REPORT TO BMK ENGINEERING CONSULTANTS … · REPORT TO BMK ENGINEERING CONSULTANTS ... LABORATORY TESTS RESULTS ... Summary of results of Particle Size Distribution analysis and Atterberg

Syncline Geotechnical Engineering (Pty) Ltd Company Registration No. 2012/181469/07

Director: S. Pather Pr.Sci.Nat. BSc (Hons), MSAIEG, FGSSA, MAEG, NHBRC (Competent Engineer)

REPORT TO BMK ENGINEERING CONSULTANTSON THE RESULTS OF A GEOTECHNICAL INVESTIGATION

FOR PHASE 3 OF THE GROUTVILLE PRIORITY 2SANITATION PROJECT, ILEMBE DISTRICT MUNICIPALITY

KWAZULU-NATAL

REPORT REFERENCE: SGE-177-2013.REP03

Author: S. Pather (Pr.Sci.Nat.)

Practice No.: 400020/08 (South African Council for Natural Scientific Professions)

Date: 20 February 2014

Syncline Geotechnical Engineering (Pty) Ltd

Physical Address:

Unit 417, Mazars House197 Peter Mokaba (North Ridge) RoadMorningsideDurban4001

Telephone No.: 031-207 1383

Fax No.: 031-207 1349

Mobile No.: 084-500 5095

Administration E-Mail: [email protected]

Director E-Mail: [email protected]

Website www.synclinegeo.co.za




KWAZULU-NATAL

REPORT REFERENCE: SGE-177-2013.REP03

TABLE OF CONTENTS

1. TERMS OF REFERENCE .................................................................................................................. 1

2. SCOPE OF REPORT ......................................................................................................................... 1

3. INFORMATION SUPPLIED ............................................................................................................... 1

4. NATURE OF INVESTIGATION.......................................................................................................... 2

4.1 INSPECTION PITS .............................................................................................................................. 34.2 CBR DYNAMIC CONE PENETROMETER (DCP) TESTS ......................................................................... 34.3 LABORATORY TESTS ......................................................................................................................... 3

5. SITE DESCRIPTION .......................................................................................................................... 3

6. GENERAL GEOLOGY ....................................................................................................................... 4

7. GROUNDWATER CONDITIONS ....................................................................................................... 6

8. LABORATORY TESTS RESULTS.................................................................................................... 6

9. PIPELINE ROUTES............................................................................................................................ 8

9.1 GENERAL ......................................................................................................................................... 89.2 EXCAVATABILITY AND RIPPABILITY ..................................................................................................... 89.3 EXCAVATION PLANT .......................................................................................................................... 99.4 MATERIALS EVALUATION ................................................................................................................... 99.5 PRECAUTIONARY MEASURES............................................................................................................. 99.6 BACKFILL AND EROSION ASPECTS ................................................................................................... 109.7 TRENCH STABILITY.......................................................................................................................... 109.8 SUPERVISION DURING CONSTRUCTION............................................................................................. 11

10. CONCLUSION.................................................................................................................................. 11

Appendix A: Inspection Pit Log ProfilesAppendix B: CBR Dynamic Cone Penetrometer (DCP) TestsAppendix C: Results of Laboratory Tests

Figure 1: Site Plan (showing field test positions)Figure 2: Geology of Study Area

1




KWAZULU-NATAL

1. TERMS OF REFERENCE

Syncline Geotechnical Engineering Pty (Ltd) (hereafter referred to as SGE) wasrequested by Mr P. Dhanee (of BMK Engineering Consultants) to submit aquotation for a geotechnical investigation for the “Groutville Priority 2 SanitationProject, Ilembe District Municipality, KwaZulu-Natal”.

SGE provided this proposal and cost estimate in an electronic messagereferenced “Proposal 204-2013” and dated 19 November 2013. SGE wassubsequently appointed to carry out the investigation as per an electronic mailreceived from Mr Dhanee, dated 05 December 2013.

2. SCOPE OF REPORT

This report sets out the results of a Geotechnical Investigation carried out for“Phase 3 of the Groutville, Priority 2 Sanitation Project, Ilembe District Municipality,KwaZulu-Natal”.

Surface mapping, subsurface testing, and sampling and testing of insitu materialshave been undertaken for the proposed sewer reticulation. A description of thegeology, subsoils and surface drainage features are documented and thevariations in the excavatability of the insitu materials assessed. The suitability ofthe insitu and commercial sources of materials has also been evaluated andclassified.

3. INFORMATION SUPPLIED

For the purposes of assisting with this investigation, BMK provided the followinginformation to SGE:

Directions to and Global Positioning System (GPS) co-ordinates of the studyarea; and

A copy of a drawing, in electronic format, titled “Groutville Priority 2 SanitationProject”, prepared by BMK Engineering Consultants (Drawing No: BMK-002).

SGE also made reference to the 1:250 000 Geological Map titled “2930 Durban”as published by the Geological Survey.

2


4. NATURE OF INVESTIGATION

The fieldwork for the investigation was conducted in January 2014 and comprisedthe following:

Terrain Appraisal and Geological Mapping; Inspection Pits; CBR Dynamic Cone Penetrometer (DCP) tests; and Soil/Bedrock sampling.

Table 1 below provides an indication of the GPS co-ordinates of the field testpositions.

Table 1: GPS co-ordinates of field test positions

Field Test No. Latitude (S) Longitude (E)

PHASE 1IP1/DCP1 29

o23’ 23.93” 31

o16’ 51.42”

IP2/DCP2 29o

23’ 19.19” 31o

16’ 49.97”IP3/DCP3 29

o23’ 20.87” 31

o16’ 42.32”

IP4/DCP4 29o

23’ 26.62” 31o

16’ 42.06”IP5/DCP5 29

o23’ 29.53” 31

o16’ 50.67”

IP10/DCP10 29o

23’ 10.25” 31o

16’ 57.34”PHASE 2

IP18/DCP18 29o

23’ 00.37” 31o

17’ 17.87”IP19/DCP19 29

o22’ 57.43” 31

o17’ 05.45”

IP20/DCP20 29o

23’ 10.77” 31o

17’ 19.65”IP22/DCP22 29

o23’ 04.35” 31

o17’ 05.96”

IP23/DCP23 29o

22’ 55.56” 31o

17’ 20.22”IP24/DCP24 29

o22’ 51.49” 31

o17’ 19.81”

IP25/DCP25 29o

22’ 52.51” 31o

17’ 12.70”IP26/DCP26 29

o22’ 45.65” 31

o17’ 16.70”

PHASE 3IP11/DCP11 29

o23’ 12.41” 31

o17’ 09.66”

IP12/DCP12 29o

23’ 22.46” 31o

17’ 24.54”IP13/DCP13 29

o23’ 19.60” 31

o17’ 21.69”

IP14/DCP14 29o

23’ 23.86” 31o

17’ 16.08”IP15/DCP15 29

o23’ 19.44” 31

o17’ 10.40”

IP16/DCP16 29o

23’ 28.60” 31o

17’ 06.73”IP17/DCP17 29

o23’ 24.13” 31

o17’ 03.74”

IP21/DCP21 29o

23’ 16.47” 31o

17’ 16.33”PHASE 4

IP6/DCP6 29o

23’ 15.89” 31o

16’ 47.55”IP7/DCP7 29

o23’ 09.41” 31

o16’ 42.34”

IP8/DCP8 29o

23’ 05.43” 31o

16’ 42.21”IP9/DCP9 29

o23’ 05.21” 31

o16’ 52.49”

3


4.1 Inspection Pits

For Phase 3, eight inspection pits were excavated by hand at the approximatepositions indicated in Figure 1. The inspection pits were extended with a handauger to depths in the range 1.5 to 2.5 metres below existing ground level (EGL)and were profiled using the “Guidelines for Soil and Rock Logging in South Africa”,(2001)1. Copies of the detailed profiles are given in Appendix A.

4.2 CBR Dynamic Cone Penetrometer (DCP) Tests

For Phase 3, eight CBR Dynamic Cone Penetrometer (DCP) tests, designatedwere carried out at the approximate positions given in Figure 1. The DCP testswere advanced to depths of equipment refusal or to a final depth of 3.0 metresbelow existing ground level. The results of the DCP tests comprising plots of blowcounts versus depth are given in Appendix B.

4.3 Laboratory Tests

Disturbed samples were retrieved from the inspection pits and sent to a soilmaterials laboratory for the following laboratory tests:

Particle size distribution/grading; and Atterberg Limits;

The results of the laboratory tests are given in Appendix C.

5. SITE DESCRIPTION

The study area is located in the township of Groutville, approximately 5km south ofKwaDukuza and represents the newly established Njekane and Etsheni Low CostHousing Project (which lies between the Umvoti River in the north and theGroutville main road in the south).

The site is characterised by gentle to moderate sloping hills with locally steepsections and valley lines/streams which drain to the Umvoti River in the north.

Plates 1 through 4 below provide an indication of the study area.

1 AEG, SAICE and SAIEG. "Guidelines for Soil and Rock Logging in South Africa". Editors, A. B. A. Brink and R. M. H.Bruin; Proceedings, Geoterminology Workshop, Johannesburg 2001.

4


Plate 1 Plate 2

Plate 3 Plate 4

Plates 1 through 4: General views of the study area

6. GENERAL GEOLOGY

The general geology across the study area comprises sandy and clayey colluvialsoils, residual clayey soils and shale bedrock of the Pietermaritzburg Formation.In general, the following subsoil horizons can be recognised across the study area:

Slightly moist, moderate to dark grey, medium dense to dense, slightly tomoderately clayey, fine to medium grained, gravelly, silty SAND to SANDYSILTY CLAY – COLLUVIUM.

Slightly moist to moist, yellowish brown to dark red/reddish brown, mottled andblotched grey, firm to stiff, slickensided, SANDY SILTY CLAY, to silty sandyCLAY – RESIDUAL SHALE.

Yellowish/reddish brown and dark grey, stained orange, completely to highlyweathered, fine grained, very thinly laminated, highly fractured, very soft to softrock – SHALE BEDROCK

5


The colluvial and residual soils generally extend to depths in excess of 2.0 metresbelow existing ground level over the majority of area covered by Phase 3.However, shale bedrock occurs as surface outcrops or at depths generally lessthan 1.0 metre below existing ground level along upper hillsides and hilltop areas.

Deep, alluvial, sandy soils (which extend to depths in excess of 2.5 metres belowexisting ground level) were encountered adjacent to drainage courses/streams.

Figure 2 provides an indication of the bedrock geology anticipated across theentire Groutville Priority 2 study area. Plates 5 through 8 below provide anindication of the subsoils encountered in the Phase 3 area.

Plate 5: Subsoils encountered in IP11 Plate 6: Alluvium encountered in IP13

Plate 7: Subsoils encountered in IP14 Plate 8: Subsoils encountered in IP21

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7. GROUNDWATER CONDITIONS

Moist to very moist subsoils were encountered close to existing drainage coursesand surface water was encountered along some of the stream crossings. Duecognisance of this shallow water table in the vicinity of stream/drainage crossingswill need to be taken into account during the construction phase and an allowancefor de-watering of pipeline trench excavations close to the drainage areas wouldneed to be considered.

8. LABORATORY TESTS RESULTS

The laboratory tests results are given in Appendix C and are summarised in Table2 below.

7


Table 2: Summary of results of Particle Size Distribution analysis and Atterberg Limit determinations

LL - Liquid Limit OMC - Optimum Moisture Content A-4 - U.S Highway ClassificationPI - Plasticity Index LS - Linear Shrinkage GM - Grading ModulusNP - Non Plastic CBD - Cannot be determined Low - Potential Expansiveness According to van der Merwe (1964)MDD - Maximum dry density ML - Unified Classification G9 - TRH14 (1985) Classification

IP No. Depth(m)

Description

Particle Size % *AtterbergLimits %

GM OMC(%)

MDD(kg/m3)

InsituMoistureContent

%

%Swell

CBR (%)MaterialCode &

Classification

PotentialExpansiveness

Clay Silt SandGravel+Cobble

LL PI LS 90 93 95 97 98 100

IP11 0.00 – 0.50

Moderate to darkgrey, SANDY SILTYCLAY to silty sandyCLAY – Colluvium

69 29 2 42 13 6.5 0.38 - - - - - - - - - - - -

IP11 0.50 – 0.90

Dark red to reddishbrown, SANDY SILTYCLAY to silty sandyCLAY – ResidualShale

64 35 1 41 13 6.5 0.47 - - - - - - - - - - - -

IP13 0.20 – 1.50Light brown, slightlysilty SAND – Alluvium 19 81 0 NP NP NP 0.83 - - - - - - - - - - - -

IP14 1.07 – 2.00

Yellowish brown,mottled orange, siltyCLAY – ResidualShale

91 9 0 44 21 10.5 0.14 - - - - - - - - - - - -

IP15 0.00 – 0.70Grey, slightly siltySAND - Colluvium 22 78 0 NP NP NP 0.80 - - - - - - - - - - - -

IP16 0.10 – 1.50Light brown, slightlysilty SAND –Alluvium

17 83 0 NP NP NP 0.86 - - - - - - - - - - - -

IP17 0.00 – 0.50Grey, SANDY SILTYCLAY - Colluvium 53 31 16 26 14 7.1 0.91 - - - - - - - - - - - -

IP21 1.90 – 2.50

Yellow, stainedreddish pink,completely to highlyweathered SHALE

21 26 53 15 5 2.7 1.90 - - - - - - - - - - - -

8


9. PIPELINE ROUTES

9.1 General

It is understood that Phase 3 will comprise the excavation of trenches for laying of160mmø HD uPVC sewer pipes. The invert levels of the pipes will be in the range1.5 to 4.0 metres below existing ground level.

The primary aim of conducting testing in the project area was to classify materialsencountered along the routes in terms of the following criteria:

Excavatability based on definitions set out in SABS 1200DA;

Suitability of materials for use as bedding sand and trench fill based ondefinitions as set out in SABS 1200LB.

9.2 Excavatability and Rippability

Factors considered in assessing the excavatability and rippability characteristics ofthe materials along the routes are:

Depths to bedrock;

Hardness and structure of bedrock i.e. extent and frequency of discontinuities(joint and bedding planes);

Hardness, frequency and size of boulder inclusions where anticipated;

Maximum depth of new pipeline i.e. 1.5m to 4.0m below existing ground level;and

Appraisal of geology at river/stream and road crossings.

For initial planning and cost-estimation purposes, the major variations inexcavatability anticipated along the pipeline routes is summarised as a percentageof the total chainage based on the above factors and criteria as defined in SANS1200 Series (indicated in Table 3 below).

Table 3: Summary of anticipated material excavatability along pipeline routes

Material Excavatability Category(as per SABS 1200DA)

Estimate of Material Excavatability(%)

Soft 60Intermediate 30

Hard 10

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9.3 Excavation Plant

The use of a tractor loading backhoe (TLB) or equivalent excavator should enableremoval with relative ease of materials classified as SOFT in terms of SABS1200DA. Plant with greater hydraulic power e.g. CAT 220, Hitachi EX 220 shouldbe considered where materials resembling INTERMEDIATE are anticipated.Alternatively, allowance should also be made for using pneaumatic rock hammersor a “Woodpecker” excavator where HARD materials are anticipated.

It is also recommended that provision should be made for the use of either anexcavator or TLB fitted with a narrow bucket to enable compact excavations atselect road crossings thereby limiting disturbance to the road pavementlayerworks where pipe jacking is not planned.

9.4 Materials Evaluation

Based on past experience with the subsoil and surface materials along theproposed pipeline routes, the suitability of the insitu materials for use as pipe,bedding sand and select/general backfill (Class B/C bedding refers) is evaluatedin accordance with the definitions as set out in SABS 1200LB.

Sources of suitable free-draining coarse granular material for use as “SelectedGranular Material/Bedding Sand” with a Compactability Factor of less than 0.4will not be encountered in the vicinity of the proposed pipeline routes. It isrecommended that allowance therefore be made to import suitable beddingmaterial for this purpose.

For use as “Select/Main Backfill”, SABS defines materials as subject to notcontaining inclusions larger than a fine gravel and a plasticity index (PI) notexceeding six (6). Based on the laboratory tests as well as past experience andtesting with similar materials, the insitu materials on site do not comply with theabove definition. Alternatively, select backfill or a blend of screened gravelly soilscan be obtained from an alternative source (e.g. nearby quarries, borrow pits).

Use of the insitu silty, clayey soils and weathered bedrock as “General Fill”(present across the entire study area) is considered feasible provided thematerials are placed in a relatively dry state devoid of organic-rich colluvium,coarse gravel and boulder inclusions and compacted to 93% Modified AASHTOMaximum Dry Density at Optimum Moisture Content (OMC).

9.5 Precautionary Measures

Taking into account the size of the study area and variation in bedrock depthsacross the pipeline routes, difficulties may arise during the construction anddevelopment stage. As such, listed below are precautionary measures that wouldassist in this regard:

All excavations deeper than 1.5 metres will need to be shored. Lateral restraintmeasures will be required (e.g. bracing boards held by whalers and spreaders)to prevent collapse of the trench sidewalls.

10


Excavations up to 4.0m below existing ground level in very soft to soft clayeysoils will become unstable. As such, precautions such as shoring and batteringback of the slope faces will be required to prevent collapse of the trenchsidewalls.

A high water table may be encountered in localised sections during trenchexcavations (particularly close to or in the vicinity of drainage courses/streamlines), whereby water will collect in the excavation. In these instances thetrench should be kept dry by pumping out any water which accumulates. Smallsumps should be located at the lowest points and dug to a level below thetrench floor. The discharge points must be well clear of the excavation so thatthe water does not flow back into the trench. As an alternative to sumps in thetrench itself, a well point system can be installed to suit site conditions with thepoints below excavated level and the discharge points well clear of theexcavation area. Normally centrifugal type pumps are used for this operation.

Adequate and constant supervision is considered necessary given the length ofthe proposed pipelines, variation in the subsurface and drainage conditions andpossible existing services in close proximity throughout the routes. Monitoring andapproval of the safety controls throughout the routes are recommended.

9.6 Backfill and Erosion Aspects

The pipe trench line can also become a route for ongoing erosion, and with timecould develop into erosion features (dongas) with resultant failure of the proposedpipeline. Where the pipeline runs perpendicular to contours, over gradientssteeper than about 1 vertical to 6 horizontal, it is recommended that every 3 to 5metre intervals a section of the backfill be stabilised with cement or lime (about 4%by mass). The section of stabilised soil should be about 1 to 2 metres in length. Itis recommended that grass cover be reinstated as soon as possible over thetrench in order to prevent erosion.

Compaction of the general backfill soils in trenches over the bedding layer shouldbe carried out in layers of maximum loose thickness 200mm and compacted tominimum 93% MAASHTO density. This is critical to ensure that settlements overpipes and within the limits of the trench are kept to a minimum.

Areas of soft, compressible clays were observed during the fieldwork (nearriver/stream crossings) and may require undercutting when exposed at or nearformation level in the trench to improve working conditions.

9.7 Trench Stability

It is anticipated that the trenches will generally be stable across the majorityportion of the proposed pipeline routes.

Excavations up to 4.0m below existing ground level in very soft to soft clayey soilswill become unstable. These conditions will pertain particularly to the sections ofpipeline routes close to or in the vicinity of drainage courses/stream lines.

11


9.8 Supervision during Construction

Adequate and constant supervision by a geotechnical professional is considerednecessary given the length of the proposed pipelines, variation in the subsurfaceand drainage conditions and existing services in close proximity throughout theroute. Monitoring and approval of the safety controls throughout the route arerecommended – SGE can assist in this regard if required.

10. CONCLUSION

This report sets out the results of a Geotechnical Investigation carried out for“Phase 3 of the Groutville, Priority 2 Sanitation Project, Ilembe District Municipality,KwaZulu-Natal”.

The general geology across the study area comprises sandy and clayey colluvialsoils, residual clayey soils and shale bedrock of the Pietermaritzburg Formation.

The colluvial and residual soils generally extend to depths in excess of 2.0 metresbelow existing ground level over the majority of area covered by Phase 3.However, shale bedrock occurs as surface outcrops or at depths generally lessthan 1.0 metre below existing ground level along upper hillsides and hilltop areas.

Deep, alluvial, sandy soils (which extend to depths in excess of 2.5 metres belowexisting ground level) were encountered adjacent to drainage courses/streams.

A shallow water table in the vicinity of stream/drainage crossings will need to betaken into account during the construction phase and an allowance for de-wateringof pipeline trench excavations close to the drainage areas would need to beconsidered.

Sources of suitable free-draining coarse granular material for use as “SelectedGranular Material/Bedding Sand” with a Compactability Factor of less than 0.4will not be encountered in the vicinity of the proposed pipeline routes. It isrecommended that allowance therefore be made to import suitable beddingmaterial for this purpose.

It is anticipated that the trenches will generally be stable across the majorityportion of the proposed pipeline routes. All excavations deeper than 1.5 metreswill need to be shored. Lateral restraint measures will be required (e.g. bracingboards held by whalers and spreaders) to prevent collapse of the trench sidewalls.

Excavations up to 4.0m below existing ground level in very soft to soft clayey soilswill become unstable. These conditions will pertain particularly to the sections ofpipeline routes close to or in the vicinity of drainage courses/stream lines.

The ground conditions given in this report refer specifically to the field tests carriedout on site. It is therefore, quite possible that conditions at variance with thosegiven in this report can be encountered elsewhere on site during construction. It istherefore important that Syncline Geotechnical Engineering (Pty) Ltd be appointedto carry out periodic inspections during construction. Any change from the

12


anticipated ground conditions could then be taken into account to avoidunnecessary expense.

_______________________ 20 February 2014

Author: S Pather (Pr.Sci.Nat.) Date

APPENDIX AFebruary 20, 2014

INSPECTION PIT LOG PROFILES

0.00m--0.50m

0.50m--0.90m

BMK Engineering Consultants ccNew Sewer Reticulation for Groutville Priority 2Phase 3

HOLE No: IP 11Sheet 1 of 1




JOB NUMBER: SGE-177-2013JOB NUMBER: SGE-177-2013

0.50

0.00

0.90

1.80

Slightly moist to moist, moderate to dark grey, medium dense to dense,fine to medium grained, slightly gravelly, silty SAND. Colluvium.

Slightly moist to moist, dark red to reddish brown, stiff to very stiff, intact,SANDY SILTY CLAY to silty sandy CLAY - Residual Shale.

Reddish brown, stained yellowish brown, completely to highly weathered,fine grained, very thinly laminated, highly fractured, very soft to soft rock -SHALE.

Scale1:15

NOTES

1) Depth of water table: Not encountered.

2) Samples taken at:S1 0.00m--0.50m (1 x Small)S2 0.50m--0.90m (1 x Small).

3) Final depth to 1.80m.

CONTRACTOR :MACHINE :

DRILLED BY :PROFILED BY :

TYPE SET BY :SETUP FILE :

Excavated by Hand

K. GovenderK. GovenderSTANDARD.SET

INCLINATION :DIAM :DATE :DATE :

DATE :TEXT :

23 January 201423 January 201426/02/2014 09:44C\LOGS\PITS1.TXT

ELEVATION :X-COORD :Y-COORD :

29° 23’ 12.41" S31° 17’ 09.66" E

dotPLOT 7014 PBpH67D0A4 Syncline Geotechnical Engineering

HOLE No: IP 11HOLE No: IP 11HOLE No: IP 11HOLE No: IP 11







0.49

0.00

1.50

Slightly moist to moist, moderate to dark grey, medium dense to dense,fine to medium grained, slightly gravelly, silty SAND. Colluvium.

Yellowish brown, stained grey and orange, completely to highlyweathered, fine grained, very thinly laminated, highly fractured, very softto soft rock - SHALE.

Scale1:15

NOTES






Excavated by Hand



DATE :TEXT :



29° 23’ 22.46" S31° 17’ 24.54" E



0.20m--1.50m







0.20

0.00

2.50

Slightly moist, grey, loose to medium dense, fine to medium grained,slightly silty SAND - Colluvium.

Slightly moist to moist, light brown to moderate brown, medium dense,fine to medium grained, slightly silty SAND - Alluvium.

Scale1:15

NOTES


2) Sample taken at:S1 0.20m--1.50m (1 x Small).





Excavated by Hand



DATE :TEXT :



29° 23’ 19.60" S31° 17’ 21.69" E



1.07m--2.00m







1.07

0.00

2.00

2.50


Slightly moist to moist, yellowish brown, mottled orange, stiff, intact,SANDY SILTY CLAY to silty sandy CLAY - Residual Shale.

Yellowish brown, stained grey and orange, completely to highlyweathered, fine grained, very thinly laminated, highly fractured, very softto soft rock - SHALE.

Scale1:15

NOTES







Excavated by Hand



DATE :TEXT :



29° 23’ 23.86" S31° 17’ 16.08" E



0.00m--0.70m







0.70

0.00

2.50



Scale1:15

NOTES







Excavated by Hand



DATE :TEXT :



29° 23’ 19.44" S31° 17’ 10.40" E



0.10-1.50m







0.10

0.00

2.50



Scale1:15

NOTES


2) Sample taken at:S1 0.10-1.50m (1 x Small).





Excavated by Hand



DATE :TEXT :



29° 23’ 28.60" S31° 15’ 06.73" E



0.00m--0.50m







0.50

0.00

2.50


Slightly moist to moist, moderate to dark grey, stiff to very stiff,slickensided, slightly sandy, silty CLAY - Residual Shale.

Scale1:15

NOTES







Excavated by Hand



DATE :TEXT :



29° 23’ 24.13" S31° 16’ 03.74" E



1.90m--2.50m







0.56

0.00

1.90

2.50

Slightly moist, dark brown, firm, shattered, SANDY SILTY CLAY -Colluvium.

Moist, reddish pink, stiff, intact, silty sandy CLAY - Residual Shale.

Yellow, stained reddish pink, completely to highly weathered, highlyfractured, very soft to soft rock - SHALE.

Scale1:15

NOTES







Excavated by Hand



DATE :TEXT :



29° 23’ 16.47" S31° 17’ 16.33" E



APPENDIX BFebruary 20, 2014

CBR DYNAMIC CONE

PENETROMETER (DCP) TESTS

REFERENCE NO.: SGE-177-2013 DATE: 23 January 2014

PROJECT NAME: New Sewer Reticulation for Groutville Priority 2 LOGGED BY: Mr K. Govender

LOCATION: Phase 3

Hammer: 8kg falling 770mm

Cone: 20mm diameter with 60 degree apex angle

Rods: 16mm diameter

The CBR and Allowable Bearing Pressure values are empirical and depend on factors such as moisture content which have not been determined.

They are therefore indicative only and should be be verified by test or observation.

DEPTH BLOWS CBR

metres below existing

ground levelper 100mm %

0

0,1 8 Firm 14 120

0,2 8 Firm 14 120

0,3 7 Firm 12 105

0,4 6 Firm 10 90

0,5 9 Stiff 15 135

0,6 11 Stiff 19 165

0,7 15 Stiff 27 225

0,8 16 Stiff 29 240

0,9 12 Stiff 21 180

1 13 Stiff 23 195

1,1 19 Very Stiff 35 285

1,2 18 Stiff 33 270

1,3 17 Stiff 31 255

1,4 21 Very Stiff 40 315

1,5 23 Very Stiff 44 345

1,6 24 Very Stiff 47 360

1,7 20 Very Stiff 37 300

1,8 22 Very Stiff 42 330

1,9 25 Very Stiff 49 375

2 27 Very Stiff 54 405

2,1 22 Very Stiff 42 330

2,2 23 Very Stiff 44 345

2,3 20 Very Stiff 37 300

2,4 21 Very Stiff 40 315

2,5 23 Very Stiff 44 345

2,6 23 Very Stiff 44 345

2,7 26 Very Stiff 51 390

2,8 27 Very Stiff 54 405

2,9 End

3

3,1

3,2

3,3

3,4

3,5

3,6

3,7

3,8

3,9

4

INFERRED CONSISTENCYINFERRED NET ALLOWABLE

BEARING PRESSURE (kPa)

CBR DYNAMIC CONE PENETROMETER (DCP) TEST

TEST NO. DCP 11

LATITUDE (S.) 29° 23' 12,41"

LONGITUDE (E.) 31° 17' 09,66"



LOCATION: Phase 3



Rods: 16mm diameter



DEPTH BLOWS CBR



0

0,1 9 Stiff 15 135

0,2 7 Firm 12 105

0,3 6 Firm 10 90

0,4 7 Firm 12 105

0,5 9 Stiff 15 135

0,6 13 Stiff 23 195

0,7 14 Stiff 25 210

0,8 11 Stiff 19 165

0,9 18 Stiff 33 270

1 17 Stiff 31 255

1,1 17 Stiff 31 255

1,2 18 Stiff 33 270

1,3 16 Stiff 29 240

1,4 21 Very Stiff 40 315

1,5 19 Very Stiff 35 285

1,6 24 Very Stiff 47 360

1,7 26 Very Stiff 51 390

1,8 29 Very Stiff >55 435

1,9 28 Very Stiff >55 420

2 33 Very Stiff >55 495

2,1 35 Very Stiff >55 525

2,2 42 Very Stiff >55 630

2,3 39 Very Stiff >55 585

Refusal




TEST NO. DCP 12

LATITUDE (S.) 29° 23' 22,46"

LONGITUDE (E.) 31° 17' 24,54



LOCATION: Phase 3



Rods: 16mm diameter



DEPTH BLOWS CBR



0

0,1 4 Soft 7 60

0,2 6 Firm 10 90

0,3 6 Firm 10 90

0,4 5 Firm 8 75

0,5 11 Stiff 19 165

0,6 9 Stiff 15 135

0,7 10 Stiff 17 150

0,8 6 Firm 10 90

0,9 7 Firm 12 105

1 7 Firm 12 105

1,1 8 Firm 14 120

1,2 10 Stiff 17 150

1,3 11 Stiff 19 165

1,4 13 Stiff 23 195

1,5 15 Stiff 27 225

1,6 11 Stiff 19 165

1,7 12 Stiff 21 180

1,8 14 Stiff 25 210

1,9 13 Stiff 23 195

2 13 Stiff 23 195

2,1 12 Stiff 21 180

2,2 15 Stiff 27 225

2,3 16 Stiff 29 240

2,4 15 Stiff 27 225

2,5 17 Stiff 31 255

2,6 14 Stiff 25 210

2,7 13 Stiff 23 195

2,8 12 Stiff 21 180

2,9 13 Stiff 23 195

3 15 Stiff 27 225

3,1 End

3,2

3,3

3,4

3,5

3,6

3,7

3,8

3,9

4




TEST NO. DCP 13

LATITUDE (S.) 29° 23' 19,60"

LONGITUDE (E.) 31° 17' 21,69"



LOCATION: Phase 3



Rods: 16mm diameter



DEPTH BLOWS CBR



0

0,1 6 Firm 10 90

0,2 6 Firm 10 90

0,3 8 Firm 14 120

0,4 7 Firm 12 105

0,5 9 Stiff 15 135

0,6 11 Stiff 19 165

0,7 13 Stiff 23 195

0,8 11 Stiff 19 165

0,9 12 Stiff 21 180

1 10 Stiff 17 150

1,1 7 Firm 12 105

1,2 13 Stiff 23 195

1,3 15 Stiff 27 225

1,4 16 Stiff 29 240

1,5 11 Stiff 19 165

1,6 12 Stiff 21 180

1,7 19 Very Stiff 35 285

1,8 22 Very Stiff 42 330

1,9 18 Stiff 33 270


2,1 24 Very Stiff 47 360

2,2 24 Very Stiff 47 360

2,3 23 Very Stiff 44 345

2,4 22 Very Stiff 42 330

2,5 25 Very Stiff 49 375

2,6 27 Very Stiff 54 405

2,7 25 Very Stiff 49 375

2,8 26 Very Stiff 51 390

2,9 21 Very Stiff 40 315


3,1 End

3,2

3,3

3,4

3,5

3,6

3,7

3,8

3,9

4




TEST NO. DCP 14

LATITUDE (S.) 29° 23' 23,86"

LONGITUDE (E.) 31° 17' 16,08"



LOCATION: Phase 3



Rods: 16mm diameter



DEPTH BLOWS CBR



0

0,1 7 Firm 12 105

0,2 8 Firm 14 120

0,3 5 Firm 8 75

0,4 7 Firm 12 105

0,5 9 Stiff 15 135

0,6 11 Stiff 19 165

0,7 10 Stiff 17 150

0,8 8 Firm 14 120

0,9 14 Stiff 25 210

1 13 Stiff 23 195

1,1 12 Stiff 21 180

1,2 13 Stiff 23 195

1,3 9 Stiff 15 135

1,4 11 Stiff 19 165

1,5 13 Stiff 23 195

1,6 15 Stiff 27 225

1,7 13 Stiff 23 195

1,8 12 Stiff 21 180

1,9 13 Stiff 23 195

2 15 Stiff 27 225

2,1 16 Stiff 29 240

2,2 15 Stiff 27 225

2,3 19 Very Stiff 35 285

2,4 20 Very Stiff 37 300

2,5 18 Stiff 33 270

2,6 21 Very Stiff 40 315

2,7 22 Very Stiff 42 330

2,8 24 Very Stiff 47 360

2,9 21 Very Stiff 40 315


3,1 End

3,2

3,3

3,4

3,5

3,6

3,7

3,8

3,9

4




TEST NO. DCP 15

LATITUDE (S.) 29° 23' 19,44"

LONGITUDE (E.) 31° 17' 10,40"



LOCATION: Phase 3



Rods: 16mm diameter



DEPTH BLOWS CBR



0

0,1 6 Firm 10 90

0,2 7 Firm 12 105

0,3 7 Firm 12 105

0,4 9 Stiff 15 135

0,5 11 Stiff 19 165

0,6 14 Stiff 25 210

0,7 13 Stiff 23 195

0,8 12 Stiff 21 180

0,9 14 Stiff 25 210

1 11 Stiff 19 165

1,1 13 Stiff 23 195

1,2 19 Very Stiff 35 285

1,3 15 Stiff 27 225

1,4 11 Stiff 19 165

1,5 13 Stiff 23 195

1,6 12 Stiff 21 180

1,7 10 Stiff 17 150

1,8 12 Stiff 21 180

1,9 16 Stiff 29 240


2,1 22 Very Stiff 42 330

2,2 21 Very Stiff 40 315

2,3 18 Stiff 33 270

2,4 23 Very Stiff 44 345

2,5 19 Very Stiff 35 285

2,6 17 Stiff 31 255

2,7 16 Stiff 29 240

2,8 18 Stiff 33 270

2,9 17 Stiff 31 255

3 16 Stiff 29 240

3,1 End

3,2

3,3

3,4

3,5

3,6

3,7

3,8

3,9

4




TEST NO. DCP 16

LATITUDE (S.) 29° 23' 28,606"

LONGITUDE (E.) 31° 17' 06,73"



LOCATION: Phase 3



Rods: 16mm diameter



DEPTH BLOWS CBR



0

0,1 8 Firm 14 120

0,2 6 Firm 10 90

0,3 9 Stiff 15 135

0,4 8 Firm 14 120

0,5 11 Stiff 19 165

0,6 13 Stiff 23 195

0,7 12 Stiff 21 180

0,8 10 Stiff 17 150

0,9 13 Stiff 23 195

1 16 Stiff 29 240

1,1 18 Stiff 33 270

1,2 17 Stiff 31 255

1,3 16 Stiff 29 240

1,4 20 Very Stiff 37 300

1,5 19 Very Stiff 35 285

1,6 19 Very Stiff 35 285

1,7 21 Very Stiff 40 315

1,8 22 Very Stiff 42 330

1,9 23 Very Stiff 44 345


2,1 24 Very Stiff 47 360

2,2 22 Very Stiff 42 330

2,3 25 Very Stiff 49 375

2,4 26 Very Stiff 51 390

2,5 26 Very Stiff 51 390

2,6 17 Stiff 31 255

2,7 19 Very Stiff 35 285

2,8 20 Very Stiff 37 300

2,9 24 Very Stiff 47 360


3,1 End

3,2

3,3

3,4

3,5

3,6

3,7

3,8

3,9

4




TEST NO. DCP 17

LATITUDE (S.) 29° 23' 24,13"

LONGITUDE (E.) 31° 17' 03,74"



LOCATION: Phase 3



Rods: 16mm diameter



DEPTH BLOWS CBR



0

0,1 5 Firm 8 75

0,2 5 Firm 8 75

0,3 4 Soft 7 60

0,4 6 Firm 10 90

0,5 8 Firm 14 120

0,6 7 Firm 12 105

0,7 9 Stiff 15 135

0,8 8 Firm 14 120

0,9 8 Firm 14 120

1 9 Stiff 15 135

1,1 11 Stiff 19 165

1,2 13 Stiff 23 195

1,3 10 Stiff 17 150

1,4 14 Stiff 25 210

1,5 17 Stiff 31 255

1,6 15 Stiff 27 225

1,7 13 Stiff 23 195

1,8 15 Stiff 27 225

1,9 15 Stiff 27 225

2 17 Stiff 31 255

2,1 21 Very Stiff 40 315

2,2 19 Very Stiff 35 285

2,3 23 Very Stiff 44 345

2,4 27 Very Stiff 54 405

2,5 25 Very Stiff 49 375

2,6 26 Very Stiff 51 390

2,7 24 Very Stiff 47 360

2,8 23 Very Stiff 44 345

2,9 27 Very Stiff 54 405


3,1

3,2

3,3

3,4

3,5

3,6

3,7

3,8

3,9

4




TEST NO. DCP 21

LATITUDE (S.) 29° 23' 16,47"

LONGITUDE (E.) 31° 17' 16,33"

APPENDIX CFebruary 20, 2014

RESULTS OF LABORATORY

TESTS

Client : SYNCLINE GEOTECHNICAL ENGINEERING (Pty) Ltd Our Ref. No. : 7963/14

Project : NEW SEWER RETICULATION, GROUTVILLE, KWADUKUZA Your Ref. No. :- Attention : Mr S. Pather Date Reported : 13.02.14

D1092 D1083 D1084 D1085

IP11 IP11 IP13 IP14

0.00 - 0.50 0.50 - 0.90 0.20 - 1.50 1.07 - 2.00

Moderate to dark grey, slightly Dark red to reddish brown, Light brown, slightly, Yellowish brn, mottled orange,

gravelly,silty SAND - Colluvium SANDY SILTY CLAY to silty silty SAND - Alluvium silty CLAY -

sandy CLAY - Residual Shale Residual Shale

100 100100 100 100100 99 100 100

98 99 100 10095 90 98 9569 64 19 91

LL% 42 41 NP 44P.I. 13 13 NP 21

LS% 6,5 6,5 NP 10,5GM 0,38 0,47 0,83 0,14

H.R.B.*

T.R.H. 14*

LIMITS

(TMH A2&A3)

CLASSIFI -

CATION

75,0

53,0

2,00

(TMH A1a)

(mm)

37,5

19,0

TEST REPORT

SAMPLE INFORMATION & PROPERTIES

SAMPLE No.

CONTAINER USED FOR SAMPLING

SIEVE ANALYSIS

4,75

13,2

SIZE / WEIGHT OF SAMPLE

MOISTURE CONDITION OF

SAMPLE ON ARRIVAL

ROAD No. OR NAME

HOLE No. / Km. / CHAINAGE

DATE SAMPLED

LAYER TESTED / SAMPLED FROM DEPTH (M)

CLIENTS MARKING

(COLOUR & TYPE)

PROCTOR ITS : DRY (kPa)

63,0

COLTO*

(TMH A13T) 97%

(TMH A7) MDD(KG/M3)

C.B.R. % SWELL

95%

(TMH A8)

0,075

SAMPLED ACCORDING TO

ENVIRONMENTAL CONDITION

WHEN SAMPLED

MOD ITS : DRY (kPa) (A16T)

MOD AASHTO OMC%

ATTERBERG

93%

90%

REMARKS & NOTES

DESCRIPTION OF SAMPLE

TEST TYPE

Please find the attached test results for the sample/s as submitted to and tested by Roadlab (PTY)Ltd.

The unambiguous description of the sample/s as received are as follows :

U.C.S. 98%

COMP MC

100%

0,425

C.B.R.

GRADING ANALYSIS - % PASSING SIEVES (TMH1 1986 : METHOD A1 (a)

26,5

THE MAXIMUM DRY DENSITY & OPTIMUM MOISTURE CONTENT/CALIFORNIA BEARING RATIO(TMH1 1986 : METHOD A7,A8)

SAMPLED BY

HOT

PLASTIC BAGS

MOIST

±70 KG

INDICATORROADLAB

TMH 5

23.01.14N/A

PHASE 3

MASTERS\SOIL\CBR,UCS REF 0 2004/01/28

Client : SYNCLINE GEOTECHNICAL ENGINEERING (Pty) Ltd Our Ref. No. : 7963/14

Project : NEW SEWER RETICULATION, GROUTVILLE, KWADUKUZA Your Ref. No. :- Attention : Mr S. Pather Date Reported : 13.02.14

D1086 D1087 D1088 D1091

IP15 IP16 IP17 IP21

0.00 - 0.70 0.10 - 1.50 0.00 - 0.50 1.90 - 2.50

Grey, slightly silty SAND - Light brown, slightly, Grey, SANDY SILTY Yellow, stained reddish pink,

Colluvium silty SAND - Alluvium CLAY - Colluvium completely to highly

weathered SHALE

10086676463

100 62100 99 57

100 100 94 48

100 200 84 4798 97 72 4222 17 53 21

LL% 42 41 NP 15P.I. 13 13 NP 5

LS% 6,5 6,5 NP 2,7GM 0,38 0,47 0,83 1,90

H.R.B.*

T.R.H. 14*

LIMITS

(TMH A2&A3)

CLASSIFI -

CATION

75,0

53,0

2,00

(TMH A1a)

(mm)

37,5

19,0

TEST REPORT

SAMPLE INFORMATION & PROPERTIES

SAMPLE No.

CONTAINER USED FOR SAMPLING

SIEVE ANALYSIS

4,75

13,2

SIZE / WEIGHT OF SAMPLE

MOISTURE CONDITION OF

SAMPLE ON ARRIVAL

ROAD No. OR NAME

HOLE No. / Km. / CHAINAGE

DATE SAMPLED

LAYER TESTED / SAMPLED FROM DEPTH (M)

CLIENTS MARKING

(COLOUR & TYPE)

PROCTOR ITS : DRY (kPa)

63,0

COLTO*

(TMH A13T) 97%

(TMH A7) MDD(KG/M3)

C.B.R. % SWELL

95%

(TMH A8)

0,075

SAMPLED ACCORDING TO

ENVIRONMENTAL CONDITION

WHEN SAMPLED

MOD ITS : DRY (kPa) (A16T)

MOD AASHTO OMC%

ATTERBERG

93%

90%

REMARKS & NOTES

DESCRIPTION OF SAMPLE

TEST TYPE

Please find the attached test results for the sample/s as submitted to and tested by Roadlab (PTY)Ltd.

The unambiguous description of the sample/s as received are as follows :

U.C.S. 98%

COMP MC

100%

0,425

C.B.R.

GRADING ANALYSIS - % PASSING SIEVES (TMH1 1986 : METHOD A1 (a)

26,5

THE MAXIMUM DRY DENSITY & OPTIMUM MOISTURE CONTENT/CALIFORNIA BEARING RATIO(TMH1 1986 : METHOD A7,A8)

SAMPLED BY

HOT

PLASTIC BAGS

MOIST

±70 KG

INDICATORROADLAB

TMH 5

23.01.14N/A

PHASE 3

MASTERS\SOIL\CBR,UCS REF 0 2004/01/28

FIGURE 1February 20, 2014

SITE PLAN

(showing field test positions)

IP1/DCP1 - Approximate position of Inspection Pit and CBR Dynamic Cone Penetrometer test New Sewer Reticulation for Groutville Priority 2 – Phase 3

BMK Engineering Consultants cc

20 February 2014 SGE-177-2013

K. Govender 1

S. Pather 0

Field Test No. Latitude (S) Longitude (E)

Phase 3

IP11/DCP11 29° 23’ 12.41" 31° 17’ 09.66"

IP12/DCP12 29° 23’ 22.46" 31° 17’ 24.54"

IP13/DCP13 29° 23’ 19.60" 31° 17’ 21.69”

IP14/DCP14 29° 23’ 23.86" 31° 17’ 16.08"

IP15/DCP15 29° 23’ 19.44" 31° 17’ 10.40"

IP16/DCP16 29° 23’ 28.60" 31° 17’ 06.73"

IP17/DCP17 29° 23’ 24.13" 31° 17’ 03.74"

IP21/DCP21 29° 23’ 16.47" 31° 17’ 16.33”

NORTH

IP15/DCP15

IP17/DCP17

IP21/DCP21

IP13/DCP13

IP16/DCP16

IP14/DCP14IP12/DCP12

IP11/DCP11

FIGURE 2February 20, 2014

GEOLOGY OF STUDY AREA

- Approximate area underlain by tillite of the Dwyka Group

- Approximate area underlain by Shale of the Pietermaritzburg formation

- Inferred geological boundary

New Sewer Reticulation for Groutville Priority 2

BMK Engineering Consultants cc

20 February 2014 SGE-177-2013

K. Govender 2

S. Pather 0

NORTH

C-Pd

Pp

C-Pd

Pp

Pp

C-Pd

Documents

REPORT TO BMK ENGINEERING CONSULTANTS … · REPORT TO BMK ENGINEERING CONSULTANTS ... LABORATORY TESTS RESULTS ... Summary of results of Particle Size Distribution analysis and Atterberg