Research Journal of Applied Sciences, Engineering and Technology 2(5): 466-475, 2010
ISSN: 2040-7467
© M axwell Scientific Organization, 2010
Submitted Date: June 13, 2010
Accepted Date: July 03, 2010
Published Date: August 10, 2010
Ground Investigation into the Hydro-Geotechnical Characteristics of
a Municipal Waste Fill Using Static Cone Penetration Tests
1,2
1
Olayiwola A.G. Oni
Department of Civil Engineering, University of Ado-Ekiti, Ado Ek iti, Nigeria, West Africa
2
Proworks Ltd., 13 Newman Street, Southampton, UK
Abstract: This study describes the procedure used to undertake Cone Penetration Tests (CPTs) on the
municipal solid w aste landfill at W hite’s pit, W imborne, UK. The results of the CPTs were interpreted and
analysed in the context of the usefulness of the tests for determining the geo-environmental properties of the
emplaced waste. The general hydro-physical characteristics of the emplaced w aste are com parab le to sand/silt
mixtures, with no dynamic pore pressure. Although CPTs may not be appro priate for determ ining accura te
quantification of the hydro-physical properties of an emplaced waste, it may be suitable for a general
characterisation of the waste fill in relations to the soil type behaviour, especially at old sites with no historical
data of the type of materials that were emplaced. This finding will significantly enhance the decisions of geoenvironmental engineers in field investigations concerning waste fills.
Key w ords: Cone pene tration tests, landfill, friction ratio, characterisation, municipal waste, dynam ic pore
pressure
old unregulated refuse fill will surely enhance the
plann ing of the after-use of su ch a landfill.
Site investigation is a process whereby all the
relevant information that may influence the construction
or performance of a proposed civil engineering or
building project and its adjacent area is acquired. In most
cases, it involves determining the surface and subsurface
conditions of such areas so as to enhance the planning
construction techniques thereby ensuring that the
development and its eventual use will be safe and
sustainable. Among the key actions undertaken in site
investigations are:
INTRODUCTION
The general human desire to buy new things and
discard old things means that the land fill of solid w aste in
landfills or dumps will likely continue to exist
notwithstanding any governmental efforts to reduce waste
produced by mankind. The inevitable disposal of
municipal solid waste has resulted in the creation of many
regulated and unregulated landfill sites in all the countries
of the world. Owing to recent strict regulations requiring
the formidable sealing (lining) of waste disposa l units in
developed coun tries, the m ain concern now is the
potential damage that may be caused by old landfills, that
were previously unlined and also the refuse dumps that
are still being scattered all over feasible o r unfea sible
places in the undeveloped countries. Aside from pollution
in old landfills (Ball and Blight, 1986; Kjeldsen, 1993;
Kjeldsen et al., 1998; Ahmed and Sulaiman, 2001;
Al-Tarazi et al., 2008; Eslam et al., 2008 ), waste mass
instability often cause catastrophic flow slides in landfills
as happened in Turkey in 1993 for the UmraniyeHekimbasi refuse dum p (Kocasoy an d Curi, 199 5) and in
the Payatas landfill disaster in Philippines in 2000, which
killed at least 278 persons (Kavazanjian and
Merry, 2005). Owing to the absence o r incom plete
historical data of refuse infilling at the majority of old
landfill sites, site investigation s are often un dertak en to
characterise the emplaced waste in an attemp t to know its
potential for pollution and stability (O ni, 2000; M atasovic
et al., 2006). In countries with limited land space for
developm ent, such as the UK, the characterisation of an
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Preliminary d esk stu dy;
Air photog raph interpretation;
W alk-over survey
Evaluate hazard and start the risk register;
Undertak e subsurface (grou nd) ex ploration;
Undertake laboratory and field tests to determine
design para meters;
Evaluation of data and g eotechnica l design ;
Report w riting;
Review design and undertake further site visits, if
necessary (Clayton et al., 1995, Simons et al., 2002).
The aim of any gro und inv estigation is to determ ine
(Lunne et al., 1997):
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Nature and sequence of the subsurface strata;
Groundw ater conditions,
Physical and mechanical properties of the subsurface
strata
Res. J. Appl. Sci. Eng. Technol., 2(5): 466-475, 2010
lower values. The results thus conclud ed an increase in
shear strength with depth owing to overburden and age of
deposit in the unsaturated zone. The constant tip and
sleeve resistances observed in the saturated zone show
that the effective stress in this zone is constant as a result
of the effect of pore pressure on the em placed waste. This
is in line with the classic Terzaghi theorem on bulk stress,
pore pressu re, and effective stress (Te rzaghi, 1936 ).
In this study, the ground investigation on the in situ
characterisation of the emplaced solid w aste at W hite’s
Pit, Canford, Poo le UK using CPTs is discussed. The
difficulty envisaged in undertaking CPTs at the site was
seen as a challenge rather than a deterrent, and as suc h, a
sizeable number of CPTs were undertaken at the site to
give allowance for drilling failures. Unlike before, the
study landfill comprises variety of municipal wastes from
inert to biodegradable materials. Furthermore, it does not
only involve the assessment of the cone resistance, the
sleeve friction, and dynamic water pressure, but the
general characterisation of the soil behaviour type as
recommended by Robertson et al. (1986). Although the
result of one of the sixteen locations of the CPT was
previously summarised (O ni and Okunade, 20 09), this
was seen as a misrepresentation, thus resulting in
extensive analysis and report of the entire investigation in
this study.
Among the techniques used for ground investigations
are:
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Test pits
Boreholes
Cone pe netration tests
Although the use of test pits and b oreholes is
prevalent in site investigations, perhaps the m ain issue
with these tests is the disturbance of the samples acquired
for laboratory testing (Powrie, 2004). In contrary, Cone
Penetration Tests (CPTs) enable the determination of
continuous in situ properties of the ground materials to be
obtained.
The cone penetration was developed in Netherlands
and was originally used as a means of locating and
evaluating the density of sand layers with the deltaic clay
formation (Simons et al., 2002). Generally, a cone
penetration test comprises a cone at the end of series of
rods pushed onto the ground at a steady rate, usually at
15-25 mm/s and the resistance is measured by means of
load cells behind the cone, and the force owing to side
friction immediately above the cone is measured using a
friction sleeve. Cone penetration tests are commonly used
in soils for various purposes (Blouin et al., 1979; Aldstadt
and Martin, 1997; R ossabi et al., 2000; Juang et al., 2003)
but are less common in waste fills (Rifai et al., 2002;
Zhan et al., 2008 ). Som e investigation s on so lid wa ste
fills have found that drilling may be possible in finegrained fills but however be significantly difficult through
emplaced municipal waste comprising variety of
constituents due to the obstructions that may occur as a
result of hard large w aste co nstituen ts, owing to
hetero geneity of MSW fill, often resulting in many trials
than in soil (Landva and Clark, 1990). Perhaps the most
notab le previous CPT undertaken on MSW landfill was at
Suzho ur, China. The landfill comprises mainly fine
cinders and d ust, which is a classical exam ple of solid
waste fill in which Landva and Clark (1990) reported
suitable for cone penetration tests. The CPT, which was
conventional electrical cone with a 43.7 mm diameter
cone-shaped tip w ith an apex angle of 60º, was used at
two location s, and penetrated MSW waste fills of
ages 0-6.8 years and 6.8-12 .8 years, respectively
(Zhan et al., 2008). The rate of penetration was controlled
at approximately 20mm/s, with the cone resistance and
side friction resistance recorded at intervals of 50 mm.
The results sh ow a general increase in the tip resistance,
q c , and sleeve resistance, f s , with depth, especially in the
unsaturated zone . In the older w aste de posit (i.e., 6.8-12.8
years), the average tip resistance against the municipal
solid wastes generally varied from 1 to 8MPa, with the
midd le values mostly lying in between 2 and 4 MPa. The
values of sleev e resistance, f s , varied from 5 0 to 300 kPa
with the middle values between 80 and 250 kPa for the
older waste deposit. The same behavioural trend was
observed for the younger deposit, however with much
METHODS
Study area: The study site is the W hite’s Pit landfill
(British National Grid SZ030971), w hich lies
approxim ately 6km north of Poole and about 8km
northwest of Bo urnemou th. The site, w hich was formed
from mineral excavation, is bordered by a wooded area
with sparse residen tial structures in the north, and by 800
acres of the Canford Heath Site of Special Scientific
Interest, one of the largest surviving fragments of lowland
heath in the south of UK. The topographical map of the
site drawn using U NIM AP software (U NIR AS, 1989) is
shown in Fig. 1. The site consists of an old “dilute and
disperse” landfill area, and a new er con tainment landfill
area. The dilute and disperse area occupies the no rthern
part of the site and it comprises the biodegradable fill area
and the inert fill area. A drainage ditch drains surface
water into a wastewater pond. There is a lake, gas
production wells, and leachate-monitoring wells located
within and o utside the landfill. There are on-site
infrastructure including a power station, two office
buildings, a workshop, and a recycling facility that is
located to the south of the site, which pro duces metals for
re-use, soil and hardcore for landscaping and construction,
and paper and wood for composting. The site including a
new comp osting facility, called New Earth Solutions
Limited, is owned by W H W hite Plc (1996) group of
waste managem ent companies although the remaining
space for refuse landfill has been leased to B iffa W aste
Services Ltd. since the 90s.
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Res. J. Appl. Sci. Eng. Technol., 2(5): 466-475, 2010
Fig. 1: Topographical map of White’s Pit landfill (Oni, 2000).
Fig. 2: The waste thickness and locations for cone penetration tests (Oni, 2000)
Geology: The site is situated in the Poole Formation of
the Palaeocene system. The Poole Formation comprises
an alternating sequence of fine to very coarse-grained,
locally pebbly, cross-bedded sands, and pale grey to dark
brown, carbo nace ous, comm only lamina ted locally
red-stained, clays and silty clays. The sands generally are
thicker than the clays and occu py ap proximately
two-thirds of the area where the formation outcrops
(Freshney et al., 1985). Analysis of the borehole logs
from the ground investigation undertaken at the site
(MacDonald, 1990 a, b) indicates that the landfill is
underlain by Rive r Terrace deposits of the Quaternary
period over d eposits of Po ole formation of the Palaeocene
system. The clays of the Poole Formation present in the
pit are Parkstone clay and Broadstone clay. The sequence
of the formation from the surface is thus River Terrace
Deposit; Parkstone Clay; Sand; and Broadstone Clay. As
the void used for refuse infilling was initially created from
sand quarrying, the w aste is thus unde rlain by Broadstone,
which has an a ve ra ge thic kness of 15 m at the site (MJ
Carter Associates, 1989; M acD onald, 199 0a, b; Dorset
Drilling Services, 1994, 1996). A laboratory test of
undisturbed samples from the ground investigation
indicates that the Broadstone clay at the site has
approxim ate values of moisture content of 0.2; bu lk
density of 20 00 kg/m 3 ; and hydraulic conductivity in the
order of 10 - 1 0 m/s (Oni, 2000).
Disp osal: Approximately 330,000 tonnes of controlled
municipal waste, mainly from Dorset area are landfilled
annually at the site (WH W hite Plc., 1996). Infilling of
refuse started at the site in 1977 with inert waste and
commercial waste, followed by waste tipping of
biode gradable materials between 1982 and 1989. The
infill phases are indicated as A-H in Fig. 2. Clay capping
of the biodegradable fill area was completed in 1990.
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Res. J. Appl. Sci. Eng. Technol., 2(5): 466-475, 2010
Tab le 1: S um mar y of con e pe netra tion te sts
Tes t poin ts
Depth (m)
Cone type
Co mm ents
TP 1
6.8
S10 CFI 083
Excessive total thrust
TP 2
6.22
S10 CFI 083
Excessive total thrust
TP 3
3.33
S10 CFI 083
Excessive total thrust and inclination
TP 4
5.86
S10 CFI 083
Excessive total thrust
TP 5
2.83
S10 CFI 083
Excessive total thrust, concrete obstruction
TP 6
S10 CFI 083
No test
TP 7
10 .1
S10 CFI 083
Excessive total thrust and inclination
TP 8
2.29
S10 CFI 083
Excessive total thrust and inclination
TP 9
1.03
S10 CFI 083
Excessive total thrust
TP 10
2.61
S10 CFI 083
Excessive total thrust and inclination
TP 11
8.81
S10 CFI 083
Excessive total thrust and inclination
TP 12
10.14
S10 CFI 083
Excessive total thrust and inclination
TP 13
1.5
S10 CFI 083
Pre-push
TP 14
7.65
S10 CFI 083
Excessive total thrust and inclination
TP 15
1.83
S10 CFI 083
Excessive total thrust and inclination
TP 16
0.99
S15CFI 023
Excessive penetrometer inclination
S10: 10 cm 2 Subtraction type calibrated over 10 tonne range; S15: 15 cm 2 Subtraction type calibrated over 15 tonne range; CFIP: Co ne , friction,
inclination. The last three digits denote the cone serial number
Static cone penetration tests: These tests w ere
undertaken using a twenty ton ne capacity hydraulic
penetrometer that is mounted on a lightweight crawler
ballasted to provide a nominal reaction of ap proximately
7000 kg. The cone end resistance and local side friction
are registered by load cells in the cone and transmitted by
an umb ilical cable through hollow push rods to a
computerised data acquisition system (GEOCONE, 1998).
The rate of co ne pe netration was constant at 20 mm /s
except where penetration w as in very dense or hard strata.
The total load application for safe working was governed
by the in situ reaction to the cone penetration. The
measurement of the cone end resistance and local side
friction of the em placed waste was accomplished through
both 10 and 15 cm 2 tonne capacity two channel electric
friction cone. The electro-mechanical coupling of the
system enab les instantane ous and co ntinuous graphical
records of cone end resistance and local side friction to be
visualised on a colou r video mo nitor. The tests were
terminated at any location where a combination of the
following conditions occurred:
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Specialty Conference In Situ’86: Use of In Situ Tests in
Geotechnical Engineering, Blacksburg, US (Robertson
et al., 1986). The summary of the drill operations of the
CPT equipment is shown in Table 1. There was no test at
point 6 owing to unfavourable ground condition - hard
strata close the ground surface. In most cases, the tests
were terminated as a result of excessive forceful push, and
inclination of the cone close to unacceptable limits, as
defined in the test procedure. The results of the cone
penetration tests are show n in Fig. 3 to 9 for penetrations
greater than 3 m. The result of the cone penetration at TP
11, which has been initially summarised (Oni and
Okunade, 2009), but slight misrepresented has been
correc tly analysed in this stud y.
The depiction shows the co ne pe netration, q c , and the
friction resistance fs , expressed as a ratio of the friction
ratio, R f, and the resultant soil behaviour type. The
dynamic pore water pressure is also shown for TP 3 and
TP 4. Owing to the heterogeneity of the emplaced waste,
the observations of the CPT at each test point are
individually discussed.
The cone resistance at TP 1 varies trem endously with
the depth of cone pene tration. There are extreme values of
q c at about three instances within the depth. These are
likely caused by pene tration thro ugh hard w aste
componen ts, such as woods, bricks etc. The random
nature of its occu rrence with depth of penetration is owing
to the heterogeneity of the waste. The fluctuation of the
sleeve resistance du e to encountered sleeve friction, f s is
implicated in the fluctuation of the friction ratio (R f) with
the depth. If these extreme values are ignored, it could be
observed that there appears to be an insignificant increase
in q c with d epth in the unsaturated zone, and the saturated
zone, which is the depth below 3 m from ground level
(G.L.). The average q c appears to vary between 0.5-2 MPa
and the R f appears to be constant at approximately 2%.
The deduced average soil behaviour indicates that the soil
type is sand/gravelly san d in the depth 0-1 m ; and is
mainly silt mixtures/sand mixtures in the depth 1-6.8 m.
High load (determined according to degree of
rebound of test string)
High load on the cone tip (generally 90% of rated
capacity or suspected eccentric loading)
High load on the friction sleeve (generally 90% of
rated capacity or suggested eccentric loading)
Excessive inclination of the cone and test string (3
degrees or rapid inclination in any stroke
Upon reaching a depth specified to the client
The overriding criterion to the above is to stop
drilling when there is likelihood for any dam age to
the equipm ent.
RESULTS AND DISCUSSION
The results of the static cone penetration tests have
b e e n interpreted in to soil typ es usin g th e
recommendations stated in the Proceedings of ASCE
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Res. J. Appl. Sci. Eng. Technol., 2(5): 466-475, 2010
Fig. 3: The cone resistance, friction ratio and soil behavior type at various depths at TP 1
Fig. 4: The cone resistance, friction ratio and soil behavior type at various depths at TP 2
The average qc at TP 2 appears to vary from 1-2 MPa,
with two extreme values in the depth 0-1m and the dep th
whe re the penetration en ded, w hich are neglected. The q c
appears to be constant with depth at an average valu e of
1 MPa in the unsaturated zone. Similar to TP 1, there are
fluctuations in the R f with depth, and the average constant
value seem s to be 2% . The soil behaviour type in the
depth 0-1 m is gravelly san d/very dense stiff sand and silt
mixture/sand mixture in the depth below 1m.
The pene tration of TP 3 is relatively small compared
to TP 1 and TP 2. If the three extreme values of q c are
neglected, the average qc is approximately 1 and app ears
to be constant with the depth of penetration, w hich is
mainly in the unsaturated zone. Similar to TP 1 and TP 2,
the R f seems constant, at approximately 2% throughout
the depth. The soil behaviour type deduced with these
data is sand mixtures/gravelly sand. The measured
dynamic pore pressure (u) within the depth of penetration
is constant, at just less than 0.1 M Pa, ind icative of no
excess pore p ressure, as it is expected in the vadose zone
of the non-clayey porous media. The dynamic pore
pressure is also measured at the penetrations at TP 4. The
measured u, is as in TP 3, just less than 0.1M Pa an d is
constant throughout the saturated and the unsaturated
zone of penetration. There appears to be hard w aste
constituents in the depth 0-2 m and the average q c appears
to be constant, at abou t just less than 1 MPa, in the
unsaturated zone , and there appears to be an insignificant
increase in the q c , to just more than 1 MPa in the saturated
zone. As b efore, R f has a lot of fluctuation and is at a
constant average value of 2 MPa with depth, thus
indicative of the fluctuation of f s . The soil behaviour type
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Res. J. Appl. Sci. Eng. Technol., 2(5): 466-475, 2010
Fig. 5: The cone resistance, friction ratio, dynamic pore water pressure, and soil behavior type at various depths at TP 3
Fig. 6: The cone resistance, friction ratio, dynamic pore water pressure, and soil behavior type at various depths at TP 4
is mainly silt mixtures/sand mixtures/sands, except in the
top soil depth of 1m where it is gravelly sand.
The cone pene tration at T P 7 is among the deepest,
out of the CPTs undertaken at the site. There are several
varied fluctuations of q c with depth in both the
unsaturated and unsaturated zones of ground penetration.
If the extreme values are ignored, it appears that the
average q c is constant throughout the depth of penetration,
at appro ximately 1 MPa. Likewise, the R f, has a constant
mean value of 2% if the extreme fluctuations are ignored
throughout the entire depth of cone pene tration. The soil
behaviour type for the depth 0-2 m is mainly sands w hile
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Res. J. Appl. Sci. Eng. Technol., 2(5): 466-475, 2010
Fig. 7: The cone resistance, friction ratio, and soil behavior type at various depths at TP 7
Fig. 8: The cone resistance, friction ratio, and soil behavior type at various depths at TP 11
the type in depth below 2 m is mainly silt mixtures/sand
mixtures.
The average qc of the cone penetration at TP 11
fluctuates greatly in the unsaturated zone, compared to the
unsaturated zone. The qc at the unsaturated zone seem s to
be slightly greater than zero but lea than 0.5 M Pa. It
appears that there is a pattern of a slight increase in the
values of q c up to approxima tely 3 M Pa, if excessiv ely
high values are neglected. U nlike before, there is a high
variation in the values of R f, indicating a high variation in
the values of f s with depth. Even with the extreme
fluctuations, it seems that R f has a mean value of 2%.
Except for the depth 2-3 m that seems to be of clays, the
soil behaviour type for the rest of the pe netration, up to
8.8 m depth is mainly silt mixtures/sand m ixtures.
There is significa nt variability in the q c and R f of the
waste at TP 12, which is the deepest cone penetration
undertaken at the site. Ignoring the extreme cone
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Res. J. Appl. Sci. Eng. Technol., 2(5): 466-475, 2010
Fig. 9: The cone resistance, friction ratio, and soil behavior type at various depths at TP 12
resistance values, the average q c appe ars to be just less
than 0.5 MP a in the unsaturated zone, and appears to
slightly increase up to 3MPa below the depth of 3 m, in
the unsaturated zone. The mean value of the R f is
approxim ately 2%. The soil behaviour type is mainly soils
in the depth 0-2 m; silt mixtures in depth 3-5 m and
mainly sand mixtures in the rest of the depth of cone
penetration.
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In general, it is deduced from the CP Ts that:
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There are extreme values of both the cone resistance
and the sleeve resistance as deduced from the friction
ration, at random spots w ithin the depth of
penetration, and therefore reasonable values of
average q c and fs could only be inferred if these
extreme values are ignored for both the saturated and
unsa turated zone s of the waste fill
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The mean cone resistance and the mean sleeve
resistance, as deduced from the friction ration, are
significa ntly variable with the depth of cone
penetration at the test points. While the cone
resistance appears to be constant with depth in
saturated and unsaturated zones of emplaced waste at
some points, it also appe ars to slightly increase with
depth in saturation and unsaturated zones of other
points. This implies that an increase in effective
stress with overburden, which is applicable to soils
and also observed in fine grained w aste fills
(Zhan et al., 2008) is inconclusive from the results,
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473
thus indicating that the stress characteristics in
emplaced waste comprising household waste may not
be determined or inferred from the results of CPTs.
In com parison to average cone resistance ranging
from 1 to 8 MPa and friction ratio rangin g from 4 to
6% in municipal inert waste comprising construction
waste materials (fine cinders and dust), the mean
cone resistance in the municipal waste comprising
inert and biodegradable materials, as in this study,
ranges from > 0 to 3 M Pa an d the m ean friction ratio
appears to be approximately 2%. This suggests that
the bulk of the emplaced waste at the area where the
CPTs were undertaken at W hite’s pit have in situ
particle density less than in w aste co mprising m ainly
of construction waste. Furthermore, it suggests that
the overburden, effective stresses and shear stress of
the emp laced waste at the site are less than that in
fills comprising inert fine waste materials. This
appears sensib le as the CPTs were undertaken in the
biode gradable area of the landfill.
Using the recommendations stated by Robertson
et al. (1986), it is observed that the soil behaviour
type for top “c ap” soil on the waste fill is
sand y/grav elly sand and the soil be haviour type of
the waste formation is silt mixture/ sand
mixture/sand. This appears reasonable as the in situ
hydraulic properties of various municipal w aste
comprising household waste have been found to be
similar to soils exhibiting the general soil behaviour
type derived from the CPTs in this study
Res. J. Appl. Sci. Eng. Technol., 2(5): 466-475, 2010
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(Ettala, 1987; Ow eis et al., 1990; Powrie and
Beaven, 1999; Oni, 2000; Reddya et al., 2009).
The dynamic pore pressure appears constant in the
zones above and below the water table. The absence
of excess pore pressure in the areas below the water
table suggests a soil behaviour type similar to sands
and less clayey. It also suggests low content of clay
in the materials used as daily (intermediate) so il
cover.
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downstream of a long estab lished sanitary landfill.
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W hite’s Pit Lan dfill. Magna Ro ad, W imborne,
Dorset.
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W hite’s Pit Landfill. Magna Road, Wimborne,
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Juang, C.H., H. Yuan, D.H. Lee and P.S. Lin, 2003.
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Kjeldsen, P., 1993. Groundwater pollution source
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349-371.
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CONCLUSION
In conc lusion, the stud y has show n that the use of
CPTs for determining the hydro-geotechnical properties
of the em placed waste layers comprising biodeg radab le
materials at a landfill site may be tedious and not give
accu rate results as desired. However, if the extreme
values of the cone resistance and sleeve resistance are
ignored, an average soil behaviour type of the various
subsurface strata of the waste may be deduced using the
recommendations of Robertson et al. (1986) from average
values of the cone and sleeve resistances. In addition,
comparison of these average values with tip resistance
and sleeve friction of the CPTs undertaken in fine grained
waste fills may infer sign ificant information concerning
the particle density of the waste, overburden stress, shear
stress, which could not be inferred directly from CPTs in
the emplaced biodegradable waste.
Aside from classification of old landfills, the findings
have show n that CPTs m ay no t be economical for field
determination of hydro-physical properties of MSW
landfill.
ACKNOWLEDGMENT
The author is most grateful to Prof David Richards
and Dr Richard Bea ven, both of the D epartm ent of C ivil
Engineering, University of Southampton UK for the
financial assistan ce and opportunity to be invo lved in
investigations on M SW fills in the w orld-class W aste
Group of the department, following his doctoral studies.
This gesture has been con tinuou sly recip rocated with
publications of qua lity articles on mu nicipal waste fills for
globa l dissem ination (“M erci”).
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