Attention: Mr H Hattingh GEOTECHNICAL INVESTIGATION: …

Consulting Engineering, Hydro & Environmental Geologists

PO Box 6559 Nelspruit 1200 / 17 Jan Street Rocky DriftCK 1994/010338/23 VAT Reg. No. 4170162442Tel: (013) 758 1226; Fax: (013) 758 1786; email: [email protected]

Member: HJ Schurink, Pr.Sci.Nat., B.Sc.(Hon), Dip.Data, GDE, MSAIEG.

2 July 2007GC/685/3/hjs

Hannes Hattingh Consulting EngineersPO Box 72 159Lynnwood Ridge0040Attention: Mr H Hattingh

Dear Sir,GEOTECHNICAL INVESTIGATION: MAAKE PLAZA SHOPPING CENTRE

Your telephonic request for us to undertake a geotechnical investigation for a proposed shoppingcentre in Maake near Tzaneen in Limpopo Province refers.

At the outset it should be noted that owing to budgetary constraints, the information gleanedduring the investigation has been summarized in a letter report only, and testing limited to complywith the reduced budget.

IntroductionWe understand that a lightly loaded single-storey structure has been proposed for the site and assuch imposed foundation pressures are unlikely to exceed 75kPa - subject to confirmation by theproject structural engineer.

The fieldwork phase of the investigation was undertaken on 20 April 2007 and comprised theexcavation of nine pits with a Bell 315 backhoe. All pits were excavated without refusal to depthsof approximately 3m, and were positioned to straddle the proposed development (Figure 1). Theexposed soils were inspected and profiled according to standard procedures5 by a professionallyregistered engineering geologist. The resultant soil logs are attached.

To classify the soils, evaluated their moisture-density relationships, consolidation properties andcollapse potential, representative samples of the regolith were recovered from the sidewalls of thepits and submitted to the laboratories of Messrs EngeoLab in Nelspruit and Civilab inJohannesburg for testing according to our instructions. The test results in the format they werereceived from the laboratories are attached.

Geotechnical evaluation1.) Based on the fieldwork phase of the investigation the site is underlain by schist. In terms of

the 1:250,000 scale published geological series map of the area Tzaneen 2330, the bedrockschist belongs to the Rubbervale Formation of the Gravelotte Group, Murchison Supergroup.No outcrops were noted and in all instances the bedrock is overlain by thin - less than 0.5m -surficial transported soil and thick, residuum derived from the insitu weathering of the schist.

2.) All pits were excavated to 3.0m without refusal. Furthermore, dropweight cone penetrometertests undertaken in the base of Pits 5 and 8 probed the regolith a further metre, i.e. down todepths of some 4.0m. Soft excavation3 is therefore envisaged for all excavations to 3.0m.

3.) The results from grading and Atterberg Limits tests are summarized in Table 1 and reflectthat the regolith is fine grained - grading modulus mostly less than 0.4 - and classifiespredominantly as CL in terms of the Unified Soil Classification.

Geo3 cc - Consulting Engineering, Hyrdo and Environmental Geologists

c:\...\Classification.123

Test Soil Origin Horizon Sample

Pit Depth Depth

No. [m]From To [m]

Table 1: Laboratory determined soil properties

Soil Constituents [%] Atterberg GM LS Activity Natural Classification

Limits 0,4 = kaolinite; 0,9 = illite; Moisture UNIFIED TRH 14 PRA

clay silt sand gravel LL PI PI* 1,5-6,0 = montmorillonite Content[<0,002mm] [0,002-0,06mm] [0,06-2,0mm] [2,0-60mm] [%] [%]

TP 1 residuum 0.50 1.80 @0.50

TP 5 residuum 0.40 1.60 @1.20

TP 5 residual schist 1.60 3.30 @2.80

TP 6 residuum 0.30 1.30 @1.20

TP 6 residuum 0.30 1.30 0.30 - 1.30


TP 8 residual schist 1.00 3.00 1.00 - 3.00

TP 9 reworked residuum 0.30 1.30 @1.00

Notes: PI = plasticity index (*) = on whole sample;LL = liquid limit; LS = linear shrinkage;GM = grading modulus; n/t = not tested.

13 60 26 1 38 12 12 0.27 5.7 0.9 MEDIUM 13.70 ML A.6 (9)

18 47 33 2 32 15 14 0.36 7.7 0.8 MEDIUM 14.50 CL A.6 (10)

17 23 56 4 36 13 12 0.46 6.4 0.7 MEDIUM 14.00 CL A.6 (8)

15 48 37 37 18 17 0.34 8.4 1.1 MEDIUM 15.10 CL A.6 (10)

11 41 47 1 32 17 16 0.45 8.7 1.5 LOW CL G10 A.6 (9)

12 53 34 1 36 17 17 0.28 8.4 1.4 MEDIUM 15.50 CL A.6 (11)

14 48 37 1 34 17 16 0.35 8.0 1.1 MEDIUM CL G10 A.6 (10)

25 39 34 2 31 16 15 0.42 8.0 0.6 MEDIUM CL A.6 (9)

Client: Hannes Hattingh Consulting Engineers. Project: Maake Plaza Shopping Centre. GC/685/3/hjs. 2 July 2007 3

4.) Plotting the weighted plasticity index against clay percentage on a Standard Activity diagram6

for each sample tested, reveals the regolith has a medium potential expansiveness. Estimatesof heave using various methods6,7,8 predict surface heave of up to 20mm.

5.) No groundwater seepage was encountered in the pits and owing to the unconsolidated natureof the regolith, the development of a perched water table at shallow depth, i.e. with 1.5m ofground level, is unlikely.

6.) The results from moisture-density tests undertaken on representative horizons of the regolith,reveal that both the shallow and deeper residuum classify as G104, making these soils suitableat best, for use as general fill and in the subgrade beneath paved areas and roadways.However, we are of the opinion and subject to confirmatory laboratory tests, that the soilsmay prove suitable for use in an engineered fill if they are stabilized with 3.5 to 4.5% lime.Alternatively, the material could be partially blended with more suitable/gravelly material.Both options would however need to be evaluated in terms of the final foundation pressures.

7.) The results from tests undertaken on undisturbed samples of the regolith - double oedometer,specific gravity, insitu density and moisture content determinations - reveal that the residuumhas a low dry density and very high initial void ratio. Relevant parameters from these testsare summarized below.

Table 2: Summary of soil parameters from tests on undisturbed samples

Position Depth Material Consis-tency

Drydensity

e0 Sr Collapse mv E0

[m] [kg/m3] [%] [%]x10-4

[m2/kN] [MPa]

TP 1 0.50 shallow residuum mediumdense

1,459 0.782 45.6 nd nd nd

TP 5 0.50 shallow residuum mediumdense -dense

1,473 1.034 40.2 3.5 2.65 4

TP 6 0.90 shallow residuum 1,353 0.929 42.4 nd nd nd

TP 7 2.50 deep residuum dense 1,341 1.226 37.9 10.5 7.30 1

Notes: E0 - estimated deformation modulus; e0 - initial void ratio; Sr - initial degree of saturation; mv - coefficient ofvolume compressibility; nd - not determined.

Based on the coefficient of volume compressibility (mv) for a stress range of 100kPa greaterthan the overburden pressure, reveals both the shallow and deeper residuum classifies asmoderately and highly compressible respectively, i.e. the material appears to worsen withdepth, which can possibly be attributed to leaching of the deeper residuum, while the shallowresiduum has become consolidated through dessication. The collapse potential of theresiduum reveals a similar scenario with collapse of 3.5% in the shallow horizon and 10.5%in the deeper horizon. These collapse potentials classify as moderate2 and severe trouble2

respectively.8.) Using the above parameters and assuming a foundation width of 1m imposing pressures not

exceeding 75kPa, reveals that 80 to 100mm of settlement is possible. Clearly settlements ofthese magnitudes cannot be accommodated by conventionally dimensioned foundations andalternate founding solutions must be considered.

Founding recommendationsTo counteract the settlements envisaged, it is recommended that the soils beneath the footings beengineered. To this end, the insitu regolith must be removed to spoils to a depth and breadth ofat least 1.5B, where B equals the maximum footing width. The resultant excavations must thenbe backfilled with suitable, imported, inert material in controlled layers to the desired foundinglevel; controlled layers must be a maximum of 150mm thick and compacted to a minimum of 93%Modified AASHTO density at -1 to +2% of optimum moisture content. Backfill must comprise


a minimum of a G74 quality material. Alternatively, and if cost efficient, it may be possible tostabilize the excavated regolith to provide a suitable material for use in the soil raft. Forbudgetary purposes it should be assumed that 4% lime will suffice in producing a material ofsuitable strength. These observations must be confirmed through appropriate laboratory testingif they prove feasible.

Since the insitu regolith is slightly expansive with estimated surface heave of up to 20mm, it isrecommended that the insitu regolith beneath lightly loaded floors be ripped and “wetted-up”before placing at least two 150mm thick engineered layers beneath lightly loaded floors. Thefloors must also be cast independent of the walls and should be lightly reinforced.

In view of the consolidation and collapse potential recorded in the regolith, it is recommended thatthe surface area around all foundations be suitably landscaped to prevent ponding of surface waternear the foundations. Furthermore, all services, especially those that are water bearing, must befitted with flexible couplings at points of ingress and egress to the structures, and water fromgutters must discharge well away from the structures.

The subgrade beneath paved areas and roadways must be designed taking cognisance that theinsitu materials, after clearing and grubbing, at best classify as G104 with up to 20mm of surfaceheave possible.

We trust the above comments suffice in your requirements of us at this stage. However, shouldyou have any queries, please do not hesitate to call.

Yours faithfully,

HJ Schurink, Pr.Sci.Nat.for Geo3cc

Attached • Figure 1 • Soil profiles • Laboratory test results • Dropweight cone penetrometer tests

References1. Brink, A.B.A. (1979). Engineering Geology of Southern Africa. Volume 1 - The first 2 000

million years of geological time, Building Publication, Pretoria, 319pp.2. Jennings, J.E. and Knight, K. (1975). A guide to construction on or with materials

exhibiting additional settlement due to collapse of grain structure. Proceedings, 6thRegional Conference for Africa SM and FE Durban.

3. South African Bureau of Standards-1200 D (1998). Standardized Specification for CivilEngineering Construction D: Earthworks.

4. South Africa Department of Transport, Committee of State Road Authorities, TechnicalRecommendations for Highways - TRH 14. (1985). Guidelines for Road ConstructionMaterials. Government Press, Pretoria, p57. Reprint 1989.

5. South African Institute of Engineering Geologists. (1990). Guidelines for soil and rocklogging - Geotechnology Workshop.

6. Van der Merwe, D.H. (1964). The prediction of heave from the plasticity index andpercentage clay fraction of soils. Trans. of the SA Inst. Civ. Eng. Vol 6, No 6, pp 103 - 107.


7. Weston, D.J. (1980). Expansive roadbed treatment for Southern Africa. Proc. Int. Conf.Expansive Soils, Denver.

8. Williams, A.A.B. and Pidgeon, J.T. (1991). Expansive soils in South Africa - State of theart. 9th Retional Conference for Africa on Soil Mechanics and Foundation Engineering,Akinmusuru, Malomo and Meshida (eds), Balkema, Rotterdam.

8

9

toTzaneen

7

6

2

3

4

5

1

COMPILED BY: HJS

PO Box 6559Nelspruit1200Tel: (013) 758 1226email: [email protected]/10338/23

DRAWN BY: HJS

CHECKED BY: HJS

Date:

CLIENT: Hannes Hattingh Consult. Eng.

FIGURE 1: Engineering Geological Map

PROJECT: Maake Plaza Shopping Centre

Notes: Image from Messrs Hannes Hattingh Consulting Engineers.

G 3 ccEOG 3 ccEOG 3 ccEO

June 2007 Drawing No.

GD/685/01Scale : 1: 2,000 (A3) / see bar

Legend

Pit position and number

Property boundary

3

0Scale

400m200

Abbreviated soil profile

up to 0.5m of hillwash comprising

dry, grey-brown, loose,

open textured, silty SAND,

overlying,

up to 1.5m of residuum comprising slighly

moist, orange-brown, medium dense,

open textured and fissured locally,

silty clayey fine SAND,

overlying,

greater than 2m of residuum from decomposed schist

comprising slightly moist, dark orange-brown mottled and

speckled maroon, medium dense to dense, clayey silty fine

SAND with isolated weathered schist corestones.

MaakeTraining College

Road

D4075

Road

P17/3-R

36

SOIL DESCRIPTIVE TERMSDescriptive Order - 1. Moisture. 2. Colour. 3. Consistency. 4. Soil Structure. 5. Soil Type. 6. Origin

1. MOISTURE CONDITION - assessment of insitu conditions. 2. COLOUR - described in profile, at natural moisture content unless otherwise specified.

Dry No water detectable; sample cannot be moulded. Speckled Very small patches of colour < 2mm

Slightly Moist Water just discernable; sample can be moulded. Mottled Irregular patches of colour 2 - 6mm

Moist Water easily discernable. Blotched Large irregular patches 6-20mm

Very Moist Water can be squeezed out. Banded Approximately parallel bands of varying colour

Wet Generally below the water table. Streaked Randomly orientated streaks of colour

Stained Local colour variations; associated with discontinuity surfaces

3(a) CONSISTENCY: GRANULAR SOILS - measure of the hardness or denseness of a soil 3(b) CONSISTENCY: COHESIVE SOILS - measure of the hardness or denseness of asoil

SPT GRAVELS & clean SANDS Typical Dry SPT SILTS and CLAYS and combinations thereof with SANDS. UCS“N” Generally free draining soils Density(kg/m ) “N” Generally slow draining soils (N = 0 material). (kPa)3

< 4 Very Crumbles very easily when scraped with geological pick. < 1450 <2 Very Pick point can easily be pushed in to shaft of handle; easily < 50Loose soft moulded by fingers.

4 - 10 Loose Small resistance to penetration by sharp geological pick. 1451 - 1600 2 - 4 Soft Pick point can easily be pushed in 30 - 40 mm; moulded by 50 - 125fingers with some pressure; easily penetrated by thumb.

>10 - Medium Considerable resistance to penetration by sharp end of 1601 - 1750 5 - 8 Firm Pick point penetrates up to 10mm; very difficult to mould with 126 - 25030 dense geological point. fingers; indented by thumb with effort; can just be penetrated

with an ordinary hand spade.

>30 - Dense Very high resistance to penetration by sharp end of 1751 - 1925 9 - 15 Stiff Slight indentation produced by pushing pick point into soil; 251 - 50050 geological pick; requires many blows of pick for cannot be moulded by fingers; penetrated by thumb nail;

excavation. requires hand pick for excavation.

> 50 Very High resistance to repeated blows of geological pick; > 1925 16 - 20 Very Slight indentation produced by blow of pick point; requires 501 -1000Dense requires power tools for excavation. Stiff power tools for excavation; indented by thumb nail with

difficulty.

4. SOIL STRUCTURE - presence or absence of fissures or other planes of weakness. 5. SOIL TYPE - soil texture described on the basis of the grain size ofparticles.

Intact Structureless, no discontinuities identified. SOIL TYPE PARTICLE REMARKSSIZE [mm]

Fissured Soil contains discontinuities which may be open or closed, stained or unstained and of CLAY < 0.002 Feels sticky; soils hands; shiny when wet.variable origin.

Slickensided Contains highly polished shear surfaces, glossy and often striated. SILT 0.002 - 0.06 Dilatant; dusts off once dry; chalky feel onteeth.

Shattered Very closely to extremely closely spaced continuities resulting in gravel size soil fragments SAND fine 0.06 -0.02 Gritty on teeth.which are usually stiff to very stiff and difficult to break down. medium 0.2 - 0.6 Visible to naked eye.

coarse 0.6 - 2.0 Visible to naked eye.

Micro-shattered As above, but sand-sized fragments. GRAVEL fine 2 - 6 Observed with the naked eye. Matrix- medium 6 - 20 supported - clasts supported by matrix coarse 20 - 60 Clast-supported - clasts touching (matrix

may or may not be present).Controlled / Descriptive term for fill material; relates to whether the material has been engineered, i.e.uncontrolled controlled, or not, i.e. uncontrolled.

Open textured Contains small voids between individual grains-visible to the naked eye. Alt pinholed. COBBLES 60 - 200

Stratified Parallel bedding planes. Laminated if layers are less than 20mm thick. BOULDERS >200

Varved Alternating silty and clayey layers. Fine grained soils: slightly <5%; clayey/silty 5-15%; very silty/clayey 15-35%.Gravels / cobbles and boulders: occasional <5%, scattered 5-20%, numerous20-45%; abundant >45%.Foliated Residual metamorphic texture.

6. ORIGIN - origination of particular soil horizon. DEGREE OF CEMENTATION OF PEDOCRETES UCS(MPa)

Transported Alluvium, hillwash, talus, colluvium etc. Very weakly cemented Some material can be crumbled between finger and thumb; disintegrates under knife blade to a 0.1 - 0.5friable state.

Residual Weathered from parent rock. Weakly cemented Cannot be crumbled with fingers; some material can be crumbled by strong pressure between 0.5 - 2.0thumb and hard surface; under light hammer blows disintegrates to a friable state.

Pedocretes Ferricrete, calcrete, laterite, silcrete, Cemented Material crumbles under firm blows of sharp pick point; grains can be dislodges with some 2 - 5dorbank etc. difficulty by a knife blade.

Strongly cemented Firm blows of sharp pick point on hand held specimen show 1 - 3 mm indentations; grains 5 - 10cannot be dislodged by knife blade.

Hardpan Hand held specimen can be broken by single firm blow of hammer head; similar appearance to 10 - 25concrete.

Reference: Guide to soil profiling for Civil Engineering Purposes - Geoterminology Workshop (1990) SAIEG - AEG - SAICE (Geotechnical Division).

0.50m

Hannes Hattingh Consulting Engineers.

MAAKE PLAZA SHOPPING CENTRE

HOLE No: TP01Sheet 1 of 1


JOB NUMBER: 685JOB NUMBER: 685

0.50

0.00

1.80

3.00

Dry, grey-brown, loose open textured, silty SAND with abundant roots;hillwash.

Slightly moist, orange-brown, medium dense, open textured andshattered in places, silty clayey fine SAND; residuum - potentiallycollapsing.

(LL = 38, PI = 12, LS = 5.7%, GM = 0.27; ML, A.6.(9); activity = low; drydensity = 1,459kg/m3; void ratio = 0.782; nmc = 13.7%; Sr = 45.6%).

Slightly moist, dark orange-brown, medium dense - dense, opentextured, clayey silty fine SAND; residuum.

As above.

Scale1:20

NOTES

1) Pit excavated without refusal.

2) No groundwater seepage encountered.

3) Lump sample taken at 0.50m.

CONTRACTOR :MACHINE :

DRILLED BY :PROFILED BY :

TYPE SET BY :SETUP FILE :

Bell 315SG

JJC, Pr.Sci.Nat.

STANDARD.SET

INCLINATION :DIAM :DATE :DATE :

DATE :TEXT :

20 April 200702/07/07 09:25..Z:\685\TESTPITS.TXT

ELEVATION :COORD-S/x :COORD-E/y :

2 653 13972 404

dot.PLOT 4013 J&W D00D

HOLE No: TP01HOLE No: TP01






0.50

0.00

1.80

3.00

Dry, grey-brown, loose, open textured, silty SAND with abundant roots;hillwash.

Dry to slightly moist, dark orange-brown, medium dense - dense inplaces, open textured, silty clayey fine SAND; residuum - potentiallycollapsing.

Slightly moist, dark orange-brown mottled maroon, dense, open textured,clayey silty fine SAND with isolated cobble - sized corestones of schist (at2.30m); residuum from decomposed schist.

As above.

Scale1:20

NOTES



3) No samples taken.




Bell 315SG

JJC, Pr.Sci.Nat.

STANDARD.SET


DATE :TEXT :



2 653 09072 320








0.40

0.00

1.50

3.20



Slightly moist, orange - to maroon-brown, dense, open textured, clayeysilty fine SAND with isolated weathered schist cobbles from 1.90 - 2.30m;residuum from decomposed schist.

As above.

Scale1:20

NOTES







Bell 315SG

JJC, Pr.Sci.Nat.

STANDARD.SET


DATE :TEXT :



2 653 05072 223








0.40

0.00

1.60

3.20

Dry, brown, loose, open textured, silty fine SAND with abundant roots;hillwash.


Slightly moist, orange - to maroon-brown, dense, open textured, clayeysilty fine SAND with isolated weathered schist cobbles from 1.80 - 2.40m;residuum from decomposed schist.

As above.

Scale1:20

NOTES







Bell 315SG

JJC, Pr.Sci.Nat.

STANDARD.SET


DATE :TEXT :



2 652 97572 273



1.20m

2.80m

0.90m






0.40

0.00

1.60

3.30

Moist to slightly moist, greyish brown, loose, open textured, clayey siltySAND; hillwash.

Slightly moist, orange-brown speckled maroon, medium dense todense in places, open textured and fissured, silty clayey fine SANDwith isolated coarse sand and rootlets; residuum.

(LL = 32, PI = 15, LS = 7.7%, GM = 0.35; CL, A.6 (9); activity = low; nmc= 14.5%; dry density = 1,473kg/m3; void ratio = 1.0336; nmc = 14.2%;Sr = 39.8%; mv = 2.65x10-4m2/kN; OCR = 5; collapse potential =3.5%).

Slightly moist, dark orange- to maroon-brown, dense, open textured,clayey silty fine SAND with isolated weathered cobble - sized corestonesof schist; residuum from decomposed schist.

(LL = 36, PI = 13, LS = 6.4%, GM = 0.46; CL, A.6 (8); activity = medium ).

As above.

Scale1:20

NOTES



3) Disturbed samples taken at 1.20m and 2.80m.

4) Undisturbed sample taken at 0.90m.

5) DCP undertaken in the base of the pit.




Bell 315SG

JJC, Pr.Sci.Nat.

STANDARD.SET


DATE :TEXT :



2 653 00472 353



1.20m

0.30--1.30m






0.30

0.00

1.30

3.20



(LL = 37, PI = 18, LS = 8.4%, GM = 0.34; CL, G10, A.6(9); activity =medium ; dry density = 1,353kg/m3; void ratio = 0.929; nmc = 15.1%;Sr = 42.4%).

Slightly moist, dark orange-brown to maroon-brown, dense, opentextured, clayey silty fine SAND; residuum from decomposed schist.

As above.

Scale1:20

NOTES




4) Bulk sample taken at 0.30--1.30m.




Bell 315SG

JJC, Pr.Sci.Nat.

STANDARD.SET


DATE :TEXT :



2 653 02272 448



2.50m






0.30

0.00

1.30

3.00

Dry, light brown, loose, open texture, silty SAND with abundant roots;hillwash.

Slightly moist, orange-brown speckled maroon, medium dense todense in places, open textured, fissured, silty clayey fine SAND withisolated coarse sand and rootlets; residuum.

Slightly moist, dark orange- to maroon-brown, medium dense - dense,open textured, clayey silty fine SAND; residuum from decomposed schist.

(LL = 36, PI = 17, LS = 8.4%, GM = 0.28; CL, A.6 (10); activity = medium ;dry density = 1,351kg/m3; void ratio = 1.226; nmc = 15.5%; Sr = 37.7%;mv = 7.26x10- 4m2/kN; OCR = 3; collapse potential = 10.5%).

As above.

Scale1:20

NOTES







Bell 315SG

JJC, Pr.Sci.Nat.

STANDARD.SET


DATE :TEXT :



2 652 92772 483



1.00--3.00m






0.40

0.00

1.30

3.10

Dry, grey-brown, loose open textured, silty SAND with abundant roots;hillwash.


Slightly moist, dark orange- to maroon-brown, dense, clayey silty fineSAND with isolated weathered cobble - sized corestones of schist;residuum from decomposed schist.

(LL = 34, PI = 17, LS = 8.0%, GM = 0.35; CL, G10, A.6(9); activity =medium ).

As above.

Scale1:20

NOTES



3) Bulk sample taken at 1.00--3.00m.

4) DCP undertaken in the base of the pit.




Bell 315SG

JJC, Pr.Sci.Nat.

STANDARD.SET


DATE :TEXT :



2 652 90872 393



1.00m






0.30

0.00

1.30

3.20


Slightly moist, orange-brown speckled maroon, medium dense todense in places, open textured, fissured, silty clayey fine SAND withisolated coarse sand and rootlets; residuum.

(LL = 31, PI = 16, LS = 8.0%, GM = 0.42; CL, A.6(9); activity = medium ).

Slightly moist, dark orange to maroon, dense, open textured, clayey siltyfine SAND with isolated weathered cobble - sized corestones of schist;residuum from decomposed schist.

As above.

Scale1:20

NOTES



3) Lump sample taken at 1.00m.




Bell 315SG

JJC, Pr.Sci.Nat.

STANDARD.SET


DATE :TEXT :



2 652 85172 497



Geo3 cc - Consulting Engineering, Hyrdo and Environmental Geologists

c:\...\Classification.123

Test Soil Origin Horizon Sample

Pit Depth Depth

No. [m]From To [m]

Interpolated soil parameters based on available literature/experience - to be confirmed through appropriate laboratory tests before being used

Basic Geotechnical Road

Relative PI k Kenny (1959) TRH 14 CBR @ MOD AASHTO

Density k [after Hazen] Classification C Ø Ø 90 - 93% 100%[cm/s] [cm/s] effective

TP 1 residuum 0.50 1.80 @0.50

TP 5 residuum 0.40 1.60 @1.20


TP 6 residuum 0.30 1.30 @1.20

TP 6 residuum 0.30 1.30 0.30 - 1.30


TP 8 residual schist 1.00 3.00 1.00 - 3.00

TP 9 reworked residuum 0.30 1.30 @1.00

Notes: PI = plasticity index (*) = on whole sample;LL = liquid limit; LS = linear shrinkage;GM = grading modulus; n/t = not tested.

0.5 11 4.80E-006 6.40E-005 low 221 34 6 G8 10 35

0.6 15 2.15E-006 6.40E-007 very low 281 33 8 G9 9 27

0.5 13 5.46E-006 6.40E-007 very low 146 34 10 G8 11 35

0.5 17 1.69E-006 1.00E-006 very low 350 31 7 G9 8 18

0.5 17 2.50E-006 4.00E-006 very low 236 32 10 G9 9 20

0.7 17 9.60E-007 3.24E-006 very low 531 32 7 G9 8 18

0.7 16 1.06E-006 1.00E-006 very low 425 32 9 G9 8 20

0.5 16 2.84E-006 3.60E-007 very low 225 32 9 G9 9 23

EngeoLab (Pty) LtdCivil Engineering Materials Laboratory

100 100 100 100 100 100 100 99 97 94 89 77 73 70 57 38 34 13 11

Clay : 13 Silt : 60 Sand : 26 Gravel : 1 Fines : 97

D10 : D30 : 0.004 D60 : 0.025 Active program : YES

Grading modulus

Dusky Red Soil

0.27

Uniformity coefficient : Curvature coefficient :

INSITU

CHECKED BY :none

2.0mm26.5mm

Source :

13.2mm 9.5mm

SIEVE ANALYSIS ( % PASSING )

26-Apr-07 7/1667Sample No.

0.020mm 0.005mm 0.002mm 0.0018mm0.006mm

Soil description :

FOUNDATION INDICATOR TEST RESULT

Tests undertaken in terms of TMH 1 Methods: A1a, A2, A3, A4, A5

Job No.CLIENT: 704GEO 3 CC PROJECT : Date#685

REMARKS:

CLASSIFICATIONLiquid Limit Plasticity Index TRH

ML A.6 (9)5.7

Soil constituents % :

38 12 12PI (weighted)

53.0mm 19.0mm 0.050mm0.250mm0.425mm

Position : Depth [m] : TP 1 @ 0.500

37.5mm

ATTERBERG LIMITSUNIFIED PRA

0.150mm 0.075mm 0.060mm

Linear Shrinkage

4.75mm

Particle Size Analysis

0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.001 0.010 0.100 1.000 10.000 100.000

Particle Size [mm]

Per

cent

age

Fin

er B

y M

ass

Activity Chart

0

10

20

30

40

50

60

70

80

0 10 20 30 40 50 60 70 80

Clay Content [< 2 microns] %

Wei

ghte

d P

last

icity

Inde

x %

low

medium

very high

Plasticity Chart

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Liquid Limit

Pla

stic

ity In

dex

CL

ML

OLor

MH

OH

CH

or

ML - CL

high

SiltClay

Sand Gravelfine fine coarsemedium fine medium coarsemedium coarse

0.5

1.02.0

indicator v2.5.704.1667.07

Engeo Lab (Pty) Ltd

JOB NO:

DATE:

1667

TP 1

@0.5m

Mass of sample in air (g) a62.20

Mass of waxed sample in air (g) b64.90

Mass of waxed sample in water @ 25oC (g) c24.50

Mass of water displaced (b - c) (g) d40.40

Mass of wax (b - a) (g) e2.70

Density of wax (kg/m3) f0.93

Volume of wax (e / f) (ml) g2.90

Volume of sample (d - g) (ml) h37.50

Wet density of sample ( a / h *100 ) (kg/m3) I1659

Dry density of sample (I / (100 + k) * 1000) (kg/m3) j1459

Mass Pan & Wet Mat. (g) 71.02

Mass Pan & Dry Mat. (g) 69.29

Mass Pan (g) 56.66

% Moisture (%) k 13.7

Laboratory Determined Max. Dry Density (kg/m3) l

Laboratory Determined O.M.C. % m

Pecentage of Max. Dry Density (j/l*100) %

Percentage Wet (-) Dry (+) of O.M.C. (m-k) %

Specific Gravity 2.60

Position

Depth

INSITU DENSITY & MOISTURE DETERMINATION

Sample Number

704 (#685)

5-May-2007

36/38 Fourth Street, Booysens Reserve, Johannesburg 2091P O Box 82223, Southdale 2135Tel: +27 (0)11 835-3117 • Fax: +27 (0)11 835-2503Email: [email protected] • Website: www.civilab.co.za Civil Engineering Testing Laboratories

Consolidation TestsProject: JOB NO 685 Test 1Project No.: F64/04/2007 Sample No.:Borehole No: TP 5 Depth: 0.9Date Received: Date Tested:Remarks: An undisturbed sample tested @ NMC.

Machine No. 4 Ring No. 28 Height (mm) 18.55 Diameter (mm) 75.55

Pre-Determined Particle Specific Gravity 2.996Initial Parameters

Void Ratio 1.0336 Degree of Saturation (%) 41.2 Dry Density (Kg/m3) 1473

Effect. Stress (kPa) 10 50 100 200 400 800 1600 400 100 10 0Dial Correction (u) 0 58 97 154 206 277 417 206 97 0 0HH:MM:SS √Minutes Initial Dial Reading 1340800:00:00 0.00 1340802:00:00 10.95 11849 1197803:00:00 13.42 1221318:00:00 32.86 1338724:00:00 37.95 12950 12825 12656 12432 12115 11638End of Primary Cons 13387 12950 12825 12656 12432 12115 11638 11849 11978 12213Number of Readings: 2 1 1 1 1 1 1 1 1 1 0

Civilab

24/04/2007

Z414

Before TestWater Content

Masses for Water Content Determination (g)

Before Test

08/06/2007

After Test13.3%214.8232.2 231.1 92.29

Dial Readings in Microns

After TestWet Sample and Ring

14.2%and Ring

RingOnly

Dry Sample


Consolidation TestsProject: JOB NO 685 Test 2Project No.: F64/04/2007 Sample No.:Borehole No: TP 5 Depth: 0.9Date Received: Date Tested:Remarks: An undisturbed sample tested soaked.



Void Ratio 1.0672 Degree of Saturation (% 39.8 Dry Density (Kg/m3) 1449

Effect. Stress (kPa) 10 50 100 200 400 800 1600 400 100 10 0Dial Correction (u) 0 60 79 113 140 210 327 140 79 0 0HH:MM:SS √Minutes Initial Dial Reading 1361100:00:00 0.00 1361102:00:00 10.95 9370 958003:00:00 13.42 994218:00:00 32.86 1362124:00:00 37.95 13506 13007 11950 10995 917048:00:00 53.67 9982End of Primary Cons 13621 13506 13007 11950 10995 9982 9170 9370 9580 9942Number of Readings: 2 1 1 1 1 1 1 1 1 1 0

Civilab

235.1

08/06/2007

Masses for Water Content Determination (g)Wet Sample and Ring Dry Sample Ring

Before Test14.2%

and Ring20.0%92.65

24/04/2007

After TestBefore Test


Water ContentAfter Test Only

217.4242.4

Z414


Consolidation TestsProject: JOB NO 685Project No.: F64/04/2007 Sample No.:Borehole No: TP 5 Depth: 0.9Date Received: Date Tested:

Test 1

10 50 100 200 400 800 1600 400 100 10

Strain (%) 0.11 2.16 2.62 3.22 4.15 5.48 7.29 7.29 7.19 6.44Mv (1/MPa) 0.5108 0.0927 0.0604 0.0464 0.0332 0.0227 0.0000 0.0036 0.0827Void Ratio 1.0313 0.9898 0.9804 0.9681 0.9492 0.9223 0.8853 0.8853 0.8875 0.9026

Test 2

10 50 100 200 400 800 1600 400 100 10

Strain (%) -0.05 0.24 2.79 8.21 13.14 18.14 21.82 21.76 20.97 19.46Mv (1/MPa) 0.0729 0.5093 0.5427 0.2462 0.1251 0.0461 0.0006 0.0263 0.1668Void Ratio 1.0683 1.0623 1.0096 0.8974 0.7957 0.6923 0.616 0.6175 0.6338 0.6648

Civilab

08/06/2007

Z414

24/04/2007

Effect.Stress (kPa)

Effect. Stress (kPa)

Strain Log Pressure-5

0

5

10

15

20

251 10 100 1000 10000

Effective Stress (kPa)

Stra

in (%

)

Test 1

Test 2


Consolidation TestsProject: JOB NO 685Project No.: F64/04/2007 Sample No.:Borehole No: TP 5 Depth: 0.9Date Received Date Tested:

Test 110 50 100 200 400 800 1600 400 100 10


Test 2

10 50 100 200 400 800 1600 400 100 10

Strain (%) -0.0531 0.23873 2.78515 8.2122 13.1353 18.1379 21.8249 21.756 20.9655 19.4642Mv (1/MPa) 0.07294 0.50928 0.54271 0.24615 0.12507 0.04609 0.00057 0.02635 0.16681Void Ratio 1.0683 1.06226 1.00962 0.89744 0.79567 0.69225 0.61603 0.61746 0.6338 0.66484

Civilab

24/04/2007 08/06/2007

Z414



Void Ratio Log Pressure

0.00

0.20

0.40

0.60

0.80

1.00

1.20

1 10 100 1000 10000


Void

Rat

io

Test 1Test 2


100 100 100 100 100 100 100 98 94 91 85 72 66 60 39 24 23 18 17



37.5mm


0.150mm 0.075mm 0.060mm

Linear Shrinkage

4.75mm


53.0mm 19.0mm 0.050mm0.250mm0.425mm


REMARKS:


CL A.6 (9)7.7






0.020mm 0.005mm 0.002mm 0.0018mm0.006mm

Soil description :

INSITU

CHECKED BY :INSITU MOISTURE = 14.5%

2.0mm26.5mm

Source :

13.2mm 9.5mm


Grading modulus

Dusky Red Soil

0.35



0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.001 0.010 0.100 1.000 10.000 100.000

Particle Size [mm]

Per

cent

age

Fin

er B

y M

ass

Activity Chart

0

10

20

30

40

50

60

70

80

0 10 20 30 40 50 60 70 80


Wei

ghte

d P

last

icity

Inde

x %

low

medium

very high

Plasticity Chart

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Liquid Limit

Pla

stic

ity In

dex

CL

ML

OLor

MH

OH

CH

or

ML - CL

high

SiltClay


0.5

1.02.0

indicator v2.5.704.1668.07


100 100 100 100 100 100 99 96 90 82 76 68 62 57 37 23 22 17 16



37.5mm


0.150mm 0.075mm 0.060mm

Linear Shrinkage

4.75mm


53.0mm 19.0mm 0.050mm0.250mm0.425mm


REMARKS:


CL A.6 (7)6.4






0.020mm 0.005mm 0.002mm 0.0018mm0.006mm

Soil description :

INSITU


2.0mm26.5mm

Source :

13.2mm 9.5mm


Grading modulus

Dusky Red Soil

0.46



0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.001 0.010 0.100 1.000 10.000 100.000

Particle Size [mm]

Per

cent

age

Fin

er B

y M

ass

Activity Chart

0

10

20

30

40

50

60

70

80

0 10 20 30 40 50 60 70 80


Wei

ghte

d P

last

icity

Inde

x %

low

medium

very high

Plasticity Chart

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Liquid Limit

Pla

stic

ity In

dex

CL

ML

OLor

MH

OH

CH

or

ML - CL

high

SiltClay


0.5

1.02.0

indicator v2.5.704.1669.07


100 100 100 100 100 100 100 100 96 93 87 70 64 59 40 25 23 15 14



Grading modulus

Dusky Red Soil

0.34


INSITU

CHECKED BY :none

2.0mm26.5mm

Source :

13.2mm 9.5mm



0.020mm 0.005mm 0.002mm 0.0018mm0.006mm

Soil description :




REMARKS:


CL A.6 (9)8.4



53.0mm 19.0mm 0.050mm0.250mm0.425mm

Position : Depth [m] : TP 6 a 1.200

37.5mm


0.150mm 0.075mm 0.060mm

Linear Shrinkage

4.75mm


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.001 0.010 0.100 1.000 10.000 100.000

Particle Size [mm]

Per

cent

age

Fin

er B

y M

ass

Activity Chart

0

10

20

30

40

50

60

70

80

0 10 20 30 40 50 60 70 80


Wei

ghte

d P

last

icity

Inde

x %

low

medium

very high

Plasticity Chart

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Liquid Limit

Pla

stic

ity In

dex

CL

ML

OLor

MH

OH

CH

or

ML - CL

high

SiltClay


0.5

1.02.0

indicator v2.5.704.1670.07

Engeo Lab (Pty) Ltd

JOB NO:

DATE:

1670

TP 6

@ 1.2m

Mass of sample in air (g) a113.20

Mass of waxed sample in air (g) b117.50

Mass of waxed sample in water @ 25oC (g) c40.20

Mass of water displaced (b - c) (g) d77.30

Mass of wax (b - a) (g) e4.30

Density of wax (kg/m3) f0.93

Volume of wax (e / f) (ml) g4.62

Volume of sample (d - g) (ml) h72.68

Wet density of sample ( a / h *100 ) (kg/m3) I1558

Dry density of sample (I / (100 + k) * 1000) (kg/m3) j1353

Mass Pan & Wet Mat. (g) 72.16

Mass Pan & Dry Mat. (g) 70.13

Mass Pan (g) 56.67

% Moisture (%) k 15.1

Laboratory Determined Max. Dry Density (kg/m3) l

Laboratory Determined O.M.C. % m

Pecentage of Max. Dry Density (j/l*100) %

Percentage Wet (-) Dry (+) of O.M.C. (m-k) %

Specific Gravity 2.61

Position

Depth

INSITU DENSITY & MOISTURE DETERMINATION

Sample Number

704 (#685)

5-May-2007


100 100 100 100 100 100 100 99 94 90 83 62 53 46 32 20 19 11 10


D10 : 0.002 D30 : 0.016 D60 : 0.071 Active program : YES

37.5mm


0.150mm 0.075mm 0.060mm

Linear Shrinkage

4.75mm

Position : Depth [m] : TP 6 0.300-1.500

53.0mm 19.0mm 0.050mm0.250mm0.425mm


REMARKS:


G10CL A.6 (8)8.7






0.020mm 0.005mm 0.002mm 0.0018mm0.006mm

Soil description :

INSITU

CHECKED BY :none

2.0mm26.5mm

Source :

13.2mm 9.5mm


Grading modulus

Dusky Red Soil

0.45

2Uniformity coefficient : Curvature coefficient : 38


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.001 0.010 0.100 1.000 10.000 100.000

Particle Size [mm]

Per

cent

age

Fin

er B

y M

ass

Activity Chart

0

10

20

30

40

50

60

70

80

0 10 20 30 40 50 60 70 80


Wei

ghte

d P

last

icity

Inde

x %

low

medium

very high

Plasticity Chart

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Liquid Limit

Pla

stic

ity In

dex

CL

ML

OLor

MH

OH

CH

or

ML - CL

high

SiltClay


0.5

1.02.0

indicator v2.5.704.1671.07

Engeo Lab (Pty) Ltd MAXIMUM DRY DENSITY & OPTIMUM MOISTURE CONTENT RESULTSCivil Engineering Materials Laboratory

REMARKS:

Tests done according to TMH 1 Method: A7

16.6

17.7

15.6

NONE

DUSKY RED SOIL

Dry Density (kg/m3) Moisture Content (%)Corrected

% Moisture

% Stab.

18.6

16.6

17.7

15.6

18.6

1894

1864

1859

1830

Material Description

26-Apr-2007 7/1671 TP 6

0.300-1.500Layer

Job No.

Client

Project

704

GEO 3 CC

#685

Date Sample No. km / Hole No.

Optimum Moisture Content (%)

1886

17.0

1836 14.5

Maximum Dry Density (kg/m3)

Moisture - Density Relationship Curve

1820

1830

1840

1850

1860

1870

1880

1890

1900

1910

1920

13 14 15 16 17 18 19 20 21

Moisture Content (%)

Dry

Den

sity

(kg

/m3 )

Engeo Lab (Pty) LtdCivil Engineering Materials Laboratory

C.B.R. RESULTS

90%

16.8

16.8

16.8

1887

1796

1701

100.1

95.2

INTERPRETED STRENGTH AT:

Tests done according to TMH 1 Methods: A7, A8, A9.

4.8

0.4

8.5 8.3

4.9

PROCTOR

6.0

4.1 3.3

100% 98% 97% 95% 93%

6.0 5.5 5.3

3.7

DRY DENSITY

(kg/m3)

6.5 5.7

7.62mm

0.1

0.3

3.4

MOD AASHTO

NRB

17.0MAXIMUM DRY DENSITY (kg/m3) OPTIMUM MOISTURE CONTENT (%)7/1671 1886

90.23.7

Project #685

% COMPACTIONMOULDING

MOISTURE (%)

COMPACTION DATAC.B.R. VALUES

% SWELL2.54mm 5.08mm

SAMPLE NO.

Material Description DUSKY RED SOIL

Date 4-May-2007

Section (ch - ch)

Source TP 6

Client GEO 3 CC % Stab. NONE

Job No. 704 Layer 0.300-1.500

1

10

89 90 91 92 93 94 95 96 97 98 99 100 101

% COMPACTION

C.B

.R. V

AL

UE

S


100 100 100 100 100 100 100 99 98 94 89 75 66 59 43 23 21 12 11



Grading modulus

Dusky Red Soil

0.28


INSITU

CHECKED BY :none

2.0mm26.5mm

Source :

13.2mm 9.5mm



0.020mm 0.005mm 0.002mm 0.0018mm0.006mm

Soil description :




REMARKS:


CL A.6 (10)8.4



53.0mm 19.0mm 0.050mm0.250mm0.425mm


37.5mm


0.150mm 0.075mm 0.060mm

Linear Shrinkage

4.75mm


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.001 0.010 0.100 1.000 10.000 100.000

Particle Size [mm]

Per

cent

age

Fin

er B

y M

ass

Activity Chart

0

10

20

30

40

50

60

70

80

0 10 20 30 40 50 60 70 80


Wei

ghte

d P

last

icity

Inde

x %

low

medium

very high

Plasticity Chart

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Liquid Limit

Pla

stic

ity In

dex

CL

ML

OLor

MH

OH

CH

or

ML - CL

high

SiltClay


0.5

1.02.0

indicator v2.5.704.1672.07


Consolidation TestsProject: JOB NO 685 Test 1Project No.: F64/04/2007 Sample No.:Borehole No: TP 7 Depth: 2.5Date Received: Date Tested:Remarks: An undisturbed sample tested @ NMC.



Void Ratio 1.2258 Degree of Saturation (%) 37.9 Dry Density (Kg/m3) 1341


Civilab

24/04/2007

Z415

Before TestWater Content

Masses for Water Content Determination (g)

Before Test

18/06/2007

After Test14.7%205.6223.1 222.1 93.23


After TestWet Sample and Ring

15.6%and Ring

RingOnly

Dry Sample


Consolidation TestsProject: JOB NO 685 Test 2Project No.: F64/04/2007 Sample No.:Borehole No: TP 7 Depth: 2.5Date Received: Date Tested:Remarks: An undisturbed sample tested soaked.



Void Ratio 1.2085 Degree of Saturation (% 38.2 Dry Density (Kg/m3) 1351


Civilab

247.8

18/06/2007

Masses for Water Content Determination (g)Wet Sample and Ring Dry Sample Ring

Before Test15.5%

and Ring21.8%106.78

24/04/2007

After TestBefore Test


Water ContentAfter Test Only

228.9255.5

Z415


Consolidation TestsProject: JOB NO 685Project No.: F64/04/2007 Sample No.:Borehole No: TP 7 Depth: 2.5Date Received: Date Tested:

Test 1

10 50 100 200 400 800 1600 400 100 10

Strain (%) 0.15 1.16 1.56 2.19 2.99 4.36 7.05 7.16 6.99 6.84Mv (1/MPa) 0.2547 0.0787 0.0636 0.0399 0.0341 0.0336 -0.0009 0.0056 0.0168Void Ratio 1.2226 1.1999 1.1912 1.177 1.1592 1.1289 1.069 1.0665 1.0702 1.0736

Test 2

10 50 100 200 400 800 1600 400 100 10


Civilab

18/06/2007

Z415

24/04/2007

Effect.Stress (kPa)


Strain Log Pressure0

5

10

15

20

25

30

351 10 100 1000 10000


Stra

in (%

)

Test 1

Test 2


Consolidation TestsProject: JOB NO 685Project No.: F64/04/2007 Sample No.:Borehole No: TP 7 Depth: 2.5Date Received Date Tested:

Test 110 50 100 200 400 800 1600 400 100 10

Strain (%) 0.15 1.16 1.56 2.19 2.99 4.36 7.05 7.16 6.99 6.84Mv (1/MPa) 0.2547 0.0787 0.0636 0.0399 0.0341 0.0336 -0.0009 0.0056 0.0168Void Ratio 1.2226 1.19992 1.19116 1.177 1.15924 1.12888 1.06901 1.06649 1.07021 1.07357

Test 2

10 50 100 200 400 800 1600 400 100 10


Civilab

24/04/2007 18/06/2007

Z415



Void Ratio Log Pressure

0.00

0.20

0.40

0.60

0.80

1.00

1.20

1.40

1 10 100 1000 10000


Void

Rat

io

Test 1Test 2


100 100 100 100 100 100 100 99 96 93 86 70 63 57 35 23 21 14 14



Grading modulus

Dusky Red Soil

0.35


INSITU

CHECKED BY :none

2.0mm26.5mm

Source :

13.2mm 9.5mm



0.020mm 0.005mm 0.002mm 0.0018mm0.006mm

Soil description :




REMARKS:


G10CL A.6 (9)8.0



53.0mm 19.0mm 0.050mm0.250mm0.425mm

Position : Depth [m] : TP 8 1.000-3.000

37.5mm


0.150mm 0.075mm 0.060mm

Linear Shrinkage

4.75mm


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.001 0.010 0.100 1.000 10.000 100.000

Particle Size [mm]

Per

cent

age

Fin

er B

y M

ass

Activity Chart

0

10

20

30

40

50

60

70

80

0 10 20 30 40 50 60 70 80


Wei

ghte

d P

last

icity

Inde

x %

low

medium

very high

Plasticity Chart

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Liquid Limit

Pla

stic

ity In

dex

CL

ML

OLor

MH

OH

CH

or

ML - CL

high

SiltClay


0.5

1.02.0

indicator v2.5.704.1673.07

Engeo Lab (Pty) Ltd MAXIMUM DRY DENSITY & OPTIMUM MOISTURE CONTENT RESULTSCivil Engineering Materials Laboratory

REMARKS:

Tests done according to TMH 1 Method: A7

16.8

17.6

18.7

NONE

DUSKY RED SOIL

Dry Density (kg/m3) Moisture Content (%)Corrected

% Moisture

% Stab.

19.6

16.8

17.6

18.7

19.6

1804

1812

1771

1736

Material Description

25-Apr-2007 7/1673 TP 8

1.000-3.000Layer

Job No.

Client

Project

704

GEO 3 CC

#685

Date Sample No. km / Hole No.

Optimum Moisture Content (%)

1800

17.6

1761 15.7

Maximum Dry Density (kg/m3)

Moisture - Density Relationship Curve

1730

1740

1750

1760

1770

1780

1790

1800

1810

1820

1830

13 14 15 16 17 18 19 20 21

Moisture Content (%)

Dry

Den

sity

(kg

/m3 )

Engeo Lab (Pty) LtdCivil Engineering Materials Laboratory

C.B.R. RESULTS

90%

17.4

17.4

17.4

1801

1715

1628

100.1

95.3

INTERPRETED STRENGTH AT:

Tests done according to TMH 1 Methods: A7, A8, A9.

8.8

0.5

9.0 8.5

9.1

PROCTOR

9.7

7.0 5.0

100% 98% 97% 95% 93%

9.7 9.4 9.3

4.9

DRY DENSITY

(kg/m3)

8.8 7.9

7.62mm

0.2

0.3

5.2

MOD AASHTO

NRB

17.6MAXIMUM DRY DENSITY (kg/m3) OPTIMUM MOISTURE CONTENT (%)7/1673 1800

90.45.2

Project #685

% COMPACTIONMOULDING

MOISTURE (%)

COMPACTION DATAC.B.R. VALUES

% SWELL2.54mm 5.08mm

SAMPLE NO.

Material Description DUSKY RED SOIL

Date 4-May-2007

Section (ch - ch)

Source TP 8

Client GEO 3 CC % Stab. NONE

Job No. 704 Layer 1.000-3.000

1

10

89 90 91 92 93 94 95 96 97 98 99 100 101

% COMPACTION

C.B

.R. V

AL

UE

S


100 100 100 100 100 99 99 98 92 88 81 68 64 61 51 37 35 25 23



Grading modulus

Dusky Red Soil

0.42


INSITU


2.0mm26.5mm

Source :

13.2mm 9.5mm



0.020mm 0.005mm 0.002mm 0.0018mm0.006mm

Soil description :




REMARKS:


CL A.6 (9)8.0



53.0mm 19.0mm 0.050mm0.250mm0.425mm


37.5mm


0.150mm 0.075mm 0.060mm

Linear Shrinkage

4.75mm


0

5

10

15

20

25

30

35

40

45

50

55

60

65

70

75

80

85

90

95

100

0.001 0.010 0.100 1.000 10.000 100.000

Particle Size [mm]

Per

cent

age

Fin

er B

y M

ass

Activity Chart

0

10

20

30

40

50

60

70

80

0 10 20 30 40 50 60 70 80


Wei

ghte

d P

last

icity

Inde

x %

low

medium

very high

Plasticity Chart

0

10

20

30

40

50

60

0 10 20 30 40 50 60 70 80 90 100

Liquid Limit

Pla

stic

ity In

dex

CL

ML

OLor

MH

OH

CH

or

ML - CL

high

SiltClay


0.5

1.02.0

indicator v2.5.704.1674.07

Documents

Attention: Mr H Hattingh GEOTECHNICAL INVESTIGATION: …