Tweedie Evans Consulting Limited trading as TEC Registered Office: One New Street, Wells, BA5 2LA Company Registration No. 5186011 Cardiff House Cardiff Road Barry Vale of Glamorgan CF63 2AW t: 01446 731290 w: www.tecon.co.uk Our Ref: 2001022.003.02A Your Ref: 01 October 2020 Dan Ellis - Rhomco C/O United Welsh Housing Association & Ty Mills Developments Limited Dear Dan SANATORIUM ROAD, CARDIFF – CBR TESTING Further to instruction, TEC has undertaken additional CBR testing at the above site in support of the proposed design. Works have been undertaken in accordance with our proposal email referenced 2001022 Sanatorium, Road, Cardiff dated 4 th August 2020 and the specification provided to us in advance of the works. Methodology In situ CBR tests were undertaken at four locations within excavations (TP105/CBR01 to TP108/CBR04) to provide information in support of the proposed road design and adoption. Locations of tests are shown on the enclosed indicative site layout plan (Figure 1). Tests were undertaken below the existing concrete ground slab. The exploratory hole logs are presented in Appendix A. Furthermore, Dynamic Cone Penetrometer (DCP-TRL) tests were undertaken from current ground level at 4No. locations across the site (DCP01 to DCP04), within the proposed new access road. The locations of the tests are also shown on Figure 1. Made ground has been recorded across the site to a maximum observed depth of 3.6mbgl. In Situ CBR Results The results are summarised in Table 1 and the results are presented in Appendix B. The results indicated a modulus of subgrade reaction (k) of between 48244kN/m 2 /m and 104543kN/m 2 /m with a calculated CBR value of between 8.0% and 30.0% for the encountered made ground materials. Table 1: Summary of In Situ CBR Test Results Depth CBR Values (%) CRB01 CBR02 CBR03 CBR04 ~300mm bgl - 30.0 - - ~500mm bgl 21.0 - - - ~600mm bgl - - - 14.0 ~700mm bgl - - 8.0 - In Situ DCP-TRL The in situ DCP-TRL results are summarised in Table 2 and the results are presented in Appendix C.
This document is posted to help you gain knowledge. Please leave a comment to let me know what you think about it! Share it to your friends and learn new things together.
Transcript
Tweedie Evans Consulting Limited trading as TEC Registered Office: One New Street, Wells, BA5 2LA Company Registration No. 5186011
Cardiff House Cardiff Road Barry Vale of Glamorgan CF63 2AW t: 01446 731290 w: www.tecon.co.uk
Our Ref: 2001022.003.02A Your Ref:
01 October 2020 Dan Ellis - Rhomco C/O United Welsh Housing Association & Ty Mills Developments Limited
Dear Dan
SANATORIUM ROAD, CARDIFF – CBR TESTING
Further to instruction, TEC has undertaken additional CBR testing at the above site in support of the proposed design. Works have been undertaken in accordance with our proposal email referenced 2001022 Sanatorium, Road, Cardiff dated 4th August 2020 and the specification provided to us in advance of the works.
Methodology
In situ CBR tests were undertaken at four locations within excavations (TP105/CBR01 to TP108/CBR04) to provide information in support of the proposed road design and adoption. Locations of tests are shown on the enclosed indicative site layout plan (Figure 1). Tests were undertaken below the existing concrete ground slab. The exploratory hole logs are presented in Appendix A.
Furthermore, Dynamic Cone Penetrometer (DCP-TRL) tests were undertaken from current ground level at 4No. locations across the site (DCP01 to DCP04), within the proposed new access road. The locations of the tests are also shown on Figure 1.
Made ground has been recorded across the site to a maximum observed depth of 3.6mbgl.
In Situ CBR Results
The results are summarised in Table 1 and the results are presented in Appendix B. The results indicated a modulus of subgrade reaction (k) of between 48244kN/m2/m and 104543kN/m2/m with a calculated CBR value of between 8.0% and 30.0% for the encountered made ground materials.
Table 1: Summary of In Situ CBR Test Results
Depth CBR Values (%)
CRB01 CBR02 CBR03 CBR04
~300mm bgl - 30.0 - -
~500mm bgl 21.0 - - -
~600mm bgl - - - 14.0
~700mm bgl - - 8.0 -
In Situ DCP-TRL
The in situ DCP-TRL results are summarised in Table 2 and the results are presented in Appendix C.
Notwithstanding this, due to the depth of made ground encountered across the site, a CBR value of <2.5% would be recommended for preliminary design purposes where road formation is proven to be within potential made ground deposits owing to the inherent variability of this material.
It should be noted that all road formations should be proof rolled and soft spots removed and replaced with selected granular fill and, where adoptable, a pavement of sufficient thickness to prevent the penetration of frost should be employed.
We hope you find the above to your satisfaction, but should you have queries please do not hesitate to contact us.
Closure
We hope you find the above to your satisfaction, but should you have queries please do not hesitate to contact us.
Yours sincerely
Sophie Thomas Richard Evans Senior Consultant Director For and on behalf of TEC encs
Figure 1 – Exploratory Hole Location Plan Appendix A - Exploratory Hole Logs Appendix B - CBR Results – Apex Testing Solutions Report No. D20260 Appendix C - DCP-TRL Test Results
FIGURE
BUILDINGCANOPY
BUILDINGCANOPY
ASSUMEDBUILDING
LINE(DASHED)
ASSUMEDFENCELINE(DASHED)
RAILWAYLINE
SURVEYEDBY
LASER
RAILWAYLINE
SURVEYEDBY
LASER
SANITORIUMROAD
SANITORIUMROAD
Extract from John Wotton Architects 'Topographical Survey of Sanatorium Road, Cardiff'. Job No.: ALS/2385, Dwg No.: SAN/01 (May 2019)
Terminated at depth to allow for soakage testing - SA101
Materials recovered as damp - 2.2mbgl
Stable
Wat
erSt
rike Samples and In Situ Testing
Depth Type Results InformationDepth
(m)
0.30
0.50
0.90
1.10
1.50
1.90
2.20
Level(m) Legend Stratum Description
Light grey concrete with rebar.
Reddish brown slightly sandy slightly clayey gravel of limestone and siltstone.
Dark brown to black slightly clayey gravelly sand. Gravel of limestone, concrete, red brick, chert and occasional clinker.
Firm dark brown and dark grey slightly gravelly silty CLAY with rare fine rootlets. Gravel of fine to medium sub-rounded to rounded chert. Firm orangish brown to light brown slightly sandy slightly gravelly silty CLAY. Gravel of fine to medium sub-rounded chert.
Firm yellowish brown slightly gravelly sandy CLAY. Gravel of fine to medium rounded chert and sand is fine to medium.
Firm yellowish brown to brown slightly gravelly very sandy CLAY. Gravel of medium rounded chert and sand is fine to medium.
Terminated at depth to allow for soakage testing - SA102
Materials recovered as damp - 2.15mbgl
Stable
Wat
erSt
rike Samples and In Situ Testing
Depth Type Results InformationDepth
(m)
0.200.30
0.80
1.00
1.20
1.80
2.15
Level(m) Legend Stratum Description
Light grey concrete.
Brown slightly clayey sandy gravel of concrete, red brick, chert, mudstone and limestone. Dark brown to black slightly clayey gravelly sand. Gravel of limestone, red brick, concrete, chert, wood fragments and occassional glass.
Dark brown to black slightly clayey sandy gravel. Gravle of limestone, red brick, chert and rare cermaics and glass. Firm dark brown mottled dark grey slightly gravelly silty CLAY. Gravel of medium sub-rounded to rounded chert.
Materials recovered as slightly dampFirm orangish brown slightly gravelly slightly sandy silty CLAY. Gravel of medium sub-rounded chert.
Firm yellowish brown to orangish brown slightly gravelly very sandy CLAY. Gravel of fine to medium rounded chert and sand is fine to medium.
Black tarmacadam. Reddish brown to light brown slightly sandy slightly clayey gravel. Gravel of granite, limestone and siltstone. Reddish brown to light brown slightly sandy slightly clayey gravel and cobbles. Gravel and cobbles of limestone and siltstone. Brown to black slightly gravelly sandy clay. Gravel of red brick, limestone and concrete.
Light grey concrete. Light grey slightly clayey sand. Gravel of concrete. Black slightly ashy gravelly sand. Gravel of limestone, concrete, clinker and red brick. Black slightly ashy gravelly to very gravelly sand. Gravel of clinker, limestone, mudstone, chert and rare red brick.
Reworked firm dark grey to light brown slightly gravelly silty CLAY. Gravel of medium sub-angular to rounded chert. Firm to stiff orangish brown to light grey slightly gravelly sandy CLAY. Gravel of fine to medium sub-angular to rounded chert and sand is fine to medium.
Black tarmacadam. Black to grey slightly sandy gravel of tarmacadam, concrete and limestone.Brown to dark brown slightly sandy gravelly clay with occaisonal cobbles. Gravel and cobbles of concrete and red brick.
CBR Value calculated using Jones C R and J Rolt (1991), "Operating instructions for the TRL dynamic cone penetrometer " (2nd edition). Information Note. Crowthorne: Transport Research Laboratory, as follows:
Adjusted CBR vaules obtined from Table 4.2 of Simon Done and Piouslin Samuel (2006), “Measuring Road Pavement Strength and Designing Low Volume Sealed Roads using the Dynamic Cone Penetrometer ” Unpublished TRL Project Report UPR/IE/76/06 Project Record No R7783.
The CBR Adjustment Factors are applied to unpaved roads on the assumption that the effect of moisture will be a maximum at the top surface and will reduce linearly to zero at a depth of 1000 mm.
0
100
200
300
400
500
600
700
800
900
1000
0 5 10 15 20 25 30 35 40 45
Dep
th (m
m)
California Bearing Ratio (%)
Adjusted CBR Estimated CBR
TWEEDIE EVANS CONSULTING LIMITED
TRL Dynamic Cone Penetration Test ResultsDCP02
Cumulative Penetration Penetration Index Estimated CBR(1) Adjusted CBR(2)
10 422 16.0 16.1 13.411 440 18.0 14.2 11.9 Notes/Comments14 466 8.7 30.8 26.0 Terminated at 490mm due to underlying sub-base material24 483 1.7 172.4 146.534 490 0.7 440.3 375.2
Notes:1.
Log10(CBR) = 2.48 – 1.057 Log10(DPI)
2.
CBR Value calculated using Jones C R and J Rolt (1991), "Operating instructions for the TRL dynamic cone penetrometer " (2nd edition). Information Note. Crowthorne: Transport Research Laboratory, as follows:
Adjusted CBR vaules obtined from Table 4.2 of Simon Done and Piouslin Samuel (2006), “Measuring Road Pavement Strength and Designing Low Volume Sealed Roads using the Dynamic Cone Penetrometer ” Unpublished TRL Project Report UPR/IE/76/06 Project Record No R7783.
The CBR Adjustment Factors are applied to unpaved roads on the assumption that the effect of moisture will be a maximum at the top surface and will reduce linearly to zero at a depth of 1000 mm.
CBR Value calculated using Jones C R and J Rolt (1991), "Operating instructions for the TRL dynamic cone penetrometer " (2nd edition). Information Note. Crowthorne: Transport Research Laboratory, as follows:
Adjusted CBR vaules obtined from Table 4.2 of Simon Done and Piouslin Samuel (2006), “Measuring Road Pavement Strength and Designing Low Volume Sealed Roads using the Dynamic Cone Penetrometer ” Unpublished TRL Project Report UPR/IE/76/06 Project Record No R7783.
The CBR Adjustment Factors are applied to unpaved roads on the assumption that the effect of moisture will be a maximum at the top surface and will reduce linearly to zero at a depth of 1000 mm.
0
100
200
300
400
500
600
700
800
900
1000
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Dep
th (m
m)
California Bearing Ratio (%)
Adjusted CBR Estimated CBR
TWEEDIE EVANS CONSULTING LIMITED
TRL Dynamic Cone Penetration Test ResultsDCP04
Cumulative Penetration Penetration Index Estimated CBR(1) Adjusted CBR(2)
CBR Value calculated using Jones C R and J Rolt (1991), "Operating instructions for the TRL dynamic cone penetrometer " (2nd edition). Information Note. Crowthorne: Transport Research Laboratory, as follows:
Adjusted CBR vaules obtined from Table 4.2 of Simon Done and Piouslin Samuel (2006), “Measuring Road Pavement Strength and Designing Low Volume Sealed Roads using the Dynamic Cone Penetrometer ” Unpublished TRL Project Report UPR/IE/76/06 Project Record No R7783.
The CBR Adjustment Factors are applied to unpaved roads on the assumption that the effect of moisture will be a maximum at the top surface and will reduce linearly to zero at a depth of 1000 mm.