A major PROJECT REPORT ON national HIGHWAY …

1

A major PROJECT REPORT

ON

“ national HIGHWAY CONSTRUCTIONS”

Under guidance of

(External Examiner) (Internal Examiner)

2

INTRODUCTION

In a National Highway project, the engineer

has to plan, design and construct either a

network of new roads or road link.

Once a highway is constructed, development takes

along the adjoining land and subsequent changes in

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alignment in geometric standards become very

difficult. A badly aligned highway is not only a source

of potential traffic hazard, but also causes a

considerable increase in transportation cost and

strain on the drivers and the passengers. Therefore,

proper investigation and planning are most important

in a road project, keeping in view the present day needs

as well as the future development of the region

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NATIONAL HIGHWAY

PROJECT

DEFINITIONS

In the contract the following words and

expressions shall have the meanings here by

assigned to them, except where the context

otherwise requires:

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(i) A BOLLARD is a short vertical post typically

found where large ships docks. While originally

it only meant a post used on a quick for mooring,

the word now also describes a variety of

structure to control or direct road traffic. The

term may be related to bole, meaning the lower

trunk of a tree.

(ii) A BYEPASS is a road or highway that avoids or

“bypasses” a built up area, town, or village, to

let through traffic flow without interference

from local traffic, to reduce congestion in the

built up area, and to improve road safety.

If there are no strong land use controls,

buildings are built a bypass, converting it into an

ordinary town road, and the bypass may

eventually become as congested as the local

streets it was intended to avoid.

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(iii) A CURB or KERB is the edge where a raised

pavement/footpath, road median, or road

shoulder meets an unraised street or other

roadway. Typically made from concrete,

asphalt, or long stones, the purpose is twofold:

first as a gutter for proper drainage of the

roadway, and second for safety, to kee p

motorist from driving into the shoulder, median,

sidewalk, or pavement.

(iv) “EMPLOYERS” means the person named as

such in part II of these conditions and the legal

successors in title to such person. But not any

assignee of such person.

(V) “CONTRACTOR” means the person whose

tender has been accepted by the employer and

the legal successors in title to such person. But

not any assignee of such person.

“Contract” means the conditions, the

specification, the drawings, the bill of

quantity, the tender, the letter of

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acceptance; the contract agreement and

such further documents as may be expressly

incorporated in Letter of Acceptance or

Contract Agreement.

“Specifications” means the specification of

the work included in the contract and any

modification therefore or addition.

“Drawings” means all drawings,

calculations and technical information of a

like nature provided by the Engineer to the

contractor under the contract and all

drawings, Calculations, Samples, Pattern,

Models, Operations and maintenance,

manuals and other technical information of

a like nature submitted by the contractor

and approved by the Engineer.

“Bill of Quantities” means the priced and

completed bill of quantities forming part of

tender.

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“Section” means a part of the works

specifically identified in the Contract as a

section.

“Site” means the places provided by the

Employer where the works are to be

executed and any other places as may be

specifically designated in the Contract as

forming part of the site.

9

SETTING OUT

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The contractor shall establish working Bench

marks tied with the reference Bench Mark in the

soon after taking possession of the site. The

reference Bench Mark for the area shall be as

indicated in the contract document of the values

of the same shall be obtained by the Contractor

from the Engineer. The working bench mark

shall be at rate of 4 per km and also at or near

all drainage structures, over bridges and under

passes. The working Bench Mark/levels should

be got approved from the Engineer. Check must

be based on this Bench Mark once every month

and adjustments, if any, got agreed with the

Engineer and recorded. An up-to-date record of

all Bench Mark including approved adjustments,

if any, shall be maintained by the contractor and

also a copy supplied to the Engineer for his

record.

The lines and levels of formation, side slopes,

drainage works, carriageways and shoulders

shall be carefully set out and frequently

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checked, care being taken to ensure that

correct gradients and cross sections are

obtained everywhere.

In order to facilitate the setting out of the

works, the centreline of the highway must be

accurately established by the contractor and

approved by the engineer. It must then be

accurately referenced in a manner satisfactory

to the engineer, every 50m intervals in plain and

rolling terrains and 20m intervals in highly

terrain and in all curve point as directed by the

engineer, with marker pegs and chainage boards

sets in or near the fence line, and schedule of

reference dimensions shall be prepared and

supplied by the Contractor to the Engineer.

These markers shall be maintained until the

works reach finished formation levels are

accepted by the Engineer.

On construction reaching the formation level

stage, the centre line again be set out by the

contractor and when approved by the Engineer,

shall be accurately referenced in a manner

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satisfactory to the Engineer by markers pegs set

at the outer limits of the formation.

No marker pegs or markers shall be moved

without the approval of the Engineer and and no

earth work shall be commenced until the centre

line has been referenced.

The contractor will be the sole responsible

party for safeguarding all survey monuments,

bench marks, etc. The Engineer will provide the

Contractor necessary for setting out of the

centre line. All dimensions and levels shown on

the drawing or mentioned in documents forming

part of the or issued under the contract shall be

verified by the Contractor on the site and he

shall immediately inform the engineer of any

apparent error in such dimensions. The

Contractor shall in connection with the staking

out of the canter line, survey the terrain along

the road and shall submit the engineer for his

approval, a profile along the road centre line

and cross section at intervals as required by the

Engineer.

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After obtaining approval of the engineer, work

on earthwork can commence and the profile and

cross section shall from the basis for

measurements and payments.

The work of setting out shall be deemed to be a

part of general works preparatory to the

execution of work and no separate payments

shall be made for the same..

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TEST DONE IN

PROJECT

LABORATORY

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TEST ON SUB GRADE SOIL

(I) GRAIN SIZE ANALYSIS

INTRODUCTION:

Most of the method for the soil identification

and classification are based on certain physical

properties of the soil. The commonly used

properties for the classification are the grain

size distribution liquid limit and plasticity index.

These properties have also been used in

empirical design method for flexible pavement;

and in deciding the suitable of sub grad soil.

Grain size analysis also known as mechanical

analysis of soil is the determination of the

percent of individual grain size present in the

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sample. The results of the test are of great

value in soil classification. In mechanical

stabilization of soil and for designing soil

aggregates mixture the result of gradation test

are used .correlation have also made between

the grain size distribution of soil and the

general soil behavior as the sub grade material

and the performance such as susceptibility to

frost action, pumping of rigid pavement etc.also

permeability characteristics, ‘bearing capacity

and some other properties, are approximately

estimated based on grain size distribution of the

soil. The soil is generally divided into four parts

on the particle size. The fraction of the soil

which is larger than 2.00 mm size is called

gravel, between 2.00 mm and 0.06 mm is sand

0.002mm silt and that is smaller than 0.002 mm

size is clay. Two type of sieves are available, one

type with square perforation on plate to sieves

course aggregate and gravel, the other type

being mesh sieves made of woven wire mesh to

sieves finer particle such fine aggregate and

soil fraction consisting of sand silt and clay.

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However the sieves opening of the smallest mesh

sieves commonly available is about 0.075 mm,

which is commonly known as 200 mesh sieves

therefore all soil particle consisting of silt and

clay which are smaller than 0.06 mm size will

pass through the fine mesh sieves with 0.075 mm

opening. Therefore the grain size analysis of

course fraction of soil is carried out using

sieves the principle of sedimentation in water.

The sieves analysis is a simple test consisting of

sieving a measured quantity of material through

successively smaller sieves. The weight retain

on each sieves. The weight retain on each sieve is

expressed as a percentage of the total sample.

The sediment principle has been used for finding

the grain size distribution of fine fraction; two

methods are commonly used pipette method and

the hydrometer method.

The grain size distribution of soil particle of size

greater than 63 micron is determine by sieving

the soil on set of sieves of decreasing sieve

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opening placed one below the other and

separating out the different size ranges.

APPARATUS:

Various apparatus set of standard sieves of

different sieves size, balance, and rubber

covered pestle mortar, oven, riffle, sieves

shaker.

Procedure

For the fraction retained on 2.0 mm sieves.

Sufficient quantity of dry soil retained on

2.0 mm sieves is weighed out. The quantity of

sample taken may be increased when the

maximum size of particle is higher. The sample

separated into various fraction by sieving

through the set of sieves of size100, 63, 20,

6, 4.75, and 2 mm is sieves. After initial sieves,

material retained on each sieves carefully

collected and weighed.

For fraction passing 2.0 mm sieves and

retained on 0.63 mm size.

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The required quantity of soil sample is taken

by riffling or quartering method, dried in

oven at 105 to 110 c and is subjected to dry

sieves analysis using a set of sieves with

sieves opening 2.0, 0.6, 0.425, 0.15, and 0.075

mm, pan lid. The material collected on the

each sieves and on the pan are separately

collected and weighed.

CALCULATION:

The weight of dry soil fraction retained on each

sieve is calculated as a percentage of the total

dry weight of the sample taken. The gravel, sand

, silt ,and clay contain in percentage.

RESULT:

The gravel, silt sand clay contents are marked

as result.

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(II) CONSISTENCY LIMITS &

INDICES

The physical properties of fine grained soil,

especially of clay differ much at different

water content. Clay may be almost in liquid

state, or it may snow plastic behavior or may be

very stiff depending on the moisture content.

Plasticity is a property of outstanding

importance for clayey soil, which may be

explained as the ability to undergo changes in

shape without rupture.

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Liquid limit it may be defined as the minimum

content at which soil will flow under the

application of a very small shearing force. The

liquid limit is usually determined in the

laboratory using mechanical device.

Plastic limit may define in general term, as

minimum terms, as minimum moisture content at

which the soil remain in a plastic state. The

lower limit is arbitrarily defined and determined

in the laboratory by prescribed test procedure.

Plastic index is defined as the numerical

difference between the liquid and plastic limit.

p.i thus indicates the range of moisture content

over which the soil in plastic condition.

Consistency limit and plasticity index vary for

different type. Hence properties are generally

used in the identification and classification of

soil

LIQUID LIMIT TEST:

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Liquid limit is the moisture content at which 25

blow in standard liquid limit apparatus will just

close a groove of standardized dimension cut in

the sample by grooving tool by a specified

amount.

APPARATUS:

Mechanical liquid limit device consists of a cup

and arrangement for raising and dropping

through a specified height, grooving tool. Other

apparatus include spatula, moisture containers,

and balance of capacity 200g sensitive to0.01 g

oven to maintain 105 to110c.

PROCEDURE:

About 120 g of dry pulverized soil sample

passing 425 micron sieve is weighted, and mixed

thoroughly with distilled water in the

evaporating dish to from a uniform thick paste.

The liquid limit device is adjusted to have a free

fall of cup through 10mm.a portion of the paste

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is placed above the lowest spot, and squeezed

down with the spatula to have a horizontal

surface . the specimen is trimmed by firm strokes

of spatula in a such a way that the maximum depth

of soil sample in the cup is 10 mm. the soil in the

cup is divided along the diameter through the

center line pf the cam followed by firm strokes

of the grooving tool. So as to get a clean and

sharp groove. The crank is rotated at the rated

at the rate of two revolutions per second by

hand so that the cup is lifted and dropped. This

continued till the two halves of the soil cake

come in to contact at the bottom of the groove

along a distance of 10 mm, and the number of

blows given is recorded . a representative soil is

taken, placed in moisture container, lid placed

over it and weighed. The container in dried in

oven and the dry weight determined the next day

for finding the moisture content of the soil. The

operations are repeated for at least three more

trial with slightly increased moisture content

each time, nothing the number of blows so that

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there at least four uniformly distribute reading

of number of blows between 10 and 40 blows.

CALCULATION:

the flow index The flow cure is plotted by taking

the number of blows in the log scale on the x-

axis, and the water content in arithmetic scale

on the y-axis, of format sheet .the flow curve is

straight line drawn on semi-logrithmetic plot.

The moisture content corresponding to 25 blow

is read from this curve rounding off the nearest

whole number and is reported as the liquid w1 of

the soil. The slope of the straight line flow cure

is flow index. It may be calculated from the

following formula;

For index, If= 𝑊1−𝑊2

𝐿𝑜𝑔 𝑛2−𝐿𝑜𝑔𝑛1 =

𝑊10−𝑊100

𝐿𝑜𝑔10 100/10 =w𝑊10 −

𝑊100

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Hence if the flow curve is extrapolated and

moisture w10 and w100 corresponding to

10and 100 blows respectively are found, then

the difference in these water content would

give of the soil.

PLASTIC LIMIT TEST

Plastic limit is the moisture content at which a

soil when rolled in to thread of smallest

diameter possible, start crumbling and has

diameter of 3 mm.

APPARATUS:

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Evaporating dish, spatula, glass plate, moisture

containers, rod of 3 mm diameter , balance

sensitive to 0.01 g, drying oven controlled at

temperature 105 to110c.

PROCEDURE:

About 20 g of dry, pulverized soil passing 425

micron IS sieve is weighed out. The soil is mixed

thoroughly with distilled water in the

evaporating dish till the soil paste is plastic

enough to be easily molded with fingers. A small

ball is formed glass plate to a thread. The

pressure just sufficient to roll into a thread of

uniform diameter should be used. The rate of

rolling should be between 80 and 90 strokes per

minute counting a stroke as one complete motion

of hand forward and back to starting position

again. The rolling is done till the diameterof thread is 3

mm . then the soil is kneaded together to a ball and

roller again to from therad this process of

alternate rolling and kneading is continude

untill the thread. This process of alternate

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rolling and kneading is continude until th

ethread crumbles under prassure required for

rolling and the soil can no longer to roll into a

thread.

If the crumbling start at diameter less than 3 mm,

then moisture content is more than the plastic

limit and if the diameter is greater while

crumbling starts, the moisture content is lower.

CALCULATION:

The plastic limit (w0) is expressed as a whole

number by obtaining the mean of the moisture

content of the plastic limit.

Plastic index is calculated as the diffrence

between liquid limit and plastic limit.

Plastic index = liquid limit – plastic limit

W1-wp

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(III)

COMPACTION TEST

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Compaction of soil is a mechanical process by

which by which the soil partical are constrained

to be packed more closley together by reducing

the air void. Soil compaction causes decreases ia

air void and consequently an increase in dry

density. This may result in increase in shearing

strength., the possible of future settelment or

compressibility decrease. Degree of compaction

is usually measured quantitativily nby dry

density.

APPARATUS:

(a) Cylindrical mould of capacity 1000 cc. with

an internal diameter of 10 cm and height 12.73

cm. the mould is fitted with a detachable base

plate and removable collar extension of

about 6 cm hight.

(b) For the light compaction, a metal rammer

having 5 cmdiameter circular face, and weight

2.6 kg is used which has drop oif 31 cm.

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For heavy compaction, the rammer has 5 cm

diameter circular face, but havin g weight

4.89 kh free drop of 45 cm.

(c) Steel straight edge having behaving beveled

edge for trimming top of the specimen.

(d) Other accessories include moisture

container, balance of capacity 10kg and

200kg, oven, sieves, mixing tools.

PROCEDURE:

In case of soil sample has particle bigger than

4075 mm sieve, about 20 kg of the representstive

soil is air dried, mixed pulerized and sieved

through 20 mm and 4.75 m sieve is not use in the

test the percentage passing 20 mm sieve and

retained on 4075 mm sieve is noted and if this is

less than 20 percen this sample is used as such. It

is more than this phenomenon is repeated. In case

the sample passes 4075 sieves, than the bdry

pulverized sample is sieved through 4.75 mm sieve

and the portion passing this sievesis only used

for the test. About 16 kg of dry soil in total may

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be neccessery for the compaction test in the

1000 cc mould. For compaction the soil in the

mould every time the required quantity quantity

will depend on the soil type, size of mould,

moisture content and amount of compaction. As

arough guidance, for each test 2.5 kg of soil may

taken for light compaction. As arough guidance,

for each test 2.8 kg for heavy compaction, and

than the required water ia added. The estimated

weight to be added to the soil every time may be

measured in in a jet graduated in cc. enough

water is added to to the specimen to bearing the

moisture content to about 7% less than the

estimated o.m.c. for sandy soil and 10% less for

clay soils. The processed soil stored in an air

tight container for about 10 to 20 enable

moisture to spread uniform in the soil mass.

The mould with base fitted in is weighed. The

process soil water mixture throughly and

divided into eight equal part.

(1)For light compaction the wet soil is

compacted into the mould in three equal

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layers, each layer being 25 blow of the 2.6kg

rammer.

(2)For heavy compaction the wet soil mix is

compacted in the mould in five equal layer

being 25 bloq of 4.89 kg hammer.

The blow should be uniform ly disributed over

the surface of each layer. Each layer of the

compacted soil is scored with a spatula before

placing the soil for the succeeding. The amount

of the soil used should be just sufficient to fill

the mould leaving about 5 mm to strike off on the

top after compacting the final layer.

The coller is removed and the compacted soil is

leveled to th top of the mould by mean of

straight edge. The mould and the soil are then

weighed. The soil is then ejected out of the mould

and cut in the middle and a representative

specimen is determine by finding the wet weight,

keeping in the oven at 105c to 110c and finding

the dry weight the next day.

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CALCULATION:

Let weight of mould copacted soil be = W1 g

Weight of empty mould =W2 g

Volume of mould = W

Wet density = 𝑊1−𝑊2

𝑊 g/cc

Then dry density = 𝑊𝑒𝑡 𝐷𝑒𝑛𝑠𝑖𝑡𝑦

(100+𝑀.𝐶)∗100

RESULT:

The result are dry density and wet density.

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CALIFORNIA BEARING

RATIO TEST

INTRODUCTION:

The California bearing ratio (CBR) test was

developed by the California division of highway

as a method of classification and evaluating soil-

subgrade and base course material for flexible

pavements. Just after world war-2, the

U.S.Crops of engineers adopted the C.B.R. test

for use in designing base course for air field

pavement. The test is empirical and result can

not be related accurately with any fundamental

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property of the material. The CBR is a measure of

resistance of a material to penetration of a

standard plunger under controlled density and

moisture conditions. The test procedure should

be strictly adhered if high degree of

reproducibility is desired. The CBR test may be

conducted in remould or undisturbed specimen in

the laboratory. U.S. crops of engineers have

also recommended a test procedure for in-situ

test. Many methods exist today which utilize

mainly CBR test value for designing pavement

structures. The test is simple and has been

extensive investigated for field correlation of

flexible pavement thickness requirement

briefly, the test consist of causing a cylindrical

plunger of diameter 50 mm to penetrate

component material at 1.25 mm/minute. The

loads, for 2.5 mm and 5.0 mm are recorded. This

load is expressed as a percentage of standard

load value at a respective deformation level to

obtain CBR value.

APPARATUS:

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Loading machine: Any compression machine

which can operate at a constant rate of 1.25

mm/minute can be used for this purpose. If such

machine is not available then a calibrate

hydraulic press with proving ring to measure

load can be used. A metal penetration piston or

plunger of a diameter 50 mm is attached to the

loading machine.

Cylindrical moulds: Mould of 150 mm diameter

and 175 mm height provided with a collar of

about 50 mm length and detachable

perforated and base are used for this purpose.

A spacer disc of 148 mm diameter and 47.7 mm

thickness is used to obtain a exactly 127.3 mm

height

Compaction rammer: The material is usually

compacted as specified for the work, either by

dynamic compaction or ISI are given in table

bellow:-

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TYPE OF

COMPACTIO

N

NUMBE

R OF

LAYERS

WEIGHT

OF

HAMMER

, Kg

FALL

, cm

NUMBE

R OF

BLOWS

Light

compaction

3 2.6 31 56

Heavy

compaction

5 4.89 45 56

Adjustable stem, perforated plate, tripod and

dial gauge: the standard procedure require

that the soil sample before testing should be

soaked in water to measure swelling.

Annular weight: in order to stimulate the

effect of the overlying pavement weight,

annular weight each of 2.5 kg and 147 mm

diameter are placed on the top of the specimen,

both at the time of soaking and testing the

sample, as surcharge.

Beside above equipment, coarse filte r paper,

sieves, oven, balance, etc. Required

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40

TEST ON

CEMENT

(1) FINENESS TEST:

INTRODUCTION:

41

The object of this is to check the proper

grinding of cement. The rate of hydration

depends on the fineness of cement. The finer is

the cement, the earlier the hydration and the

faster and greater is the gaining of strength.

This because of hydration starts at the surface.

Larger the surface area (i.e. finer the cement),

faster will be hydration. However, very fine

cement is susceptible to air set and

deteriorates earlier. The grinding of cement

shall be as fine as to conform to the standard

specification and also shall be uniformly fine .If

the cement is not uniformly fine, the concrete

made out of it will have poor workability and

will require a large quantity of water while

mixing. Also bleeding of concrete can occur i.e.

even before the concrete is set , water will

come out of the surface due to the settlement

of concrete particle. To check the fineness of

the cement IS: 4031-1998 gives three methods:

By drying sieving.

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1. Blaine air permeability method.

2. By wet sieving.

First method is used to find the fineness of

cement in the project laboratory.

DRY SIEVING METHOD:

The fineness of the cement depends on the

particle size distribution. A small mass of fine

cement may have surface area have large

surface area than a large mass of coarser

particle of cement. It is therefore necessary to

reduce the percentage of coarse particles to

get require fineness of cement .In this test mass

of coarser cement particle is found out which is

limited to specified percentage for various

cements as per respective Indian standard. Take

100g of various cements from samples and

breakdown any air set lumps with finger. Place

it on a standard IS sieve no.9. Continuously sieve

the sample with a gentle wrist motion for 15

43

minutes. The mass of residue shall not exceed

10g in case of ordinary Portland cement and 5g

in case of rapid hardening cement.

CALCULATION AND RESULT:

The weight of cement retained is divided by

weight taken and is multiplied by 100 so the

percentage retained cement on 90 micron sieve

is calculated. Three trials are done and the

average of percentage.

Cement retained is calculated. The average

percentage of cement retained should not be

more than the specified limit.

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(II) TEST FOR

CONSISTENCY, INITIAL &

FINAL SETTING TIME OF

CEMENT

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CONSISTENCY OF CEMENT

PASTE:

INTRODUCTION:

This test determines the quantity of water

required to produce a cement paste of standard

consistency for the use of other test. The vicat

apparatus is used for this purpose. The

consistency of standard cement paste is defined

as that consistency which will permit the vicat

plunger 50mm long and having 10mm diameter to

penetrate to a point 5mm to 7mm from the

bottom of the vicat mould. The unit of the

consistency is percentage of water by mass of

dry cement and denoted by P.

46

PROCEDURE:

Take 400g cement and add to it 30% water on a

glass plate or any non porous surface. Mix

thoroughly and fill the mould of vicat

apparatus. The interval from the time of adding

water to the dry cement until commencing to

fill the mould is known as the time of gauging

and must be not less than 3 minutes and not

more than 5 minutes. Lower plunger gently to

touch the surface of test block and quickly

release it, allowing it to sink into the paste.

Note the settlement of the plunger. The

settlement of the plunger should be 5mm to 7

mm from the bottom of the mould. If not, repeat

the procedure using fresh cement and other

percentage of water until the described

penetration of the plunger is obtained.

The consistency of standard cement paste is

expressed as the amount of water as

47

percentage by mass of dry cement.

Let, m1= mass of cement taken

m2= mass of water added when the

plunger has a penetration of 5mm to

. 7mm from the bottom of the mould.

Then the percentage of water or standard

consistency is

P = (m2/m1)x100

Usually standard consistency P lies

between 26 to 33 percent.

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TEST FOR SETTING

TIMES

49

INTRODUCTION:

The change of the cement paste from fluid to

rigid state may be referred to as setting. The

gaining of strength of a cement of a set cement

paste is known as hardening. During the setting,

cement acquires some strength, however it is

not considered in definition to distinguished

setting from hardening, where hardening is gain

of strength of a set cement paste.

Objects of these tests are:-

1. To find initial and final setting times of

cement.

2. To distinguished between quick setting and

normal setting types of cement

50

3. To detect deterioration due to storage.

When water is added to cement and mixed

properly. The chemical reaction soon starts

and the paste of cement remains plastic for a

short period. During this period, it is possible to

remix the paste for a short period. During this

period, it is possible to remix the paste. This

period is called initial setting time. It is assumed

that no hardening will starts in this period .As

time lapses, the reaction is continued and

cement begins to harden. At some stages it

gardens also called ‘finally set’ and the time

elapsed since the water was added is called

final setting time. It is not possible to express

the exact state of hardening and hence

empirical measurements are taken.

This is purely a conventional one and does not

relate to the setting and hardening of actual

concrete.

51

PROCEDURE:

Mix 400g of cement with 0.85 P percentage of

water where P is the consistency of standard

cement paste. Start the stop watch at the

instant when water is added to cement. Fill the

vicat mould with this paste and smooth of the

surface of the paste making it level with the top

of the mould attach 1mm* 1mm square cross

section needle to the vicat rod. Lower the

needle gently near the surface of the block.

Note whether the needle pierces completely .If

so, wait for a while drop the needle at a fresh

place. Repeat the procedure till the needle

fails to pierce the block for 5 + 0.5mm measured

from the bottom of the mould. The interval

between the time when water was added to

cement and the time at which the needle fails to

pierce the block by 5 + 0.5mm is known as initial

setting time.

52

Replace the needle by the needle which has a

sharp pointing, projecting in the centre with a

annular attachment and release it on the same

test block as before. Note the time when needle

makes an impression, but the attachment fails to

do so. The interval between these time and the

time when water was added is known as the

final setting time.

The initial setting time for a ordinary Portland

cement should not be less than 30 minutes and

the final setting time should not more than 10

hours. For quick setting cement, the initial

setting time should not be less than 5 minutes

and the final setting not more than 30 minutes.

The minimum limits on initial setting are specified

because:

Concrete once placed should not be distributed

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after the initial setting has taken place.

There must be sufficient time for placing of

second batch which may be distribute the first

batch of the concrete.

The transportation of concrete from the place

where concrete is prepared to the placing of

concrete requires some finite time.

The maximum limits of the final setting time are

specified because the concrete should achieve

the desired strength as early as possible so

that the shuttering can be remove and reused.

(I) AGGREGATES IMPACT TEST

INTRODUCTION:

Toughness is the property of the materials to

resist impact. Due to traffic loads, the load

stones are subjected to the pounding action or

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impacts and there possibility of stones breaking

into smaller pieces. The road stones should

therefore be tough enough to resist fracture

under impact. A test designed to evaluate the

toughness of the stones therefore the

resistance of the two fractures under repeated

impacts may be called an impact test for road

stones. Impact test may either carry out

cylindrical stone specimens as in page impact

test or stone aggregates as in a aggregate

impact test. The aggregate test has been

standardized by the British Standard Institution

and the Indian Standard Institution. The

aggregate impact value indicates the a relative

measure of the resistant of aggregate to

sudden shock or an impact, which in some

aggregate differ from its resistant to slow

compressive load. The method of test covers the

procedure for determine the aggregate impact

value of coarse aggregates.

APPARATUS:

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The apparatus consists of an impact testing

machine, a cylindrical measure temping rod, IS

sieve, balance and oven.

Impact Testing Machine : The machine

consist of a matter base with a plane lower

surface supported well on a firm flour,

without rocking detachable cylindrical

steel cup of internal diameter 10.2cm and

depth 5.0cm is rigidly fastened centrally to

the base plate. A matter hammer of weight

between 13.5 and 14 kg having the lower and

cylindrical in shape, 10cm in diameter and 5.0

cm long, with 2.0 mm chamber at the lower

edge is capable of sliding freely between

vertical guides, and fall concentric over the

cup. There is an arrangement for raising the

hammer and allowing it to fall freely

between vertical guides from a height of 38

cm on the test sample in the cup, the height

fall being adjustable up to 0.5 cm a key is

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provided for supporting the hammer while

fastening.

Measure: A cylindrical metal measure

having internal diameter 7.5 cm and depth 5.0

cm for measuring aggregates.

Tamping rod: A straight metal tamping rod

of circular cross section, 1.0 cm in diameter

and 23 m long, rounded at one end.

Sieve: IS sieve of size 12.5mm, 10mm and

2.36mm for sieving the aggregates.

Balance: A balance of capacity not less

than 500g to weight accurate up to 0.1g.

Oven: A thermostatically controlled drying

oven capable of maintaining constant

temperature between 100oC and 110oC.

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PROCEDURE:

The test sample consist of aggregates passing

12.5mm sieves and retained on 10mm sieve and

dried in an oven 4 hours at a temperature 100oC

to 110oC and cooled. The aggregates are filled

up to about one –third full in the cylindrical

measure and tamped 25 times with rounded and

of the tampering rod. Further quantity of

aggregates is then added up to about two –

third full in the cylinder and 25 strokes of the

tamping rod are given. The measure is now filled

with the aggregates to over flow, tamped 25

times. The surplus aggregates are stuck off

using the tamping rod as straight edge. The net

weight of the aggregates in the measures

determined to the nearest gram this weight of

the aggregates is used for carrying out

duplicate test on the same materials. The impact

machine is placed with its bottom plate on the

flour so that the hammer guide columns are

vertical. The cup is mixed firmly in position on

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the base of the test sample from the cylindrical

measure is transferred to the cup and

compacted by tamping with 25 strokes.

The hammer is raised until its lower face is 38

cm above the upper surface of the aggregates in

the cup ,and allowed to fall freely on the

aggregates. The test sample is subjected to a

total 15 such blows, each being delivered at an

interval of not less than one second. The

crushed aggregates is then removed from the

cup and whole of it sieve on the 2.36mm sieve

until no further significant amount passes. The

fraction passing the sieve is also weighed

accurate to 0.1gm.The fraction retained on the

sieve is also weighed and if the total weight of

the fraction passing and retained on the sieve is

added, it should not be less than the original by

1g, the result should be discarded and a fresh

test made

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METHODOLOGY OF PQC.

SCOPE:

The work shall consist of construction of un-

reinforced, dowel jointed plain cement

concrete pavements in accordance with the

requirements of MOST specification and in

conformity with the lines grades and cross

sections as shown on the approved drawings.

The work shall include furnishing of all plant

and equipment, materials and labour as directed

by the Engineer.

MATERIALS:

CEMENT:

Ordinary part land cement 43 grade confirming

IS: 8112.

ADMIXTURES:

Admixtures used conforming to IS: 9625 and IS:

9103.

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COARSE AGGREGATE:

The maximum size of aggregate is 20 mm. the

coarse aggregate complying with IS: 383

FINE AGGREGATE:

As approved in mix design confirm to IS: 383.

WATER:

It shall meet the requirement as stipulated in IS:

456.

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Bitumen testing

62

Bitumen is a mixture of organic liquids that is

black, highly viscous, sticky product used for

paving roads, waterproofing products (used in

sealing roofs). There are many tests which are

conducted to check the quality of bitumen.

Bitumen is very important component of many

construction sites like roads, highways. Many

tests are done to ensure the quality of bitumen.

Some of these are given below :-

1. Bitumen Content

2. Ductility Of Bitumen

3. Penetration of Bitumen

4. Specific Gravity of Bitumen

5. Softening Point Of Bitumen

6. Flash And Fire Point Of Bitumen

7. The Marshall Stability of Bituminous Mixture

This test is done to determine the bitumen

content as per ASTM 2172. The apparatus needed

to determine bitumen content are -

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i) Centrifuge extractor

ii) Miscellaneous – bowl, filter paper, balance

and commercial benzene.

A sample of 500g is taken.

Procedure to determine bitumen content

i) If the mixture is not soft enough to separate

with a trowel,place 1000g of it in a large pan

and warm upto 100oC to separate the particles

of the mixture uniformly.

ii) Place the sample (Weight ‘A’) in the centrifuge

extractor. Cover the sample with benzene, put

the filter paper on it with the cover plate

tightly fitted on the bowl.

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iii) Start the centrifuge extractor, revolving

slowly and gradually increase the speed until

the solvent ceases to flow from the outlet.

iv) Allow the centrifuge extractor to stop. Add

200ml benzene and repeat the procedure.

v) Repeat the procedure at least thrice, so that

the extract is clear and not darker than the

light straw colour and record the volume of

total extract in the graduated vessel.

vi) Remove the filter paper from the bowl and

dry in the oven at 110 + 5oC. After 24hours, take

the weight of the extracted sample (Weight ‘B’).

REPORTING OF RESULTS

Bitumen content = [(A-B)/B]×100 %

Repeat the test thrice and average the results.

Determining the Ductility Of Bitumen

This test is done to determine the ductility of

distillation residue of cutback bitumen, blown

type bitumen and other bituminous products as

per IS: 1208 – 1978. The principle is : The ductility

65

of a bituminous material is measured by the

distance in cm to which it will elongate before

breaking when a standard briquette specimen of

the material is pulled apart at a specified speed

and a specified temperature.

The apparatus required for this test:

i) Standard mould

ii) Water bath

iii) Testing machine

iv) Thermometer – Range 0 to 44oC, Graduation

0.2oC

Procedure to determine the Ductility Of Bitumen

i) Completely melt the bituminous material to be

tested by heating it to a temperature of 75 to

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100oC above the approximate softening point

until it becomes thoroughly fluid. Assemble the

mould on a brass plate and in order to prevent

the material under test from sticking,

thoroughly coat the surface of the plate and the

interior surfaces of the sides of the mould with a

mixture of equal parts of glycerine and dextrin.

While filling, pour the material in a thin stream

back and forth from end to end of the mould until

it is more than level full. Leave it to cool at room

temperature for 30 to 40 minutes and then place

it in a water bath maintained at the specified

temperature for 30 minutes, after which cut off

the excess bitumen by means of a hot, straight-

edged putty knife or spatula, so that the mould is

just level full. ii) Place the brass plate and mould

with briquette specimen in the water bath and

keep it at the specified temperature for about 85

to 95 minutes. Remove the briquette from the

plate, detach the side pieces and the briquette

immediately.

iii) Attach the rings at each end of the two clips to

the pins or hooks in the testing machine and pull

the two clips apart horizontally at a uniform

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speed, as specified, until the briquette ruptures.

Measure the distance in cm through which the

clips have been pulled to produce rupture. While

the test is being done, make sure that the water in

the tank of the testing machine covers the

specimen both above and below by at least 25mm

and the temperature is maintained continuously

within ± 0.5oC of the specified temperature.

REPORTING OF RESULTS

A normal test is one in which the material

between the two clips pulls out to a point or to a

thread and rupture occurs where the cross-

sectional area is minimum. Report the average of

three normal tests as the ductility of the

sample, provided the three determinations be

within ± 0.5 percent of their mean value.

If the values of the three determinations do not

lie within ± 0.5 percent of their mean, but the two

higher values are within ± 0.5 percent of their

mean, then record the mean of the two higher

values as the test result.

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Determining Penetration of Bitumen

This test is done to determine the penetration of

bitumen as per IS: 1203 – 1978. The principle is

that the penetration of a bituminous material is

the distance in tenths of a mm, that a standard

needle would penetrate vertically, into a sample

of the material under standard conditions of

temperature, load and time. The apparatus

needed to determine the penetration of bitumen is

i) Penetrometer

ii) Water bath

iii) Bath thermometer – Range 0 to 44oC,

Graduation 0.2oC

69

SAMPLE

Bitumen should be just sufficient to fill the

container to a depth of at least 15mm in excess of

the expected penetration.

Procedure to determine the penetration of

bitumen

i) Soften the bitumen above the softening point

(between 75 and 100oC). Stir it thoroughly to

remove air bubbles and water.

ii) Pour it into a container to a depth of at least

15mm in excess of the expected penetration.

iii) Cool it at an atmospheric temperature of 15 to

30oC for 11/2 hours. Then place it in a transfer

dish in the water bath at 25.0 + 0.1oC for 11/2 hrs.

iv) Keep the container on the stand of the

penetration apparatus.

v) Adjust the needle to make contact with the

surface of the sample.

vi) Adjust the dial reading to zero.

vii) With the help of the timer, release the needle

for exactly 5 seconds.

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viii) Record the dial reading.

ix) Repeat the above procedure thrice.

REPORTING OF RESULTS

The value of penetration reported should be the

mean of not less than three determinations

expressed in tenths of a mm.

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MACHINERY USED IN

CONSTRUCTION

LIST OF PLANT & MACHINERY

DEVELOPED AT SITE:

WMM Mixing plant

Tailor

Stone Crusher unit 100TPH

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Tipper (6/8)

GSB Crusher unit 100 TPH

Tipper (14cum)

Weight Bridge

Tractor

Concrete Batching Plant

Plate Compactor

Transit Mixer

Concrete Mixer

Motor Grader

Generator set 250KVA

Front end loader

Generator set 180KVA

Generator set 125KVA

Generator set 100KVA

Generator set 22KVA

Generator set 17.5KVA

Generator set 5KVA

Excavator

J.C.B

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Soil Compactor

Sensor Pavers

WMM Pavers

Vibratory Tandem Roller

Static Roller

Hydra

Air Compressor

Needle Vibrator

Water Pump

Bitumen Spryer

Welding set with Generator 8KVA

Mechanical Boomer

Vehicles

Water Tanks

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SUGGESTION AND

CONCLUSION

1. Civil engineer should perform the work at

their level best so that it will give better

result and improve the production of the

company.

2. Infrastructure of Civil Contractor Cell

should be more developed for giving the

contract to the best contractor.

3. Welfare facilities should be increase in

for civil engineers of Construction

Company.

4. For the safety of civil engineers at the

construction, company should give the

best equipments of safety to the civil

engineers.

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5. The hostel facility and amenities should

be improved so that the civil engineers

could work with more efficiency.

6. The civil engineers are advised to do their

work in slot as they do it bulk which

create adverse problems for example the

road was dug during the rainy season in

one flow which resulted in heavy loss of

material, money and machinery of the

company. The work should have been done

in small phases and according to the

circumstances. The clipping can be seen

on the next page as to how destruction

was made during the time when I was

undergoing my training.

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BIBLIOGRAPHY

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1. I.S. specification book on

highway.

2. Highway material testing

book by

3. S.K. Khanna, C.E.G Justo.

4. Organization’s Laboratory.

5. Organization’s Engineers.

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