Civil Project

A major PROJECT REPORT  ON “ national HIGHWAY CONSTRUCTIO CONSTRUCTIONS NS”

 Session 2009-13

Under guidance of 

 ) SUBMITTED BY 

SUBMITTED TO 

 ) ADITYA COLLEGE OF TECHNOLOGY AND SCIENCE

SATNA (M.P.) 1

Rajiv Gandhi Proudyogiki Vishwavidyalaya, Bhopal(M.P) Aditya College of Technology & Science Satna (M.P)

CERTIFICATE

This is to certify that the project entitled as  as  “ national  HIGHWAY CONSTRUCTIONS” which has been completed &  submitted by  in partial   ,  fulfillment of the requirement requirement for the award award of the degree of Bachelor  of Eng ineering ineering in “CIVIL ENGINEERING  for  for the session 2009-  2013 is a bonafied work by them and has been completed under my   guidance and supervision. supervision. It has not been been submitted elsewhere elsewhere for any  other degree.

H.O.D Er.S.K.Gupta

Principal

Guided By

Dr.J.S. Parihar

Er.S.K.GUPTA

(Civil Engg) 2

Rajiv Gandhi Proudyogiki Vishwavidyalaya, Bhopal(M.P) Aditya College of Technology & Science Satna (M.P)

CERTIFICATE

This is to certify that the project entitled as  as  “ national  HIGHWAY CONSTRUCTIONS” which has been completed &  submitted by  in partial   ,  fulfillment of the requirement requirement for the award award of the degree of Bachelor  of Eng ineering ineering in “CIVIL ENGINEERING  for  for the session 2009-  2013 is a bonafied work by them and has been completed under my   guidance and supervision. supervision. It has not been been submitted elsewhere elsewhere for any  other degree.

H.O.D Er.S.K.Gupta

Principal

Guided By

Dr.J.S. Parihar

Er.S.K.GUPTA

(Civil Engg) 2

RAJIV GANDHI PROUDYOGIKI VISHWAVIDYALAYA, BHOPAL(M.P)

Aditya College of Technology & Science Satna (M.P)

CERTIFICATE

This is to certify that the

entitled as  “ national 

Project

HIGHWAY CONSTRUCTIONS” which has been completed & 

submitted by 

,

in partial   

 fulfillment of the requirement for the award of the degree of Bachelor  of Engineering Engineering in “CIVIL ENGINEERING” for the session 2009 -  -  2013.

(External Examiner)

(Internal Examiner) 3

ACKNOWLEDGEMENT  A Project report like this one involves many people and would be  incomplete without the mention of all those people whose guidance and   encouragement helped in the successful completion of this report. Our heartily thanks to all faculty members of    “   for their effort towards our report. I would like to thanks our H.O.D 

who has been 

a great source of inspiration for us and without whose humble guidance  the report was never to shape. I am also thankful to many people whose timely help but paucity  of space is restricting us from mentioning their name. And finally we also  thank to all my colleagues who were constant support during the whole  report.

4

DECLARATION

We hereby declare that the work which is being presented in the  Training

report

 “ national

entitled 

HIGHWAY 

CONSTRUCTIONS”in partial fulfillment of the requirement of the 

degree of    branch is an authentic record of our work carried out under the   guidance of   ER. S.K.GUPTA

The work has been carried out at 

5

INTRODUCTION

6

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 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  7

NATIONAL HIGHWAY PROJECT

DEFINITIONS

8

In the contract the following words and expressions shall  have the meanings here by assigned to them, except  where the context otherwise requires:

A 

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.

9

A 

is a road or highway that avoids or 

“bypasses”

through

a

built

traffic

up

flow

area,

town,

without

or

village,

interference

to

from

let 

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.

A 

or 

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 

10

second for safety, to keep motorist from driving into the  shoulder, median, sidewalk, or pavement.

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.

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.

means the conditions, the specification,



the drawings, the bill of quantity, the tender, the  letter of acceptance; the contract agreement and  such

further

documents

11

as

may

be

expressly 

incorporated in Letter of Acceptance or Contract  Agreement. 

means the specification of the work 



included

in

the

contract

and

any

modification 

therefore or addition. 

means



all

drawings,

calculations

and 

technical information of a like nature provided by  the Engineer to the contractor under the contract  and

all

drawings,

Models, other

Calculations,

Operations technical

and

Samples,

maintenance,

information

of

Pattern,

manuals

a

like

and 

nature 

submitted by the contractor and approved by the  Engineer. 

means the priced and completed  bill of quantities forming part of tender. 12

means



a

part

of

the

works

specifically 

identified in the Contract as a section. means the places provided by the Employer 



where the works are to be executed and any other  places

as

may

be

specifically

designated

Contract as forming part of the site.

13

in

the 

SETTING OUT

14

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 

15

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 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 

16

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 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  17

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.

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..

18

19

TEST DONE IN PROJECT LABORATORY

TEST ON SUB GRADE SOIL  (I) GRAIN SIZE ANALYSIS INTRODUCTION:

20

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 sample. The results of the test  are

of

great

stabilization

value of

in

soil

soil

and

classification.

for

designing

In

mechanical 

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

21

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

perforation

on

are

available,

plate

to

sieves

one

type

course

with

square 

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. 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  22

pass

through

opening.

the

Therefore

fine the

mesh grain

sieves

with

0.075

size

analysis

of

mm

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

smaller sieves.

of

material

through

successively 

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 opening placed one below the  other and

separating out the different size ranges.

23

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,

sieves,

4.75, material

and

2

mm

retained

is

on

sieves. each

After

sieves

initial 

carefully 

collected and weighed. 

For fraction passing 2.0 mm sieves and retained on  0.63 mm size. 24

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: 25

The gravel, silt sand clay contents are marked as result.

26

(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.

27

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.

28

Consistency limit and plasticity index vary for different  type.

Hence

properties

are

generally

used

in

the 

identification and classification of soil 

LIQUID LIMIT TEST: 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

sensitive to0.01 g oven to maintain 105 to110c.

29

200g 

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 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 

30

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  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 

31

semi-logrithmetic corresponding

to

plot. 25

The

blow

is

moisture read

from

content  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=





=    

  =w 



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.

32

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: Evaporating

dish,

spatula,

glass

plate,

moisture 

containers, rod of 3 mm diameter , balance sensitive to  0.01

g,

drying

oven

controlled

to110c.

33

at

temperature

105 

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 

roller

again

to

is kneaded together to a ball

from

therad

this

process

of

and 

alternate 

rolling and kneading is continude untill the thread. This  process of alternate rolling and kneading is continude until 

34

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 

35

(III) COMPACTION TEST

36

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

removable collar extension of about 6 cm hight.

37

and 

(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.

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  38

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 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  39

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 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  40

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.

CALCULATION: Let weight of mould copacted soil be = W1 g 

Weight of empty mould =W2 g 

Volume of mould = W 

Wet density =

 

g/cc  41

Then dry density =

  ()  )

RESULT: The result are dry density and wet density.

42

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 property of the material. The CBR  43

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. 44

APPARATUS: 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 

45

Compaction rammer: The material is usually compacted  as

specified

for

the

work,

either

by

dynamic 

compaction or ISI are given in table bellow:-

TYPE OF 

NUMBER

WEIGHT

FALL,

NUMBER

COMPACTION

OF 

OF 

cm

OF 

LAYERS

HAMMER,

BLOWS

Kg

Adjustable

stem,

3

2.6

31

56 

5

4.89

45

56 

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  46

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 

47

TEST ON CEMENT

48

(1)

TEST:

INTRODUCTION:

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  49

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.

Blaine air permeability method. 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 

50

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 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 

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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

CONSISTENCY OF CEMENT PASTE:

INTRODUCTION:

This test determines the quantity of water required to 

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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.

PROCEDURE:

Take 400g cement and add to it 30% water on a gla ss  plate or any non porous surface. Mix thoroughly and fill  54

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 percentage by mass of dry  cement.

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Let,

= mass of cement taken  = 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

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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:-

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To find initial and final setting times of cement. To distinguished between quick setting and normal  setting types of cement  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  59

taken.

This is purely a conventional one and does not relate to  the setting and hardening of actual concrete.

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 

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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.

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.

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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 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. 62

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 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  63

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:

The apparatus consists of an impact testing machine, a 

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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 

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fall being adjustable up to 0.5 cm a key is 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.

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Sieve: IS sieve of size 12.5mm, 10mm and  2.36mm for sieving the aggregates.

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Balance: A balance of capacity not less than 500g  to weight accurate up to 0.1g.

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Oven: A thermostatically controlled drying oven  capable of maintaining constant temperature between  100oC and 110oC.

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  67

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 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  68

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 

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: 69

Ordinary part land cement 43 grade confirming IS: 8112.

ADMIXTURES: Admixtures used conforming to IS: 9625 and IS: 9103.

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 

Bitumen is a mixture of organic liquids that is black, highly viscous, sticky product used for paving roads, 72

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 :-

This test is done to determine the bitumen content as  per ASTM 2172. The apparatus needed to determine  bitumen content are 73

i) Centrifuge extractor  ii) Miscellaneous – bowl, filter paper, balance and  commercial benzene. A sample of 500g is taken.

i) If the mixture is not soft enough to separate with a  trowel,place 1000g of it in a large pan and warm upto  100o C 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 

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paper on it with the cover plate tightly fitted on the  bowl. 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 + 5 o C. After 24hours, take the weight of  the extracted sample (Weight „B‟).

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Bitumen content = [(A-B)/B]×100 %  Repeat the test thrice and average the results.

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 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 44o C, Graduation 0.2o C 

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i) Completely melt the bituminous material to be tested  by heating it to a temperature of 75 to 100 o C 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 

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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 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  78

temperature is maintained continuously within ± 0.5 o C of  the

specified

temperature.

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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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 44o C, Graduation  0.2o C 

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SAMPLE  Bitumen should be just sufficient to fill the container to a  depth of at least 15mm in excess of the expected  penetration.

i)

Soften

the

bitumen

above

the

softening

point 

(between 75 and 100o C). 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.

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iii) Cool it at an atmospheric temperature of 15 to 30 o C  for 1 1/2 hours. Then place it in a transfer dish in the  water bath at 25.0 + 0.1 o C for 1 1/2 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. viii) Record the dial reading. ix) Repeat the above procedure thrice.

The value of penetration reported should be the mean of 

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not less than three determinations expressed in tenths of  a mm.

MACHINERY USED IN CONSTRUCTION 83

LIST OF PLANT & MACHINERY DEVELOPED AT SITE: 

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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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I.S. specification book on highway. Highway material testing book by  S.K. Khanna, C.E.G Justo. Organization‟s Laboratory. Organization‟s Engineers  .

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