==ENG15B00342Y_CVE309_END-OF -SEM-NEWTON WOLERU.pdf

2ND
SEMESTER 2020/2021 ACADEMIC YEAR
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300
ENG15B00342Y
CVE309 FOUNDATIONENGINEERING AND
DESIGN
THOMAS AKYEN

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QUESTION NUMBER: ( Q1) ________SUB-QUESTION (1(a))_____________
BORING METHODS OF TESTING SOIL SAMPLES
In this method, subsurface investigations are employed in other to collect samples which
may include various soil type. When the visual inspection or laboratory testing,
Some method of techniques are considered which include: auger boring, rotary drilling,
wash boring, percussion drilling, auger drilling and test pits which are used to derive or
get disturbed and undisturbed samples of soils.
This boring method are used due to the soil types, the efficiency of boring technique, types
of soil sample which is disturbed or undisturbed , when facility and accuracy are provided,
so that soil and ground water variety could be ascertained.
 The materials to be seen and the relative efficiency of the various boring methods in such
materials.
 The available facility and accuracy with which changes in the soil and ground water conditions
can be determined.
 Possible disturbance of the material to be sampled
Further more, it enhance explorations that involves greater depths in which direct method fail.
Boring Methods for Soil Sample
Auger Boring
This is a very flexible and cost-effective boring method that can be in use for almost
all types of soil excluding the gravelly soil and rocks. In this method there is
occurance in difficulty in gravelly soil and special drilling bits will be used for rocks.
Auger boring determine and derive disturbed soil specimen.
It get the soil sample through a maximum practical depth of nearly 35m due to the
fact, the available time and equipment type.

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Rotary Drilling
This technique of boring can be used for all types of soil including rocks. used to
derive and take disturbed as well as undisturbed soil sample. Therefor ,it is
specifically used for stiff soil layers. The practical depth of sampling is around
70m and greater depth due to the type of utilized equipment. In General, thin-
walled tube samplers and different piston samplers are in use to take undisturbed
soil specimen. The diameter of the undisturbed soil sample is nearly 100 mm and
the ranges is from 150mm to 200mm for rocks.
In General, thin-walled tube samplers and various piston samplers are used to
collect undisturbed soil specimen. The diameter of the undisturbed soil sample is
around 100 mm and ranges from 150mm to 200mm for rocks.

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Wash Boring
In Wash boring technique, is used to take disturbed and undisturbed samples in
almost all the different types of soils excluding rocks. In this method, portable,
cheap, and limited equipment is used in turn an advantage of wash boring. It is the
same to rotary drilling, thin-walled tube samplers and piston samplers are in use to
recover undisturbed soil samples with minimum 50 mm diameter and maximum
100 mm diameter.
Standard Penetration Test (SPT)
In this method, it is done in boreholes so that estimation on consistency, relative density,
and strength -deformation parameters of soils.
However, soil samples determined from SPT testing are used for the classification
purposes.
Weathered rock, SPT testing are considered to be used. the workability is at certain
numbers and respective range, for example: interval of 1.5m/test to the borehole depth
termination of all boreholes. Records number of blows required to 15cm penetration is
noted, in the first 15cm, it is termed as seating drive.
Subsequent of the second and the third 15cm penetration is known as standard
penetration resistance or the raw N value.

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Dynamic Cone Penetration Test
It is technique of geotechnical investigation that produce a measure of the in-situ resistance of
soil to penetration. It can aid in the determination of the strength of in-situ soil and depth and

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thickness of sub-surface soil layers. test is simple, cost effective and easy to convey. This test in
conjuction with other tests is done before carrying out trenchless installation projects.
The geotechnical investigation reports include the important document, required to make
decisions regarding the method and tools most suitable for a project.
The dynamic cone penetration test is done by driving a cone into the ground by repeated blows
with a standard weight dropped from a standard height. The penetration of the cone is measured
after every blow and recorded. For harder soil, the reading may be noted after a certain number
of hammer blows. The standard cone size is 20 mm diameter and angle of 60°, with the
hammer have a weight of 8 kg.
test can measure resilient modulus, California bearing ration (CBR), shear strength, and
unconfined compressive strength.
Vane Shear Test (VST )
an in-situ geotechnical testing methods used to estimate the undrained shear strength of fully
saturated clays without disturbance. test can be relative in terms of simple, quick, and bring
a costeffective way to estimate,the soil shear strength; therefore, it is widely used in
geotechnical investigations. results of the test are not accurate if clay contains silt or sand.
Under special condition, the vane shear test can be performed, in the laboratory on
undisturbed soil specimens; moreover, use of the vane shear test in in-situ testing is so
known.

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Description and procedure
Vane shear test equipment
apparatus made of a four-blade stainless steel vane put together to a steel rod so that, pushed
into the ground. height of vane is twice its overall widths and is often equal to 10 cm or 15 cm.
A typical vane shear test kit usually contains the following items: Torque wrench
Drive head
Extension rods, usually D20/D22x1000 mm
Spanner for extension rod
2 or 3 Vane sizes. Commin sizes: 19x38 mm, 25x50mm, 30x60mm, 75.8x151.5 mm
Transport Case.
Vane shear test procedure
can be either frodonem the ground surface or from the bottom of a borehole or a test pit. If
done from the bottom of a bore hole, the test area should will be at the depth of least three times
the borehole diameter lower that the borehole bottom in order to avoid the borehole disturbance
effects. test begi by pushing the vane and the rod vertically into the soft soil. The vane is then
rotated at a slow rate of 6° to 12° per minute. The torque is measured at regular time intervals
and the test continues until a maximum torque is reached and the vane rotates rapidly for
several revolutions.
During this time, the soil fails in shear on a cylindrical surface around the vane. The rotation is
continued after shearing and the torque is measured to estimate the remoulded shear strength.
Undrained shear strength calculation
undrained shear strength of the saturated soil is same to the applied torque and the dimensions
of the vane. undrained shear strength is calculated by putting the torque to the moments
corresponding to the total shear strength over the sides and the ends of the cylindrical shear
failure surface:
Torque = Ts + Te
Ts = moment of shear resistance force on the side of the cylindrical failure surface
Te = moment of shear resistance force at the two ends of the cylindrical failure surface
Replacing the above equation with the test parameters, and solving for the undrained shear
strength, we obtain:
C u=T / [πd^2(h/2 + d/6)]
where
C_u Undrained shear strength of the soil
T Maximum torque at failure
h height of the vane
d diameter of the vane

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QUESTION NUMBER: ( Q1) ________SUB-QUESTION (1(b))_____________
OPEN SUMPS AND DITCHES
The use of sumps and ditches within an excavation is one of the basic method of dewatering
employed in construction. However, water entering these installed units can be pumped out.
The sump is point down below the ground level of the excavation as shown in figure-1, at
one or more corners or the sides. The method deals with the cutting of a small ditch around
the bottom of the excavation that is falling towards the sump. The sumps is the name given
for the shallow pits that are dug along the periphery of the excavation or the drainage area,
which is named as ditches. in the action of gravity, the water from the slopes will flow to the
sumps. So, The sumps collect the water and is later pumped out.

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vital amount of seepage can result in raveling or sloughing or softening of the slope in the
lower part. The slump bottom may also be subjected to piping.
The above issue, can be solved by the use of inverted filter that is of many layers. These have
coarser material in successive layers from the bottom of the sump pit to the upward direction.
Advantages of Sumps and Ditches
advantages of Sumps and Ditches include :
 widely used and also It is suitable for small depth lowering.
 It is found to be most economical one among dewatering systems while
considering the installation and the maintenance procedures
Disadvantages of Open Sump and Ditches
 As for areas where there is high heads or steep slopes, the method is not
demanded. This method will bring collapse of the slopes and cause dangerous
problems
 Purpose of sumps and ditches in open or timbered excavation will bring risk in the
stability of the base.
WELL POINT SYSTEM
A well point is 5.0-7.5 cm diameter metal or plastic pipe 60 cm – 120 cm long which
is perforated and covered with a screen. The lower end of the pipe has a driving head
with water holes for jetting.
Well points are connected to 5.0-7.5 cm diameter pipes known as riser pipes and are
inserted into
the ground by driving or jetting. The upper ends of the riser pipes lead to a header pipe
which, in turn, connected to a pump.
The ground water is removed by the pump into the well points through the header
pipe and then discharged. In this method of dewatering system is effecient in soils
constituted primarily of sand fraction.

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However ,well points can lower a water level to a maximum of 5.5 m below the
centerline of the Header pipe. In silty fine sands this limit is 3-4 m. Multiple
stage system of well points are used for lowering water level to a greater depth.
A single well point handles between 4 and 0.6 m3/hr depending on soil type.
DEEP WELL DRAINAGE .

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At which, a deep excavation is needed and a large quantity of groundwater is required
to be removed, dewatering may be done by constructing deep wells in soils or rocks
where permeability is between moderate (e.g. sands) to high (e.g. gravels).
QUESTION NUMBER: ( Q1) ________SUB-QUESTION (1(c))_____________
the process of bearing capacity of in geotechnical engineering.
BEARING CAPACITY
for the foundation to be stable, adequate provision requires proper factor of safety
against the shear or bearing failure of the underlying soil and the structure must has
capacity to withhold the settlements that will cause, that is differential settlements.
There are certain criteria that will ensure the bearing capacity of a foundation which
requires certain requirements to ensure stability of the foundation.
However, the value of such design of the safe bearing capacity would be small of the
two values.
It include two criteria :
i)Shear failure criterion.
ii) Settlement criterion.

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However, bearing capacity does not allow deformation of the soil which is based
on factors : water content, bulk density, angle of internal friction and the way that
load is applied on the soil.
maximum load per unit area which the soil or rock can carry without yielding or
displacement is termed as the bearing capacity of soils tecnique of determining
bearing capacity
The various methods of computing the bearing capacity can be listed as follows:
Presumptive Analysis
Analytical Methods
Plate Bearing Test
Penetration Test
Modern Testing Methods
Centrifuge Test .
QUESTION NUMBER: ( Q2) ________SUB-QUESTION (2(a))_____________
Data given :
Rectangular footings:
L = 3m
B = 2m
Column size = 420 mm × 420 mm
Moment = 90kNm
𝐸𝑠𝑜𝑖𝑙 = 21 × 103
𝐾𝑁/𝑚2
𝑢 = 0.3
𝐴𝑥𝑖𝑎𝑙 𝑙𝑜𝑎𝑑 =
500𝐾𝑁
SOLUTION.
To find , .

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𝑒 =
𝑀
𝑃
𝑒 =
90
500
= 0.18 <
𝐵
6
, ℎ𝑒𝑛𝑐𝑒 𝑛𝑜 𝑡𝑒𝑛𝑠𝑖𝑜𝑛 𝑖𝑛 𝑓𝑜𝑢𝑛𝑑𝑎𝑡𝑖𝑜𝑛 𝑖𝑠 𝑙𝑖𝑘𝑒𝑙𝑦 𝑡𝑜 𝑜𝑐𝑐𝑢𝑟
To Calculate the rotation , ɵ
𝜃 =
12𝑀 ( 1 − 𝑈2
)
𝐿𝐵2 𝐸𝑆
=
12 × 90 × 0.91
2 × 9 × 2100
= 2.6 × 10−3
𝑟𝑎𝑑𝑖𝑎𝑛𝑠
To Calculate, rotation significant to produce a moment of
90kNm at the foundation.
From structural analysis, the moment produced by a rotation
in a beam with far end fixed is given by the following
expression:
𝑀 = (
4𝐸𝑐𝐼
𝐿
) 𝜃, 𝑤ℎ𝑒𝑟𝑒 𝐸𝑐 𝑖𝑠 𝑓𝑜𝑟 𝑐𝑜𝑛𝑐𝑟𝑒𝑡𝑒
𝐼 𝑜𝑓 𝑐𝑜𝑙𝑢𝑚𝑛 =
(0.424)
12
= 2.6 × 10−3
𝑚4
𝐸𝐶 = 25 ×
106𝐾𝑁
𝑚2
, 𝑙𝑒𝑡 𝐿 = 3𝑚
𝜃 𝑡𝑜 𝑝𝑟𝑜𝑑𝑢𝑐𝑒 𝑚𝑜𝑚𝑒𝑛𝑡 𝑜𝑓 90 𝐾𝑁𝑚 𝑎𝑡 𝑡ℎ𝑒 𝑐𝑜𝑙𝑢𝑚𝑛 𝑒𝑛𝑑
𝜃 =
𝑀𝐿
4𝐸𝐶𝐼
=
90 × 3
4 ×25 × 106 ×2.6 × 10−3
= 1.04 × 10−3
𝑟𝑎𝑑𝑖𝑢𝑠 𝑜𝑛𝑙𝑦
Thus , supposed structure will re-modify to a new equilibrium with rotation of the foundation to
behave as a hinged end at foundation.

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QUESTION NUMBER: ( Q2) ________SUB-QUESTION (2(b))_____________
Meyerhof Bearing Capacity Equation
The explicit or definite form of Meyerhof bearing capacity analysis equation shown
below:
However, with the ultimate bearing capacity (qult) in relation to the cohesion (c), the
effective overload pressure at the level of the foundation base (q0’) at which is exact to
the effective unit weight of the soil multiplied by the depth to the base of the
foundation (Df), and also the effective weight of the soil (γ) and the width of the
foundation (B) in consideration.
The equation which shows the bearing capacity factors (Nc, Nq, Nγ) which are obtained
using the below equations where Φ is the soils angle of internal friction.
In other way, the bearing capacity factors have been shown as both graphs and tables for
ease of calculation before computers. Examples of these tables and graphs are shown below.

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Additional Modification Factors
 This equation also includes change factors for foundation shape (sc,
sq, sγ), depth (dc, dq, dγ), load inclination (Ic, iq, iγ). These equations are
shown below.
 depth factors estimate for the increased bearing capacity of the
foundation at greater depth. Such factor are for the additional strength
provided by the soils above the level of the foundation.
 This shape factors are re-used to adjust the allowable bearing
capacity from the theoretical infinitely long strip foundation to a real
foundation in three dimensions.

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Brinch Hansen Bearing Capacity Equation
Brinch Hansen increase the work of Meyerhof, to include for any tilting of the base of
the foundation and a current for foundations on slopes. Hansen also produce a new
formula for the bearing capacity factor Nγ.
However, Brinch Hansen bearing capacity equations are shown below. These
equations take the sameas the Terzaghi or Meyerhof equations but the equation for the
bearing capacity factor Nγ is different and additional factors are present.
Hansen Bearing Capacity Equation - Smooth
Foundation Bases
However, Brinch, Hansen also added the analysis of the bearing capacity factors for
smooth foundations which limit the friction between the base of the foundation and the
underlying soils. not a regular condition as foundations poured insitu will have a
rough base.
However this can be a requirement especially in cases such as where pre-cast concrete
foundations are used. E.g in cold climates where the foundations can not be discharge
insitu. The graph below indicate the Brinch Hansen bearing capacity factor Nγ in
connection, to the soil angle of internal friction and the friction between the base and
the soil.

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Brinch Hansen Bearing Capacity Equation -
Modification Factors
Just like other bearing capacity analysis methods the Brinch Hansen method uses a
number of change factors to adjust the results to suit certain design conditions. In the
Hansen bearing capacity equation these modification factors are;
Shape Factor – To make a change for various foundation shapes
Depth Factor – To change for foundation depth
Inclination Factor – this is to change for inclined loads
Slope Factor – this is to change, for foundations on slopes
Tilted Base Factor – To cause a change, for tilted or non-horizontal bases

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However, Hansen bearing capacity equation however improve on the Meyerhof method to show for
conditions where the foundation base which is not horizontal and on a slope at which the foundation
is situated.
Vesic Bearing Capacity Equation
Quite are very similar to Hansen’s, except for the Nγ value. The equations are indicated
below :

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Vesic Equation Conclusions
Similar but in some cases the two are largely interchanged. However , Hansen’s remains more
widely used though Vesic’s method is more used in specific industries which include offshore.
basically it is useful to use both methods and compare the results, they will usually be in close
agreement.
QUESTION NUMBER: ( Q3) ________SUB-QUESTION (3(A))_____________

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SOLUTION.
Φ = 30 degrees.
NC = 37.16
Nq = 22.46
𝑁𝑟 = 19.13
Q all, net = 295 KN.
Q all ,net =
𝑄 𝑎𝑙𝑙 𝑛𝑒𝑡
𝐴𝑅𝐸𝐴
………….(1)
>> q all , net =
295
𝐵2 ……………………(2)
q all, net =
𝑞𝑢−𝑞
𝐹𝑆
………………………(3)
That is q ( effective stress ) = γ × 𝐷𝑓 = 18.15 × 1 = 18.15. KN/m2
295
𝐵2 =
𝑞𝑢 −18.15
3
𝑞𝑢=
885
𝐵2 + 18.15

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Using 𝑞𝑢 = 1.3c 𝑁𝑐 + q Nq + 0.4 𝐵𝛾𝑁ϒ
By putting all above in 𝑇𝑒𝑟𝑧𝑎𝑔ℎ𝑖 𝑒𝑞𝑢𝑎𝑡𝑖𝑜𝑛
𝑞𝑢 = 1.3 × 50 × 37.16 + 18.15 × 22.46 + 0.4B ×
20 × 19.13.
𝑞𝑢= 2415.4 + 407.649 + 153.04B
𝑞𝑢= 2823.049 + 153.05B
885
𝐵2
+ 18.15 = 2823.049 + 153.04B
MULTIPLYING BOTH SIDES BY B2
885
𝐵2 + 18.15 × 𝐵2
= 2823.049 × 𝐵2
+ 153.04𝐵 × 𝐵2
885 + 18.15𝐵2
= 2823.049𝐵2
+ 153.04𝐵3
153.04𝐵3
+ 2823.04𝐵2
− 18.15𝐵2
− 885 = 0
153.04B3
+ 2804.899B2
– 885 = 0
B = 0.55m

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QUESTION NUMBER: ( Q3) ________SUB-QUESTION (3(B))_____________

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QUESTION NUMBER: ( Q3) ________SUB-QUESTION (3c))_____________
A steel pile Could be a produce shape, or a piece of sheet pile. at least two areas of
sheet pile might be associated together in a crate shape and driven as one pile. The
primary benefit of making use of a steel pile is its heap conveying limit. A steel pile
can take as much as 100 tons for every pile. Steel pile is much normally use for
establishments of huge constructions with substantial loads.
Assuming that, the pile is driven into a soil with low pH value, then there is a risk of
corrosion, but risk of corrosion is not as great as one might think. In spite of tar
coating or cathodic protection can be employed in permanent works.
Advantages
The total volume of soil dislodged during the driving of steel heaps is low, Steel pile
has an enormous bearing limit, Steel pile can withstand unpleasant taking care of,
Steel pile can enter through solid layers or rocks.
Disadvantages
Steel piles are less capable of than friction pile, Steel piles are somewhat costly except
if the bearing layer can foster enormous pile limit, Steel pile has a high chance of harm
from electrolysis and corrosion.

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QUESTION NUMBER: ( Q4) ________SUB-QUESTION (4A))_____________
CONSOLIDATION SETTLE OR PRIMARY COMPRESSION
The phenomenon of consolidation happens in clays because the initial excess
pore water pressures cannot be dissipated immediately owing to the low
permeability.
theory of one-dimensional consolidation, advanced by Terzaghi, can be used
to ascertain the total compression or settlement of a clay layer as well as the
time-rate of dissipation of excess pore pressures and hence the time-rate of
settlement.
The settlement entered by this procedure is known as that due to primary
compression since the process of consolidation as being the dissipation of
excess pore pressures alone is considered. The total consolidation settlement,
Sc. may be obtained from one of the following equations.
 result due to the process of consolidation.

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Clay and organic soil are usually prone to consolidation settlement.
 this process there is a reduction in volume due to expulsion of water under an
increasing load.
 a time related process occurring in saturated soil by draining water from void.
Differential Settlement
Non-uniform or differential settlement is settlement in which part of a foundation or two
adjoining footings settle differently. If the effect of differential settlement is not taken in to
the design of the structure, the structure may crack very badly and the safety of the structure
becomes questionable.
there are two methods of estimating the allowable differential settlement of a given structure:
Analytical methods: expressions derived by introducing simplifying assumptions where
stiffness used as a criterion. They may be sometimes misleading and are not used in practice.
EMPIRICAL :
Previous knowledge or results of field or lab tests are used to determine the
settlements.
magnitudes of the settlements obtained through the above methods are compared
with the permissible amount of settlement. With established the permissible limits
of differential settlement, various authors have recommended the magnitude of
maximum permissible total settlement Smax for practical purposes. If the
maximum total settlement is kept within the permissible limit, the differential
settlement, being a function of the total settlement, will also be taken care of.

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Initial Settlement or Elastic Compression
Initial settlement of a foundation.
This is also referred to as the 'immediate or distortion or contact settlement' and it is usually taken to
occur immediately on application of the foundation load (within about 7 days).
QUESTION NUMBER: (Q 4) ________SUB-QUESTION ( 4(B))_____________
 The following failures in retaining walls construction
BEARING ON GROUND
The usual pressure between the base of the wall and the soil beneath can cause a bearing failure of
the soil, if the ultimate bearing capacity is exceeded. Note that ,the allowable bearing pressure will
be one-third of the ultimate value. Note that the pressure distribution Across the base is not constant.

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Rotational Slip
This include a wall and a large number of the retained material rotate about point O, that is if the
shear resistance which result along a circular arc is exceeded. The analysis is too complex to include
here.
Wall material failure
structure on its own must be capable of withstanding the internal stresses set up, that is
to say, the stresses must not be more than allowable values. Factors of safety used
here depend on the material and the level of the designer‟s knowledge of the loads
actually applied. Naturally, the shear and bending must be considered, but the most
critical condition is likely to be tension failure of the „front‟ facet.

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Gravity Walls
Gravity walls and dams depend on the effect of gravity, largely from the self weight of the wall
itself, for stability. Walls of other types depend on a rigid base, combined with a wall designed
against bending, to provide a proper structure.
QUESTION NUMBER: (Q 5) ________SUB-QUESTION ( 5(A))_____________
 Geotechnical methods of testing of soils are performed to obtain information on
the physical properties of soil and rock around a site to design earth works and
foundations for proposed structures.

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 Soil exploration are done to determine the load bearing capacity of soil, its
physical properties, water content, shear strength and other important soil
characteristics.
 Adequate knowledge of soil is very important for analysis, design and
construction of projects. Project delays , failures, cost-over run, are the result of
inadequate soil investigation.
 It enables safe, practical and economic design of the project.
 It determines the possible difficulties that may be encountered during project.
 It prevents delays of any construction project due to problematic ground
conditions.
 It evaluate the general suitability of the site for proposed project.
QUESTION NUMBER: (Q 5) ________SUB-QUESTION ( 5(B))_____________

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QUESTION NUMBER: (Q 5) ________SUB-QUESTION ( 5(C))_____________

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QUESTION NUMBER: (e.g. Q2) ________SUB-QUESTION (e.g. 2(a))_____________

==ENG15B00342Y_CVE309_END-OF -SEM-NEWTON WOLERU.pdf

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