Buk Without Front Pages

8/2/2019 Buk Without Front Pages

1/41

ABSTRACT

Self compacting concrete(SCC) is a flowing concrete mixture that

is able to consolidate under its own weight, without the need for the

vibration. The highly fluid nature of SCC makes it ideal for placing in

difficult condition and in sections with congested reinforcement. Mixture

proportions for SCC differ from those of ordinary concrete, in that the

former has more powder content and less coarse aggregate.

Supplementary cementicious materials such as fly ash, silica fume and

blast furnace slag are normally used as powders to enhance the rheology

of SCC. In addition, SCC also incorporates chemical admixtures, such as

HRWR (High Range Water Reducer) and VMA (Viscosity Modifying

Agent).

A SCC mix was arrived at based on available guide lines and using

number of trial mixes. An experimental study is made on the properties of

SCC incorporating GGBFS replacing cement by 10% to 40%. Slump

flow test, V- funnel test, L-box test and U-box test were carried out to

confirm the self compactability of concrete. Compressive strength tests

were carried out on concrete cubes of size 150mm. Split tensile strengthtests were carried out on 150mm x 300mm concrete cylinder. Ultra sonic

pulse velocity tests were conducted to check the homogeneity of

concrete. Stress-strain characteristics were studied using compressometer

test. The test results confirm that the mixes developed in the present

investigation satisfy the requirements for SCC.

1


2/41

TABLE OF CONTENTS

CHAPTER NO. TTILE PAGE NO.

1 INTRODUCTION

1.1 Definition 5

1.2 History of SCC 5

1.3 Comparison of SCC & Conventional Concrete 6

1.4 Advantages of SCC 6

1.5 Applications of SCC 7

2 OBJECTIVE OF EXPERIMENTAL STUDY 8

3 LITRATURE REVIEW 9

4 CONSTITUENT MATERIALS 12

5 MIX PROPORTIONING 14

5.1General 14

5.2Mix design approach 15

5.3Typical range of SCC mix composition 16

5.4Final mix proportion 18

2


3/41


4/41

7 RESULTS & DISCUSSIONS 27

- TESTS ON HARDENED CONCRETE

7.1General 27

7.2Compressive strength test 28

7.2.1 Procedure

7.2.2 Test results

7.3Split tensile strength test 31

7.3.1 Procedure

7.3.2Test results

7.4Flexural strength test 34

7.4.1 Procedure

7.4.2 Test results

7.5Discussion of test results 36

8 SUMMARY & CONCLUSION 37

9 REFERENCES 39

CHAPTER 1

4


5/41

INTRODUCTION

1.1 DEFINITION

Self compacting concrete(SCC) is a flowing concrete mixture,

which is able to consolidate under its own weight. The highly fluid nature

of SCC makes it ideal for placing in difficult conditions and in sections

with congested reinforcement.

1.2 HISTORY OF SCC

When the construction industry in japan experienced a crisis in the

availability of skilled labour during 1980s, a need was felt for a concrete

that could overcome the problems of defective workmanship. This led to

the development of SCC, mainly through the research work carried out by

Prof.Okamura.

SCC has evolved as an innovative technology, capable of

achieving the status of being an outstanding achievement in the sphere of

concrete technology. Vibration is not necessary for SCC, which can flow

around obstructions, encapsulate the reinforcement and fill up the

formwork completely under its self-weight. With this revolutionary

development, the construction industry is now relieved of two problems.

Difficulty in ensuring through compaction employing unskilled

labour.

1.3 COMPARISION OF SCC AND CONVENTIONAL CONCRETE

5


6/41

The ingredients used in SCC are the same as those used in

conventional concrete.

SCC generally possesses a high powder content which keeps theconcrete cohesive with high flowability. For achieving economy, a

substantial part of this powder could contain reactive powder minerals

like fly ash.

SCC differs from conventional concrete in that the former has

more powder content and less coarse aggregate.

SCC also incorporates high range water reducers(HRWR/super

plasticizers) in large amounts and a viscosity modifying agent(VMA) in

small doses. HRWR helps in achieving excellent flow at low water

contents. VMA reduces bleeding and improves the stability of the

concrete mixture.

The workability of SCC is very high when compared to the

conventional concrete.

1.4 ADVANTAGES OF SCC

Reduced noise level- the placement and compaction of concrete

become literarily silent, since no vibrators are needed.

Easier placing- the most difficult to place forms or moulds are

filled in completely by SCC.

Faster construction- rate of placement can be increased many

fold.

6


7/41

Improved long term durability- air voids and other flaws are

completely eliminated.

Environment friendly- addition of fly ash, which is a by-

product considered as waste, in other industries.

Optimum use of cement.

Better surface finish.

Thinner concrete sections.

Reduction in site manpower.

Safe working environment.

Greater freedom in design.

Increased height of placing (as high as 5m).

1.5 APPLICATIONS OF SCC

Prefabricated products.

Tunnel linings.

Turbine scroll casings.

Heavy reinforced structures like nuclear containment vessels,

LNG tanks etc.

Structures with congested reinforcement and embedment.

Places inaccessible for normal concreting operations can be

filled completely like Beam Column joints.

7


8/41

CHAPTER 2

OBJECTIVE OF EXPERIMENTAL STUDY

To produce a concrete mix which can flow and fill the formwork

under its own weight without any external vibration and passing necessary tests

with a characteristic compressive strength of 30MPa at 28 days.

To arrive a suitable SCC mix after replacement of cement with

GGBFS by 10%, 20%, 30% & 40% by weight and to study the properties of

above mixes.

CHAPTER 3

8


9/41

LITRATURE REVIEW

3.1. Ferguson lecture on Self Compacting High Performance Concrete by

H.Okamura.

This paper suggests some important guidelines for producing SCC, after

conducting several experiments. In one of such experiments, a model frame

work was used to observe how well SCC can flow through obstacles.

The guidelines proposed are:

1. Coarse aggregate content shall be fixed at 50% of the solid

volume.

2. Fine aggregate content shall be fixed at 40% of the mortar

volume.

3. W/C ratio in volume shall be assumed as 0.9 to 1 dependingon the properties of the cement.

4. Super plasticizer dosage and the final W/C ratio are

determined so as to ensure the self compatability.

The author wishes that SCC will be seen as the standard concrete rather than

as a Special Concrete in the future.

3.2. Nansu, Kung-Chung Hsu, His-Wen Chai A Simple mix design

method for SCC.

This paper proposes a new mix design method for self-compacting

concrete (SCC).First, the amount of aggregates required is determined, and the

9


10/41

paste of binders is then filled into the voids of aggregates to ensure that the

concrete thus obtained has flowability, self-compacting ability and other desired

SCC properties. The amount of aggregates, binders and mixing water, as well as

type and dosage of super plasticizer (SP) to be used are the major factors

influencing

the properties of SCC. Slump flow, V-funnel, L-flow, U-box and compressive

strength tests were carried out to examine the performance of SCC, and the

results indicate that the proposed method could produce successfully SCC of

high quality. Compared to the method developed by the Japanese Ready-Mixed

Concrete Association (JRMCA), this method is similar, easier for

implementation and less time-consuming, requires a smaller amount of binders

and saves cost.

3.3. Tang, Chao-wei. Yen, song. Chang, Chen-Shun. Chen, Kuan-Hung

Optimizing mixture proportions for flowable high-performance concrete

via rheology tests

Several series of tests involving various binder combinations, water-

binder ratios, and high range water reducing admixture binder ratios were

conducted to optimize mixture proportions for flowable high performance

concrete (HPC). Test methods used include the standard slump, slump-flow

spread, and rheology test procedures. Test samples were with freshly mixed

paste, mortar and concrete. Measured data were used to calculate volumetric

fractions of coarse aggregate and filling ratios of sand and to correlate the flow

characteristics of tested paste, mortar and concrete. The analytical results

10


11/41

indicate that a slump-flow spread of 500mm or more under conditions where

there is no aggregate segregation are considered viable indicators for producing

flowable HPC does behave like Bingham fluid, and its flow behaviour can be

characterized by 2 Bingham parameters g and h that can be calculated from

torque T and rotational speed of spindle N measured during the rheology tests

using the flow of HPC meter (FHPCM) of the authors design. A slump-flow

spread range of 520 to 750mm V rheology test data are recommended for

reference in optimizing mixture proportions for flowable HPC.

3.4. De Larrard, Francois. Sedran, Thierry- Mixture proportioning of

high performance concrete

The paper presents a new approach to design concrete mixtures. It is

based upon a set of models relating composition and engineering properties of

concrete, to be implemented into software, linked with a material database. The

principles underlying the various models are summarized, most of which focus

on the granular structure of fresh/ hardened concrete. A global approach to

concrete is promoted, where performance can be formulated in terms of fresh

concrete, hardened concrete(yield stress, plastic viscosity, slump and air

content), hardening concrete(adiabatic temperature rise and autogenous

shrinkage) and hardened concrete(Compressive strength at any age, Tensile

strength, Elastic modulus, Creep and shrinkage). This approach is illustrated

through the design of special HPC for road application.

11


12/41

CHAPTER 4

CONSTITUENT MATERIALS

The ingredients used in SCC are the same as those used in conventional

concrete. But, for concrete to be flowable and stable to achieve self

compactability, a high volume of paste is required to keep the concrete

cohesive. Hence the requirement of high powder content is essential.

Following are the ingredients used to produce SCC.

Cement : OPC of 43 grade

GGBFS : From AGNI steels, Erode

Coarse Aggregate : Maximum size of 12mm

Fine Aggregate : Locally available natural River sand

Super plasticizer

Table 4.1: properties of super plasticizer

Super plast 840

Appearance Light brown or clear

Specific gravity 1.2

Air entrainment Nil

pH 7

Dosage 1000ml for 100kg of cement

12


13/41

Table 4.2: physical characteristics of materials used

13

MATERIAL SPECIFIC GRAVITY

Coarse aggregate 2.65

Fine aggregate 2.6

Cement 3.15

10% GGBFS + Cement 3.05





14/41

CHAPTER 5

MIX PROPORTIONING

5.1 GENERAL

The main characteristics of SCC are the properties in fresh state. In

order to flow, the dense reinforcement of SCC must pose some properties like

flow ability, filling ability and resistance to segregation.

Passing ability ( confined flow ability )

Filling ability (unconfined flow ability )

14


15/41

Resistance to Segregation

5.1.1 Passing Ability

The ability of SCC to flow through tight openings such as spaces

between steel reinforcement bars without segregation or blocking.

The flow ability of the mix is increased by having a suitable

water/powder ratio.

The use of super plasticizers helps to increase the work ability of

the concrete.

The flow ability of the mix is tested slump flow test, T50 slump flow,

V-funnel.

5.1.2 Filling Ability

The property of fresh concrete is related entirely to the mobility of

concrete.

The ability of SCC to flow and completely fill spaces within the

formwork under its own weight.

The property achieved by addition of super plasticizers and

optimizing the packing of fine particles by adding fillers.

This property is tested by slump flow test and V-funnel test.

5.1.3 Resistance To Segregation

15


16/41

The mix has to maintain its stability under flow conditions i.e. it

should not segregate and should maintain its homogeneous

property while transportation of SCC.

The property is tested by V-funnel test (T5 minutes test).

5.2 MIX DESIGN APPROACH

The mix design is generally based on the approach outlined below:

Evaluating the water demand and optimizing the flow and stability

of the paste.

Determining the proportion of sand and the doze of admixture to

give the required robustness.

Testing the sensitivity for small variation in quantities.

Adding an appropriate amount of coarse aggregate.

Producing the fresh SCC in the laboratory mixer and performing

the required tests.

Testing the properties of SCC in the hardened state.

In the above approach, if satisfactory mix is not obtained, thefollowing adjustments are done.

Adjusting the cement/powder ratio and testing the flow.

Adjusting the proportions of fine aggregate and the dosage of super

plasticizer.

If the bleeding is noticed, using VMA to improve the stability of

the mix.

16


17/41

Adjusting the proportion or grading of coarse aggregate.

5.3. FINAL MIX PROPORTIONS

Based on the above guidelines, the mix proportions are worked out to

meet the following properties.

Characteristic compressive strength - 30 N/mm2.

Target mean strength - 38.25 N/mm2.

Table 5.1: Final mix proportions

Mix identifications Conventional mix

Material kg/m3

Cement 472.36

River sand 581

Coarse aggregate(10mm) 1445

Water 203.11

17


18/41

Super plasticizer 4.72lit.

w/c ratio 0.43

In the above mix, a proportion of cement is partially replaced by GGBFS.The replacement by weight are 10% , 20%, 30% & 40%.

After a number of trial mixes, the final mixes satisfying the filling,

passing ability and segregation resistance are arrived. Which are given in table

5.2.

These mixes are tested for the fresh and hardened concrete properties.

Table 5.2: Mix proportions after replacement of GGBFS

Mix proportions are in kg/m3.

Mix identification Mix1 Mix2 Mix3 Mix4

Replacement of GGBFS 10% 20% 30% 40%

Cement 425.12 377.99 330.67 283.44

18


19/41

GGBFS 47.23 94.46 141.69 188.92

River sand 543.21 538.49 533.29 529.05

Coarse aggregate(10mm) 1058.08 1048.63 1039.19 1029.75

Water 203.11 203.11 203.11 203.11

Super plasticizer 4.72lit. 4.72lit. 4.72lit. 4.72lit.

w/c ratio 0.43 0.43 0.43 0.43

CHAPTER 6

RESULTS & DISCUSSIONS-TESTS ON FRESH CONCRETE

6.1 GENERAL

The three distinguishing properties of fresh SCC from the

conventional concrete are filling ability, passing ability and segregation

resistance. These requirements are checked through the following special tests.

Slump flow test

V-funnel test

L- box test19


20/41

U- box test

The apparatus for the above flow ability tests were fabricated and used in

this investigation.

6.2 SLUMP FLOW TEST

The slump flow test is conducted to find out the horizontal flow of

concrete in absence of obstructions. It is the most commonly used test, which

gives good measures of filling ability. This test also indicates the segregation

resistance.

6.2.1 Apparatus

a) Base plate, made of flat plate with area of at least 900x900mm on

which concrete can be placed. The plate shall have a flat, smooth

and non absorbent surface with a minimum thickness of 2mm. The

centre of the plate shall be marked with a cross and circles of

200mm diameter and 500mm diameter marked having their centres

coincident with the point of the plate, as in figure.

b) Steel rule, graduated from 0 to 1000mm at intervals of 1mm.

c) Slump cone apparatus.

20


21/41


22/41

6.3.1 Apparatus

a) V-funnel, made to the dimensions as in figure, fitted with the quick

release, water tight door at the base.

b) Container to hold the concrete by placing under the funnel.

c) Stop watch.

6.3.2 Procedure

i. The inside surface of the funnel and the bottom door are

cleaned and dampened.

22


23/41

ii. The door is closed and the concrete is poured into the funnel,

without any agitation or roding.

iii. The container is placed under the funnel to collect the

concrete.

iv. After a gap of about 10 sec from filling the funnel, the door

is opened and the time is noted from the opening gate to the stage

when it is possible to see vertically through the funnel into the

container below for the first time.

v. V-funnel flow time is recorded.

6.4. L- BOX TEST

This test is used to assess the passing ability of SCC to flow

through tight openings including spaces between reinforcing bars and

obstructions, without segregation or blocking.

6.4.1 Apparatus

a) L-box, having the dimensions as shown in figure and made of rigid

construction with flat, smooth surfaces. The setup has the

reinforcement bars of 12mm diameter, 3Nos. with a gap of about

41mm between them.

b) Rule, graduated from 0 to 300mm in intervals of 1mm.

c) Container to hold the sample.

6.4.2 Procedure

23


24/41

i. The L-box is placed on a level horizontal base.

ii. The gate between the vertical and horizontal section, is closed.

iii. Concrete is poured into the vertical section of the L-box and

allowed to stand for 60 sec.

iv. Segregation, if any, is noted. Then the gate is raised, so that the

concrete flows into the horizontal section of the L-box.

v. The meaasurements are noted to calculate the mean depth of

concrete as H2mm.The same procedure is used to calculate the

depth of concrete immediately behind the gate as H1 mm.

6.5 U-BOX TESTS

This test is used to assess the filling ability.

24


25/41

6.5.1. Apparatus

a) A vessel that is divided into two compartments by the middle wall,

with a sliding gate, as shown in figure. Reinforcing bars of 12mm

diameter, 3Nos. are welded in both the compartments can be seen

from outside.

b) Steel rule graduate from 1to100mm in interval of 1.0mm.

c) Container to hold the concrete.

6.5.2 Procedure:

i. The U-box is placed on a level horizontal base and the gate

between the two compartments is closed.

ii. Concrete is poured from the container into the left side

compartment up to the brim. Top surface is flushed off with a

straight edge.

iii. Concrete is allowed to stand for about 60sec. The sliding gate is

lifted and the concrete is allowed to flow to the other compartment

through the reinforcing bars.

iv. Once the concrete has come to rest, the height of concrete in both

the compartments is measured.

25


26/41

6.6 OBSERVED RESULTS OF EXPERIMENTAL PROGRAMME:

The results of the above tests obtained for different mixes are

tabulated below.

Table 6.1 : Workability characteristics of fresh SCC mixes

No Description

Mix 1

10%

Mix 2

20%

Mix 3

30%

Mix 4

40%

Recommended

values

1. Slump flow test (mm) 662 680 688 692 650 to 800

2. V- Funnel test (sec) 9 9 10 12 8 to 12

3. L - Box test (H2 /H1) 0.81 0.84 0.87 0.89 0.8 to 14. U - Box test (mm) 27 25 22 19 0 to 30

In addition to the above tests on fresh SCC, the visual observation of

concrete for any segregation or bleeding is very much important. If any

segregation or bleeding is noted, slight adjustments in the water content or use

of VMA may be done.

26


27/41

6.7 DISCUSSION OF TEST RESULTS:

The test results show that with the increase in the replacement of steel

slag, the flow time slightly increases .However all the above mixes satisfy the

requirements of self compactability.

It is possible to replace cement with steel slag by 40%.By this

replacement, the powder volume increases and required self compactability is

achieved with a very good cohesive and stable mix. Beyond this range of

replacement, even though the flow of concrete is achievable, the required

cohesiveness and stability is lost.

27


28/41

CHAPTER-7

RESULTS AND DISCUSSIONS- HARDENED CONCRETE

Testing of hardened concrete plays an important role in controlling

and confirming the quality of cement concrete work. Systematic testing of raw

materials, fresh concrete and hardened concrete are inseparable part of any

quality control programme for concrete, which helps to achieve higher

efficiency of the material used and greater assurance of the performance of the

concrete with regard to both strength and durability.

7.1. GENERAL

In the fresh state, SCC is quite different from conveniently vibrated

concrete (CVC).To ensure that the strength of SCC at hardened state is

comparable with CVC, certain tests are conducted. Such tests are,

a. Compressive strength test on cubes

b. Split tensile strength test on cylinders

c. Flexural tensile strength test on beams

Above tests are discussed one by one, in detail.

28


29/41

7.2. COMPRESSIVE STRENGTH TEST

One of the important properties of concrete is its strength in

comparison. The strength in compression has definite relationship with all other

properties of concrete .i.e. these properties are improved with the improvement

in compression strength. The aim of this experiment is to determine the

maximum load carrying capacity of test specimens.

The compression test specimens (cubes of size 150x150x150mm) were

tested on a compression testing machine of capacity of 2000kN. The specimen

was placed on machine in such a way that its position is at right angles to its

own position which it had at the time of casting. Load is applied gradually as

the rate of 14 N/mm2/min or 320kN/min. All the specimens were loaded to

failure and the corresponding failure loads were recorded. The mean value of

the three specimens of each type is taken as final compressive strength.

7.2.1. Procedure

29


30/41

The specimens are tested immediately on removal from the curing

tank and while they are still in the wet condition, wiping the surface water.

i. The dimensions are noted nearest to 0.2mm and the weight is

also noted. The cube specimen is placed in such a manner that

the load is applied to opposite side of cubes as cast.

ii. The load is applied at the rate of 140kg/cm2 /min till the

specimen fails.

iii. The maximum load is noted.

iv. The compressive strength of the concrete specimen is calculated

by using the formula,

Compressive Stress = Ultimate load / Contact area of the

cube

30


31/41

COMPRESSIVE STRENGTH TEST RESULTS

DAYS

COMPRESSIVE STRENGTH (N/mm)

0% 10% 20% 30% 40%

3 24.10 21.0 20.47 18.27 14.52

7 27.83 23.26 25.22 22.72 17.48

28 35.27 35.35 36.77 34.02 32.04

31


32/41

7.3. SPLIT TENSILE STRNGTH TEST

The tensile strength is one of the basic and important properties of

the concrete. The concrete is not usually expected to resist, the direct tension

because of its low tensile and brittle in nature. However the determination of

tensile strength of concrete is necessary to determine the load at which the

concrete members crack. The cracking is a form of tension failure. The main

aim of this experimental test is to determine the maximum load carrying

capacity of the test specimens.

Cylinder of size 150mm in diameter and 300 mm height were cast for split

tensile test. Three numbers of specimens were tested for each 3, 7, 28 days. A

total of 9 cylinders for M-30 grade controlled concrete of SCC, SCC with

0.25% glass fibre and SCC with 0.5% glass fibre were tested.

The splitting tests are well known as indirect tests used for determining the

tensile strength of concrete. These are sometimes referred as split tensile of

concrete. The test consists of applying a compressive line load along the

opposite generator of a concrete cylinder placed with its axis horizontal between

the compressive plates of CTM. The load was increased until specimen fails,

and the maximum load applied to the specimen during the test was recorded.

The mean value of the three specimens of each type is taken as final split tensile

strength value.

7.3.1. Procedure

i. The cylindrical concrete specimen is placed horizontally between

the loading surfaces of the compression testing machine.

ii. The load is applied continuously at the rate of 99kN/min without

shock, until the specimen fails.

32


33/41

iii. From the observed ultimate load, the split tensile strength of the

concrete is calculated.

Split tensile stress = 2P/LD

Where, P is compressive load on the cylinder

L is the length of cylinder

D is its diameter

33


34/41

TENSILE STRENGTH TEST RESULTS

DAYS

TENSILE STRENGTH (N/mm)

0% 10% 20% 30% 40%

3 2.33 1.70 2.17 1.52 1.30

7 2.95 2.32 2.78 2.22 1.75

28 3.37 3.42 3.60 3.39 2.97

7.4 FLEXURE TEST

34


35/41

The main of this experimental test is to determine the maximum

load carrying capacity of beam specimens. This test was carried for M-30 grade

controlled concrete of SCC, SCC with 0.25% glass fibre and SCC were tested.

The specimen is subjected to two points loading and the load at the failure of

the specimen is noted.Prisms of size 100 x 100 x 150 mm were cast. There numbers of specimens for

each set were tested for 3,7, 28 days. The specimens are tested in Universal

Testing Machine (UTM) of capacity 400 kN. Flexing strength of the specimen

is expressed as modulus of rupture.

Modulus of Rupture = PL / bd2 (N/mm2)

FLEXURAL STRENGTH TEST RESULTS

35


36/41

DAYS

FLEXURAL STRENGTH (N/mm)

0% 10% 20% 30% 40%

3 2.92 2.59 2.63 2.51 2.37

7 3.60 3.48 3.57 3.33 3.18

28 4.25 2.47 4.31 4.23 4.17

36


37/41

7.5DISCUSSION OF TEST RESULTS

In the hardened stage, the compressive strength and split tensile strength

of the SCC decreases within the replacement of fly ash.

From the results of modulus of Elasticity test, it may be concluded that

though SCC mix has comparatively lower coarse aggregate content, its modulus

of elasticity is comparable with conventional concrete. This is due to the

presence of large amount of mineral admixtures, the micro structure of SCC

would be more dense and homogeneous

CHAPTER 8

37


38/41

SUMMARY AND CONCLUSIONS

8.1 SUMMARY

A SCC mix was arrived at based on available guide lines and using

number of trial mixes. An experimental study is made on the properties of SCC

incorporating steel slag replacing cement by 10%,20%,30%,40%. Slump flow

test, L-box test and U-box test were carried out to conform the self

compactability of concrete. Compressive strength test were carried out on

concrete cubes of size 150mm. Split tensile strength were carried out on

150mmx300mm concrete cylinders. The test results confirm that mixes

developed in the present investigation satisfy the requirements for SCC.

8.2CONCLUSIONS

The following conclusions can be drawn the present experimental study.

a) In this experimental study SCC can be used for any structural

applications with replacement of GGBFS at 20% as optimum,

especially when there is heavy congestion of reinforcement.

b) All the SCC mixes showed adequate strength development at 28 days.

c) SCC could be developed without using VMA as was done in this

study.

38


39/41

d) In this experimental study, the increase in

Compressive strength is 4%

Tensile strength is 6.4%

Flexural strength is 1.4%

e) In this study, it has been found that with the increase in super

plasticizer dosage the workability and the strength of concrete

increases.

f) Hence the SELF COMPACTING CONCRETE will be a successful

product in construction.

39


40/41

REFERENCES

1. Okamura.H. (1997) Self compacting concrete-Ferguson lecture for

1996, Concrete International,.

2. Specifications and Guidelines for SCC, (2005), EFNARC, Hampshire,

UK.

3. M.S.Shetty ( ) Concrete Technology

40


41/41

Buk Without Front Pages

Documents

Transcript of Buk Without Front Pages