FACTUAL GROUND INVESTIGATION

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1 FACTUAL GROUND INVESTIGATION REPORT COMMERCIAL/INDUSTRIAL REDEVELOPMENT OF LAND AT STEADMAN S WELTON CUMBRIA Web: Telephone:

2 Project Ref: Site Ref: Steadman s, Welton DOCUMENT CONTROL SHEET Report Ref: Report Date: Report Type: Prepared By: FINAL FACT GIR Curtis Evans B.Sc. (Hons) FGS Geo Environmental Engineer/Project Manager Signature: Client Title: Consultant: Steadman s Ltd Alpha Design Web: Telephone:

3 Project Ref: Site Ref: Steadman s, Welton CONTENTS Section Page 1.0 Introduction Ground Investigation Report Development Site Details and Proposals Basis for Ground Investigation Ground and Groundwater Conditions Exploratory Hole Testing Conclusions 9 Appendix I: Appendix II: Appendix III: Appendix IV: Site Location Plan Aerial Photograph Extract Existing Site Layout Plan Site Reconnaissance Survey Photographs Exploratory Hole Location Plan Trial Pit Logs Borehole Logs Web: Telephone:

4 Project Ref: Site Ref: Steadman s, Welton 1.0 Introduction Geo Environmental Engineering (GEO) Ltd has completed Ground Investigation works across a piece of land of land to the south-west of Welton, near Wigton where it is proposed to construct a commercial/industrial unit with associated car parking and HGV access. Geo Environmental Engineering Ltd has been commissioned by Alpha Design on behalf of the client, Steadman s. 2.0 Ground Investigation Report 2.1 Ground Investigation Aims and Objectives The aims and objectives of this Factual Ground Investigation Report are to assess the geoenvironmental properties of the ground and groundwater conditions across the development area as a whole, with samples of the ground recovered for geotechnical identification and in-situ geotechnical testing. This Ground Investigation Report has generally been completed in accordance with the following documents: CLR11: Model Procedures for the Management of Land Contamination. DEFRA/EA, BS10175: 2011: Code of Practice for the Investigation of Potentially Contaminated Sites. BS5930: 1999: Code of Practice for Site Investigations. BS1377: 1990: Methods of test for soils for civil engineering purposes. BS8485: 2007: Code of practice for the characterisation and remediation from ground gas affected developments CIRIA Report C665: 2007 Eurocode 7 Geotechnical Design (Part 1: General Rules and; Part 2: Ground Investigation and Testing). UK Specification for Ground Investigation, 2 nd Edition. Site Investigation Steering Group, Effective Site Investigation. Site Investigation Steering Group, Ground Investigation Limitations of Use Although every effort is made to ensure a full and comprehensive investigation has been completed it should always be considered that ground conditions have the potential to vary between the exploratory hole locations to those identified and it is always recommended that a prudent developer adopt a watching brief during the redevelopment works, to ensure that any potential variations encountered are identified and dealt with in an appropriate manner. In addition, the investigation locations completed have been positioned to provide an even site coverage. In addition, this Factual Ground Investigation Report and its contents are limited to the boundaries of the site, as indicated on the Plans in Appendix I. No reliance, copying or use of this report (in part or whole) by any Third Party is permitted without prior Geo Environmental Engineering Ltd written approval, with intellectual copyright remaining the sole property of the author. Geo Environmental Engineering Ltd Terms and Conditions are available on request. 3.0 Development Site Details and Proposals The development area is rectangular in shape and is located on the B 5299 to the south-west of Welton, within Cumbria. The site lies within a rural area with agricultural fields to the south, east and west. To the immediate north is the Steadman s facility, which specialises in Steel Cladding for buildings and comprises numerous industrial structures (warehousing) with offices and infrastructure. The site is approximately c.2.71ha and is centred on National Grid Reference , Web: Telephone: Page 4

5 Project Ref: Site Ref: Steadman s, Welton 3.0 Development Site Details and Proposals (Cont d) During the SRS the site was noted as falling slightly from east to west, with a raised area (plateau/terrace) noted on the western site boundary (discussed in Section 3.1). No Ordnance Survey Datum (aod) levels are recorded on OS plans within close proximity to the site, although a Geographical Information System (GIS) suggests levels of c.219m (east) falling to c.214m (west). At present the surfacing of the site comprises mixed vegetation (overgrown and unmanaged). No structures are recorded on site. However, a small bund is present on the agricultural access point off the B In addition, some infilling is noted in the western site area. 4.0 Basis for Ground Investigation 4.1 Extent of Intrusive Investigation Works As this factual report is designed to provide an indication of ground conditions and in-situ strength only no laboratory testing has been undertaken (geotechnical or ground contamination). Consequently, the investigation works comprised of the following: Four Dynamic (Windowless) Sampling Mini Percussion Boreholes utilising a lightweight, tracked, self-propelled Competitor C130 drilling rig operated by a suitably qualified and experienced driller and supervised by a suitably qualified and experienced geo-environmental engineer. The boreholes were drilled using casing (where possible) with the samples recovered from windowless sample tubes with disposable sample liners to reduce the potential for crosscontamination. The boreholes included in-situ geotechnical testing (Standard Penetration Test SPT). Ten mechanically excavated Trial Pits supervised by a suitably qualified and experienced geoenvironmental engineer. The trial pits included in-situ geotechnical testing (Hand Shear Vanes (HSV) and California Bearing Ratio (Equivalent CBR by Mexe Cone Penetrometer). The trial pits were restricted to a maximum depth of around c.2.00m below current ground levels with the backfilling of arising s being in layers compressed by the excavator bucket. This was to reduce the risk of exploratory holes affecting future foundations depending upon the final proposed layout. The initial Ground Investigation proposal included the drilling of a borehole in the north-west site area, where the potential use of a soakaway is being considered. The western site area has been artificially raised following recent development, to form a level area. The made ground used to create this level area would appear to increase from the south-west to the north-east. This area is covered by a mixture of mature vegetation, disguising a rough, rutted surface. Consequently (despite several attempts) it was not possible to safely access this area with the drill rig to complete the in-situ falling head permeability tests. Consequently TP09 was positioned within this area to determine ground conditions to provide a visual assessment as to the potential for soakaways. 4.2 Exploratory Hole Locations All the exploratory hole locations were positioned to provide an even site coverage (where access allowed) of the proposed development area for geotechnical and ground contamination purposes, to provide quantitative information relating to in-situ strength and permeability to aid foundation, highway and soakaway design. The information is intended as a guide to existing site conditions. Investigation works were undertaken in accordance with BS5930:1999, BS1377:1990 and Eurocode 7 (Part I and II) and the exploratory hole locations are presented on the plan in Appendix I. It should be noted that the plan provided is an extract of the proposed development area and is for orientation Web: Telephone: Page 5

6 Project Ref: Site Ref: Steadman s, Welton 4.0 Basis for Ground Investigation (Cont d) 4.2 Exploratory Hole Locations (Cont d) purposes only, as the locations are approximate and not to a standardised scale. No topographical survey was requested or undertaken as part of these investigation works. The trial pit and borehole locations are to be recorded on the current topographical survey. At each exploratory hole location the surfacing type, made ground, natural ground and groundwater conditions were observed, with in-situ testing undertaken and samples recovered. The ground investigation data including the exploratory hole logs contained in Appendix II, III and IV. 5.0 Ground and Groundwater Conditions 5.1 Stratigraphy The Exploratory Hole Location Plan is presented in Appendix II, with the Exploratory Hole Logs presented in Appendix III and IV, providing an accurate description of the ground conditions at each individual location. A summary of the stratigraphy noted in sub-sections to below Made Ground/Topsoil Across the central and eastern site area the initial ground conditions comprised mixed vegetation over topsoil and subsoil to depths varying between c.0.20m up to c.0.49m below current ground levels (WS01 to WS04 inclusive and TP01 to TP04 inclusive). Within the western site area (TP05 to TP10 inclusive) made ground was present associated with localised levelling works. The made ground was noted as being in excess of c.2.00m in thickness and comprised disturbed natural materials (sandy gravelly clay) with some rare anthropogenic debris (fragments of metal, cable, concrete and plastic pipe). No visual or olfactory evidence of fuel/oil type contamination was noted within the made ground materials identified. In addition, no ash, clinker or slag materials were noted. No visual evidence of asbestos containing materials (i.e. fragmented tiles or sheets) was evident within the exploratory holes Drift Geological Deposits The Drift geological deposits across the central and eastern site areas (WS01 to WS04 inclusive and TP01 to TP04 inclusive) comprised predominantly firm to stiff sandy gravelly clay with numerous cobbles noted. From TP05 the firm to stiff sandy gravelly clay deposits included some degraded plant remains with TP06 identifying slightly organic clay underlain by stiff sandy gravelly clay with some degraded plant remains Solid Geological Deposits During the investigation works the underlying Solid geological deposits were potentially encountered towards the base of the dynamic sampling boreholes from depths of c.2.15m to c.2.90m, extending to depths to c.2.95m and c.3.45m below ground levels, identified within the SPT s towards the base of the borehole. Web: Telephone: Page 6

7 Project Ref: Site Ref: Steadman s, Welton 5.0 Ground and Groundwater Conditions (Cont d) 5.2 Groundwater Ingress During the progression of the boreholes and trial pits no significant water strikes were observed, with slight ingress noted within TP02 only (c.1.40m). TP05 and TP07 were noted as damp at the base of the pit, although no obvious ingress was identified. 6.0 Exploratory Hole Testing In-situ site testing and monitoring was generally undertaken in accordance with BS5930:1999, BS1377:1990 and Eurocode 7 (Part I and II). 6.1 Hand Shear Vane Testing To provide an indication of the in-situ strength of the underlying ground conditions encountered an Impact Testing Hand Shear Vane was used to determine the indicative shear strength of the cohesive natural and made ground materials recovered from the trial pits. A series of three tests were completed at each test location with an average of the results presented on the exploratory hole logs within Appendix III, adjacent to each test depth. The devices take direct readings of shear strength utilising three vane sizes with an upper testing limit of 150kN/m 2, with the maximum vane value read directly from the calibrated scale ring on the head assembly. Hand Shear Vane testing was undertaken on samples of the made ground (disturbed/reworked natural materials) identified within the western site area. The materials were typically of very sandy very gravelly clay with occasional to many cobbles. The Hand Shear Vane tests recorded values of 40kN/m 2 up to 75kN/m 2 suggesting firm to stiff materials (average value of 52.5kN/m 2 firm). Hand Shear Vane testing was also completed on samples of the natural materials identified on site (typically sandy gravelly clay with occasional to many cobbles). The Hand Shear Vane tests recorded values of 30kN/m 2 up to 110kN/m 2 suggesting soft to stiff materials (average value of 85kN/m 2 stiff). 6.2 In-situ Standard Penetration Tests To determine the relative density and strength of the underlying made ground (disturbed/reworked natural materials) identified within the central and southern site areas Standard Penetration Tests (SPT s) were completed. The materials were typically of very sandy very gravelly Clay with occasional to many cobbles (BH01 to BH07 inclusive). The test uses a split spoon sample tube (external diameter of c.50 mm, internal diameter of c.35mm and a length of around c.650mm) driven from the base of the borehole as it is progressed, usually at c.1.00m spacing s/intervals. The sample tube is driven by blows of a slide hammer with a weight of c.63.5kg falling over a c.760mm drop. The sample tube is driven c.150mm into the ground (seating blows) and then the number of blows needed for the tube to penetrate each c.75mm increment up to a depth of c.450mm is recorded. The number of blows for the final c.300mm of penetration is referred to as the standard penetration resistance or N values, which are presented on the exploratory hole logs adjacent to each sample depth. Where 50 blows are insufficient to advance the test through a c.75mm interval the amount of penetration after 50 blows is recorded and the test is referred to as a refusal. Web: Telephone: Page 7

8 Project Ref: Site Ref: Steadman s, Welton 6.0 Exploratory Hole Testing (Cont d) 6.2 In-situ Standard Penetration Tests (Cont d) SPT s undertaken in the natural appearing Drift geological deposits between depths of c.1.00m and c.2.45m below current ground levels recorded N values ranging from 10 up to 44, indicating initially firm becoming stiff materials and generally confirming the findings of Section 6.1. SPT s undertaken in the natural appearing (possible) Solid geological deposits recorded N values ranging from 46 up to In-situ (Equivalent) California Bearing Ratio Tests The Mexe Cone Penetrometer is a lightweight apparatus for rapidly measuring in-depth resistance to penetration. The dial indicates in terms of California Bearing Ratio (CBR). The instrument is robust, reliable and lightweight primarily intended for fine-grained soils and when used as intended measurements correlate closely with CBR values measured in-situ with conventional equipment. In soils where a large coarse fraction is present (sand, gravel, cobbles) the results may potentially be influenced, resulting in either a Limited Penetration (LP) or Non Penetration (NP) of the testing probe. Readings are taken on the dial at 75mm intervals during penetration, to a maximum of 600mm. The CBR measurement range is from 0 to 15%. At each test location three in-situ equivalent CBR tests were completed with an average value obtained. The in-situ equivalent CBR tests were completed within the mechanically excavated trial pits at depths of between c.0.15m up to c.1.20m below current ground levels. Tests completed within the made ground materials (disturbed/reworked natural materials generally comprising very sandy very gravelly clay with cobbles) noted average equivalent CBR values ranging from 0.91% up to 5.50%, with many of the tests recording either Non Penetration (NP) or Limited Penetration (LP) of the mexe cone probe due to the coarse fraction within the materials. Tests completed within the natural appearing Drift materials (generally comprising very sandy very gravelly clay with cobbles) noted average equivalent CBR values ranging from 2.08% up to 9.00%, with many of the tests recording either Non Penetration (NP) or Limited Penetration (LP) of the mexe cone probe due to the coarse fraction within the materials. 6.4 In-situ Falling (Variable) Head Permeability Tests The initial Ground Investigation proposal included the drilling of a borehole in the north-west site area, where the potential use of a soakaway is being considered. The western site area has been artificially raised following recent development, to form a level area. The made ground used to create this level area would appear to increase from the south-west to the north-east. This area is covered by a mixture of mature vegetation, disguising a rough, rutted surface. Consequently (despite several attempts) it was not possible to safely access this area with the drill rig to complete the in-situ falling head permeability tests. Consequently TP09 was positioned within this area to determine ground conditions to provide a visual assessment as to the potential for soakaways. TP09 noted mixed vegetation over firm brown sandy gravelly clay to the terminal depth of the trial pit around c.2.00m below current ground levels. The trial pit did not encounter any groundwater ingress. Photographs of the trial pit are included on the log in Appendix III. Based on a visual description of these materials they are unlikely to be suitable for use as a soakaway. Web: Telephone: Page 8

9 Project Ref: Site Ref: Steadman s, Welton 7.0 Conclusions The conclusions and recommendations presented within this report are considered reasonable based on the available information. However, these cannot be guaranteed to gain regulatory approval. Therefore, the report should be passed to the appropriate regulatory authorities and/ or other key stakeholders in order to seek their approval of the findings prior to undertaking any works on site. End of Report Web: Telephone: Page 9

10 Appendix I Site Location Plan Aerial Photograph Extract Existing Site Layout Plan Site Reconnaissance Survey Photographs Telephone:

11 GEO : Site Location Plan Telephone:

12 GEO : Aerial Photograph Extract Telephone:

13 GEO : Existing Site Layout Plan Telephone:

14 GEO : Site Photographs (Site Walkover, August 2013) Telephone:

15 Appendix II Exploratory Hole Location Plan Telephone:

16 GEO : Exploratory Hole Location Plan (Approximate Locations Not to Scale) TP09 TP08 TP10 TP07 WS03 TP04 TP06 TP05 WS02 WS04 TP03 WS01 TP01 TP02 Telephone:

17 Appendix III Trial Pit Logs Telephone:

18 GEO : Steadmans, Welton TP01 From (m) To (m) Strata Description TURF over TOPSOIL: Firm brown and grey clayey fine to coarse SAND Firm sandy clayey SUBSOIL Legend Testing / Samples Firm light brown sandy CLAY with much sandstone, limestone and rare coal gravel Stiff dark brown mottled grey slightly sandy, slightly gravelly CLAY. Gravel is of sandstone and occasional limestone Cobbles 0.50 HSV = CBR = 4.08% 0.90 HSV = CBR = 9%LP 1.20 HSV = Becoming friable End of trial pit Trial pit remained open and dry on completion Site: Steadmans Client Reference: N/A Engineer: CE Plant: Mini Digger Log Notes: Spt = Standard Penetration test (blows per 300mm n300) HSV = Hand Shear Vane (result in kn/m 2 ) CBR = California Bearing Ratio by Mexe Cone Penetrometer (result as percentage) LP = Limited Penetration (HSV/CBR) NP = No penetration (HSV/CBR) B = Bulk Bag, J = Amber Glass Jar, T = Plastic Tub Telephone: /

19 GEO : Steadmans, Welton TP02 From (m) To (m) Strata Description TURF over TOPSOIL: Firm brown and grey clayey fine to coarse SAND Firm sandy clayey SUBSOIL Legend Testing / Samples Soft brown very sandy CLAY 0.40 HSV = Reddish brown very sandy very gravelly CLAY/very clayey SAND and GRAVEL HSV = NP 0.50 CBR = NP Stiff dark brown mottled grey very sandy, very gravelly CLAY. Gravel is of sandstone and occasional limestone Slight water ingress and numerous cobbles noted 1.00 HSV = CBR = 6.5%LP 1.20 HSV = HSV = HSV = Grading to possible weathered Siltstone End of trial pit Trial pit remained open on completion Slight water ingress at 1.40m Site: Steadmans Client Reference: N/A Engineer: CE Plant: Mini Digger Log Notes: Spt = Standard Penetration test (blows per 300mm n300) HSV = Hand Shear Vane (result in kn/m 2 ) CBR = California Bearing Ratio by Mexe Cone Penetrometer (result as percentage) LP = Limited Penetration (HSV/CBR) NP = No penetration (HSV/CBR) B = Bulk Bag, J = Amber Glass Jar, T = Plastic Tub Telephone: /

20 GEO : Steadmans, Welton TP03 From (m) To (m) Strata Description TURF over TOPSOIL: Firm brown and grey clayey fine to coarse SAND Firm sandy clayey SUBSOIL Grey brown clayey SAND Firm light brown very sandy CLAY with some sandstone, limestone and rare coal gravel Firm to stiff dark brown mottled grey slightly sandy, slightly gravelly CLAY. Gravel is of sandstone and occasional limestone Becoming stiff and friable Legend Testing / Samples 0.55 HSV = CBR = 5.75%LP 0.90 HSV = 65/ CBR = 6%LP 1.20 HSV = HSV = 110 End of trial pit Trial pit remained open and dry on completion Site: Steadmans Client Reference: N/A Engineer: CE Plant: Mini Digger Log Notes: Spt = Standard Penetration test (blows per 300mm n300) HSV = Hand Shear Vane (result in kn/m 2 ) CBR = California Bearing Ratio by Mexe Cone Penetrometer (result as percentage) LP = Limited Penetration (HSV/CBR) NP = No penetration (HSV/CBR) B = Bulk Bag, J = Amber Glass Jar, T = Plastic Tub Telephone: /

21 GEO : Steadmans, Welton TP04 From (m) To (m) Strata Description TURF over TOPSOIL: Firm brown and grey clayey fine to coarse SAND Firm sandy clayey SUBSOIL. Legend Testing / Samples Firm light brown very sandy CLAY with some sandstone, limestone and rare coal gravel Stiff dark brown mottled grey slightly sandy, slightly gravelly CLAY. Gravel is of sandstone and occasional limestone HSV = CBR = 2.08% 0.90 HSV = CBR = 5.6%LP 1.20 HSV = Becoming friable with cobbles 1.50 HSV = 110 End of trial pit Trial pit remained open and dry on completion Site: Steadmans Client Reference: N/A Engineer: CE Plant: Mini Digger Log Notes: Spt = Standard Penetration test (blows per 300mm n300) HSV = Hand Shear Vane (result in kn/m 2 ) CBR = California Bearing Ratio by Mexe Cone Penetrometer (result as percentage) LP = Limited Penetration (HSV/CBR) NP = No penetration (HSV/CBR) B = Bulk Bag, J = Amber Glass Jar, T = Plastic Tub Telephone: /

22 GEO : Steadmans, Welton TP05 From (m) To (m) Strata Description TURF over TOPSOIL: Firm brown and grey clayey fine to coarse SAND Firm sandy clayey SUBSOIL Firm becoming stiff grey brown sandy CLAY. Some degraded rootlets noted. Legend Testing / Samples 0.40 HSV = CBR = 3.58%LP 0.90 HSV = HSV = 4.0%LP 1.40 HSV = Becoming stiff 1.70 HSV = HSV = Very weak weathered purplish grey sandy SILTSTONE. End of trial pit Trial pit remained open and dry on completion. Trial pit slightly damp at base Site: Steadmans Client Reference: N/A Engineer: CE Plant: Mini Digger Log Notes: Spt = Standard Penetration test (blows per 300mm n300) HSV = Hand Shear Vane (result in kn/m 2 ) CBR = California Bearing Ratio by Mexe Cone Penetrometer (result as percentage) LP = Limited Penetration (HSV/CBR) NP = No penetration (HSV/CBR) B = Bulk Bag, J = Amber Glass Jar, T = Plastic Tub Telephone: /

23 GEO : Steadmans, Welton TP06 From (m) To (m) Strata Description Legend Testing / Samples MADE GROUND?: Vegetation over firm brown slightly sandy slightly gravelly CLAY HSV = CBR = 1.16% 0.40 HSV = Firm blue grey CLAY. Slightly organic? 0.80 HSV = CBR = 2.5% 1.20 HSV = Firm becoming stiff grey brown sandy gravelly CLAY. Some degraded rootlets noted. Slightly organic? 1.50 HSV = 75 End of trial pit Trial pit remained open and dry on completion. Site: Steadmans Client Reference: N/A Engineer: CE Plant: Mini Digger Log Notes: Spt = Standard Penetration test (blows per 300mm n300) HSV = Hand Shear Vane (result in kn/m 2 ) CBR = California Bearing Ratio by Mexe Cone Penetrometer (result as percentage) LP = Limited Penetration (HSV/CBR) NP = No penetration (HSV/CBR) B = Bulk Bag, J = Amber Glass Jar, T = Plastic Tub Telephone: /

24 GEO : Steadmans, Welton TP07 From (m) To (m) Strata Description MADE GROUND: Vegetation over firm brown sandy gravelly CLAY. Rare pieces of cable and metal noted. Legend Testing / Samples 0.50 HSV = CBR = 3.66% Concrete noted in edge of trial pit HSV = HSV = 0.91% End of trial pit at 1.50m due to concrete obstruction Trial pit remained open and dry on completion. Trial pit slightly damp at base Site: Steadmans Client Reference: N/A Engineer: CE Plant: Mini Digger Log Notes: Spt = Standard Penetration test (blows per 300mm n300) HSV = Hand Shear Vane (result in kn/m 2 ) CBR = California Bearing Ratio by Mexe Cone Penetrometer (result as percentage) LP = Limited Penetration (HSV/CBR) NP = No penetration (HSV/CBR) B = Bulk Bag, J = Amber Glass Jar, T = Plastic Tub Telephone: /

25 GEO : Steadmans, Welton TP08 From (m) To (m) Strata Description MADE GROUND: Vegetation over firm brown sandy gravelly CLAY. Legend Testing / Samples 0.40 HSV = CBR = 2.3%LP 0.70 HSV = HSV = 2.25% 1.00 Rare pieces of metal noted. Cobbles noted 1.10 HSV = CBR = 2.5LP 1.50 Rare pieces of plastic pipe noted 1.50 HSV = 50 Site: Steadmans Client Reference: N/A Engineer: CE Plant: Mini Digger End of trial pit. Trial pit remained open and dry on completion. Log Notes: Spt = Standard Penetration test (blows per 300mm n300) HSV = Hand Shear Vane (result in kn/m 2 ) CBR = California Bearing Ratio by Mexe Cone Penetrometer (result as percentage) LP = Limited Penetration (HSV/CBR) NP = No penetration (HSV/CBR) B = Bulk Bag, J = Amber Glass Jar, T = Plastic Tub Telephone: /

26 GEO : Steadmans, Welton TP09 From (m) To (m) Strata Description Legend Testing / Samples MADE GROUND: Vegetation over firm brown sandy gravelly CLAY HSV = CBR = 1.83% 0.50 HSV = HSV = 2.25%LP Site: Steadmans Client Reference: N/A Engineer: CE Plant: Mini Digger End of trial pit. Trial pit remained open and dry on completion. Log Notes: Spt = Standard Penetration test (blows per 300mm n300) HSV = Hand Shear Vane (result in kn/m 2 ) CBR = California Bearing Ratio by Mexe Cone Penetrometer (result as percentage) LP = Limited Penetration (HSV/CBR) NP = No penetration (HSV/CBR) B = Bulk Bag, J = Amber Glass Jar, T = Plastic Tub Telephone: /

27 GEO : Steadmans, Welton TP10 From (m) To (m) Strata Description Legend Testing / Samples MADE GROUND: Vegetation over firm brown sandy gravelly CLAY. Occasional concrete cobbles noted 0.20 HSV = CBR = 2.0% 0.60 HSV = HSV = 3.16%LP 1.10 HSV = CBR = 5.5%LP 1.50 HSV = 45 Site: Steadmans Client Reference: N/A Engineer: CE Plant: Mini Digger End of trial pit. Trial pit remained open and dry on completion. Log Notes: Spt = Standard Penetration test (blows per 300mm n300) HSV = Hand Shear Vane (result in kn/m 2 ) CBR = California Bearing Ratio by Mexe Cone Penetrometer (result as percentage) LP = Limited Penetration (HSV/CBR) NP = No penetration (HSV/CBR) B = Bulk Bag, J = Amber Glass Jar, T = Plastic Tub Telephone: /

28 Appendix IV Borehole Logs Telephone:

29 GEO : Steadmans, Welton WS01 Strata From (m) To (m) Description TURF over TOPSOIL: Firm brown and grey clayey fine to coarse SAND. Legend Testing / Samples JB Firm light brown sandy CLAY with much sandstone, limestone and rare coal gravel Stiff dark brown mottled grey slightly sandy, slightly gravelly CLAY. Gravel is of sandstone and occasional limestone. Much gravel noted from 0.95 to 1.20m 1.00 spt n= B 2.00 spt n= Very weak weathered purplish grey sandy SILTSTONE B End of borehole Borehole remained open and dry on completion 3.00 spt n=50/245mm Site: Steadmans Client Reference: N/A Engineer: GE Plant: Archway Competitor C130 Superheavy Log Notes: Spt = Standard Penetration test (blows per 300mm n300) HSV = Hand Shear Vane (result in kn/m 2 ) CBR = California Bearing Ratio by Mexe Cone Penetrometer (result as percentage) LP = Limited Penetration (HSV/CBR) NP = No penetration (HSV/CBR) B = Bulk Bag, J = Amber Glass Jar, T = Plastic Tub Telephone: /

30 GEO : Steadmans, Welton WS02 Strata From (m) To (m) Description TURF over TOPSOIL: Firm brown and grey clayey fine to coarse SAND Firm light brown sandy CLAY with much sandstone, limestone and rare coal gravel. Legend Testing / Samples JB B Stiff dark brown mottled grey slightly sandy, slightly gravelly CLAY. Gravel is of sandstone and occasional limestone spt n= B 2.00 spt n= Very weak weathered purplish grey sandy SILTSTONE. End of borehole Borehole remained open and dry on completion 2.50 spt n=47 Site: Steadmans Client Reference: N/A Engineer: GE Plant: Archway Competitor C130 Superheavy Log Notes: Spt = Standard Penetration test (blows per 300mm n300) HSV = Hand Shear Vane (result in kn/m 2 ) CBR = California Bearing Ratio by Mexe Cone Penetrometer (result as percentage) LP = Limited Penetration (HSV/CBR) NP = No penetration (HSV/CBR) B = Bulk Bag, J = Amber Glass Jar, T = Plastic Tub Telephone: /

31 GEO : Steadmans, Welton WS03 Strata From (m) To (m) Description TURF over TOPSOIL: Firm brown and grey clayey fine to coarse SAND Firm light brown sandy CLAY with much sandstone, limestone and rare coal gravel. Legend Testing / Samples JB B 1.00 spt n= Stiff dark brown mottled grey slightly sandy, slightly gravelly CLAY. Gravel is of sandstone and occasional limestone B 2.00 spt n= Very weak weathered purplish grey sandy SILTSTONE. End of borehole Borehole remained open and dry on completion 3.00 spt n=46 Site: Steadmans Client Reference: N/A Engineer: GE Plant: Archway Competitor C130 Superheavy Log Notes: Spt = Standard Penetration test (blows per 300mm n300) HSV = Hand Shear Vane (result in kn/m 2 ) CBR = California Bearing Ratio by Mexe Cone Penetrometer (result as percentage) LP = Limited Penetration (HSV/CBR) NP = No penetration (HSV/CBR) B = Bulk Bag, J = Amber Glass Jar, T = Plastic Tub Telephone: /

32 GEO : Steadmans, Welton WS04 Strata From (m) To (m) Description TURF over TOPSOIL: Firm brown and grey clayey fine to coarse SAND Firm light brown sandy CLAY with much sandstone, limestone and rare coal gravel. Legend Testing / Samples JB B Stiff dark brown mottled grey slightly sandy, slightly gravelly CLAY. Gravel is of sandstone and occasional limestone spt n= B 2.00 spt n= Very weak weathered purplish grey sandy SILTSTONE. End of borehole Borehole remained open and dry on completion 3.00 spt n=52 Site: Steadmans Client Reference: N/A Engineer: GE Plant: Archway Competitor C130 Superheavy Log Notes: Spt = Standard Penetration test (blows per 300mm n300) HSV = Hand Shear Vane (result in kn/m 2 ) CBR = California Bearing Ratio by Mexe Cone Penetrometer (result as percentage) LP = Limited Penetration (HSV/CBR) NP = No penetration (HSV/CBR) B = Bulk Bag, J = Amber Glass Jar, T = Plastic Tub Telephone: /

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