Ltd

u p

Small disturbed sample Bulk disturbed sample Water sample Undisturbed sample Piston sample

--. recovery to scale V lnsitu vane test S Standard penetration C Cone penetration test K Permeability test


DEPTH TYPE j3LOWS %< w

m

0.30 0.50

?.3d U8 1.80

2.30

2.80

H8 3.80

H8 4.80

5.30

BLOWS

test

25 %

D 0.95 u

l:S9 B 92 26 s -

~ 2.25 u 51 27

2.75 D S t3

3.25 u 100 28

Hg B 100 29 s 15

4.25 u 31

ug B 30 s 21

5.25 u

D 28

N = N value 26/150, blo,.s tor 150mm. drive after seating 26•, blows for port or whole of seating drive only (26} Undisturbed sample blow count

PL %

22

24

28

25

LAB TESTING

LL ~ Qu pH % Ma/rr kN/m'

59 7.5

64

65 1.96 54 7.8

64

1.94 80


Ngtural Remould


designation <425 Sample ,; passing

425pm sieve

BLOWS

so. so. SPT/CPT 7. g/1

0.31 1.29 1,1 ,4,4,8,0bstruct.

1.1.2,3.4,4

0.01

1,2,.3.4,4,4

2.J.4.~.5. 7

Department of Transport

TCC Division

Bristol

e 136

A

1 of 1

OTHER TESTS/NOTES

An inspection pit was dug to 0.50m. Groundwoter •os struck at 1.35m, rose to l.OOm in 20 mins. Sealed at 1.50m.

(J) .., :I: :r ?> ~ .... ::l --<

::;~ a ,.. .... m· ....

e e e HOLE NO

PROJECT: M25 HESTON a GODSTONE C.O. ADDITIONAL CAMERA SITES [FiGUlft 8

BY: LTG SHEAR STRENGTH/CONSOLIDATION TESTS

TESTING GROUND !sHEET ENGINEERING I OF I

SN4Pt.f + St£AR STI£1oG1H ~ln.\TIQI

I.:~~~~= ~:H/.,21 Stralr Initial c IJ Type NJTES SPEC11.£N ll:SCRIPTICtl +

Pres5ure Depth Type l Cl} I~ I tal~~,. : 11 C' ,. of Properties e, lnc:r-nt

~~~ )jy: 1•1 Nuool>er Mg/,.1 [kil7liiZ pegree. Is~~ kN/.J.

54 - uu I 2.80 U9 Firm fissured dark brown with gre.y and a Wi --------- S

1 itt 1 e brown mottling si lty CLAY. 65 54 10.9 28 l.9n Wf --------- I I

,..--- i--- 1---------------- eo --------- ----------80 - uu Ill Initial) ----Mgf,.:l

3.80 Ul2 As above, but stiff. 90 80 6.4 31 1.94 SG ------ 0Assu-

0"' '" a.'--------- kN/.J.

Wi --------- S

Wf --------- S

eo ---------t--- t--- i---------------- llllni tiall - _u.

""'' ----------I SG ------ 0Assu-

-g·

a; • --------- kN/,.2

w, -:------- s Wf --------- s .. eo ---------

1--- i--- 1----------------- Ill lnltiall ----Mg/•] ----------SG ------ 0Assu-

0 og

a, ---------kN/.J.

w1 --------- s w, --------- s eo ---------

I--- r--- ---------------- llllnitiall ----Mg/,.:l ----------SG ------ 0 Assllllled

0 Measu~e<l a;'--------- kN/•2

Wt --------- I

w, --------- s eo ---------

t--- r--- t---------------- lf(lnlt I all -- ,. ----------SG ------ 0 Assu-

g,' --------- kN/,.2

fa! SN4PU TYPE W - Unconsolidatad Undrained . Y - Vane shear 1-~ ~ e + Allow 2 lines for con~lid.atioo test. (I] - Ditto with p.w.p. -sur-..t S - ShDar box e, final void ratio for each incr-..t _,

SH SI£ET A CD - Consolidated Drained w rD - Ditto with p.w.p .. aeosur..ent . Denote swelling volues with asterisk l!il CD 0\ ~ ~ - Consolidated Undrained a, Assuffted effective overburden pressure -- Dltto ~lth p.w.p. 010asur-nt

PROJEC.

H~ 136 M25 HESTON 8 GOOSTONE C.O. ADDITION- -CAMERA SITES LABORATORY TEST SUMMARY SHEET Fl s

LAB TESTING BY: LTG

~~~f:8:RING i SHEET 1 OF 11

SH:AR CCHSOL- I SAMPLE I:ETAILS ClASS If !CAT! a. TESTS CGIPACTia. CBR OnER

STREII:)TH IOATia. '

Max

Elf Depth Type s s s s Type c " Hv Cv Type Opt Dry Test CBR s 11 PL ll HCV ll 11 lo..ns- 11 .. Ho. Oascr ipt ion c' "' l..zJHN •2/yr pH S04 so4 ~f.,l !sand s ~~;~

s s 1<425 s s s Clay Silt prave

kN/•2 g/1 Oeg. s 136 1.00 D3 MADE GROUND Firm to stiff poorly fissured dark 92 ,26 22 59 7.5 0.31 1.29

brown with grey and brown mottling silty clay

with a little gravel

1._~0 U7 As ab()_ve 51 p 24 64

2.80 U9 Firm fissured dark brown with grey and a little lOO ·28 28 65 I Z_.l! Q_.Ql brown mottling silty CLAY 28 11.96 IUU 54 -

3.30 010 As above lOO _£~ 2~ 64

3.80 Ul2 As above, but stiff 31 11.94 luu 80

4 30 DB .As ab()_ve 30

5.30 Dl6 As above _f!l

St£AR STREII:)TH cntSOI.IDA na. 0»£R * ...

fOR SAHPLE TYPE aw>ACTIOO ? CCV ChaU crushing value ..... ~ SEE ~ifET A S Standard Caapact Ion w Unconsolld&ted Undralned cu Consolidated Undralned av and Cv given tor tlrst FR Frost susceptibility w Ditto with p.w.p. m.;,asurecMJnt ru Ditto with p.w.p. JMutsuremdnt loading lncr ...... nt above pH Acidity !!! H Heovy Compact ion "' (l) Consolidated drlJinad V Vane shear assumed effective overburden St Sulphate

Y Vibratory Cocapaction eo Ditto with p.w.p. ~Daasurement s She<>r Box SG ..... .....

pressure Specltic Gravity w REL Relationship testing 01

( var lous IDOisture content$) SIIC Saturated •oisture content

-

M25




Moorho.,,~

$~ond r.u

SITES

-·-----------------------

CAMERA 136 BORE HOLE LOCATION

CAMERA No. 136 MARKER P.OST t33/788B BORE HOLE LOCATION: JN VERGE

Scale: 1

LTG

10,000

GROUND ENGINEERING







Ref. No. 812622 July 1992

C 0 N T E N T S

1.0 INTRODUCTION


3. 0 SITE WORK




CAMERA No. 137


Reference No. B12622

1.0 INTRODUCTION

July 1992


Presented in this report are the results of in situ tests from this investigation. A factual report only was requested.

- 1 -


The site is located adjacent to the anti-clockwise carriageway of the M25 Orbital Motorway at marker post 34/519B between junctions 5 and 6. It is located near Westerham and Limpsfield and immediately west of a footbridge over the M25.

At this location, the motorway runs at grade. The probing was

carried out in the verge. (See location plan).

Geo 1 og i ea 1 records ( BGS 111 to 1 mi 1 e sheet 287) indicate that the site is underlain by Gault Clay of Cretaceous age.

3.0 SITE WORK


One dynamic probe was carried out by a 1 heavy• type probe rig. The


The ground level relative to Ordnance Datum and the co-ordinates referred to the Nation a 1 Grid are given on the record of dynamic probe. The co-ordinates were scaled from 1:10,000 Ordnance Survey sheets and are accurate to the nearest 10 metres.



Ground Engineering Laing Technology Group Limited Page Street Mi 11 Hi 11 LONDON NW7 2ER


PROJECT NAME M25 HESTON & GODSTONE CO RECORD OF DYNAMIC PROBE No. PROJECT NO. 812622



o. 0

0 0

0 1

1. 1

1 1

2

2 2

1 2. 2

2 2

2 1

3. 1

1 1

3

5 5

4. 3

3 7 17

2A 2 .. 5. 19

6.

7.

B.

9.

lO.

REMARKS

Hammer 50kg Standard drop: 500mm Type OPH

SHEET NO.

Part 9: 1990 3.2 Co-ordinates 54176 15437

Ground level 132.68 m.O.D. Date 5.5.92

Blow count Torque N.m

5 fO 15 ;:>Q ;:>5 30 35 AD A'i

0 0

1 1

1 1

2 2

2 1

2 1

5 6

.. 3

19 19

18

'I

\ ) ~ I~ I(

I

-


0

0

0

0

0

137

1

Remarks

M 25 HESTON & GOOSTONE C 0 ADDITIONAL CAMERA SITES

0

0




1.37 MARKER POST .34/5198 DYNAMIC PROBE LOCATION: .JN VERGE 0/S REF.

Moorhou1t'

Sand P1n

CAMERA 137 DYNAMIC PROBE LOCATION

812622 ', _L_

' '

Scale: 1 10,000



Kennedy and Do.nkin Power Ltd Westbrook Mills Godalming Surrey GU7 2AZ


M25 HESTOK & GODSTONE CONTROL OFFICES



Ref. No. 812622 July 1992

C 0 N T E N T S

1.0 INTRODUCTION


e

3.0 SITE WORK




FIGURE A FIGURE B

e FIGURE S LOCATION PLAN



CAMERA No. 138



~ 1.0 INTRODUCTION

July 1992


ground investigation was carried out at marker post 38/3508, at the site of the proposed close circuit television camera No. 138.



requested.

- 1 -


The site is 1 ocated adjacent to the anti -clockwise carriageway of the M25 Orbital Motorway at marker post 38/3508 between junctions 5

and 6. It is located near Limpsfield.


Geological records (BGS 111 to 1 mile sheet 286) indicate that the site is underlain by Gault Clay of Cretaceous age.

3.0 SITE WORK

The site work was carried out on 7th and 8th May 1992.




Representative disturbed and undisturbed samples were taken at the depths shown on the boreho 1 e record. Standard penetration tests were made in cohesive deposits to assess the strength of the material, and the values of penetration resistance ( 1 N1 values) are given on the borehole records.

The ground 1 eve 1 re 1 at i ve to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record. The co-ordinates were sea 1 ed from 1:10,000 Ordnance Survey sheets and are accurate to the nearest 10 metres.

- 2 -





4.2 Strength Tests

4.3

Undrained triaxial compression tests on single 106mm diameter


Chemical Analyses Total (acid soluble) sulphate contents of soil. Sulphate content of groundwater. pH values of soil and groundwater.


TOPSOIL GAULT CLAY

To

0.30m over lO.OOm

- 3 -

• P A DEBRECZENY Senior Engineer




ENGINEER: Kennedy & Donkin Power PROJECT: M25 Heston and Godstone C.O.Additional Camera Sites GROUND LEVEL 133.39 m.O.D. HOLE NO.

LOGGED BY: EXCAVATION METHOD Cable Percussion COORDINATES 53808 15389 FIGURE

FIELDWORK BY: LAB. TESTING BY:

GROUND ENGINEERING

BORING DIAMETER 150mm to 10.00m CASING DIAMETER 150mm to 10.00m DATES 07/05/92 08/05/92 SHEET

DATE/TIME DEPTH DEPTH f------------=S:....:T.:..:R.:..:A...:.T:....:A _____ ..---,---:-=c-=-r:::-=-:::-cFSA~M:::PrL::::IN~G~;c....:/II.:.:N--:;:SI:..:_T.:::_U_T.:,.:E:..:S::..:T_::IN.:.:G:qj-::::-Jr--.----.-....--:-L:-A-,B_TE_S_T,IN_G_r-_..,-----i o~~ CA~NG wffER ·~ DESCRIPTION LEVEL DEmPTH No. DEPTH TYPEbLOWS ~~2.<5 W PL LL ~ Cu pH

so, 7.

so, g/1

BLOWS

SPT/CPT LEG. m O.D. m P' r>· % % % Mofni kNfrr1

7.5.92

7.50 8.5.92

10.00

WATER

0.00 0.00 7.20

8.90

8.90

..lZ..

1-,

DAMP 0.70 4.60

3.00

MADE GROUND: topsoil with some grovel and cobbles.

Firm, becoming firm to stiff 01.50m, very to extremely closely fissured greyish brown sllghlly sandy silly CLAY with a little weok cloystone and occossional rootlets and partings of red brown silty fine sand.

Stiff, very to extremely closely fissured greyish brown silly CLAY with some pockets and partings of red brown silly/fine sand. 03.50m, becoming with dark grey/brown mottling and bioturboted.

Stiff, becoming very stiff 07.00m, very to extremely closely fissured dark grey silty CLAY with a trace of sand on fissure surfaces. 08.50m, weok dark grey CLAYSTONE.

~ X --;-X·

f'-·-'x·-,-·x. f'-. . :'-X --:-X· f'-·-'x'-,-·x·

f'-. . :'X--;- X· f'-.. ..:... X -X· f'-. : ..:... X --;-X· f'-.. ..:_ X--:- X·

f'-.. ,:... X --;-X·

f'- . ,;x·-,-·x· f-'-. ,;X --:--X·

f-'-.. ,:... X --:-X·

f'-. ·,:... X -X· lx ·_

-x lx -

-x tx -

-x lx -

-x fx -

-x lx -

-x fx -

-x lx -

-x 'x -

-x fx -

-x 'x -

-x 'x -

-x fx -

-x 'x --x

t 33.090 0.30

130.890 2.50

128.540 4.85

tx--1-+---------------------1---==-~ 123.390- 10.00 3.00

PIEZOMETER ~Upper Seol ~ Rotary core --. recovery to scale V lnsitu vane test

1 24

2

8

11

I~

17

IS

20

21

0.50 0.90 0.70

1.00 1.45

2.00 2.45

3.00 3.45

4.00 4.45

5.50 5.95

7.00 7.45

9.00 9.45

8 w u

B s

u

B s

u

B s

u

B s

u

B s

u

B s

a. u

B s

BLOWS N = N value

100 25 26

9

100 37 23

13

100 37 38

15

100 32 35 19

35

100 32 37 22

29

98 47 29

26

1--fifst water strike 2-Subsequent water strikes 3-

D Response length

~Lower Seal

SAMPLE AND D

TEST B

KEY. w u p


S Standard penetration test C Cone penetration test

26/150, blows for 150mm. drive after seating 26•. blows for port or whole of seating drive only (26) Undisturbed sample blow count


SID (c) 1990 MZ Assoctotes Ltd

K Permeability test PR Pressuremeter test

61 1.8g

60

86 1.83

80

1.82

73

83

144

85

36

7.5 6.6

7.4


Natural Remould

Cr Core recovery Y. ROD Rock quality


425JJm sieve

0.01

0.01

0.01

2.2.2.2,3,2

Z.2.l.l.4.l

2.2,l.~l.4

2.l.~.5 .... ~

2.J,4.!1.6,7

l,,,6,7,11.8

... e,&.s.7,7


TCC Division

Bristol

138

A

1 ·of 1

OTHER TESTS/NOTES

Inspection pit was dug to l.OOm. Groundwoter was struck at 6.00m and rose to 5.80m in 20 minutes. No recovery from undisturbed sample at 8.50m.

V> :I: !T1 -m

0 .... --1

e e e HOLE NO.

PROJECT: M25 HESTON 8 GODSTONE C.O. ADDITIONAL CAMERA SITES IFIGURE B

LTG SHEAR STRENGTH/CONSOLIDATION TESTS

TESTING BY: GROUND I sHEET I OF I ENGINEERING

SN4Plf • SI£AR STI£1Gnt

it!~~~~: ~~H/m2l Stroll lnltlol c ~ Typo Pres5uro HOlES

SPECU£N U:SCRIPTICil + Depth Typo l ol I~ I tal~~ .. : 11 c pi

Is~~ Proportles et lncrecAQnt

~~ ~iy: la) Nullb<lr Mg/,.l rkNl~ P<>grees kH/a2

Stiff fissured greyish brown slightly 144 uu sandy si lty CLAY. - Wj --------- J 1.00 U2 50 144 23 1.89 .. , --------- '

--- i--- ---------------- eo --------- ----------Stiff fissured greyish brown silty CLAY. 85 - uu l!tlnltlall ----Mg/.

3.00 us 100 85 3.0 35 1.83 SG ------ 0Assuaoed

ow. <>; • --------- kN/a2

36 - uu Wi --------- J 5.50 UliJ Stiff extremely closely fissured dark Sample fractured.

grey silty CLAY. 200 36 3.0 35 1 .82 .. , --------- ' e.. ---------

1---- ~-- ---------------- tltlnitlall ..,, ----------SG ------ 0Assuaoed

OH<.a~u"

<>; • --------- kH/,.2

.,, --------- '

.. , --------- ' .· eo ---------

I--- I--- ---------------- tlllnltiall ----Mg/,.l ----------SG ------ 0Assu-

QH<.a•u•-

... ---------kH/a2

wi --------- S

.. , --------- ' e.. ---------

--- --- 1----------------- Ill Initial) ----Mg/,.l ----------SG ------ 0 Assuaoed

0Moosured g;' --------- kH/•2

Wi --------- J

.. , --------- ' e., ---------

t---- t---- 1---------------- lltlnltloll - , .. -?---------SG ------ 0 Assu-

O~a~u~v g;' --------- kN/,.2

fOR s-'1.£ TYPE W - Unconsolidoted Undralned V - Vane shear -~ ~ ~ + Allow 2 line5 tor coosolidetioo test. Ill - Ditto with p.w.p. -sur-nt S - Shear box et F lnol void ratio tor each lncr-.t m SCE SI£ET A CD - Consolidated Drained !il-4

l:D - Ditto with p.w.p. -••ur-nt . Denote s"'elUng values with asterisk Ill

gj - Consolidated Undrolned ... Assu.ed effective overburden pressure -Ditto with p,w.p IOeosur-nt

HOLE NO. 138

PROJECT;-

M25 HESTON a GODSTONE C.O. ADDITIONAL - es CAMERA SITES e.ABORATORY TEST SUMMARY SHEET FIGURE

LAB TESTING BY; LTG GROUND

SHEET 1 OF 1 ENGINEERING

SAMPLf ll:TAILS CLASSIFICATIOO TESTS SI-EAR

STREN>TH

COOSOL-

IDATIOO IXHPACTIOO CBR Oll£R

Hax

tlH Oepth· !Type s s ' Type c 11 Hv Cv Type Opt Dry Test CBR

' 11 PL ll MCV 11 s 11 Dens- 11 .. No • Oescr tpt ion c' p' :..zfl!N 1.,2/yl pH 504 504 f42:> ~;.,J Is arid ~novo: I I I I I I Clay Silt

lkN/,.2 Deg • ~~~~ I g/1

138 0.50 Bl Firm fi ssur:edgreyi ;h b1 . lightly mdy ;i lty 7.5 0.01 CLAY

0.70 w24 -r.RfiUNOWATER 6.6 0.01

!Fa U2 sGffTisst.lred greyish brown slightly sandy Silty Hio 25 126 61

CLAY 23 1.8' uu 1144

1.50 03 As above 34 7.4 0.01

l.50 04 As above 38

2.00 us As above lOO 37 123 60

2~ 06 As above 27

2.50 lo7 Stiff fissured greyish brown silty CLAY 39 :

3:00 us As above I lOO 37 138 is6 .

35 ll.S: luU ~ . 4.5() loT2 As above lOO 32 135 ISO

5.50 I Ul4 Stiff extrerely closely fissured dark qrey siltv CLAY 35 l.fl; luu 136 - Salllll1e fractured

6.oo fDi5 Stiff-fissured dark grey silty CLAY. lOO 32 137 73

8.50 820 As above, but very stiff and with claystone 198 47 129 ls3

fraqments >

.

SI-EAR STREN>lli ~IDATIOO 01l£R ~~ ... e fOR SN4PLE TYPE OH'ACTIOO ? CCV Chillk c:rushiail, value SEE Sl-EET A

S Standard Coaopoctlon W Unconsolldated Undroined cu Consolidated Undrolned .., ond c;, given tor tlrst FR frost susc.tptl illty ~ W Ditto with p.w.p ...... sur.....,nt Qj Ditto with p.w.p ...... sur-t looding tncr-..t above PI Acidity !il H H&avy Coaopoction "' ro Consolidated drained V VAne sheer ossuaed ottectlvo overburden St Sulphate

·~ V Vibratory Coaopaction CD Ditto with p.w.p. -a•ur-nt s Shear Bo>< ~

pressure SG Specltic Gravity w REL Relationship testing

()C)

(various .aisture contents) SIIC ............ aoisture content

& GOOSTONE

CAMERA No. 138 MARKER POST 38/3508 BOREHOLE LOCATION: IN VERGE




CAMERA SITES

CAMERA 138 BOREHOLE LOCATION I

Scale: 1 10,000






ADDITIONAL CCTV CAMERA SITES CAMERA No . 139


Ref. No. 812622 July 1992

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK







CAMERA No. 139



1.0 INTRODUCTION

July 1992



- 1 -

2.0 SITE DESCRIPTION'AND GEOLOGY

The site is located adjacent to the anti-clockwise carriageway of the M25 Orbital Motorway at marker post 41/640B at junction 6. It is located inside the roundabout of the junction with the A22 near Godstone.

The boring was carried out in the gently sloping verge. (See location plan).


3.0 SITE WORK




Representative disturbed and undisturbed samples were taken at the depths shown on the boreho 1 e record. Standard penetration tests

were made in granular and cohesive deposits to assess the relative density or strength of the material, and the values of penetration resistance ( 1 N1 values) are given on the borehole record.

The ground 1 eve 1 re 1 ati ve to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record. The

co-ordinates were sea 1 ed from 1:10,000 Ordnance Survey sheets and are accurate to the nearest 10 metres.

- 2 -









MADE GROUND GAULT CLAY

To

3.50m over 20.00m

- 3 -



,1



ENGINEER: Kennedy & Donkln Power

LOGGED BY:

FIELDWORK BY:

LAB. TESTING BY:

GROUND ENGINEERING

PROJECT: M25 Heston and Godstone C.O.Additional Camera Sites GROUND LEVEL 129.28 m.O.O.

EXCAVATION METHOD Cable Percussion COORDINATES 53517 15289 BORING DIAMETER 150mm to 20.00m

CASING DIAMETER 150mm to 2.55m DATES 06/05/92 07/05/92

DA TE/llME DEPTH DEPTH STRATA SAMPLING/IN SITU TESTING LAB TESTING

AT OF OF ,; DEPTH CASING WATER o.

11.5.92

DESCRIPTION

\L~TOP~S~O~IL==~~~~~~--~~--~------~1 MADE GROUND: Firm to stiff poorly fissured mottled dark grey brown with brown sHty cloy with some fine to coarse flint, brick. roodstone and chalk grovel, o little decaymg wood and occasional dead rooUets.

MADE GROUND: Firm light grey brown slightly sandy snty CLAY with some fone to coarse chalk

\~_w_lth~n~m~t~g~ra~~~---------~----~--------~1 MADE GROUND: Form mottled dark grey/brown, brown,

LEG.

grey and dark brown snty clay with a little \~_n_ne __ t_o_c_a_a~r•~•--fl_m_t_w_l_th __ ch_a_l_k~gr~av« __ • ______________ ~/ r,r _

Firm to stiff extremely closely fissured dark - X grey snty CLAY with occasional sman sntjrone 1x -sand portmgs and a little claystone grovel. - x

tx --x

fx --x

fx --x r,r -

-x 05.5Dm, becoming stiff

tx --x

tx -

\

Brown sandy CLAY and silly medium to coarse SAND F··"'-"J! ~-~w~lt~h~s~o_m_e __ fln~e_t_o_c_oo~rs~e~g~ro~v~el-· ______ ~~------~~ fx _ ~

Stiff, becoming very stiff 09.0Dm, very closely lvx _ fissured dark grey/brown with grey sHty ClAY - X with occasional silt partings and sheD fragments. tx" _ ~

fx --x

I;< --x

fx --x

fx --x

LEVEL DE~TH No. DEPTH TYPE~LOWS m 0.0. m

129.180 0.10 ..

1 0.50 0.80 B

~ 1:\W 1.45 D u

~ H8 1.95 B s 5

6 2.00 2.45 u

126.780 2.50

' B8 2.95 B s 8

126.380 2.90 9 3.00 3.45 u

125.780 3.50 IV 3:58 0.95 B s 11

12 4.00 4.45 u

u 1:58 4.95 B s 24

15 5.50 15.9~ u

19 ~:88 6.45 B s 42 122.980 6.30 122.830 6.45

18 7.00 7.45 u

~ H8 7.95 B s 20

21 8.50 8.95 u

22 9.00 0

1\ Mottled brown, red-brown and grey slightly 1 \ weathered CLA YSTONE; weak.

I;< -~ 1?8:898 H8 I;< - 2l 9.50 9.95 D s 54 -x

r~2:t:::~!/~?'l closely fissured dark grey silly I;< -: 24 10.00 10.4' u

%< W PL 25 % %

LL l:i,, c~ , pH % Mq;mkNirrr

so. 7.

22 7.4 0.01

26 7.9 0.05

28 1.91 43 7.4 0.10

100 j3 25 80

100 27 23 71

~~

28 1.94 110

25

30 1.94 107

29

100 28 27 70

HOLE NO. 139

FIGURE A

SHEET 1 of 2


so. SPT/CPT g/1

Inspection pit was dug to l.OOm. Groundwoter was struck at 2.45m,rose to 2.40m in 20 minutes ond was sealed off at 2.50m. UlOO at 4.00m encountered on obstruction.

1,1,1,2,1,1

l,1,2,J,1,2

1,2,.1,3,2,3

1,3,4,&,7,7

3.3,8.14,14,6

3,4,4.5.~.15

!.,7,15,13.13.13

"' ..,

WATER PIEZOMETER ~Upper Seal SAMPLE AND D

TEST B

KEY. w

g Rotary core --. recovery to scale V lnsitu vane test

BLOWS N = N wlue V Vane strength kN /m 2

Natural Remould

Deportment of Transport J: ,.., .... ,.., p ~

l ..... First water strike 2-Subsequent water strikes 3-:sz Highest water level In

open hole

SIO (c) 1990 MZ Assoc1ates ltd

EJ Responoe length

~Lower Seal u p


Bulk disturbed sample Water sample Undisturbed sample Piston sample

S Standard penetration C Cone penetration test K PermeobRity test


test

26/150, blows for 150mm. drive after seating 26•. blows for port or whole of seating drive only (26) Undisturbed sample blo" count



425pm sieve

TCC Division

Bristol

-< 0 .... z ..... )> Wo In .

n.l


LOGGED BY: EXCAVATION METHOD Cable Percussion COORDINATES 53517 15289 FIGURE FIELDWORK BY: LAB. TESTING BY:

GROUND ENGINEERING

BORING DIAMETER 150mm to 20.0Dm CASING DIAMETER 15Dmm to 2.55m DATES 06/05/92 07/05/92 SHEET

DATE/nME DEPlH DEPlH STRATA SAMPUNG;IN SITU TESTING LAB TESTING

AT Of OF .~ DEPlH CASING WATER a. DESCRIPTION LEG. LEVEL DE~TH No. DEPTH TYPEj:JLOWS

m 0.0. m 7.< W PL LL ~, , C~ , pH 25 7. 7. 7. Mat m kN ;m

12.50 2.55 DRY

7.5.92 2.55 12.25

20 2.55 DRY

k·;.~on~ilh little fine to medium gravel size cfaystone and occassional traces of pyilie sand.

012.00m. becoming with occasional small sill partings.

019.50m, becoming very stiff to hard.

!x --x

lx --x

lx --X

'X --x

'X --x

x --X

x --x

x --x tx -

-X

tx --x

fx --x

fx --x tx -

-X

tx --x

tx --X

tx --x

fx --x

lx --x lx -

-X

lx --x lx --x 'x --x x --x

!x --x !x -

-X

!x --x lx --x tx -

-X

24 10.00 10.4! u

18:~8 10.9! B s

27 11.50 11.9~ u

13:88 12.4 B s

30 13.00 13.4 u

1H813.9 B s

33 14.50 14.9 u

15:88 15.4' B ~

J6 16.00 16.4 u

13:~8 16.9 B ~

39 17.50 17.9 u

1H:88 18.4 B s

42 19.00 19.4! u

tx_~ ~i 13:58 19.9 B s fx--

1-+---------------------1--=::....:~ 109.280- 20.00 45 20.00 D

30 27

25 31

25 36

27 37

27 42

73

24 62

24

WATER PIEZOMETER ~Upper Seol SAMPLE AND o TEST B KEY. w


BLOWS N ~ N volue 1 .... first water strike 2.-Subsequent water strikes 3 ....

sz Highest water level In open hole


CJ Response length

~lower Seal u p


S Stondord penetration test C Cane penetration test K Permeability test


26/150, blows for 150mm. drive after seating 26•, blows for port or whole of seotin9 drive only (26) Undisturbed sample blow count


Noturol Remould

Cr Core recovery "-ROD Rock quality


425f1m sieve

so, 7.

so, g/1

BLOWS

SPT/CPT

4.4,s.s.a.e

4.!5,7.7,8,9

4.!5.S.8,9,13

4,5.8.8,9,12

!5,7,8,10,10.14

7,10,14,15,20,24

7,7,10,13,20,10


TCC Division

Bristol

139

A

2 of 2

OTHER TESTS/NOTES

0 _,

HOLE NO.

!fiGURE 8 PROJECT: M25 HESTON & GODSTONE C.O. ADDITIONAL CAMERA SITES

SHEAR STRENGTH/CONSOLIDATION TESTS TESTING BY: LTG


SN4Pl£ • SI£AR STilEIGlH OJISOLIOA Tlttl

Initial c " Cy NOTE!>-

I ,:g:~! ~~H/•21 Stral• Type Pressure ""· . Sf'ECDEN tESCRIPTlttl • ltat!~re 11 C' "' of Properties et Increment Mvs Cvs I~

11 kN/.:Z

Depth Type & o,

' ' '119/~ kNf,..C pegrees Is~~ .,:ZfMH .:Ztyr 1•1 ....-r

MADE GROUND: Firm mottled dark grey/brown, 43 - uu llj --------- ' brown, grey and dark brown si lty c 1 ay with 100 43 18.5 28 1. 91 3.00 U9 a 1 ittle gravel. lit --------- '

e., --------- ------------- --- f----------------Ill lnltlall --- Unsuitable void running grey si lty - -Firm to stiff fissured dark

27 SG ------ 0Assu- through sample. 4.00 U12 CLAY. -a;' _______ !?.. kN/.,2

Stiff fissured dark grey si lty CLAY. Ill --------- ' 110 - uu 5.50 U15 240 110 10.4 28 1.94 llf --------- '

e., -------------------1--- r---- ---------------- Ill lnltiall --- "'Yt•-

Stiff fissured dark grey/brown with grey 107 - uu SG ------ 0Assui!MKI si lty CLAY. 30 1.94 O~u•u 7.00 Ul8 200 107 9.4 a; • --------- kN/.,2

' lit --------- '

lit --------- ' -'

eo ---------

--- :--- 1---------------- Ill I nit loll ----Mg/.-' ----------SG ------ 0 Assu-

0-a~u""" er, • ---------kN/.,2

lit --------- '

lit --------- '

e., ---------1--- r--- 1---------------- llllnltiall ----Mg/,J ----------

SG ------ 0 Assumed 0Measu!:e<

a;'--------- kN/•2

Ill --------- I

11 t --------- '

e., ---------t--- r--- ---------------- llllnltlall ----Mg/or ----------

SG ------0 Assu-

a;' --------- kN/.,2

w - Unconsolldated Undralned V - Veoe sheer ~ ~ --~ rn fa! SM'LE TYA: W - Ditto with p.w.p. -sur-nt 5 - Shear box et Final void ratio for each lncr.,.,...t ... • AlJow 2 lines for consolidation test.

0 CD w~ SEE SI£ET A m - Consolidated Drained . Denote swelllng velues wlth asterisk ,

\0. !:ii - Ditto with p.w.p. -asur-nt a; AssuMed effective overburden pressure -gj - Consolidated Undrelnecl

- Ditto ~lth p.w.p.

M25 HESTON a GODSTONE C.O. ADDITIONAL e HOLE N0 .• 39 ..


GROUND SHEET 1 OF 2 ENGINEERING

SH:AR CDISOI.-Oll£R SAMPLE a:TAILS CLASSIFICATI!JI TESTS CDIPACTI!JI CBR

- STilEt<;TH IDATI!JI

Max lit Depth Type

I I I I Type c p Mv Cv Type Opt Dry Test CBA I 11 Pl. ll MCV 11 11 11 • No • Oescr lpt Ion c' p' .,.2/Ml I ,.J./yo

Dens-

1<425 I I I ~tool Clay Silt Is arid ~ravel lkH/•2

I

~~;~ I I pH so4

Deg. %

1139 0~ ls1 MAofGROIJND Firm to stiff poorly fissured 122 7.4 0.01

mot t1 ed dark grey brown with brown si lty c 1 ay

with some gravel

2~o loB "MADEGROUND Firm light grey brown slightly sandy 26 7.9 0.05

silty clay with some qravel

3.00 lu9 'MADE GROUND Firm mottled dark grey/brown brown, 128 .91 uu 43 7.4 0.10

lqrey and dark brown siltv clav with a little

I aravel 3~() fDiO [As above 29 l

3.50 :on I Firm to stiff fiss.rred-dark grey silty CLAY I lOO 33 125 [80 1

4:00 [iiT2 I As above I lOO 27 123 171 27 [UIT

4.50 ro13 I As above 29

4.50 ID14 I As above 25

5.50 lul5 As above, but stiff. 128 ll. 9~ 1 uu no 6.00 loll I As above 25

7.00 [UlS rstiff fissured darl<grey/brown with grey silty 30 11.94 rurr j(j]

I CLAY 7.50 lol9 1 As ilbave 29

.. . ·-8.50 fu21 [As above 1100 28 127 [70

9.50 ID23 I Very stiff f~k grey si lty CLAY. 25

10.50 ID26 [As above 27

SI£AR SlllEtl;lH <XlNSOLIDA TI!JI Oll£R ~ .... a ... e FOR SAMPLE TYFE CXM'ACTI!JI

CCV Chalk crushing value ? SEE SH:ET A S Standard Cooopactlon W Unconsolidated Undralned 01 Consolidated Undralned 11v end c;, given tor tlrst FR Frost susceptibility

~ iil Ditto with p.w.p. -sur-nt Qj Ditto wlth p.w.p. -sur-nt loedlng lncr-nt above pt Acidity l!il H Heavy Cooopactlon "' m Consolidated drained V Vane sheer assu~ effective overburden St Sulphate V Vibratory Cooopactlon CO Ditto with p.w.p, 118asur-nt s Sheer Box pressure SG Specltlc Gravity IN .....

llEL Relationship testing w U)

(vorlous lbOlsture contents) s"c Saturated •oisture content

I e -- HOLE NO. : M25 HESTON a GODSTONE C.O. ADDITIONAL

PROJECT: j CAMERA SITE.S LABORATORY TEST SUMMARY SHEET FIGURE s LAB TESTING BY: LTG

~:gr:e'tniNG ' SHEET 2 OF 2

SH:AR eoosot.-CGV>ACTIOO CBR OllER SAMPLE !~:TAILS CLASSIFICATIOO TESTS

"STREIIllH IDATIOO

Max lli Depth jType s s s s Type c 11 Mv Cv Type Opt Dry Test CBR • V PI. ll MCV H V Dens- V • Ho. Description c' 11' j.2/MN I ,.2,y, s I j<425 s s s ~fool Clay Silt jsarid brave

lkH/•2 ~~;~ • Deg.

1139 12.00 1028 Very stiff fi ;sured dark_grey si lty CLAY. 25

13.50 lo31 As'above. 25

15.00 j034 As above 27

Hi.50 1037 AS above. 25

18.00 040 As above 25

19.50 043 As above, but very stiff to hard 24

20.00 1045 As above 24

SI-£AR STREII:lH <niSOLIDA TIOO OllER ~ ... e FOR Slf4PLE lYFE a:M'ACTIOO ? CCV Chalk crushing value N~ SEE St£ET A S Standard Coapactlon w Unconsolldated Undrelned cu Consolidated Undralned ., and c, given for first FR Frost susceptibility

~ iii Ditto with p.w.p. aeasur-nt Qj Ditto with p.w.p. -sur-nt loading incr-nt above Pi Acidity ~ H Heavy Coapaction ... m Consolidated drained V Vane shear ossueed effective overburden St Sulphate

V VIbratory Coapactlon EO s Shear Box N .... Ditto with p.w.p. aeasur-nt pressure SG Specltlc Gravity w \0

REL Relationship testing (vorlous moisture contents)

.. SIIC Saturated eoisture content

M25 H N & GOOSTONE C.O. ADD-ONAL CAMERA SITES

35




CAMERA No. 1 J9 MARKER POST 41/6408 BOREHOLE LOCATION: INVERGE

0/S SJ51715289

r-On On-~ ' t.J

.()' c '"' {) . 0',\ . t.J 0 .,{) 0 - () '-o_ (.) 0 '

• '-_ On_ 0 • • {) n n ":..- _ _ {) 0

On_()." / o--:., · 0{{.~' On_'

0 • ·- i) '.

n- • • 0 {) .""o · .. o · C,J 0 On_ • •

-----------------CAMERA 139 BOREHOLE LOCATION\

Scale: 1 : 10,000


• SENMD (South East Network Management Division) Region

Camera Sites 125 127 118 135 136 137 138 139 141 144 149 150 152 153

154 155 157 159 163 165 167 169 171 315 317 319 320

Wrotham Transmission Station







Ref. No. 812622 July 1992

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK







CAMERA No. 141



1.0 INTRODUCTION

July 1992

At the request of Kennedy and Donkin Power Limited, Consulting Engineers to the Department of Transport, TCC Division, Bristol, a ground investigation was carried out at marker post GC6, at the site of the proposed close circuit television camera No. 141.


- 1 -


The site is located at the junction of the M25 and M23 motorways at marker post GC6 between the Reigate to Gatwick and Godstone to Gatwick slip roads.

The borehole was situated on top of a triangular piece of land raised above the surrounding slip roads, with steeply dipping sides to the north, east and west, but re 1 at i ve 1 y gently dipping to the south. (See location plan).

The area is densely vegetated and has been planted with mixed immature trees.


3.0 SITE WORK

The site work was carried out during the period from 28th to 30th April 1992.

One borehole was sunk by light cable percussion methods at the

position shown on the appended location plan.


Representative disturbed and undisturbed samples were taken at the depths shown on the borehole record. Standard penetration tests were made in cohesive deposits to assess the strength of the material, and the values of penetration resistance ( 1 N1 values) are

given on the borehole record.

The ground 1 eve 1 re 1 ati ve to Ordnance· Datum and the co-ordinates

referred to the National Grid are given on the borehole record. The co-ordinates were sea 1 ed from 1:10,000 Ordnance Survey sheets and


- 2 -







4.3 Chemical Analyses Total (acid soluble) sulphate contents of soil. Water soluble (in 2:1 water:soil extract) sulphate content of soil. pH values of soil.


TOPSOIL MADE GROUND GAULT CLAY

To

O.lOm 0.30m

over 20.50m

- 3 -







DATE/TIME DEPTH DEPTH AT OF OF ~

DEPTH CASlNG WATER ·c.

GROUND ENGINEERING

PROJECT: M25 Heston and Godstone C.O.Additional Camera Sites GROUND LEVEL 109.21 m.O.D.

EXCAVATION METHOD Cable Percussion COORDINATES 5.3092 15.306 BORING DIAMETER 200mm to 20.00m CASING DIAMETER 200mm to 1.50m

STRATA SAMPLING/IN SITU TESTING

DESCRIPTION LEG. LEVEL DEPTH DEPTH h, m O.D. m· No. m TYPEpLOWS

DATES

%< w 25 %

28/04/92 .30/04/92

LAB TESTING

PL LL (i Cu pH so. 7. % % Mo/mkN/rri

so. g/1

HOLE NO.

FIGURE

SHEET

BLOWS

SPT/CPT

141

A

1 of 3

OTHER TESTS/NOTES

28.4.92 I\ TOPSOIL ~ 109.110 108.910

0.10 0.30

0.10 D 7.5 0.01 Inspection pit to 1.00m

9.50 29.4.92

WATER

1.50 1.50

DRY 8.90

grey/brown slightly sandy silty cloy with a X - x I\ MADE GROUND: soft to firm fissured dark -~ ~ -

~li_tt_le __ g_ra_v_~ __ o_n_d __ oc_c_a_s_io_n_a_l_r_o~ot_le~t~s_. ________________ J ~ _

Firm to stiff, becoming 5tiff t31.50m, very to - X extremely closely fissured mottled dark grey and r,( -dark brown silty CLAY with occasional, locally - X some, decoying fine roots ond rootlets and y -occasional fine grovel size doystone nodules. - X

Stiff closely fissured dark grey/brown silty CL A. Y with some brown discolourotion and silt portin9s on fissure surfaces, and occasional fossils and scattered selenite crystals: mottled with brown and grey near top.

05.50 to 7.00m, with o little brown fine to medium grovel size cloystone.

07.50m, becoming very to extremely closely fissured.

08.50m, becoming very stiff.

x --x

!x --x

x --x

x --x

x -~ X -x x --x

x --x

x --x

x --x

x --x

x --x

x --x

x --x

x --x

x --x

x --x

x --x

x --x

x --x

x --x

x --x

7 --x

7 --x

105.710

f-+..:.(C_o_n_t_in_u_ed_._ .. _) ------------------1-7--_--ll.l- 99 .210

3.50

10

0.50 D

I 00 1 45 u 100 28 25

1 50 D 29

5 2.00 2.45 u 100 28 24

2.50 D 28

3.00 3.45 u 100 29 27

8 3.50 D

4.00 4.45 u 26

10 4.50 D 100 26 23

11 5.00 5.45 u

12 5.50 D 27

13 6.00 D

14 6.50 6.95 u 27

15 1 .00 D 26

16 7.50 D

17 8 00 8.45 u

18 8.50 D 25

19 9.00 D

20 9.50 9.95 u

62 l888 10.4< 8 s 27

PIEZOMETER 1--First water strike

2-Subsequent water strikes 3-

~Upper Seal SAMPLE AND D

TEST B

KEY.




~ _ Rotary core --. recovery to scale BLOWS N = N value

26/150, blows for 150mm. drive after seating



D Response lenqth

~Lower Seal w u p

V lnsitu vane test S Standard penetration test C Cone penetration test K Permeability test


25•, blows for port or whole of seating drive only (26) Undisturbed sample blew count

64 1 92 82

66 1 92 122

71

1 99 115

67 76

1 97 115

V Vone strength HJ/m 2

Natural Remould

Cr Core recovery ~ ROD Rock quol;ty

designation <425 Sample % ~·ossing

425}Jm sie've

0.81 2.00

4.7,12,1.3,16,21


TCC Divis1on

Bristol D ....

I 0 f;;

.... z .,.a .....



DATE/TIME DEPTH DEPTH

GROUND ENGINEERING


STRATA SAMPLING/IN

COORDINATES 53092 15306 FIGURE

DATES 28/04/92 30/04/92 SHEET

SITU TESTING LAB TESTING

AT OF OF ~ DEPTH CASING WATER ·o. DESCRIPTION LEG.

LEVEL DEPTH DEPTH m O.D. m No.

TYPEhLOWS 7.< W PL LL ~ Cu pH so, %

so, g/1

BLOWS

SPT/CPT m pi ~25 7. 7. % Mq/m kN/,-,2

Very stiff close1y to very closely fissured dark grey silly CLAY.

f;;- --x

99.210 10 1888 1o4~ B s s2 27

17.50 30.4.92

1.50 1.50

DRY DRY

011.50, becoming with occasional shell fragments and between 11.50 and 12.00m occasional small sand partings.

012.30m, becoming very to extremely closely fissured with occasional silt partings.

016.50 to 19.00m, with some shell fragments and occasional fossils.

fx --x

fx - 23

-X 24 fx -

-x f;;- -

-x ~~ f;;- -

-X

fx --x 28

fx - 29 -x

f;;- --x 30

f;;- --x

fx - 31 -x

fx --x 32 fx -

-X

f;;- - 3J -x

f;;- --x 34

f;;- --X

fx - 35 -x

fx --x 36

fx --x

fx - 37 -x

f;;- --x 38

lx --X

fx - 39 -x

f;;- --x 40

f;;- --X

lx - 41 -x

fx --x 42 fx -

-X

f;;- - 43 -x

10.70 D

11.00 11.45 u 100 23

lL~8 - () 11.95 () s 67

12.30 D 12.50 12.9~ u

13.00 D 25

13.50 D

14 00 14.4 u

14.50 D 23

15 00 ()

15.50 15.9 u

16.00 D 26

16.50 D

17 00 17.4~ u

17.50 D 22

18.00 D

18.50 18.9 u

19.00 D 25

19.50 D

(Continued) lx_-;; 44 20.00 20.4 u

WATER PIEZOMETER 1--rirst water strike 2-Subsequent water strikes 3 ...



~Upper Seal

0 Response length

~Lower Seal

SAMPLE AND D

TEST B

KEY. w u p








N = N 1/0iue 26/150, blows for 150mm drive after seating 26•, blows for port or vwhole of seating drive only (26) Undisturbed sample blow count

24 68


Natural Remould


designation <425 Sample % passing

425pm sieve

4.7,12,13,16,21

5.9,11,16,18.22


TCC Division

Bristol

141

A

2 of 3

OTHER TESTS/NOTES

(11 ., I I Ci 0 , :;: 1\)..., .... .... z

D )> A 0 ..... ,_. w



20.50 1.50 DRY

GROUND ENGINEERING

( .... cont.)

020.50m. closely fissured.


0 Response lenqth

~Lower Seal

1-First water strike 2-Subsequent water strikes 3-


$10 (c) 1990 MZ Assoc1oles ltd

PROJECT: M25 Heston and Godstone C.O.Additional Camera Sites GROUND LEVEL 109.21 m.O.D. HOLE NO. 141

EXCAVATION METHOD Cable Percussion COORDINATES 53092 15306 BORING DIAMETER 200mm to 20.00m CASING DIAMETER 200mm to 1.50m DATES 28/04/92

SAMPLING/IN

LEG. LEVEL DEPTH DEPTH m O.D. m No. m

'x 44 20.00 20.4 u

SAMPLE AND o TEST B

KEY. w u p

-~ 88.710 20.50 45 20.50




Piston sample

,

-

-

-

g Rotary core -. recovery to scale V lnsitu 'Jane test

BLOWS




D

N = N ,:olue 26/150. blows for 150mm dri\e after seating 26•, blows for port or whole of seotinq drive only (26) Undis1urbed sample blow count


Natural Remould

Cr Core recovery ,:, ROD Rock quality


425pm sieve

FIGURE A

30/04/92 SHEET 3 of 3


so. 7.

so. g/1

SPT/CPT


TCC Dtviston

Bristol

Ul .., I I 0 0 ,.., r;: ...,,.., -< .... z

D )> .... 0 - .... ...,

IIOLE NO. 141

!FIGURE B PROJECT: M25 HESTON 8 GODSTONE C.O. ADDITIONAL CAMERA SITES


!sHEET 1 OF 1 GROUND ENGINEERING

OJNSOliOATION Sit: AR SmEif31H SAMPl£ ~

If!~~~~! ~~Nt .. 2 1 Strair Initial (; p Pressure Mv • c, lflTES Type

Increment • SPECllt:N OESCRIPTIOO + fai~~re w 11 C' P' of Properties e, Mvs Cvs Depth Type & o, ~ I Mg/..'1 ikN/. pegree• s~:~ kN/riJ. ,.2fMN ,.2 Jyr (10) Number

-·· Firm to stiff fissured mottled d -k grey and 82 - uu Wi --------- I U3 dark brown si lty CLAY.

82 9.7 29 1.92 1.00 Wf --------- I

ea --------- ------------ --- 1-----!------------ti!Ini tiall ----My/_. As above but stiff. 122 - uu

2.00 U5 lOO 122 7.4 27 1.92 SG ------ 0Assumed

a;. _______ l?._ _!0~2

Stiff fissured dark grey/brown si lty CLAY 115 - uu Wi --------- S

LOO U9 150 115 5.0 26 1.99 Wf --------- I

e, ----------- --- 1---------------- Ul Initlall ----Mgtm· ----------

115 - uu SG ------ 0 Assumed ;.so U14 As above 200 115 5.0 27 1.97 0Measu

<>;' --------- kN/012

wi --------- 1

Wt --------- S . eo ---------

------------ f---- -----.,.----------- Ullnit iall ----Mg/01)

SG -----~ 0 Assumed r~oou

a; ---------kN/•2

w1 --------- s Wf --------- I

e, ---------Ullnit iall ----Mg/m3 ------------ f--- ----------------SG ------ 0 Assumed

0Measure< a; --------- kN/•2

w1 --------- s Wt --------- S

e, ----------- f--- f---------------- Ullnitlall ----Mg/•: ----------

SG ------ 0 Assumed o ..... w ...

a; --------- kN/•2

I~~ ... {lj UU - Unconsolldated Undrained V - Vane shear ~ ~J;; FOR SAMPLE TYPE

Allow 2 lines for consolidation test. ID - Ditto with p.w.p. -nsur.....,nt S - Sheer box e, Final void ratio for each lncr8118nt CD ~~

.. CD - Consolidated Drained

Denote swelling values with asterisk I~ SEE SHEET A • ro - Ditto with p.w.p. -asurement .

Assu~ effective overburden pressure CU - Consolidated Undrnined <>; ~ 01 - Ditto with o.w.o. measurement __ ,,

-- e HOLE NO. 11 M25 HESTON 8 GOOSTONE C.O. ADDITIONAL


~~g~Jle'::RaNG I SHEET 1 OF 2 SH:AR IDISOL-

COoiPACTIOO CB R OlHER SNotPI.E tETAILS CLASSIFICATIOO TESTS STRE~TH IDATIOO

Max

llH Depth !Type s s s Type c 11 Mv Cv Type Opt Dry Test CBR pH so4 so4 s 11 PI. ll MCV 11 s 11 11 • No. Description c' p' [.,2/HN i ,.2 IY• Dens-

<425 ~~<gf,.l Sa rid prave s ~~;~

s s % g/1 s s s Clay Silt lkN/,.2 Oeg.

141 0.10 1 0 MADE GROUND soft to fi rmfi ssured dark grey/ 7. 5 0.01 brown slightly sandy silty clay

1.00 3 u Firm to stiff fissured mottled dark qrev and dark brown sil tv CLAY lOO 28 25 64 .92 1111 R? -

1.50 4 0 Stfff fissured dark grey -and dark brown si lty !Sample lost prior to CL:Av 29 [determination of

IIH~··hn •n Limits

?.00 5 11 Stiff fissurPd mottl<>rl rl:.rlt nr<>v :.nrl rl;orlt hrnwn

Sffi.Yci..AY. lOO 28 24 66 .92 1111 l1n -

2.50 6 0 As above ?8

1.00 7 11 Ac: ;,hovP l10o ?Q ?7 71

4.00 [9 u Stiff fissured dark gre.Y/b~own siltv CLAY 26 1.99 1111 In" -

4.50 ! lOO As above lOO 26 23 67 17 .fi 0.81 ?.00

5.50 i 120 As above 27 . 6.50 I14U -As above 27 h.97 1111 In" -

7.00 [150 As above 26

SH:AR STRE~TH IDISOLIOA TIOO OTHER lli ..,

~ FOR SN4PI.E TYPE a:H'ACT 100 ~ CCV ChaU crushing value "' SEE SH:ET A S Standard Cotopact Ion w Unconsolldated Undralned cu Consolidated Undrelned "'v end "v given for first FR Frost susceptibility ~-~

~ w Ditto with p.w.p. -esurement ffi Ditto with p.w.p . .aasurement loading Increment above JlH Acidity 0 H Heavy Cotopac t Ion .,

"' CO Consolidated drained V Vane shelllr assumed effective overburden St Sulphate V Vibratory Cotopactlon Cii s Shaer Box

~

Ditto wlth p.w .. p. me~surement pressure SG Specific Gravity N ~ REL Relationship testing

(various moisture contents)

s"c Saturated •oi slure content

M2S HESTON 8 GODSTONE C.O. ADDITIONAL e HOLE NO. 141


GROUNO . ENGINEERING I SHEET 2 OF 2

SH:AR WlSOL-<DU'ACTICtl CBR OlliER SAMPLE LETAILS CLASSIFICATICtl TESTS

STREII>TH lDATICtl

Hax

llH Depth !Type J s J s Type c p Hv Cv Type Opt Dry Test CBR s w PI. ll HCV I! w !Dens- V 11 No, Description c' p' !..Z ,- .,2/y f4 ~g/., Sarid ~rove J J s s s s Cloy Silt lkH/oa2 l~i;., Deg.

141 8.50 180 Verv stiff fissured dark orPv/brnwn c;iltv flAY 25

10.00 210 Very stiff fis Jred-dark grey silty CLAY 27

11~ 24U ASabove. lOO ?3 ?4 fiR

13.00 300 As above ?I;

14.50 330 As above. 23

16.00 1360 As above ?I'.

17.50 f39o AS above 22

19.00 1420 i As above ?I;

'20.50 1450 As abovP ?JI

'

SH:AR STREII>TH WlSOllDATIQI OTHER ~ ... e FOR SAMPLE TYPE OH' ACT tal ? CCV Chalk crushing value N"' SEE SH:ET A

S Standard Cooapac t Ion w Unconso llda ted Undralned cu Consolidated Undrelned 11y and c, given for first FR Frost· suscept I bill ty ... ~ 00 Ditto with p.w.p. ""'"surement Qi Ditto with p.w.p. """'surement loedlng Increment above l*i Acidity 0

H Heavy Cooapact Ion , "' CD Consolidated drained V Vane sheer assutned effective overburden St Sulphate

V VIbratory Cooopactlon m Ditto with p.w .. p. ~Deasurement s Shear Box· pressure SG Speclt le Grav lty N ~

REL Relotlonshlp test lng :!:: (various lftOisture contents)


M25 N & GODSTONE C.O. ADD




NAL CAMERA SITES -12622

Scale: 1 10,000





M25 HESTON I GODSTONE CONTROL OFFICES



Ref. No. 812622 July 1992

e

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK




FIGURE A FIGURE B




CAMERA No. 144



1.0 INTRODUCTION

July 1992



ground investigation was carried out at marker post 47/527A, at the

site of the proposed close circuit television camera No. 144.



requested.

- 1 -


The site is located adjacent to the clockwise carriageway of the M25

Orbital Motorway at marker post 47/527A between junctions 7 and 8.

At this location the motorway runs within a shallow, gently dipping cutting. The borehole was sunk on the verge, just inside the motorway boundary fence. (See location plan).

The verge is gent 1 y s 1 op i ng, up from the motorway, and covered by

rough grass and scrub vegetation.

Geo 1 ogi ea 1 records ( BGS 111 to 1 mi 1 e sheet 286) indicate that the site is underlain by Gault Clay of Cretaceous age.

3.0 SITE WORK





Representative disturbed and undisturbed samples were taken at the depths shown on the borehole record. Standard penetration tests were made in cohesive deposits to assess the strength of the material, and the values of penetration resistance ( 1 N1 values) are given on the borehole record.

The ground level relative to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record. The


- 2 -






~ specimens, at a nominal rate of axial strain of 2% per minute.

4.3 Chemical Analyses Total (acid soluble) sulphate contents of soil. Water soluble (in 2:1 water:soil extract) sulphate content of soil. pH values of soil.


TOPSOIL MADE GROUND GAULT CLAY

To

0.15m

1.65m over 10.50m

- 3 -







OA TE/TIME DEPTH DEPTH

GROUND ENGINEERING

PROJECT: M25 Heston and Godstone C.O.Addilional Camera Sites GROUND LEVEL 91.06

EXCAVATION METHOD Cable Percussion COORDINATES 52933 BORING DIAMETER 200mm to 10.50m CASING DIAMETER 200mm to 1.50m DATES 05/05/92

STRATA SAMPLING/IN SITU TESTING LAB TESTING

m.O.D. HOLE NO. 144

15345 FIGURE A

05/05/92 SHEET 1 of 2

OTHER TESTS/NOTES AT OF OF ~

DEPTH CA SING WATER ·c. DESCRIPTION LEG. LEVEL DEPTH DEPTH TYPEbLOWS m O.D. m No. m P1

%< w 25 %

PL LL % %

~ Cu pH so. 7.

so. g/1

BLOWS

SPT/CPT Ma/ni kN /rrt

5.5.92 I' TOPSOIL 90.910 0.15

0.40 0 80 8 MADE GROUND: Firm poorly fissured mottled dark grey with dark grey/brown and brown silty cloy with some fine to coarse flint, brick, cholk and roadstone gravel a little wood and a little fine to medium sand.

1 00 1.45 u 100 43 32 82 1.83 54 7 5

1.50 DRY

Stiff very to extremely closely fissured mottled dark grey, dark grey brown and a little brown silty CLAY with a little sand size selenite, a little - locally some - calcite 'beef' and occasional decayed fine roots and rootlets.

103.00m, very stiff

Stiff, becoming very stiff 06.30m, very to extremely closely fissured dark grey silty CLA "Y with a little fine to occasionally medium gravel size claystone nodules.

(Continued ..... )

)<

~-X -x 'x --x

'x --x

'x --x

x --x

x --x

x --x

x --x

x --x

ex --x

x -2 X -x x -

-x x --x

x --x

89.410 1.65

85 560 5.50

3 • 5

~

8

~0

11

l~

14

\il

17 18

1.50 - 8 1.50 1.95 s 9 100 30 21 67

2.00 2.45 u 100 29 25 66 1.95 82

BB 2.95 B s 11 ~g 7.5

3.00 3 45 u 100 30 27 69 1.97 205

H8 3.95 B s 15 ~B

4 00 4.45 u

H8 4.95 B s 16 28

5.00 5.45 u 28 2.00 82

~~8 5 95 B s 15 29

6.30 D 6.50 6 95 u

x --x

19 20 HB 7.45 B s 18

100 26 26 69

WATER PIEZOMETER 1-- First water strike

2--Suosequent water strikes

3-


SID (c) 1990 MZ '<ssoc1otes Ltd

Upper Seal

Response length

Lower Seal

SAMPLE: AND o TEST B

KEY. w u p

x --x

x --x

x --x

x --x

x --x

x --x

x --x

1-x_:

21

22

H

26

27

28

7.80 8.00

g:ss

9.50

10.00

10.00

D 8.45 u

8,95 B s 27 26

9.95 u

D 28

10.4 D S 27

Sm,all disturbed sample


Water sample

Undisturbed sample

Piston sample

~ Rotary core -. recovery to scale .. BLOWS N = N ~'alue

26/150, blows tor 150mm. drive after seating

1/ lnsitu vane test



K Permeability test


26•. blows fer port or whole of seating drive only (26) Undisturbed sample blow count


Natural Remould



425flm sieve

<O.D1

1,2,2.2.2 . .3

1.00 1.69 1,2,2,2.3,4

2.2 . .5.l.5,4

2.J.l.4.4.~

2.2.2.4.4,5

2,J,4.4,5.~

3,J,5.6,7,8

2.J.~.0.8.8

An inspection pit was dug from ground level to 1.00m. No groundwater encountered.

(/) :r

"' ~ "'

.., 0

I

~ Deportment of Transport

TCC Division

Br,istol .. -;

_, ~~ )>. :

n.)


LOGGED BY:

FIELDWORK BY:

LAB. TESTING BY:


GROUND ENGINEERING


EXCAVATION METHOD

BORING DIAMETER

CASING DIAMETER

Cable Percussion 200mm to 10.50m 200mm to 1. 50m

GROUND LEVEL 91.06

COORDINATES 52933 DATES 05/05/92


m.O.D. HOLE NO.

15345 FIGURE

05/05/92 SHEET

AT Of OF ~ DEPTH CASING WATER ·a. DESCRIPTION LEG.

LEVEL DEPTH m O.D. m f'Jo

DEPTH TYPE~LOWS %< W PL 25 % %

LL i:i Cu pH so. 7.

so. g/1

BLOWS

SPT/CPT m

( ... cont.) 'x - 18 88 104' 8 27 28

10.50 1.50 DRY @10.50m, extremely closely fissured, ~•th a little -'beef'.

- ,__-=..1\ 80.560 10.50 29 10 50 D

WATER PIEZOMETER 1--first water strike 2--Subsequent ..... ater strikes 3-



~Upper Seal

0 Response length

~Lower Seat

SAMPLE AND D

TEST B

KEY w u p




~ Rotary core --. recovery to scale BLOWS V lnsitu "one test S Standard penetration test C Cone penetration test K Permeability test


11

15

16

15

18

26

27

N ;:; N .;olue 26/150, blows for 150mm. drive after seating 26•. blows for port or whole of seating drive only (20) Undisturbed sample blow count

% Ma/nJkN/rrf


Natural Remould

Cr Core reco\lery ?. ROD Rock quality


425fJm sieve

2.J.~.6.8.8


TCC Division

Bristol

144

A

2 of 2

OTHER TESTS/NOTES

(/) ::!1 I I p ~ ,.,

1\)r<l .... ~~ Cl > .... ....

1\)

HOLE NO. 144

aHESTON 8 C.O. ADDITIONAL CAMERA~S STRENGTU/CONSOLIDATI.ESTS

IFI~URE-- a . PROJECT: GODSTDNE

SHEAR TESTING BY: LTG


SHEAR STFUGTH !nlSOl SAMPlE •

NOTES ~~~:N/.,21 Stnsin lnlti-;;1 c iJ Type Pressure ""· c, - SPECII-EN OCSCRIPTIOO + c• IJ' e1 Increment Cvs * ~ ltoi~~re 11 11 ls~f~ Properties

kN/a2 M vs Dopth Type &

(!} s Mg/,; 'kNJ•:l pegrees a2;MH 8 2jyr (Ill Number

MADE GROUND: Firm poorly flssured matt I ed uu dark grey with dark grey/brown silty clay. 54 -

lli --------- S 54 38 1.83 1.00 U2 lOO 16

lit --------- •

eo --------- ---------~-- f---- 1-----------------t!l lnitiall ----'l;,, Firm to stiff fissured mottled dark grey and 82 - uu

I dark grey brown silty CLAY. 8.4 29 I. 95 SG ------ 0Assumed 2.00 U5 lOO 82

a.'--------- kN/...2 I

Very stiff fissured mottled dark grey 11nd 205 - uu lli --------- s 3.00 U8 dark grey brown si lty CLAY. 150 205 6.4 26 1.97 lit --------- •

ea ---------I--- 1--- r---------------- t!l Initial) - , •. ---------

82 - uu SG ------ 0Assumed 5.00 Ul4 As above, but stiff. 200 82 19.9 28 2.00 ~g.

<>; • --------- kN/e2

lit --------- s lit --------- s eo ---------

1---- 1--- r------- --------- t!Onit iall ----My/m~ ---------SG ------ 0Assumed

0Measur<><

a, ---------kN/•2

Wt --------- S Wt --------- S

ea ---------t!Onit iall ----Mg/~ ------------ --- 1-----------------SG ------ 0 Assumed

0Measure<

a,' --------- kN/•2

w1 --------- s w, --------- s ea ---------

1--- --- ---------------- t!Clnitiall ----Mg/11; ---------SG ------ 0 Assumed

0"'-a•• .... --------- kN/112

j;m ... UU - Unconsolidated Undrained V - Vane shear ~ lE

fOR SAMPlE TYPE + Allow 2 lines tor consolidation test. 00 -,Ditto with p.w.p. meosur.....,nt S - Shear box e1 Final void ratio for each incr_,.t CD - Consolidated Drained Ill

SEE SllEET A lD - Ditto with p.w.p. measurement . Denot!' swelling values with asterisk ~ - Consol!~ated Undreined a; Assumed effective overburden pressure ~

- Ditto ith p. w. p

HOLE NO. 144

PROJECT.

M25 HESTON 6 GOOSTONE C.O. ADDITIONAL- - FIGURE---CAMERA SITES LABORATORY TEST SUMMARY SHEET s LAB TESTING BY: LTG

GROUND SHEET 1 OF ? ENGINEERING I

SH:AR CXJNSOL-CBR OTI£R SNo!PLE [£TAILS CLASSIFICATIOI TESTS Olo4PACTIOI

STREII>TH IOATIOI

Max

lli Depth Type I I I I

Type c 11 Mv Cv Type Opt Dry Test C8R pH so4 so4 I I 11 Pl LL MCV ll 11 !Dens- 11 .. No . Oescr ipt ion c' p' 1.,2/HN ! ,.2/Y• I

f-:425 ~;,.l [sarid ~rave s s s % g/1 ; s s s Clay Silt lkN/112 ;~i~ Deg.

144 1:oo 2 u MADE GROUND Firm poorly -f-issured mottled dark grey with dark qrey brown silty clay 1 0( 43 32 82 ll .83 uu 54 7.5 (O 01

1.50 4 0 Stiff fissured mottled dark orev and dark orev llrOwilsll tY CCAY 10( 30 21 67

2.00 5 u As above. lOC 29 25 66 [1.95 uu 82

2.50 6 D As above 26 7 • 5 1. 00 l. 69

2:50 7o As---abOve . 29

3.00 8 u Very stiff fissured mottled dark orev and dark grey brown silty CLAY 100 30 27 69

26 [1. 97 Uu 265 3.50 9 D Stiff fissured mottled dark grey and dark grey

brown silty CLAY 30

3.50 10 0 As above 29

4:50 ITo As above 28

5.00 h4 u As above. 28 [2.00 uu 82 -

5:50 i50 stlff fi Jred d 1rk grey si lty CLAY 29

7,00 19 D Very stiff fissured dark grey silty CLAY. 101 26 26 69

SH:AR STREII>TH aJNSOLlDA TIOI OTHER :1: ...

FOR SN4Plf Tt'ff a:Jo4PACTIOI ~ CCV Chalk crushing value ~m • SEE St£ET A S Standard Compact ton w Unconsolldated Uridralned cu Consolidated Undralned "v and c, given for first FR Frost susceptibility -i

iii Oltto with p.w.p. ID6asurement Qj Ditto with p.w.p • ....asur.....,nt loading lncreaaen t ebove pi Acidity 0 ; H Heavy Collpac tlon ... "' CD Consolidated drained V VAne sheer ossucned etfective overburden St Sulphate V Vibratory Collpactlon ro s Shear Box

~

Ditto with p.w.p • ...,asur.,....nt pressure SG Spaclflc Gravity N "'" "'" REL Relationship testing (v~u·tous 110isture contents)

SRC Saturated •oisture content

e M25 HESTON 6 GODSTONE C_Q_ ADDITIONAL e. HOLE NO. 144 e PROJECT: CAMERA SITES LABORATORY TEST SUMMARY SHEET FIGURE s LAB TESTING BY: lTG i I

~:g~:E'::RtNG I SHEET 2 OF 2 I

Sf£AR WlSOL-CXJ.4PACTI~ CBR OlHI:R S»4PLE rETAILS CLASSlfiCATIC.. TESTS .. STREIGlH IOATIOO

Max llH Depth Type s s I

Type c " Mv Cv Type Opt Dry Test C8R s 11 PL ll MCV 11 s 11 !Dens 11 pH so4 .. No • Ooscription c' p' 1.,2/HN 1•2/yo i!g/,.l lsArid I s s f<425 I I I ClAy Silt ~rove lkN/~a2 IMg,~ !leg.

14~ 8.50 23 [ Very stiff fissured dark grey silty CLAY 27

10.00 27 [ As above 28 •

SI-£AR STREIGlH WlSOL lOA TIC.. Oll-£R lll ... 2 FOR S»4Plf n'PE CXJ.4PACT 100 ~ CCV Chalk crushing value m SEE Sf£ET A s Stondord Cocopect Ion w Unconsolldated Undrolned cu Coil SO lido ted Undrolned ...., ond ey given tor tlr5t FR Frost susceptibility N-t

~ w Ditto wltll p.w.p. ,...osurement Qj Ditto wltll p.w.p. 1100suroment looding lncr-nt llbove pi Acidity 0 H He<lvy Cocopec t Ion ... "' CO Consolidated drained V Viiile sheGr ossu.ed effective overburden St Sulpllote V Vibratory Cocopection Cii Ditto wltll p.w.p. -asurement s Slleor Box ~

pressure SG Specltic Gravity -"" N -"" REL Relotlonsllip testing (various moisture contents)

SIC Saturated •oisture centent

M25

y




& GODSTONE C.O. ADDITIONAL CAMERA

I I :'

e

,1--1,\

.I ('\

SITES

: On.-l On_['lllll'~ 2 () .. i''c~, • .. or. .. cholc

,. I, I.,. t 0

' I ~~~~o~O~O~~~~k--

CAMERA No. 144 MARKER POST 47/527A BOREHOlE LOCATION : IN VERGE

Scale : 1 10,000








Ref. No. 812622 July 1992

C 0 N T E N T S

1.0 INTRODUCTION


e

3.0 SITE WORK




FIGURE A FIGURE B


DEPARTMENT OF TRANSPORT 4lt TCC DIVISION, BRISTOL


CAMERA No. 149


Reference.No. 812622

4lt 1.0 INTRODUCTION

July 1992


ground investigation was carried out at marker post 53/425A, at the site of the proposed close circuit television camera No. 149.


laboratory tests from this investigation. A factual report only was requested.

- 1 -


The site is located adjacent to_the clockwise carriageway of the M25 Orbital Motorway at marker post 53/425A between junctions 8 and 9a.

It is located near Reigate and immediately east of a footbridge

over the M25.

At this location, the motorway runs in cutting. The boring was carried out at the top of the cutting. (See location plan).

Geological records (BGS 111 to 1 mile sheet 286) indicate that Clay with Flints overlies Upper Chalk at the site.

3.0 SITE WORK


One borehole was sunk by 1 ight cable percussion methods at the position shown on the appended location plan.


Representative disturbed and undisturbed samples were taken at the depths shown on the boreho 1 e record. Standard penetration tests were made in cohesive deposits and chalk to assess the strength of the material, and the values of penetration resistance ('N' values)

are given on the borehole records.

The ground level re 1 at i ve to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record. The co-ordinates were sea 1 ed from 1: 10,000 Ordnance Survey sheets and are accurate to the nearest 10 metres.

- 2 -



by the Engineer, and the results are given on the appended Figures B





4lt specimens, at a nominal rate of axial strain of 2% per minute.

4.3 Chemical Analyses Total (acid soluble) sulphate contents of soil.

pH values of soil.


TOPSOIL CLAY WITH FLINTS UPPER CHALK

To

O.lOm 6.20m

over 15.00m

- 3 -







GROUND ENGINEERING

PROJECT: M25 Heston and Godstone

EXCAVATION METHOD Cable Percussion BORING DIAMETER CASING DIAMETER

C.O.Additional Camera Sites GROUND LEVEL 209.27 m.O.D.


DATES 06/05/92 07/05/92

DATE/TII.tE DEPTH DEPTH f----------__:S:...:T.:...R.:...A:..:.T:...:A _____ ,---,---::--::---r.::-==-:FS:.:A:.::M;...P:::LI:.:N.:::GL/:!.:IN~S:...:IT..:::U-TTE::.:S~Tc:,:IN.::G~:-:-r--...--,:---.---:-L-:-A_Br-TE_S_T,-IN_G_,-----,----J AT Of ffER ~ LEVEL DEPTH DEPTH h %< W PL LL ~ Cu pH so,

7. DEPTH CASo, :~ w ·a. DESCRIPTION LEG. m O.D. m No. m TYPEpLOWS 25 % % % Ma/ni kN /rri

6.5.92 \~TO_P_SO-,.I_L ;-:-------,----;:;-:-;-;-::-;-;::-:----;----:--..J/ j,.'-_ ..• '-"· Firm dark brown sandy CLAY with flint grovel and j ~

\ roots (Drillers description). . ~. ·. :..._ LF~irrn--&-ia-bl_e_b-ro_w_n_s~lig-h~ll-y-sa-n~d-y-C-LA_Y_w_i-th_s_o_m_e __ ~

\, gravel to cobble size flints. .:.___,_____:._ '-· =------..,---..,.---~--,.----~~ x -firm poorly fissured orange brown mottled with - x light brown and black silly CLAY with a trace of fx -medium to coarse flint grav~ - x

03.00m. becoming stiff

04. 50m, with much block.

@5.30m, becoming firm ond predominantly red brown.

CHALK,white with some light brown and o little dark brown cloy. 06.00m, hard off white with a little light brown staining-possibly rock chalk.

@8.50m, becoming with a little clay.

x --x

x --x

x --x

fox --x fox --x

x --x

x --x

x --x

fox --x fox --x fox --x

fx --x

fx --x fox_-

209.170 0.10

206.670 0.40

206.270.. 1.00

203.070 6.20

8

10

1J 14

17 18

19

20

21

1--+----------------------+-1!....--f 199.27()._ 10.00 22

0.40 1.00

1.00 1.45

1:58 l.95

2.00 2.45

2:58 2.95

3.00 3.45

3.50 3.95

4.00 4.45

4.95

5.30 5.50 5.95

t88 6.45

6.60

B

u

8 s

u

8 s

u

D s

u

D u

8 s

D 7.00 7.45 0 s

6.00 D

8.50 8.95 D s

9.50 D

10.00 10.4' D s

100 42 36 93 1.78 62

B

100 35 31 93

9

100 41 38 103 1.81 78

9

24

17

100 35 33 96 1.83 59

9

5

7

12

5.0 0.01

5.2 0.01

6.0 0.02

so, g/1

HOLE NO.

FIGURE

SHEET

BLOWS

SPT/CPT

1,1,2,2,2.2

1,2,2.2.2.J

1,1,2,.2,2,3

2,2,] .•. 5.5

2,8,4.,2,1,2

2.2.2.1,1,1

1,2,1 for 150,J,J

1,2,J,J,2 ••

WATER PIEZOMETER 1-+First water strike

Upper Seal

Response length

SAMPLE AND D

TEST B KEY. w


~. Rotary core --. recovery to scale BLOWS V lnsitu vane test

N = N value 26/150, blows for 150mm. drive after seating


Naturgl Remould

Cr Core recovery 1.;


TCC Division 2 .... Subsequent water strikes 3 ....


SJD (c) 1990 MZ Associates Ltd

~Lower Seal u p



26•. blows for part or whole of seating drive only (26) Undisturbed sample blow count

ROD Rock quality designation

<425 Sample 7. passing 4251-'m sieve

Bristol

149

A

1 of 2

OTHER TESTS/NOTES

An Inspection pit was dug ta 1.00m. Groundwoter was not encountered.

(/) :!! ::t: p "' ... , -i .. J> ....

N

~ .... ~ ta·


LOGGED BY: COORDINATES 52382 15254 FIGURE

FIELDWORK BY: LAB. TESTING BY:

GROUND ENGINEERING

EXCAVATION METHOD Cable Percussion BORING DIAMETER CASING DIAMETER DATES 06/05/92 07/05/92 SHEET

DA TE/TIIAE DEPTH DEPTH AT Of OF :j

DEPTH CASING WATER ·a.

14.50 7.5.92

15.00

1.50 1.50

1.50

DRY DRY

DRY

STRATA

DESCRIPTION

CHALK: white with a little dark brown clay lnfill,a little block speckling and o little yellow brown staining.

013.00m, becoming with a trace of clay.

LEG.


TEST B

KEY. w

1--first water strike 2-Subsequent water strikes 3-



[J Response length

~Lower Seal u p


SAMPLING/IN SITU TESTING

LEVEL DEPTH No. m O.D. m

199.270- 1D.OO 22

- 2J

24

-

25

- 26

- 27

28

194.270-. 15.00 29

g Rotary core -. recovery to scale V lnsitu 'Vane test S Standard penetration C Cone penetration test K Permeability test


DEPTH TYPE ~LOWS %< w m 25 %

10.00 10.4 D S 12

11.0D D '

11.50 11.95 D s 14

12.50 D

13.00 13.4 D s 17

14.00 D

14.50 14.9 D S 20

15.00

BLOWS

test

D

N = N value 26/150, blows for 150mm. drive after seating 26"'. blows for part or whole of seating drive only (26) Undisturbed sample blow count

PL %

LAB TESTING

LL ~.~<:1~rr ~frrl pH

%


t:!l!.!.!.!r!lL Remould



425fJm sieve

BLOWS so, SPT/CPT g/1

so.

" 1,2.l.l.2.4

2,2,l,l.J,5

J,J.~ ......


TCC Division

Bristol

149

A

2 of 2

OTHER TESTS/NOTES

(/) :!J :I: :I: » ~ ,..,

1\)1"'1 --< z a ....

l> .... ~ .... ID 1\)

• e HOLE NO.

[FTGOii£ B PROJECT: M25 HESTON 6 GOOSTONE C.O. ADDITIONAL CAMERA SITES

SHEAR STRENGTH/CONSOLIDATION TESTS TESTING BY: lTG


SH:AR STI£1Glli ~mATIQj S»>l'lf +

I ;~~f~~! ~:N/.,21 tr~l" lnlilil c 11 N)lES Type Pres5uro

)iy:

SPEC liEN DO SCRIPT l<ll + 11 c• 11' of e1 lncr-nt ~v;.: -~ 1fol~~re 11 Properties kN/.Z

llopth Type l ol s 1¥,)/,.1 • kN/~ pogrees s~~ ,., Nu-r

Firm poorly fissured orange brown 62 - uu llj --------- s l.OO U2 mottled light brown and black si lty 50 62 5.0 38 l. 78

llf --------- s CLAY with a trace of gravel. eo --------- ----------1--- r--- 1----------------llllnitiall ----1¥,)/.;

78 - uu lOO 78 5.5 40 1.81 SG ------ 0Assumed 3.00 us As above, but stiff. n

a.'--------- kN/el

uu Ill --------- s above, but firm and predominantly 59 -As 6.0 1.83 5.50 Ul4 red brown. 200 59 37 llf --------- s

eo ---------. ----------~-- ~-- ~--------------- Ill 1nl t !all ...,,

SG ------ 0Assu-

0 a..--------- kN/el

.. , --------- s llf --------- ' .. eo --------- ----------1--- f--- 1---------------- Ill lnitlall ----1¥,)/~

SG ------ 0Assu-OM..D~U

a, • ---------kN/.Z

lit --------- s llf --------- s eo ---------Ill lnitiall ----1¥,)/~ ----------1--- 1--- ----------------SG ------ 0Assumed

0Measure<l . a.' --------- kN/•2 I

lit --------- s llf --------- s eo ---------

>---- 1--- ---------------- Hllnltlall ----1¥,)/.,l ----------SG ------0 Assu-

o--g~u~ a.' --------- kN/el

1-§ ... lii w - Unconsolldated llndroi<>ed V - VAne shear

~ f ffi SNfl.£ TYPE . Allo. 2 lines for consolidation test. Ill - Ditto with p.w.p. -sur-nt S - Sheer box el Flnel void ratio for each lncr-nt m - Consolidated Drol<>ed l!i: ID SH SH:ET A 1:0 - Ditto with p.w.p. -osur-nt

. Denote swelling values with osterlsk ~ - Consolidated Undrai<>ed <S, Assulled effective overburden pressure -

- Ditto-~lth p.w.p • ...,osure-nt

PROJECT-

M25 HESTON 6 GODSTONE C.O. ADDITIONAL- e HOLE NO. 149

CAMERA SITES LABORATORY TEST SUMMARY SHEET, FIGURJ;: es LAB TESTING BY: lTG

GROUND l l ENGINEERING SHEET OF

SI-EAR WlSOI..-WIPACTla. 011£R SAMPlE a:TAILS Cl.ASSIFICATia. TESTS

STII:N>lli lDATia. CBR

Max at Depth Typo s 11 Pl. ll I«:V s s s s Typo c 11 Hv Cv Typo Opt Dry Test C8R

• Ho • 11 11 Dens- 11 Oescrlpt Ion

>4gf,.l c' p' .l-jMH ,;ljy I s I pH so4 <42, s s I Clay Silt Sarid rave lty kH/•2 lleg. Mg/,; s

149 0.40 Bl Firm friable brown slightly sandy CLAY with some 5.0 0.01 gravel to cobble size flints.

1.00 U2 Firm poorly fissured orange brown mottled with lOO 42 36 93

light brown and black silty CLAY with a trace of 38 1. 78 uu p2 -gravel.

1.50 03 As above 39 5.2 0.01

1.50 04 As above 37 2.00 U5 As above 100 35 31 93

2.50 06 As above 37

z.~u U/ AS allove 37

3.00 U8 As above, but stiff. lOO 41 38 103 40 !1.81 uu 18 -

4.00 UlO As above 24

4.50 011 As above, but with much black mottling. 38

4.50 812 As above 28 -5.50 Ul4 As above, but predominantly red brown. 100 35 33 96

37 1.8 uu 59 -6.80 017 CHALK, white with some light brown and a little H:~ '!· 02 •.. .

dark brown clay.

FOR SN4Pl.E TYFE a:M'ACTla. SH:AR STII:N>lli WlSOI..lOA na. 011£R ~ ... e SEE Sl-EET A CCV Chalk crusllina, value .... ~ ~

s Standard Co.pactton w Unconso llda tod Undralnod cu Consolldatod Undralnod .., and c:., given for first FR Frost suscept Ulty ~

Hoovy Co.pac t Ion iii Ditto with p.w.p. -sur-nt Qi Ditto with p.w.p. -sur-nt loodlng lncr-nt above PI Acidity ~ H "' Ill Consolidated drained V Vane shear ossullOd effective overburden St Sulphate .... V VIbratory Co.pactlon ro Ditto with p.w.p. D8asur-nt s Shear Box SG Spocl fie Gravity

.... & pressure

ll:l Relationship testing (various aolsture contents)

SIIC Saturated •oisture content

'



Crown Copyright Reserved. CAMERA 149 BOREHOLE LOCATION I

812622

··-------

Scale: 1 10,000



Kennedy and Donkin Power Ltd Westbrook Mills Godalming Surrey

''..1U7 2AZ





Ref. No. 812622 July 1992

e

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK


4.1 Classification Tests 4.2 Chemical Analyses


FIGURE A FIGURE S LOCATION PLAN



CAMERA No. 150



~ 1.0 INTRODUCTION

July 1992




requested.

- 1 -


The site is_ located adjacent to the clockwise carriageway of the M25 Orbital Motorway at marker post 55/978A between junctions 8 and 9a.

~It is located near Walton on the Hill.

At this location, the motorway runs in a cutting. The boring was carried out at the top of the cutting. (See location plan).

Geological records (BGS 1" to 1 mile sheet 286) indicate that Clay with Flints overlies Upper Chalk at the site.

3.0 SITE WORK





Representative disturbed and undisturbed samples were taken at the depths shown on the boreho 1 e record. Standard penetration tests (using a solid cone attachment in coarse material) were made in granular and cohesive deposits to assess the relative density or strength of the material, and the values of penetration resistance (

1 N1 values) are given on the borehole record.


co-ordinates were sea 1 ed from 1: 10,000 Ordnance Survey sheets and are accurate to the nearest 10 metres.

- 2 -


Laboratory testing was carried out on selected samples as instructed by the Engineer, and the results are given on the appended Figure S.

The testing programme comprised:

4.1 Classification Tests Natural moisture contents. Liquid and plastic limits.


pH values of soil.


TOPSOIL

CLAY WITH FLINTS UPPER CHALK

To

0.20m

15.90m over 20.00m

- 3 -



.1




LOGGED BY:

FIELDWORK BY:

LAB. TESTING BY:

GROUND ENGINEERING



BORING DIAMETER 200mm to 20.00m

CASING DIAMETER 200mm to 8.00m



DATES 07/05/92 08/05/92

DA TE/Tit.lE DEPTH DEPTH STRATA SAMPLING/IN SITU TESTING LAB TESTING

AT Of OF -~ DEPTH CASING WATER a.

7.5.92

8.50 8.5.92

1.50 1.50

DRY DRY

DESCRIPTION

TOPSOIL

Firm intact orange-brown sandy,in ports very sandy, CLAY to I.OOm with a little fine to medium flint gravel and occasional rootlets. 01.80m; with a little medium Ironstone gravel.

Stiff darkish brown very sandy CLAY with a little, becoming some 06.00m, fine to coarse flint gravel.

Firm intact mottled brown to dark brown silly sand~ CLAY with some laminations of slightly sandy clay and some fine to coarse flint grovel and occasional cobbles.

09.00m. becoming very still

(Continued ...... )

LEG. LEVEL DEPTH DEPTH j31 m O.D. m No. m TYPE LOWS

~ 169.660

,.:.. .:.:... '-:' ,.:.. ·. '-:'

,.:...:.:_=-:

,.:.._·. '-:"

,.:...:.:_'-:" j,.:.._:, :....·

~:....-

t,.:..:. ~-

le'-·.:._.

-

~-~ ~- 165.110

r.:-.-. :....· lo':-'· '-:' r.:- 0 :....·

-,.:...:.:._'-: j,.:.. ·.:....

-

t,.:.._·. :....· - 162.260

0.20

4.75

7.60

3 4

5 6

7 8

g

10

11

12

13

14

16

0.50 1.00 8

1.00 1.45 D S 13

1.80 D 2.00 2.45 D S 14

2.80 D 3.00 3.45 D S 14

3.80 D 4.00 4.45 D S 14

4.75 D

5.00 5.45 8 c 24

6.00 D

6.50 6.95 8 c 29

7.60 D

8.00 8.45 8 c 24

9.00 D

9.50 9.95 8 ( 45

%< W PL 25 % %

62 9.3 13 28

100 9.2 NP NP

13

13

45 14 14 36

7.0

60 14 22 48

9.1

11

7.4

7.7

so, 7.

0.01

0.01

7.0 0.01

-HOLE NO. 150

FIGURE A

SHEET 1 of 2


so, SPT/CPT g/1 An Inspection pit was dug to 1.00m.No 9roundwater was encountered

l,2,l,l,l,4

1,2,l,l,l,O

4,1,1,7,5,1

),5,7,0,8,7

7.10.6,6.7,5

5.13.10,17,i,a

(J) :!l WATER SAMPLE V Vane strength kN/m 2 l ~ Rotary core Deportment of Transport

:r p BLOWS N = N vaJue Natural

,., AND recovery to scale ... !:I

PIEZOMETER ~ ~Upper Seal

l__.first water strike z-..Subsequent water strikes 3-

sz:: Highest water level in open hole


EJ Response length

~Lower Seal

D

TEST 8

KEY. w u p

Small disturbed sample V lnsitu vane test

Bulk disturbed sample s Standard penetration test Water sample Undisturbed sample

c Cone penetration test

Piston sample K Permeability test


26/150, blows for 150mm. Remould TCC Division ... J drive after seating Cr Core recovery X a ,. 26•. blows for port or ROD Rack quality Bristol .... g. whole of seatin9 drive only designation 1\)

(26) Undisturbed sample <425 Sample % passing blow count 425/'m sieve


LOGGED BY: EXCAVATION METHOD Cable Percussion COORDINATES 52164 15404 FIGURE FIELDWORK BY: LAB. TESTING BY:

GROUND ENGINEERING

BORING DIAMETER 200mm to 20.00m CASING DIAMETER 200mm to 8.00m DATES 07/05/92 08/05/92 SHEET

DA TE/TIUE DEPTH DEPTH AT OF OF ~


STRATA

DESCRIPTION

( .... cont.)

013.80, becoming with flint and chalk gravel.

CHALK: white with some brown to dark brown clay, with a little flint gravel to 19.50m onQ initiallt flint cobbles. 018.00m, becoming with a little clay.

LEG.

"':".~ ~ ":-."JS '-:'

":-.~ ~

":-."JS '-:'

":-~'-:'

~~'-:' ":-i'-: ;:._. ~ ~

SAMPLING/iN SITU TESTING

LEVEL DE~TH No. DEPTH TYPE~LOWS m O.D. m

17 10.50 D

18 11.00 11.235 B c

19 12.00 0

20 12.50 12.9 B c 55

21 13.50 0

22 14.00 14.4! B c 23

23 15.00 0

24 15.50 15.9! B c 12

153.960 15.90 ~~ 1~:88 16.4! E s

27 17.00 0

28 17.50 17.9' 0 s 6

29 18.50 0

30 19.00 19.4! 0 s 20

20.00 8.00 DRY 1--+--------------------J......:':I!--!149.860- 20.00 31 20.00 0

LAB TESTING

%< W PL LL l:1 Cu pH 25 % % % MafrrlkN/rri

13

10

9.2

94 15 25 61

WATER PIEZOMETER ~ Upper·Seal SAMPLE AND o TEST B

KEY. w

g Rotary core -. recovery to scale V lnsitu vane test

I

BLOWS N = N value V Vane strength kN/m 2

ti2!JirgL Remould 1-.First water strike

2--Subsequent water strikes 3-sz Highest water level in

open hole


[J Response length

~Lower Seal u p




26/150, blows for 150mm. drive after seating 26•. blows for port or whole of seating drivo only (26) Undisturbed sample blow count

Cr Core recovery " ROD Rack quality


425/'m sieve

so.

" so. g/1

BLOWS

SPT/CPT

a.tt,l7,50/10

3.1.7.11,20,17

2.3,2 .... ,7

1/l00,2.2

1/220.2.1.2


TCC Division

Bristol

150

A

2 of 2

OTHER TESTS/NOTES

"' :!l

~ :1: p (T1

1\)ITI .... .... ~ Cl )> ..... ~· 1\)

PROJECT:- • HOLE NO • M25 HESTON a GODSTONE C.O. ADDITIONAL •

CAMERA SITES ABORATORY TEST SUMMARY SHEET FIGURE s LAB TESTING BY: LTG

~~~~:E~RING i SHEET 1 OF 1 Stt:AR IXIlSOI.-

CBR Oll£R S~PLE !£TAILS ClASSIFICATI()I TESTS IDIPACTI()I STiiEIGTH IOATI()I

Max EJt O..pth Type s s s Type c p Mv Cv Type Opt Dry Test C8R s w Pl LL HCV 11 s 11 io..ns- 11 .. No. Dos er ipt ion c' p' 1,.2j)IN 1•2/Y•

pH so4 ~425 ~g/,.J Sand prove. s

I~;~ s s s s s Clay Silt

lkN/m2 l Deg.

.l50 ~~ 02 Fi .i :t orange brown sandy, in parts very 62 19.3 13 28 7.4 0.01 sandy CLAY.

2.00 I04 As above lOO 19 . .£ _N_ p

3.00 lo6 As above 13

4.00 loa As above l3

5.00 I BlO Stiff darkish brown very sandy CLAY with a little 45 14 14 36 17.7 0.01 qravel

. 6.00 I Oll As above 17.0

7.60 lol3 Stiff intact mottled brown to dark brown si lty 60 14 22 148 17.0 0.01 sandy CLAY with some sliqhtly sandy clay laminations and some qravel

9.00 1015 As above, but :ry stiff. 19 .l

9.50 IB16 As above In

10.50 loll As above In

12.00 lol9 As above 110

13.50 lo21 As above 19-l

15.00 lo23 As above 94 115 '25 161

Stt:AR STiiEIGTH C()ISOUDATI()I 01l£R I~§ ... !i FOR 5-v<PLE TYPE IDIPACT I ()I ? CCV Chalk crushing value SEE SHEET A

S St~ndard Conapoction w Unconsolldated Undroined cu Consolidated Undroinad "'v and c., given tor first FR Frost susceptibility ~ ~ w Ditto vlth p.w.p. measurement Qj Oltto with p.w.p • .,asurement loading increment obove pH Acidity 0 . ! H Hoovy Compact ion ... "' (D Consolidated drained V Vane shear ossurned ettectivo owuburden St Sulphate V Vibratory Cocapaction iD Ditto with p.w.p. measurelfk)nt s Sh<>ar Box SG Specific Gravity

..... pressure ..... U1 .

lifl Relationship testing 0 ~

(various ax>istura contents) I SMC Saturated aoisture content -

M25

". ,, 111 ' 11 ~I' \ 11 ~~I I

11 ;11 I 1 1 -.c 11 I .. ~·~;·

1 1 ll ~ I I :ol

3 11 I

o" >I o

~-1 I

~ ,, ' ~.)00.~~·

, ... l\l, -:. "'\ \ -:.::.- \'

On_ 1 1

'.

·~""'

0 0 (.\

·~

i *t '




~.0. ADDI.ONA~ (,) {.'1 ••

150 POST 55/978A

lOCATIONtAT TOP

CAMERA MARKER BOREHOLE OF CUTTING 0/S

CAMERA SITES

--------------

CAMERA 150 BOREHOLE LOCATION

/ /

(,)

oO

iT-

12622

0

il

(:~If Couru

Walton Heath

' ..........

•T

(,:

Scale : 1 10,000








Ref. No. 812622 July 1992

C 0 N T E N T S

1.0. INTRODUCTION


3.0 SITE WORK




CAMERA No. 152



1.0 INTRODUCTION

July 1992




- 1 -

2.0 SIT-E DESr,RIPTION AND GEOLOGY

The site is located adjacent to the anti-clockwise carriageway of the M25 Orbital Motorway at marker post 57/8158 between junctions 8 and 9a. It is located near Walton on the Hill and Leatherhead.

At this 1 ocati on, the motorway runs in cutting. The probing was carried out on the top of cutting. (See location plan).

Geo 1 ogi ea 1 records ( BGS 111 to 1 mi 1 e sheet 286) indicate that the Clay with Flints overlies Upper Chalk at the site.

3.0 SITE WORK

The site work was carried out on 13th-May 1992.

One dynamic probe was carried out by a •heavy• type probe rig. The


The ground 1 eve 1 re 1 ati ve to Ordnance Datum and the co-ordinates referred to the National. Grid are given on the record of dynamic probe. The co-ordinates were scaled from 1:10,000 Ordnance Survey sheets and are accurate to the nearest 10 metres.

- 2 -

•



.1



PROJECT NAME M25 HESTON & GODSTONE CD RECORD OF DYNAMIC PROBE No. 152 PROJECT NO. 812622 SHEET NO. 1


Depth m

Blows per 100mm

3 .. 3

15 12 13

15 16 15

1<1 11 10

15 15 11

12 11 9

10 10 10

32 25 13

10 11

13

REMARKS


5

15

17

9

10

10

1-4

13

12

Groundlevel 147.84 m.O.D. Date 13.5.92

Blow count

11

15

19

10

9

11

20

13

Cone left behind: Yes Cone 90deg/43.7mm Rod 61<g/35mm

TorQue Remarks N.m

0

0

0

0

0

M25

This PlaQ is based upon the Ordnance Survey Map with the



· ... ·.·\' '. \\~ ,, r:,\ \

. : : : : : ; .. I I ,,o. \

. I' I ...... 10 I

I I

...... 11 I \

:~ ._ ·- -~ -- \.

.·:, : .... ,, t

11 I 11 I 01 I

I 11 I

CAMERA No. MN~KEH POST DYNAMIC PROBE TOP Of CUTTING 0/S I~EF.

' l,\ I, I f,'l

\l,. llo

SITES

o~

Round Wood

___ ..J. {,'\ On ...

Un.

tin Un

On

___ ___,

152 :il/8150

LOCATION\: AT

,,·, I,' I,'\

11..

11 ur:;t Wool! On .

11 •• fin

• ,. ,.

CAMERA 152 DYNAMIC PROBE LOCATION I

812622


•



-DEPARTMENT OF TRANSPORT

TCC DIVISION, BRISTOL




Ref. No. 812622 July 1992

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK




CAMERA No. 153



~ 1.0 INTRODUCTION

July 1992





- 1 -

•

•


The site is located adjacent to the clockwise carriageway of the M25 Orbital Motorway at marker post 59/530A between junctions 8 and 9a.

It is located near Leatherhead and immediately east of Pebble Lane bridge over the M25.

At this 1 ocati on, the motorway runs in cutting. The probing was carried out at the top of cutting. (See location plan).

Geological records (BGS 1" to 1 mile sheet 286) indicate that Clay

with Flints overlies Upper Chalk at the site .

3.0 SITE WORK


One dynamic probe was carried out by a 1 heavy• type probe rig. The


The ground level relative to Ordnance Datum and the co-ordinates referred to the Nati ona 1 Grid are given on the record of dynamic

probe. The co-ordinates were scaled from 1:10,000 Ordnance Survey sheets and are accurate to the nearest 10 metres .

- 2 -

'

e

•



.t




PROJECT NO. 812622



2 2

7 6 6

2 2

2 14

9

5 6 8

9 7

7

11 7

12

16 11 8

10 15 12

18 20 16

7

9

10

REMARKS


Part 9: 1990 3.2

Ground level 116.36

Blow count

2 4

3 2

2

5 5

7 5

10 13

10 13

8 8

14 16

18



m.O.D. Date


6.5.92

Torque N.m

0

0

0

0

0

153

1

Remarks

M 25 HESTON & GODSTONE C.O. ADD



Crown Copyright Reserved. CAMERA 153 ----

CAMERA No. 153 MARKER POST 59L~~OA DYNAMTC-PR(fBI~-LOCATION ,: AT TOP OF CUTTING 0/S REF.

2622

Scale : 1 10,000

LTG

DYNAMIC PROBE. LOCATION': GROUND ENGINEERING


Kennedy and Donkin Power ltd Westbrook Mills Godalming Su.rrey GU7 2AZ

DEPARTMENT OF TRANSPORT TCC DIVISION, BRlSTOL




Ref. No. 812622 July 1992

tit C 0 N T E N T S

1.0 INTRODUCTION


3. 0 SITE WORK


-- DEPARTMENT OF TRANSPORT TCC DIVISION, BRISTOL


CAMERA No. 154



e 1.0 INTRODUCTION

At the request of Kennedy and Donkin Power Limited, Consulting Engineers to the Department of Transport, TCC Division, Bristol, a ground investigation was carried out at marker post 60/868A, at the site of the proposed close circuit television camera No. 154.



- 1 -


The site is located adjacent to the clockwise carriageway of the M25 Orbital Motorway at marker post 60/868A between junctions 8 and 9a. It is located near Leatherhead

At this location, the motorway runs in cutting. The boring was carried out on the slope of the cutting. (See location plan).

Geological records (BGS 1" to 1 mile sheet 286) indicate that Clay with Flints overlies Upper Chalk at the site.

4it 3.0 SITE WORK


-One dynamic probe was carried out by a •heavy• type probe rig. The




- 2 -





PROJECT NAME M25 HESTON & GOOSTONE CO RECORD OF DYNAMIC PROBE· No. 154

4lt PROJECT NO. 812622 SHEET NO. 1

Test Method: BS 1377: Part 9: 1990 3.2 Co-ordinates 51"791 15652


Oepth Blows per 100mm Blow count Torque Remarks m N.m

0. 5 10 t5 20 2'5 30 35 40 45

1 I I 'I I' 'I' ' ' I " I 'I '' I ,,

2 5 9

11 11 10

1. 13 13 0 17

19 16 13 13

17 10

18 2. 15 13 0

14 12 13

10 10

e 12 10

11 3. 10

11 0

12 10 10 12 10

12 12 13

4. 13 10 0 8 10 10 45 48 ----56

5. 0

6.

7.

141t 8

9.

LO.

REMARKS

Hammer 50kg Cone left behind: Yes Standard drop: 500mm Cone 90deg/43.7mm Type OPH Rod 6kg/35mm

M25.STON & GODSTONE C.O. A~TIONAL CAMERA SITES e

CAMERA No. MARKER POST 60/868A OYNAMI C PROBE LOCATION: ON SLOPE OF CUTTING 0/S RE~ 5179115652




18

- -------- --------------------·----CAMERA 154 DYNAMIC PROBE LOCATION!

LTG GROUND ENGINEERING ·







Ref. No. 812622 July 1992

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK







CAMERA No. 155



1.0 INTRODUCTION

July 1992



- 1 -


The site is located adjacent to the clockwise carriageway of the M25 Orbital Motorway at marker post 62/086A at junction 9a. It is located near Leatherhead.

At this location, the motorway runs on embankment. The boring was carried out at the top of the embankment between the motorway and a slip road. (See location plan).

Geological records (BGS 111 to 1 mile sheet 286) indicate that London Clay and Reading Beds of Eocene age underlie the site.

3.0 SITE WORK




Representative disturbed and undisturbed samples were taken at the depths shown on the boreho 1 e record. Standard penetration tests were made in granular and cohesive deposits to assess the relative density or strength of the material, and the values of penetration resistance ( 1 N1 values) are given on the borehole records.

The ground level relative to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record. The co-ordinates were sea 1 ed from 1: 10,000 Ordnance Survey sheets and


- 2 -



by the Engineer, and-the results are given on the appended Figures B and S. The testing programme comprised:



4.2 Strength Tests Undrained triaxial compression tests on single 106mm diameter specimens, at a nominal rate of axial strain of 2% per minute.


Water soluble (in 2:1 water:soil extract) sulphate contents of soil. pH values of soil and groundwater. Sulphate content of groundwater.


MADE GROUND LONDON CLAY

To

4.00m over 15.00m

- 3 -





·-Kennedy & Donkin Power PROJECT: M25 Heston and Gooswne ~~OICamero si\;;; GROUND LEVEL 58.29 m.O.D.

LOGGED BY: EXCAVATION METHOD Cable Percussion ,~, \ TES 1709 FIELDWORK BY: GROUND BORING DIAMETER 150mm to 15.00m LAB. TESTING BY: ENGINEERING CASING DIAMETER 150mm to 4.50m DATES 12/05/92 13/05/92

loA Yr_nuE DEPTH DEPTH 1 ~1--...,---------s_TRA_H_ A----.----.-:--=-:,...--r--------ll-1.::.:..:.:: sAM:;..=PUN:..:..::LG;_ /~INS:;:-.:..:ITU_T.:,::rE=-s;r:..::.nN.:..::tt-G--...-..-.----.-~LAB,rr_s;T.---ING--r---r-----1

jcA~NG wf~R 1·5. DESCRIPTION LEG. ~'5.~.1DE!TH No. DE~TH ITYPE~UJWS ~~~ ~ ~L I~ Ma~mlk~frri pH 5~· ~~

12.5.92 0.30

TOPSOIL ~ 57.990 MADE GROUND: white chalk and topsoil.

MAOE GROUND: firm white to fight grey chalk with some orange brown staining. Ot.50m, becoming with some dark brown cloy veins, occasional rootfets and wood fragments. 02.00m, becoming very stiff 02.50m, with occass1onal fine to medium flint gravel. 02.65m, appearing with o bond of firm brown sftty clay

03.00m, very sort block peat (H4)

MADE GROUND: flrm brown occossionolly mottled orange brown silly CLAY with occasional blue X grey veins and occoslonol coarse sand to fine X grovel size chalk fragments.

1

\ 03.50m, appearing with o little fine to medium

1 IX

flint gravel ond very occasional thin bonds of fx -~br~o_wn~i-~~g~re~y_s_i_lly~cl~o~y-. __ ~~----~--------__J c- ~

Firm brown ocossiono11y mottled orange brown x >< silly CLAY. = _ 04.50m. appeorin9 with ocossionol very small 1A _ v

\'-p:,.o_c_k_e_ts __ of __ b-:-la_c_k,...s_11...:ty~s,...on_d~y--:ci_o:._y. _____ ~...,.----------'/ ~>< Flrm extremely closely fissured brown mottled orange brown silly CLAY with blue grey veins and ~ -occos1onol traces of decoyed rootlets. X ~

06.50m, becoming stiff

07.50m, becoming extremely to very closely fissured ond appearing with traces of fine sand size selenite crystals.

Stiff extremely to very closely fissured grey sDty CLAY with a little yellowish brown staining on fissure surfaces near top.

(Continued ...... )

x ~ x ~

)(

x -x ~ x ~ x ~ x ~ ~ ~ x x. ~ ~ lx -lx-~

57.290 1.00 2

I~ Is

I~ 10

55.090 3.20

H 13

54.290 4.00 14

53.290 5.00

17

IS

20

J7

2J

49.290 9.00

26

0.00 1.00 B

1.00 1.45 u

1:~8 1.95 B s 17 1.50 2.00 B

2.00 2.45 u

24

3.00 3.45 u

~ s 11

4.00 4.45 u

H8 4.95 B s 12

5.50 5.95 u

~:88 6.45 16

7.00 7.45 u

H8 7.95 B s 21

7.85 w

8.50 8.95 u

§:88 9.45 B 28

10.00 10.4! u

lee 24 25 29

73 23 22 28 1.96 206

100 65f 353 678 0.95 4.7

88 2~ 1. 61

100 30 28 74

100 31 26 73

100 27 26 79

1.94 68

7.9 0.01

7.8 0.01

7.8 0.01

6.9 2.75

7.6 1.93 2.38

HOLE NO.

FIGUR

SHEET

BLOWS

SPT/CPT

5-,5,!5,4,4,4

4,5,6,7,6,5

4,1,2.2.3,4

1.2,3,2.3,4

1,3,3,3,5,5

3.-4,5.5.5,6

3.5,5, 7,8,8

155

A

of 2

OTHER TESTS/NOTES

I An inspection pit was ~~.~g to 1.00m. ,, ... u groundwoter wos ~~nc_oun_tered during

,, n•~,u overnight I rose to 7 .85m

WATER PIEZOMETER 1_..first water strike 2-Subsequent water strikes J-

~Upper Seal

EJ Response length

SAMPLE AND o TEST B

KEY. w





BLOWS N = N volue 26/150, blows for 150mm. drive after seating


Natural Remould

Cr Core recovery ?.


TCC Division D .....


SID (c) 1990 MZ Associates ltd

~Lower Seal u p

S Standard penetration



test 26•. blows for port or whole of seating drive only (26) Undisturbed sample blow count

ROD Rock quolily designation

<425 Sample 7. passing 425pm sieve

Bristol

nl

e e e ENGINEER: Kennedy & Donkin Power PROJECT: M25 Heston ond Godstone C.O.Additionol Comero Sites GROUND LEVEL 58.29 m.O.D. HOLE NO.

LOGGED BY: GROUND

EXCAVATION METHOD Cable Percussion COORDINATES 51709 15746 FIELDWORK BY: BORING DIAMETER 150mm to 15.00m

LAB. TESTING BY: ENGINEERING CASING DIAMETER 150mm to 4.50m DATES 12/05/92 13/05/92

FIGURE

SHEET

DATE/TIME DEPTH DEPTH STRATA SAMPLING/IN SITU TESTING LAB TESTING .AT Of OF ...

LEVEL DEPTH DEPTH CASING WATER " DESCRIPTION ·a. LEG. No.

DEPTH TYPE ~LOWS 7.< w PL LL Mo~rr Cu pH so, so, BLOWS

SPT/CPT m O.D. m m 25 7.

( .... cont.) fx - 26 10.00 10.4! u -X

fx - ~~ 1858 l0.9 B s 31 100 27

-X

11.00 4.50 DRY 'x --X

13.5.92 4.50 7.85 fx --X

fx - 29 11.50 11.95 u -x

fx --x ~ 1~88 l2.4 8 fx - s 29 -X

'x --X

y --X 32 13.00 13.4 u

'x --x

x - ~1 1H8 13.9 B s 28 -X

rx --X

y --X

x - 35 14.50 14.9 u -x

015.00m. oppeorlng with frequent lenses of grey fine G 15.00 4.50 DRY to medium sand.

WATER PIEZOMETER 1--First water strike 2-Subsequent water strikes 3-sz Highest water level In

open hole

SIO (c) 1990 MZ Assoc1ates Ltd

~Upper Seal

0 Response length

~Lower Seal

SAMPLE AND o TEST B

KEY. w u p



43.290 15.00 36 15.00

g Rotary core --.. recovery to scale BLOWS V lnsitu vane test

S StondiJrd penetration test C Cone penetration test K Permeability test


0

N = N value 26/150, blows for 150mm. drive after seating 26•. blows for port or whole of seating drive only (26) Undisturbed sample blow count

7.

27

7. kN/m

76


Natural Remould



425/'m sieve

7. g/1

J.e. 7,7,e,9

•.e.e.7.7.~

.4.5.6,7,7,8


TCC Division

Bristol

155

A

2 of 2

OTHER TESTS/NOTES

"' ..,

~ I 0 Nf!1 ...,

rn~ c .... )>

"'

HOLE NO. 155

M25 HESTON 8 GODSTONE C.O. ADDITIONAL CAMERA SITES !FIGURE 8

PROJECT: SHEAR STRENGTH/CONSOLIDATION TESTS

TESTING BY: LTG SHEET I OF I GROUND

ENGINEERING

SN4PL£ • 9£AR STI£1GTH !DGll. lOA Tlal

~~~~~~: ~=N/1121 Strelr In I tiel c 11 NOlES SPECD£N ~SCRIPTI<ll •

Type Pressure Mv • c., et : H C' 11' of e, Increment Cvs

. Depth Type & o} I~ fel~uro

Properties kN/.,2

Mvs Mg/,1 ! kN/11" pegrees Sheer .2/MN .,2fyr 1•1 Nu-r

MADE GROUND: Firm white to light grey uu Sample damaged in transit. chalk with brown staining. - - Ill ---·----- s some orange

24 1.00 U2 11r --------- s ea --------- ----------1--- 1--- r----------------

As above, but very stiff and with dark 206 - uu 'tlllnltlell ----Mg/ool

2.00 U6 brown clay veins. 100' 206 18.4 23 1.96 SG ------ 0Assu..OO

, 0 lleesurec a; --------- kN/.2

Very soft black PEAT (H4) 4.7 - uu Ill --------- s 3.00 UlO lOO 4.7 8.3 972 0.95 vr --------- 1

ea ---------1--- 1--- 1---------------- 'tll lnltlell --- ----------

Firm fissured brown mott 1 ed orange brown 68 - uu SG ------ 0Assuooed

5.50 U17 [si lty CLAY. 200 68 9.9 .94 0Meesu

o;' --------- kN/.,2

lit --------- s v, --------- 1

.•

eo ---------~-- 1--- ---------------- 'tlllnl t I ell ----Mg/~ ----------

SG ------ 0Assuooed ou. >Y

a; ---------kN/.2

111 --------- I

v, --------- s e, ---------

1--- 1---------------- 'tlllni t iell ---·Mgf_:l ----------t---SG ------ 0 Assumed

0Meesure< a; --------- kN/•2 . Ill --------- I

11 r --------- I

e., ---------1--- f--- ---------------- ----------Ill In I tlell ----Hg/.-

SG ------0 Assu..OO

0 <7,' --------- kN/.,2

W - Unconsolldeted Undreined V - Vane sheer ,_e ~ ~ FOO SN4PLE TYf'E Allow 2 lines for consolidation test. 00 - Ditto with p.w.p. -•ur-..t + S - Sheer box e, Final void ratio for each lncr~t SH SI£ET A CD - Consolidated Drained lfil "' g:~ I]) • Ditto wlth p.w.p • .aosure.ent

. Denote swelling values with asterisk ClJ - Consolldeted Undrelned CiJ - Dltto with p.w.p.

a, Assumed effective overburden pressure t

-

I HOLE NO. M25 HESTON a GODSTONE C.O. ADDITIONAL

PROJECT: CAMERA SITES LABORATORY TEST SUMMARY SHEET FIGURE s ---

LTG LAB TESTING BY: ~:g~:E~RING I SHEET 1 OF l

SI£AR <nlSOL- W4PACTI<ll CBR OlHER SAMPLE rETAILS CLASSIFICATIOO lESTS STRE~rn IOATI<ll

Max IIH Depth !Type s s Type c !I l4v Cv Type Opt Dry Test CBR s lt Pl ll MCV 11 s s lt lt lb.

1.,2 jl4N Dens-• Description c' p' .,2/y s s S04 so4 f<425 ~f,.J lsarid s ~~;~

pH s s s Clay Silt rave :l<N/oa2 Deg. % g/l

155 0.00 Bl !MADE GROUND White chalk and t()pSOi l 7.9 0.01

1.00 u2 !MADE GROUND Firm, white to light grey chalk 168 24 25 129 uu !with some orange brow~ staininq

1.50 D3 !MADE GROUND firm, white to light grey chalk with 7.8 0.01

!some orange brown staining dark brown clay veins

1and wood. 2.00 U6 IAs above, but very stiff 73 23 22 28

23 1. 96 uu 206

3.00 UlO I MADE GROUND Verv soft black neat ( H4 l lOO 658 353 678 972 0. 9~ uu 4.7 -

3.50 Dll !MADE GROUND Firm brown occasionally mottled 30

loranqe brown si lty CLAY 3.50 Dl2 !As above 88 23 18 ! 61

5.50 Ul7 !Firm fissured brown mottled orange brown silty lOO 30 28 74

!CLAY with blue grey veins 30 'l . 9~ uu 68

6.00 Dl8 !As above 7.8 0.01

6.50 Dl9 !As above but stiff lOO 31 26 73

7.85 W37 lt::RniiNnWl\TER o::r 7:75

9.00 •. 024 [Stiff fissured brown mottled orange brown silty lOO 27 26 79 7.6 1.93 2.38 -!cLAY with blue grey veins.

10.50 D27 !stiff fissured grey silty CLAY lOO 27 27 76

<XM'M:TIOO SI£AR STRE~ <nlSOLIDA TIOO OlHER I~~ :! ~ FOR SAMPLE TYPE CCY Chalk crushing value ...

SEE SI£ET A S Standard Coapectlon W Unconsolldated Undralned QJ Consolidated Undralned By and ey given tor first FR Frost susceptlbill ty ~

H Heavy Cooopectlon W Ditto with p.w.p. ""'asur....,nt Qj Ditto with p.w.p. """surement loeding incr-nt above pH Acidity I~ "' CD Consolldated drained V Vane shear assumed effective overburden St Sulphate ~ Y Vibratory Cooopectlon ffi Ditto with p.w.p. measurement S Shear Box pressure se Specific Gravity I~ c.n c.n

REL Relationship testing (verlous moisture contents)

SNC Saturated •oisture content

M25

\

On- · . ..




ONAL CAMERA SITES

Scale: 1 10,000








Ref. No. 812622 July 1992

C 0 N T E N T S

1.0 INTRODUCTION


3. 0 SITE WORK




CAMERA No. 157




July 1992




- 1 -


The site is 1 ocated adjacent to the anti -clockwise carriageway of

the M25 Orbital Motorway at marker post 63/5128 at junction 9a. It is located near Leatherhead.

At this location, the motorway runs in cutting. The probing was carried out at the top of the cutting. (See location plan).

Geo 1 ogi ea 1 records ( BGS 111 to 1 mi 1 e sheet 286) indicate that Alluvium overlies London Clay at the site.

3.0 SITE WORK


One dynamic probe was carried out by a 'heavy' type probe rig. The results are given on the appended record.

The ground 1 eve 1 re 1 ati ve to Ordnance Datum and the co-ordinates

referred to the National Grid are given on the borehole record. The co-ordinates were sea 1 ed from 1: 10,000 Ordnance Survey sheets and are accurate to the nearest 10 metres.

- 2 -






4lt PROJECT NO. 812622 SHEET NO. 1



Depth Blows per 100mm Blow count TorQue Remarks m N.m

0. 5 10 15 20 25 30 35 40 45

2 ''I" I'" 1'""1" I ''I' I' 'I '''I •

2 2

3 1

2 1

1 1 1 0

1 1

2 1 2

1 1

1 2 ) 0 2. 2

2 2 1

2 2 e 2

2 2

3. 2 2 0 2

2 3 3

4 4

4 4

4. 5 5

0 4

6 5

4 5

5 5

6 5. 5

4 0

6.

7.

e 8.

9.

10

REMARKS


•

M25 .TON




& SITES -

CAMERA MARKER OYNAMI C PROBE LOCATION: AT TOP OF CUTTING 0/S REF. 5163415861

.. ----\,j ___ .; ' ,

0"- ,,

. ... '. '• ' , \.'. ' ' .. '

\~

Wood Field

_o

10,000

LTG GROUND ENGINEERING ·

~ngineer for the investigation:






Ref. No. 812622 July 1992

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK







CAMERA No. 159


Reference No. B12622

1.0 INTRODUCTION

July 1992



- 1 -



Orbital Motorway at marker post 69/734A between junctions 9 and 10.

It is located near Cobham and immediately west of a footbridge over the M25.

At this location, the motorway runs in cutting. The boring was

carried out on the slope of the cutting. (See location plan).

Geological records (BGS 111 to 1 mile sheet 285) indicate that the

site is underlain by Claygate Beds and London Clay, both of Eocene

age.

3.0 SITE WORK


One :boreho 1 e was sunk by 1 i ght cab 1 e percu~si on methods at the




Representative disturbed and undisturbed samples were taken at the depths shown on the boreho 1 e record. Standard penetration tests

were made in cohesive deposits to assess the strength of the

material, and the values of penetration resistance ( 1 N1 values) are given on the borehole records.

The ground 1 eve 1 re 1 ati ve to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record. The co-ordinates were sea 1 ed from 1: 10,000 Ordnance Survey sheets and


- 2 -


Laboratory testing wa~ carried out on selected samples as instructed




Bulk densities.


4.2 Strength Tests Undrained triaxial compression tests on single 106mm diameter specimens, at a nominal rate of axial strain of 2% per minute.


pH values of soil.


To

TOPSOIL 0.40m

CLAYGATE BEDS OR LONDON CLAY 6.15m

LONDON CLAY over 12.10m

- 3 -





ENGINEER: Kennedy llc Donkin Power PROJECT: M25 Heston and Godstone C.O.Additlonal Camera Sites GROUND LEVEL 38.67


DA TE/nME DEPTH DEPTH AT OF OF _;

DEPTH CASING WATER o.

11.5.92

1.50 DRY

GROUND ENGINEERING


STRATA


DATES 11/05/92

SAMPLING/IN SITU TESTING LAB TESTING

DESCRIPTION LEG. LEVEL DE~TH No. DEPTH TYPE~LOWS Lt;-2.<5 m O.D. m r>·

W PL 7. %

TOPSOIL

Firm to stlff,becomlng stiff 01.50m,lntact mottled darl<ish brown with grey slightly sondy sRty CLAY with occaslonal,becomlng some 02.50m,fone sand partings.

03.50m; becoming poorly flssured ond dorl< brown with a 11ttte grey or brown and with occasional laminations of brown silty f"tne sand to 4.50m.

04.50m; becoming very closely flssured.

Very stiff,very to extremely dosely fissured dark grey/brown slightly sandy silly CLAY. At 6.15m to 8.50m with occasional slit or sand partlngs,thereofter with o little scattered fine sand on fissure surfaces.

OB.50m; becoming with occasional fine shell fragments.

(Continued ...••. )

~ X --:-X·

1-'-.. :'-X--:- X·

1-'-.. :'-X-:-X

1-'-.. ,.:... x·_,.·x

~-;.~. ~-,.:.. X -:-X· ~-,.:.. X---:- X·

~-,.:.. X -:-X·

1-'-.. ,.:.. X -:-X·

1-'-.·:'-x -:-X·

1-'-.. :'-X -:-X·

1-'-.. ,.:... X -:-X·

~-;.~ ~-;.~ ,_,.,.:... x·_,.·x· f'-·,.:.. x·_,.·x·

~-...:._~ ~i=-: :'-. i( =-: :'-. i( =-: ..::.-. i( =-:

38.270 0.40

32.520 6.15

2

5

8

?o 11

14

17

18

21

22

25 26

0.40 1.00 B

1.00 1.45 u

l:~ 1.95 B s

2.00 2.45 u

B8 2.95 B s

3.00 3.45 u

H8 3.95 B s

4.00 4.45 u

1:~8 4.95 B s

5.00 5.45 u

~:~ 5.95 B s

6.15 D

6.50 6.95 u

~:88 7.45 B s

7.80 D 8.00 8.45 u

9:~8 8.95 B s

9.30 D 9.50 9.95 u

18:88 1o.4' B s

10

12

12

17

17

18

17

21

18

100 22 19 53 7.2

100 24 23 47 1.94 91

100 25 23 49

100 26 23 51 i.97 139

25

100 26 25 65 2.02 162 7.8

25

100 26 23 67 1.97 204

WATER PIEZOMETER !:§:l Upper Seal SAMPLE AND D TEST B KEY. w


BLOWS N = N value V Vane strength kN /m 2

t:!l!!l!!QL l,..Flrst water strike 2--Subsequent water strikes 3-

sz Highest water level In open hole

SID (c) 1990 MZ Associates ltd

CJ Response length

~Lower Seal u p


S Standard penetration C Cone penetration test K Permeability test


lest

26/150, blows for 150mm. dfive after seating 26•. blows for part or whole of seating drive only (26) Undisturbed sample blow count

Remould Cr Core recovery " ROD Rock quality


425/'m sieve

m.O.D. HOLE NO. 159

so, 7.

0.01

0.07

so, g/1

FIGURE

SHEET

BLOWS

SPT/CPT

1,2.2.2.3.3

1,2.2.3.3.4

2.2,2.3.3,4

3,3,3.4.5.5

2,3,3.4.5,5

2.3,3,4,6,5

2.3,3,4,4,6

2,3,4,5,5. 7

A

1 of 2

OTHER TESTS/NOTES

An Inspection pit was dug to 1.00m.No groundwoter wos encountered.Chisellin g was required 12.05m to 12.10m.


TCC Division

(/) :I:

"' .,.,., D ....

.... Bristol

ENGINEER: Kennedy & Donkln Power PROJECT: M25 Heston and Godstone C.O.Additional Camera Sites GROUND LEVEL 38.67

LOGGED BY: fiELDWORK BY: LAB. TESTING BY:

DA TE/llUE DEPlli OEPlH "T Of Of ;

DEPTH CASING WATER ·a

12.10 1.50 DRY

GROUND ENGINEERING



DATES 11/05/92


DESCRIPTION

( ••.. cont.)

Very stiff poorly fissured dortc grey/brown sandy sQty CLAY with some line to medium sand partings.

LEG. LEVEL DE~TH No. DEPTH TYPE~LOWS m O.D. m

18:88 l0.4 g c 21

""'"·is'--' 29 10.80 0 ~.-:-; 27.670 11.00 30 11.00 11.45 u

X -;-X·

f'-. ·;'- ~~ lH8 11.9~ g s 34 X -:-X· f'-.. ,:....

I (-=··x· ~H~8 I\ Dark grey -y closely fractured CLAYSTONE.

I \ weak, with some shells. ~--------------------------~

IHB JJ 12.05 12.1C 8

7.< W PL 25 % 7.

19

3.6

LL ~, , ?~ , pH % Ma;mkN;m

WATER PIEZOMETER ~ Upper Seof SAMPLE AND o TEST e KEY. w

g_ Rotary core --. recovery to scale V lnsitu vone test


Natural Remould 1-flrst woter strike

2-Subsequent water strikes 3-sz Highest woter level In

open hole

SID (c) 1990 MZ Assocoates ltd

EJ Response length

~Lower Seal u p




26/150, blows for 150mm. drive after seating 26•, blows for port or whole of seotinq drive only (26) Undisturbed sample blow count

Cr Core recovery ,;; ROD Rock quality

designation <425 Sample ~ passing

425pm sieve

m.O.D. HOLE NO.

so, ~

FIGURE

SHEET

BLOWS so, SPT/CPT g/1

2.3,4.~.5.7

3,5,8,&.9,11


TCC Division

Bristol

159

A

2 of 2

OTHER TESTS/NOTES

Ul .., ~ :I: 0 ...,

N.., .... ffi~ D ..... >

N

.. HOLE NO. .59

M25 HESTON 8 GODSTDNE C.O. ADDITIONAL CAMERA SITES 1FIGURE B

PROJECT: SHEAR STRENGTH/CONSOLIDATION TESTS TESTING BY: LTG

SHEET GROUNO I OF I ENGINEERING

SN4PlE • !lEAf! STREt«;lM .........:no.JOATION

~~~~:~: ~:N,.z, Stral• Initial c 11 Type c.. NJTES SPECDEN I:ESCRIPTICM • Pressure

Depth Type &

~ fal~ure : 11 C' 11' of Properties e, Increment ~V~ C..s

. 1•1 Nu-r

o, Mg/,.l I kN/.Z Degrees s~~ kN/,.2 ,.2/yr

Stiff intact mottled darkish brown with 91 - uu Ill --------- s 2.00 U5 grey slightly sandy silty CLAY. lOO 91 19.8 25 1.94 .,, --------- s

r--- i--- ---------------- eo --------- ----------llllnltlall ----Mg/.,)

139 - uu 4.00 Ull Stiff poorly fissured dark brown with a 150 139 8.4 25 1.97 SG ------ QAssulll&d

1 ittle grey or brown slightly sandy silty ou. CLAY ..,· --------- kN/,.2

Ill --------- s 6l50 Ul8 Very stiff fissured dark grey/brown 162 - uu

slightly sandy si lty CLAY. 200 162 12.4 25 2.02 llf --------- I

e., ---------,_ __ r--- r---------------- Ill lnltlall .u. -----------~,

204 - uu SG ------ 0Assuooed

9.60 U26 ~s above 300 1204 16.1 25 1.97 0

u.' --------- kN/~

lit --------- s .,, --------- s eo ---------

--- '--- ---------------- llllnltlall ----Mg/.-l ----------SG ------ 0Assuooed

o ..... a>u•~ ... -------- -kN/,.2

111 --------- I

lit --------- s e., ---------

--- 1---- !---------------- llllnltlall ----Mg/.-l ----------SG ------ 0 Assuooed

0Measu~e<J o;' --------- kN/ra2

~

Ill --------- I

.,, --------- s e., ---------

--- r--- ---------------- Ill Inltlall -'4!,, ----------SG ------ 0 Assulll&d

0Measu

a,' --------- kN/~

FOO SM'I.£ TYPE W - Unconsolldated Undralned V - Vane shear -~ ~ fS: + Allow 2 lines tor consolidation test. {l) - Ditto with p.w.p. -sur-nt S - Shaar box e, Final void ratio tor each increMent m SH SH:ET A CD - Consolidated Drelned o'"' "' m . Ditto with p.w.p. Mosure.ent

. Denote swelling values with asterisk ... QJ - Consolidated Undralned a; Assumed effect lve overburden pressure -1:iJ - Ditto with p.w.p. ot

-- HOLE NO. M25 HESTON 6 GODSTONE C.O. ADDITIONAL


GROUND . SHEET l OF l ENGINEERING I

SI-EAR IDISOL-IXJ.IPACTIOII CB R OTI'CR SAMPLE OETAILS CLASSIFICATI<»> TESTS sm:.,;rn IOATI<»>

' Max

EH Depth Type s s s s Type c 11 Mv Cv Type Opt Dry Test CBR s 11 PL LL MCV 11 11 !Dens- 11 pH S04 11 No. Oescr ipt ion c' p' !,.2/HN •2/y <425 ~;.,J Clay !sand ~rove s s s s s s s Silt

lkll/m2 IMg,;, Deg.

159 0.40 Bl Firm to stiff intact mottled darkish brown with 18 grey slightly sandy silty CLAY

1.00 U2 As above 1100 22 19 53 7.2 0.01

1.50 ID3 As above, but stiff 23

1 '50 lo4 As above 25

2.00 U5 As above 1100 24 23 47 25 11.94 luu 91

2.50 ID6 As above 25

2.50 ID7 As above 25

3.00 I u8 As above !10o 25 23 49

4.00 Ull As above, but poorly fissured, dark brown with a 1100 26 23 51 l itt 1 e grey or brown 25 11.91 I uiT m

5.00 U14 As above but fissured 25

6.50 I Ul8 Very stiff fissured dark grey/brown slightly 1100 26 25 65 7.8 0.07 sandy silty CLAY 25 12.m I uu 162

8.00 I U22 As above 25

9.50 !U26 As above 1100 26 23 67 125 l1.9i uu 1204

ll.OO IU30 Very stiff poorly fissurafdark gre:/bruv.~ san:ly siltyCLAY 19

12.os liW Dark grey r a-.wrl:'.l flliV<:Tnlll" with SCJl'E shells. 3.6

SH:AR STREIGTil IDISOLIDA TJ<»> OTHER -~ .,

~ FOR SAMPLE TYff 004PACTI<»> ;:; CCV Chalk crushin9 •alue ~~ SEE ~.EET A

S St~ndard Comp..,ction w Unconsolldcted Undrolned cu Consolldoted Undrolned 1ny and Cv given tor first FR Frost susceptibility ~ iiii Oltto with p.w.p. measurement a:; Ditto with p.w.p. IOO&suremont loading Increment ._,bove rtJ Acidity 0

H HolJvy Compact ion ., "' m Consolidated drained V Vane shear assumed effective overburden St Sulphate

V Vibratory Compact ion m Ditto with p.w.p. measurement s Shear Box ~ ~

pressure SG Specific Gravity U1

REL Relationship testing \0

(various moisture contents) SMC :ialurated •oisture content

-

M 25 HESTON & GOOSTONE C.O. ADD IONAL CAMERA SITES 11




_J.: On_

(.) l () Doo 0 ·

On_ J 0 0 :~ 1.) Now Ba<n {,)

·~ Wood · {.) '(\ Jf) ·f)·

l . i:) On-

CAMERA 159 BOREHOLE LOCATION\

2622

.,-:)''' ',. 0 ... .. () 0-',' (.){··. On_;,

{) . , , , : .,.\ ' • A , , :.._"'{), 1", t

Scale: 1 10,000








Ref. No. 812622 July 1992

e

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK



s. a· REVEALED GEOLOGY

FIGURE A FI~URE S PARTICLE SIZE DISTRIBUTION CURVES LOCATION PLAN

DEPARTMENT OF TRANSPORT ~ TCC DIVISION, BRISTOL


CAMERA No. 163



1.0 INTRODUCTION

At the request of Kennedy and Donkin Power Limited, Consulting Engineers to the Department of Transport, TCC Division, Bristol, a ground investigation was carried out at marker post 73/1308, at the site of the proposed close circuit television camera No. 163.


requested.

- 1 -


The site is located adjacent to the anti-clockwise carriageway of the M25 Orbital Motorway at marker post 73/130B between junctions 10 and 11. It is located near Wisley and immediately west of a bridge over the M25.

At this 1 ocati on, the motorway runs in cutting. The boring was carried out on the slope of the cutting. (See location plan).

Geo 1 ogi ea 1 records ( BGS 111 to 1 mi 1 e sheet 285) indicate that the site is underlain by Bagshot Beds of Eocene age.

3.0 SITE WORK





Representative disturbed and undisturbed samples were taken at the depths shown on the boreho 1 e record. Standard penetration tests were made in granular deposits to assess the relative density of the material, and the values of penetration resistance ('N' values) are given on the borehole records.

The ground 1 eve 1 re 1 ati ve to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record. The co-ordinates were sea 1 ed from 1: 10,000 Ordnance Survey sheets and


- 2 -


Laboratory testing was carried out on selected samples as instructed by the Engineer, and the results are given on the appended Figure S and graphs. The testing programme comprised:

4.1 Classification Tests Natural moisture contents. Particle size distribution (sieve and pipette analyses).



TOPSOIL BAGSHOT BEDS

To

0.45m

over lO.OOm

- 3 -






LOGGED BY:

FIELDWORK 9Y:

LAB. TESTING BY:

GROUND ENGINEERING


EXCAVATION METHOD Cable Percussion COORDINATES 50742 15949 BORING DIAMETER 150mm to 10.00m

CASING DIAMETER 150mm to 3.00m DATES 13/05/92 15/05/92

so. DATE/TIME DEPTH DEPTH 1------------S:...TR:.:...:...A:...T:...A _____ .--~-:-:::-=-r.:-=:-=~S:..:A:::M;-P:::U:..:N.:::GL.::.:./IIN:..._:;S:..:IT.:::U---TTE::.:S:.:T:::IN.:.:G:::.jf-::-r----r::~r--.--:-L-:-A_Br-TE_S_TTIN_G_.----,---I

AT Of OF N DEPTH CASING WATER 1 DESCRIPTION LEG. :;"5.~. DE~TH No. DE~TH TYPE~LOWS ~~ ~ ~L ~ MQ~rrilk~frrt pH

so.

" 13.5.92

.3.50 14.5.92

10.00

.3.00

.3.00

10.00

DRY DRY

DRY

TOPSOIL

Medium dense brown silly fine to medium SAND with some topsoil, roots and rootlets.

Medium dense to dense light yellowish brown slily fine to medium SAND with occasional laminations of stiff brown silly cloy.

04.00m; becoming dense

05.00m; becoming with occasional orange brown lenses.

08.00m: becoming very dense.

~. ....... . ....

·~:::;:):;::;

~.B :~:::/:/ t:::::·~·:·.:

~;l; ~;:~

27.610

27.060

Ill l--1-----------------------------------------~~~18.060

0.45 1

1.00 2 3

4 5

6 7

8 9

10 11

12 1J

14 15

16 17

18 19

10.00 20

g/1

0.50 1.00 B 4.7 0.01

1:88 1.45 g s 1.50 28 16 4.2 0.02

~:88 HB R s 38

l88 HB R s 28 12

::88 t~5 D s 38 B

~.00 ~.45 D s 40 13 .00 .50 B

6.00 6.45 D s 39 6.00 6.50 B

7.00 7.45 g s 37 13 7.00 7.50

8.00 8.45 g s 55 8.00 8.50

9.00 9.45 g s 57 8.5 9.00 9.50

10.00 D

-HOLE NO. 163

FIGURE A

SHEET 1 of 1


SPT/CPT

An Inspection pit was dug to 1.00m.No groundwater encountered.

3.5,7,7,7,7

s.e,a.a,n,n

~5.4,0,1,10

3,5,8,1,10,10

2.5,7,7,1J,1l

3.8.7.1,12,12

4,5,7.&.12.10

S,G,I1,12.16.14

l.8.11,12,17,17

WATER PIEZOMETER 1~First water strike 2--Subsequent water strikes 3-

~Upper Seal

EJ Response length

~Lower Seal

SAMPLE AND D

TEST B

KEY. w

Small disturbed somple Bulk disturbed sample Water sample Undisturbed sample Piston sample

g Rotary core -. recovery to scale V lnsitu vane test

BLOWS N = N volue 26/150, blows for 150mm. drive after seating


.ti9.!l!!!!l... Remould

Cr Core recovery ~


TCC Division

~ Highest water level in open hole

SID ( c} 1990 MZ Assoctotes ltd

u p



26•. blows for port or whole of sealin9 drive only (26) Undisturbed sample blow count

RQD Rock quality designation

<425 Sample X passing 425pm sieve

Bristol ...

PROJEC-

M25 HESTON 6 GOOSTONE C.O. ADDITION~ CAMERA SITES LABORATORY TEST SUMMARY SHEET - HOLE N~

FIGURE S

LAB TESTING BY: LTG GROUND 1 1 ENGINEERING : SHEET OF

St£AR CCtlSOL-S»tPLE l:ETAILS CLASSlflCATIC»> TESTS a:J.IPACTIC»> CBR On£R

STREN'TH IOATIC»>

Hax EH O..pth Typ<> s s s s Typ<> c 11 Mv Cv Typ<> Opt Dry Test QIR

s w Pl ll MCV ll w lo..ns w .. No • Dos.cription c' p' ,.2J}III .,2/yl pH ~425 i i i ~j.,l Silt I Sand prove. s s s so4 Clay

kN/m2 Dog. IMg,~ s 163 0.50 Bl Brown silty fine to medium SAND with some topsoil 4. 7 0.01

and roots. 1.00 83 Light yellowish brown silty fine to medium SAND 16 22 1~ I 58 ! 4.2 0.02

with occasional laminations of stiff brown silty

:~x 3.00 87 As above 12 10 10 180 0

5.00 Bll As above, but with occasional orange brown lenses 13 lO 10 l8o Q_ '

7.00 815 As above 13 7 9 184 0

9.00 819 As _a~()V~ 8 .. 5 § 8 187 0

FOR S»tPlf TYPE CD4PACTIC»> SI£AR STREN'TH CO«SOLIOATIC»> OlllER ~ ....

~ SEE SHEET ~ CCV Chalk crushing value _,m p

s Stondard C......--mpac t ion w Unconso llda ted Undralned ru Consolidated Undralned 111y and c,. given for f lrst FR Frost susceptibility ... ~ w Oltto with p.v.p. 100osurement Qj Ditto with p.w.p. meosuremant loading increa:aent above l*i Acidity 0

H Heavy Cornpdc t ion .... "' m Consolid.HOO drained V Vane shear assumed ettective overburden St Sulphate ...... V Vibratory U...""lDpdction Qi Oltto 111ith p.w.p. ~asurement s Sheor Bo)( ...... Cl\ pressure SG Sp<>citic Gravity w

REL Relationship testing

(various moisture contents)

' ~"c Saturated •oisture content -

(.!)

z ........

§~1~ZZ~~~~~-g~~l~~~~-~~g-~-~~~ ~~8!!~~~ ~!f~ Q!~!8!§Y!!Q~ (~~! ~!~~!~§ ~~Q ~!~~!!~ ~~Q!~~~!~!!Q~l 100 100

r- :---~ -~ ~

/ 90 90 1- I ~

1- L ~

~ V -

80 80

70 70

~ 60 60 <( a.. .... -tg 50 50 <( 1-- ~ -

V ~

aJ 40 40 u a: V - -LU ~

....... ~--" a.. 30 30

.... V -V 20 20

-10 10

-0. 0001 .001

CLAY

PROJECT NAME BOREHOLE NUMBER SAMPLE NUMBER DEPTH

.01 . 1 1 PARTICLE SIZE - mm

FINE I MEDIUM I COARSE SILT

M25 HESTON & GOOSTONE c.o. 163 3 1.00 - 1.50 m

FINE I MEDIUM I COARSE SAND

-10 100

0

FINE I MEDIUM I COARSE COBBLES

GRAVEL

PROJECT NUMBER :B12622

(.!)

z ~

BS1377:Part 2:Clause 9.2 & 9.4 PARTICLE SIZE DISTRIBUTION (WET SIEVING AND PIPETTE SEDIMENTATION) ------------------------------ -------- ---- ------------ --- ------- --- ------- -------------100 100

I-"' ~

I -

1- I -I

90 90

80 80 ~ -

70 70 1- -I

I ~ 60 60 <( a.. .... -t5 50 50

I <( .,__ ~ -If r5 40 40 u

a: - -LU

a.. 30 30 - -

11 ~ ~

20 20

---- ---,......

10 10 -

0.0001 .001

CLAY




M25 HESTON & GODSTONE c.o. 163 7 3.00 m


-10 100

0


GRAVEL


~~1~ZZ~e~~!_?~~!~~~~-~~?-~-~~~ e~8!!~~~ ~!~~ Q!~!8!~Y!!Q~ (~~! §!~~!~§ ~~Q e!E~!!~ ~~Q!~~~!~!!Q~l ·100 100

1/ -J

~ If -90 90

80 80 ~ -

70 70 ~ -7 t

I (.!) z ........ ~ 60 60 <( a.. ~ -~~ ~

I <( I- ~ -~ 40 40 T u a: UJ

~ I -

a.. 30 30 f- -

20 20 ~

~ -~ --10 10

f-

0.0001 .001

CLAY



FINE l MEDIUM I COARSE SILT

M25 HESTON & GODSTONE c.o. 163 11 5.00 - 5.50

FINE [MEDIUM T COARSE SAND

-

10 100 0


GRAVEL


(!) :z 1-i

100

90

80

70

en 60 en <( a.. UJ 50 (!) <( 1-

~ 40 (_) a: UJ

a.. 30

20

10

BS1377: Part 2:Clause 9.2 & 9.4 PARTICLE SIZE DISTRIBUTION (WET SIEVING AND PIPETTE SEDIMENTATION) ------------------------------ -------- ---- ------------ --- ------- --- ------- --------------r- I -1- I -... -

- -- -I .... I -

- V --

---i- ----- f- f-- -

0.0001 .001 .01 . 1 1 10 100

CLAY


PARTICLE SIZE - mm

FINE I MEDIUM !COARSE SILT

M25 HESTON & GODSTONE c.o. 163 15 7.00 m


FINE J MEDIUM I COARSE COBBLES

GRAVEL

PROJECT NUMBER :812622

100

90

80

70

60

50

40

30

20

10

0

~~1~ZZ~~~~~-?~~!~~~~-~~?-~-~~~ ~~8!!~h~ ~!f~ Q!~!8!~~!!Q~ (~~! ~!~~!~§ ~~Q ~!E~!!~ ~~Q!~~~!~!!Q~1 100 100 11"'

1- I/ . 90 90

~

J .

1- 7 . 80 80

70 70 ~ -1/

(!) z 1----t

~ 60 60 < a.. 1- -~50 50

7 < ..,_ 1- -aJ 40 40

} u a: UJ

1- -a.. 30 30

V -20 20

!j --~ -10 10 -

0. 0001 .001

CLAY


1---- ~~--



M25 HESTON & GODSTONE c.o. 163 19 9.00 - 9.50


-10 100

0

FINE 1 MEDIUM I COARSE COBBLES

GRAVEL


M25 ESTON & GOOSTONE C.O. A



Crown Copyright Reserved. CAMERA 163 BOREHOLE LOCATION \

12622

Scale: 1 10,000








Ref. No. 812622 July 1992

e

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK




FIGURE A FIGURE B FIGURE S PARTICLE SIZE DISTRIBUTION CURVE LOCATION PLAN



CAMERA No. 165



~ 1.0 INTRODUCTION

July 1992


Engineers to the Department of Transport, TCC Division, Bristol, a ground investigation was carried out at marker post 74/184A, at the site of the proposed close circuit television camera No. 165.


requested.

- 1 -


3.0


Orbital Motorway at marker post 74/184A between junctions 10 and 11. It is located near Wisley.

At this location, the motorway runs on embankment. The boring was carried out at the toe af the embankment. (See location plan).

Geological records (BGS 1" to 1 mile sheet 285) indicate that Alluvium and Terrace Gravel overlies Bagshot Beds and London Clay of Eocene age at the site.

SITE WORK





Representative disturbed and undisturbed samples were taken at the depths shown on the boreho 1 e record. Standard penetration tests were made in granular and cohesive deposits to assess the relative density or strength of the material, and the values of penetration resistance ('N' values) are given on the borehole records.

The ground 1 eve 1 re 1 at i ve to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record. The co-ordinates were sea 1 ed from 1: to, 000 Ordnance Survey sheets and are accurate to the nearest 10 metres.

- 2 -


Laboratory testing was carried out on selected samples as instructed by the Engineer, and the results are given on the appended Figures B and S and a graph. The testing programme comprised:


Bulk densities.

4.2

4.3

5.0

Liquid and plastic limits. Particle size distribution (sieve and pipette analyses).

Strength Tests Undrained triaxial compression tests on single 106mm diameter specimens, at a nominal rate of axial strain of 2% per minute.

Chemical Analyses Total (acid soluble) sulphate contents of soil. pH values of soil.

REVEALED GEOLOGY

To

TOPSOIL 0.40m

ALLUVIUM 3.70m BAGSHOT BEDS 12.20m LONDON CLAY over 15.00m

- 3 -



.I



ENGINEER: Kennedy & Donkin Power PROJECT: M25 Heston and Godstone C.O.Additionol Comero Sites GROUND LEVEL 17.21 m.O.D. HOLE NO. 165


DAlE/TIME DEPTH DEPTH

GROUND ENGINEERING


STRATA

COORDINATES 50638 15974 FIGURE A

DATES 12/05/92 13/05/92 SHEET 1 of 2

SAMPLING/IN SITU TESTING LAB TESTING OTHER TESTS/NOTES AT Of Of ~

DEPTH CASING WATER 'i'i. DESCRIPTION LEG. mLEVEL DEmPTH No. DEPTH TYPE~LOWS 7.< W PL LL

25 % % % ~ Cu pH so,

,: so, g/1

BLOWS

SPT/CPT

12.5.92

5.95 13.5.92

2.00

3.00

4.00

4.50

4.50 4.50

7.00

1.50

2.70

DRY

DRY

4.60 2.20

4.10

8.50 4.10

TOPSOIL

Darkish brown slightly silly fine to medium SAND with a little fine to occasionally coarse flint gravel.

Loose brown medium to coarse SAND with a lit tie fine flint gravel. 01.65m dark brown with much fine to coarse grovel.

Dense mottled brown with grey clayey silty fine to medium SAND with a little medium to coarse sand and fine to coarse flint grovel.

~ X·.·.'·:

1:_::;':··.:~::·. : ~ ::: ~:·.: _:~ .. :.·.

:;~[ Medium dense mottled grey and brown ~LT ~

\ (Drillers description). / 1-'-. · .-"'r==i-rm---,t:-o---,st::cif;-;f "'ln""t:-o-ct:-m-o"'t:-;lle-d:-;-b-ro_w_n_a_n"'d -d-;-o-rk:-~-re_y ___ .J X - X·

\ sandy silly CLAY with a trace of fine to medium / ~

~~::::::: ~.7:.::·~~ ~~~, .:~.. !I Very dense dark grey silly to very silly fine SAND with occasional small cloy lenses and bands of sandy silly clay.

(Continued ...... )

JS 1:~·-.:-:~::_·.

jijti .·.·,'.·~· ..

~/l :~ ... ::.·:·{: :}:;._:~::::

10.00 4.80 1-+----------------------+·'...;'·..:.',';,.·'~'j(·~-

O.D. m -

16.810 0.40

16.210 - 1.00

15.210 - 2.00

14.210 - 3.00 14.010 3.20

13.510 3.70

-

-

-

10.710 6.50

-

-

5

10

14

15

16

17

18

19

0.50 1.00

1.00 1.45

1.65

2.00 2.45 2.20

3.00 3.45

3.70

4.00 4.45

tsa 4.95

5.00 5.45

5:58 5.95

6.50

7.00 7.33

B

D S

D

B C w

BC

D

u

B s

D

B s

D

D

8.00 D

8.50 8.94 D

9.50 D

10.00 10.4 D S

5

36

16

20

20

58

M a /rr kN /rri

61 15 NP NP

100 24 NP NP 1.93 103

tOO 23 NP NP

24 1.99 152

29

6.0

7.2 7.2

5.5

WATER PIEZOMETER 1--First water strike

~Upper Seal

0 Response length

~ Lower Seal

SAMPLE AND D Small disturbed sample

~ Rotary core V Vane strength kN/m 2

recovery to scale BLOWS N = N value Natural 26/150, blows for 150mm.

2-- Subsequent water strikes 3--


SID (c) 1990 MZ Assoc1ates ltd

TEST 8

KEY. w u p

V Bulk disturbed sample s Water sample c Undisturbed sample

K Piston sample

PR

Remould lnsitu vane test Stdndord penetration test

drive after seating Cr Core recovery ~ 26•. blows for port or ROD Rock quality

Cone penetration test whole of seating drive only designation Permeability test (26) Undisturbed sample <425 Sample ,: passing

blow count 425/'m sieve Pressuremeter test

0.01

0.02

0.01

1/150,1,1.1.2

0.10

2.2.U.5.1

2.J,J,M,6

t,17,2l.l8,15/.}Q

&.12.1&.19,21.22/70

~.8,7,16,16,11

An Inspection pit was dug to l.OOm. Water was added from 1.65m to 3.20m to assist boring. Groundwater was struck ot 5.50m. rose to 4.60m in 20 mins and was not sealed

"' :!! I


TCC Division

I fTl

~fTl .... a

p ~ mt

Bristol .... ~ lJI' 1\)


LOGGED BY: FIELDWORK BY: LAB. TESTING flY:

GROUND ENGINEERING


EXCAVA liON METHOD Cable Percussion COORDINATES 50638 15974 BORING DIAMETER 150mm to 14.95m CASING DIAMETER 150mm to 13.00m DATES 12/05/92 13/05/92

DAff/TIME DEPm DEPm '---------------------S~TR~A~T_A __________ ,_---,-----.----~S~A~MTP~U~N~GL/~IN~SriT~U~TE~S~T~IN~G~--.--r--r--.-L_A_B.-TE __ S,TI_N_G_,----,-~ AT Of Of ..i r

DEPTH CASING WATER 1 DESCRIPTION LEG. LEVEL DEPTH No DEPTH TYPE~LOWS %2•5< W PL LL ,,_l:1,, ~~ : pH

10.00 4.80

11.50 5.20

12.50 DAMP

13.00 DAMP

14.95 13.00 DAMP

( .... cont.)

Very stiff Intact dark grey/brown sandy slily CLAY with some partings and occasional pockets of silty fine to medium sand. 014.50,becoming poorly fissured.

m O.D. m · m % % % IVfQtrr:kNJm

~{! .-::·:··'i<".·

~ 5.010

'"':-.OS'-:' ~2.210

-

-

19

20

21

12.20 22

2J

~~

26 27

~s

15.00

10.00 10.4 D s 58

11.00 D

11.50 11.95 D s 63

12.=?0 D

12.50 12.9! u

13:88 !3.4! B s 48

13.80 D 14.00 u

lH8 14.9! B s 49

so,

" so, g/1

HOLE NO.

FIGURE

SHEET

BLOWS

SPT/CPT

5.8,7,11,11,18

1,8,11,11,15,21

5.0,1,12,12,11

4,1,10,1,15,15

WATER PIEZOMETER ~Upper Seal SAMPLE AND o TEST s KEY. w

~. Rotary core -~ recovery to scale BLOWS N ::o: N value


Natural Remould

Deportment of Transport 1-..rirst water strike 2-.. Subsequent water strikes 3-



[J Response length

~Lower Seal u p




V lnsitu vane test

S Standard penetration lest

C Cane penetration test K Permeability test


26/150. blows for 150mm. drive after seating 26•, blows for port or whole of seatin9 drive only (26) Undisturbed sample blow count

Cr Core recovety ~ ROD Rock quality


425flm sieve

TCC Division

Bristol

165

A

2 of 2

OTHER TESTS/NOTES

Ul 'Tl

~ :I: ?> "' I\) m .... a .... ~ - )> g:. 1\)

- HOLE NO. 65 e e !FIGURE B PROJECT: M25 HESTON a GODSTONE C.O. ADDITIONAL CAMERA SITES



S»4PLE • St£ AR STI£N:illi rno..<:no •n•nON c IJ c, I«>TES ,,:~~~~: j'~ Strolr In I tlcal Type Pressure ...... . Sf'EC.IJ.£H I£SCRIPT1Ql + 11 1:1 c ~· ot Properties el lncreca&nt M vs Cvs I~ ltoi~ure kH/.:Z .

Depth T >r<' & 0} I Mg/_, kH/el Degrees s~~ .:Z/MH .:Z/yr 1•1 Hu-r

Dark grey with grey mottling clayey silty 103 - uu 11; --------- I 4.00 Ul fine SAND. 150 103 7.9 24 _1_.93

lit --------- I . e., --------- I ----------f--- r--- 1----------------

152 - uu llllnltioll ----Mg/-'

5.00 UlO As above 200 152 19 .f 24 1.99 SG ------ 0Assu-

01 a,'---------~~

lli --------- I ,,

lit --------- 1

e, ------------ --- f---------------- Ill lnltlall -- -"'!1,.- -------- --

SG ------ 0Assu-naa•u

a,'--------- kH/_;l . lit --------- I

lit --------- I .· eo --------- --------..,...--f--- r--- ----- ----------- Ill lnitioll ----Mg/.-'

SG ------ 0Assu.OO

""a•• ' a; ---- ---kH/,.2

11; --------- I

lit --------- I

e, ---------Ill lni tiall ----Mg/_: ----------1--- r--- f----------------SG ------ 0 Assu-

0Measure< a, --------- kH/•2

11; --------- I

11 t --------- I

e., ---------------------------------~- Ill lnitlall ----Mgtr --- r---

SG ------ 0 Assu-o .... ao,

",' --------- kH/_;l

lAJ - Uocooso llda t ed Undralned V - ·vone shear 1-~ ~ ~~ e f 00 SN*'U TYPE Allow 2 lines for consolidation test. Ill - Ditto with p.w.p. -•ur-nt S - Shear box el F tnol void rot io for each lncreeent

"' .

Drained l!i: (11~ SH S<£ET A CD - Consolidated . Denote svelling voluos with •sterisk 1:D - Ditto with p.w.p • ..,osur-nt

a; Assua.ed effective overburden pressure -gj - Consolidated Undroined - Ditto-~lth p.w.p.

HOLE NO .

• 5 PROJECT:-

M25 HESTON 8 GOOSTONE C.O. ADDITIONAL

-ABORATORY TEST SUMMARY SHEET -CAMERA SITES FIGURE LAB TESTING BY: LTG .

~~g~:fERING I SHEET 1 OF 1

S»4PLE t£TAILS CLASSIFICATII:W TESTS SI£AR

sTra:,..;rn

a:.tlSOI.-CXH'ACTII:W

IDATII:W CBR Olt£R

Max llH Depth [Type s s Type c " Mv Cv Type Opt Dry Test QlR s 11 Pl LL HCV 11 s s 11 [Den$· 11 pH S04 ~f • Ho. Description c' p' 1.,2/HH I ,.2;y, f<4 ~;,.J lsarid ~rave I s I s s s s Clay Silt ~kH/•2 114g/~ Oeg.

]()5 0.50 I Bl -Darkish brown ;lightly ;ilty fine to '"""ffiedium 5ANi.l [6.0 0.01

with a little flint gravel.

2.00 I a4 Mottled brown with grey clayey silty fine to 161 15 N p [7.2 0.02

medium SAND with a little flin~ gravel. 2.20 [Wl3 I::IHliiNOWJ\ TER 17:2 ·o TO

4.00 I U7 Dark grey with grey mottling clayey silty fine IJOo 24 N p

SAND 24 p .9:J uu 103

4 50 !D9 As above [lOO 23 N p

5.00 1 UlO As above 24 [l.9g uu 152

7.00 [Dl5 Dark grey silty to very silty fine SAND with 29 15.5 0.01 occasional lenses and bands of sandv siltv clav (Insufficient S(llll!>lt! for sieve analvsis combined with two samples below)

8.00 Dl6 As above ~ ll 83 0 . 8.50 Dl7

..

St£AR SlllE,..;rn ~IOATII:W 0lt£R ~~ ... ! FOR SAMPLE TYPE CXH'ACTII:W

CCV Chillk crusbing ulue ~ SEE SI£ET A

S Standard W.pactlon w Unconsolldated Undralned cu Consolidated Undralned -, and c., given tor tl rs t FR Frost susceptibility ~ iii Ditto with p.w.p • ...asur-nt Qj Ditto with p.w.p. -•ur-nt lood lng lncr_,t above pH Acidity ~ H Heavy Coepactlon "' !D Consolidated drained V Vane shear assumed effective overburden St Sulphate

V VIbratory Coepactlon i'ii Ditto with p.w.p • ..,asur-nt S Shear Box

·~ ~

pre5sure SG Specitic Gravity 01

flfl Relationship tasting U1

(various .aistura contents) SIIC ~- a~i~ture content

~§1~zz~e~~~-?~~!~~~~-~~?-~-~~~ e~8!!~~s §!~~ Q!§I8!~~!!Q~ (~s! §!s~!~§ ~~g e!e~I!~ §~Q!~s~I~I!Q~) 100 100

~ r 90 90

r- -I I

80 80 ~ -

70 70 1 ........ (f) 60 (f) <l: a. UJ 50 (.!) <l: I-

d] 40 u a: UJ

a. 30

20

10

~

~

...

~

-0. 0001 .001

CLAY


......... ...... ~

V -.01 . 1 1

PARTICLE SIZE - mm


M25 HESTON & GOOSTONE C.O. 165 16 + 17 8.00 + 8.50


-60

-50

-40

-30

-20

-10

-10 100

0


GRAVEL


M25

05

STON & GODSTONE C.O. AD IONAL CAMERA SITES

165 MARKER POST 74/184A BOREHOLE LOCATION: AT TOE OF EMBANKMENT 0/S REF.

06

, /

'*'

T ownslow Meadow

-------------- -----------------------------

/ , , /

/

(~

*



Crown Copyright Reserved. CAMERA 165 BOREHOLE LOCATION

i.

~

07

12622

. .. • , ... u, ·~·tl '' Co•••c« ,. ,. .t /i1} ..

/

. ·,:/* "'"t.__j ~. 1 I*' Hut H•U

{) T' *-_f. I

_,_, + * =~ 1)/'/<~

0 _, .• -~

Scale: 1 10,000








Ref. No. 812622 July 1992

e

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK







CAMERA No. 167



4it 1.0 INTRODUCTION

July 1992



- 1 -


The site is located adjacent to the clockwise carriageway of the M25 Orbital Motorway at marker post 75/107A between junctions 10 and 11.

It is located near Byfleet immediately north-west of Murrays Bridge over the M25.


Geological records (BGS 111 to 1 mile sheet 285) indicate that the Terrace Gravel overlies Bagshot Beds and London Clay of Eocene age

at the site.

3.0 SITE WORK




Representative disturbed and undisturbed samples were taken at the ·depths shown on the boreho 1 e record. Standard penetration tests

(using a sol id cone attachment in coarse material) were made in granular deposits to assess the relative density of the material, and the values of penetration resistance ( 1 N1 values) are given on the borehole records.



- 2 -



by the Engineer, and the results are given on the appended Figures B and S. The testing programme comprised:



4.2 Strength Tests Undrained triaxial compression test on a single 106mm diameter

~ specimen, at a nominal rate of axial strain of 2% per minute.

4.3 Chemical Analyses Total (acid soluble) sulphate contents of soil. . Water soluble (in 2:1 water:soil extract) sulphate content of soil. pH values of soil.


MADE GROUND TERRACE GRAVEL BAGSHOT BEDS

To

0.60m 3.50m

over lO.OOm

- 3 -


Our Ref: PAO/KSM/TK/812622



ENGINEER: Kennedy & Don kin Power PROJECT: M25 Heston and Gods tone C.O.Additional Camera Sites GROUND LEVEL 18.09 m.O.D. HOLE NO. 167

LOGGED BY: EXCAVATION METHOD Cable Percussion COORDINATES 50578 16041 FIGURE A FIELDWORK BY: GROUND BORING DIAMETER 200mm to 10.00m

LAB. TESTING BY: ENGINEERING CASING DIAMETER 200mm to 9.80m DATES 15/05/92 19/05/92 SHEET 1 at 1

DATE/TIME DEPTH DEPTH STRATA SAMPLING/IN SITU TESTING LAB TESTING BLOWS OTHER TESTS/NOTES AT Of OF ~ LEVEL DEPTH DEPTH SLOWS

%< w PL LL Ma~rr 7/rrt so, so, DEPTH CASING WATER 'ii DESCRIPTION LEG. No. TYPE

pH SPT/CPT m O.D. m m 25 % % % kN 7. g/1

15.5.92 '\ TOPSOIL I

~-17.990 0.10 1 0.10 D 5.5 0.38 0.16 Water added from 1.60m

to J.80m to assist MADE GROUND: Soft to firm mottled brown sandy 17.690 0.40 boring.

~ silly clay with a little gravel and occasional

1 17.490 0.60 2 0.60 D 6.6 0.02 Water struck at

1.00 0.00 DRY ~ rootlets. X·.·.·. 3.80m,rose to 2.80m in .. ·.·)<;"

~-~~-: 3 1.00 1 45 u 99 12 NP NP 2.04 40 20 mlns.

18.5.92 0.00 DRY MADE GROUND: concrete.

Dense darkish brown clayey silty fine SAND with :x.:-~·.:_. a little fine to medium flint grovel. ~ us - ~ s

12 00.60 with some dark brown silty fine to medium ..... ·'i<'· 16.490 1.60 183 54 ~.6,11,13.14,16

\ sand. I ~><::·. ~ 10 5.8 NP NP 7.3 0.02

Very dense brown angular to rounded silty very ···~I!~~. sandy fine to coarse, largely flint, GRAVEL. ~X:. :•/

···~~·-· 2.50 ~x.·.·· :~~ 7 2.50 2.95 8 c 76 4,5,14,18,21,2l

2 ··-~~, .. ~X..··•/ ···~~·-· ~x..·. ···~

3.50 ~ 14.590 3.50 B H8 B Medium dense brown clayey very silty fine SAND 1-'--. ·:- 3.95 s 17 2.2.2.~.~.~

1- 10 3.50 3.95 8 98 25 NP NP 5.5 0.01 with a trace of fine red brown ir.onstone grovel; X -:-X

11 3.80 - w 03.50m. with occasional thin grey silly cloy I"-. ·:'-laminations. X --;-X·

I"-. .,:...

4.50 3.50 X -X· 13.590 4.50 12 4.50 4.95 D S 66 ~i.12,1:.,18.21

Very dense dark greenish brown silty fine SAND. ~-:·:_:.;.·'i<'.·. X· :

:;.··?<·: .. '• X.

: .... ,. )<._· .. IJ 5.50 D

X··. i: ·"

6.00 DRY x· 14 6.00 6.45 D S 65 4.7,13,1~.17,20

·x: ;-~~-:·:

:>(· .. x:. ·. ·. :·:_:.;.·t<'.·

07.00m. becoming dark greenish grey. x.·

15 7.00 D 'i<·_._ X· : .;.·.

• • I, 16 7.50 7.95 D S 77 7,11,1l.l!ii,Hl.26 ~-·· ·r.:.-.

8.00 8.00 5.60 ·x: :·.:'?<·.·

19.5.92 8.00 3.20 :X: ·.··?<·.· ..

·:x:· . ., 17 8.50 D

.. ' .;.., x-· .;.·. 9.00 4.80 l& §:88 g:l5 B s ')i .· 75 6,12.14,18,19,24

.·.·if.· . ·x: ..

. ·-;-~~-:·· x-· .

10.00 9.t'" 5.20 . ·:.·.·'if.:. 8.090 10.00 20 10.00 D

WATER PIEZOMETER ~Upper Seal SAMPLE \ Rotary core V Vane •trength kN/m 2 (/) ::!l t I p

AND recovery to scale BLOWS N = N value Naturgl Department of Transport ...,f!J

1--..First water strike D Small disturbed sample 26/150, blows for 150mm. [J Response length V lnsitu vane test Remould TCC Division -1

~t 2--Subsequent water strikes TEST B Bulk disturbed sample drive after seating Cr Core recovery % Cl > s Standard penet.rotion test .... 3- ~Lower Seal KEY. w Water sample 26•. blows for part or RQD Rock quality Bristol ._,J·

c Cone penetration test whole of seolin9 drive only designation .... u Undisturbed sample sz Highest water level in K Permeability test (26) Undisturbed sample <425 Sample % passing p Piston sample open hole PR Pressuremeter test blow count 425}-Jm sieve

SIO (c) 1990 MZ Assoc1ales Ltd

HOLE NO.

-16~ .5 HESTON 6 C.O. ADDITIONAL CAMERA as .s FIGURE PROJECT: GOD STONE

SHEAR STRENGTH/CONSOLIDATION TESTING BY: LTG


Stt:AR STREIGTH NlNSlll In.\ liON SN4Pl£ + NJTES

I~~~~~~: ~~H/,21 Stralo Initial ..£ " Type Pressure

~;: )iy:

SPECJf.EN ~SCRJPTION + w 11 C' " ot Properties e1 Incr&CDBnt

I~ lta1uro kN/,;2 Depth Type & 0}

' Mg/,.1 I kN/a" ~reel Sheor ,., Nullber

40 - uu Darkish brown clayey silty fine SAND lli --------- ' 1.00 U3 with a little fine to medium flint gravel. 50 1Q_ ll J 13 2.Q4 11 t --------- s ea ---------

f--- i--- r---------------- ----------. Ill Initial) ----Mg/.

SG ------ 0Assu_, . 0Measur. a.'--------- kH/,.2

111 --------- '

Wt --------- S

e., ---------llllnitlall --- -------- --'---- r- -- ---------------- ,~.,.,

SG ------ 0Assuooed 0Measu

a; • --------- kH/,.2

wi --------- I

lit --------- s l .·

eo ---------

r--- r--- r---------------- ----------llllnitiall -M&, SG ------ 0Assuooed

• 0 a; ------ ---kN/,.2

. lit --------- '

lit --------- s I

e., ---------Hllnitiall ----Mgtr ----------i--- i---- r----------------SG ------ 0 Assuooed

0Measu!:e< a,' --------- kN/•2

wi --------- '

lit --------- '

ea --------- ----------Ill lnltlall --- , .. i--- i---- ----------------SG ------ 0 Assu_,

O~a~u~- . g,' --------- ..,.,,.?

1-~ ... ~e w - Unconsolidated Undrained V - Vane shear p FOO SAHPLf TYPE • Allow 2 lines tor consolidation test. ID -Ditto with p.w.p. -sur-nt S - Shear box e1 Final void ratio for eac:h lncr_,t

ID ~ SEE SI£ET A CD - Consolidated Drained . Denote swelling values with asterisk I~ !Xi - Ditto with p.w.p .... asur-nt 1 .

ru - Consolidated Undralned fT, AssuiDed effective overburden pressure 1-CiJ - Ditto~~ -asur-nt

i I HOLE NO . • 7 e M25 HESTON a GODSTONE C.O. ADDITIONAL

aORATORY -PROJECT: ·CAMERA SITES TEST SUMMARY SHEET FIGURE LAB TESTING .BY: LTG

~:gf:Er::RING I .

SHEET I 1 OF 1

SNoiPLE tETAilS ClASSifiCATI<W TESTS SI-EAR

STilENHH

WlSOL-C04PACTI<W

IDATI<W CBR OHR

M4x llH OepSh Typo I I

Typo c 11 Hv Cv Tyl"' Opt Dry Test CBR I 11 PI. ll HCV 11 I I 11

~~~ 11 pH so4 S04 • No. Oescrlpt Ion c' p' [aa21W1 i ,.2;y. I I s I g/1 1<42:> I I I ~;,.J Clay Silt lsarid ~rave

lkN/a2 Oeg.

167 0 10 I Dl MADE GROUND Soft to fitlll mottled brown sandy 5.5 0.38 0 16

silty clay with a little gravel.

0.60 !D2 Darkish brown clayey silty fine to ~um SAND i 6.:0 v.uz with a little fine to medium silty flint gravel .

1.00 I U3 Darkish brown clayey si lty fi 11e SAND with a 199 12 N p

little fine to medium flint qravel 13 12.01 mr 40

1.45 I D4 As above 12

1·.60 86 Brown angular to rounded silty very sandy 10 5.8 N p 7:J lL02

'in~ to coarse largely flint, GRAVEL '

3.50 BlO Brown clayey very siltv fine <;ANn with" tritrP 98 25 N p 5.5 0.01 ,f finP nriiVPl ;mrl nrrit<;i£lnitl thin nr<w cilt•

:lay lam1nations

'

i

··- - . - - .

SI-EAR STilEI«iTH CDISOI.IOA TIOO OHR I .,

! fOR SN4PI.E TYPE CDIPACTI<W ¥i CCV Chalk crushinil, ulue "' SEE Sl-EET A w Unconsolldated Undroined QJ Consolidated Undroined a., ond "v 1Jlvon for first FR Frost suscaptl lllty .......

~ S Stondard Coaopaction

iii Ditto wlth p.w.p • ..,..sur-nt Qj Ditto with p.w.p. -•ur-nt loading lncr-nt above !if Acidity fi: "' H Heavy Cotopac t Ion CD Consolidated drained V Vi:llne shear assuaed effectlve overburden St Sulphate

V Vibratory Cotopactlon m Ditto wlth p.w.p • .,..,.sur-nt s Shear Box SG Spectflc Gravity , .... ....

pressure 0\ llEl Relatlonshlp testing

..... (various 80isture contents)



sanction of the Controller of H.M. Stationery OHice.


0

. " Scale: 1 10,000



Kennedy and Donkin Power ltd Westbrook Mills Godalming Surrey GU7 2AZ





Ref. No. 812622 July 1992

e

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK




FIGURE A FIGURE B FIGURE S PARTICLE SIZE DISTRIBUTION CURVE LOCATION PLAN



CAMERA No. 169



1.0 INTRODUCTION



- 1 -



Orbital Motorway at marker post 76/598A between junctions 10 and 11. It is located near Byfleet.

At this location, the motorway runs on embankment. The boring was carried out on the embankment slope. (See location plan).

Geological records (BGS 111 to 1 mile sheet 269) indicate that Taplow Terrace Gravel overlies Bagshot Beds at the site.

4lt 3.0 SITE WORK





Representative disturbed and undisturbed samples were taken at the depths shown on the boreho 1 e record. Standard penetration tests were made in granular and cohesive deposits to assess the relative

density or strength of the material, and the values of penetration resistance ('N' values) are given on the borehole records.

The ground 1 eve 1 re 1 ati ve to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record. The co-ordinates were sea 1 ed from 1: 10,000 Ordnance Survey sheets and are accurate to the nearest 10 metres.

- 2 -


Laboratory testing was carried out on selected samples as instructed by the Engineer, and the results are given on the appended Figures B and S and a graph. The testing programme comprised:


4.2

Liquid and plastic limits. Particle size distribution (sieve analysis).

Strength Tests Undrained triaxial compression tests on single 106mm diameter


4.3 Chemical Analyses Total (acid soluble) sulphate contents of soil. Sulphate content of groundwater. pH values of soil and groundwater.


MADE GROUND UNCERTAIN BAGSHOT BEDS

To

12.50m 13.50m

over 17.45m

- 3 -


Our Ref: : PAD/KSM/TK/812622




LOGGED BY:

FIELDWORK BY:

LAB. TESTING BY:

GROUND ENGINEERING

PROJECT: M25 Heston And Godstone C.O.Additional Camera Sites

EXCAVATION METHOD Cable Percussion BORING DIAMETER 200mm to 12.70m 150mm to 17.45m

CASING DIAMETER 200mm to 12.70m 150mm to 17.80m



DATES 14/05/92 16/05/92

DAT~TIME D~/H DE6FTH "' f-------------S_T_R_A_T_A _____ -,--..,..-:-=--:::---r=-==-II-S.::;A.c.Mc.:.;-P=LI.:..:N.;:G.t.../.:.:.IN::.._:S;.:-IT.:..:U:.._TrE=-=Sc:.T:.:..IN.:..:G'tt--r--r:-.---r-:-:L_A-,B_TE_S_TTIN_G_-.---,---j

DEPTH CASING WATER 1 DESCRIPTION LEG. LEVEL DE~TH No. DEPTH TYPE~LOWS ~ 7.2•5< W PL LL 'd, : ~~ : pH so, gs/o,l

14.5.92 MADE GROUND: Brown ond grey cloy ond sand, occasional pebbles and brick frogmen1s (Driller's description).

MAO[ GROUND: firm brownish grey silty ¥ery sandy clay with occasional bonds of light brown silty fine to medium sand and traces of fine to medium angular to subrounded flint grov~ and very occasional brick fragments.

MADE GROUND: Stiff greyish bro~n very silty very sandy (fine) cloy with occasional thin bands of grey silty clay.

@4.85m, appearing with very occasional small pockets of brown fine to medium sand.

MADE GROUND: Stiff grey ond brownish grey silly clay with occasional partings of brownish grey grey silty fine sand and traces of fine angular flint grovel. @6.40m, appearing with occasional lenses of brolt\'n silty clay.

1

\MADE GROUND: Stiff orange brown silly slightly sandy (fine) cloy 'o'4ith occasional brownish grey silty clay bonds and traces of fine rootlets (dead).

MADE GROUND: Stiff brown silty cloy, becoming brownish grey with occasional thin bonds of grey silty cloy.

MADE GROUND: Stiff brown silty slightly ~ondy (fine) cloy with occasional brown lenses.

trM ·

)< ;x

><

><

)< 7< )< )< )< )<

I>< )< ;x

m O.D. m I'"· 7. 7. % Ma!mkNtm ~

26.62D

24.320

21.920

19.770 19.620

18.270

1.00 I.OD I 45 U

1:~8 ~~g B s

2.00 2.40 U•B

2.40 2.85 D S

3.30 H8 3.85 B

B s

10 4. 40 4.85 u

5.70 13 14

17 18

7.85 1b 8.00

21

22

9.35 H

5.70 0 5.90 6 35 u

7.20 0 7.4D 7.85 u

8.70 D 8.90 9.35 u

8

10

9

10

10

9

82 13 18 28 7.0 0.01

92 15 NP NP

19

96 ~e 14 32 1.99 88 5. 7 0.03

99 19 15 38

20

100 21 17 51 7.0 0.02 21 2.05 92

28 6.2 0.01

100 23 16 46 1.88 86 5.6 0.04

100 22 20 51

HOLE NO.

FIGURE

SHEET

BLOWS

SPT/CPT

1,1,1,2,2,.:5

1/22~.1.1,2

2.2.3.2.2.3

1,1.1,2,J.J

1.2.2.2.3,3

1,2.2.2.2,4

1,1,2,2,3,2

169

A

1 of 2

OTHER TESTS/NOTES

An inspection pit was

~~got~ g6~0~3oamm recovery; 02.00m foiled due to sand band. No cutting shoe sample at 12.35.

WATER PIEZOMETER Upper Seal 1--.f'irst water strike

Response length

SAMPLE AND D

TEST s KEY. w





N :;;:;: N value 26/150, blows for 150mm. drive after seating


Natural Remould

Cr Core recovery %.


rc;c Division

"' I ,., .... ,., -<

a ..... 2--. Subsequent water strikes 3-

'Q Highest water level in open hole

510 • c) 1990 MZ AssocJates Ltd

Lo'Wer Seal u p




26•. blows for part or whole of seotinq drive only (26) Undis1urbed sample blow count

RQO Rock quality designation

<425 Sample ~ passing 425fJm sieve

Bristol N




GROUND ENGINEERING

PROJECT: M25 Heston And Godstone C.O.Additional Camera Sites

EXCAVATION METHOD Cable Percussion BORING DIAMETER 200mm to 12. 70m CASING DIAMETER 200mm to 12. 70m

150mm to 1 7 .45m 150mm to 17.80m

GROUND LEVEL 27.62


DATES 14/05/92


m.O.D. HOLE NO.

FIGURE

18/05/92 SHEET

AT OF OF ~ DEPTH CASING WATER Q. DESCRIPTION LEG.

LEVEL DEPTH DEPTH h. m 0.0. m No. m TYPEpLOWS

%< w 25 %

PL %

LL ~, : C~ : pH % Ma;mkN;m

so. ~

so. g/1

BLOWS

SPT/CPT

( .... cont.) 17.420 10.20 25 10.20 D

MADE GROUND: Stiff brown slightly sondy (fine) cloy, with occasional light grey silty clay lenses.

26 10 40 10.8 u 100 24 17 52 1.9B BB 5.7

12.40 15.5.92

16.50

1B.5.92

1745

2.40 2.40

DRY 11.90

16.5D 13.30

16.50 12.40

17.00 14.BO

010.85m. becoming greyish brown with occasional thin bands of grey silty clay and 11ery occasional small orange brown coarse sand size sandstone fragments. 010. 90m, appearing with very occasional fine fine grovel

Stiff brown silty very sandy (fine to medium) CLAY with bands of brown and orange brown silty fine to medium sand and occasional coarse sand to fine gravel size Rint.

Dense greenish grey silty fine to medium SAND. @17.00m. appearing with thin band of soft grey silly cloy

f-~'-

l.x ---:t-:.: x . .-·.···x···.

X , ;

·x:_ ..

·x:

·x: .:f.··.·.

X·.:·

15.120

14.120

r----L 10.170

12.50

13.50

17.45

29

30

39

40

41

42

11.70 D 11.90 12.3~ u

IH8 12.9~

13 50 D

14 00 14.4< 8 c

15 50 15.9~ D s

16.50 D

17 00 17.45 D S

12

(-) 41 10 17

76 25

20

45

WATER PIEZOMETER ~ Upper Seal

0 Response length

~ Lower Seal

SAMPLE AND D

TEST B

KEY. w

~ Rotary core --. recovery to scale BLOWS N = N value

1--First water strike

2-- Subsequent water stnkes 3-



u p




V lnsitu vane test




2&/150, blows for 150mm. dri11e after seating 26•. blows for port or whole of seating drive only (26) Undisturbed sample blow count

29 6.4 6.5

6.8


.tf9.!!.!rgL Remould

Cr Core recovery % ROD Rock quality


425/'m sieve

0.03

1.2.3,2.3,4

0.03 0.01 14,15,17,21.27

0.02 5,8, 11,1!1,21,25

4,8, 7 ,J,4,6

~.7,9,11,11,14


TCC Division

Bristol

169

A

2 of 2

OTHER TESTS/NOTES

Test terminated due to hard driving

(j) .., :r ~ "' N"' -;

D )> .... N

~ .... ? !::·

e HOLE NO.

-M25 HESTON 8 GOOSTONE C.O. ADDITIONAL CAMERA,ES [FIGURE B

PROJECT: SHEAR STRENGTH/CONSOLIDATION TESTS TESTING BY: LTG

!sHEET I OF I GROUND ENGINEERING

SI-I:AR STI£1Glll '•n.TUJH SNlPlE •

Stroll I nit lal c p lllTES ,:~~~:: ~:N/m21 Type Pressure "'· ~i:r: SPECIH:N ~SCRIPTIOO t

lal;~ro w C' P' ot Properties et Jncr0018nt Mvs .~

11 kN/.:Z

O..pth Type & o, ' Mg/.., ~ :58gr .. s s~~ .:Z/MH ,., Nu-r

~AD[ GROUND: Stiff greyish brown very silty 88 - uu Ill --------- ' lver. sandy (fine) clay with occasional thin 3.40 U7

bands of grey silty clay. 150 88 19.7 23 1.99 w, --------- ' eo --------- ----------i- -- i- ~- -- -------------llllnltlall ----Mg/~ ~ADE GROUND: Stiff grey arid brownish grey 92 - uu SG ------ 0Assu-5.90 U14 Is ty clay with occasional sand partings 200 92 19.8 21 2.05

and flint gravel. a.'--------- kN/,.2

111 --------- I MADE GROUND: Stiff brownish grey silty clay 86 - uu 8.90 U22 ~ith occasional thin bands of grey silty 300 86 117.2 24 1.88 Wt --------- J lay. ea ---------

----------f---- f.--- llllnltlall -- "91--MADE GROUUD: Stiff brown ~lightly sandy lfi ~~

88 - uu SG ------ 0Assu-~LAY with light grey silty clay lenses. 350 10.40 U26 88 13.3 23 1.98 OQOUO

~· --------- kN/,.2

11 w, --------- ' w, --------- ' .. eo ---------

,--- i--- f----------------- 111 Jnltiall ----Mg/r ----------SG ------ 0Ass"-

o .... asUrOK

a. • ---------kN/.:Z

w, --------- I

lit --------- I

eo ---------f---- 1---- 1----------------- 111 lnltiall ----Mg/r ----------

SG ------0Assumed

0Measure< <>; --------- kH/•2

lli --------- I

"t --------- '

eo --------- ----------1----------------- Ill Jnltlall ----Mgtor . --- ---SG ------OAss-

0 a,' --------- kN/,.2

,. ~e w - lh)consolldDted Undralned V - Yene shear ~ ~ fOil SN9'U TYPE

final void ratio for each incroeent m . Allov 2 lines for consolid~t ion test. Ill - Ditto with p.w.p. -sur-nt S - Shear box et -t CD $~ m - Consolidated Orolned 0 SH Sl·UT A . Denote swelling volues with asterisk ,. m - 01 tto with p.w.p. -asur-ant

QJ - Consolidated Undralned CiJ - Oltto with p,w.p "· Assu.ed atfective overburden pressure -

HOLE NO . • 69

PROJECT;-

M25 HESTON a GODSTONE C.O. ADDITIONAL

-ABORATORY TEST SUMMARY SHEET -CAMERA SITES FIGURE LAB TESTING BY; LTG .


SAMPLE ll:TAILS CLASSIFICATION TESTS SI£AR

STilEilHH

WlSOl-

IOATICW C04PACTICW CBR Oll£R

. Mox Type c " Mv Cv Type Opt Dry Test CBR BH Depth Type

I .. PI. ll MCV 11 I • • • " Dens- " • No. Description c' p' 1,.2/NN I .;,y, • • • pH S04 ~f f42) I I I ~tool Cloy Silt [so rid prove lkN/•2 114!1,~ I Deg.

[169 1.45 D2 'MADE GROUND Firm brownish grey silty very sandy [82 l3 18 28 7:n U.UI

!clay with occasional thin bands of liaht brown

I si lty sand and traces_ Qf__g_t:_avel 2.00 1 s4 [MAD{ GROUND Liqht tJIQ\'!!1 siltv fine to medium sane [92 15 IN p

!with occasional gravel and thin bands of silty

I very sa;1uy c 1 ay

2.40 1 D5 [MADE GROUND Firm brownish grey silty very sandy 19

!clay with occast()_n~_!hin bands of liqht brown

silty sand and traces of aravel 3.30 D6 MADE GROUND Stiff orevish hrnwn vPrv dltv vPrv 20

sandy (fine) clay with occasional thin bands ot"

grey silty clay 3.4Q U7 As above 96 16 14 32 5. 7 0.03

23 1.9~ . uu ~8 I

3.90 I D9 [As above 99 19 15 38

4.85 Dll [As above 20

5. 70 Dl3 [MAD~ GROUND Stiff qrey and br.illilli sh arev si ltv lOO 21 Ill 51 7.0 o.u~

!clay l'!.ith occasional sand nartinn~ ilnrl trilrP~ of

if] i nt (lr'iiVP 1

5.90 Ul4 [As above 21 [.£-.Q! uu [92

7.85 Dl9 [MADE GROUND Stiff~ bro~>Jn siltv dinhtlv 28 6.2 0.01 . lsandv (fine) clav with nrril~ion;ol hrnwni<h m·"' [silty clay bands.

8.90 I U22 [MADt: GROUND Stiff brownish grey silty clay with lOO 23 [16 46

[occasional thin bands of grey si ltv clav 24 [1. 8( uu [86 5.6 0.04

WlSOLIOA new Oll£R I ... e fOR SAMPLE TYPE CDIPACT ION SI£AR STilEII>TH ~ CCV Cbiilk crushing ulue .......

SEE SI£ET A 5 W Unconsolldoted Undrolned QJ Consolidated Undrolned .., nnd c:, given for first FR Frost susceptibility ... ~

Standard Coalpoction 00 Ditto with p.w.p. -•ur-nt ro Ditto with p.w.p • ..,sur-nt loedlng lncr-nt ebove pH Acidity !il H lleovy Coepoctlon ... (l) Consolidated drained V Y41ne shear ossueed effective overburden St Sulphate .... V Vibratory Coepoction fii Ditto with p.w.p. eeosur-nt s Sheer BoK pressure SG Specitic Gravity N 0\

ID ROL Relotlonship testing

(various moisture contents) SIIC Saturated •oisture content

HOLE NO. 169

PROJEe

M25 HESTON a GODSTONE C.O. ADDITION. - llFIGURE I CAMERA SITES LABORATORY TEST SUMMARY SHEET s LAB TESTING BY: LTG .


SI£AR ~-CDf'ACTl<W CBR On£R S»>PP.E r£TAILS CLASSiflCATl<W TESTS

ST!aON>lH lOATl<W

Max

llH Depth Type

' ' ' I Type c " Mv Cv Type Opt Dry Test C8R pH S04 S04

I 11 PL LL HCV ti V Oena- V s g/1 • Ho • Oescript Ion c' p' 1.,2 j)4N ,.2/y• f42~ f'gt.,l lsorid ~rove ' ~;~ ' ' s I I Clay Silt

lkN/•2 I

Oeg.

!169 9.40 !D24 IMADE GROUND Stiff brown silty sliqhtly sandy I lOO 22 20 I 51

llfine) clay with occasional brown lenses 10.40 IU26 IMADE GRQU~D Stiff brown siltv sliohtlv sandv 1100 24 17 I 52 5.7 0.03

(fine) ~li!'I'I'!Hh lioht arev .;ilt r l;, Jpn<;P<; 23 11.98 uu ~8 /

12.40 IW43 GROUNDWATER 6.4 O.UJ

12.50 ID37 Stiff brown silty very sandy (fine to medium) 41 10 !l7 129 6.5 0.01

CLAY with bands of brown and_ oranqe brown si lty

sand and a little aravel 14.00 D39 Greenish 9rey silty fine to medium SAND 25 9 73 18 6.8 0.02

CD4PACTI<W SI£AR S~l«iltl ca.501.10ATI<W On£R IN§ ... .-FOR SAMPLE TYPE ~ SEE SI£ET,.. ci,solldoted

CCV Chalk crusbin[l. value .. S Stondard Coaopoctlon w UnCOflsolldoted Undrolned QJ Undrolned av end Cv given tor tlrst FR Frost susceptl lllty

w Ditto wlth p.w.p ...... sur-nt Qj Dltto with p.w.p. -sur-nt loedlng lncr-nt above jlH Acldlty I~ ~ H Hoavy Cooopoctlon ...

(l) Consolldated drolned V VAne 5heor essUlDed effective overburden St Sulphate ..... V Vtbrotory Cooopoctlon m Dltto wlth p.w.p. IM>Osur-nt s Sheer BolC SG Specific Grovlty N 0'1

pressure ID

laol Relationship testing (various aoistura contents)

SIIC . Saturated •oisture content

(.!)

:z: t--4

100

90

80

70

tn 60 tn <l: a.. L.U 50 (..!)o <l: I-

Q 40 (_) a: L.U

a.. 30

20

10

r-

r-

r-

r-

.. r-

i-

r-

r-

r-

8S1377: Part 2: Clause 9. 2: 1990 PARTICLE SIZE DISTRIBUTION (WET SIEVING) ----------------------------- -------- ---- ------------ --- -------

I --

~ _,...J ----

I"'~ -

·; -I -

I I -V -

j

/ -

-0. 0001 .001 .01 . 1 1 10 100

CLAY


PARTICLE SIZE - mm


M25 HESTON & GODSTONE C.O. 169 39 14.00

FINE I MEDIUM I COARSE . SAND

FINE I MEDIUM I COARSE I

COBBLES GRAVEL


100

90

80

70

60

50

40

30

20

10

0

M 2.ESTON & GODSTONE C.O. A-ITIONAL CAMERA SITES

' ' ' ·-,

I

I

' I



Crown Copyright Reserved. CAMERA 169 BOREHOLE LOCATION i

" " " " " " " " " "

ea 12622


•

•







Ref. No. 812622 July 1992

•

e

•

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK




FIGURE A FIGURE S PARTICLE SIZE DISTRIBUTION CURVES LOCATION PLAN



CAMERA No. 171



1.0 INTRODUCTION





- 1 -


The site is located adjacent to the anti-clockwise carriageway of the M25 Orbital Motorway at marker post 77/2278 between junctions 10 and 11. It is located near Byfleet.

At this location, the motorway runs on embankment. The boring was carried out in the embankment s 1 ope near the top. (See 1 ocati on plan).

Geo 1 ogi ea 1 records ( BGS 111 to 1 mi 1 e sheet 269) indicate that the Taplow Terrace Gravel overlies Bagshot Beds at the site.

3.0 SITE WORK



The depth of the borehole, the descriptions and depths of the strata encountered and groundwater levels as recorded at the time of boring are given on the appended_borehole record (Figure A).

Representative disturbed and undisturbed samples were taken at the depths shown on the boreho 1 e record. Standard penetration tests (using a so 1 id cone attachment in coarse materia 1) were made in

granular and cohesive deposits to assess the relative density or strength of the material, and the values of penetration resistance (

1 N1 values) are given on the borehole records.



- 2 -


Laboratory testing was carried out on selected samples as instructed by the Engine er, and the results are given on the appended Figure S and graphs. The testing programme comprised:


Bulk densities. Liquid and plastic limits. Particle Size Distribution (sieve and pipette analyses).

4.2 Chemical Analyses 4lt Total (acid soluble) sulphate contents of soil.

5.0

Sulphate content of groundwater.

pH values of soil and groundwater.

REVEALED GEOLOGY

To

TOPSOIL 0.30m MADE GROUND 11.30m OLD TOPSOIL 11. 50m BAGSHOT BEDS over 20.00m

- 3 -





ENGINEER Kennedy & Donkin Power PROJECT: M25 Heston and Gods tone C.O.Additional ~era Sit~ GROUND LEVEL 27.49 m.O.D.


IDATE/TIME DEPTH DEPTH AT OF OF I !:i

DEPTH I CASlNG WATER J·&

27.5.92

GROUND ENGINEERING

TOPSOIL

EXCAVATION METHOD BORING DIAMETER CASING DIAMETER

STRATA

DESCRIPTION

MADE GROUND: Loose brown silty fine to medium sond with some rounded fine to medium flint gravel.

@2.00m, with some bands (5mm to 100mm) of firm light grey silty day and brown sandy clay

@2. 70m, becoming medium dense rust brown clayey fine to medium sand with a little fine to medium gravel

05.00m, with numerous bands of brown silty day locally.

@6.00m, Becoming rust brown clayey fine sand with a little medium gravel

@7 SOm. sand becoming fine to medium, and with coarse gravel to 9.00m.

Cable Percussion 200mm to 11. 70m 200mm to 11.60m

150mm to 20.00m 150mm to 19.90m

COORDIN ~ TES 5054

DATES 27/05/92 28/05/92

I SAMPLING/IN SITU TESTit!Q LAB TESTING

LEG.

~ 27.190 0.30

1 2

3 4 - 5

6

7

8

9

10

11

12

13

14

15

16

17

17.490 10.00

1.00 1.45 g s 1.00 1 50

1.80 g s 2.00 2.45 2.00 2.50 B

2.70 D

3.00 3.45 8 c

3.70 0

4.00 4.45 8 c

4 70 0

5.00 5 45 8 c

6.00 D

6.50 6.95 8 c

7.50 D

8.00 8.45 8 c

9.00 D

9.50 9.95 8 c

8 i.1

10

15 .1

14

21

26

79

15

6.6

5.6

5.9

so, 7.

0.01

0.01

0.01

5.5 0.01

5.3 0.01

HOLE NO.

BLOWS

SPT/CPT

1.1.2,1,2.J

1,1.2,2,3.3

2,2,3,3.4,5

1,2,3,J,J,5

3,4, 4.~.5. 7

.l.S,5,6,7,8

7,11,1l,19.2.l.H

2,J,.l,l,5,4

171

A

of 2

OTHER TESTS/NOTES

!Boring cc · out on a !P.!a!form o 60m high. :wo1er from i. :70m.·-13.40m. urou!'~~o<er was struck

,.;-i·13.10m, rose to 13. oom in 20 min .• and sealed at 14.00m; ~:~u~.'" .. ':"'":'. was again s<ruc• at 15.60m and ~i~e to 13.00m In 20

WATER PIEZOMETER Upper Seal SAMPLE AND o TEST s KEY. w

~ Rotary core --. recovery to scale V lnsitu vane test


Natural Remould

Deportment of Transport 1 .. ~ ? ~

1--first watet "'lrike 2--Subsequent water strikes 3-

'SZ Highest water level in open hole

SID (c) 1990 MZ Associates Ltd

Response length

Lower Seal u p




Piston sample



K Permeobilit y test


26/150, blows for 150mm. drive after seating 26•, blows for port or wh'ole of seating drive only (26) Undisturbed sample blow count

Cr Core recovery % ROD Rock quality

design a lion <425 Sample 7. passing

425/'m sieve

TCC Division

Bristol I~ ~ 0 ,.. .... 1'\)



DAlE/TIME DEPTH DEPTH

GROUND ENGINEERING

PROJECT: M25 Heston and Godstone C.O.Additionol Camera Sites GROUND LEVEL 27.49 m.O.D. HOLE NO.

EXCAVATION METHOD Cable Percussion COORDINATES 5D541 16241 FIGURE BORING DIAMETER 200mm to 11.70m 150mm to 20.0Dm CASING DIAMETER 200mm to 11.60m 150mm to 19.90m DATES 27/05/92 28/05/92 SHEET

STRATA SAMPLING/IN SITU TESTING LAB TESTING .l.T OF OF ~

DEPTH CASING WATER "Q. DESCRIPTION LEG. LEVEL DEPTH DEPTH TYPEbLOWS m 0.0. m No. m P'

%< w 25 %

PL LL % %

~ Cu pH

Ma/n1 kN/rri so, 7.

so, g/1

BLOWS

SPT/CPT

11.70 28.5.92

20

WATER

11.60 11.60

13.60

DRY DRY

1~

1J.20

15.00 13.90

2.-

16.50 14.00

18.00 14.30

MAD£ GROUND: Uedium dense rust brown fine to medium sand with occasional grovel.

' -::O_LO_r_o_p_s_Ot_L_:--,O,..:a,-rk_b_ra_w_n,--a_n_d--::-gr_e_e,_n_c_l_a_ye,-:-y-s-an:::d-:-:-:;:----'/ m \_with occasional grovel. . ;,':._~:'.'-'~ \ Green, grey and brown clayey fine to medium SAND

1 \ with o little medium grovel.

Very dense brown subongulor fine to coarse GRAVEL with much fine to medium sand and occasional bonds at brown clay.

Stiff dark grey-green very (fine) sandy CLAY with occasional coarse grovel near top

Stiff dark grey silly CLAY with occasional light grey silt lenses.

Very dense dark grey and green sli9htly clayey silly fine SAND.

016. 90m, sand fine to medium locally.

017.40m, with occasional grey day bands locally.

,.'- ·.:.....

~-~

~ )<:"" , ...

:......:..:

.. .:.......,.. ...........

~.·:~ ~/t.

~·

.·:·)<:·. '.

~··~

:.~A 19.50

20.50

16.30 ~· .......

15.70~~--------------------------------------------4-~~:~··.:~:· ....... ~:~~:·

17.490

16.190 15.990 15.790

13.690

12.290

11.890

7.490

10.00

11.30 11.50 11 70

13.80

15.20

15.60

20.00

18

19

20

21

2J

24

25

26

27

28

29

30

31

32

10.70 0

11.00 11.45 B S

11.50 11.95

12.50

1H8 1 3.4~

13.80

14.40 14.8

15.20

15.60

15.90 16.3~

16.90

0

D

~c

D

0 c

D

0

0 c

0

17.40 17.8~ 0 s

18.40 0

18.90 19.35 0 s

20.00 D

28

53 14

74 12

22 100 20 17

100 25 25

66 22

62

65

PIEZOMETER l_. First water strike

~ Upper Seal SAMPLE AND o TEST B

KEY. w




~ Rotary core -. recovery to scale BLOWS N = N value

26/150, blows for 150mm. drive after seating 2-- Subsequent water strikes

3-



D Response length

~ Lower Seal u p

V lnsitu vane test



26•, blows for port or whole of seating drive only (26) Undisturbed sample blow count

5.3

38 5.1

52 4.8

4.6


Natural Remould



425JJm sieve

0.02

0.01

0.04

0.05

0.08

l,4,4,6.8,10

3.o.e,lt,1~.2t

0.20 11,14,14,18,1i.2l

2.l.4.~.6. 7

6,7,1 .. ,17,17,18

S.,g,ll,l6,16,1i

3.8.12.15,16,22


TCC Division

Bristol

171

A

2 of 2

OTHER TESTS/NOTES

(J) :r

n:I:::J 0 ....

....

e 1 M25 HESTON a GODSTONE C.O. ADDITIONAL e e HOLE NO .•

PROJECT: : CAMERA SITES LABORATORY TEST SUMMARY SHEET FIGURE s LAB TESTING BY: LTG .

~~gr:E~RINC , SHEET 1 OF 1 SI£AR OK;OL-

CBR Oll£R SNIPLE D::TAILS CLASSIFICATICH TESTS COIPACTICH STREta;TH IDATICH

Max lli Depth Type s s s s Type c " Mv Cv Type Opt Dry Test C8R s If Pl. LL MCV H If Dens- If • No, Oescr lpt Ion c' p' la2JHN 1-2/yt :.:425 ~1-' Is arid brave I s s s pH S04 S04 s s s Clay Slit lkN/~2 .~i;, Oeg.

" g/1

171 1.00 IDl MADE GROUND Brown siltv fine to medium sand with 6 .. 1 6:6 o:i)l some rounded fine to medium flint gravel

1.00 182 As abov• 10 78 T2

2.00 ID4 As above, but with some bands of firm liqht qrev 12 s:fi -o.ol siltv clav and brown sandv clay

3.00 IB7 MADE GROUND Rust brown clayey fine to medium 9.1 5.9 0.01

sand with a little fine to medium qravel 5.00 Bll As above, but with numerous bands of brown silty 16 5.5 0.01

clav. 8.00 rBi5 MADE GROUND Rust brown clayey fine to medium 11 10 6 61 23 5.3 0.01

sand with coarse qravel. 11.5() ID20 Green, grey and brown .;1 ayey fine to medi urn SAND i4 5.3 0.02

with a little medium aravel -13:00 1822 Brown fine to coarse GRAVEL with much fine to 12 6 31 63 6.3 0.01

medium sand and occasion;] bands of brown clay. l3~0 IW33 GROUNDWATER 5.0 0.20

14.40 1024 Stiff dark grey-green very (fine) sandy CLAY. I lOO 20 17 38 5 l 0.04 -

-15To fD25 Stiff dark grey silty CLAY IJOO 25 25 52 4.8 U.U!>

15.90 ID27 Dark grey and green sii9htly clayey silty fine 22 4.6 0.08

-· SAND - -

SI£AR STREt«;TH OK;OLIOATICH Oll£R = ... e FOR SN4Pl.E TYPE fXM>ACTICH ~ CCV Chalk crushin'l value ~m

SEE SI£ET A S Standard Cotapactlon W Unconsolldated Undralned QJ Consolldated. Undralned 11y and ey given tor first FR Frost susceptlblllty ...

~ iii Ditto with p.w.p. -sur-nt Cii Ditto with p.w.p. -surement loedlng lncr-nt above Pi Acldlty 0 H Heevy Cotapactlon ... "' CO Consolldated drained V Vane shear assullled effective overburden St Sulphate

' V Vibratory Cotapactlon Cii Ditto with p.w.p. 118asur-nt S Shear Box pressure SG Spec If le Grav lty ~

~ ::::! REL Relationship testing (v8rlous JDOisture contents)

SIIC Saturated •oisture content

BS1377: Part 2: Clause 9.2: 1990 PARTICLE SIZE DISTRIBUTION (WET SIEVING)

(.!) z 1-i

100

90

80

70

(f) 60 (f) <(

0..

L1J 50 (.!) <( I-

rE 40 u a: L1J

0.. 30

20

1-

1-

-

-

-

-

-

-

-0. 0001 .001

CLAY


. ~

11

J V

I I r

7 /





1---' V

~ -

-

-

-

-

-

-

-

-10 100


GRAVEL


100

90

80

70

60

50

40

30

20

10

0

BS1377: Part 2:Clause 9.2 & 9.4 PARTICLE SIZE DISTRIBUTION (WET SIEVING AND PIPETTE SEDIMENTATION)

(.!) :z 1----1

90

80

.70

en 60 en <(

a. UJ 50 (.!) <( 1-

~ 40 u a: UJ

a. 30

20

10

r-

r-

r-

r-

r-

r-

r-

-

--

0.0001 .001

CLAY


~ ~

V

1/ I

/ 11

11 --.01 . 1 1

PARTICLE SIZE - mm

FINE l MEDIUM I COARSE SILT

M25 HESTON & GODSTONE C.O. 171 15 8.00-8.45

FINE T MEDIUM T COARSE SAND

V

1--' l/

V .

~ -.

-

-

--

-

I -

10 100


GRAVEL


100

90

80

70

60

50

40

30

20

10

0

BS1377: Part 2: Clause 9.2: 1990 PARTICLE SIZE DISTRIBUTION (WET SIEVING) 100

90

80

70 t-i

c.n 60 c.n < Cl..

UJ 50 (.!)

< 1-

~ 40 u a: UJ

Cl.. 30

20

10

-

-

r-

r-

-

r-

r-

0. 0001 .001

CLAY


/ V

...... ~

/ V

I-'

~

.01 .1 1 PARTICLE SIZE - mm

FINE j MEDIUM j COARSE SILT



V I

~

I ~

I ~

I -

I ~

V~ -/

V --

-10 100


GRAVEL


100

90

80

70

60

50

40

30

20

10

0

M 25 tJSTON & GODSTONE C.O. A.IONAL CAMERA SITES

lo

:tll ~!1..

-: :: :::: :: : =




'I .. . ~

I i . I

' ' ' ' --·.,

I

' - J

06

CAMERA 171 BOREHOLE LOCATION I

' . -, I

I

' '-'

11

" " 'I

" " " " .. : ......... ' :~~d ' '- ;;-n.., ' Airfield • • V : (disused) ~ : __ 0 ' .... -.-

10,000






ADDITIONAL CCTV CAMERA SITES CAMERA No. 24 7


Ref. No. 812622 July 1992

e

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK




FIGURE A FIGURE S PARTICLE SIZE DISTRIBUTION CURVES

~ LOCATION PLAN



CAMERA No. 24 7



~ 1.0 INTRODUCTION

July 1992

At the request of Kennedy and Donkin Power Limited, Consulting Engineers to the Department of Transport, TCC Division, Bristol, a ground investigation was carried out at marker post 19/000A, at the




- 1 -


The site is located adjacent to the west bound carriageway of the M4 Motorway at marker post 19/000A between junctions 2 and 3. It is

located ·near Heston

At this location, the motorway runs on embankment. carried out in the verge on top of the embankment. p 1 an).

The boring was (See 1 ocati on

Geo 1 ogi ea 1 records ( BGS 111 to 1 mi 1 e sheet 270) indicate that

Terrace Gravel overlies London Clay of Eocene age at the site.

3.0 SITE WORK





Representative disturbed and undisturbed samples were taken at the depths shown on the boreho le record. Standard penetration tests were made in granular and cohesive deposits to assess the relative density or strength of the material, and the values of penetration resistance ( 1 N1 values) are given on the borehole records.

The ground level relative to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record. The co-ordinates were sealed from 1: 10,000 Ordnance Survey sheets and are accurate to the nearest 10 metres.

- 2 -


Laboratory testing was carried out on selected samples as instructed by the Engineer, and the results are given on the appended Figure S and graphs. The testing programme comprised:

4.1 Classification Tests Natural moisture contents. Liquid and plastic limits.

Particle size distribution (sieve analysis).

4.2 Chemical Analyses Total (acid soluble) sulphate contents of soil. Water soluble (in 2:1 water:soil extract) sulphate contents of soil. Sulphate content of groundwater.



MADE GROUND

TERRACE GRAVEL LONDON CLAY

To

6.00m

12.70m over 13.00m

- 3 -





ENGINEER: Kennedy &c Donkin Power PROJECT: M25 Heston and Godstone C.O.Additional Camera Sites GROUND LEVEL 33.80 m.O.D.

LOGGED BY: EXCAVATION METHOD Cable Percussion

FIELDWORK BY: GROUND BORING DIAMETER 150mm

LAB. TESTING BY: ENGINEERING CASING DIAMETER 150mm to 12.60m


20/05/92 19/05/92 DATES

DAff/TIUE DEPlli DEPlli '---------------------S~T~R~A~T~A----------~---.-----.----~S~A=M~P~LI~N~G~/IIN~S~IT~U~TE~S~T=IN~G~--r--r~.-~-L_A_Br-T_ES_T~I_N_G-T----.-~ AT OF OF o-i r

DEPlli CASING WATER ·a DESCRIPTION LEVEL DEmPTH No. DEPTH TYPEhLOWS %< W PL LL ~, , C~ , pH

19.5.92

1.50 DRY

2.00 DRY

2.50 DRY

3.00 DRY

TOPSOIL

MADE GROUND: Stiff, brown silly day with much fine to coarse flint grovel and abundant roots and rootlets.

MADE GROUND: Stiff brown silly very sandy (fine to medium) cloy with much fine to coarse flint gravel and traces of fine rootlets.

MADE GROUND: Black osh and clinker, with a [\ little fine to coarse grovel size brickwork 1 \ fragments. some pottery and gloss shards.

MADE GROUND: Brown silly sandy clay with much fine to medium angular and rounded flint gravel and some block ash and clinker.

I

LEG. m O.D. m P' 25 % % % Maim kN trrt

33.300 0.50 0.40 1.00 B 9.9

1.00 1.45 u 32.600 1.20

B s 8.1 1:38 9 1.95

- 5 2.00 2.45 u 31.550 2.25

31.300 2.50 36 12

X 8 3.00 3.45 u

8.0

5.3

so,

" 0.01

0.01

SO, g/1

HOLE NO.

FIGURE

SHEET

BLOWS

SPT/CPT

3.2.2.3.2.2

5,8,0,12,10,0

MADE GROUND: Brownish grey and black sijty clay with some ash and clinker, o little fine to

3.45 fo 57 15 7.6 0.62 2.03 4,3,0,10,10.17

5.00 DRY

6.00 DRY

7.50 3.10

8.00 2.40

medium flint gravel, a little sand to fine I\ gravel size brickwork fragments. some pottery 1 \ and gios• shard•.

MADE GROUND: Brownish grey, block and brown silty very sandy cloy with some fine to medium flint gravel, brickwork fragment., pottery and gloss shards and frequent fine rootlets.

)< )<

~ MADE GROUND: Stiff grey very silly slightly :ii sandy (line) cloy with o little fine to medium f-'-. · .;-flint gravel, very occasional fine rootlets and X _ X.

~tr~o~c~e~s_o_f __ br_ic_k~w~o~rk~f-ra~g~m_e_n~t_s_. __ ~~~~~--------J'/ l~ • .; .• _. Stiff brown mottled orange brown silty slightly i "';·~·/ .. sandy CLAY; with much coarse sand to medium . " .•.• · 1·.•

flint gravel and occasional fine rootlets. i ·~·~~··· Very dense brown fine to medium angular to · "· •· •. ,·.· subrounded flint GRAVEL with some medium to t ·~·~· •. • .. coarse flint sand, and occasional silty clay ........ ,·.·

lenses. i ·-·~~-· ..

Mealum dense brown fine to coarse SAND with some fine to medium angular flint grovel and a little coarse sand to fine grovel sized fragments of rounded chalk.

(Continued ...... )

......... ·.• i .... '!~··· '"········· .,. •. 1!·/. ·r..·.···.·

~:~x~:::~ . .. ~:~ .. ~~ ... ~·:.~:·~

29.800

27.950 27.800

27.300

24.800

4.00

5.85 6.00

6.50

9.00

11

12

13 14

17

18

19

20

4.00 4.45 B C

5.00 5.45 B C

5.85 6.00 6.45

7.50

8.00 8.45

9.00

9.50 9.95

D u

D

B C

0

B C

73

30

24

8.11,2.).30,11,1

7.7 0.21 12,1t,12,1,e,~

6.9 0.01

0.02 0.22

:50/100mm,00/3!lmn

3.4 6.5 0.02 31/150mm.80/150m

18 7.0 0.01 .1.4,5,1,7.1

247

A

1 of 2

OTHER TESTS/NOTES

An Inspection pit was dug from ground level to 1.0Dm. Water was added from 7. DO to 12. ODm to assist boring.

(/) :r SAMPLE ~ Rotary core V Vane strength kN/m 2

?l ~ ~ Deportment of Transport AND recovery to scale BLOWS N = N value lli!.!!!r9L.

ITl ITl

WATER ~Upper Seal PIEZOMETER 1--first water strike 2-- Subsequent water strikes 3-


SID (c) 1990 MZ Associates Ltd

EJ Response length

~Lower Seal

D

TEST B

KEY. w u p

Small disturbed sample V lnsitu vane test

Bulk disturbed sample s Standard penetration Water sample Undisturbed sample

c Cone penetration test

Piston sample K Permeability test


26/150, blows for 150mm. ...

Remould TCC Division -1

drive after seating Cr Core recovery ?. test Bristol

D > ..J. 26•. blows for port or ROD Rock quality .... whole of seating drive only designation 1\) (26) Undisturbed sample <425 Sample ll: passing blow count 4251-'m sieve


LOGGED BY: GROUND

EXCAVATION METHOD Cable Percussion COORDINATES 51325 17799 FIGURE FIELDWORK BY: BORING DIAMETER 150mm

LAB. TESTING BY: ENGINEERING CASING DIAMETER 150mm to 12.60m DATES 19/05/92 20/05/92 SHEET

DATE/TIME DEPTH DEPTH STRATA SAMPLING/IN SITU TESTING LAB TESTING BLOWS AT Of OF ... LEVEL DEPTH DEPTH ?.< w PL LL Ma~rr ~frrt DEPTH CASING WATER .!! DESCRIPTION LEG. No. TYP E~LOWS pH so, so, SPT/CPT

!1:25 Q. m O.D. m m % -

( .... cont.) =:~-~;::·:r.~ 1D.50 10.50 7.45 21 10.25 D

::_.~·:.··.:·.· 22 10.50 10.9 B C 35

19.5.92 10.50 6.40 :~·:·.' .. _:;.:_: .·:.· .. ·:. -

::-::<·~_:;.:

I~:::_.~·._-:-\ 22.000 11.80 24 11.80 D 85 22

12.00 4.25 Stiff brown silly CLAY with a little fine to x - 25 12.00 12.4 B C 26 coarse flint grovel. -x 21.500 12.30 Brown fine to medium SAND and angular to ~ subrounded fine to coarse ftlnt GRAVEL. ~ 21.100 12.70 26 12.70 D Stiff grey slily CLAY with occasional light x -

27 13.00 13.5( B 99 26 brown lenses. -x --

X -x fx_-;; 28 13.50 13.9 u

fx --x JO 14.00 14.4 D s 24

fx_-;; fx --x

At 15.00m with occasional sand size selenlt~ 'x -15.00 12.60 DRY crvstals. f.:..=.-ls 18.800 15.00 l1 15.00 D

-WATER PIEZOMETER 1-..First water strike 2-Subsequent water strikes 3-+

~Upper Seal SAMPLE AND o TEST B

KEY. w


'\i Rotary core recovery to scale BLOWS N = N volue

26/150, blows for 150mm.

sz Highest water levet in open hole


EJ Response length

~Lower Seal u p

V s c K

PR

lnsitu vane test Standard penetration test

drive after seating 26•. blows for port or

Cone penetration test whole of seating drive only Permeob~ity test {26) Undisturbed sample Pressuremeter test blow count

% % kN " g/1

Z.4,'-t,1,10

26 72 7.0 0.01 2.3,1,5,7,1

24 71 7.5 0.02

4,4,5,~7.7

V Vane strength kN/m 2 Deportment of Transport

~ Remould TCC Division

Cr Core recovery % Bristol ROD Rock quality

designoti011 <425 Sample ~ passing

425pm sieve

e 247

A

2 nf ?_

OTHER TESTS/NOTES

"' :!!

~ :J: p "' "' N-1

~ ~ D )> ..... -..J N

e \ M25 HESTON a GODSTDNE C.O. ADDITIONAL e e HOLE NO. • PROJECT: ! CAMERA SITES LABORATORY TEST SUMMARY SHEET FIGURE s LAB TESTING BY: LTG

~~sr:E~RING 1 SHEET 1 OF 1 SH:AR lnlSOL-

COli' ACT I a. C8R On£R SAMPlE 11: TAILS CLASSIFICATia. TESTS STREhGTH JDATia.

Max llH Depth I Type s s s s Type c 11 Hv Cv Type Opt Dry Test C8R s 11 PL ll MCV H 11 I Dens- 11 • No. Oescr lpt Ion c' p' 1.,2/MN 1.,2/yl s s pH so4 sof f425 ftgt-' Clay I sa rid ~ravai I s I s Silt

,kN/•2 IMg,~ Deg. % g/

1247 0.40 IBl I MADE GROUND Stiff brown si lty c 1 ay with much 19.9 s:-o D.OT

i flint grave 1 • ·l.45 lo3 IMADE GROUND Stlff brown silty very sandy (fine 18.1 5.3 0.01

I to medium) clay with much flint qravel 2.45 ID6 !MADE GROUND Black ash and clinker with brick, 7-:7 T.liU I . tits

!pottery and glass.

2.50 IB7 MADE GROUND Brown silty sandy clay with much 112 7:5 0.44 1.65

flint grave 1 and some ash and c 1 i nker. 3.50 IB10 MADE GROUND Brownish grll.}'-_~11<! black si ltv clav 15 7.6 0.62 2.03

With some ash and clinker flints brick, pottery

land glass

5.00 B12 MADE GROUND Brownish grey, black and-brown silty 7~7 IJ:zT I very sandy clay with some flints, brick pottery

land glass 5.85 013 I MADE GROUND Stiff grey very sil ty s 1 i ght ly sandy 6.9 O.OT

(fine) clay with a little flint gravel and brick 1 fragments

6.40 lw23 lr::ciniiNOWATER 6.5 0.22

6.45 ID15 !stiff brown mottled orange brown siltv sliqhtly 5.8 0.02

sandy CLAY with much f1 i nt grave 1.

8.00 IB18 !Fine to medium flint GRAVEL with some medium 13.4 1 18 81 6.5 0.02

lto coarse sand 9.50 IB20 I BrQWTl fi n,e to .coarse SAND with some fine to 18 5 75 20 7.0 ~.01 . !medium flint gravel and occasional chalk f~agment5

11.80 ID24 !Stiff brown silty CLAY with a little flint gravel 185 22 ~6 172 7~0 ([(jj

13.00 IB27 Very stiff fissured grey silty CiJi.Y 199 26 124 171 7.5 0.02

9£AR STREhGTH lnlSOLIDA na. On£R

= ... 2 FOR S.IMPLE TYPE CDIPACTia. ~ CCV Chalk crushing value .... ~ SEE SH:ET A S Standard Coaopactlon W Unconsolidated Undralned CU Consolidated Undralned Dv and Cv g lvan for f1 rs t FR Frost suscaptlbllity

~ H Heavy Coapactlon W Ditto with p.w.p. -surement Cii Ditto with p.w.p. _.,surament loedlng lncr_,nt above lfl Acidity ~ "' CD Consolidated drained V Vane sheer assumed effective overburden St Sulphate V VIbratory Coapactlon iD Ditto with p.w.p. ~~easuretDent S Shear Box SG Specific Gravity

.... I~ pressure

REL Relationship tasting (various moisture contents)

SRC Satur[ated .. isture content

100

90

80

70 1--1

(f) 60 (f) ~ a.. lJ..J 50 (!)

~ ...__

Q 40 u a: lJ..J

a.. 30

20

10

-

-

1-

1-

1-

1-

BS1377: Part 2: Clause 9. 2: 1990 PARTICLE SIZE DISTRIBUTION (WET SIEVING) ----------------------------- -------- ---- ------------ --- -------

V -I -I

I -

I -

V --

11 'I

I -V

/ -V -

/ ,....~--' -.......

0. 0001 .001 .01 . 1 1 10 100

CLAY


PARTICLE SIZE - mm


M25 HESTON & GODSTONE C.O. 247 18 8.00 - 8.50



GRAVEL


100

90

80

70

60

50

40

30

20

10

0

100

90

80

70

1---i

(./) 60 (./) <(

a.. lJ.J 50 (.!) <( I-

rE 40 u a: lJ.J

a.. 30

20

10

r-

~

r-

~

-r-

r-

--

-G

.0001 .001

CLAY


/ 11

I

I I

V

V ~


FINE I MEDIUM I COARSE FINE I MEDIUM I COARSE SILT

M25 HESTON & GODS TONE C. 0. 247 20 9.50

SAND

100 V

/

90

80 V

v"' -/

-70

-60

50 -

40 -

30 -

20

10 -

10 100 0


GRAVEL


M 25 .TON & GODSTONE C.O. ADJttlONAL CAMERA SITES




- -------~- -------------


Scale : 1 10,000








Ref. No. 812622 July 1992

C 0 N T E N T S

1.0

2.0

3.0

e 4.0

5.0

FIGURE A

e FIGURE B FIGURE S

INTRODUCTION

SITE DESCRIPTION AND GEOLOGY

SITE WORK

LABORATORY TESTING

4.1 Classification Tests 4.2 Strength Test 4.3 Chemical Analyses

REVEALED GEOLOGY

PARTICLE SIZE DISTRIBUTION CURVE LOCATION PLAN

-4-

4lt DEPARTMENT OF TRANSPORT TCC DIVISION, BRISTOL


CAMERA No. 256



4lt =l.:....:O;.______;I:..:..:N~TR=O=D=UC::..:.T-=-IO=N

July 1992



ground investigation was carried out at marker post 23/lOOA, at the




requested.

-1-

~ 2.0 SITE DESCRIPTION AND GEOLOGY ~~--~~~~~~~~~~~~~

The site is located adjacent to the west bound carriageway of the M4

Motorway at marker post 23/lOOA between junctions 3 and 4. It is located near Hayes Town and east of Harlington Bridge over the M4.

At this location, the motorway runs at grade. The boring was carried out in the verge. (See location plan}.

Geological records (BGS 1" to 1 mile sheet 287) indicate that Brickearth and Terrace Gravel overlie London Clay at the site.

3.0 SITE WORK

The site work was carried out on 1st June 1992.





Representative disturbed and undisturbed samples were taken at the depths shown on the borehole record. Standard penetration tests were made in granular and cohesive deposits to assess the relative density or strength of the materia 1, and the va 1 ues of penetration

resistance ('N' values) are given on the borehole record.

The ground level relative to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record. The co-ordinates were sea 1 ed from 1:10,000 Ordnance Survey sheets and are accurate to the nearest 10 metres.

-2-

e ...;..4.;;..;;. 0~-=LA=B;.;;.ORA=..;..;;.T;.;;.OR;.;..;Y'---'-'TE=S;...;..T=IN.;;..;;.G


by the Engineer, and the results are given on the appended Figures B and S and a graph. The testing programme comprised:

4.1 Classification Tests Natural moisture contents. Bulk density.


4.2 Strength Tests 4lt Undrained triaxial compression test on a single 106mm diameter

specimen, at a nominal rate of axial strain of 2% per minute.

e


5.0

Total (acid soluble) sulphate contents of soil. pH values of soil.

REVEALED GEOLOGY

To

TOPSOIL O.lOm BRICKEARTH 1.40m

TERRACE GRAVEL 6.85rn

LONDON CLAY over 10.95m

-3-





ENGINEER: Kennedy & Donkin Power PROJECT: M25 Hest on and God stone C.O.Additional Camera Sites GROUND LEVEL 25.66 m.O.D. HOLE NO. 256

LOGGED BY: EXCAVATION METHOD Cable Percussion COORDINATES 5D924 17633 FIGURE A FIELDWORK BY: GROUND BORING DIAMETER 150mm

LAB. TESTING BY: ENGINEERING CASING DIAMETER 1'50mm DATES 01/06/92 01/06/92 SHEET 1 of 2

DATE/TIME DEPTH DEPTH STRATA SAMPLING/IN SITU TESTING LAB TESTING BLOWS OTHER TESTS/NOTES AT OF OF N LEVEL DEPTH DEPTH %< w PL LL Ma~rr ~lrrf so. so,

DEPTH CASING WATER .!! DESCRIPTION LEG. No. TYPE ~LOWS pH SPT/CPT

<>. m O.D. m m 25 % % % kN 7. g/1

1.6.92 I\ TOPSOIL t-;•-25.560 0.10 Inspection pit dug to

1 0.30 0.70 B 6.5 7.9 0.01 O.SOm, probing to O.BOm. Soft to flfm brown sandy CLAY and suban9ulor - . Water added 2.10-4.00m. fine to coarse flint GRAVEL. ~-;·- Groundwoter encountered

~ 24.860 0.80 ~ 8:R8 B. at 3.10m, no rise in 20

Stiff mottled brown and grey silly CLAY with 7 - 1.25 100 21 17 41 2.03 111 6.6 0.01 mins, sealed off at

occasional fine flint grovel. 7.00m.

-x i U8 1.75 B s 1.3 14 6. 7 0.02 1/150,1.3.4.5 U100• No cutting-shoe

~ 24.260 1.40 - sample.

Medium dense rounded to subongulor fine to medium flint GRAVEL in firm light grey silly I "".a;. cloy. ~-·· • ... _!_ 23.560- 2.10

2 . .30 2.00 Medium dense brown medium to coarse SAND and ~ 7 2 . .30 2.75 B C 27 .3.5 8.1 0.01 3,3,4, 7.8,8

subangular fine to coarse GRAVEL. .. :~~.--.~~

~1~! 8 3.00 - D 1--

B C .3 . .30 2.80 At .3 . .30m mainly SAND with some gravel . 9 3 . .30 3.75 16 2.3,3,3.4,6

~~~l 10 4.00 - 0

4 . .30 3.10 At 4 . .30m SAND and GRAVEL. 11 4 . .30 4.75 B C 16 1.3,3,4.4,5

:~{'~-~~ 12 5 . .30 - D

5.80 .3.10 At 5.80m becoming slightly silly. .. ::·_ ..... ~~. ·':··:•:~

13 5.80 6.25 BC 25 2.3.4.6.7.8

.. :~.-... ·:~:..

. ':•: ... ~ .. ::·.-.. ~~.

~ lg9l8 gss 7.00 6.95 \ Firm to stiff brown CLAY. I 'x-_ jg ~:88 7.45 B

Stiff grey-brown closely fissured silly CLAY. -x 'x - 19 H8 - B s -x 7.95 13 2,2,2.3,4,4

1-x --x

x --x 18 8 . .30 - D

x - 19 8.50 8.95 u -x x -

At 8.95m becoming brown-grey, with a few lenses of -X ~? 8:88 9.45 B s 23 silly fine sand. x - 2,4,4,6,6,7

-X

x - 22 9.50 - 0 -x

lx -- 15.660 10.00 23 10.00 10.4~ u

WATER PIEZOMETER ~ SAMPLE V Vane strength kN/m 2 "' ..,

~ Upper Seal ~ Rotary core Deportment of Transport I ?i

AND recovery to scale BLOWS N = N value Natural IT1

1--.first water strike 0 Small disturbed sample 26/150, blows for 150mm. .... ~

D Response lenqth V lnsitu vane test Remould TCC Division m~ 2--. Subsequent water strikes TEST B Bulk disturbed sample s Standard penetration

drive after seating Cr Core recovery ?. a ,. w Water sample

test 26•, blows for port or ROD Rock quality Bristol .... en 3- ~ KEY. Lower Seal u Undisturbed sample

c Cone penetration test whole of seating drive only designation 1\)

sz Highest water level in K Permeability test (26) Undisturbed sample <425 Sample 7. passing open hole

p Piston sample blow count 4251'm sieve PR Pressuremeter test

SID (c) 1990 MZ Assoc1otes ltd

ENGINEER: Kennedy &c Donkin Power


DATE/TIME DEPTH DEPTH AT OF OF ..;

GROUND ENGINEERING

PROJECT: M25 Heston and Godstone C.O.Additional Camera Sites GROUND LEVEL 25.66 m.O.D. HOLE NO.

EXCAVATION METHOD Cable Percussion COORDINATES 50924 17833 FIGURE BORING DIAMETER 150mm CASING DIAMETER 150mm DATES 01/06/92 01/06/92 SHEET


DEPTH %< w PL LL LEVEL DEPTH DEPTH CASING WATER .!!

DESCRIPTION LEG. No. TYPE Q. m O.D. m m ~LOWS 25 7. % 7. Ma~~ ?!rrt pH kN

so,

" so, g/1

BLOWS

SPT/CPT

Stiff to very stiff brown-grey fissured silly f)( - 15.660 - 10.00 23 10.00 10.4~ u CLAY. -x ~~ l8:~a lo.9~ B s f)( - 24

10.95 7.00 DRY ~ 14.710 10.95

-

-

-

WATER l ..... first water strike

PIEZOMETER ~ ~Upper Seal SAMPLE \ Rotary core

BLOWS N = N value AND D Small disturbed sample recovery to scold

26/150, blows for 150mm. 2--Subsequent water strikes 3--


SID ( c} 1990 MZ Assoc1ates Ltd

[J Response length

~Lower S.ol

TEST KEY.

8 Bulk disturbed sample w Water sample u Undisturbed sample p Piston sample

V lnsitu vane test s Standard penetration test

drive after seating 26•, blows for part or

c Cone penetration lost whole of seating drive only K Permeability test (26) Undisturbed sample

PR Pressuremeter test blow count

2.4,4,5,7,8

V Vane strength kN/m 2 Deportment of. Transport .!!9.!l!r£L

Remould TCC Division Cr Core recovery X ROD Rock quality Bristol

des1gnotion <425 Sample :'l passing

425pm slave

256

A

2 of 2

OTHER TESTS/NOTES

Ul :!l

~ ::z: p ,.., N~

~~ D )> ..,. N

.25 HESTON CAMER .. ES

HOLE NO.

PROJECT: a GOD STONE C.O. ADDITIONAL e [FIGURE B

TESTING LTG SHEAR STRENGTH/CONSOLIDATION TESTS

BY: GROUND !sHEET ENGINEERING

I OF I

SN-4Plf + SI£AR STI£1G1H ~1n.

~~~:~~~: r~"'"2' Stroi• lnltl~l c p Type Cy NJTES

SPECIMEN ctSCRIPTICtl + ot c 11 Pressure M,.

O..pth Type & o} ~ toi ~ur< 11 11 of Properties et Increment M vs Cvs

. ,,., Nu..t>ar J Hgj.,l I kNf,.:l Pegrees s~~ kN/,.2 ,.2/)4N ,.2jyr

Stiff mottled brown and grey silty CLAY 111 . - uu 0.80 U3 with occasional fine flint gravel. 11; --------- J

50 111 116.8 20 2.03 "'t --------- s

r--- r--- '----------------- eo --------- ----------Ill lnltiall -- -Hg/.;.

SG ------ 0Assua>ed

a."--------- kN/,.2

11; --------- s lit --------- s e, ---------

~-- r--- f---------------- llllnitioll - -Hilt• ----------SG ------ 0Assullle<l

0

a;"--------- kH/,.2

Ill --------- s ..

lit --------- s . eo ---------

r--- r--- '------------- --- ----------lj( lnitiall ----Hg/,.J

SG ------ 0 Assuaed

0Ho.a~u·~

o; -------- -kH/.2

11; --------- J

lit --------- s t

e, ---------1--- --- ---------------- Ill Initiall --·-Hg/,.J - - ---- ·:-- --

SG ------ 0 Assumed I"' I

o;" --------· kN/m2

11; --------- s lit --------- s e, ---------

f--- 1--- f- - - -.- - - - - - - - - -- - Ill lnitiall ----Hg/,;. ----------SG ----~- 0 Assu-

0-nuo .. g,' --------- kN/,.2

FOO SHIPl£ nf'f W - Unconsolidated Uodrol<>ed V - V"'ne sheor •-§ ~ g:~ SEE SI£ET A

. Allow 2 lines tor consolid4tion test. llJ - Ditto with p.w.p. -sur-nt s - Sheor box e, Fint~l void ratio for each incra.ent ~ CD - Consolidated Drained l!i - Ditto with p.w.p. aeasur-nt . . Denote swelling values with asterisk l!il

Cl rs gj - ~nsolidated Undroined a; AssuCDed effective overburden pressure -

- itto with p.w.p .... asur-nt

! HOLE NO. 256

PROJECT:-

M25 HESTON 6 GODSTONE C.O. ADDITIONAL

tlltABORATORY TEST SUMMARY SHEET e --· CAMERA SITES FIGURE LAB TESTING BY: LTG

~~&r~E~RING 1 SHEET 1 OF 1

SN4Pt.E r::.;TIIllS CLASSIFICATlal TESTS SI£AR

STR:N>lll

COOSOL-IOIITIOH

ID4PIICTIOH CBR OnER

Max

I3H Depth Type s s s s Type c 11 Nv Cv Type Opt Dry Tost C8R s w PI.. LL MCY 11 w :';: w • No • Description c' 11' 1.,2/HN I ,.2,y, s s f425 ~/.,l lsarid ~rave~

s pH 504 s s s Clay Silt kH/•2 Dog. IMst-' %

0.30 Bl Soft to firm brown sandy CLAY and cuh~nmJl ar 16 5 7.9 0.01

fine to coarse flint GRAVEL l).ffif U3 Stiff mottled brown and grey silt: CLAY with lOO 21 17 41 16.6 0.01

octasional fine flint oravel 20 t:>.03 luu 111 1. 30 05 Rounded to subangular fine to medium flint 14 6.7 0.02

GRAVEL in firm light qrev silty clay 2 30 B7 Brown medium to coarse SAND and 13.5 - l 110 89 18.1 0.01

c;uh;moulnr finP to roilrcP l:llliVI'I

'

!

COl' ACT 100 SI£AR STR:N>lll OONSOLIOIITial OnER f... m

... ! FOR SN4Pt.E TYPE CCV Chalk ~rushie11, value

p SEE SlEET 11

S StDndard Compaction w Uncon$0lldated Undralned QJ Con$011dated Undralned 11y and c, given tor tlrst FR Frost susceptl lllty ~ iiJ Ditto with p.w.p. -.sur-nt Qj Ditto with p.w.p • .,D$ur-nt loedlng lncr-nt above "" Acidity ~ H Heavy Compactlon "' CD Con$0lldated drained V Vzane shear assu.ed ettectlve overburden St Sulphate

V Vibratory Compaction m Ditto with p.w.p • .,.,sur-nt s Shear Box pressure SG Specltic Gravity N ln

R:L Relationship testing f-. 0\

( vorlous tDOisture contents) SNC ~- •oisture ~ontent

100

90

80

70 ...-t

(f) 60 (f) 4:: a.. UJ 50 (!)

4:: I-

~ 40 (_) a: . UJ

a.. 30

20

10

r

r

r

r

r

r

r

r

r

r

BS1377: Part 2: Clause 9. 2: 1990 PARTICLE SIZE DISTRIBUTION (WET SIEVING) ----------------------------- -------- ---- ------------ --- -------

V _I -

I -

I -

I -

I -

-11 -

J

V -

V V -

~ --"""'I--

0. 0001 .001 .01 . 1 1 10 100

CLAY


PARTICLE SIZE - mm





GRAVEL


100

90

80

70

60

50

40

30

20

10

0

M25 STON & GODSTONE C.O. A

- ~ \

~·. '· ,, ,,

I l ll - ~ - ~

Sporu Ground

A --±:__- -c'D r,.,,,,"

--@--: ~:!~~--,, " ,.




08

tONAL CAMERA SITES

CAMERA No. 256 MARKER POST 23/1 OOA BORE HOLE LOCATION: IN VERGE 0/S REF. 5092417833

~··/ ' ... .... ::::::


12622

71

Scale: 1 10,000


•







Ref. No. 812622 July 1992

•

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK


•



CAMERA No. 261



1.0 INTRODUCTION

July 1992

At the request of Kennedy and Donkin Power Limited, Consulting Engineers to the Department of Transport, TCC Division, Bri sto 1 , a

ground investigation was carried out at marker post A/S7, at the site of the proposed close circuit television camera No. 261.


-1-

•

•

•

'


The site is located adjacent to the north bound carriageway of the M4

Airport Spur at marker post A/S7. It is located near Heathrow Airport

and immediately north of Sipson Lane Bridge over the motorway.

At this location, the motorway runs on embankment. The probing was

carried out in the verge at the toe of the embankment. (See location

p 1 an) .

Geological records (BGS 1" to 1 mile sheet 269) indicate that

Brickearth and Terrace Gravel overlie London Clay at the site.

3.0 SITE WORK





referred to the National Grid are given on the record of dynamic

probe. The co-ordinates were sea 1 ed from 1: 10,000 Ordnance Survey


-2-

•

•

•

•






PROJECT NO. 812622

Test Method: BS 1377: Part 9: 1990 3.2

RECORD OF DYNAMIC PROBE No. 261 SHEET NO. 1

Co-ordinates 507 43 17793

Groundlevel 26.31 m.O.D. Date 29.5.92


o. 1

2 so 22 20

1. 17

25 29 27

se 26 40 2.

3.

4.

5.

6.

7.

8.

9

10.

REMARKS


19

2S

22

39

Blow count

5 10 15 ~1''1''1'

24

27

19

20 25 30 35 40 45 "I' I" I '1"1' I''

> 7


Torque Remarks N m

0

0

_, '-~-------------------------------------------------------------------------~

& GODSTONE C.O. A

~· .... , __ _ . -----t-------------

11:' ,.:. .. -,. " :Jell_=:=::.:·:.··:::::: : : ::-:.


sanction of the Controller of H~M. Stationery Office.


CAMERA No. MARKER POST A/S 7 DYNAMIC PROBE LOCATION: IN VERGE AT EMBANKMENT TOE 0/S REF. 5074317793

~LJ __ 1'-'"-- - - - - - --

~·· ~::

CA~ERA 261 . .

SITES

' .. I I' .... ,, ... •' I a '.\

.. .. " "

:-~: : :!':"::. = : .~

:_::-----:'~

Scale: 1 10,000 {





M25 HESTON I GODSTONE CONTROL OFFICES



Ref. No. 812622 July 1992



CAMERA No. 285



1.0 INTRODUCTION






- 1 -

e

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK




FIGURE A FIGURE S PARTICLE SIZE DISTRIBUTION CURVE LOCATION PLAN


The site is located adjacent to the westbound carriageway of the M4 Motorway at marker post 30/930B at junction 5. It is located near

Langley.

At this location, the motorway runs on embankment. The boring was carried out near the top of the embankment s 1 ope, between a s 1 i p road and the motorway. (See location plan).

Geo 1 ogi ea 1 records ( BGS 111 to 1 mile sheet 269) indicate that the

Tap 1 ow Terrace Gravel overl i es London Cl ay of Eocene age at the site.

3.0 SITE WORK


One borehole was sunk by 1 ight cable percussion methods at the position shown on the appended location plan.



Representative disturbed and undisturbed samp 1 es were taken at the depths shown on the boreho 1 e record. Standard penetration tests were made in granular and cohesive deposits to assess the relative

density or strength of the material, and the values of penetration resistance ( 1 N1 value~) are given on the borehole records.

The ground level relative to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record. The co-ordinates were sea 1 ed from 1:10,000 Ordnance Survey sheets and


- 2 -



by the Engineer, and the results are given on the appended Figures S

and a graph. The testing programme comprised:

4.1 Classification Tests Natural moisture contents. Particle size distribution (sieve analysis).


Water soluble (in 2:1 water:soil extract) sulphate contents of soil. pH values of soil.


MADE GROUND

TAPLOW TERRACE GRAVEL

To

7.00m

over lO.OOm

- 3 -





ENGINEER: Kennedy & Donkin Power PROJECT: M25 Hest on and God stone C.O.Additional Camera Sites GROUND LEVEL 30.42 m.O.D. HOLE NO. 285

LOGGED BY: EXCAVATION METHOD Cable Percussion COORDINATES 50140 17805 FIGURE A FIELDWORK BY: GROUND BORING DIAMETER 150mm to 10.00m

LAB. TESTING BY: ENGINEERING CASING DIAMETER 150mm to 10.00m DATES 17/05/92 SHEET 1 of 1

DATE/TIME DEPTH DEPTH STRATA SAMPLING/IN SITU TESTING LAB TESTING BLOWS OTHER TESTS/NOTES

AT Of OF ... LEVEL DEPTH DEPTH %< w PL LL ~q~rr l<;frrt so,

DEPTH CASING WATER -~ DESCRIPTION LEG. No. TYPE ~LOWS pH so, SPT/CPT 0. m O.D. m m ~25 % % % % g/1

17.5.92 MADE GROUND: fine to medium gravel with brown )< Water added from 7.30m

sandy (line to medium) cloy binding (Drillers to 10.00m to assist

description}. boring.

28.920 1.50 I 1.50 D 3.4 7.6 0.01 MADE GROUND: Loose orange brown fine to medium sand with much fine to medium angular and

~ 2.00 DRY subongular flint gravel and some fine rootlets. 2 2.00 2.50 B c 7 1,2,2,2,1,2

27.720 2.70 MADE GROUND: Brown silty clay, some fine to

3.00 DRY medium sand, much ash and clinker and a little 3 3.00 3.50 B C 23 20 7.5 1.22 1.71 2.l.~.a.a,a

flint gravel and traces of brick work frogmen ts. )<

26.720 3.70 • 3.75 0 MADE GROUND: Black organic silly clay ond some

4.00 DRY fine to medium sand, brick fragments, timber, 5 4.00 4.50 B c 26 27 8.3 1.33 1.81 2,4,5,!1,8,1

pottery fragments, ash and clinker. 05.00m, appearing with concrete fragments.

6 4.75 D

5.00 DRY 7 5.00 5.50 B c 29 3.~.7.8,7,7

24.720 5.70 8 5.75 D 12 6.9 0.01 MADE GROUND: Brown clayey sandy angular and

6.00 DRY \ subangular fine to medium flint gravel. I 24.420 6 00 9 6.00 6.50 B c 36 11 9.3 0.32 1.27 7.i,7,7,11,11

MADE GROUND: Light brown and brown silty sandy clay with much fine to medium angular flint gravel, traces of fine gravel size chalk and

23.670 6.75 6.75 D \ traces of brickwork fragments. I 10 12 10.2. 1.01 1.6

7.00 1.00 I\ MADE GROUND:Firm brown and orange brown silly 23.420 7.00 11 7.00 7.50 BC 82 11 7.1 0.01 4,12,21.31,15,15

day v-ith much sand to medium on9ulor and '!.· -~·:

subongulor flint graveL . ·:.·.· .. !'.· ..... ~·.·

Very dense brown very clayey fine to coarse SAND .. ::-;. :; .. 12 7.75 D and fine to medium angular and subangular flint ·!': :

8.00 1.80 GRAVEL. .. 13 8.00 6.50 B c 66 4.1 6,16,14.2.6,20,26 ~. 75m, becoming SAND with much medium to coarse . ' ·'!: .•. flint gravel . - .. . . .. . .. .

. . ·:.· .. ":ro'::.'. :_:~ .. 14 6.75 0

9.00 3.90 .· .··~· . ·- 15 9.00 9.50 B C 108 3.3 i.24.27,27.24.30 ·'!:- .·-..•.

... :~: -. .. . ' . .

~ .. :~· .. 10.00 10.00 4.70

..•. 20.420 10.00 16 10.00 D

WATER PIEZOMETER [§J SAMPLE V Vano strength kN/m 2 (I} .., :r Upper Seal \ Rotary core Department of

:r ?i 0

AND recovery to scale BLOWS N = N value Natural Transport .. ~ ::;: , ...... first water strike D

D Small disturbed sample 26/150. blows for 150mm. Remould -i

Response length V lnsitu vane test TCC Division 1\)z

2--Subsequent water strikes TEST B Sulk disturbed sample drive after seating Cr Core recovery ?. a )> mo s Stondord penetration test 26•. blows for part or ROD Rock quality Bristol .... c.n·

3- ~ KEY. w Water sample c Cone pen et~ at ion test Lower Seal u Undisturbed sample whole of seotin9 drive only designation ..... sz Highest water level in K Permeobilitt test (26} Undisturbed sample <425 Sample % passing

p Piston sample open hole PR Pressuremeter test blow count 425!Jm sieve

SID (c) 1990 MZ AssocJotes Ltd

• BORATORY TEST SUMMARY SHEET

HOLE NO • -· PROJECT: e M25 HESTON a GOOSTONE C.O. ADDITIONAL -CAMERA SITES FIGURE

LAB TESTING BY: LTG GROUND .

SHEET OF 1 ENGINEERING I

SH:AR ~-Oll£R SAMPLE rtTAllS CLASS!f!CAT!Oi TESTS CD!PACTlOi C 8 R

ST~I(;JH IOAT!Oi

Max EH Depth Typ<> s s Typ<> c 11 Mv Cv Type Opt Dry T8St C8R s w PL Ll MCV ll s s 11 11 .. No. [A)scr ipt ion c' 11' '.;ljHN 1•2/YI

Den$- pH 504 ~f ~f.,l !sand s s s f<425 s s s Clay Silt ~rove I

lkN/D2 ~~;~ I Dog.

1285 1 .50 IDl MADE GROUND Orange brown fine to medium sand 1 3.4 17.6 0.01 with much fine to medium flint gravel

3.00 B3 MADE GROUND Brown silty clay some sand much 20 17.5 1.22 1.71 ash and clinker and a little flint and brick .· qravel.

4.00 B5 MADE GROUND Black organic silty clay with some 27 18.3 1.33 1.81 sa;;d brick tin1ber and pottery fragments and ash and clinker

5:75 fOB MADEGROlJNi) BrOWn Cf ayey sandy fine to medium '12 16.9 0.01 fiTnt gravel

6.00 189 MADE GROUND Light brown and brown sandy silty 11 19.3 0.-321.27 clay with much flint qravel and traces of chalk and brick

6.75 IDlO MADE GROUND Firm brown and orange brown si lty 112 110? lCll 11\0

cl ay with much flint gravel 7~ I B11 B ry :layey fi to SAND and fi 11 17 .l o~m

to -medium flint GRAVEL 8.00 IB13 Brown medium to coarse SAND and fine to medium 4. l 1- ll bo 69

flint GRAVEL. 9.00 IB15 Brown medium to coarse SAND with much medium to 3.3

coarse flint gravel

S£AR SJ~I(;JH CXlNSOL lOA TIOi Oll£R ~ ., e FOR S~PLE T'IPE a:><PACT 100 ~ CCV Chalk crushing value _.m SEE S<EET A

S St.,ndard Compoct loo W Unconsolldoted Undroined cu Consolldoted Undrolned "'v ond "v given tor tlrst FR Frost susceptibility ... ~ W Ditto with p.w.p. raeasuremant 5i Ditto with p.w.p. me4surecoont loading Increment obove 1*1 Acid! ty ~ H Hodvy Compact ion "' en Consolidated drainod V Vano shellf assumed effective overburden St Sulphate N

V Vibratory Ccmpaction ffi Ditto with p.w.p. measurement s Shear Box .... ~ pressure SG Specltic Gravity

~L Re lot ionship testing

(various moisture contents) SMC Saturated aoisture content

-

100

90

80

70 ....... U1 60 U1 <(

a.. UJ 50 (.!) <( 1-

~ 40 u a: UJ

a.. 30

20

10

r-

~

-

'""

-

-

-

8S1377: Part 2: Clause 9. 2: 1990 PARTICLE SIZE DISTRIBUTION (WET SIEVING) ----------------------------- -------- ---- ------------ --- -------

I V -

V -

I -

/ -'/

-I -

I V

/ -/ -

I -ll

V y -

0.0001 .001 .01 . 1 1 10 100

CLAY


PARTICLE SIZE - mm

FINE I MEDIUM I COARSE FINE SILT

M25 HEST ON & GODSTONE C . 0 . 285 13 8.00 - 8.50

I MEDIUM I COARSE SAND


GRAVEL


100

90

80

70

60

50

40

30

20

10

0



Crown Copyright Reserved. CAMERA 285 BOREHOLE LOCATION

Scale: 1 10,000


LNMD (London Network Management Division) Region

Camera Sites 247 256 261







Ref. No. 812622 July 1992

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK

e 4.0 LABORATORY TESTING

4.1 Classification Tests 4.2 Strength Test 4.3 Chemical Analyses


FIGURE A FIGURE B e FIGURE S PARTICLE SIZE DISTRIBUTION CURVES RECORDS OF DYNAMIC PROBES LOCATION PLAN

DEPARTMENT OF TRANSPORT

4lt TCC DIVISION, BRISTOL


CAMERA No. 315



1.0 INTRODUCTION

July 1992

At the request of Kennedy and Donkin Power Limited, Consulting Engineers to the Department of. Transport, TCC Division, Bristol, a ground investigation was carried out at marker post 24/570B, at the site of the proposed close circuit television camera No. 315.

Presented in this report are the results of bori ngs and in si tu and laboratory tests from this investigation. A factual report only was requested.

-1-

e =-2 :....::· 0;...._--=.S::...;IT;..::E;....:D::..:E:.=:S.=..:CR..:..:I:.:...PT.:....:I:...::O~N ....:.A.::..:N.:..D -=G:..:E.=..:OL:..::O~GY

The site is 1 ocated adjacent to the eastbound carriageway of the M3 Motorway at marker post 24/570B at junction 1. It is located near Sunbury.

At this location, the motorway runs on embankment. The boring and Probes 1, 2 and 3 were carried· out near the top of the embankment

slope. The other probes were located adjacent to sl iproads. (See location plan).

Geological records (BGS 111 to 1 mile sheet 269) indicate that Flood Plain Gravel overlies London Clay at the site.

3.0 SITE WORK

The site work was carried out 'during the period from 19th May to 2nd

June 1992.


position shown on the appended location plan. The boring rig became

unstable on the embankment slop~ on 19th May and had to be dismantled. After some staging works, boring was re-started on 28th May.


are given on the appended borehqle records (Figures A).

Representative disturbed and undisturbed samples were taken at the depths shown on the borehole record. Standard penetration tests were made in granular and cohesive deposits to assess the relative density or strength of the materia 1, and the va 1 ues of penetration resistance ( 1 N1 values) are given on the borehole records.

Six dynamic probes were carried out by a •heavy• type probe rig. The results are given on the appended records.

-2-

The ground level relative to Ordnance Datum and the co-ordinates referred to the National Grid are given on the records of the borehole and Probes 1, 2 and 3. Probes 4, 6 and 7 were carried out after the survey work and were not surveyed, as instructed.

The co-ordinates were scaled from 1:10,000 Ordnance Survey sheets and are accurate to the nearest 10 metres.


Laboratory testing was carried out on selected samples as instructed by the Engineer, and the results are given on the appended Figures B and S and graphs. The testing programme comprised:

4.1 Classification Tests

Natural moisture contents. Bulk density.


Particle size distribution (sieve and pipette analyses).

4.2 Strength Test Undrained triaxial compression test on a single 106mm diameter specimen, at a nominal rate of axial strain of 2% per minute.

-3-

e 4.3 Chemical Analyses Total (acid soluble) sulphate contents of soil.

Sulphate content of groundwater.



MADE GROUND FLOOD PLAIN GRAVEL LONDON CLAY

To

10.70m

13.70m

over 15.00m

-4-



Ground Engineering Laing Technology Group Limited Page Street Mi 11 Hi 11 LONDON NW7 2ER


ENGINEER: Kennedy 8c Donkin Power


GROUND ENGINEERING



DATES

DA~/O~E o~m DEPm r---------------------S_TR_A_T_A __________ ,_---,~~-..~~~S~A_MrPL~I~NG=;j~II~.N_STI_TU __ TE~S~TI_N~G~~~~-r~~L~A_B~TE~S_TITN_G __ r---.---~ D~~ CA~NG wf~R -~ T LEG LEVEL DEPTH DEPTH TYPE"''LOWS 7.< W PL LL 0' Cu pH so. so.

19.5.92

2.50 2.00 DRY

- DE SCRIP ION . m O.D. m No. m u' 25 7. 7. 7. Mo/ni kN /rrt ll g/1

TOPSOIL

UADE: GROUND: Rounded to subongulor medium to coarse flint grovel with some dark brown clayey medium to coarse sand. 01.20m. becoming soft brown sandy cloy with some fine to medium grovel and a few pockets of soft and stiff grey sDty clay

MADE GROUND: Stiff red. brawl\ grey and blue s~ty day with occasional ftirit groveL

~~ 19.360 0.25

17.810 1.80

17.110 2.5

0.30 0.70 8 5.8 6.8 0.02

1.50 1.g5 8 c 11 23 7.6 0.22

2.00 u

2.45 D

HOLE NO.

FIGURE

SHEET

BLOWS

SPT/CPT

1,2.2,J,J,J

WATER PIEZOMETER Upper Seal SAMPLE AND D TEST s KEY. w

~ Rotary core recovery to scale

V Vane strength kN/m 2 Deportment of Transport BLOWS N = N value Noturgl

1--First water strike 2- Subsequent water strikes 3-


SID (c) 1990 MZ Assoc1ates ltd

Response length

Lower Seal u p


V

s c K

PR

lnsitu vane test Standard penetration Cone penetration test PermeQbility test Pressurameter test

26/150. blows for 150mm. Remould TCC Division

test drive after seating Cr Core racovery ,:, 26•. blows for port or ROD Rack quality Bristol

whole of seatin9 drive only designation (26) Undisturbed sample <425 Sample 7. passing blow count 425J-1m sieve

315A

A

1 of 1

OTHER TESTS/NOTES

Boring rig become unstable on 19.5.92. Boring was re-started os number 315 on 28.5.92. Water added from 0.70 to 1.80m

"' ., :I:

:I: ?i ....,~ "' _ ... ....

-z Cl )> tn9 .... )> -

ENGINEER: Kennedy &: Donkin Power PROJECT: M25 Heston ond Godstone C.O.Additionol Camera Sites GROUND LEVEL 19.61 m.O.D. HOLE NO.

LOGGED BY: GROUND ENGINEERING

EXCAVATION METHOD Cable Percussion COORDINATES 51002 17012 FIELDWORK BY: LAB. TESTING BY:

OA TE/TIME DEPTH DEPTH AT OF OF ~


2e.5.92

3.50 3.00 DRY

29.5.92 3.00 DRY

BORING DIAMETER 150mm CASING DIAMETER 150mm

STRATA

DESCRIPTION

TOPSOIL

MADE GROUND: Rounded to subongulor medium to coarse flint gravel with some dark brown ctayey medium to coarse sand. ot.20m. becoming soft brown sandy clay with some fine to medium grovel and o few pockets of soft and stiff grey silty cloy.

MADE GROUND: Stiff red. brown. grey ond blue silty cloy with occasional flint grovel.

02.45m. becoming grey-brown, closely fissured, with firm blue clay pockets locally.

04.50m. becoming stiff to vary stiff, with occasional calcareous concretions.

MACE GROUND: Dark brown clayey fine to medium sand, grovel, concrete and brick fragments. With stiff brown sandy cloy at top.

MADE GROUND?: Soft light grey sHy cloy w;th rounded to angular fine to medium grovel and o little decoyed wood fragments.

LEG.

DATES 28/05/92 01/06/92

SAMPUNG/IN SITU TESTING

LEVEL DEPTH DEPTH TYPE)3LOWS 4r.2.<5

't!. S:.L m O.D. m No. m /• /o

19.360 0.25

17.810 1.80

-

-

-

12.710 6.90 -

11.010 8.60

-

2.00 2.45 u

H8 2.95 8 s 24

• 3.00 3.45 u

H8 J.gs B s 18

4.00 4.45 u

!:~a •. 95 B s 18

10 5.00 5.45 u

Ha s.s5 B s 25

13 6.50 6.95 u

14 15 IS

5:88 7As R s 13o 7.00 - ~

17 8.00 8.45 B C 54

IS 9.50 9.95 B C 8

100 19 17 56

23

22 59

100 25 25 71

23

9S 26 27 69

9.1

15

LAB TESTING

so, ~

8.0 0.04

9.9 0.16

7.7 0.01

1-4---(;_C_on_t_in_u_re_d_ .. _.) _______________ --J<Y:::..">i.c">i...c...">i"'l 9_610 _ 10_00

WATER PIEZOMETER 1-rirst water strike 2-- Subsequent water strikes 3-

sz: Highest water le .... et in open hole


~ Upper Seol

EJ Response length

~ lo•er Seal

SAMPLE AND o TEST e KEY. w

u p



~ Rotary core recovery to scale

V lnsitu vane test

s Standard penetration c Cone penetration test K Permeability test


V Vane strongth kN/m 2

BLOWS N = N value Natural 26 /ISO. blows for 15Cmm. Remould

test dri...e after seating Cr Core r.:teovery ~ 26•. blows for port or ROD Rock quonty whole of seotin9 drive only designation (26) Undisturbed sample <425 Sample % possin9 blo~ count 425,um sieve

so, g/1

FIGURE

SHEET

BLOWS

SPT/CPT

2.4,S,&.5,S

1,4,J.~.S.5

2.2.3.5, ... 6

2.3,4,7,8.6

19.34,27,22.34,47

9,11,9,20.14,11

1,2.2.2.2.2


TCC Division

Bristol

315

A

1 of 2

OTHER TESTS/NOTES

Groundwoter struck at 10.70m and rose to 10.20m in 20 mins.

U) ., :t :r p w? "' .... ,., _,

.... z 0 > U19 .... n.l


LOGGED BY: EXCAVATION METHOD Cable Percussion COORDINATES 51002 17012 FIGURE GROUND FIELDWORK BY: BORING DIAMETER 150mm

LAB. TESTING BY: ENGINEERING CASING DIAMETER 150mm DATES 28/05/92 01/06/92 SHEET

DATE/TIME DEPTH DEPlli STRATA SAMPLING/IN SITU TESTING AT OF OF " LEVEL DEPTH DEPTH 7.< DEPTH CASING WATER . !!

DESCRIPTION LEG. No. TYPE ~LOWS w 0. m O.D. m m 425 7.

.sz.. MADE GROUND?: Soft day with gra\l'el, as sheet 1. .1. 9.610 10.00 24 10.20 w

10.70 0.00 10.20 ,___,.. 8.910 10.70 1.6.92 0.00 10.20 Medium dense brown medium to eoarse SAND and

subongulor fine to medium GRAVEL 19 11.00 11.45 8 c 21 .3.7

012.50m. becoming slightly clayey. 20 12.50 12.9! B C 17

013.20m. with cobbles.

~ 5.910 13.70 Stiff to very stiff brown-grey fissured saty tx - 14.00 14.4' u 100 22 CLAY. -x 21

fx --X

fx - 2J 14.50 14.9' D S 27 -X

15.00 0.00 DRY ~ 4.610 15.00 15.00

-

WATER PIEZOMETER ~ Upper Seal SAMPLE AND. D Smolt disturbed sample

~ Rotary core recovery to scale BLOWS N = N value

26/150. blows for 150mm. drive after seating:

1-f"irst water strike 2- Subsequent water strikes 3-sz Highest •oter le~el in

open hole

SID (c) 1990 MZ AssOCIO!es ltd

D Response len9th

~Lower Seal

TEST 8

KEY. w u p

Bulk disturbed sample V s

Water sample c Undisturbed sample Piston sample

K PR

lnsitu vane test Standard penetration Cone penetration test Permeability te~t Pressuremeter test

test 26•, blows for port or whole of seotin9 drive cnl)' (26) Undisturbed sample blow count

PL 7.

22

LAB TESTING

1~j1 Cu LL pH % Ma Hifn-1

7.5

8.2

59 2.04 137 7.8

V Vane strength ~N/m 2

~ Remould

Cr Core reco ... ery ~ ROD Roe~ qucl;ty

designction <425 Sample ~ passing

4251'm sie;e

BLOWS

so. so • SPT/CPT 7. g/1

0.12

0.01 l.J,l.~.e.5

2.-4,4,3,3,5

0.01

2.4,5,7,7,8

O~portment of Transport

TCC Division

Bristol

e 315

A

2 of 2

OTHER TESTS/NOTES

"' ... ~ :t: p ..,

I\) M ... *~ c

~ .... 1\)

HOLE NO. .5 !FIGURE B PROJECT: M25 HESTON a GODSTONE C.O. ADDITIONAL CAM ERA SITES


IsH:: ET I OF I GROUND ENGINEERING

~· SH:Ni STl<!ON:;Tii CO<SO!.IOA TICH

IGI:'S I,!;~~;: ~:111"-21_ Strdr In!! isl c !I Ty;>e Pressure H... SP:CLL£N t:ESO!I?i!CH + 11 11 c 9 of Properties e, Iner~n: Hvs ~ir: I~ ltaiiure kN/,.2

Cepth Ty;>o & 0} s .,..,~ kNf"" pegr ... s s~~ .;l,MN (:a) Hu~r

14.00 U21 Stiff fissured brown-grey silty CLAY 137 - uu '11 i --------- s

4">0 13.2 7.4 23 2.04 ..,, --------- s eo --------- ----------1--- r--- 1----------------lH lnitlell ... ,.,..,~ SU •••••• O AssuO>ed

o:·--·----~ 'lli ••••••••• s

lit ·······-- s l?g •••••••••

I--- r--- ---------------- I!! lnitisll -· ,._, -------- --SU •••••• 0 Assu:>ed

·--c; • ••••••••• kN/.,2

lii ••••••••• s . li f --------- s

eo ••••••••• .· ------ ----1--- !-;......_ 1---------------~ lj!Initiall ... /r

SU •••••• 0 AssuDed 01'4ooasuroo

o; ---------k.~/,.2

'~~i ······--- s lit ••••••••• s l?g •••••••••

1--- r--- 1---------------- l!IInitiall •···Hg/..J ----------SU •••••• 0 Assu~

0Heasure<

r:." ••••••••• kN/,.2

v 1 ••••••••• s

lit ········- s l?g ---------

----------l:j( Initial) -· t:r t--- 1-- - 1----------------SU ·---~- 0 Assu<Oed

0-n• r:_" ••••••••• kN/.,2

sa ... ~ W • Unc.onsolidate<l Undr~i;")ed V • Vane she.er

1'1 ~ ::: r-

"' .., "' F~ ~ T'rF-

tor c::msoli~atien !Ht. OJ ... Oi:to with p.w.o. Jii&OSUt'e-e~t S ... Shear box e, final void ratio for each iN:reoent g ... = ?

+ Allow 2 lines Cl • C.::nsolida te<l Oralr>ed

. Oeno:a swelling values wi :1"1 Z~S":erisk SH SH::OT A . t:S ... Ditto vl:f"l p.w.;:t. eeesure-ent ... A::s~.:~ effective overburd-en ;Jr~sure -§j : ~~~~~!~~;~.,.~;sroin<>d

-e 1.425 HESTON a GOOST9NE C.O: A.DD)TIONAL

HOLE NO ...... S

PROJECT: CAMERA SITES . LABORATORY TEST SUMMARY SHEET FIGURE s --

LAB TESTING BY: LTG . ~~gp~E~RING I SHEET 1 OF 1

~EN! CO.SCL-CO'.?..CTICtl CBR ~PU CETAilS Ct.ASSIFICATIC>I Ti:STS

S~1GiH ICATIC>I or..;;R

N.>x EH C.pth Type s s s Type c 9 )4y C" Type Opt Dry Test <::a;!

s ll P1.. ll K'l 11 s ll !Dens· ll • No • ;z,..,..'i ~2/y• S04 C.scr!ptlcn r=~25 ~,, [sa lid

c' 9' s s s S04 s s s Clay Silt ~rave:

ll<N/,.2 l!"g/~ ee-;. pH % g/1 - r-

MADE GROUND: Rounded to su~ar medium to iS.8 6.8 0.02 3.l5A 0.30 Rl coarse flint gravel with some dark brown clayey

medium to coarse sand

1.30 82 MADE GROUND Soft brown sandy clav with some 12]_ 7.6 0.22 fine to_ med_ium arav~>l ~~nd a f~>w noc:k~>ts of soft

and stiff arev siltv chv. 315 2.50 D2 MADE GROUND Stiff closely fissured grey-brown lOO !19 17 56 8.0 0.04

silty clay with firr.1 blue clay pockets

3 50 D5 MADE GiWUNO Stiff closely fissured _g_r~-brow_r1_ 123

siltv clav 4.50 OR A~ "hnvP h11t <tiff tn v<>l"~ <tiff 100 '?"- ?<; 71

.· 5.50 Dll As above 123

6.50 Ul3 As above 98 126 27 169

7.00 816 MADE GROUND Oark_ hro."" rl•""" ?";no tn "'""; "" Q 1 t:. 26 2i '46 9.9 0 16 sand gravel ·concrete and .hr_id fracrl'<>nts 1~ith

stiff brown ~nnrlv rl•v 9.50 818 MADE GROUND Soft light grey silty clay with n5 8 15 30 47 7.7 0.01

rounded to angular fine to medium gravel and a

1 ittl e decaved wQQfl fraaments

LO 20 W24 t::RnmmwJHER 7.5 o 1?

11.00 819 MADE GROUND Soft light grey silty clay with p.7 1 20 79 8.2 0.01 ·uur~ut:u ~u cmgu 1 dr r 1 ne l;O mea 1 urn grave 1 ana a

1 ittl e decayed wood ?'~"""'''"l:s

14.00 U2l _Stiff fissuredbrown-orev siltv CLAY I lOO ~2 22 59 7.8 0 0

FCR S»'PU T'rF. CI><P...:T!CN s-£NI S~1Gi'ri 23 2.04 UU cc.;s!2J,.mo. 011-Ei! i! .,

SCE SI-EH A CCV Chall< crushing -.a!'Je _,:: ?i

S Stondard C.,..pact lcn LlJ U"e::nsot!C'~':ed Undr~ined aJ Con!iaU~a:ed Unc!r.slr.ed ~ ar.d c.., g!.v~n for ti.rst FR Frost susce-pti!lil!:y ... H Hee~vy Coep.ac t ion w 01 t:o wt t!1 p ...... p. ~surec:"~ent Oi Ott:to wi t:'l p.v.i). -.esureaen: loeding lr.c::"e=.!nt ~bcvs l*i Acidity 0 .,

"' 0 C:n~tlC'.3;ed dr<3i:'!ed V Vane s:O:ear ossu:'led efte-c.:i ... e over~urCen St Su lph.ste Y V1bl"3tory C.O.p.octlcn CS 01 ::~ wi :!'\ p ...... p. =easurea.:Jnt s Shear Sex se Speclfic Gravity

~ pressur-e ~ C...'1

~L Re1.,tlens!'1ip tes:i:-; (v3r1cus :10ist-.:re e.:ntents)

S"C Saturated aoistur-~ content

t.!) :z """""'

~§1~ZZ~E~~~-g~~!~~~~-~~g-~-~~~ E~8!!~~~ §!~~ Q!§!8!~~!!Q~ (~~! §!~Y!~§ ~~Q E!E~!!~ §~Q!~~~!~!!Q~J 100 100

- V -90 90 V - / -

- V -80 80

70 70 I - V -V

V V ~ 60 60

<( a.. ... -

/ I-"' lli 50 50

<( ~

..... -V,... .L

v CJ 40 40 u a: ~ ---- -UJ

a.. 30 30 .... ~

V -,...V V 20 20

~ !-' -~

V V . 10 10 r-

0.0001 .001

CLAY






-10 100

0


GRAVEL


(.!) :z '""'""

BS1377:Part 2:Clause 9.2 & 9.4 PARTICLE SIZE DISTRIBUTION (WET SIEVING AND PIPETTE SEDIMENTATION) ------------------------------ -------- ---- ------------ --- ------- --- ------- -------------100 100

I V

-

I -

I -

90 90

BO BO

70 70 -

11

v / ~ 60 60 <C a. ~ -

~ 11--

~50 50 <C 1- -

I V ~ 40 40 u

a: -UJ / ../"

a. 30 30 - -

..... / 20 20

r- L---/ -

f-..-10 10 r-

0.0001 .001

CLAY


. 01 .1 1 PARTICLE SIZE ·- ~m

FINE I MEDIUM l COARSE SILT


FINE l MEDIUM l COARSE SAND

-10 100

0

FINE 1 MEDIUM 1 COARSE COBBLES

GRAVEL


(.!)

z 1-1

100

90

80

70

en 50 en <( 0..

LlJ 50 (.!) <( 1-

as 4o u 0: LlJ

0.. 30

20

10

--

--

-

-r-

BS1377: Part 2: Clause 9. 2: 1990 PARTICLE SIZE DISTRIBUTION (WET SIEVING) ----------------------------- -------- ---- ------------ --- -------V

I -

I -

j_ -

I -

V -

V -1/

I -

V -

/ /

vv ---0. 0001 .001 .01 . 1 1 10 100

CLAY


PARTICLE SIZE - mm


HESTON AND GODSTON COA CCTV 315 19 11.00



GRAVEL


100

90

80

70

50

50

40

30

20

10

0

PROJECT NAME M25 HESTON & GOOSTONE CO

PROJECT NO. 812622


Depth Blows per 100mm

0 0

0

3 3

2 1 .. 3

3

3 2

3

2 3 3

3 3

3

.. 5

4

3 3

5

.. 5

5

5 5

5

5 3

3

4 5

5

5 .. .. 6

6 5

6 1!1

53

REMARKS

Hammer 50kg Standard drop: 500mm Type OPH

Part 9: 1990 3.2

Ground level 19.44

Blow count

2 3

3 4

3 2

3 2

3 3

5 4

4 3

6 4

6 5

5 4

3 4

6 5

4 4

6 6



m.O.D. Date

Cone left behind: Yes Cone 90deg/43.7mm R'od 6kg/35mm

27.5.92

Torque N.m

0

0

0

0

0

0

0

0

315/1

Remarks

PROJECT NAME M25 HESTON & GOOSTONE CO RECORD OF DYNAMIC PROBE No. 315/2 PROJECT NO. 812622 SHEET NO. 1


Ground level 18.22 m.O.D. Date 27.5.92

Depth Blows per 100mm Blow count Torque Remarks m N.m

0. 5 lO 15 20 25 30 35 40 45

0 • 'I I '''I I I' I I I , ' "

I 2 2

"' 3

.c 1. 5 5 0

3 3 .c

3 3

1 1

0 2. 0

1 0

1 1

1 1 1

1 2

3_ 2

2 - 0 2

2 3 3

2 2

( 2 2

2 2 0 4_ 3

2 3

3 ... 3

2 3

3 4 ( 0 5. ..

3 .. 3 ? .. >

3 2

3 10

6. 99 0

7

8.

9.

10.

REMARKS

Hammer 50kg Cone left behind: Yes Standard drop: 500mm Cone 90deg/43.7mm Type DPH Rod 6kg/35mm

e

PROJECT NAME M25 HESTON & GOOSTONE CO

PROJECT NO. 812622

Test Method: BS 137~


0 0

2 2

2 3

3 3 4

.. 4

5

7 5 5

4 6 7

4 .. 4

5 6 5

6 .. .. 5

6 5

6 6

6

6 5 5

5 27

67

REMARKS


Part 9: 1990 3.2

Ground level 19.58

Blow count

2

2

3 ...

3 4

4 5

4 4

5 5

4 5

6 6

3 6

5 5

7 7

3 4



m.O.D. Date


27.5.92

0

0

0

0

0

0

0

315/3

Remarks

PROJECT NAME M25 HESTON G GODSTONE CO

PROJECT NO. 812622



0 0

0

0 0

0

2

6 3 2

.. 5

6

B 9

12

12 12 13

10 9 9

7 5

5

3 4

7 6 6

5 5 .. .. .. .. ..

6 7

11 13 14

16 IB 19

26 29 38

REMARKS


Probed by hand to 1m

Part 9: 1990 3.2

Blow count

0 0

0

5

5 4

B 7

12 11

10 10

7 6

6 3

6 6

3 3

4 3

.. 3

9 11

15 16

20 24

49 64

RECORD OF DYNAMIC PROBE No.

Date


SHEET NO.

2.6.92

Torque N m

0

0

0

0

0

0

59

157

235

315/4

Remarks


PROJECT NO. 812622


Depth Blows per 100mm

0 0

0

0 0

0

2 3

2

2

6 5

5

10 7 ...

19 22

31

29 36

39

63 60

65

REMARKS


Probed by hand to 1m

Part 9: 1990 3.2

Blow count

0 0

0 2

2

2 6

10 16

3 8

38 38

43 56

RECORD OF DYNAMIC PROBE No.

Date


SHEET NO.

2.6.92

Torque N.m

0

0

0

0

0

315/6

Remarks

HESTON & GODSTONE C.O.

h~ -- ,j

315 M;\~KER POST 24/5708 BOREHOLE LOCATION AT TOP OF EMBANKMENT 0/S REF.




SITES 12

CAM ERA 315 BOREHOLE LOCATION

812622


HESTON & GODSTONE C.O. A ITIONAL CAMERA SITES

315/4

+

N.T.S.

e ie :

:

KEY

-$- BOREHOLE

+ DYNAMIC PROBE

I At

M 3 JUNCTION 1 SUNBURY CROSS

CAMERA 315 EXPLORATORY HOLE LOCATION PLAN

12622





M25 HESTON & GOOSTONE CONTROL OFFICES



Ref. No. · 812622 July 1992

C 0 N T E N T S

1.0 INTRODUCTION


3. 0 SITE WORK



M25 HESTON a GODSTONE CONTROL OFFICES ADDITIONAL CCTV CAMERA SITES

CAMERA No. 317



1.0 INTRODUCTION






-1-

4lt 2.0 SITE DESCRIPTION AND GEOLOGY

The site is 1 ocated adjacent to the east bound carriageway of the M3 Motorway at marker post 26/8~58 between junctions 1 and 2. It·is located near Charlton and immediately north-east of Charlton Lane Bridge over the M3.

At this 1 ocati on, the motorway runs at grade. The probing was carried out in the verge over a ditch. (See location plan).

Geological records (BGS 1" to 1 mile sheet 269) indicate that Terrace Gravel overlies London Clay at the site.

3.0 SITE WORK




The ground 1 eve 1 re 1 at i ve to Ordnance Datum and the co-ordinates referred to the Nation a 1. Grid are given o.n the record of dynamic probe. The co-ordinates were scaled from 1:10,000 Ordnance Survey sheets and are accurate to the nearest 10 metres.

-2-






~PROJECT NO. 812622 SHEET NO. 1

Test Method: BS 1377: Part 9: 1990 3.2 Co-ordinates ~50827 16861


Depth Blows per 100mm Blow count Torque Remarks m N m

0. !"i !0 15 20 2!5 30 35 AD 45

1 I 'I

3 9 13

12 13 6

1 10 7 0 2

2 3 5 4 13 15 15

2. 15 13 0 12 12

9 14 e 18 18 18 17 3. 17 18 0

17 17 13 11 8

6 8 ..

4 4 6

0

6 4

6 5 3

5 5

4 5. 4 3 20

6.

7

~ 8.

9.

10-

REMARKS


Rods damp at 1.3m

•

M25 ESTON & GODSTONE C.O. A IONAL CAMERA SITES

or ! I

69~----L __ ------------------- CAMERA No. MARKE=R POST DYNAMIC PROBE IN VERGE

······················· ··············

,, " " " "

" "

0/S REF.

" 1\ ,,

.... :::-.::.::-- " ,',' --::-==.::~','

Shepperton Green ": 11 '':'




'f, u'-.::, ,,

1/

" 1/ , /1 ,,

"

,, ,, " " ,,

If ,, ,,

317 26_/i}758

LOCATION::

!;plllllh Me;~~dow

Re,rc:llltion Ground)

0

10,000








Ref. No. 812622 July 1992

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK


e 4.1 Classification Tests 4.2 Strength Tests 4.3 Chemical Analyses


FIGURE A FIGURE B

e FIGURE S PARTICLE SIZE DISTRIBUTION CURVE LOCATION PLAN



CAMERA No. 319



~ 1.0 INTRODUCTION

July 1992

At the request of Kennedy and Donkin Power Limited, Consulting Engineers to the Department of Transport, TCC Division, Bristol, a ground investigation was carried out at marker post 27/960A, at the




- 1 -


The site is located adjacent to the west bound carriageway of the M3 Motorway at marker post 27/960A between junctions 1 and 2. It is

located near Shepperton and south-west of Lakeham Road bridge over the M3.

At this location, the motorway runs at grade. The boring was carried out in the verge over a ditch. (See location plan).

Geological records (BGS 1" to 1 mile sheet 269) indicate that Terrace Gravel overlies Claygate Beds and London Clay at the site.

3.0 SITE WORK

The site work was carried out on 20th and 21st May 1992.


The _depth of the borehole, the descriptions and depths of the strata

encountered and groundwater levels as recorded at the time of boring

are given on the appended~borehole record (Figure A).

Representative disturbed and undisturbed samples were taken at the depths shown on the boreho 1 e record. Standard penetration tests were made in granular and cohesive deposits to assess the relative density or strength of the material, and the values of penetration resistance ( 1 N1 values) are given on the borehole records.

The ground 1 eve 1 re 1 at i ve to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record. The co-ordinates were sea 1 ed from 1: 10,000 Ordnance Survey sheets and are accurate to the nearest 10 metres.

- 2 -


Laboratory testing was carried out on selected samples as instructed by the Engineer, and the results are given on the appended Figures 8 and S and a graph. The testing programme comprised:


Bulk densities.

4.2

4.3

liquid and plastic limits. Particle Size Distribution (sieve analysis).

Strength Test Undrained triaxial compression test on a single 106mm diameter


Chemical Analyses Total (acid soluble) sulphate contents of soil. Sulphate content of groundwater. pH values of soil and groundwater.


TOPSOIL UNCERTAIN TERRACE GRAVEL

To

O.lOm 2.50m

over 5.00m

- 3 -





ENGINEER: Kennedy & Donkin Power PROJECT: M25 Heston ond Godstone C.O.Additional Camera Sites GROUND LEVEL 12.81 m.O.D. HOLE NO. 319

LOGGED BY: EXCAVATION METHOD Cable Percussion COORDINATES 50770 16764 FIGURE A FIELDWORK BY: GROUND BORING DIAMETER 150mm

LAB. TESTING BY: ENGINEERING CASING DIAMETER 150mm to 5.00m DATES 20/05/92 21/05/92 SHEET 1 of 1

DATE/TIME DEPTH DEPTH STRATA SAMPLING/IN SITU TESTING LAB TESTING BLOWS OTHER TESTS/NOTES AT Of Of ~ LEVEL DEPTH DEPTH ~LOWS 7.< w PL LL ~ Cu pH so, so,

DEPTH CASING WATER ·a. DESCRIPTION LEG. O.D. m No. TYPE 25 7. 7. % Ma/ni kN /rri 7. g/1 SPT/CPT

m m

20.5.92 I\ TOPSOIL ~·.:.... 12.710 0.10 1 0.2D D.50 B 79 13 14 32 7.8 0.01 An Inspection pit was

- dug to 1.00m. No Hard intact mottled grey/brown sandy CLAY with a

f.-'-.'.:.... groundwoter was

little fine to medium grovel. encountered. Water was I··-.: 12.060 0.75 2 0.75 D 16 added from 1. 70m to

1.00 DRY Stiff Intact darkish brown slightly sandy silly ,.:...., . :- J 1.00 1.45 u 10D 18 22 44 1.96 117 4.DOm to assist boring. CLAY with a trace of fine grovel. X--;- X· U100 at 1.0Dm-300mm 01.50m, becoming firm to stiff laminated and recovery brown. "--. :=-

l:~ 8 18 8.0 0.02 X -X· 11.110 1.70

~ 1.95 s 11 11 1,2,2,2,3,4

Medium dense brown fine to medium SAND. ': >. : .......

~ 10.760 2.05 6 2.05 D 56 10 NP NP

Darkish brown very clayey SAND with some fine to

2.50 2~ coarse flint grovel.

10.310 2.50 7 H8 2.95 ~c 29 4.0 H 0.02 2.4,1,7,7,0

Dense brown angular to rounded sandy fine to 12 0.11

coarse flint, with a little quartzite, GRAVEL ...•...• ·.• ..... 1!· •. ••

8 3.30 D 3.50. 3.10 03.50m, becoming very dense ·:·::~·~~~~ 9 3.5D 3.95 B c 58 4.1 5,8,10,14,17,17 ......... ·.•

4.00 4.00 3.60 • ·.·I!~··· 21.5.92 4.00 2.60 ......... ·.•

• ·.·1!· •. •• 10 4.3D D 4.50 2.70

......... ·.• 11 4.50 4.95 B C 50 2,1,9,1l,14,14 • .... 1!·,.· • ............

5.00 5.00 2.60 ~ 7.810 5.00

.

WATER PIEZOMETER ~ SAMPLE V Vane strength kN/m 2 V> ., w~ Upper Seal \ Rotary core Deportment of Transport

:r !5 BLOWS N = N value Natural ,.,

1--firsl water strike AND D Small disturbed sample recovery to scale

26/150, blows for 150mm. ... ,.,

D V lnsitu vane test Remould TCC Division --1

2--Subsequent water strikes Response length TEST B Bulk disturbed sample s Standard penetration drive after :seating Cr Core recovery % D )> ~~

w Water sample test 26•, blows for port or ROD Rock quality Bristol ....

3- ~Lower Seal KEY. c Cone penetration test u Undisturbed sample whole of seotin9 drive only designation ~ sz Highest water level in K Permeability test (26) Undisturbed sample <425 Sample 7. passing open hole

p Piston sample blow count 425f'm sieve PR Pressuremeter test


- HOLE NO.

e M25 HESTON 8 C.O. ADDITIONAL CAUER,.TES [FIGURE 8

PROJECT: GOD STONE SHEAR STRENGTH/CONSOLIDATION TESTS

TESTING BY: LTG !SHEET I OF I GROUND

ENGINEERING

SN4Plf • SI£AR STI£1Glll rnucn. m• noo

Strol< Initio I c " c, NOTES lt~:~~:: i~ Type Pressure w,. SPECMN P:SCRIPTIOO + 11 11 c "' of Properties e, Jncroment Hvs )jy:

~· [t •i:uro Is~~ ~N/a2

Depth Typo & 0} I Hgf,.l ~N/el i)ogrees -.2/Hil (a) Nu-.b•or

Stiff intact darkish brown slightly sandy 117 - uu 111 --------- I

1.00 UJ silty CLAY with a trace of fine gravel. 50 117 19.9 19 1.96 lit --------- I

eo --------- ----------,__ __ f--- ----------------

lll lni t I all ---·Hgf.,l

SG ------ 0Aosu-

a.· -------~"::~i:2' llj --------- '

lit --------- 1

e., ------------ f--- !---------------- llllnltlall ----.. ~~~ .. ----------

SG ------ 0Assu-

0

v,' --------- ~N/,.2

"• --------- ' lit --------- ' .· eo --------- ------------- --- f----------------- llllnitiall ----Hg/.; SG ------0 Aos..-.1

0Me<>5Ur<>O

o; ---·-----kN/a2

11; --------- '

lit --------- '

e., ---------f--- f--- ---------------- Ill I nit iall - ---Hg/.; ----------

SG ------ 0Aosu-o~~e .. surec

o;' --------- ~N/•2

lit --------- I

"' --------- ' eo ---------

--- r--- f---------------- Ill lnltlall ----Hg;.r ----------SG ------0 Aosu-

o;' --------- kN/,.2

W • Unconsolidated Undralned V - Vane She4r 1-~ ~ 1~1 f 00 SH4PLf TYPE Allow 2 lines for consolidation test. Ill ~ Ditto •ith p.w .. p • .eesur.-ent S - Shear box e, Final void ratio for each lncr_..t +

(D - Consolidated Drained l!i: "' IQ~ SH S>£E1 A . Denote swelling values with esterisk m - Ditto with p.w.p. JMtOSUreeent

"· Assumed effective overburden pressure -CU - Con sol id<>tod Undrolned CiJ - Ditto ~lth p.~.p.

l HOLE NO. J}g

PROJEC-

M25 HESTON a GODSTONE C.O. ADDITION~ - FIGURE -- S CAMERA SITES LABORATORY TEST SUMMARY SHEET

LAB TESTING BY: LTG

~~&~:E'::RING I SHEET 1 OF 1

SAMPLE !l:TAILS CLASSIFICATI~ TESTS St£AR

STREII>TH

CCHSOL-IOATI~

W4PACTI~ CBR OllER

Max

llH Depth Type MCV s s s s Type c 11 Nv c .. Type Opt Dr]t T..st C8R s 11 PL ll 11 w I Dens- w • Ho • llescr I pt loo c' 11' 1,.2/)411 ! ,.2/yr ~425 s s s i4gf,.l Cloy Silt Sa rid >rove: ' s s pH S04 S04 lkH/e2 Deg. ,Mg,;,> s g/1

319 0.20 Bl Hard intact mottled gn~y/IJrQ.I'ffi. sandy CLAY with a 79 13 14 32 7.8 0.01

little fine to medium qravel 0. 75 Q~ Stiff intact darkish brown slightly sandy silty 16

CLAY with a trace of fine grave 1 1.00 ~3 A~ above lOO 1 8 22 44

19 [1.96 uu 117

1. 50 D4 As above. but firm to stiff l(llolif)(l~ and brown 18 8.0 0.02

1.50 D5 fMedium dense brown fine to medium SAND 11

'

2.05 D6 !Darkish brown bery clayey SANQ with some fine to 56 10 N p

iC()(lrs~ flint gravel _£50 B7 Dense brown (lngular to rounded sandy fine to 4.0 8.3 0.02

!coarse flint with a lit;tle! quartzite GRAVEL 2.60 Wl2 lr:ROI 11\ltK 7.2 0 .. 11

3. 5G B9 Very dense brown angular to rounded sandy fine to 4.1 0 14 86

coarse flint, with a little quartzite GRAVEL

. - -~

I St£AR STREIGTH CCHSOLIOA Tl~ OllER

1 .... ~ ... ! FOR SAMPlE TYPE QH>ACTI~ ~

SEE St£ET A CCV Chalk ~rushing value S Standard Coropoction w Unconsolidated Undroined QJ ConsolidAted Undrolned 11y ond c, given tor tlrst FR Frost suscoptlbtllty

~ iii Ditto wltli p.w.p .... osur-nt Eii Oltto wlth p.w.p. -•ur-nt loedlng lncr-t above PI Acldltlt 0 H Heovy Coropoctlon ... "' (D Consolidated drained V Vane shear o5su.ed ettecttve overburden St Sulphate w V Vibratory Coepoct Ion ~ Ditto with p.w.p • ..,asur-nt S Shear Box

1 ....

.... pressure SG Specitic Gravity \0

REL Relotionship te5t ing (vortous 110isture contenta)

SIIC Saturated .~-isture ~ontent

100

90

80

70 t-t (./) 60 (./) <(

a... UJ 50 (!) <( 1-

~ 40 (_) a: UJ a... 30

20

10

-

-

-

1-

BS1377: Part 2: Clause 9.2: 1990 PARTICLE SIZE DISTRIBUTION (WET SIEVING) ----------------------------- -------- ---- ------------ --- -------

I -

-I

I -

1 -

L -

I -I -

~ 'I

/

/ /

~ -

"" V

/ --0.0001 .001 .1 1 10 100 .01

CLAY


PARTICLE SIZE - mm


M25 HESTON & GODSTONE C . 0 . 319 9 3.50

FINE JMEDIUM I COARSE SAND

FINE I MEDIUM J COARSE COBBLES

GRAVEL


100

90

80

70

60

50

40

30

20

10

0

M2 ESTON & GODSTONE C.O. A ITIONAL CAMERA " 11

;:==:: ====:::::: ::::/: Shepperton Green ''=

" 11:" i If ,, ...

..:-, ,',' " ,, ,, ,, , ,,

11 ,,

" , ,,

07

CAMERA 319

SITES

Spluh McadoAccrcacion Gf'ountl)

No. 319 MARKER POST 27/960A BOREHOLE LOCATION: IN VERGE 0/S REF.

LOCATION

812622



Kennedy and Donkin Power Ltd . . Westbrook Mi 11 s Godalming Surrey GU7 2AZ





Ref. No. 812622 July 1992

e

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK




FIGURE A FIGURE B FIGURE S RECORD OF DYNAMIC PROBE LOCATION PLAN

DEPARTMENT OF TRANSPORT 4it TCC DIVISION, BRISTOL


CAMERA No. 320



1.0 INTRODUCTION


Engineers to the Department of Transport, TCC Division, Bristol, a ground investigation was carried out at marker post 30/257A, at the site of the proposed close circuit television camera No. 320.



requested.

- 1 -


3.0

The site is located adjacent to the westbound carriageway of the M3 Motorway at marker post 30/257 A between junctions 1 and 2. It is located near Chertsey.

At this location, the motorway runs on embankment. The boring and probing was carried out near the top of the embankment slope. (See location plan).

Geological records (BGS 111 to 1 mile sheet 269) indicate that Flood Plain Gravel overlies Bagshot Beds at the site.

SITE WORK





Representative disturbed and undisturbed samples were taken at the depths shown on the boreho 1 e record. Standard penetration tests were made in granular and cohesive deposits to assess the relative density or strength of the material, and the values of penetration resistance ( 1 N1 values) are given on the borehole record.



The ground level relative to Ordnance Datum and the co-ordinates referred to the National Grid are given on the boreho 1 e and probe records. The co-ordinates were scaled from 1:10,000 Ordnance Survey


- 2 -


Laboratory testing was carried out on selected samples as instructed by the Engineer, and the results are given on the appended Figures B

and S and graphs. The testing programme comprised:

4.1 Classification Tests Natural moisture contents. Bulk densities. Liquid and plastic limits.

4.2 Strength Tests

4.3

Undrained triaxial compression test on a single 106mm diameter


Chemical Analyses Total (acid soluble) sulphate contents of soil. Water soluble (in 2:1 water:soil extract) sulphate contents of soil. pH values of soil.


MADE GROUND FLOOD PLAIN GRAVEL

To

lO.OOm over 15.00m

- 3 -



.!



ENGINEER: Kennedy & Donkin Power PROJECT: M25 Heston and Godstone c.o. Additional Camera Site GROUND LEVEL 19.58 m.O.D. HOLE NO. 320

LOGGED BY: EXCAVATION METHOD Cable Percussion COORDINATES 50551 16717 FIGURE A FIELDWORK BY: GROUND BORING DIAMETER 150mm

LAB. TESTING BY: ENGINEERING CASING DIAMETER 150mm DATES 18/05/92 18/05/92 SHEET 1 of 2

DATE/TIME DEPTH DEPTH STRATA SAMPLING/IN SITU TESTING LAB TESTING BLOWS OTHER TESTS/NOTES AT OF OF N LEVEL DEPTH %< PL MQ~ni DEPTH CA~ING WATER

~ DEPTH TYPE ~LOWS w LL ~fn1 pH so, so, SPT/CPT "ii DESCRIPTION LEG. No. m O.D. m m 25 % % % kN 7. g/1

1B.5.92 MADE GROUND: Firm, light brown and greyish 0.00 • Undisturbed sample not

brown silty very sandy cloy, with occasional recovered at 14.00m.

lenses of brown silty clay and grey silty cloy. 1 0.50 D 22 2.6 1.01 1.97

18.580 1.00 2 1.00 1.45 u MADE GROUND: Firm, greyish brown silty sandy cloy. with occasional very small pockets of

l:~B ug B BB ~b 22 J5 J.O 1.50 DRY brown very sandy clay. ~ O.B7 0.71 s 18 3,3,6,5.4,3 .

01.80m, appearing with a band of brown and oron9e brown silt;t: fine to medium sand. 17.580 2.00 5 2.00 2.45 u 27 1.99 99 MADE GROUND: Stiff brown silly sandy clay, with lenses and bonds of grey silty cloy, and

HB ~:§g B 100 ~r 4.8 0.22 2.50 DRY occasional very thin laminations of grey silt. 9 s 10 1.2.3,2.2,3

02.85m, appearing with a band of yellowish brown slightly cla)1'y silty fine to medium sand. 8 J.OO 3.45 u

03.45m, becoming with very occasional thin lenses of fo HB ug B s 15 ~~ yellowish brown silty fine sand and appearing with a J,J,l,4,4,4

little fine to medium angular Hint gravel.

4.00 DRY 15.580 4.00 11 4.00 4.45 u 22 1.95 75 MADE GROUND: firm to stiff grey silty clay, with occasional little small pockets of brown silty

HB ug B 97 25 21 55 4.6 0.28 0.27 clay, with partings of light grey silt and B occasional small pockets of orange brown silty s 16 2.4,4.J.~ ••

fine sand. 04.50m, appearing lighter and becoming o silty 14.580 5.00 14 5.00 5.45 u l I\ very sandy clay with a little medium Hint fr:avel and traces of coarse sand sized brick

5.50 DRY agments. 16 ~:~a ~:~g B 16 6.8 0.23 s 13 l.J,4.3.J,J

MADE GROUND: firm brown and brownish grey silty very sandy (fine) clay, with occasional thin bonds of orange brown ond grey brown fine to )< medium sand and very occasional rounded flint )< and subangular sandstone grovel.

13.080 6.50 17 6.50 6.95 u 2J 2.01 125

MADE GROUND: Stiff,brown silty cloy, with

7.00 ORY occasional small pockets of orange brawn silly IS ~:OB ug B 89 21 21 4J 4.1 0.55 0.03 fine sand. s 8 1,2.2.2.2.2 I

06.95m, with frequent lenses of greenish grey silty very sandy cloy

20 8.00 8.45 u 11.3BO 8.20

8.50 ORY MADE GROUND: Stiff. orange brown and light grey

~~ B:~B R:§g B 19 4.3 0.01 stlty very sandy (fine to medium) cloy with a s 19 •.•.•. ~.5., little tine to medium rounded flint grovel. @8.50m, with thin bands of light brown and grey slightly clayey silty fine to medium sand

)<

~~ 23 9.50 9.95 u 27 1.97 81

10.00 ORY 9.580 10.00 ~~ ?o98o 18:~~ B 99 15 NP NP

WATER PIEZOMETER ~ SAMPLE V Vane strength kN/m 2 1/l .., ::r

Upper Seal '\ Rotary core :X: p w~ AND recovery to scale BLOWS N = N value l:!ru!ill!L.. Deportment of Transport ,

l...,First water .atrike D Small disturbed sample 26/150, blows for 150mm. .... ,

0 Remould .... Response length TEST

V lnsitu vane test TCC Division 1\) z 2--Subsequent water strikes 8 Bulk disturbed sample arive otter seating Cr Core recovery % a ,.. 0 9 s Standard penetration test Bristol .... 3- ~ KEY. w Water sample 26•. blows for port or ROD Rock quality

Lower Seal c Cone penetration test whole of seating drive only designation 1\)

sz Highest water level in u Undisturbed sample p Piston sample

K Permeability test (26) Undisturbed sample <425 Sample 7. passing open hole PR Pressuremeter test blow count 425tJm sieve

SIO (c) 1990 MZ Assoc1otes ltd


GROUND ENGINEERING

PROJECT: M25 Heston and Godstone


BORING DIAMETER 150mm 150mm

C.O. Additional Camera Site GROUND LEVEL 19.58 m.O.D.


DATES 18/05/92 18/05/92

so. DA~Tit.1E D~TH DEJ'FTH ,.. I------------S_T_R_A_T_A _____ .....,---,---=--=--r::-==-=--111-S::.:A..:.:M:.::P;..:L:::I:..:N.::GL/:.:.IN:.._:;S;:-IT:..:U:.......;TEr=S..:.:TI..:.:N:.:G'ti-:::-Jr--r:,---,r--.---:-:-LA_B,--TE_S_TriN_G_r-_-.-------1

DEPTH CASING WATER 1 DESCRIPTION LEG. LEVEL DEPTH No DEPTH TYPEflLOWS %2•5< W PL LL ,,_'d, • ~~ : pH s2.•

10.00 DRY

11.50 DRY

13.00 DRY

14.50 DAMP

15.00 15.00 DAMP

Medium dense orange brown and light grey clayey silly fine to medium SAND with traces of decayed rootlets.

011.00m, appearing with occasional thin bands of soft brown silty sandy clay.

Loose. light brown silty fine SAND with occasional thin bonds of orange brown silty fine to medium sand.

013.00m, appearing with occasional light grey lenses.

m O.D. m · m % % % ,... • .urrkNJm ,. g/1

9.580 10.00 25 10.00 10.4! D s 22

26 11.00 11.45 u

8.080 11.5o ~A 8

29 12.50 12.9 u

0.01 4.8 ~ 1~:8~ H:S~ B s 25 9

J2 14.00 14.4! U•B

JJ 14.50 15.0( 0 s 10

-~-: ~-: 4.580 15.00 15.00

HOLE NO.

FIGURE

SHEET

BLOWS

SPT/CPT

4.4,4,6,6,6

1.2.2.2.2.2

1.2.2.3.2.2

1,2.2.2,3,.5


TEST B

KEY. w

~- Rotary core --. recovery to scale V lnsitu vane test


Natural Remould

Department at Transport

l .... first water strike 2-... Subsequent water strikes 3-



D Response length

~lower Seal u p




26/150, blows for 150mm. drive after seating 26•. blows for port or whole of sootin9 drive only (26} Undisturbed sample blow count

Cr Core recovery ?. ROO Rock quality

designation <425 Sample ll passing

425/'m sieve

TCC Division

Bristol

320

A

2 of 2

OTHER TESTS/NOTES

Ul

~w~ :r N:::J

-t :g~ 0 .... J>

1\)

e - HOLE NO. e FIGURE 8 PROJECT: M25 HESTON 8 GODSTONE C.O. ADDITIONAL CAMERA SITES



SN4Plf + SI£AR STI£N:illi CD<Slli..IDA na.

u!l~~:: ~~N/1121 Strolr Initial c 11 NJTES Type Pressure SPECD£H ~SCRJPTla. +

I tal ~~ro 11 11 c• 11' of Properties e, Increment ~;;: ~iy: Depth Type l o, ~~ kH/a2

I•) Huoobor ' I Mg/.' I kN/-" pegrees s~~

Stiff brown silty sandy CLAY with lenses uu 99 - lli --------- I and bands of grey si lty cl ay. 100 99 17.4 27 1.99 2.00 U5

lit --------- I

eo --------- ------------- c.--- r----------------Ill Initial! ----Hg/al Firm to stiff grey si lty CLAY with 75 - uu

4.00 Ull occasional small pockets of brown si lty 150 75 6.9 22 1.95 SG ------ 0Assu-clay. QHeosur~

a.'--------- kN/.,2

Stiff brown silty CLAY. 125 - uu lli --------- I

6.50 Ul7 200 125 23 2.01 lit --------- 1

e, ---------f---- f--- r----------------- llllnitloll ----My,. ----------

Stiff orange brown and light grey si lty 81 - uu SG ------ 0Assuooed very sandy (fine to medium) CLAY with a 0 81 9.9 27 1.97 ou 9.50 U23 1 ittle flint gravel. a;'--------- kH/.l-

lit --------- I

lit --------- I

eo --------- ------------- --- '----------------- llllnitioU --- , .. SG ------ 0Assu-

QMaa>u•~

... ---------kN/.,2

lli --------- '

lit --------- I

e, ---------Ill Initial) ----Mgj_:l ----------f---- f--- r----------------SG ------ 0Assua>ed

0Heasure< a.'--------- kN/•2

wi --------- I

w, --------- I

e, ------------ --- r---------------- llllni tlall -04!f, ----------

SG ------ QAssu-

-G>U~-

a.' --------- kN/rl-

W - Unconsolldated Undralned V - Vane shoor :1: ~ ~2 fOO SIH'L£ TYPE Allow 2 lines for consolidotion test. In - Ditto with p.w.p. -.esur-nt S - Shoor box el final void ratio tor each lncr...-.t m + ... SH SlEET A (D - Consolidoted Drained 0 "' Q~ l'l5 - Ditto with p.w.p. aeosure.ont . Denote swelling values with asterisk ... Jli- Consolidoted Undrolned ... Assumed effective overburden pressure -

-~to with p.w.p • ...,osur-nt

e M25 HESTON 8 GODSTONE C.O. ADDITIONAL e e HOLE NO.



SAMPLE rETAILS CLASSIFICATiat n:STS StEAR

STI<EN;;ni

IDISOl-C04PACTletl

IOATICII CBR Oll£R

Max EH Depth I Type s s s s Type c 11 Mv Cv Type Opt Dry Test CBR s 11 PL ll MCV H 11 I Dens· 11 S04 • No. Oescrlpt ion c' p' 1.,2/HN I .;,y,

pH S04 1<425 ~1-' [sa rid ~rave: s s s s g/1 s s s Clay SUt

lkH/a2 ~~~ Oeg.

1320 0.50 01 Firm light brown and greyish brown s il ty very 22 2.6 1.0 1.97 sandy CLAY with occasional lenses of brown and grey silty clay.

1.45 DJ Firm greyish brown silty sandy CLAY with 188 21 122 35 3.0 0.87 07 oc, :a si on aT small pockets of brown very sandy c 1 ay

1~ !o4 As abOve 20

2.00 rus [StTffb ilfty sandy CLAY with lenses and bands [27 [1.99 lTIT 99 Of grey sTlty cl ay

2.45 ID6 As above l10o 28 119 148 4.8 0.22

2.50 lo7 As above 21

3.45 lo9 As above but with occasion a 1 thin 1 enses of 29 Sili.Yfi ne sand and a 1 itt 1 flint grave 1

3:50 ID10 As above 23

4.00 IUil Firm to stiff grey silty CLAY with occasional 22 11-95 luu 75 sma 11 pockets of brown SiltY c 1 ay

4.45 ID12 As above. r9i 2s 121 I 55 4.6 0.28 0.27

5.45 [DT5 TI rm brown and brownish grey s il t.Y very sandy l6 6.8 0.23

(fine) C~h occaSional thin sand bands and

gravel

6.50 lull Stiff brown silty CL:AYwit-h occasional small 23 12.01 ruu 125 sand pockets

StEAR STI<EN;;ni OliiSOI.lOA TICII Oll£R [ ... ~ ... e FOR SNU'LE TYPE QH>ACTICII

~ CCV Chalk crushing value SEE StEEl A S Standard Coapactlon W Unconsolldated Undrained QJ Consolidated Undrained av and Cv given for first FR Frost susceptiblllty

~ H Heevy Coapactlon

W Ditto with p.w.p. aeasur-nt ffi Ditto with p.w.p. aeasurement loading Jncr-nt above 1*1 Acidity !il "' m Consolidated drained V Vane shear essurned effective overburden St Sulphate w V Vibratory Coapactlon CD Ditto with p.w.p. aeasur-nt S Shear Box SG Specific Gravity IN N

pressure 0

I<El Relationship testing (various DOisture contents,

s"c Saturated aoisture content

e - - HOLE NO. M25 HESTON a GODSTONE C.O. ADDITIONAL



s.EAR OOISOI.-ro.ti'ACT ICil tBR Oll£R SN4PLE I:E TAILS CLASSIFICATICil TESTS

STREI«illl IDATICil

""" Ill Depth !Type Type c " Mv Cv Type Opt Dry Test CBR pH S04 sof s ll PI. ll MCV 11 s s s s ll ll I g/ • No • Descrtptlon c' 11' ~/)IN 1.,2 /y• Dens·

<425 s s s f4g;al Clay Slit 'sarid brave ,kN/•2

s ,~;~

s s Deg.

[32o 6:95 IDi8 As above but with frequent lenses of greenish IB9 21 i~l 143 4 .. 1 0.55 0.03

grey si lty very sandy cl ay.

8.45 I D21 Stiff orange brown and light grey silty very 19 4.1 o:oT sancJY (fine to medium) CLAY with a little flint

gravel.

9.50 lu23 As abOve 27 11 . 97 uu 11

9:95 lo24 ora.nQe brown and 1 i ght grey c 1 ayey si lty fine to 199 15 IN lP

-;;dium SAND

12.95 ID30 Liqht brown silty fine SAND with occasional thin 25 T~8 0.01

bands of orange brown Siity-fine to medium sand.

s.EAR STREI«illl COtiSOL IDA TICil Oll£R N~ ... 2 FOR SN4PI..E TYPE <DIPACTICil

CCY Chalk crushing value ? SEE s.t:ET A

S Standard Cooopactlon w Unconsolldated Undralned QJ Consolidated Undralned .., and ey gtven tor tlrst FR Frost susceptlblllty ~ w Ditto with p.w.p. aeasur-nt Qj Ditto with p.w.p. aeasurement loading lncr-nt above pH Acidity ~ H Heavy Cooopactlon "' CD Consolidated drained V Vane shear assua.ed effective overburden St Sulphate

V VIbratory Cooopactlon Cii Ditto with p.w.p • .aasureaent s Shear Box N w

pressure SG Specific Gravity N

REL Relationship testing 0

(vertous IDOlsture contents) SNC Saturated •oisture content

PROJECT NAME M25 HESTON & GOOSTONE CO RECORD OF DYNAMIC PROBE No. 320 ~ PROJECT NO. 812622 SHEET NO. 1



Depth Blows per 100mm Blow count TorQue Remarks

2 2

2 2

2 3

3 5 7

4 6

4 4

7 6

8 3

2 2

3 3

4 4

4

3 3

3 4

3 3

3 4

4 4 4

3 3

2 3

3 3

2 3

3 0 4 .. 5

6 9

6 3

4 6

6 0 4

2 2

2 2

2 3

3 3

7 5 5

0

3 3

3 2 3

4 3

2 3 0

2 5

12 9

4 4

6 5 9

10 0 12

12 13

9 6

5 9

8 9

1 9 8

0

REMARKS


M 25 -STON & GODSTONE C.O. ADfltiONAL CAMERA SITES

"'




320 MARKER POST 30/257A BOREHOLE & DYNAMIC PROBE LOCATION: NEAR TOP OF EMBANKMENT SLOPE 0 /S REF. 5055116717

I

I

I

\

06

\ \ \

I I I I I I I I I

CAMERA 320 BOREHOLE & DYNAMIC PROBE .LOCATION

Scale: 1 10,000








Ref. No. 812622 July 1992

e

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK




FIGURE A FIGURE B FIGURE S PARTICLE SIZE DISTRIBUTION CURVES RECORD OF DYNAMIC PROBE LOCATION PLAN



CAMERA No. 374




July 1992

At the request of Kennedy and Donkin Power Limited, Consulting Engineers to the Department of Transport,_ TCC Division, Bristol, a


Presented in this report are the results of borings and.in situ and


requested.

- 1 -


The site is located adjacent to the anti-clockwise carriageway of

the M25 Orbital Motorway at marker post 106/074A between junctions 16

and 17. It is located near Chalfont St. Peter.

At this location, the motorway runs at grade. The boring and probing

were carried out in the verge. (See location plan).

Geological records (BGS 111 to 1 mile sheet 255) indicate that Glacial

Gravel overlies Reading Beds at the site.

~ 3.0 SITE WORK

The site work was carried out on 19th and 20th May and 1st June 1992.

One boreho le was sunk by 1 i ght cab 1 e percussion methods at the



encountered and groundwater levels as recorded at the time of boring


Representative disturbed and undisturbed samples were taken at the

depths shown on the boreho 1 e record. Standard penetration tests

were made in granular and cohesive deposits to assess the relative

density or strength of the material, and the values of penetration

resistance ('N' values) are given on the borehole record.

One dynamic probe was carried out by 'heavy' type probe rig. The



referred to the National Grid are given on the borehole record and the

record of dynamic probe. The co-ordinates were scaled from 1:10,000

Ordnance Survey sheets and are accurate to the nearest 10 metres.

-2-


Laboratory testing was carried out on selected samples as instructed by the Engineer, and the results are given on the appended Figures B and S and graphs. The testing programme comprised:


Bulk densities

4.2


Strength Tests

Undrained triaxial compression test on a single 106mm diameter specimen , at a nominal rate of axial strain of 2% per minute.

4.3 Chemical Analyses Total (acid soluble) sulphate contents of soil. Sulphate content of groundwater.



TOPSOIL GLACIAL DEPOSITS READING BEDS

To

O.lOm 6.10m

over 15.00m

-3-






GROUND ENGINEERING



BORING DIAMETER 200mm

200mm

GROUND LEVEL 89.39 m.O.D. HOLE NO.

COORDINATES 50175 18955 FIGURE

DATES 19/05/92 20/05/92 SHEET

OA~/TIME DEPTH DEPTH ~----------------------S~T~R~A_T~A~----------r----.~~~~~~~~~~~~~=-~~~~~r--r~r--.~~r----r---.----,----1 AT Of Of ~

SAMPLING/IN SITU TESTING LAB TESTING

LEVEL DEPTH DEPTH %< w PL LL Mq~ni 7/rr1 so, so, BLOWS

SPT/CPT DEPTH CASING WATER ·c.

19.5.92

1.00 0.00

20.5.92 0.00

3.00

4.00

6.50

6.50

DRY

DRY

DRY

DRY

.lZ...

1-

DRY

DRY

DESCRIPTION LEG.

I\ TOPSOIL 1-'--. . ..:... Firm to stiff mottled dark brown to brown X.--:- ·x· slightly sandy silly CLAY with some tine to I-'- · ..:... coorse grovel and a little organic material. X·- 'x ·

\

Brown slightly clayey silty fine to coarse SAND j ~·"~···:· with much fine to coarse grovel. r; • ,

'-,-------...,-----,.-.,-------------~ • 7 • Still mollled brown to darkish brown sandy CLAY fL • -'=-and fine to coarse largely flint GRAVEL ~~·7 ".

02.00m, becoming reddish brown with a little grey. ~·-=.. . ... i-L-·~ .. . . 7 .

~-·-;-

m O.D.

69.290

88.590 88.390

Very dense brown silty medium to coarse SAND and angular to rounded fine to coarse largely flint GRAVEL.

~.:_; ,.·;.. 86.390

::::<:·x 04.00m, clayey.

05.00m. becoming a silty very gravelly sand.

Firm to stiff. becoming stiff. 0 7.30m, mottled brown ond grey silty CLAY. From 6.10 to 6.30m with a trace of fine flint grovel.

07.30m, becoming extremely closely fissured, mottled brown, red brown and grey.

@8.30 to 8.40m, very stiff mottled darkish brown with grey and orange brown very silty CLAY with occasional fine sand partings.

09.00m. becoming very closely fissured, dark brown with gleyed fissures.

(Continued ...... )

: _;:~.:·~:~·-~.·: :_~::~_;·~:~·.~.: : -~::~:\:~·-~_·: ::~:~.;·~::t :_;:~.~·~:.~· :_~::~_;·~:':!·

:~--~,·~:::: ("<'·· ..... 83.290 lx --x

lx --x

x --x

x --x

x --x

x --x

x --x x --x

x --x

x --x

x --x

lx_-

m

0.10

0.80 1.00

3.00

6.10

No.

I

2 J

5

9 10

11

12

IJ 14

15

16

17 16

WATER PIEZOMETER Upper Seal SAMPLE AND D

TEST B KEY. w

~ Rotary core

1.._ first water strike

2-- Subsequent water strikes 3-sz Highest water level in

open hole


Response length

Lower Seal u p

Small disturbed sample Bulk disturbed sample Woter sample Undisturbed sample Piston somple

-. recovery to scale V lnsitu vane test S Stondard penetration C Cone penetration test K Permeobility test


TYPE SLOWS pH

m 25 % % % kN

0.40 - D 15 5.3

0.80 - D 8.3 5.8 1.00 1.45 8 c 40 31 11 16 35

2.00 2.45 8 c 45 26 7.7 14 37

3.00 3.45 8 c 57 11

4.00 4.45 B C 52 7.6

~:88 ~45 46 8.3 6.3

6.10 - D 6.30 6.75 D S 19 91 18 18 56

7.30

7.80

8.30 8.30

9.00

9.30

U8

BLOWS

lest

- D 21

8.2!1 u 100 20

- D 8.75 D S 33

- D 100 23

9.75 u

l0.2' B s 56

N ;;; N value 26/150, blows for 150mm. drive after seating 26•, blows for port or whole of seating drive only (26) Undisturbed sample blow count

22

25

7.6

57 2.13 132

72


Natural Remould



425fJm sieve

~ g/1

0.01

0.01 3.7,1,9,51,14

~.1,10,51,10,16

4,8,12,14,17,14

~.10,11,12.12.15

0.01 1,12,11,10,12,13

J.J,4,4,5,1S

0.01

2.4,5,7,10,11

5,7,51,10,17,20


TCC Division

Bristol

374

A

1 of 2

OTHER TESTS/NOTES

An Inspection pit wos dug to l.OOm. Groundwoter was struck at s.oom, rose to 4.70m in 20 mins. Sealed at 6.50m.

(/) .., 1.1~ :r p ,.., ..... ,..,

-1

:;:~ D - J>

N

ENGINEER: Kennedy & Donkin Power PROJECT: M25 Heston and Godstone C.O.Additional Camera Sites GROUND LEVEL 89.39 m.O.D.

LOGGED BY: FIELDWORK BY: LAB. TESl'ING BY:

GROUND ENGINEERING

EXCAVATION METHOD Cable Percussion COORDINATES 50175 18955 BORING DIAMETER 200mm CASING DIAMETER 200mm DATES 19/05/92 20/05/92

DAT;(rTIME 0~/H o~FTH ..; I-----------..:.S:..;T~R:.:..A:..:T.:...A:.._ ____ _,---.:--:=-=--r::-::=-=c-1fi-:S::::A..::M:::PrL::::IN~G~/LI:::N:.__:;SriT:.::U:__;T.::E::::.S..:.:TI::..:Nc::G1J-:::o---r:-.r---.-:L-:-A-Br-T-E_S_TriN_G:.._r-_--r_-l DEPTH CASING WATER .~ LEVEL DEPTH DEPTH TYPEh'LOWS %< W PL LL ~, , C~ , pH so, SO,

15.00 6.50 DRY

- DESCRIPTION LEG. m O.D. m No. m P' 25 % % % MatmkNtm 7. g/1

( .... cont.)

010.50m. becoming very stiff/hard and with a little very *eak cloystone.

@11.30m, becoming red brown.

Very stiff to hard laminated mottled brown,oronge brown and light brown slightly sandy very silty CLAY with laminations of brown silly fine sand.

Very dense brown fine SAND, in ports clayey and weakly cemented.

1\ Stiff to very stiff, fissured, brown with grey 1 \ silty CLAY, with some brown fine sand.

fx --x

f-;( --x

fx --x

fx --x

f-;( --x

fx --x

f-;( --x

fx -L-.-:-; X -:-X·

~. .,:...

X -:- X·

f.'- .,:...

X -:-X·

1· .. :·:;:·.·:··

:::· .. . >

·.'

~s~·.·.

19

20

21 22

23

24

76.690 12.70 25 26

27

75.590 13.80 28

~U!!8 l~:aa 29

18

10.50 - D 100 15 21 53

10.80 11.25 u

11.30 0 11.30 11.75 0 s 66

12.00 - 0 100 21 24 64

12.30 12.7~ u

IH8 n.2 B s 60 -

13.50 - D

13.80 14.18 D S . 100 13 17 29

15.00 - D 100 15 14 32

HOLE NO.

FIGURE

SHEET

BLOWS

SPT/CPT

6.14,13,16,18,18

!>,7,12.14.15,19

6.7,16,17.40


0 Response length

SAMPLE AND D

TEST B

KEY. w

Q Rotary core ~ recovery to scale V lnsitu vane test


t!2!!lli!L Department of Transport

1-..First water strike 2-- Subsequent water strikes 3-

2 Highest water level in open hole


~ Lower Seal u p




test

26/150, blows far 150mm. drive otter seating 26•. blows for port or whole of seating drive only {26) Undisturbed sample blo~N count

Remould Cr Core recovery % ROD Rock quality


425J.lm sieve

TCC Division

Bristol

374

A

2 of 2

OTHER TESTS/NOTES

Test terminated OJe to hard driving

(/) :r

N~ -i

a .... J>

N

"T1

~ 0

~f

·e e HOLE NO 374 [FIGiJRE B PROJECT: M_25 t1i;~TON 6 GOD STONE C.O. ADDITIONAL CAMERA SITES

SHEAR STRENGTH/CONSOLIDATION TESTS TESTING BY: !h1~uNo · !sHEET I OF I j ENGINEERING

StEAR STAOIGTH rnzcrv "'\T la. SHI'lE •

Lt:~;:~:~ Strolr Jnltlol c 11 NOTES Type Pressure Mv. SPECIJ.£H a;SCRlPTia. +

" H c 11' s..:!~ Properties e, lncra.ent

~~ ~iy: ~ I tal~~ .. kH/a'l Depth Type & a, s Mg/.,1 kH/~ pegree• -.::;;. 1•1 Huoober

Stiff fi ~sured mottled brown, red brown 132 - uu "' --------- s and grey si lty CLAY. 132 21 2.13 "' --------- ' 7.80 Ul2

eo ------~-- ----------r--- --- 1----------------tlllnltlall -- -Mnt..l

SG ------ 0Assuooed ,.., .. : _______ -:-: k,f/,;2

"' --------- s "' --------- ' e, ---------

--- 1--- 1---------------- 11Cinltlall --- "91 ----------SG ------ 0Assu.oed

o ..... a

v,' --------- kH/,.2

"' --------- ' "' --------- ' eo ---------

.·

1--- --- 1---------------- Ill lni tlall ----Mgf_:l ----------SG ------ 0 Assu.oed

>U""

<>: ---------kH/.,2

"t --------- '

"' --------- s e, ---------

1--- 1--- 1---------------- IICini tlall ----Mg/,.:J ----------SG ------ 0 Assuooed

0Measu~ed o;' --------- kH/,.2

lit --------- '

"' --------- ' e, ---------

1--- 1--- ---------------- ll!lnltlall -- '"" ----------SG ------ 0 Assuooed

. o-asu ... ..._· --------- kH/,.2

W - Unconsolidoted Undrolned V - Vane st.or

= ~ ~e ... f(R SM'lE TYPE + Allow 2 lines for consolidation test. 1JJ - Ditto with p.w.p. -sur-..t S - Shear box e, Final void ratio for eech incr_,t

0 ... "' ~ SEE 9£ET A CD - Consolidated Drained . Denote swelling values with asterisk ... m - Ditto with p.w.p. 118asur-t

o; Assumed effective overburden pressure --~ - ~~~olldated Undralned - tto with p.w.p. t

e I M25 HESTON 8 GOOSTONE C.O. ADDITIONAL e - HOLE NO.

PROJECT: i CAMERA SITES LABORATORY TEST SUMMARY SHEET FIGURE s LAB TESTING BY: LTG

~~gf~~RING I SHEET 1 OF 2"

SAMPLE rETAilS ClASSIFICATittl lESTS SI-£AR

STREICTH !DlSOI.-IOATittl !DIPACTittl CBR Oll£R

Max

IJi Depth Type s s s Type c 11 Mv Cv !Type Opt Dry Test IliA pH so4 sof s ll PI. ll K:V 11 s ll Dens- ll • No. c' 11' 1.,2/HN l..z /y• s g/ Description

f-:425 j ~t.l Clay [sa rid prave s it~ s s s s Silt

lkN/a2 Oeg. IMg'-'

1374 0.40 IDl Firm to stiff mottled dark brown to brown sli!tJtl) 15 5:3 0.01

sandy silty CLAY with some ~rc~vel.

o.ao ID2 Brown slightly clayey silty fine to coarse SAND 8.3 5.13 0.01

with much gravel.

1.00 IB3 Stiff mottled brown to darkish brOWrl~ iiTv [31 ll 116 135

and fine to coarse GRAVEL. 2.00 IB4 11\S above, but reddish brown with a little grey. 126 7.7 14 137

3.00 IB5 Brown silty medium to coarse SAND and fine to ll 7 49 44

coarse GRAVEL

4.00 IB6 As above but clayey 7.6

5.00 B7 Brown si lty medi urn to coarse SAND with much grave· 8.3 4 74 22

5.00 lw8 Ul' .u .. u,/ATER 6.3 0.01

6.30 IDlO Firm to stiff mottled brown and grey silty CLAY 191 18 18 I 56

7.30 lOll i As above, but fissur~_ and mottled brown red 21 7.6 0.01

brown and grey

7.80 iUl2 i As above, but stiff I lOo 20 22 57 21 12 .l uu 132

9.00 ID15 As above but dark brown with gleyed fissures 1100 23 125 172

- ...

10.50 lo19 • As above, but very stiff to h-ard. lwo 15 l:n I 53

12.00 ID23 As above but red brown. [lOO 21 124 164

SI-£AR STREICTH IDlSOl lOA Tlttl Oll£R ~~ ... e FOR SAMPLE TYI'£ (X)If'M:f[(tl

CCY Chalk crushing value ? SEE SI-£ET A 5 Standard Coapactlon W Unconsolldated Undralllad CU Consolidated Undralned .., and ey given tor first FR Frost susceptibility

~ H Heavy Coapactlon 00 Ditto with p.w.p. aeasur-nt ffi Ditto with p.w.p ..... sur.....,nt loading incr-nt above pH Acidity !il "' m Consolidated drained V Vane shear assulfted effective overburden St Sulphate

N Y Vibratory Coapaction iii 01 tto with p. w. p, aeasur-nt 5 Shear Box w pressure SG Specific Gravity '4

.j>o Rfl Relationship testing (various moisture contents)


e \, M25 HESTON 8 GOOSTONE C.O. AOOITION4 e HOLE NO 374

PROJECT: ! CAMERA SITES LABORATORY TEST SUMMARY SHEET FIGURE s LAB TESTING BY: LTG

GROUND I SHEET 2 OF 2 ENGINEERING

SAHPlE a:TAILS CLASSlflCATlOO TESTS SH:AR

STREIGTH

IDISOl-ID4PACTIOO

lDATlOO CBR On£R

Max llH Depth Type s s s s Type c " Mv Cv :Type Opt Dry Test CBR s If PI. Ll MCV u If !Dens- If • No. Description c' 11' ~JMN I ,.2;y •

<425 ~;,.l Clay Sa rid ~ravel s s s . s s s Slit

lkN/•2 ~~~~ Deg.

374 13.50 w very- stiff to hard laminated mottled brown wiiil 100 13 17 29 orange brown aildligi1i brown s 1 ight 1y sandy very

· si1ty CLAY 15.00 lo29 [Stiff to very stiff fissured brown-with grey sift~ 100 115 14 f32

!cLAY with some fine sand

..

SI£AR STREII>TH CONSOL.lDATlOO On£R IN a ... e FOR SAHPlE TYfE aH'ACTlOO

CCV Chalk crushing value ~ SEE SlEET A

S Standard Coopactlon w Unconsolldated Undralned cu Consolidated Undralned 11y and ey given for flrst FR Frost susceptibility ~ iii Dltto wlth p.w.p. -asur-nt Qj Oltto wlth p.w.p • ..,..sur-nt loedlng lncr-nt above Jll Acldlty I~ H Heavy Coopactlon "' CO Consolidated drained V Vane shear essumed effective overburden St Sulphate

V Vibratory Coopactlon m Oltto wlth p.w.p. -asur-nt 5 Shear Box SG Specific Gravity IN w pressure ..... REL Relationship testing

_,..

(various 110isture contents) SRC Saturated •oisture content

(.!) z 1-1

100

90

80

70

(./) 60 (./)

< a.. UJ 50 (.!)

< ..,__

{5 40 u a: UJ

a.. 30

20

10

-

r-

r-

r-

r-

r-

r-

r-

r-

BS1377:Part 2:Clause 9.2:1990 PARTICLE SIZE DISTRIBUTION (WET SIEVING) ----------------------------- -------- ---- ------------ --- -------~

V

I -

I --!,1

V / -

V / -

~

-I

' -I -

J

V -/ ~

-u.0001 .001 .01 . 1 1 10 100

CLAY


PARTICLE SIZE - mm

FINE I MEDIUM I coARSE FINE SILT

M25 HESTON & GODSTONE C. 0. 374 5 3.00



GRAVEL


100

90

80

70

60

50

40

30

20

10

0

(.!)

:z: ~

100

SQ

80

70

c.n 60 c.n <X: CL

lU 50 (.!) <X: 1-

~ 40 u 0: LU

CL 30

20

10

~

r-

~

1-

~

~

...

~

-

r-

BS 1377: Part 2: Clause 9. 2: 1990 PARTICLE SIZE DISTRIBUTION (WET SIEVING) ----------------------------- -------- ---- ------------ --- -------V -

l

I -

I -I

I -

I -

V -

-I

_,_Y V -

~ V

-,..... -

----V

-0

. 0001 .001 .01 . 1 1 10 100

CLAY


PARTICLE SIZE - mm


M25 HESTON & GODSTONE C . 0 . 374 7 5.00 - 5.45



GRAVEL


100

90

80

70

60

50

40

30

20

10

0


~- PROJECT NO. 812622 SHEET NO. 1

Test ~ethod: BS 1377: Part 9: 1990 3.2 Co-ordinates 50175 18955


Depth Blows per 100mm Blow count Torque Remarks m N m

o. ~ 10 1!'i 20 :>!'i 30 ::!!'i .40 .ol!'i

0 'I ,, • I I 'I I

3 .4

5 5

5 6

1. 6 6 0 5 9

11 7

12 17

15 . 20

2. 19 22 0 25 32 <43

52

~e 6<4

66 73

7!5 3. 160 0

4.

5.

6.

7.

e B.

9.

10

REMARKS

Hammer 50kg Cone 1 eft beh in a: Yes Standard drop: 500mm Cone 90deg/43.7mm Type DPH Rod 6kg/35mm




& GODSTONE C.O. ArtJTIONAL CAMERA SITES

;~l? [ /., 1 I On

CAMERA No. 374 MARKER POST 106/074A BOREHOLE & DYNAMIC PROBE LOCATION: IN VERGE .0/S REF. 5 017518955

.",\ (.'1 (.'o, ll n

,;;:).,nr1 ~~OPS"'

01

IOn

I ' ,)l 10 ,' :•rf of)

1 0 n

'•'_, 1(\

i.'::::=;~'=2Denh~n\ ~~rsh Woo

" ' 1 11n

I

. ---------------------------------

CAMERA 374 BOREHOLE & DYNAMIC PROBE LOCATION

fln_

0

-12622

p . () 0

" . 0 ,, Juniper Wood

On_ il ,,

00 ,, '()

fln

Scale: 1 10,000








Ref. No. 812622 July 1992

e

C 0 N T E N T S

1.0 INTRODUCTION


3.0 SITE WORK







CAMERA No. 375




July 1992



requested.

- 1 -


The site is located adjacent to the anti-clockwise carriageway of the M25 Orbital Motorway at marker post 108/550A between junctions 16 and 17. It is located near Maple Cross and immediately south of a bridge over the M25.

At this 1 ocati on, the motorway runs in cutting. The boring was carried out at the top of the cutting. (See location plan).

Geological records (BGS 1" to 1 mile sheet 255) indicate that Glacial Deposits overlie Upper Chalk at the site.

3.0 SITE WORK

The site work was carried out on 21st and 22nd May 1992.




Representative disturbed and undisturbed samples were taken at the depths shown on the borehol e record. Standard penetration tests were made in cohesive deposits and eh a 1 k to assess the re 1 at i ve density or strength of the material, and the values of penetration resistance ( 1 N1 values) are given on the borehole record.

The ground 1 eve 1 re 1 at i ve to Ordnance Datum and the co-ordinates referred to the National Grid are given on the borehole record. The co-ordinates were sea 1 ed from 1: 10,000 Ordnance Survey sheets and


- 2 -

e 4.0 LABORATORY TESTING







Water soluble (in 2:1 water:soil extract) sulphate contents of soil.

pH values of soil.


TOPSOIL

GLACIAL DEPOSITS

UPPER CHALK

To

O.lOm

2.70m

over lO.OOm

- 3 -

e P A OEBRECZENY Senior Engineer

Our Ref: PAO/KSM/TK/812622

Ground Engineering Laing Technology Group Limited Page Street Mill Hill LONDON NW( 2ER




GROUND ENGINEERING

PROJECT: M25 Heston and Godstone C.O.Additianol


Camera Sites GROUND LEVEL 86.15


DATES 21/05/92

DATE/TIME DEPTH DEPTH STRATA SAMPLING/IN SITU TESTING LAB TESTING

AT Of Of ~ DEPTH CASING WATER 'ii

21.5.92

1.00 22.5.92

0.00 DRY 0.00 DRY

DESCRIPTION

\ TOPSOIL

firm friable darkish brown silty sandy CLAY with same fine to coarse nlnt grovel, a little chalk and occasional rootlets.

Stiff intact dark reddish brown sandy silly CLAY with some fine to coarse tllnt with o little quartzite grovel.

LEG. LEVEL OE~TH No. DEPTH TYPESLOWS m O.D. m

~ 66.050- 0.10 ,.:..., '( :..._

-':---'----+--'-. ·:-

65.150 - 1.00

1 0.50

2 1.00

- D

1.45 B C 33

%< W PL LL 25 % % %

40 8.4 19 47

m.O.D.

22/05/92

so, ~

so, g/1

HOLE NO.

FIGURE

SHEET

BLOWS

SPT/CPT

3,5,15,7,t,11

375

A

1 of 1

OTHER TESTS/NOTES

An Inspection pit was dug to l.OOm. No qroundewater was encountered.

X--;- X·

-'-. . ~ X -X· -'--.. · :._

84.350 1.80 3 1.80 0 - 6.6 0.02

10.00 1.60 DRY

Stiff, becoming firm 02.50m, intact dark brown with block slightly sandy silly CLAY with a little grovel to cobble size fHnt and gravel size chalk gravel.

CHALK, white to light brawn with some clayey matrix and a little dark brown cloy.

03.50m to 5.50m, white to cream with a little dark brown clay and a little block speckling.

04.50m, with a little grovel size ftlnt.

X--:- X· -'--.. ~ X--:- X· 83.450

1-+--------------------lf-..1!...-1 76.150

- •

2.70 i

-7

8

10

11

17

lX

10.00 20

WATER PIEZOMETER Upper Seal SAMPLE AND D

TEST B

KEY. w

~- Rotary core -. recovery to scale V lnsitu vane test , ..... first water strike

2--Subsequent water strikes 3-sz Highest water level in

open hole


Response length

Lower Seal u p




2.00 2.45 u 93 34

B8 2.95 B 92 3~ s 9

3.20 D 33

H8 Hs B 33 s 14

4.20 D

4.50 4.95 D s 15

8.50 D

~:88 ~:~5 B s 24

10.00 10.4~ D s 32

BLOWS

test

N = N value 26/150, blows for 150mm. driVe after seating 26•, blows for port or whole of seating drive only (26) Undisturbed sample blow count

30

30

80

69

8.2 0.02

V Vane strength kN /m 2

Natural Remould

Cr Core recovery X ROD Rock quality

designo tion <425 Sample % passing

425/'m sieve

J.l.2.2.J.2

2.2,2.3.5,4

15,7,7,6,7,12.


TCC Division

Bristol

(/)

~&.)~ :X: ... m m --i

iiU D :1> .... ...

HOLE NO. .75 --25 HfSTON a C.O. ADDITIONAL CAME-TES STRENGTH/CONSOLIDATIO~STS r"''"'"'""' B

PROJECT: GODS TONE SHEAR

TESTING BY: LTG !sHEET I OF I GROUND

ENGINEERING

St£AR Sllt:Nillt ,.......,rv <nUl,...

SN4PlE + lnltlol c 11 c.., IOlES ~~:~~!! ~~N/m21 Stroln Type Pressure ""· Sf'ECIJ.EH ~:£SCRIPTI!ll + : of el lncr-nt •

~ ltoi!~re ll c• 11'

s~~ Properties

kN/.,2 M vs )jyr Depth Type & ol Mg/~ kN/iil pegrees .,2jMH ..

(•) Hulllbar ' ... Unsuitable - } Stiff intact dark brown with black slightly - - uu Ill --------- ' gravel in sar11ple coarse 2.00 U4 sandy silty CLAY with some coarse gravel. ... --------- '

'I ea --------- - -------~--1--- 1--- 1----------------ll!lnitioll ----Mg/~ '

SG ------ 0Assu-o .... A<UrA<

er, • --------- kN/,.2

Ill --------- '

llf --------- '

ea ---------~-- r--- r---------------- Ill I nit loll --- , ... ----------

SG ------ OAssu-.:1 IHao~u

er, • --------- kN/,}

.. , --------- ' lit --------- ' .· eo ---------

--- 1--- r---------------- Ill lnitioll ----Mg/.,J ----------SG ------ 0 Assu-

0 er, ---------kN/,.2

lli --------- '

lit --------- '

e., ------------ r--- ---------------- IIUnitloll ----Mgf_:l ----------SG ------OAssu-.:1

0Meosure< o;' --------- kN/,.2

Ill --------- '

lit --------- '

ea ---------1--- --- ---------------- IIUnltlell ----~~gt.r ----------

SG ------ 0 Ass..-d

o~-u~-a,' --------- kN/,.2

w .- Unconsolldeted Undralned V- Vane st.ar 1-~ ~ :; FOR SNf'U TWE • Allow 2 lines for consolidation test. 00- Ottto with p.w.p. -..sur-t S - Shear bolC el Final void ratio tor each lnc:r_,t

1511 Q SCE St£El A ro - Consolidated Drained . Denote swelling values with asterisk M - Ditto wlth p.w.p • .oasur-lt

er, Assumed et foct ive overburden prnsure 1-cu - Consolldoted Undrolned !n - Ditto with p .... p -·

i HOLE NO. 375

PROJECT: e M25 HESTON a GODSTONE C.O. ADDITIONAL

~ABORATORY TEST SUMMARY SHEET e • CAMERA SITES FIGURE LAB TESTING BY: LTG .

~:g~E~RING I SHEET 1 OF 1 St£AA mlSOL-

IXM'ACTIOO CBR Olt£R SAMPLE ll: TAILS CLASSlflCATIOO TESTS STREN>lH IDATIOO

Max

BH Depth Type I I I I Type c " Mv Cv !Type Opt Dry Test CBR

I 11 PL ll MCV H 11 [Dens- 11 • No. Description c' p' .;z/MH ! _;1 /Y• pH so4 <425 ftg/ool [SGrid prev ... • • • I • • Cloy Silt

lkN/a2 ~~~~ I Oeg.

1.00 02 Stiff intact dark r~ish brown sandy silty CLAY 40 8.4 19 47 with some gravel.

1.80 03 Stiff intact dark brown with black slightly sandy 142' 6.6 0.02

silty ~LAY with a little flint and chalk gravel.

2.00 ,U4 As above, but with some coarse gravel 93 34 30 80 I* Result 1 n error,

uu lbut no sample left

2.50 105 As above but firm to stiff 34 ifor repeat test.

2.50 1D§ Asabove_. _IJlj~ with structure less chalk [92 34 30 69

_3.20 iD7 CHALK; white to l i 9!!L!>r~ with some clayey 33 matrix and a little dark brown clay.

3.50 loa As above, but white to cream. 33 8.2 0.02

.. ·-· -

aM' ACT lOO St£AA STREN>lH mlSOLIDATIOO Olt£R lll ... 2 fOR SAMPLE TYPE p CCV Chalk crushing value ....o!!j SEE St£ET A

S StendGrd Coaapection w Uncon•olldetud Undrelned OJ Conoolldotud Undrolnud ay end c., given tor first FR Frost susceptibility ~ 00 Ditto with p.w.p. meo•ur-nt ffi Ditto with p.w.p. -•ur-..t lauding Iner-t above pH Acldlty 0 H Hoovy Cooopectlon ... "' CO Conoolldatud drolnud V Vane •hear essuaed ettectlve overburden St Sulphate V VIbratory Coapectlon m Ditto with p.w.p. IIBGSur-nt s Sheer Box pressure SG Specific Grovlty ..... ~

REL R"lotlonshlp testing (various 110lsture t;ORtants)


M 25 HESTON & GODSTONE C.O. ADDITIONAL CAMERA SITES




01

CAMERA No, 375 MARKER POST 108/550A BORE HOLE LOCATION f AT TOP OF

, CUTTING 0/S REF.

2 / \_.--·

(\,_

··~ '';-,

\\ d

iCAMERA 375 BOREHOLE LOCATION

812622

(/




Appendix E – HAGDMS 4124

·.

tfa . '

·~ ...

I ll 1

I I I

I ,I li

i

I ·' i

'I .!

'

i I.

r • •·

REPORT ON A SITE INVESTIGATION

at

SOUTH ORBITAL MOTORWAY (H.25) SUPPLEHENTARY SOIL SURVEY

WISLEY· INTERCHk~GE

THE DEP ARTHENT OF THE ENVIRONMENT SOUTH EASTERN · ROAD CONSTRUCTION UNIT.

. ............................ . Report No. 390/72/LT/JBG February 1973

-

••

FOIIDWRD

Notes on Site Investigation Procedure

The following notes should be read in conjunction with the Report. Any modifications to the procedures outlined below are indicated in the main teit,

GENERAL

The recommendations made and oplnlODS eipressed in the Report are' based on the Boring Records, an eiamination of samples and the results· of~the site and laboratory tests, No responsibility can he held for conditions which have not been.revealed by the boreholes, for eiample between borehole positions. Whilst the Report may eipress an opinion.·on a possible configuration of strata, both between borehole, positions an~ below the m&Iimum ·depth of the investigation,·this is for guidance only and no liability can be accepted for its accuracy. ·

BORING TECHNIQUE

Unless otherwise stated the "Shell and Auger" technique of -soft groun.d boring has been employed. Whilst t~is· :technique .allows the madllllllli data to be obtained ·on strata conditfons, a degree of mixing

·of some layered soils, (e.g. thin ·layers of.coarse and fine granular material) is inevitable. Specific attention."·is drawn to .this factor where evidence of such a condition ·is available.

GROUND WATER

"The ground water conditions entered on the Boring Records are those appertaining at the time of the. investigation. The normal· rate'". of boring does not usually permit the· recording of an equilibrium water· level· for any one water strike. Moreover, ground water levels are subject to variations caused by seasonal effects or chaugl;s- in local··· drainage conditions •. The table on each. Boring Record shows the ground water level at the· quoted borehole and· casflig depths,. usually at the start of a days work. The word. "None" indicates that- ground water was. sealed off by the borehole casing,

ROUTINE SAMPLING

·undisturbed samples of predominantly cohesive soils are obtained in a 4 inch diameter open-drive sampler, complying with the requirements of the. British Standard Code of Practice C.P. 2001. Large disturbed samples of granular soils, or ~f soils in which undisturbed sampling is not-possible or appropriate, are taken from the boring tools and· seafed into polythene bags. Small disturbed samples are taken at frequent intervalS of depth and sealed into 1 lb. glass jars with.screw lids for subsequent visual classification. ·Where encount_ered in sufficient quantity, samples of 'ground water are taken •.

Unless otherwise stated in the main teit," disturbed. soil ·samples may not be at their natural water content.

IN-SITU DYNAMIC PENETRATION TESTS

The Penetration Resistances quoted on the. Boring Re·c·ords have been obtained generally in accordance with the procedure given in B.S. 1377: 1967. The suffii "+" denotes that the result has ·been eitrapolated from a penetration of less than 12 ~ns. into undisturbed soil;

S.H.S. · 47

•

. ""

•

C 0 N T E N T S

I . Introduction.

II Field Work. "'

III Laboratory Testing

.:._,'

.. : ... .. '.'- . . . . . ,;_ -· ' ) . ·.'

·, : . ·~ ..... ··-;.

a) Triaxial Compression Tests

b) Consolidat<ion~'Tea.ts

c) Index Properties

" d) Natural Water Content

·,

e) California Bearing Ratio Tests (Laboratory)

f) Particle Size Distribution

g) Chemical Analyses

APPENDICES

I J.lQring "Records.

-"

II Test Results.

Ill Site Plan •

• . ( ..

REPORT ON A SITE INVESTIGATION

at

SOUTH ORBITAL MOTORWAY (M. 25),

SUPPLEMENTARY SOIL SURVEY

WISLEY INTERCHANGE .

for

THE DEPARTMENT OF THE ENVIRO'NMENT

SOlrrH EASTERN ROAD CONSTRUCTION UNIT

Report No. 390/72/LT/JBG February, 1973 •

•

I INTRODUCTION ..• - '

The proposed South Orbital Motorway Will require an interchange

at Wisley Common. A site investigation has therefore been undertaken to

provide information which will assist in th~ design of the proposed works.

The programme of the investigation included the construction of

62 boreholes from which samples have been taken for both visual examination

and laboratory testing. A number of in-situ Standard Penetration tests were

performed in the granular strata. The depths of the boreholes and the

laboratory testing.programme were specified by the Client. This report describes

the work and contains details of laboratory testing. No interpretation of this

data was required,

II FIELD WORK

Some 62 boreholes, numbered 27 to 89, were constructed in the

positions indicated on the site-plan enclosed in Appendix Ill to this report.

Boreholes nwnbered 27A, 37A, 46A and 48A were constructed where it was necessary •. •' .. - .,

1

. Report No. 390/72/LT/JDG

. ,· '

to obtain additional ·in,ormation of ground conditions between adjacent

boreholes.

The descriptions and depths of the strata encountered are

indicated on the Boring Records enclosed in Appendix I. Also shown on these

records are the depths at which samples were taken, the resurts of in-si tu

Standard Penetration Tests and the ground water conditions encountered during

the period of boring operations.

The majority of the boreholes indicate that a thin layer of

topsoil over lies grey and brown sand. This material is ·ail ty at some levels

and contains thin layers of grey silty clay. In the.North East corner of the

·site 'Where the ground level is considerably higher, the boreholes revealed a

finely laminated and fissured clay below the topsoil. The boreholes in this

area were generally terminated in the clay at the depths indicated on the

Boring Records. In Boreholes Nos. 39 and_ 46A however, sand was encountered

below·the clay at level~ between 26 m. and 27 m. above datum • . ..

Ground water was encountered· in the majority_of boreholes at

~idely varying levels. Because of the short period involved in-the construction

·of a borehole it has not been possible to record the equilibrium water table

across the site. However, standpipes and piezometers have been installed in a

number of·boreholes to record long term .standingiwater levels.

. , . Standard Penetration tests were performed in the granular strata

.encountered in the boreholes. The results of these tests indicate that the

.-· sand encountered is in the medium dense to dense state of compaction.

Fluctuations in the test results have been noted where the penetration tool was

driven throug~ a clay 18yer.. · ··· •· ·.

The Geological Survey map of the area indicates that the sandy

• . deposits ~nco~tered are part of the Bagshot Beds, while the laminated clay

levels in the North-Eastern·corner of the site belongs to encountered at higher .. · '

the Drackl esham Beds. . ,•,

• 0

Six test pits, numbered T.P.l to T.P.6, were excavated in the

2 . .• j

/

Report No. 390/72/LT/JBG

• III

•

positions indicated on the site plan, A series· of California Bearing Ratio

·tests were performed at the base of each pit at the depths required by the

· Client, The results of these tests are included in Appendix II to ·this report,

I' l' ....

LABORATORY TESTING .· ; ... '

Laboratory tests on samples of soil taken from this site were

performed in ·accordance with B.S.1377. The Measurement of Soil Properties in

the Triaxial Test (Second Edition 1962) by A.W. Bishop and D.J. Henkel was

also referred to where appropriate •

.. The results of all laboratory tests are presented in Appendix II

to .this report and are summarized in the following paragraphs •.

a) ·' Triaxial Compression Tests

.. ·,:

The .undrained.shear strength

characteristics of samples of the

laminated clay l!ncountered in Boreholes Nos. 27 and 3D were determined by

·testing specimens in the Triaxial Compression Apparatus at a strain of 2% per

minute. The·results of these tests revealed

65 kN/sq. m. to a maximum of., 120 kN/sq. m •

. ' b)> Consolidation:Tests

shear strengths ranging from ..... ~ . '

Specimens .were prepared from ·1

.. · .. undisturbed samples of the laminated

clay encountered in Boreholes Nos. 27 and 3D and were tested in an Oedometer to

determine their settl~ment.characteristics, The results of these tests are

·presented in the form of coefficients of volume decrease and coefficients· of

· consolidation. The results of tests on this matel'ial indicate moderate to low

compressibilities, Low rates of settlement were recorded for s~ples from

Borehole No •. 27. However, two. samples from Borehole No. 30 displaye.d comparitively

higher rates of settlement, although even these results can be described as

moderate. -·· -· ..·

. ' ~ ,, .. : :: ~ :.:

;· .· . '.· ·.-:· ... ;. -· c) Index Properties The.liqtiid and plastic limits of

several of the clay samples have

been determined. The liquid limits of samples were determined in accordance

with Test 2(B), the supsidiary or one point m!thod,· The plastic limits were

- 3

•

•

Report No. 390/72/LT/JBG '. ··- .... -.

determined in accordance with Test 3· ,· .. ,

. ·-_ '·.. . . -~~ .

' d) Natural Water Content . · ,-·. ·: . .- 1.:.. .

The natural water contents of

several of the samples taken from ·

this site have been determined and are expressed as a percentage of the dry

weight of soil.

e) California Bearing Ratio Tests (Laboratory) C.B.R. tests were performed on

samples of laminated clay obtained

from Borehole Nos. 29,38 and 47. The samples were brought approximately to

natural water content and statically compacted to 5% Air Voids ratio. The tests

were carried out in accordance with Test 15. in B.S. 1377/1967. ··

! --

f) Particle Size Distribution The particle size distributions of

several samples· of the granular

material encountered in the boreholes have been determined by seive analysis,.

Because of the considerable silt and clay content in some of the samples tested,

hydrometer anlyses have been performed on a selcted number of samples to ·

determine _the particle size distribution of the finer material;- The• results of

thes·e tests. are presented in the form of grading curves and are enclosed in

Appendix II.

g) Chemical Analyses The soluble· sulphate concentrations

of. samples of water taken from·

the boreholes has been determined to establish whether any special precautions

are r·equired to avoid d-eterioration of foundation concrete by.sulpbate. attack • . ,, .. , ' ·-

The test results indicate a conc~ntration -~f soluble sulphate

corresponding to Class 1 of the Classification enclosed in Appendix II.

for CEMENTATION GROUND ENGINEERING LIHITED •.

... - J .B.Green. SOUS ENGINEER. , .

. ··.

. ~ .· ... :

- L. Threadrrold •. '7SE 'IOR SOILS ENGINEER

.·. I.R.Wood. ~ENIOR

. ";·

,.

.., ...



Appendix F – HAGDMS 12666

Report

M25 WIDENING JUNCTIONS 8-10

ADDITIONAL SITE INVESTIGATION

VOLUME 1 : TEXT, EXPLORATORY HOLE LOGS AND LABORATORY

TEST RESULTS

Carried out for

September 1995 Revision 0

Balfour Beatty Civil Engineering Limited

Soil Mechanics Soil Mechanics Limited, Glossop House, Hogwood Lane, Finchampstead, Wokingham, Berkshire, RG11 4QW, United Kingdom. Telephone (01734) 328888 Telex 847253 SMERCN G Fax(01734)328383

7958/1 Page 1 of 17

Soil Mechanics

REPORT NO 7958/1



VOLUME 1 :TEXT, EXPLORATORY HOLE LOGS AND

LABORATORY TEST RESULTS

CONTENTS

1 INTRODUCTION

2 THE SITE AND GEOLOGY

3 FIELDWORK 3.1 General 3.2 Boreholes 3.3 Trial Pits 3.4 Window Sampling 3.5 Dynamic Probing

4 GROUND AND GROUNDWATER CONDITIONS 4.1 General 4.2 Engineered Fill 4.3 Bagshot Beds 4.4 Claygate Beds 4.5 London Clay 4.6 Woolwich and Reading Beds 4.7 Thanet Sands 4.8 Clay with Flints 4.9 Upper Chalk

5 LABORATORY TESTING 5.1 General 5.2 Classification tests 5.3 Chemical tests 5.4 Compaction related tests 5.5 Quick shear strength tests 5.6 Direct shear tests 5.7 Effective stress triaxial tests 5.8 Point Lead tests

REFERENCES


~

Page

5

5

6 6 7 8 9

10

10 10 11 11 11 11 12 12 12 12

13 13 13 14 14 14 15 15 16

17

7958/1 Page 3 of 17

e

e

Soil Mechanics

APPENDICES Terminology used in Soil Descriptions Description and Grading of Chalk Key to Laboratory Test Results

TABLES 1 Summary of laboratory test results on soil samples 2 Summary of laboratory test results on rock samples 3 Summary of levels and coordinates 4 BH, TP, WSA and DP locations

FIGURES


Key to borehole records Borehole logs Trial Pit logs Window Sample logs Dynamic probe logs Split U1 00 sample descriptions Particle size distribution tests Direct Shear tests Compaction related tests Effective stress triaxial tests Site Plan Key Plan

FIG 1

2-16 17-60 61-78 79-85

A B c D E

86 87

7958/1 Page 4 of 17

Soli Mechanics

REPORT NO 7958/1



VOLUME 1 : TEXT, EXPLORATORY HOLE LOGS AND

LABORATORY TEST RESULTS

1 INTRODUCTION

In May 1995 Soil Mechanics Limited (SML) were awarded a contract by Balfour Beatty

Civil Engineering Limited (BB) to carry out an additional site investigation for the

proposed M25 Widening Junctions 8 - 10. The Engineer, for the purpose of this

contract, was Balfour Beatty under a joint venture scheme with Gifford Graham and

Partners, Consultant Engineers (GG).

The purpose of the investigation was to provide additional information of ground and

groundwater conditions along the proposed route.

The investigation comprised fifteen boreholes, twelve of which were bored using cable

percussive techniques and three of which were rotary cored, forty four trial pits, eighteen

window sample holes and seven dynamic probe holes. The work was carried out

between 22 May 1995 and 29 July 1995 with the majority being completed by 28 June e 1995. The report presents a factual account of the work and is divided into two parts;

Part 1 presents the text, exploratory hole logs and laboratory test results. Part 2

contains· the photographs.

2 THE SITE AND GEOLOGY

lt is proposed to widen the M25 motorway between junctions 8 and 1 0 from dual three

lanes and hard shoulder to dual four lanes and hard shoulder. Widening will take place

within the existing motorway land take and the proposed route comprises some 20 km.


7958/1 Page 5 of 17

Soil Mechanics

The M25 between junctions 8 and 9 is predominantly in cutting and the geology

comprises Clay with Flints overlying Upper Chalk. Between Junctions 9 and 1 0, the

motorway is both in cutting and embankment and the geology of the section is

generally London Clay, with a thin veneer of Claygate Beds, but Bagshot Beds outcrop

near Wisley (Junction 1 0). The route also crosses the alluvial flood plain of the River

Mole near Stoke D'Abernon. The above geological information is as expected from the

published 1 :50 000 geological map of the area BGS Sheet 286, 1978, although

additional information from recent site investigations was used by GG to determine

strata lithostratigraphy, as presented on the Jogs in this report.

3 FIELDWORK

3.1 General

The exploratory holes were put down at positions and to depths selected by both BB

and GG. The holes were set out by SML and upon completion were subsequently

surveyed using an Ashtech Z-12 GPS receiver system. The WGS84 levels and

coordinates obtained from the GPS system was translated onto Projection Lambert 2

set up by BB using Trimble Navigation software. These are presented on the exploratory

hole Jogs and are summarised in Table 3.

For the purpose of this investigation GG translated the coordinates to chainages and

offsets~ These have been presented on Table 4.

The materials encountered were described on site by an Engineering Geologist in

general accordance with BS 5930 : 1981 and the Appendix to this report. The Upper

Chalk was logged and described with particular reference to the requirements of the

classification of chalk grade as detailed in CIRIA Project Report 11, 1994. Seven

additional trial pits, TPA42 to TPA48, were put down to enable detailed logging of

underlying strata adjacent to existing motorway embankments. These exploratory holes

were Jogged in accordance with Spink and Norbury, 1993.


7958/1 Page 6 of 17

Soli Mechanics

3.2 Boreholes

Fifteen boreholes were sunk; twelve by light percussive methods using a cable tool

boring rig to a maximum depth of 30.00 m and three by rotary coring techniques to a

maximum depth of 25.00 m.

Sampling and testing was carried out in the cable percussive boreholes in accordance

with Section 6 of the Department of Transport Specification and Method of Measurement

for Ground Investigation. In general the sampling frequency was carried out at 1.00 m

centres.

In the granular deposits encountered Standard Penetration Tests (SPn were performed

at each sample interval, with a 60° solid cone being used in place of the split barrel

sampler when coarse granular deposits were encountered. In the cohesive deposits soil

samples were recovered using nominal 1 02 mm diameter sample tubes (U1 00) being

driven into the soil using a down the hole sliding hammer. Small disturbed samples

were obtained from the split spoon sampler, the U1 oo cutting shoe and at each change

in strata. In addition small disturbed samples were also taken between each sample

depth. Bulk disturbed samples were generally obtained in the granular deposits and

over the depth range of the SPT's.

In a number of cable percussive boreholes, specified by GG, high quality thin walled

pushed tube samples were obtained typically from depths of 3, 4 and 5 m. The

hydraulic system recovers samples of a minimum 400 mm useable length using a

continuous steady thrust without the use of dynamic measures.

A number of undisturbed U1 00 samples and thin wall samples were extruded, split,

photographed and described by an Engineering Geologist. The descriptions are

presented in Fig A of this volume and the photographs in Volume 2.

When a water strike was encountered the boring operation was suspended and water

levels were recorded at 5 minute intervals for 20 minutes. In addition water levels were

recorded at the beginning and end of shift and at each test. Water samples were taken

wherever possible.


7958/1 Page 7 of 17

Soil Mechanics

In the rotary boreholes, BHA 12, BHA 13 and BHA 14, double tube swivel core barrels with

a semi-rigid plastic liner were employed using air-mist flush to produce nominally

1 02 mm diameter core from ground level to the scheduled base depth. Core runs were

typically 1 .50 m in length and SPT's were carried out at 3 m intervals.

All boreholes were backfilled with bentonite/cement grout upon completion.

3.3 Trial Pits

Forty four trial pits were carried out using an hydraulic backhoe excavator to a

maximum depth of 4.60 m. Thirty seven trial pits were located within the motorway

boundary and were typically adjacent to the existing hard shoulder. The remaining

seven pits were carried out on farm land outside motorway land take, after access had

been arranged by BB.

The thirty seven pits located within motorway landtake were shored using hydraulic

temporary shoring and logged during excavation by an Engineering Geologist.

Sampling in these trial pits comprised small disturbed samples and two bulk disturbed

samples at 1 m intervals and large block samples, typically 14' x 14', and undisturbed

38 mm samples (set of three) taken at depths and locations as instructed by GG. In

cohesive materials the in-situ undrained shear strength was determined by hand shear

vane tests taken at 1 m centres wherever possible. The additional seven pits located

e . outside motorway landtake were put down to determine in situ conditions of materials

likely to underlie the adjacent existing embankments. Sampling and testing was carried

out as above and to the instructions of GG with an additional requirement to carry out

detailed fabric logging of strata encountered.

Details of materials encountered, sampling and in-situ test results are presented on the

trial pit logs, Fig 17 to 60. Photographs of the trial pits are presented in Volume 2.

All materials were described in general accordance with BS 5930, 1981 and the

Appendix to this report. The Upper Chalk was logged and described with particular

reference to the requirements of the classification of chalk grade as detailed in CIRIA


7958/1 Page 8 of 17

Soil Mechanics

Project Report 11, 1994. The seven trial pits requiring detailed fabric logging were carried

out with particular reference to Spink and Norbury, 1993.

3.4 Window Sampling

Eighteen window sample holes were put down using an hydraulic percussion hammer

to drive sample tubes of various lengths and diameters into the ground.

A near continuous sample of the soil was produced in 1 ·m stages by driving sample

tubes to a maximum depth of 9 m or refusal as specified by BB. Undisturbed 38 mm

samples were taken at the end of 1 m runs, when in cohesive materials, by the use of

a small percussive hammer with extension rods. Small disturbed samples were also

taken at 1 m centres or every change in strata. The time taken to achieve every 500

mm penetration was also recorded and presented on the window sample Jogs, Fig 61

to 78.

Each sample tube has large windows along one side to allow visual examination of the

material recovered. When the length of recovered soil is less than the distance a

window sample tube is driven, then it has been assumed that material is not recovered

from the base of the sample tube. This is attributed either to compaction of granular

strata, to part of the sample being lost (on extraction) from the base of the sample tube

in granular strata or to the sample tube "plugging" (either due to a gravel obstruction

or due to the shear resistance of the soil within the sample tube being greater than e driving force). When a plugged sample tube is driven into the ground then the ground

ahead of the sample tube is pushed aside as the tube is driven.

Description of consistency of cohesive materials given on the window sampling logs are

the engineer's or geologist's descriptions based on the mass characteristics of the

material as recovered.


7958/1 Page 9 of 17

Soil Mechanics

3.5 Dynamic Probing

Seven dynamic probe holes were put down, to a maximum depth of 1 0.00 m or refusal

as specified by BB, by a Pennine DPH rig, conforming to the specifications presented

on Table 1 of BS 1377, Part 9, 1990.

The Pennine DPH rig is a lightweight petrol driven mechanical rig which by the use of

a 50 kg weight dropping on an anvil over a free fall distance of 500 mm continuously

drives rods into the ground. The rods are of 1 m lengths and tipped with a sacrificial

90° cone. The number of blows required to achieve each 1 00 mm penetration was ·

recorded and at the end of each 1 m the torque of the rods was measured by the use

of a suitable torque wrench. This information is presented on the dynamic probe logs

Fig 79 to 85.

4 GROUND AND GROUNDWATER CONDITIONS

4.1 General

The stratigraphy disclosed by the exploratory holes was generally as expected from

consideration of the available geological records BGS Sheet 286, 1978. The

lithostratigraphy indicated on the logs has been adjusted by GG from consideration of

detailed information gained from past ground investigations specific to the M25 between

junctions 8 and 1 o. The most common strata are described below.

Groundwater was generally absent from trial pits, window sampling holes and dynamic

probe holes carried out within motorway land take. Although, this may be due to the

rapid nature of excavation or penetration of these exploratory techniques. Slight

seepages were recorded in TPA15 and all the trial pits, TPA42-48, put down outside

motorway landtake. Groundwater was encountered in the majority of the boreholes and

water levels and strikes are presented on the borehole logs, Figs 2 to ta


7958/1 Page 10 of 17

Soil Mechanics

4.2 Engineered Fill

The majority of fill encountered in exploratory holes adjacent to the motorway has been

termed Engineered Fill by GG. This term would imply that the material encountered was

initially placed in a controlled manner with a high probability of compaction in layers.

lt would be expected that fill used in motorway construction would have been

engineered to a specification but this could not be determined from visual examination

and testing carried out on materials encountered in this investigation. The fill

encountered was predominantly cohesive in nature and typically originated from surface

land strata local to the exploratory holes such as London Clay and Chalk.

4.3 Bagshot Beds

The majority of exploratory holes carried out near Junction 1 0 (Wisely) encountered

Bagshot Beds below topsoil. These comprised typically dense yellow brown fine to

medium SAND with local lenses and pockets of clay.

4.4 Claygate Beds

Claygate Beds were penetrated in Trial Pit A5 and Boreholes A 1 and A2 with a

maximum thickness of 5.00 m in Borehole A2. The strata comprised orange brown

sandy CLAY with lenses and pockets of sand. These beds are commonly laminated

although thin laminations were only visible in materials encountered in Trial Pit A5.

4.5 London Clay

As expected London Clay was the most common strata encountered and comprised

typically brown very silty CLAY becoming grey or grey brown CLAY with depth or in

exploratory holes to the east. Sand proportions within the strata varied greatly across

the site and was present commonly as partings and pockets of fine sand within the

clay. The strata was commonly fissured and locally, laminated horizons were apparent,

commonly courses of claystones were also present.


7958/1 Page 11 of 17

Soli Mechanics

4.6 Woolwich and Reading Beds

Woolwich and Reading Beds were encountered and penetrated in WSA 16 and WSA 17

and comprised typically mottled and variegated sandy and very sandy CLAYS.

4. 7 Than et Sands

The Thanet Sands were interpreted by GG to be the lowermost strata encountered in

WSA 16 and WSA 17 below the . Woolwich and Reading Beds. They were also

encountered in TPA22 from 1 m b.g.l. to 3.90 m b.g.l. where it overlies the chalk. The

materials described were typically a light brown or light orange brown slightly silty or

clayey fine to medium SAND.

4.8 Clay with Flints

Around junction 9 (Leatherhead) and moving eastward towards junction 10 (Reigate) the

formations encountered at the surface comprised Clay with Flints. The Clay with. Flints

consist of orange brown sandy CLAYS containing numerous, occasionally up to boulder

size, unworn flints. These superficial deposits overlie the Upper Chalk in this area.

Similar undifferentiated deposits have been termed simply superficial or head by GG.

4.9 Upper Chalk

Chalk was encountered in the majority of exploratory holes between junction 8 and 9

(Leatherhead to Reigate) and typically comprised white slightly weathered CHALK,

generally weak, medium density with abundant flints. The chalk was graded in

accordance with CIRIA Project Report 11, 1994 and was commonly grade B4 to 85 with

some structureless chalk of grade De being encountered near surface.


7958/1 Page 12 of 17

Soli Mechanics

5 LABORATORY TESTING

5.1 General

A programme of laboratory testing was scheduled by GG. The majority of laboratory

tests were carried out by SML NAMAS Accredited Doncaster laboratory in accordance

with BS 1377, 1990, Methods of test for soils for civil engineering purposes. A small

amount of testing was carried out by LTG NAMAS Accredited Mill Hill laboratory.

Additional testing was scheduled by BB which involved testing samples to Clause 639

of the Specification for Highway Works, 1991. The results of the laboratory tests are

summarised in Table 1 and Table 2 of this volume and in Figs A to E.

5.2 Classification Tests

The following index tests were carried out on soil samples:

Parameter Test Method Test Procedure

Natural moisture content Oven drying BS 13n :Part 2: Method 3

Liquid limit Cone penetrometer BS 13n : Part 2 : Method 4

Plastic limit Standard method on as BS 13n : Part 2 : Method 5 received material

Plasticity index BS 13n : Part 2 : Method 5

Bulk density Linear measurement BS 13n : Part 2 : Method 7

Intact dry density was determined on chalk lumps and samples obtained from the core.

All classification test results are presented in Table 1.

Particle size distributions were determined by wet sieving (BS 1377 : 1990 : Part 2 :

Method 9.2) and extended to the finer fraction by hydrometer or pipette analysis (BS

1377 : Part 2 : Method 9.5 and 9.4 respectively) where appropriate. -T-he resulting

grading curves are presented in Fig B.


7958/1 Page 13 of 17

Soil Mechanics

5.3 Chemical tests

A soil sample was tested for the following constituents using the appropriate methods

as detailed below:

Parameter Procedure

Sulphate content of soil or water BS 1377: Part 3 : Method 5

pH value BS 1377 : Part 3: Method 9

5.4 Compaction related tests

e The determination of dry density/moisture content relationship was carried out by either

the light manual compaction test, in which a 2.5 kg rammer is used or by the heavy

manual compaction test in which a 4.5 kg rammer is used. The tests were carried out

on samples in accordance with BS 13n, Part 4, Method 3.

The determination of the moisture condition value (MCV) was carried out on samples

scheduled by GG. In the moisture condition test the minimum compactive effort required

to produce near full compaction of a sample of soil passing a 20 mm sieve is

determined. The procedure, in accordance with BS 1377, Part 4, Method 5, determined

the variation of MCV with changing moisture content.

The chalk crushing calue (CCV) was determined on scheduled samples by using the

. chalk impact crushing test, which measures the rate at which a sample of chalk lumps

crushes under impacts from a free falling rammer. The test procedure was carried out

in accordance with BS 1377: Part 4 : 1990 : Method 6.

All compaction related tests are presented in Fig C.

5.5 Quick shear strength tests

Quick undrained triaxial tests were performed on vertically orientated specimens,

nominally 1 00 mm diameter, 200 mm long and sets of three 38 mm diameter, 76 mm

long specimens obtained from undisturbed samples, in accordance with BS 1377 : Part


7958/1 Page 14 of 17

Soil Mechanics

7 : 1990 : Method 8. The tests were performed at a strain rate of 2% per minute. The

undrained shear strength (cu) has been computed assuming an angle of shearing

resistance of zero.

5.6 Direct shear tests

Consolidated drained shear box tests were carried out using the small shear box

apparatus in accordance with BS 1377 : Part 7 : 1990 : Method 4. Tests were carried

out on sets of three specimens from a single sample at normal pressures, specified

by GG. Both peak and residual shear strength parameters were derived. The

specimens were predominantly obtained from undisturbed U1 00 or block samples

although some were prepared by compacting bulk disturbed specimens to a bulk

density of 2 Mg/m3 as instructed by GG.

Five additional tests were scheduled by BB to determine the coefficient of friction and

adhesion between fill and a reinforcing element (Fortrac 35/20/20). Tests were carried

out in a large shear box in accordance with BS 1377, Part 7, 1990, Method 5 and

Clause 639, Specification for Highway Works, 1991. The specimens were prepared by

compacting to 92% (± 2%) of the maximum dry density. Tests were carried out on sets

of three specimens from a single sample at normal pressures as specified by BB. Peak

shear strength parameters were derived. The results of all direct shear tests are

presented in Fig C.

5. 7 Effective stress triaxial tests

Multistage and single stage isotropically consolidated undrained triaxial compression

tests were performed on nominally 100 mm diameter. 200 mm long specimens and 38

mm diameter, 76 mm long specimens. The specimens were subjected to isotropic

consolidation and then sheared in compression under a constant confining pressure by

increasing the axial strain. Testing was carried out in accordance with BS 1377, Part

8, 1990 and all results are presented in Fig E.


7958/1 Page 15 of 17

• Soil Mechanics

5.8 Point load tests

Point load tests were carried out on samples scheduled by GG from trial pits and from

selected samples of the rotary core. The tests were carried out following procedures in

accordance with ISRM, 1985, and the results are presented in Table 2.

For SOIL MECHANICS LIMITED

Engineer

tl JML/NH


7958/1 Page 16 of 17

Soil Mechanics

REFERENCES

British Geological Survey : 1978 : 1 :50000 Geological map of Reigate, Sheet 286.

BS 5930 : 1981 : Code of practice for site investigations. British Standards Institution.

BS 1377 : 1990 : Methods of tests for soils for civil engineering purposes. Published in 9 parts. British Standard~ Institution.

CIRIA Project Report 11 : 1994 : Foundations in chalk.

Spink TW and Norbury OR : 1990 : The engineering geological description of chalk. Proc. lnt. Chalk Symposium, Brighton, 1989, Thomas Telford pp 153-159.

Norbury OR, Child GH, Spink TW : 1986 : A critical review of section 8 (BS 5930) - Soil and Rock Description. Geol. Soc. Spec. Publ. No 2.

Spink TW and Norbury DR : 1993 : The engineering geological description of weak rock and over consolidated soils. Engineering Geology Special Publication 23. Geol. Soc. London.

Specification for Highway Works : 1993 : Volume 1. Series 600, Earthworks. HMSO.


7958/1 Page 17 of 17

•

ce

Report



VOLUME 2: PHOTOGRAPHS

Carried out for Balfour Beatty Civil Engineering Limited

Soil Mechanics

August 1995 Revision 0

Soil Mechanics Limited, Glossop House, Hogwood Lane, Finchampstead, Wokingham, Berkshire, RG11 4QW, United Kingdom. Telephone (01734) 328888 Telex 847253 SMERCN G Fax(01734)328383

7958/2 Page 1 of 4

Soil Mechanics

REPORT NO 7958/2

M25 WIDENING JUNCTIONS 8-10 ADDITIONAL SITE INVESTIGATION

VOLUME 2 : PHOTOGRAPHS

ABSTRACT

Fifteen boreholes, 12 of which were bored using cable percussive techniques, and 3

were rotary cored, forty four trial pits, eighteen window sample holes and seven

·e dynamic probe holes were carried out for an additional site investigation for the

proposed M25 widening, junctions 8 to 1 0. The purpose of this site investigation was

to provide additional information of ground and groundwater conditions.

The exploratory fieldwork between Junction 8 and 9 revealed a succession of Clay with

Flints overlying Upper Chalk. Between Junctions 9 and 1 0 the geological succession

is London Clay with Bagshot beds outcropping near Wisley (Junction 1 0).

A programme of conventional and specialised laboratory testing was carried out and a

factual report produced, Volume 1. This volume presents photographs of the rotary

core, split U1 00 and thin wall samples and trial pits.

August 1995 Revision 0

7958/2 Page 4 of 4



Appendix G – HAGDMS 15378

'f·· I I I I I I I I I I I I I I I I I I I

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~l-' ~ 1.111\tw'

1sr13

·- ~------~-~-------------~

•UNDATION ~~uTI(QIDhJCtrO®Gj RVICES lists in geotechnical engineering

Foundation & Exploration Services Ltd., Stephenson Road, Houndmills Estate, Basingstoke, Hants RG21 2XP Telephone: (0256) 56361

I I I I I I I I I I I I I I I I I I I I

. __ : r_ ~ ~ i ·-' J '

1)' 't'. -~(,- u '~: J.U


M25 JUNCTIONS 10 TO 13 IMPROVEMENTS

REPORT ON SITE INVESTIGATION

O.eote.c-hMc.a..l. Oe..p~· C..op~ Re.ce.ivecl. 14/12..1 8 7

Carried out by

FOUNDATION AND EXPLORATION SERVICES LIMITED

CONTRACT NO: 695 NOVEMBER 1987

I I I I I I I I I I I I I I I I



REPORT ON SITE INVESTIGATION CONTENTS

1. INTRODUCTION

2.

3.

THE SITE AND GEOLOGY

METHOD OF INVESTIGATION

4. RESULTS OF THE BOREHOLES, FLIGHT AUGER HOLES AND TRIAL PITS

4. 1 General 4.2 Clearmount Accommodation Bridge 4.3 Junction 11 4.4 Almners Road to Lyne Railway Bridge 4.5 Junction 12 4.6 Muckhatch Subway 4.7 Redlands Conveyor Tunnel 4.8 Gantry at Cbainage 3245 4.9 Egham Subway 4.10 The Glanty to Runnymede Bridge 4.11 Junction 13

5. LABORATORY TESTING

5. 1 Inroduction 5.2 Index Properties 5.3 Mechanical Analyses 5.4 Undrained Triaxial Compression Tests 5.5 Oedometer Consolidation Tests 5.6 Chemical Analyses

SUMMARY OF LABORATORY TEST RESULTS

SUMMARY OF CHEMICAL ANALYSES

PARTICLE SIZE DISTRIBUTION CURVES

TRIAXIAL TEST RESULTS

OEDOMETER CONSOLIDATION TEST RESULTS

DESCRIPTIONS OF UNDISTURBED SAMPLES

BOREHOLE RECORDS

CONTINUOUS FLIGHT AUGER AND HAND DUG TRIAL PITS

MACKINTOSH PROBE RECORDS

SITE PLANS

PAGE

1

2

3

3 3 3 4 4 5 5 6 6 6 7

7

7 7 7 7 8 8

TABLE 1

FIGURES TO 3

FIGURES 4 TO 52

FIGURES 53 TO 71

FIGURES 72 TO 80

FIGURE 81

FIGURES 82 TO 97

FIGURES 98 TO 125

FIGURES 126 TO 148

FIGURES 149 TO 166


1.

2.

INTRODUCTION



REPORT ON SITE INVESTIGATION

On the instructions of L. G. Mouchel and Partners, Consulting Engineers, acting on behalf of the Department of Transport, a site investigation has been carried out between Juntions 10 and 13 of the M25 motorway for proposed carriageway improvements.

The object of the investigation was to determine the ground conditions at the site and to provide information that would assist the Engineer in the design of foundations and earthworks. A factual report was requested.

The site work consisting of eleven boreholes, twenty-eight mechanical flight auger holes or hand dug pits, and twentythree Mackintosh probe soundings, was carried out between the 21st September and the 9th October 1987.

THE SITE AND GEOLOGY

The investigation is located at the M25 corridor between Junction 10 at Wisley, and Junction 13 at Wraysbury. The approximate National Grid References of the junctions are TQ 082 594 (Junction 10) and TQ 023 725 (Junction 13).

According to the available records of the British Geological Survey (Sheets 269 and 285 of the 1:50,000 Series Geological Maps, Drift Editions) the area investigated is underlain in part by the following stratigraphical sequence:

Alluvium

River Terrace Deposits

Bagshot Beds Claygate Beds London Clay

Recent and Pleistocene

Eocene

With regard to the solid geology, the Bagshot Beds are present, either at surface or beneath a cover of superficial deposits, from Junction 10 to approximate Chainage 5440, just to the north of Junction 12.


3.

-2-

Claygate Beds are then shown to outcrop beneath a superficial cover to approximate Chainage 6000. The remainder of the route is shown to be underlain by London Clay with a cover of superficial deposits.

METHOD OF INVESTIGATION

The 200mm diameter boreholes were sunk to depths of between 4.50m and 16.10m using standard cable percussion techniques. Disturbed samples were taken at frequent intervals during boring in order to give a record of the strata encountered. In cohesive soils nominal 100mm diameter open drive core samples were taken and these samples were subsequently sealed and transported to the laboratory at Basingstoke for examination and testing.

Standard and cone penetration tests were carried out in granular strata and the results are recorded as S(N) and C(N) values on the borehole records, at the relevant depths.

Careful observations were made of the groundwater during boring and an effort was made to establish the standing water level. Water samples were taken from the boreholes. Where water was added to facilitate penetration through granular soils, a note to this effect is given on the borehole records.

On completion of boring one piezometer was installed depth of 4.20m in Borehole S100. Details of installation are given on the relevant borehole record.

at a the

At fourteen locations, 75mm diameter continuous flight auger holes were drilled using a Minute Man rig. Small disturbed samples were taken from the auger flights. At fourteen proposed auger locations a hand dug pit was excavated which revealed that the material encountered was unsuitable for penetration with the auger. Consequently the auger holes were abandonded at these locations.

At twenty-three of the auger locations Mackintosh probe tests were carried out.


4.

-3-

RESULTS OF THE BOREHOLES, FLIGHT AUGER HOLES AND TRIAL PITS

4. 1 General

Borehole, flight auger and hand dug trial pit records giving details of the strata encountered and site plans showing their approximate positions are given later in the report.

The ground conditions are described with regard to the proposed structures to be built and sections of carriageway to be improved.

4.2 Clearmount Accommodation Bridge (Auger Holes SP20 & SP21)

SP20 and SP21 encountered brown and yellowish-brown, slightly silty, clayey, fine to medium sand which became yellowish-brown and green, silty, fine to medium sand below 2.25m and 3.25m respectively. The auger holes were terminated at 4.00m and 5.00m due to ground water ingres~.

4.3 Junction 11 (Borehole S10, Auger Holes SP9 to SP19, SP22 to SP24)

Borehole S10 encountered brownish-grey, sandy, rounded to angular, fine to coarse flint gravel to a depth of 1.40m. Below 1.00m the material became very clayey, very silty, fine to medium sand with some flint gravel. Beneath this material was an interbedded sequence of sands, silts and clays. This comprised medium dense becoming grey and greenish- brown, clayey, sil ty, fine to medium and locally coarse sand, and stiff to very stiff sandy silt and clay. Groundwater was encountered at 1.80m depth and rose to 1.45m after 20 minutes.

A similar sequence of materials was encountered in the power auger holes and trial pits. At locations SP12 to SP19 and SP22 to SP24, the sand and gravel was not penetrated and the auger holes or pits were terminated at depths from 0.30m to 1.40m. In Auger Holes SP9 to SP11, sand and gravel was penetrated at depths from 0.20m to 0.75m, beneath which were sands, clays and silts as in Borehole S10, which were proved to a maximum depth of 5.00m. Groundwater was encountered in SP9 and SP10 at depths of 5.00m and 4.50m respectively.


4.4

-4-

Almners Road to Lyne RailwaS Bridge (Boreholes S7 and S8, Auger Holes SP4 to SP , SPBS8)

Borehole S7 encountered 1.45m of Made Ground beneath a thin layer of topsoil. The Made Ground comprised light-brown, fine sand to coarse gravel with occasional brick fragments. Beneath the Made Ground, and directly below ground level in Borehole SB was dense and medium dense, brown and dark grey, sandy flint gravel, present to depths of 3.10m and 3.60m respectively. The gravel was underlain by a thin band (0.20m-0.30m) of grey, sandy, silty clay. Below these materials was dense and medium dense grey, silty, fine to medium sand with occasional flint gravel to a depth of 5.30m in Borehole SB. The sand was present to the base of Borehole 8 (9.00m) and to a depth of 7.80m in Borehole 7, beneath which was stiff to very stiff, brown and grey silt and clay with pockets of light brown, silty, fine sand and organic material. Groundwater strikes were encountered and stood at 3.20m and 3.40m after 20 minutes in Boreholes S7 and S8 respectively.

At the power auger locations the sand and gravel was not penetrated at locations SP4 to SP7 and SP BH8. The excavations were terminated at depths from 0.20m to 0.80m. In power auger hole SP8 yellow, brown, silty, medium sand was encountered to a depth of o.BOm, beneath which was orange-brown, becoming dark-brown, silty, sandy (fine) clay with occasional fine gravel. The clay was proved to a depth of 5.00m.

4.5 Junction 12 (Boreholes S5 and S6, Auger Hole SP3)

Material identified as being Made Ground was present in Boreholes S5 and S6 to depths of 9.50m and 10.60m respectively. In borehole S5 the general sucession of material present was as follows. Medium dense, brown, silty, fine sand and fine to medium gravel with brick and roadstone fragments to a depths of 2.80m. Beneath the sand and gravel was medium dense, grey and orangebrown, clayey, silty, fine to medium sand with pockets and lenses of light-grey clay and some flint gravel below 7.50m. Below a depth of 9.50m the sand graded into gravelly silt and clay and this material which was present to a depth of 11.10m, was presumed to be either Alluvium or Made Ground. From 11.10m to the end of the borehole at 14.00m, very dense, green-grey, clayey, silty, sandy, flint gravel was present. In Borehole S6 the Made Ground comprised stiff, dark-brown, sandy silt and clay, locally gravelly, with sand pockets to a depth of 5.40m. Beneath this material was medium dense to dense, light -brown, sil ty, fine sand with some gravel and organic material to 10.60m.


-5-

From 10.60m to 12.00m, medium dense, grey-brown and black, silty, clayey, silt with sand and gravel was present below which was very soft, greenish brown, sandy, silty clay to a depth of 12.80m. These strata are presumed to be either Alluvium or Made Ground. Below 12.80m was dense grey, sandy, flint gravel which was underlain by firm to very stiff, grey brown, fissured, silty clay with silty fine sand laminae. The clay was present to the base of the borehole at 16.10m depth.

Groundwater was encountered and stood at 10.74m and 1 0.40m in Boreholes S5 and S6 respectively. A strike was also encountered in the Made Ground in Borehole S5 at 2.60m which rose to 2.48m after 20 minutes. The ingress was cut off by advance of the temporary casing to 3.00m.

The hand dug pit at location SP3 encountered yellowbrown, fine to coarse, sand and angular fine to coarse gravel to a depth of 0.40m.

4.6 Muckhatch Subway (Auger Holes SP1, SP2, Devon Bank)

The excavations at the locations of SP1 and SP2 encountered Made Ground to the final depths of 0.70m and 0.30m respectively. The Made Ground comprised dark brown, silty, sandy, flint gravel with brick fragments. The auger hole at Devon Bank encountered Made Ground to a depth of 1.50m comprising dark brown, clayey, silt. Beneath 1. 40m the si 1 t contained grave 1 and cou 1 d not be penetrated below 1.50m with the auger.

4.7 Redlands Conveyor Tunnel [Borehole S100, Auger Hole CH4250 (Bank and Verge]

Borehole S100 encountered medium dense, brown, fine to medium sand and fine to medium flint gravel to the base of the borehole at 4.50m depth. A thin band of stiff, thinly laminated, grey green, dark blue-grey and brown silty clay with flint gravel was present from 2.20m to 2.50m. Groundwater was encountered at 3.60m depth and rose to 3.40m after 20 minutes. The piezometric level recorded in an instrument installed with the tip at 4.20m, was 2.88m below the top of the instrument standpipe on 9th October 1987.

A hand dug pit was excavated on the motorway verge at Chainage 4250 and enountered flint gravel to the base of the pit at 0.30m.


-6-

A mechanical auger hole located on the side slopes to the carriageway encountered dark brown, sandy, si 1 t to 1.25m. The silt was underlain by dark brown, silty clay which was presumed to contain gravel as the auger could not penetrate below 1.50m.

4.8 Gantry at Chainage 3245 (Borehole S4)

Borehole S4 encountered material presumed to be Made Ground to a depth of 2.80m, comprising predominantly dense, brown, sandy, flint gravel with shell fragments below 1.50m, and orange brown, gravelly, fine to medium sand. Beneath the Made Ground was firm, mottled, brown and greyish-white clay with calcareous nodules and rootlets. The clay was underlain by dense becoming medium dense, brown, sandy, flint gravel to a depth of 5.80m. Beneath the gravel was stiff, dark grey clay with silt and sand partings which was present to the base of the borehole at 10.00m. A band of claystone, recovered as angular gravel size fragments of calcareous mudstone, was present from 7.00m to 8.10m. Groundwater was encountered at 5.60m and rose to 4.20m after 20 minutes.

4.9 Egham Subway (Borehole S3)

Borehole S3 encountered material presumed to be Made Ground to a depth of 2. 70m, comprising dense, dark brown, sandy, flint gravel. Between 2.70m and 3.40m medium dense, light orange-brown, silty, clayey, fine sand with some gravel and clay pockets was present. Below the sand was medium desne, sandy, grey-brown, flint gravel to a depth of 7.80m. The gravel was underlain by stiff to very stiff, brownish-grey, silty, clay to the base of the borehole at 11.00m. Groundwater was encountered at 4.20m and rose to 3.25m in 20 minutes.

4.10 The Glanty to Runnymede Bridge (Boreholes S1 and S2)

Borehole S1 and S2 encountered Made Ground to depths of 8.60m and 8.80m respectively. The Made Ground was predominantly granular material, comprising gravelly sand, clayey silty fine sand, and clayey gravel with scattered fragments of brick, concrete and wood. Standard and cone penetration test 'N' values varied from 20 to 57. Beneath the Made Ground was light-brown and grey green, silty, fine sand and clayey, sandy, silt with shell fragments of very loose to medium dense consistency.


5.

-7-

4.11 Junction 13 (Borehole S9)

Beneath a thin cover of topsoil, Borehole S9 encountered Made Ground to a depth of 8.20m. The Made Ground was predominant 1 y granular material to a depth of 3.30m, comprising gravelly, fine sand with a band of clay with sand partings and lenses from 2.30m to 2.60m. Below 3.30m the Made Ground was firm to very stiff, dark brown-grey, silty, sandy, clay. Underlying the Made Ground was very dense grey sandy and clayey flint gravel to the base of the borehole at 10.00m.

LABORATORY TESTING

5. 1 Introduction

The following laboratory tests were carried out as instructed by the Engineer in accordance with BS 1377 (1975) "Methods of Test for Soils for Civil Engineering Purposes" where applicable. The results are given in tabular or graphical form as appropriate in a later section of the report.

5.2 Index Properties

Liquid and plastic determinations were cohesive material. summary Table 1.

5.3 Mechanical Analyses

limit tests and moisture content made on samples of representative

The results are given on the

Mechanical analyses by sieving and sedimentation have been carried out on representative samples of the materials present, and the results are given as particle size distribution curves (Figures 4 to 52).

5.4 Undrained Triaxial Compression Tests

Eighteen unconsolidated undrained triaxial compression tests were carried out on samples of cohesive material present. Each test comprised the shearing of three specimens nominally 75mm long and 38mm in diameter at various cell pressures. One test was carried out on a single specimen approximately 150mm long and 100mm in diameter, as the sample was unsuitable for preparing smaller specimens. The results are presented as stress-strain curves and Mohr's Circle plots (Figures 53 to 71) and are summarised in Table 1.


-8-

5.5 Oedometer Consolidation Tests

Nine oedometer consolidation tests were carried out on samples of cohesive materials present. The results are given as log pressure-voids ratio (log p- e curves), together with values of the coefficients of compressibility and consolidation (Figures 72 to 80).


Chemical analyses have been made on twelve samples of soil and six samples of groundwater to determine their pH values and sulphate contents. In the case of three of the soil samples, where the concentration of acid soluble sulphates exceeded 0.30%, 2:1 water soil extracts were made and tested. Ten of the soil samples and all of the water samples were analysed to detemine total chloride contents. The results are given in Figures 1 to 4.

FOUNDATION AND EXPLORATION SERVICES LIMITED

CONTRACT NO: 695 NOVEMBER 1987



Appendix H – HAGDMS 27980

Combined Ground Investigation andGeotechnical Design ReportA3 Cartner Message Sign Replacement - Phase 2SETM 0397 (July 2012)

TRIP0102\SETM 0397 i

Job No: TRIP0102 Combined GroundInvestigation andGeotechnical Design ReportA3 Cartner Message SignReplacement - Phase 2

Report No: SETM 0397

Revision No: 00

Date of issue: July 2012

Amey

South East Hub

Explorer II

Fleming Way

Crawley

West Sussex

RH10 9GT

Highways Agency

Federated House

London Road

Dorking

Surrey

RH4 1SZ

TRIP0102\SETM 0397 ii

List of Contents Page

Chapters and Appendices

1 Executive summary................................................................................................... 4

2 Introduction................................................................................................................ 5

2.1 Scope and objectives .............................................................................................. 5

2.2 Description of project .............................................................................................. 5

3 Existing information................................................................................................... 7

3.1 Topographical maps................................................................................................ 7

3.2 Geological maps and memoirs................................................................................ 7

3.3 Aerial photographs .................................................................................................. 8

3.4 Records of mines and mineral deposits .................................................................. 8

3.5 Land use and soil survey information...................................................................... 8

3.6 Archaeological and historical investigations ........................................................... 8

3.7 Existing ground investigations................................................................................. 9

3.8 Consultation with statutory bodies .......................................................................... 9

3.9 Flood records ........................................................................................................10

3.10 Contaminated land ................................................................................................10

3.11 HAGDMS records..................................................................................................10

4 Field and laboratory studies ....................................................................................11

4.1 Walkover survey....................................................................................................11

4.2 Ground investigations ...........................................................................................11

4.3 Other fieldwork ......................................................................................................11

4.4 Laboratory investigation ........................................................................................11

5 Ground summary.....................................................................................................13

5.1 Topography ...........................................................................................................13

5.2 Geology .................................................................................................................13

5.3 Hydrology and hydrogeology ................................................................................13

TRIP0102\SETM 0397 iii

6 Ground conditions and material properties .............................................................14

6.1 Topsoil...................................................................................................................14

6.2 Embankment Fill....................................................................................................14

6.3 Groundwater..........................................................................................................15

7 Geotechnical risk register........................................................................................16

8 Recommendations ..................................................................................................18

8.1 Excavations ...........................................................................................................18

8.2 Highway structures - foundations..........................................................................19

8.3 Drainage................................................................................................................24

8.4 Assessment of potential contamination ................................................................24

9 References ..............................................................................................................28

Appendix A: Fieldwork records

Appendix B: Laboratory test results

Appendix C: Annex 1: Specification Appendices

Appendix 1/5: Testing to be Carried-Out by the Contractor .........................................33

Appendix 6/1: Requirements for Acceptability and Testing etc. of Earthworks

Materials 35

Appendix 6/2: Requirements for Dealing with Class U1B and Class U2

Unacceptable Materials.........................................................................................40

Appendix 6/3: Requirements for Excavation, Deposition, Compaction (Other

Than Dynamic Compaction)..................................................................................42

Appendix 6/6: Fill to Structures and Fill Above Structural Foundations .......................44

Appendix 6/8: Topsoiling ..............................................................................................45

Appendix 16/1: General Requirements For Piling And Embedded Retaining Walls......47

Appendix 16/15: Steel Sheet Piles.........................................................................48

Appendix D: Structure summary form

A3 Cartner Message Sign Replacement - Phase 2Combined Ground Investigation and Geotechnical Design Report

TRIP0102\SETM 0397 4

1 Executive summary

Amey have been instructed to complete the design for the replacement of a message sign

on the A3 south of the A245 junction at Painshill at MP10/3+68A. This work is being

undertaken under the South East TechMAC Renewals and Improvements Proposal 0102

(TRIP0102).

A previous report, report No. SETM0190, was undertaken for TRIP0056 (Amey, 2011),

which involved the replacement of two messaging signs, the primary sign being at

MP10/3+68A and the secondary sign being at MP11/7A.

This report presents the findings of the ground investigation and design information for the

proposed sign at MP10/3+68A and the cable run between the proposed sign and an existing

power supply at MP10/5.



2 Introduction

2.1 Scope and objectives

The objective of this report is to provide geotechnical information for the design of the

present scheme. This report presents the findings of the previous ground investigation

undertaken for TRIP0056. As for TRIP0056, considering the relatively minor nature of the

works, and for ease of reporting, this report is a combined ground investigation report (GIR)

and geotechnical design report (GDR), prepared in accordance with HD22/08 Managing

Geotechnical Risk (Highways Agency, 2008).

This work is being undertaken under the South East TechMAC Renewals and Improvements

Proposal TRIP0102.

2.2 Description of project

2.2.1 Scheme proposals

The Highways Agency has instructed Amey (as SE TechMAC) to complete the detailed

design for the proposed Mark 3 message signs (MS3) located at MP10/3+68A on the A3

south of the A245 junction at Painshill, just north of M25 junction 10 at Wisley.

Communication will be wireless, removing the requirement for cable trenching for

communications cables. However, trenching will still be required for the installation of power

cables from MP10/5 to the proposed sign at MP10/3+68A. Trenches will be backfilled in

accordance with standard detail MCX 0141.

2.2.2 Site description

The site lies on the south bound side of the A3 at Painshill, at MP10/3+68A. At this location

the A3 is orientated northeast-southwest and includes the southbound off-slip to the grade

separated junction at Painshill. The site is shown in Figure 1.

Convent Lane crosses under the A3, in an underpass, about 20m northeast of the proposed

site and the River Mole crosses under the A3, at MP10/3A, about 70m northeast of the site.

The site lies in the highway verge at the toe a false cutting that carries the south bound off-

slip up to the grade separated junction. The cutting is around 3m deep with a slope of about

30°. The adjacent slope has vegetation comprising small bushes and shrubs and a variety of

mature and immature trees.



Figure 1: Extract from HAGDMS showing site location in yellow at MP10/3+68A.

2.2.3 Geotechnical category of the project

Using criteria outlined in HD 22/08 (Highways Agency, 2008) and BS EN ISO 1997-1 (British

Standards Institution, 2004), this project has been defined as geotechnical category 2.

2.2.4 Other relevant information

An options report (Amey, 2010a), statement of intent (Amey 2010b),a combined preliminary

sources study report and Annex A (Amey, 2010c) and a combined ground investigation and

geotechnical design report (Amey, 2011) have already been submitted for the previous

TRIP0056 project which covers the present site at MP10/3+68A.



3 Existing information

3.1 Topographical maps

Based on Ordnance Survey 1:25,000 raster mapping, the site lies at an elevation of between

30mAOD and 35 mAOD.

No historical maps were obtained for the purposes of this report. The site lies entirely within

the boundaries of the A3 corridor. Records held in the Highways Agency Geotechnical Data

Management System (HAGDMS) indicate the cutting at MP10/3+68A was constructed in

1976.

3.2 Geological maps and memoirs

As shown in Figure 2Figure the site is underlain by superficial deposits of Higher Terrace

River Gravel over the Bagshot Formation. Alluvium follows the course of the River Mole,

which lies east of the site.

Figure 2: Extract of BGS sheet (1976) showing Higher Terrace (2) River Gravels overlyingthe Bagshot Formation (i4). The site is outlined in yellow.[C10/014-CSL] British Geological Survey ©NERC. All rights reserved.

The Higher Terraces River Gravel comprises sands and gravels. Alluvium comprises

variable silts and clays, possibly with a gravel base.



The Bagshot Formation has a highly variable thickness from 7m up to 40m and is dominated

by orange to pale yellow fine sand with beds of pale grey clay. Some sands are cross-

bedded and horizons of lignite also occur.

3.3 Aerial photographs

Aerial photographs from HAGDMS have been consulted and used in the site description and

topography sections of this report.

3.4 Records of mines and mineral deposits

Not used.

3.5 Land use and soil survey information

The site lies entirely within the highway boundaries. Adjacent land use is mixed woodland,

agricultural and urban.

Records of the Soil Association of England & Wales (1983) show the Holidays Hill (643a) soil

association at this location.

The Holidays Hill soil association typically comprises very acidic sandy and loamy over

clayey soils with local peat horizons: it is vulnerable to slight seasonal waterlogging.

3.6 Archaeological and historical investigations

According to the National Monuments Record (English Heritage, 2007), there are three

recorded monuments present within 500m of the site, as listed in the table below.

Monumentname/No.

Description Location/distance fromsite(s)

Monument 1213147 A Mesolithic lithic implement, discoveredduring an evaluation at Sainsbury,Cobham.

Approximately 150meast of the proposed site

Monument 394025 A Roman bath house, excavated in 1942.No traces of any associated villa havebeen recorded. It is possible that it hasbeen eroded by the river.

Adjacent the River Mole,about 300m south of theproposed site

Cobham Bridge Bridge over the River Mole, constructed in1783 by George Gwilt, widened in 1914.

On the A245, about300m south-southeast ofthe proposed site



3.7 Existing ground investigations

Records on HAGDMS show nearby borehole information relating to the A3 London-

Portsmouth Trunk Road (Esher Bypass). The boreholes were carried out prior to the

construction of the A3 at this location and ground levels would have changed substantially

since they were drilled.

Three boreholes, referenced as boreholes 112, 114 and 116, lie within 100m of the proposed

site as shown in the table below.

Holereference

Eastings Northings Elevation(mAOD)

Depth Distance/directionfrom MP10/3+68A

112 509835 160848 15.47 15.24 59m to NE

114 509874 160842 15.37 15.24 48m to NE

116 509919 160861 17.15 15.24 95m to NE

These records indicate variable firm to stiff sandy and silty clays, becoming very stiff at

depth, loose fine to coarse sands and very loose to medium dense fine to coarse flint

gravels. The exploratory hole records are included in the appendices.

Groundwater was encountered in all three boreholes at depths of between 3.0 and 4.5m

below ground level (mbgl)

3.8 Consultation with statutory bodies

An ancient and semi-natural woodland, Painshill Park Wood, lies immediately south of the

A3 Painshill junction.

Natural England were consulted due to the proximity of the site to the Thames Basin Heaths

Special Protection Area (SPA), a protected area of heathland designated under the EC Birds

Directive (Council Directive 2009/147/EC on the conservation of wild birds). Natural England

agreed that there would be no significant effects on the SPA from the proposed works.

According to the Environment Agency (2012) there are no groundwater source protection

zones in the area around the sites.

The superficial Higher Terrace River Gravel is identified as a Principal aquifer and the

Alluvium and Bagshot Sand bedrock are identified as Secondary A aquifers. Principal

aquifers are defined as strata with high intergranular and/or fracture permeability - meaning

they usually provide a high level of water storage. Secondary A aquifers are defined as

permeable layers capable of supporting water supplies at a local level.

In terms of vulnerability to pollution, the records show the various aquifers to have

intermediate to high vulnerability.


TRIP0102\SETM 0397 10

3.9 Flood records

Records of the Environment Agency (EA, 2012) identify the River Mole as a main river. The

valley of the River Mole is shown to be at risk of flooding, defined as an area that has a 1%

chance of flooding each year. Some of the ground east of the Mole, including part of the

A245, is shown to be at risk of extreme flooding, defined as being affected by major floods

with a 0.1% chance of occurring each year.

3.10 Contaminated land

An assessment of environmental and geoenvironmental constraints was undertaken as part

of the scheme options report (Amey, 2010a). This identified four nearby areas of historic

landfill, all further than 1km from the site. The report states that the location of the proposed

MS3 is not adjacent to any recorded landfill sites, but made ground is present within the

highway boundary between 50m and 100m east of MP10/3+68A.

Due to the existing land use, i.e. highway, potential contaminants at the site may include

heavy metals and hydrocarbons, including polycyclic aromatic hydrocarbons (PAH),

polychlorinated biphenyls (PCB), BTEX compounds (benzene, toluene, ethyl-benzene and

xylene) and total petroleum hydrocarbons (TPH). Due to the made ground and nearby

agricultural land use, organic and other inorganic contaminants, such as asbestos, may be

present.

Potential receptors at risk of exposure to contamination from the above contaminants include

the underlying Secondary A and B aquifers, vegetation, the nearby built environment and, for

short term acute exposure only, construction workers. Contamination pathways include the

lateral and vertical seepage of leachates into the ground, and surface runoff from the

highway and adjacent slopes. For vegetation, root uptake via cation exchange and stomatal

diffusion represent a potential pathway. For construction workers, a pathway may be

possible via ingestion, inhalation and/or dermal contact with soil, dust and vapours.

3.11 HAGDMS records

No defects are recorded at the site in HAGDMS (July 2012), or along the proposed cable

run, with earthworks designated as unclassified and with unclassified risk .


TRIP0102\SETM 0397 11

4 Field and laboratory studies

4.1 Walkover survey

A site walkover was undertaken on the 15th June 2010 for the TRIP0056 proposals. At the

time of the walkover survey no signs of instability or slope movement were identified.

A further site walkover was undertaken for the current TRIP0102 proposals on 11th July 2012

between MP10/3+68A and the existing power cabinet at MP10/5 for the proposed cable run.

This walkover survey revealed no signs of instability at the site or along the proposed cable

run.

4.2 Ground investigations

A ground investigation was undertaken as part of the now superseded TRIP0056 in

November 2010 and comprised a single borehole undertaken in the verge at MP10/3+68A.

The borehole comprised a combined windowless sample and dynamic probe hole, which

was terminated at 9.8m depth. Standard penetration tests (SPT) were undertaken at various

depths to assess the relative density of the materials present and an in-situ pocket

penetrometer was used to measure the approximate unconfined compressive strength.

The SPT hammer energy test report (appended) indicated an energy ratio of 64%.

Copies of fieldwork logs, together with the results of in-situ tests are included in the

appendices of this report.

Disturbed samples were taken from appropriate windowless samples for subsequent

geotechnical testing. Soil and eluate samples were also retrieved for chemical testing,

human health and controlled waters risk assessment, and waste categorisation.

4.3 Other fieldwork

A topographic survey was undertaken at the site on 11th July 2012. An environmental

walkover survey was also undertaken on 11th July 2012.

4.4 Laboratory investigation

A small programme of geotechnical laboratory testing was undertaken on disturbed samples

retrieved from the ground investigation to assess material properties. Testing comprised

moisture content, Atterberg limit determination and sulphate suites to BRE Special Digest 1

(BRE, 2005).


TRIP0102\SETM 0397 12

A standard suite of contamination testing was completed on soil and eluate samples

retrieved during the ground investigation. The suite comprised the heavy metals arsenic,

cadmium, chromium, copper, lead, mercury, nickel, selenium and zinc; non-metals and

inorganics included pH, soil organic matter (SOM), sulphide, cyanide and asbestos; organic

contaminants included phenols, USEPA 16 speciated polycyclic aromatic hydrocarbons

(PAH), polychlorinated biphenyls (PCB), BTEX compounds (benzene, toluene, ethyl-

benzene and xylene) and total petroleum hydrocarbons (TPH) by TPHCWG

aliphatic/aromatic split.

Copies of the geotechnical and chemical laboratory test results are included in the

appendices


TRIP0102\SETM 0397 13

5 Ground summary

5.1 Topography

The site lies in the highway verge at the toe of a false cutting, which is approximately 3m

deep and has a side slope of about 30°. This false cutting lies at the southern end of a larger

embankment which carries the A3 over a tunnel containing Convent Lane and the nearby

River Mole.

Based on the topographic survey (Dwg. No. 10-040_EMS_1/S/1), the site lies at an elevation

of about 25mAOD. Based on spot levels on Covent Lane undertaken during the same survey

the embankment has a height of about 10m.

5.2 Geology

The materials encountered in the borehole represent embankment fill, probably derived

locally from the superficial and bedrock deposits including Higher Terrace River Gravel and

the Bracklesham Formation. These represent a mixture of silty sand and sandy silt with flint

and ironstone gravel to 3.6m depth, over well compacted silty sand and sandy clay. A single

fragment of concrete (40mm x 150mm) was encountered in the top 1.6m.

Detailed descriptions of the ground conditions are shown on the appended borehole log.

Moisture content varied from 8.1 to 25.6%. Moisture content was less than 15% in the upper

7m and typically over 20% below 7m depth. Index testing on a sample of the sandy clay from

8m depth resulted in a plasticity index of 23%, indicating intermediate clay and a medium

shrinkage potential (based on NHBC, 2006). A Casagrande A-line graph is appended.

5.3 Hydrology and hydrogeology

Groundwater was encountered at a depth of 8.5m in the borehole and this dropped to 9.0m

depth after 20 minutes. Equilibrium groundwater level may be close to water level in the

nearby River Mole.


TRIP0102\SETM 0397 14

6 Ground conditions and material properties

The borehole encountered topsoil over embankment fill comprising layers of loose silty sand

and stiff sandy silt with flint and ironstone gravel over medium dense silty sand and firm

sandy clay.

6.1 Topsoil

Topsoil was encountered from ground level to 0.2m depth. Topsoil comprised silty sandy

clay with medium-sized gravel of sub-rounded flint.

6.2 Embankment Fill

Three layers of embankment fill, based on composition and density (determined from the

SPT results), could be identified.

SPT N values in the borehole varied from 10 to 30 blows. These gave normalised, energy-

corrected N60 values ranging from 11 blows (medium dense) to 32 blows (dense). The N60values are shown in Figure 3.

Figure 3: N60 values vs depth / level


TRIP0102\SETM 0397 15

The layers are described as follows:

Upper layer of fill

An upper layer could be differentiated in the fill based on the inclusion of concrete. This layer

persisted from 0.2m to 1.6m depth and comprised gravelly sand, becoming clayey below

1.1m. The gravel was fine to coarse and was composed of sub-rounded to rounded, rinded

and unrinded flint. The sand was medium- to coarse-grained. A single fragment of concrete

(40mm x 150mm) was encountered in the top 1.6m of the made ground.

Both the topsoil and the upper layer of fill, including the concrete fragment, were exposed

during the hand-dug inspection pit, prior to commencement of the drilling. The inspection pit

was terminated at 1.5m depth, prior to the first SPT. The N60 value of 11 blows indicates the

material in this layer was medium dense.

Middle layer of fill

A middle layer of fill, based on density, was encountered between 1.6m and 3.6m depth.

This comprised layers of fine sand and stiff very high strength silt. Discontinuous laminations

of brown clay and broken ironstone gravel occurred between 1.6 and 1.8m depth. Fine to

coarse sub-rounded flint gravel occurred below 1.8m. The N60 value of 11 blows at 3.0m

depth indicates the material was also medium dense.

Lower layer of fill

The lower layer of fill, based on composition and density, persisted beyond 3.6m depth. This

comprised silty fine sand over layers of sand and firm to stiff clay. Fine to coarse gravel of

sub-rounded flint was abundant above 4.8m depth and infrequent between 4.8m and 7.6m

depth. Gravel was entirely absent below 7.6m depth. N60 values varied from 23 (medium

dense) to 32 blows (dense).

Chemical testing was undertaken on samples from 4.0 and 9.5m depth. The results were as

follows:

Sample depth Water solublesulphate (mg/l SO4)

BRE total sulphate(%)

pH

4.0 44 0.011 6.2

9.5 130 0.19 5.8

6.3 Groundwater

Groundwater was encountered at a depth of 8.5m, dropping to 9.0m during the course of the

investigation.


TRIP0102\SETM 0397 16

7 Geotechnical risk register

The risks associated with the messaging signs are shown in the following tables;

Key to Risk Register

Probability (P) Impact (I) Time & Cost ImpactVery likely 5 Very high 5 >10 weeks on completion >£1mLikely 4 High 4 >1 week to completion £100k to £1mProbable 3 Medium 3 >4 weeks: <1 week on completion £10k to £100kUnlikely 2 Low 2 1 to 4 weeks: none on completion £1k to £10kNegligible 1 Very low 1 <1 week to activity: none on completion <£1k

Risk rating Risk P x I = R ResponseIntolerable 13 to 25 UnacceptableSubstantial 9 to 12 Early attentionTolerable 5 to 8 Regular attentionTrivial 1 to 4 Monitor

Table 1: Risk register

Beforecontrol

Aftercontrol

RiskNo

Hazard/risk

Likelihood

Impact

Risk

Consequence Control measure

Likelihood

Impact

Risk

1

Piling / excavationdifficulties due topresence of unexpectedhard ground

3 3 9 Additional cost anddelays to programme

Appropriate site investigationundertaken to establish groundconditions. Ensure design andconstruction takes account of thefindings of the SI. Establishcontingency plan for mobilisingalternative plant.

2 3 6

2

Uncertain / unforeseenground conditionsincluding unknown slopedefects or repairs

2 3 6

Cost and timeimplications whiledesign amendments areundertaken.

HAGDMS records consulted.Walkover survey and siteinvestigation undertaken to establishsite conditions. Ensure design andconstruction takes account of thefindings of the walkover survey andsite investigation.

1 3 3

3 Slope instability due totemporary excavationsfor construction ofretaining walls /platforms, if required

2 3 6 Failure of existingearthworks

Ensure design and constructiontakes account of available data.Provide adequate support or batterback to an appropriate angle basedon site conditions.

1 3 3


TRIP0102\SETM 0397 17

Table 1: Risk register

Beforecontrol

Aftercontrol

RiskNo

Hazard/risk

Likelihood

Impact

Risk

Consequence Control measure

Likelihood

Impact

Risk

4

Slope instability due toconstruction of new cabletrenches

2 3 6 Failure of existingearthworks

Ensure design and constructiontakes account of available data fromwalkover survey and groundinvestigation. Limit length of trenchexcavation before backfilling.Backfill in accordance with StandardDetails.

1 3 3

5Existing slope drainsblocked/ damaged byworks

3 2 6 Slope failure/ flooding

Early involvement of ManagingAgent to determine location ofdrainsUse competent contractor withappropriate site supervision.

1 2 3

6 Insufficient bearingcapacity / excessivesettlement of structuralfoundations

2 3 6Delays for design andconstruction of remedialworks

Adopt appropriate parameters andpartial factors in design. 1 3 3

7 Chemical attack onburied concrete 2 2 4 Premature failure of

buried elementsEnsure design takes account ofavailable test data 1 2 2

8 Encountering unknownservices 2 3 6 Health and safety

implicationsReview statutory undertakersrecords 1 3 3

9Encounteringcontaminated material 2 2 4

Delays whilecontamination isquantified andremediation undertaken

Ensure contamination specialistsare available if contamination issuspected

1 2 4

10Unforeseen geologicalfeatures, such as deepfissures and cambering

2 3 6 Additional cost anddelays to programme

Ensure design and constructiontakes account of site conditionsencountered during the groundinvestigation. Establish contingencyplan for mobilising alternative plant

1 3 3

11 Encountering buriedstructures including theConvent Lane tunnel

2 4 8Damage to buriedstructure if in useresulting in failure

Ensure structures identified on siteprior to construction 1 4 4

12 Existing slopes altered toaccommodate new workswithout full considerationof slope stability

2 3 6 Slope failure, failure ofsign foundations

Early involvement of ManagingAgent and HA GeotechnicalAdvisor.

1 3 3

13

Ingress of water in tocable run trenches 2 3 6 Softening / failure of

slope

Ensure trenches are backfilled inaccordance with Standard DetailMCX 0141. Undertake works inshort lengths and backfill as soon aspossible

1 3 3


TRIP0102\SETM 0397 18

8 Recommendations

8.1 Excavations

The scheme does not involve the construction of any cuttings or embankments. However,

the scheme will require shallow excavations for the new power cable. The proposed cable

trench run will be around 130m long from the new sign at MP10/3+68A to the existing power

cabinet at MP10/5 at the end of the southbound off-slip. The trench is to be located along the

approximately 2.5m wide, level verge behind the safety fence along the top of the slope of

the off-slip as shown on Figure 4.

Figure 4: Sketch showing proposed cable run and MS3 sign location

Cable trenches are to be in accordance with Standard Detail MCX 0141, and trench backfill

materials shall be in accordance with the Specification for Highway Works (SHW)

Clause 1507 (Highways Agency, 2009). There were no signs of instability along the off-slip

verge during the site inspection or the ground investigation.

It is recommended that all excavations, including those required for proposed cable runs, are

backfilled in accordance with the SHW to minimise future settlement and inflow of surface

water which may lead to slope stability problems. Where practicable, trench excavations

should be limited in length, to say 10m, and backfilled as soon as possible.

It is anticipated that the strata along the cable runs will comprise relatively free-draining fill

material and therefore no significant issues are anticipated along trench runs in relation to

ponding of water.


TRIP0102\SETM 0397 19

8.2 Highway structures - foundations

Considering the relatively high loads from the proposed sign and high moments, a piled

foundation is likely to be required. It is understood that the favoured option is for a steel

sheet piled foundation comprising six interlocking sheet piles in an approximately circular

arrangement of around 1.7m diameter (referred to as a mono-box). Recommendations are

also given for a conventional piled foundation and also a spread footing. Spread footings are

unlikely to be acceptable due to the high calculated moments. A structure summary form is

included in Appendix D.

A design value for weight density of 19 kN/m3 has been assumed for design purposes based

on the values given in Table 1 of BS8002 Code of practice for earth retaining structures

(British Standards, 1994). Values of effective angle of shearing resistance, ′, for granular

materials have been derived from published correlations with SPT N (Tomlinson, 1995).

Based on the SPT N values, a ’ value of 30 degrees is applicable from ground level to 3.6m

depth, below which the SPT N values suggest a minimum ’ value of 34 degrees. The

design effective cohesion intercept, c’, is taken as zero.

Mono-box sheet piled foundation option

The following formula has been used to calculate the design of a mono-box sheet piled

foundation in granular materials :

Ultimate bearing capacity of mono-box = As x k x P'ave x tan δ'

where

As = external surface area of mono-box assuming use of Arcelor PU22 sheet piles.

K = a coefficient of earth pressure, varying from 0.5 to 1.0 for steel,

P'ave = average effective overburden pressure, and

δ’ = angle of wall friction = 20 degrees for steel sheet piles

The design resistance of the mono-box, for a range of pile lengths, calculated in accordance

with BS EN 1997, have been determined for DA1-1 and DA1-2 and the design resistances

are shown in the table below. For comparison, the capacity of the mono-box has also been

calculated using traditional methods which consider global factors of safety. Any contribution

from end bearing has been ignored. Also, the top 1m, below ground level, of the mono-box

is to be infilled with concrete but again the end contribution from this in terms of load-carrying

capacity has also been ignored.


TRIP0102\SETM 0397 20

The capacities calculated using DA1-1 should be compared to factored actions and those

calculated using DA1-2 should be compared to unfactored actions in order to determine the

optimum pile length.

Pile length

(m)

Design resistanceof mono-box

calculated usingEC7 DA1-1

(kN)

Design resistanceof mono-box

calculated usingEC7 DA1-2

(kN)

Allowable capacityof mono-box

calculated usingtraditional methods

(kN)

5 224 149 125

6 324 216 181

7 442 295 248

8 579 386 324

9 720 480 403

10 858 572 480

The applied vertical working load is understood to be 170kN and therefore the minimum pile

length would need to be 6.0m. Settlement is anticipated to be negligible and will be sensibly

complete during construction.

Conventional concrete piled foundation option

For the design of a concrete pile in granular materials the following formula has been used to

calculate the load carrying capacity, Qf, of a single pile:

Ultimate bearing capacity, Qf = [ Ab x p' x (Nq -1) ] + [ As x k x P'ave x tan δ' ]

where

Ab = base area of pile,

p’ = effective overburden pressure at base of pile,

Nq = bearing capacity factor,

As = shaft area of pile

K = a coefficient of earth pressure,

P'ave = average effective overburden pressure over shaft, and

δ’ = angle of wall friction = 3/4 ’ for concrete


TRIP0102\SETM 0397 21

The design resistances for a range of pile lengths and for 600 mm, 750 mm and 900 mm

diameter piles, calculated in accordance with BS EN 1997, have been determined for DA1-1

and DA1-2 and the design resistances are shown in the following tables. For comparison, pile

capacities have also been calculated using traditional methods which consider global factors

of safety, i.e. 2.5 overall or 1.5 on the shaft resistance and 3 on the base resistance,

whichever is lower. It is assumed that the pile cap will extend to 1m depth. The capacities

calculated using DA1-1 should be compared to factored actions and those calculated using

DA1-2 should be compared to unfactored actions in order to determine the optimum pile

dimensions.

600mm diameter bored piles

Pile lengthfrom

underside ofpile cap(m)

Design resistancecalculated usingEC7 DA1-1

(kN)


(kN)

Pile capacitycalculated usingtraditional methods

(kN)

4.6 941 470 524

5.6 1092 546 612

6.6 1405 703 787

7.6 1631 816 914

8.6 1885 943 1056

9.6 2092 1046 1172


TRIP0102\SETM 0397 22

750mm diameter bored piles

Pile lengthfrom



(kN)


(kN)


(kN)

4.6 1496 748 804

5.6 1964 982 1077

6.6 1991 996 1115

7.6 2481 1241 1390

8.6 2897 1449 1622

9.6 3019 1509 1690

900 mm diameter bored piles

Pile lengthfrom



(kN)


(kN)


(kN)

4.6 2142 1071 1128

5.6 2649 1324 1429

6.6 3342 1671 1830

7.6 3624 1812 2030

8.6 3976 1988 2226

9.6 4354 2177 2438


TRIP0102\SETM 0397 23

Spread footing option

In the absence of the foundation details it is considered that an indicative design resistance

of >200kN/m2 is appropriate for a shallow footing, assuming at least medium dense gravelly

sand is present at formation level. This is in line with the presumed allowable bearing

capacities given in BS8004 Foundations (BSI, 1986) for medium dense sand. Loads

resulting from the sign and the self-weight of the foundation will be low and therefore

settlement is expected to be negligible. If a spread footing option is to be pursued then the

design resistance should be calculated once the dimensions of the foundation and loads are

known.

From the records of the fieldwork we anticipate no major problems with excavations for a

spread footing, which should generally be manageable with a JCB back-hoe excavator or

similar. Excavations should be kept open for as short a time as possible.

However, a spread footing will also require benching the existing false cut to create a level

platform and therefore some form of retaining structure will also need to be constructed

along the up-slope edge of the benching.

If any retaining walls are required, then the following parameters are recommended for the

design purposes:

weight density of retained material, γb = 19kN/m3;

effective angle of shearing resistance from ground level to 3.6 m depth, = 30o, and

below 3.6 m depth ’ = 33o;

effective cohesion, c’ = 0kPa;

the co-efficient of active earth pressure, Ka should be calculated for sloping backfill

using the above effective angles of shearing resistance, as appropriate;

co-efficient of passive earth pressure, Kp = 3.0 (assumes at least loose / medium

dense gravelly sand is present in front of the wall); and

angle of base friction = 2/3’.

Adequate drainage should be provided behind the wall to prevent the build-up of pore

pressures, or the wall designed for saturated conditions.


TRIP0102\SETM 0397 24

Concrete protection

On the basis that the groundwater conditions are mobile and no pyrite is present, and using

BRE Special Digest 1 (BRE 2005), the design sulphate class for the site is DS-1. Due to the

slightly acidic pH values, the aggressive chemical environment for concrete (ACEC)

is AC-2z.

8.3 Drainage

Groundwater is unlikely to be encountered during excavations.

8.4 Assessment of potential contamination

8.4.1 Data treatment

Laboratory testing was undertaken on samples from locations at 0.5 and 3.2m depth. The

results were treated as separate populations and were not subjected to statistical analysis to

derive population means to establish the presence of statistical outliers.

8.4.2 Human health risk assessment

The ATRISKsoil (Atkins, 2011) set of soil screening values (SSV) has been developed for

potential contaminants under the current UK approach to risk assessment. These are based

on EA guidance including the series of scientific reports (EA, 2009a-e) and soil guideline

values (SGV), which in turn are derived from the 2009 Contaminated Land Exposure

Assessment (CLEA) model.

Both SGV and SSV represent generic assessment criteria (GAC) that are used as trigger

values, which are compared with determinand concentrations from the laboratory testing.

When determinand concentrations in ground materials exceed the GAC, ‘significant

possibility of significant harm’ (SPOSH) to human health may be present. When determinand

concentrations are below the GAC and the assumed land use is representative of or

conservative for the site being investigated, SPOSH can be assumed unlikely.

The ATRISKsoil SSV are provided for appropriate land uses and are based on soil organic

matter (SOM) of 1 % and 6 % representing a sandy loam and sand respectively. The

lithology and the SOM, determined by laboratory testing, indicate which set of SSV should

be used in the human health risk assessment. Laboratory testing on samples taken from the

borehole, indicate SOM of 0.7 at 0.5m depth, decreasing to 0.5 at 3.2m depth. Therefore the

1% SOM values were considered appropriate for the human health assessment. The

commercial/industrial land use criteria were applied in accordance with Manual of Contract

Documents for Highways (MCHW, Highways Agency, 2009).


TRIP0102\SETM 0397 25

Use of the lower SOM criteria may sometimes result in over-protective GAC, particularly for

organic compounds, depending on the lithology. However, as the ground conditions

encountered include both cohesive and granular materials (typically silt, sand and gravel),

these GAC are considered appropriate as a first tier of risk assessment.

The risk to human health from asbestos fibres was assessed using the threshold provided in

Interdepartmental Committee on the Redevelopment of Contaminated Land guidance

(ICRCL, 1990). Soil pH was initially assessed using the most stringent upper and lower limits

from both the UK drinking water standards [DWS, The Water Supply (Water Quality)

Regulations 1989 and 2000] and environmental quality standards (EQS, EA, 2010b).

The following PAH species were encountered above their GAC in near surface ground

materials (0.5m) and subsurface materials (3.2m):

Chrysene

Benzo(b)fluoranthene

Benzo(k)fluoranthene

Benzo(a)pyrene

Indeno(123-cd)perylene

Benzo(ghi)perylene

In addition to the above, the following PAH species were encountered above their GAC in

near surface material (0.5m) only:

Fluoranthene

Pyrene

Benzo(a)anthracene

Dibenzo(ah)anthracene

The GAC for the PAH species used in the above assessment are applicable where free

phase hydrocarbon species are present. Evidence for the presence of free product was not

encountered during the fieldwork. Therefore, less stringent GAC for PAH can be applied

from the ATRISKsoil database using the appropriate combined assessment criteria and the

approach outlined in SR4 for the appropriate SOM (EA, 2009c). GAC for use when analysing

the soils on this site, where the free-phase product is absent, are as follows:

PAH species Combined assessment criterion (mg/kg)

Fluoranthene 72300

Pyrene 54200

Benzo(a)anthracene 131


TRIP0102\SETM 0397 26

PAH species Combined assessment criterion (mg/kg)

Chrysene 14000

Benzo(b)fluoranthene 142

Benzo(k)fluoranthene 1430

Benzo(a)pyrene 14.3

Dibenzo(ah)anthracene 14.3

Indeno(123-cd)pyrene 142

Benzo(ghi)perylene 1440

Using the free product-absent GAC, there is no risk to human health from PAH in the ground

material surrounding the borehole. All other PAH species, heavy metals, non-metals, TPH

(aromatic and aliphatic), BTEX compounds, PCB and phenols were observed below their

respective GAC. Asbestos fibres were not detected and soil pH was measured at 8.5 at near

surface and 5.7 sub-surface. No asbestos was detected in near surface or sub-surface

materials. Consequently, excavated ground material should not be considered as class U1b

unacceptable earthworks materials under MCHW on the basis of risk to human health.

8.4.3 Controlled waters risk assessment

Results from chemical tests on soil eluate were compared with UK DWS and, where absent,

EQS, in accordance with the ground and surface water risk assessment set out in

Level (Tier) 1 of the EA Remedial Targets Methodology (EA, 2006). This was to provide an

initial assessment of the risk of leaching of contaminants to groundwater and migration to

surface waters. The Remedial Targets Methodology presents a tiered approach to risk

assessment where a remedial target is determined at each level. Where that target is

exceeded, the option to invest in further site-specific and physico-chemical data is provided,

instead of immediately investing in site remediation. No continuation beyond Level 1 of the

methodology was required.

Level 1 involves the least amount of data input but produces the most stringent

environmental standards. Level 1 assesses the concentration of contaminants in the soil

pore water with the soil zone as the compliance point. When comparing soil leachability

values, these values are not affected by physico-chemical parameters and therefore the

environmental standards can be used as conservative screening levels for the risk to

groundwater. An exceedance of a Level 1 threshold determines that the site should be

subject to remediation or assessment continued to Level 2.

With a recorded level of 0.0001mg/l in the near surface material in the borehole, the PAH

species fluoranthene was encountered at, but did not exceed, its EQS. Therefore, it does

not pose a risk to surface water quality. Furthermore, in the absence of exceedances for

other PAH species, it does not exceed the generic DWS threshold of 0.0001mg/l for PAH.

Therefore it does not pose any risk to the principal and secondary A aquifers below the site.


TRIP0102\SETM 0397 27

Heavy metals, TPH (aromatic and aliphatic), PAH species, PCB and phenol were observed

below their respective water quality standard in BH02. Leachable pH was measured at 7.6

and 7.8 in near surface and sub-surface materials respectively.

8.4.4 Waste categorisation

Ground materials were assessed as waste, based on threshold limits and calculations for the

14 hazardous waste criteria, detailed in EA guidance WM2 (EA, 2003). This is required to aid

the classification of excavated materials as hazardous or non-hazardous waste and to

determine the appropriate landfill destination for materials excavated during the works.

The hazardous waste threshold for hazard property H2 was exceeded in both near surface

and sub-surface materials, due to the presence of chromium. Guidance in WM2 states that

where the possibility of hazard H2 oxidising is present, further testing should be undertaken.

However, levels of chromium encountered were generally low with a maximum concentration

of 0.0023% in the near surface materials. No commercial laboratory is able to offer the

necessary testing method to further assess hazard H2. Consequently it is anticipated that,

subject to agreement with the appointed waste carrier, excavated material could be removed

from the site as non-hazardous waste. Ground materials excavated from the vicinity of the

borehole should therefore not be considered class U2 unacceptable earthworks materials

and disposed of as hazardous waste.

8.4.5 Conclusions

Based on the results of the quantitative risk assessments there is no risk from ground

materials to human health from near surface or sub-surface materials. Furthermore, there is

no risk to controlled waters, i.e. surface water or aquifers.

Based on the results of waste categorisation testing, excavated materials from the site are

considered suitable for off-site disposal as non-hazardous waste. Materials excavated from

this location should therefore not be considered Class U2 unacceptable earthworks

materials.


TRIP0102\SETM 0397 28

9 References

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TRIP0102\SETM 0397 29

ENVIRONMENT AGENCY (2009e) Using Soil Guideline Values, Science report:

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© Crown copyright (2017). You may re-use this information (not including logos) free of charge in any format or medium, under the terms of the Open Government Licence. To view this licence: visit www.nationalarchives.gov.uk/doc/open-government-licence/ write to the Information Policy Team, The National Archives, Kew, London TW9 4DU, or email [email protected]. Printed on paper from well-managed forests and other controlled sources. Registered office Bridge House, 1 Walnut Tree Close, Guildford GU1 4LZ Highways England Company Limited registered in England and Wales number 09346363

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