experimental work chp 7

8/9/2019 Experimental Work CHP 7

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CHAPTER NO 7EXPERIMENTAL PROGRAM

Chapter - 7

EXPERIMENTAL PROGRAM

The experimental study was carried out at the Construction Material Testing Laboratory, Facultyof Civil Engineering, Mirpur University of cience !nd Technology Mirpur !"#$

Fig 6.1

Construction Material Testing Laboratory

STRENGTHENING OF REINFORCED CONCRETE BEAM USING FERROCEMENT CAST INSITULAMINATES

DANISH AZAD AHTESHAM ALTAF IMRAN ASLAM MUHAMMAD UMER ABDULLAHKHAN Page120


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7.1 Materials:

The materials used in this investigation are given below$ The same type of materials wereused throughout the pro%ect but unavoidably they were from different &uerries$

There are many widely accepted methods of sampling and testing of concrete and steel$ The

properties of the concrete and steel used were determined by standard tests according to the

!TM$ The designof the concrete mixes used in the pro%ect and the properties of the various

materials used are presented in this chapter

7.1.1 Coarse Aggregates:

Margalla Crush was used$ 'e ta(e 1” down crush material from crusher )T!*+L!$

-esides grading, the si.e of aggregates is also important in the sense that it affects the

wor(ability and strength of concrete mix$ The larger the maximum si.e of the aggregate, the

smaller is the cement re&uirement for a particular water to cement ratio$ This reduces the heat of

hydration and results in lesser thermal and shrin(age crac(s$ /owever, in structural wor(s, the

maximum si.e of aggregates in concrete is usually restricted to 01 mm or 23$1 mm )4 in$ or 4$1

in$ due to the limited si.e of concrete sections and spacing of reinforcing bars$

Figure5 3$0 Margalla

crush plant taxila




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7.1.1.1

Quartering:

The &uartering procedure is as follows5

1) 6lace the sample on a hard, clean, level, non7absorptive surface where there will be

no000 loss of material nor the accidental addition of foreign material$

2) Using a large trowel, shovel, or other suitable tool turn the entire sample over at least

three times$ Form the sample into a conical pile by depositing individual lifts on top of the

preceding lift$

3) Flatten the pile to a uniform thic(ness by pressing down the apex with a shovel or trowel$

Each &uarter sector of the resulting pile is re&uired to contain the material originally in the pile$

The diameter of the pile should be e&ual to 879 times the thic(ness of the pile$

4) 'ith a large trowel or other suitable tool, divide the sample into four e&ual &uarters$

:emove two diagonally opposite &uarters, including all fine material, and brush the cleared

spaces clean$

5) Combine diagonally opposite &uarters of the material into two samples$ !ll fine materials

shall be included by brushing the surface clean$ tore one of these two halves$ +f the remainingmaterial still weighs too much, repeat the entire &uartering process until the proper test sample

si.e is obtained$




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Figure: 6.3;uartering of aggregates

7.1.2 FIN A!!"!A#$

%a&ran'e(ur sand was used$ -ecause finess modulus of this sand is almost < 0$1 $The

fineness modulus is considered as a weighted average si.e of a sieve on which the material is

retained$ The fineness modulus gives an indication of the probable behavior of a concrete mix

made with aggregate having a certain grading$ ! larger value of fineness modulus indicates a

coarser particle whereas a smaller value indicates a finer particle$ Mathematically, the fineness

modulus is obtained by dividing the sum of cumulative percent mass retained at each sieve)designated in !TM C42=7>1 in a sieve analysis test, by 4>>$

7.1.3 Ceent:

?rdinary 6ortland cement with

the trade name Fau%i Cement was

used$




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Figure 7.5

Fau%i Cement

7.1.4 *ater re+u'ing Agent:

The water reducing agent used in this pro%ect was

manufactured and supplied by imporient chemicals@6ATB LT under the code name of Cherite A! ,

2--$ Chemrite !D70>> is a highly effective li&uid

super7plastici.er for production of free flowing

concrete, which prolongs slump retention at low

water7cement ratios$

Figure: 7.6'ater :educing !gent

7.1.5 $teel ars:

eformed steel !ra+e 4- for /0and /3 bars were used in the test beams$




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Figure 7.7teel bars

6.1.7 Ferrocement

T! "e##!$e%e&' %e()e( *#e$'a&g+,a# a&-

)e.ag!&a, / e#e +(e-!') ')e(e %e()e( e#e

#ae- !&e !& a&!')e# *)e.ag!&a, %e()

#ae- !& #e$'a&g+,a#/ (! ')a' ')e !&- ,,

g!!- ') ')e $!&$#e'e

Fi

6.! Rectan"#ar an$ he%aona#&errocement

7.1.0 For&or:

$teel formwor( )molds was

used for casting beams




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Figure 7.1-

teel Formwor(

7.3 Mi esign: 56

7.3.1 Intro+u'tion:

The !C+ method 044$4 is used to design normal and heavy weight concrete mixes having

twenty eight days compressive strength of 21M6a or 1>>> psi )maximum$

ound design or analysis of a composite structure depends on reliable information about the

properties of the materials to be used$ The strength of a reinforced concrete member and its

resistance to crac(ing and prevention of corrosion of reinforcement depend on many parameters, particularly on the strength properties of concrete and steel$ The deformations are related to the

stiffnesss of the members which in turn depend on the characteristics of their components




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7.3.2 a'groun+ ata:

To the extent possible, selection of concrete proportions should be based on test data or

experience with the materials actually to be used$ 'here such bac(ground is limited or not

available, estimates given in this recommended practice may be employed$

The following information for available materials will be useful5

• ieve analyses of fine and coarse aggregates$

• Unit weight of coarse aggregate$

• -ul( specific gravities and absorptions of aggregates$

• Mixing7water re&uirements of concrete developed from experience with available

aggregates$

• :elationships between strength and water7cement ratio or ratio of water7to7cement

plus other cementitious materials, for available combinations of cements, other

cementitious materials if considered, and aggregates$

• pecific gravities of portland cement and other cementitious materials, if used$

• ?ptimum combination of coarse aggregates to meet the maximum density grading for

mass concrete

7.3.3 #est:

ir8 $ie9e Anal8sis o Fine an+ Coarse Aggregates

;A$#M esignation: C l36)57

$'o(e < $ignii'an'e:

• This test method covers the determination of the particle si.e distribution of fine and

coarse aggregates by sieving$

• This gradation gives an indirect measure if the wor(ability and average particle si.e$

• !ccurate determination of materials finer than 31 micron )ieve o 0>> cannot be

achieved by this test

A((aratus

• tandard set of sieves




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• ieve sha(er

• ample of the aggregate

Figure: 7.11

ieve analysis

=ro'e+ure:

• Ta(e the oven7dried sample$ The sample should be perfectly dry because if there is some

moisture content present then the particles will stic( together and will not pass through

the sieves$

• Temperature of the oven G 44>H1 IC

• 6lace the set of standard and non7standard sieves one above another with the smallest

aperture opening at the bottom$

• The pan is placed at the bottom7most position$

• This experiment can be performed manually or with the aid of a machine called Jsieve

sha(erK$

• The manual method should be performed in a proper se&uence which is as follows

i$ forward and bac(ward motion

ii$ left and right motion

iii$ cloc(wise )C' and counter7cloc(wise )CC' motion




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iv$ Fre&uent %olting$• Time elapsed for the sieving process is 271 minutes and should not be less than 2 minutes

• 'eigh the mass retained on each sieve and calculate the percentage passing through each sieve$

• Then the FM can be calculated by using the relation

Finess modulus >

Cumulative retainedonstandardsievesof 150 µmorabove¿

Ʃ ¿

¿

!ra+ing "e?uireent or Coarse Aggregates

;Qualit8 o A$a(le):

Drading basically indicates the si.es of the aggregates and in which proportions they are present$

There are some limiting values for every sieve provided by !TM or -, we use these limiting

values to get our final answer$ Ta(e the minimum and the maximum values provided by !TM$

ow ta(e these minimum and maximum value as your reference and if the values of our own

data lies inside theseminimum and the maximum values provided by !TM, then the &uality of

our sample is ?# but if your values lies outside these of maximum and minimum range then the

sample is not according to specifications$




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@ser9ation < Cal'ulation:

#ale , 7.1: :esults of Course aggregate )Margalla Crush

Total 'eight of ampleG 8>>>g

:EULT

Material G 4K down material

Max nominal si.e G 28K

Drading re&uirements for coarse aggregates G si.e =3 ?#N

FIN A!!"!A#$ ;%a&ran'e(ur san+)



$ie9e

sie

ass

retaine+

;g)

In+i9i+ual B

retaine+

Cuulati9e B

retaine+

Cuulati9e B

(assing

$ie 67

"e?uireent

s

1” > > > 4>> 4>>

34” 28= 9$=1 9$=1 O4$21 O>74>>

30” 098> 34 3O$=1 0>$21 0>711

/4 3O9 4O$O1 OO$= >$8 >74>

/0 8 >$4 OO$3 >$2 >71

=an 40 >$2 4>> >

#otal 8>>>


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Total 'eight of ampleG 4>>>g

#ale , 7.2::esults of fine aggregate

$ie9e sie Mass retaine+;g)

In+i9i+ual Bretaine+

Cuulati9e Bretaine+

Cuulati9e B(assing

/4 49 4$3O 4$3O O9$04

/0 => 1$O= 3$31 O0$01

/16 4O> 49$93 0=$=0 32$29

/3- 20> 24$39 19$8> 84$=>

/5- 004 04$O1 9>$21 4O$=1

/1-- 491 49$23 O9$30 4$09

=an 42 4$0O 4>> >

#otal 4>>3

"esults:

Finess modulus >

Cumulative retainedonstandardsievesof ¿

100orabove

Ʃ¿

¿

> Ʃ(1.79+7.75+26.62+58.40+80.35+98.72)

100

G0$3 ?#N

iir8 ro++e+ Dnit &eight o 'oarse aggregate

;A$#M esignation: C 2E)50


• This test method is used to determine the dry rodded unit weight of the given coarse

grained specimen$




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• uring the concrete mix design, when the aggregate is to be batched by volume or by

weight, then it becomes necessary to (now the mass of the aggregates that will fill the

container of unit volume$ +f we (now the bul( density of the aggregate material then we

can easily determine the mass re&uired to fill a unit volume container$• -ul( density also indicates the percentage of voids present in the aggregate material$ This

percentage of voids affects the grading of the aggregates which is important in high

strength concrete$

• -ul( density also indicates the compactive effort re&uired to compact the concrete$

A((aratus

• -alance

• Temping rod

• Measuring Cylinder-uc(et

• hovel or coop

Figure: 7.12

Measuring Cylinder-uc(et




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=ro'e+ure:

• Calibrate the metal buc(et to determine its volume by determining the net weight of

water re&uired to fill it and dividing it by the density of water$ For this test procedure it is

sufficiently accurate to accept the density of water at room temperature to be OO9 (gm 2

)=0$2 lbs$ ft2$

• :odding the aggregates$ Fill the buc(et one7third full and rod the aggregate layer with 01

stro(es of the tamping rod, evenly distributed over the surface$ !dd another layer of

aggregates so that the buc(et is approximately two7thirds full and repeat the rodding

procedure$ The third layer of aggregates should fill the pail to overflowing$ !gain repeat

the tamping procedure and stri(e off the excess with the tamping rod$ Manually try to

balance the depressions below the top of the buc(et with slight pro%ections above the top$

'hen tamping the first lift, do not permit the rod to penetrate to the bottom of the buc(et$

/owever, the subse&uent lifts should penetrate to the top of the previous lift$

• The rodded unit weight is computed in (gm2 )lbft2 from the net weight of the rodded

aggregates in the buc(et divided by its volume$

@ser9ation


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G( Weightofcylinder+Weightofaggregates)−(Weightofemptycylinder )

Volumeofcylinder

G

(29.80−7.4 )0.01374

G 4=2> (gm2

iii$(e'ii' gra9it8 an+ asor(tion o 'oarse aggregates

;A$#M esignation: C 127 )5E


• This method covers the determination of specific gravity and absorption of coarse

aggregate$ The specific gravity may be expressed as bul( specific gravity, bul( specific

gravity )saturated7 surface7dry ), or apparent specific gravity$ The bul( specific

gravity ) and absorption are based on aggregate after 41 hours soa(ing in water$ This

method is not intended to be used with lightweight aggregates$

• +t is used for the calculation of the volume occupied by the aggregates in various

mixtures

einitions:

;a) $(e'ii' gra9it8:

The ratio of the mass )or weight in air of a unit volume of a material to the mass of the

same volume of water at stated temperatures$ Aalues are dimensionless$

;)Asor(tion:

The increase in the mass of aggregate due to water in the pores of the material, but not including

water adhering to the outside surface of the particles, expressed as a percentage of the dry mass$

The aggregate is considered JdryK when it has been maintained at a temperature of 44> H 1QC for

sufficient time to remove all uncombined water$

;')A((arent s(e'ii' gra9it8:




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The ratio of the weight in air of a unit volume of the impermeable portion of aggregate at a stated

temperature to the weight in air of an e&ual volume of gas7free distilled water at a stated

temperature$

;+)ul s(e'ii' gra9it8 ;o9en +r8)

The ratio of the weight in air of a unit volume of aggregate )including the permeable and

impermeable voids in the particles, but not including the voids between particles at a stated

temperature to the weight in air of an e&ual volume of gas7free distilled water at a stated

temperature$

;e)ul s(e'ii' gra9it8 ;$$)

The ratio of the mass in air of a unit volume of aggregate, including the mass of water within the

voids filled to the extent achieved by submerging in water for approximately 41 hours )but not

including the voids between particles at a stated temperature, compared to the weight in air of

an e&ual volume of gas7free distilled water at a stated temperature$

A((aratus

• -alance

• ample Container

• 'ater Tan(

• uspended !pparatus

• ?ven

• ?ven




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Figure: 7.13$(e'ii' !ra9it8 A((aratus Figure: 7.14@9en

=ro'e+ure:

• The sample of the aggregate is immersed in water for 08hrs to essentially fill all the

pores$




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Figure: 7.15 Aggregates $a(le an+ r8ing #o&el

• :emove the test sample from the water and roll it in a large absorbent cloth until all visible

films of water are removed$ 'ipe the larger particles individually$

Figure: 7.16"olling o oist aggregates

! moving stream of air is permitted to assist in the drying operation$ Ta(e care to avoid

evaporation of water from aggregate pores during the surface7drying operation




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#ale 7.3: Calculation of pecific Dravity

A((arent s(e'ii'

gra9it8

$(e'ii' !ra9it8

@9en r8

$(e'ii' !ra9it8 in

$$

=er'entage

Asor(tion

> A

A−C G A

B−C GB

B−C GB− A

A X 100

G4 .95

4 .95−3.168 G4.95

5.022−3.168 G5.022

5.022−3.168G

5.022−4.954.95

X 100

G 0$39 G 0$=3 G 0$34 G 4$81 R

"esult: 6ercentage !bsorption of our materials is 4$81 R which is acceptable

7.4 Mi esign =ro'e+ure:

$te( 1. Choi'e o slu(

#A% 7.4::ecommended slumps for various types of construction

!s we have consider concrete for :C -eams, so we select slump from table 3$8$

From table 3$85

lump )max G 4in

$te( 2. Choi'e o aiu noinal sie o aggregate




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'e perform a sieve analysis on coarse aggregates according to !TM C 42=, so by

usingDrading :e&uirement for Coarse !ggregates !TM C 22, weconcluded that this grading of

aggregates satisfy the si.e =3$

From table)sieve analysis

• Maximum nominal si.e of aggregates G 34 in

$te( 3. stiation o iing &ater an+ air 'ontent

#ale 7.5: !pproximate mixing water and air content re&uirements fordifferent slumps and

nominal maximum si.es of aggregates

For non7air entrained concrete, we deter mine the &uantity of water by slump and maximum

nominal si.e of coarse aggregates from table 3$1$ $

From table 3$1$

• !mount of water for non7air entrained concrete G 28> lbyd 2




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$te( 6. stiation o 'oarse aggregate 'ontent

#ale , 7.7: Aolume of coarse aggregate per unit of volume of concrete

'e determine the volume of coarse aggregates per unit volume of concrete from Table 3$3 by

comparing nominal maximum si.e of aggregate with fineness modulus of fine aggregates$

ominal maximum si.e of aggregates G 28 in

Fineness modulus of fine aggregates G 0$3

From Table3$3$5

•

Aolume of coarse aggregate per unit of volume of concrete G >$=2




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$te( 7. stiation o &eight o resh 'on'rete

#ale 7.0: First estimate of weight of fresh concrete

'e determine the weight of fresh concrete for non7air entrained concrete from table 3$9$-y using

nominal maximum si.e of aggregates$

ominal maximum si.e of aggregates G 28 in

From Table 3$95

•

First estimate of weight of fresh concrete G 2O=> lbyd

2

$te( 0.ensit8 o 'oarse aggregates




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• This test method covers determination of slump of hydraulic7cement concrete, both in the

laboratory and in the eld$

• This test method is considered applicable to plasticconcrete having coarse aggregate up to

4$1 in$ @23$1 mmB insi.e$ +f the coarse aggregate is larger than 4$1 in$ @23$1 mmB insi.e,the test method is applicable when it is performed on thefraction of concrete passing a 4$1

in$ @23$17mmB sieve, with thelarger aggregate being removed in accordance with the

sectiontitled J!dditional 6rocedure for Large Maximum i.e !ggregate ConcreteK in

6ractice C 430$

A((aratus

Mold

Tamping :od

Measuring evice

coop

Figure: 7.17 lump test apparatus

#erinologies:

Colla(se slu(:

+n a collapse slump the concrete collapses completely$

$hear slu(:




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+n a shear slump the top portion of the concrete shears off and slips sideways$

#rue slu(:

+n a true slump the concrete simply subsides, (eeping more or less to shape$

Figure: 7.10 Types of slump

=ro'e+ure

• The internal surface of the mold is thoroughly cleaned andapplied with a light coat of oil$

• The mold is placed on a smooth, hori.ontal, rigid and nonabsorbentsurface$

• The mold is then filled in three layers with freshly mixedconcrete, each approximately to

one7third of the height ofthe mold$

• Each layer is tamped 01 times by the rounded end of the tamping rod )stro(es are

distributed evenly over the cross7section$

• !fter the top layer is rodded, the concrete is struc( off thelevel with a trowel$

• The mold is removed from the concrete immediately byraising it slowly in the vertical

direction$

• The difference in level between the height of the moldandthat of the highest point of the

subsided concrete ismeasured$

• This difference in height is the slump of the concrete$




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Figure:7.10 lump measuring

@ser9ation< Cal'ulation:

lump G /eight of cone 7 /eight of subsided concrete cone

G 8$2 in

ee from table 3$8lump is ?#N

7.4.2 $tan+ar+ #est Metho+ or the ensit8 ;Dnit *eight) o resh Con'rete

;A$#M esignation C130 C130M)61

$'o(e

• This test method covers determination of the density of freshly mixed concrete

• Unit weight was the previous terminology used to describe the property determined by this test

method, which is mass per unit volume$

A((aratus

• -alance

•

Tamping :od• +nternal Aibrator

• Measure

• tri(e7?ff 6late

• Mallet




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Figure: 7.1EMold for Cylinders

=ro'e+ure

:odding

• 6lace the concrete in the measure in three layers of approximately e&ual volume$ :od

each layer with 01 stro(es of the tamping rod when nominal >$17ft 2 @487LB or smaller

measures are used, 1> stro(es when nominal 47ft2 @097LB measures are used, and one

stro(e per 2 in0 @0> cm2B of surface for larger measures$ :od the bottom layer through7

out its depth but the rod shall not forcibly stri(e the bottom of the measure$ istribute the

stro(es uniformly over the cross section of the measure and for the top two layers,

penetrate about 4 in$ @01 mmB into the underlying layer$ !fter each layer is rodded, tap the

sides of the measure 4> to 41 times with the appropriate malletusing such force so as to

close any voids left by the tamping rod and to release any large bubbles of air that may

have been trapped$ !dd the nal layer so as to avoid overlling$




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tri(e off plate

• !fter consolidation, stri(e7off the top surface of the concrete and nish it smoothly with

the Vat stri(e7off plate using great care to leave the measure %ust level full$

Cleaning and 'eighing

• !fter stri(e7off, clean all ex7 cess concrete from the exterior of the measure and

determine the mass of the concrete$

@ser9ation < 'al'ulation

Aolume of cylinder )measure G>$4O= ft2

'eight of empty cylinder )measure G O$112 (g

'eight of cylinder P fresh concrete G 02$2 (g

'eight of fresh concrete G 02$2 O$112

G 42$383 (g

ensity Gweight of freshconcrete

volumeof culinder

G13.747

0.196 (gft2

G 3>$48 (gft2

G 3>$48 x2.2046

0.037037 lbyd2

G 8438$9O lbyd2

ee from table 3$9, density of fresh concrete is ?#N

7.4.3 $tan+ar+ =ra'ti'e or Maing an+ Curing Con'rete #est $(e'iens in

the %aorator8

;A$#M +esignationC 1E2C 1E2M)62




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$'o(e < $ignii'an'e

• This practice covers procedures for ma(ing and curingtest specimens of concrete in the

laboratory under accuratecontrol of materials and test conditions using concrete that

canbe consolidated by rodding or vibration• This practice provides standardi.ed re&uirements forpreparation of materials, mixing

concrete, and ma(ing andcuring concrete test specimens under laboratory conditions$

A((aratus

• Molds )=x40 in

• Tamping :ods

• Mallets

• +nternal Aibrator

=ro'e+ure

Maing $(e'iens

6lace of Molding

• Mold specimens as near as practicableto the place where they are to be stored during the

first08 h$ +f it is not practicable to mold the specimens where theywill be stored, move

them to the place of storage immediatelyafter being struc( off$ 6lace molds on a rigid

surface free fromvibration and other disturbances$ !void %arring, stri(ing, tilting,or

scarring of the surface of the specimens when moving thespecimens to the storage place

6lacing of concrete5

• 6lace the concrete in the molds using ascoop, blunted trowel, or shovel$ elect each

scoopful, trowelfull,or shovelful of concrete from the mixing pan to ensurethat it is

representative of the batch$ +t may be necessary toremix the concrete in the mixing pan

with a shovel or trowel toprevent segregation during the molding of specimens$ Movethe

scoop or trowel around the top edge of the mold as the concrete is discharged in order to

ensure a symmetricaldistribution of the concrete and to minimi.e segregation ofcoarseaggregate within the mold$ Further distribute the concreteby use of a tamping rod prior to

the start of consolidation$+n placing the final layer the operator shall attempt to add




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anamount of concrete that will exactly fill the mold aftercompaction$ o not add non

representative samples of concreteto an under filled mold$

umber of Layers5

•

Ma(e specimens in layers as indicated in Table

Consoli+ation

Rodding

• 6lace the concrete in the mold, in there&uired number of layers of approximately e&ual

volume$ :odeach layer with the rounded end of the rod using the number of stro(es and

si.e of rod specified in Table given below$ :od the bottom layer throughout its depth$

istribute the stro(es uniformly over the cross section of the mold and for each upper

layer allow the rod to penetrate through the layer being rodded and into the layer below

approximately 4 in$ @01 mmB$ !fter each layer is rodded, tap the outsides of the mold

lightly 4> to 41 times with the mallet to close any holes left by rodding and to release any

large air bubbles that may have been trapped$ Use an open hand to tap light7gage single7




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use molds which are susceptible to damage if tapped with a mallet$ !fter tapping, spade

the concrete along the sides and ends of beam and prism molds with a trowel or other

suitable tool$

Curing

!fter 08 hrs$specimens are de7moulded and immersed in curing tan($




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Figure: 7.2-Curing Tan(

@ser9ation < Cal'ulation:

'e casted O specimen of concrete cylinder and these concrete specimens are tested after 3, 48,W

09 days$ The testing procedure is given below$

7.4.4 $tan+ar+ Metho+ o #est or Co(ressi9e $trength o C8lin+ri'al

Con'rete $(e'iens

;A$#M esignation: C 3EC 3EM)63


• This test method covers determination of compressive strength of cylindrical concrete

specimens such as molded cylinders and drilled cores$ +t is limited to concrete having a

unit weight in excess of 9>> (gm2 )1> lbft2$

• Aalues obtained will depend on the si.e and shape of the specimen, batching, mixing

procedures, the methods of sampling, molding, and fabrication as well as the age,

temperature, and moisture conditions during curing$

• The results of this test may be used as a basis for &uality control of concrete

proportioning, mixing, and placing operations determination of compliance with

specification and control for evaluating effectiveness of admixtures and similar uses$

A==A"A#D$




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Testing Machine

Figure: 7.21Compressive trength testing machine

=ro'e+ure:

• Compression tests of moist7cured specimens shall be made as soon as practicable after

removal from moist storage$

•

Test specimens shall be (ept moist by any convenient method during the period betweenremovals from moist storage and testing$ They shall be tested in the moist condition$

• !ll test specimens for a given test age shall be bro(en within the permissible time

tolerances prescribed as follows5




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• Placing the Specimen5 6lace the plain )lower bearing bloc(, with its hardened face up,

on the table or platen of the testing machine directly under the spherically7seated )upper

bearing bloc($ 'ipe clean the bearing faces of the upper7 and lower7bearing bloc(s and

of the test specimen and place the test specimen on the lower bearing bloc( • Zero Verification and Block Seating 5 6rior to testing the specimen, verify that the load

indicator is set to .ero$ +n cases where the indicator is not properly set to .ero, ad%ust the

indicator$ !s the spherically7seated bloc( is brought to bear on the specimen, rotate its

movable portion gently by hand so that uniform seating is obtained$

• Rate of Loading 5 !pply the load continuously and without shoc($

The load shall be applied at a rate of movement )platen to crosshead measurement

corresponding to a stress rate on the specimen of >$01 H >$>1 M6as )21 H 3 psis The

designated rate of movement shall be maintained at least during the latter half of theanticipated loading phase$

• uring application of the first half of the anticipated loading phase, a higher rate of

loading shall be permitted$ !pply the higher loading rate in a controlled manner so that

the specimen is not sub%ected to shoc( loading$

• o not ad%ust the rate of movement )platen to crosshead as the ultimate load is being

approached and the stress rate decreases due to crac(ing in the specimen$

• !pply the compressive load until the load indicator shows that the load is decreasing

steadily and the specimen displays a well7defined fracture pattern

• Usually following type of fracture pattern are formed$




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Figure: 7.22 Fracture 6attern

Figure: 7.23Capping of cylinder




39/47


Figure: 7.24Testing of cylinder

@$"GA#I@N < CA%CD%A#I@N

#ale , 7.E:Compressive strength of concrete after 3 days

$r no Casting +ate #esting +ate iaeter

;)

Area

;2)

H'

;M(a)

1 0>7>8748 037>8748 41> 43==0$1 04$0

2 0>7>8748 037>8748 41> 43==0$1 00$8

3 0>7>8748 037>8748 41> 43==0$1 02$2

fXcavg G00$2 Mpa)=2$34R of strength 21Mpa

#ale , 7.1-:Compressive strength of concrete after 48 days


;)

Area

;2)

H'

;M(a)

1 0>7>8748 >87>1748 41> 43==0$1 20$0

2 0>7>8748 >87>1748 41> 43==0$1 22$0

3 0>7>8748 >87>1748 41> 43==0$1 22$3

fXcavg G22Mpa )O8$2>R of strength 21Mpa

#ale , 7.11:Compressive strength of concrete after 09 days

$r no Casting +ate #esting +ate iaeter Area FH'




40/47


;) ;2) ;M(a)

1 0>7>8748 497>1748 41> 43==0$1 21$0

2 0>7>8748 497>1748 41> 43==0$1 29$=

3 0>7>8748 497>1748 41> 43==0$1 29$3

fXcavg G23$1 Mpa)greater than the re&uired strength of 21Mpa

Figure: 25;a) Cylinder testing after 09 days

fX' 21$0 Mpa after 09 days




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Figure: 27;) Cylinder testing after 09 days

fXc 29$= Mpa after 09 days

Figure: 27;') Cylinder testing after 09 days

fXc 29$3 Mpa after 09 days

Final "esult::e&uired ratio of cement, sand, and coarse aggregate for 1>>> psi )21 Mpa at 09 days strength is

45 4$=5 0$1$

o we will proceed to our main ob%ective of strengthening of beam, so we want to cast a beam, for

this purpose we first design a beam in next step given below$

7.' (tr"ct"ra# $e)in o& *eam+

Five :C -eam with constant cross section )=KxO$1K and length )8=K, having same

@=8Breinforcement in all beams as 0Y9 bars on tension side and 0Y2 on compression side as hanger




42/47


bar$ !nd Y2 Z 2$=K cc stirrups for shears throughout the length except central portion of =K of

the beam$grade of steel is 8>$sections of beam is shown in figure given below$

7.6 ,e)in an$ &a*rication o& )tee# mo#$+

8e -e(g& a ('ee, %!,- a$$!#-&g '! -%e&(!& !" #e9+#e- ea% *3:;10e#$!%e +,?&g !"

%!,- e +(e- ('ee, e A&- @&()&g ( -!&e ') a&'




43/47


Fi"re+ 7.6S'ee, "#a%e!#?

7.7 Ca)tin an$ c"rin o& *eam)+

F!# $a('&g !" ea%( ('ee, "!#%!#? a( +(e- 8e %a?e a $!&$#e'e

%. a$$!#-&g '! ASTM -e(g&a'!& C 12C 12M "!# $a('&g !" RC ea%(

*!&e $!&'#!, ea% 4 ('#e&g')e&&g ea%(/ a&- 5 $!&$#e'e $=,&-e#C!&$#e'e %. *1152/ = eg)' a( %a-e & $!&$#e'e %.e# a&- !+#e-

%a&+a,,= & ('ee, %!,-( C!%a$'!& a( -!&e = >#a'!# +' e"!#e

!+#&g '! ('ee, %!,- e a,= #!e# !,&g !& &'e#&a, (+#"a$e !" %!,- (!

')a' ea% -! &!' ('$? ') %!,- a"'e# #e%!>a, a&- "!#%!#? ea(,= #e%!>e

A&- a,(! (ee ')a' ')e#e ( &! ,ea?age "#!% %!,- '! a>!- ,ea?age "#!% %!,-

e a,= g#ea(e !& -e#e&' !&'( & %!,- A"'e# 24 )!+#( ea% %!,- a&-

$!&$#e'e $=,&-e# e#e !e&e- A&- a,, g#ee& )a#-e&e- ea% e#e #ae-

& )e((a& $,!') "!# $+#&g a&- $!&$#e'e $=,&-e# e#e +''e- & $+#&g 'a&?

C!&$#e'e $=,&-e# e#e 'e('e- a' 7 14 a&- 26 -a=( +' ea% e#e ,e"' "!#')e &e.' 26 -a=( '! a$)e>e ')e -e(#e- ('#e&g') "!# ('#e&g')e&&g a&-

'e('&g




44/47


#ale , 7.12: Compressive strength of concrete after 3 days


;)

Area

;2)

FH'

;M(a)

1 0=7>1748 >07>=748 41> 43==0$1 00$1

2 0=7>1748 >07>=748 41> 43==0$1 00$3

fXcavg G00$= Mpa)=8$34R of strength 21Mpa



;)

Area

;2)

FH'

;M(a)

1 0=7>1748 >O7>=748 41> 43==0$1 20$4

2 0=7>1748 >O7>=748 41> 43==0$1 22$2

fXcavg G20$3Mpa )O2$80R of strength 21Mpa



;)

Area

;2)

FH'

;M(a)

1 0=7>1748 027>=748 41> 43==0$1 2=$4

2 0=7>1748 027>=748 41> 43==0$1 29$=

fXcavg G23$21 Mpa )greater than the re&uired strength of 21Mpa

7.! (trenthenin o& RC eam)+

S'#e&g')e&&g !" RC ea%( ( -!&e ') "!,,!&g ('e(




45/47


7.!.1 ("r&ace preparation o& *eam)+

T)e e)a>!# !" $!&$#e'e e,e%e&' ('#e&g')e&e- ') Fe##!$e%e&' ,a%&a'e(

( )g),= -ee&-e&' !& #!e# #ea#a'!& a&- #!@,&g !" $!&$#e'e (+#"a$e

e$a+(e "!# ('#!&g !&- e'ee& $!&$#e'e a&- "e##!$e%e&'A,, (+#"a$e(%+(' e ')!#!+g),= $,ea&e- a&- #ea#e- A,, ,!!(e a#'$,e( ,a'a&$e -+('

C+#&g $!%!+&-( !, g#ea(e %+(' e #e%!>e- " g!!- !&- ('#e&g') ( '!

e a$)e>e- I" !, g#ea(e "a' e'$ a#e #e(e&' ')e= ()!+,- e #e%!>e-

e"!#e ('a#'&g a&= !')e# "!#% !" #ea#a'!&

S! "!# ')( #ea(!& !''!% *'e&(!& (-e/ (+#"a$e !" 4 ea%( e#e g#&-e- a&-

#!+g)e#

6.7.2 %AIN! AN A==%ICA#I@N @F F""@CMN# MA#"IA% @N #@= @F

# AM

trengthening of the specimens by using following option$

• Laying a pair of hexagonal and rectangular mesh ontension side throughout the

length of beam$

• Laying a pair of one rectangular and two hexagonal meshon tension side throughout

the length of beam$

• Laying two pair of rectangular and hexagonalon tension side throughout the length of the

beam$

• Laying a pair of one rectangular and hexagonal mesh on tension side throughout

the length of the beam and also along the both sides of the beam$




46/47


F!,,!&g 'e('( a#e e#"!#%e-

Bea% &! C!&$#e'e

$=,&-e#

('#e&g')

*?(/

!,+%e

"#a$'!&

Se$@$

(+#"a$e

S,+%

>a,+e

1 73 071 00346 63

B2 140 00565 41




47/47


B3

B4

131

1

0063

00367

67

60

experimental work chp 7

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