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 7 residual schist 1.30 3.10 @2.50
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
Client: Hannes Hattingh Consulting Engineers. Project: Maake Plaza Shopping Centre. GC/685/3/hjs. 2 July 2007 4
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.
Client: Hannes Hattingh Consulting Engineers. Project: Maake Plaza Shopping Centre. GC/685/3/hjs. 2 July 2007 5
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.
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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
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
Hannes Hattingh Consulting Engineers.
MAAKE PLAZA SHOPPING CENTRE
HOLE No: TP02Sheet 1 of 1
HOLE No: TP02Sheet 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.
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
1) Pit excavated without refusal.
2) No groundwater seepage encountered.
3) No samples taken.
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 09072 320
dot.PLOT 4013 J&W D00D
HOLE No: TP02HOLE No: TP02
Hannes Hattingh Consulting Engineers.
MAAKE PLAZA SHOPPING CENTRE
HOLE No: TP03Sheet 1 of 1
HOLE No: TP03Sheet 1 of 1
JOB NUMBER: 685JOB NUMBER: 685
0.40
0.00
1.50
3.20
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, 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
1) Pit excavated without refusal.
2) No groundwater seepage encountered.
3) No samples taken.
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 05072 223
dot.PLOT 4013 J&W D00D
HOLE No: TP03HOLE No: TP03
Hannes Hattingh Consulting Engineers.
MAAKE PLAZA SHOPPING CENTRE
HOLE No: TP04Sheet 1 of 1
HOLE No: TP04Sheet 1 of 1
JOB NUMBER: 685JOB NUMBER: 685
0.40
0.00
1.60
3.20
Dry, brown, loose, open textured, silty fine 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, 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
1) Pit excavated without refusal.
2) No groundwater seepage encountered.
3) No samples taken.
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 :
2 652 97572 273
dot.PLOT 4013 J&W D00D
HOLE No: TP04HOLE No: TP04
1.20m
2.80m
0.90m
Hannes Hattingh Consulting Engineers.
MAAKE PLAZA SHOPPING CENTRE
HOLE No: TP05Sheet 1 of 1
HOLE No: TP05Sheet 1 of 1
JOB NUMBER: 685JOB NUMBER: 685
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
1) Pit excavated without refusal.
2) No groundwater seepage encountered.
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.
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 00472 353
dot.PLOT 4013 J&W D00D
HOLE No: TP05HOLE No: TP05
1.20m
0.30--1.30m
Hannes Hattingh Consulting Engineers.
MAAKE PLAZA SHOPPING CENTRE
HOLE No: TP06Sheet 1 of 1
HOLE No: TP06Sheet 1 of 1
JOB NUMBER: 685JOB NUMBER: 685
0.30
0.00
1.30
3.20
Dry, grey-brown, loose, open textured, silty SAND with abundant roots;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 = 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
1) Pit excavated without refusal.
2) No groundwater seepage encountered.
3) Undisturbed sample taken at 1.20m.
4) Bulk sample taken at 0.30--1.30m.
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 02272 448
dot.PLOT 4013 J&W D00D
HOLE No: TP06HOLE No: TP06
2.50m
Hannes Hattingh Consulting Engineers.
MAAKE PLAZA SHOPPING CENTRE
HOLE No: TP07Sheet 1 of 1
HOLE No: TP07Sheet 1 of 1
JOB NUMBER: 685JOB NUMBER: 685
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
1) Pit excavated without refusal.
2) No groundwater seepage encountered.
3) Undisturbed sample taken at 2.50m.
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 09:26..Z:\685\TESTPITS.TXT
ELEVATION :COORD-S/x :COORD-E/y :
2 652 92772 483
dot.PLOT 4013 J&W D00D
HOLE No: TP07HOLE No: TP07
1.00--3.00m
Hannes Hattingh Consulting Engineers.
MAAKE PLAZA SHOPPING CENTRE
HOLE No: TP08Sheet 1 of 1
HOLE No: TP08Sheet 1 of 1
JOB NUMBER: 685JOB NUMBER: 685
0.40
0.00
1.30
3.10
Dry, grey-brown, loose open textured, silty SAND with abundant roots;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.
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
1) Pit excavated without refusal.
2) No groundwater seepage encountered.
3) Bulk sample taken at 1.00--3.00m.
4) DCP undertaken in the base of the pit.
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 09:26..Z:\685\TESTPITS.TXT
ELEVATION :COORD-S/x :COORD-E/y :
2 652 90872 393
dot.PLOT 4013 J&W D00D
HOLE No: TP08HOLE No: TP08
1.00m
Hannes Hattingh Consulting Engineers.
MAAKE PLAZA SHOPPING CENTRE
HOLE No: TP09Sheet 1 of 1
HOLE No: TP09Sheet 1 of 1
JOB NUMBER: 685JOB NUMBER: 685
0.30
0.00
1.30
3.20
Dry, grey-brown, loose, open textured, 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.
(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
1) Pit excavated without refusal.
2) No groundwater seepage encountered.
3) Lump sample taken at 1.00m.
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 09:26..Z:\685\TESTPITS.TXT
ELEVATION :COORD-S/x :COORD-E/y :
2 652 85172 497
dot.PLOT 4013 J&W D00D
HOLE No: TP09HOLE No: TP09
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 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 7 residual schist 1.30 3.10 @2.50
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
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 2Project No.: F64/04/2007 Sample No.:Borehole No: TP 5 Depth: 0.9Date Received: Date Tested:Remarks: An undisturbed sample tested soaked.
Machine No. 3 Ring No. 21 Height (mm) 18.85 Diameter (mm) 76.25
Pre-Determined Particle Specific Gravity 2.996Initial Parameters
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
Dial Readings in Microns
Water ContentAfter Test Only
217.4242.4
Z414
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 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
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 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
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 1.03133 0.98978 0.98035 0.96808 0.94922 0.92225 0.88531 0.88531 0.8875 0.90263
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
Effect. Stress (kPa)
Effect. Stress (kPa)
Void Ratio Log Pressure
0.00
0.20
0.40
0.60
0.80
1.00
1.20
1 10 100 1000 10000
Effective Stress (kPa)
Void
Rat
io
Test 1Test 2
EngeoLab (Pty) LtdCivil Engineering Materials Laboratory
100 100 100 100 100 100 100 98 94 91 85 72 66 60 39 24 23 18 17
Clay : 18 Silt : 48 Sand : 33 Gravel : 2 Fines : 94
D10 : D30 : 0.010 D60 : 0.049 Active program : YES
37.5mm
ATTERBERG LIMITSUNIFIED PRA
0.150mm 0.075mm 0.060mm
Linear Shrinkage
4.75mm
Position : Depth [m] : TP 5 @ 1.200
53.0mm 19.0mm 0.050mm0.250mm0.425mm
32 15 14PI (weighted)
REMARKS:
CLASSIFICATIONLiquid Limit Plasticity Index TRH
CL A.6 (9)7.7
Soil constituents % :
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
26-Apr-07 7/1668Sample No.
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
SIEVE ANALYSIS ( % PASSING )
Grading modulus
Dusky Red Soil
0.35
Uniformity coefficient : Curvature coefficient :
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 v2.5.704.1668.07
EngeoLab (Pty) LtdCivil Engineering Materials Laboratory
100 100 100 100 100 100 99 96 90 82 76 68 62 57 37 23 22 17 16
Clay : 17 Silt : 45 Sand : 34 Gravel : 4 Fines : 90
D10 : D30 : 0.011 D60 : 0.055 Active program : YES
37.5mm
ATTERBERG LIMITSUNIFIED PRA
0.150mm 0.075mm 0.060mm
Linear Shrinkage
4.75mm
Position : Depth [m] : TP 5 @ 2.800
53.0mm 19.0mm 0.050mm0.250mm0.425mm
36 13 12PI (weighted)
REMARKS:
CLASSIFICATIONLiquid Limit Plasticity Index TRH
CL A.6 (7)6.4
Soil constituents % :
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
26-Apr-07 7/1669Sample No.
0.020mm 0.005mm 0.002mm 0.0018mm0.006mm
Soil description :
INSITU
CHECKED BY :INSITU MOISTURE = 14.0%
2.0mm26.5mm
Source :
13.2mm 9.5mm
SIEVE ANALYSIS ( % PASSING )
Grading modulus
Dusky Red Soil
0.46
Uniformity coefficient : Curvature coefficient :
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 v2.5.704.1669.07
EngeoLab (Pty) LtdCivil Engineering Materials Laboratory
100 100 100 100 100 100 100 100 96 93 87 70 64 59 40 25 23 15 14
Clay : 15 Silt : 49 Sand : 36 Gravel : 0 Fines : 96
D10 : D30 : 0.009 D60 : 0.052 Active program : YES
Grading modulus
Dusky Red Soil
0.34
Uniformity coefficient : Curvature coefficient :
INSITU
CHECKED BY :none
2.0mm26.5mm
Source :
13.2mm 9.5mm
SIEVE ANALYSIS ( % PASSING )
26-Apr-07 7/1670Sample 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
CL A.6 (9)8.4
Soil constituents % :
37 18 17PI (weighted)
53.0mm 19.0mm 0.050mm0.250mm0.425mm
Position : Depth [m] : TP 6 a 1.200
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 v2.5.704.1670.07
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
EngeoLab (Pty) LtdCivil Engineering Materials Laboratory
100 100 100 100 100 100 100 99 94 90 83 62 53 46 32 20 19 11 10
Clay : 11 Silt : 43 Sand : 46 Gravel : 1 Fines : 94
D10 : 0.002 D30 : 0.016 D60 : 0.071 Active program : YES
37.5mm
ATTERBERG LIMITSUNIFIED PRA
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
32 17 16PI (weighted)
REMARKS:
CLASSIFICATIONLiquid Limit Plasticity Index TRH
G10CL A.6 (8)8.7
Soil constituents % :
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
26-Apr-07 7/1671Sample No.
0.020mm 0.005mm 0.002mm 0.0018mm0.006mm
Soil description :
INSITU
CHECKED BY :none
2.0mm26.5mm
Source :
13.2mm 9.5mm
SIEVE ANALYSIS ( % PASSING )
Grading modulus
Dusky Red Soil
0.45
2Uniformity coefficient : Curvature coefficient : 38
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 v2.5.704.1671.07
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
EngeoLab (Pty) LtdCivil Engineering Materials Laboratory
100 100 100 100 100 100 100 99 98 94 89 75 66 59 43 23 21 12 11
Clay : 12 Silt : 54 Sand : 33 Gravel : 1 Fines : 98
D10 : D30 : 0.009 D60 : 0.051 Active program : YES
Grading modulus
Dusky Red Soil
0.28
Uniformity coefficient : Curvature coefficient :
INSITU
CHECKED BY :none
2.0mm26.5mm
Source :
13.2mm 9.5mm
SIEVE ANALYSIS ( % PASSING )
26-Apr-07 7/1672Sample 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
CL A.6 (10)8.4
Soil constituents % :
36 17 16PI (weighted)
53.0mm 19.0mm 0.050mm0.250mm0.425mm
Position : Depth [m] : TP 7 @ 2.500
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 v2.5.704.1672.07
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 7 Depth: 2.5Date Received: Date Tested:Remarks: An undisturbed sample tested @ NMC.
Machine No. 4 Ring No. 26 Height (mm) 18.55 Diameter (mm) 75.85
Pre-Determined Particle Specific Gravity 2.984Initial Parameters
Void Ratio 1.2258 Degree of Saturation (%) 37.9 Dry Density (Kg/m3) 1341
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 1340500:00:00 0.00 1340502:00:00 10.95 11871 1201103:00:00 13.42 1213616:00:00 30.98 1337824:00:00 37.95 13131 13019 12644 12320 1168172:00:00 65.73 12844End of Primary Cons 13378 13131 13019 12844 12644 12320 11681 11871 12011 12136Number of Readings: 2 1 1 1 1 1 1 1 1 1 0
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
Dial Readings in Microns
After TestWet Sample and Ring
15.6%and Ring
RingOnly
Dry Sample
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 2Project No.: F64/04/2007 Sample No.:Borehole No: TP 7 Depth: 2.5Date Received: Date Tested:Remarks: An undisturbed sample tested soaked.
Machine No. 3 Ring No. 16 Height (mm) 19.95 Diameter (mm) 75.95
Pre-Determined Particle Specific Gravity 2.98Initial Parameters
Void Ratio 1.2085 Degree of Saturation (% 38.2 Dry Density (Kg/m3) 1351
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 1361000:00:00 0.00 1361002:00:00 10.95 7608 777703:00:00 13.42 808916:00:00 30.98 1360624:00:00 37.95 12857 11956 10142 9089 739672:00:00 65.73 11099End of Primary Cons 13606 12857 11956 11099 10142 9089 7396 7608 7777 8089Number of Readings: 2 1 1 1 1 1 1 1 1 1 0
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
Dial Readings in Microns
Water ContentAfter Test Only
228.9255.5
Z415
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 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
Strain (%) 0.02 3.47 7.89 12.02 16.68 21.61 29.51 29.38 28.84 27.67Mv (1/MPa) 0.8634 0.8842 0.4125 0.2331 0.1232 0.0987 0.0010 0.0180 0.1298Void Ratio 1.2081 1.1318 1.0342 0.9431 0.8401 0.7313 0.5568 0.5596 0.5715 0.5973
Civilab
18/06/2007
Z415
24/04/2007
Effect.Stress (kPa)
Effect. Stress (kPa)
Strain Log Pressure0
5
10
15
20
25
30
351 10 100 1000 10000
Effective Stress (kPa)
Stra
in (%
)
Test 1
Test 2
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 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
Strain (%) 0.02005 3.47368 7.89474 12.0201 16.6817 21.609 29.5088 29.3835 28.8421 27.6742Mv (1/MPa) 0.86341 0.88421 0.41253 0.23308 0.12318 0.09875 0.00104 0.01805 0.12977Void Ratio 1.20807 1.1318 1.03416 0.94305 0.8401 0.73128 0.55681 0.55958 0.57153 0.59733
Civilab
24/04/2007 18/06/2007
Z415
Effect. Stress (kPa)
Effect. Stress (kPa)
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
Effective Stress (kPa)
Void
Rat
io
Test 1Test 2
EngeoLab (Pty) LtdCivil Engineering Materials Laboratory
100 100 100 100 100 100 100 99 96 93 86 70 63 57 35 23 21 14 14
Clay : 14 Silt : 49 Sand : 36 Gravel : 1 Fines : 96
D10 : D30 : 0.012 D60 : 0.055 Active program : YES
Grading modulus
Dusky Red Soil
0.35
Uniformity coefficient : Curvature coefficient :
INSITU
CHECKED BY :none
2.0mm26.5mm
Source :
13.2mm 9.5mm
SIEVE ANALYSIS ( % PASSING )
26-Apr-07 7/1673Sample 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
G10CL A.6 (9)8.0
Soil constituents % :
34 17 16PI (weighted)
53.0mm 19.0mm 0.050mm0.250mm0.425mm
Position : Depth [m] : TP 8 1.000-3.000
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 v2.5.704.1673.07
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
EngeoLab (Pty) LtdCivil Engineering Materials Laboratory
100 100 100 100 100 99 99 98 92 88 81 68 64 61 51 37 35 25 23
Clay : 25 Silt : 40 Sand : 34 Gravel : 2 Fines : 92
D10 : D30 : 0.003 D60 : 0.044 Active program : YES
Grading modulus
Dusky Red Soil
0.42
Uniformity coefficient : Curvature coefficient :
INSITU
CHECKED BY :INSITU MOISTURE = 10.9%
2.0mm26.5mm
Source :
13.2mm 9.5mm
SIEVE ANALYSIS ( % PASSING )
26-Apr-07 7/1674Sample 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
CL A.6 (9)8.0
Soil constituents % :
31 16 15PI (weighted)
53.0mm 19.0mm 0.050mm0.250mm0.425mm
Position : Depth [m] : TP 9 @ 1.000
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 v2.5.704.1674.07
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