Seismic performance of hybrid fibre reinforced Beam ... combinations of steel and ... elements and structures to absorb the large ... The test was done with displacement control and

INTERNATIONAL JOURNAL OF CIVIL AND STRUCTURAL ENGINEERING

Volume 1, No 4, 2010

© Copyright 2010 All rights reserved Integrated Publishing services

Research article ISSN 0976 – 4399

749

Seismic performance of hybrid fibre reinforced Beam - Column joint Perumal.P

1, Thanukumari.B

2

1- Professor and Head, Department of Civil Engineering, Government College of

Engineering, Salem, TamilNadu, India

2- Research Scholar, Assistant Professor and Head, Department of Civil Engineering,

Cape Institute of Technology, Levengipuram, Tirunelveli District,amil Nadu, India.

[email protected]

doi:10.6088/ijcser.00202010063

ABSTRACT

High Strength Concrete has become a very popular construction material which is

directly related to recent development in concrete technology. The brittle nature of this

High Strength Concrete results in sudden unpredictable failure. By using special hybrid

fibre combinations of steel and polypropylene fibres, the explosive failure behaviour of

High Strength Concrete (HSC) may be avoided. The main objective of this study is to

investigate the effect of different proportions of hybrid fibre combinations (1.5% of steel

fibre and 0 to 0.4% of polypropylene fibre) at the joint of exterior beam-column

connections subjected to earthquake loading using M60 concrete. The hybrid fibre

combinations of 1.5% of steel fibre and 0.2% of polypropylene fibre have best

performance considering the strength, energy dissipation capacity and ductility factor. An

attempt has been made to develop a new model by slightly modifying the previous

models available in the literature for the joint shear strength. The proposed model was

found to compare satisfactorily with the test results.

Keywords: High strength concrete, hysteresis, hybrid, energy absorption and beam

column joint.

1. Introduction

The recent earthquakes revealed the importance of the design of reinforced concrete (RC)

structures with ductile behaviour. Ductility can be described as the ability of reinforced

concrete cross sections, elements and structures to absorb the large energy released

during earthquakes without losing their strength under large amplitude and reversible

deformations. Generally, the beam-column joints of a RC frame structure subjected to

cyclic loads such as earthquakes experience large internal forces. Conventional concrete

looses its tensile resistance after formation of cracks. However, fibre concrete can sustain

a portion of its resistance following cracking to resist more cycles of loading.

Development of HSC is directly related to a number of recent technological

developments. HSC is developed by using superplasticizer, micro fillers like silica fume

and flyash and fibres of different types. The specific use of these micro fillers leads to a

strengthening of the cement matrix as well as an improvement of density and surface

abrasion resistance. Unfortunately the behaviour of the HSC is very brittle. The

improvement of compressive strength is followed by a very strong bond in the interaction





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zone of aggregate and cement matrix. The weakest components in the high strength

concrete structure are the aggregate, while these are the interaction zones in the normal

strength concrete. The HSC structures fall suddenly without an announcement by cracks

and the fracture zone is very smooth. This leads to a well-known steep descending branch

of the stress-strain curve. In practice only few methods are known to improve the

ductility of HSC structural members under compressive forces. The closely spaced ties

are one of the examples. Instead of using this method the main aim of the present

research programme is to strengthen the material itself to avoid disadvantageous

concerning costs and workability. In this article, the experimental study is made by using

the fibres to increase the ductility in the beam-column joint, which is the most critical

region during earthquake.

2. Research Objectives

This paper reports experimental study carried out to investigate the behaviour of exterior

beam column joint made of hybrid fibre (combinations of steel and polypropylene fibres)

reinforced concrete. In the previous investigations the amount of steel fibres, type and

aspect ratio, amount of synthetic fibers have been separately taken into consideration as

experimental parameters. In the present study five sets of high strength concrete

specimens representing an exterior beam column joint subjected to reversed cyclic

loading were tested under displacement controlled loading. The specimens were

designated as per the Table 1. The first specimen was cast without seismic detailing

(designed as per IS 456-2000).

Figure 1: Seismic Joint





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The second specimen was cast as per seismic detailing as per the requirements of IS Code

13920:1993. Figure 1 shows the beam-column joint with seismic detailing. The

remaining three specimens were designed as like the first one but incorporating hybrid

fibre in the joint region. Figure 2 shows the beam-column joint without seismic detailing

with hybrid fibre reinforced concrete in the joint region. Hybrid fibre combination was

mixed in the range of 1.5% of steel fibre and 0 to 0.4% of polypropylene fibre with an

increment of 0.2 %.

Figure 2: Fibre Joint

Table 1: Details of the Test specimens

Specimen

Idetification

III O2

III S2

III F12

III F 22

III F32

Detailing of

Lateral

Reinforcement

Without

Seismic

Detailing

With

Seismic

Detailing

Without

Seismic

Detailing

Without

Seismic

Detailing

Without

Seismic

Detailing

% of Steel fibre -- -- 1.5 1.5 1.5

% of

Polypropylene

Fibre

--

--

0

0.2

0.4





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2.1 Material Properties and Concrete Mixes

Two different concrete mixes were used and they were given in Table 2. HPC mix

proportion for M 60 concrete was obtained based on the guidelines given in modified ACI

211 method. Table 2 presents the proportions of the two different concrete mixes used to

cast the test specimens. OPC 53 grade cement, river sand passing through 4.75mm IS

sieve and coarse aggregate less than 10 mm size were used for the investigation.

Corrugated steel fibres of diameter 0.5mm, length 30mm and aspect ratio 60 were used.

The polypropylene fibre used has a diameter of 0.008mm, length 20mm and of aspect

ratio 2500. Part of the cement was replaced by micro fillers such as silica fume (10 %)

and flyash (15%). In this study the cement was replaced by 10% of silica fume and 15%

of flyash. Superplasticizer was added to increase the workability of the concrete.

Table 2: Mix Proportions of High Strength Concrete (kg/m3

)

Mix Cement Fly

Ash

Silica

fume

Sand Coarse

Aggre

Gate

Water Super

Plasti

siser

Steel

Fibre

Polypropylene

fibre

HPC 463 88 36 656 962 209 10 lit - -

HPFRC 463 88 36 608 891 207 11.75 lit 117.5 0,1.82&3.64

3. Experimental Setup and Procedure

Each specimen was tested under reversed cyclic loading in the loading frame. The

general arrangement of the experimental setup is shown in Figure 3. The reversed cyclic

load was applied by using one screw jack for giving downward displacement and one

hydraulic jack for giving upward displacement at the end of the beam at a distance of

50mm from the beam end.





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Figure 3: Schematic Diagram of Reverse Cyclic Loading Test set-up

The loading programme consisted of a simple history of reversed symmetric

displacement amplitudes of 5mm, 10mm, 15mm, 30mm and 45mm. The test was done

with displacement control and the specimen was subjected to an increasing reversed

cyclic displacement up to failure. By using proving ring the load was precisely recorded

and the beam displacement using dial gauge.

4. Results and Discussions

4.1 Ultimate load

Table 3 shows the ultimate load for all the specimens. Figure 4 shows the envelope curve

of the displacement load cycles for all the specimens. From this figure it is evident that

the specimen III F 22 has maximum ultimate load of 37.6 kN. It is 77.5% higher than the

specimen cast without fibre (III O2) and 9.5% higher than the specimen cast by using

steel fibre only (III F 12).

Table 3: Ultimate Load, Maximum Deflection at failure and Energy Dissipation Capacity

Sl.No Specimen

Id

Ultimate load (pu)

kN

Deflection at

Failure

(mm) (δu)

Energy

Dissipation

Capacity(Ecu)

KNm Positive Negative Positive Negative

1 III O2 22 -21.2 30 -30 522

2 III S2 23.4 -26 45 -30 866

3 III F12 30.6 -34.4 45 -30 1455

4 III F 22 32.7 -37.6 45 -45 1781

5 III F32 28.4 -30.4 45 -30 1207





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Figure 4: Overall Load Displacement curve for all test specimens

4.2 Energy Dissipation Capacity

Table 3 shows the energy dissipation capacity of all the specimens. Figure 5 shows the

hysteresis loop for the specimen III F22. Figure 6 shows the energy dissipation capacity

of all the specimens. From this figure it is noted that the specimen III F22 has the

maximum energy dissipating capacity. It is 241% higher than the specimen without fibre

(III O2) and 22.5% higher than the specimen with steel fibre only (III F12).

Figure 5: Load Displacement Plot For III F 22

Figure 6: Energy Dissipation Capacity

4.3 Experimental Joint Shear stress

For the exterior beam-column joint the horizontal and vertical joint shear stresses (τjh, τjv)

can be calculated using the following formula (Murty et al. 2003)





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τjh = hA core

H b b b

b c

L L 0.5D

d L

and (1)

τjv = b c b

v

c c

L 0.5D L D1

A core L d

cH

(2)

ACI 318 specifies the limit of joint shear stress as k√ 'cf Mpa, where 'cf is the cylinder

compressive strength, in Mpa. The factor k depends on the confinement provided by the

members framing into the joint; k is taken as 1.67, 1.25 and 1.0 for interior, exterior and

corner joints respectively.

Table 4: Ultimate Shear capacity of the Joint using M60 Concrete

Sl.

No

Specimen

Id

'cf

N/mm2

Ultimate

Load

kN

Horizontal

Shear stress

τjh, in

kN/mm2

Vertical

Shear stress

τjv in kN/mm2

Limiting Shear

stress as per

ACI= 1.0 'cf

kN/mm2

τjh, / τACI

1 III O2 61.2 22 13.2 11.70 7.82 1.69

2 III S2 61.2 26 15.6 13.83 7.82 1.99

3 III F12 66.9 34.4 20.64 18.29 8.18 2.52

4 III F 22 69.3 37.6 22.56 20.00 8.32 2.71

5 III F32 62.8 30.4 18.24 16.17 7.92 2.30

Table 4 shows the horizontal and vertical shear stresses induced in the joint region, and

code prescribed limiting shear stress. From this table it is observed that the specimen III

F22 has maximum horizontal and vertical shear stresses compared to all the other

specimens. The value of factor k is 1.69 and 1.99 for ordinary and seismic specimen

respectively and ranges from 2.3 to 2.71 for specimen cast by using fibre in the joint

region.

This value is greater than the code prescribed value. The code prescribed value is only for

normal concrete without fibre. Murthy et al., (2003) have reported that the improvements

in the joint reinforcement details and longitudinal bar anchorages caused the joints to

sustain larger shear stress values (1.25√fc to 1.79√fc) than the code specified limiting

values. In another study Kurose et al. (1988) reported that even without joint

reinforcement shear stress between 1.16√fc and 1.83√fc Mpa were developed prior to

beam hinging. Hence in the present study the increase in limiting shear stress may be due

to the addition of fibre in the joint region.

4.4 Theoretical Shear Strength of the Joint





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The joint shear strength can be calculated theoretically. It comprises the four

components: shear strength of plain concrete, shear strength resisted by longitudinal steel,

shear strength of lateral reinforcement and shear strength of fibre reinforced concrete.

(th) can be calculated by using the following equation

c fib s l(th)

(V +V +V +V )=

jA (3)

VC = τc bb db (4)

'0.07(1 10 )c w cf (Liu, Cong, 2006) (5)

stw

b b

A

b d

(6)

sh yt

S

A f dV

S

(7)

fibV =

2f

f P j

f

lV V A

d

(8)

This equation was arrived based on the experimental results

l yV =0.87*f *Ast (9)

4.5 Prediction of Joint Shear Strength by developing a Model

An attempt has been made to predict shear strength of joints using the models available in

the literature proposed by Tsonos et al., 1992, Jiuru et al., 1992, and Ganesan et al., 2007.

4.5.1 Modification proposed

In order to account for the effect of hybrid fibre in the model, a regression analysis was

carried out. A parameter Fc was introduced to account for the combined effect of hybrid

fibres compressive strength of concrete, and modulus of rupture of concrete is given by

'

f f p 1+ V *A V cc

cr

fF

f

(10)

(exp) = (th.)τ * ( 0.04 Fc + 1.466) (11)

Where (th.)τ is given by Equation (3)





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By replacing (exp) by (pre) , where (pre) indicates the predicted shear strength value, the

predicted value of shear strength is given by

(pre) = (th.)τ *( 0.04 Fc + 1.466) (12)

Figure 7: Relationship Between (exp) and (th.)τ and Fibre Factor for HPFRC

Specimen

Figure 7 shows the comparison between the (exp) / (th.)τ and fibre factor (Fc) for high

strength concrete and all the points are close to the line of equality and lie within ± 15%

lines of agreement. The formula gives better results for steel fibre reinforced and hybrid

fibre reinforced concrete specimens. Hence, the proposed model predicts the shear

strength satisfactorily. The proposed model is however only a preliminary model that

needs to be improved further with the help of a larger database.

4.6 Moment Curvature Behaviour

An attempt was made to study the moment curvature relationship for all the specimens

using the test results. The ductile behaviour of an interior beam-column joint induces the

formation of plastic hinges in the beams near the column faces. To investigate the

flexural behaviour of the beams, various sections of the top and bottom reinforcement

were instrumented by strain gauges. The strains measured at 15mm below the extreme

compression fibre and 15mm above the extreme tension fibre have been used to calculate

the curvature, ф of the beam for every loading stage using the relation (Ganesan and

Indira,2000)





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Ф =

t b

b

e e

d a

(13)

The values of moment M were calculated using the experimental values of load and lever

arm. Table 5 shows the moment, curvature ductility at peak load and yield load. These

values of M and Ф were used to obtain moment-curvature plots for the joint.

Table 5: Moment and Curvature Ductility Factor

Sl.No Specimen

Id

(Curvature at

peak load)

210X 1

m

(Curvature at yield

load)

210X 1

m

Curvature

Ductility

Factor

Moment at

Peak Load

kNmm

1 III O2 4.0927 3.0772 1.33 9900

2 III S2 5.4159 3.0772 1.76 11700

3 III F12 9.4373 3.0443 3.1 15480

4 III F22 10.828 3.0416 3.56 16920

5 III F32 11.472 3.0510 3.76 13680

4.7 Curvature Ductility Factor

The capacity of the member to deform beyond its initial yield deformations with

minimum loss of strength and stiffness depends upon the ductility factor which is

defined as the ratio of the ultimate deformation to its yield deformation at first yield.

Ductility may be defined easily in the case of elastoplastic behaviour. Ductility factors in

beam-column joint have been defined in terms curvature at critical section and is

(Ganesan and Indira,2000)

Curvature ductility factor = u

y

Ф

Ф (14)

yФ =curvature at yield =

y

s b

f

E d x (15)

The curvature at peak load and curvature ductility factor thus calculated for all M60

concrete specimens are given in Table 5. From the table it may be noted that the hybrid

fibre reinforced specimens have better values of ductility factor than the other specimens.

5. Conclusions

1. The hybrid fibre reinforced concrete joints undergo large displacements without

developing wider cracks when compared to SFRHPC and HPC joints.

uФyФ





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2. The fibres are effective in resisting deformation at all stages of loading from first

crack to failure.

3. The specimen III F22 which was formed by using hybrid fibre reinforced concrete

in the joint region, consisting of 1.5% of steel fibre and 0.2% of polypropylene

fibre exhibited excellent strength, deformation capacity, energy dissipation

capacity and damage tolerance. It also has minor joint damage.

4. The addition of polypropylene fibre increases the energy dissipation capacity,

ultimate load, when the dosage of polypropylene fibre is 0.2 %.

5. The specimen III F32 (1.5% of steel fibre +0.4% of polypropylene fibre) has the

maximum curvature ductility factor. The excess polypropylene fibre increases the

ductility but at this % the ultimate load and energy dissipation capacity is also

reduced.

6. It is possible to reduce the congestion of steel reinforcement in beam-column joint

by replacing part of ties in columns by steel and synthetic fibres and thereby

reducing the cost of construction.

7. For analysing and predicting the joint shear strength, the joint shear strength

formula has been developed by considering volume of steel and polypropylene

fibre in the previously developed models.

Notations

Lb - Length of beam

Lc - Length of column

Db - Total depth of beam

Dc - Total depth of column

db - Effective depth of beam

dc - Effective depth of column

Ahcore - horizontal cross sectional area of the joint core resisting the

horizontal joint shear

Avcore - vertical cross sectional area of the joint core resisting the vertical

shear

Ast - Area of beam longitudinal reinforcement





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Ash - Area of shear reinforcement

S - Spacing of shear reinforcement

fyt - Characteristics strength of lateral reinforcement

fl - length of the steel fibre

fd - diameter of the steel fibre

fA - Aspect Ratio of the steel fibre

Vf - percentage of volume of steel fibre

Vp - percentage of volume of polypropylene fibre

jA - area of joint core

τc - Shear stress in concrete

VC - Shear resisted by concrete

VS - Shear resisted by strriups

fibV - Shear resisted by fibre

Vl - Shear resisted by longitudinal reinforcement

'cf - Cylindrical compressive strength of concrete

fcr - modulus of rupture of concrete

(exp) - Experimental value of ultimate shear stress

(pre) - Predicted value of ultimate shear stress

(th.)τ - Theoretical value of ultimate shear stress

te

- Strain in the top reinforcement

be

- Strain in the bottom reinforcement

a - Compressive reinforcement cover





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uФ

- Curvature at peak load

yФ

- Curvature at yield

yf

- yield strength of main reinforcement

sE - Modulus of elasticity of steel

x - depth of neutral axis

6. References

1. Alexandors and Tsonos.G., 2007, Cyclic Load Behavior of Reinforced Concrete

Beam-Column Sub Assemblages of Modern Structures. ACI Structural Journal,

104(4), pp 468-478.

2. Amir A. Mirsayah and Nemkumar Banthia. 2002. Shear Strength of Steel Fibre-

Reinforced Concrete. ACI Materials Journal, 99(5), pp 473-479.

3. Andre Filatrault, Karim Ladicani, and Bruno Massicotte. 1994. Seismic

Performance of Code Designed Fibre Reinforced Concrete Joints. ACI Structural

Journal, 91(5), pp 564-571.

4. Andre Filiatrault, Sylvain Pineau, and Jules Houde. 1995. Seismic Behaviour of

Steel Fibre Reinforced Concrete Interior Beam-Column Joints. ACI Structural

Journal, 92(5), 543-551.

5. Asha, P. and Sundararajan, R. 2006. Evaluation of seismic resistance of exterior

beam-column joints with detailing as per IS 13920:1993. The Indian concrete

Journal, 80(2), pp 29-34.

6. Au, F.T.K., Huang, K. and Pam, H.J., 2005. Diagonally- Reinforced Beam-

Column Joints Reinforced Under Cyclic loading. Structures and Buildings, 158,

pp 21-40.

7. Ganesan, N. and Indira, P.V., 2000. Latex modified SFRC beam-column joints

subjected to cyclic loading. The Indian Concrete Journal, 74(7), pp 416-420.

8. Ganesan, N., Indira, P.V and Ruby Abraham., 2007. Fibre Reinforced High

Performance Concrete Beam-Column Joints Subjected to Cyclic Loading.ISTE

Journal of Earthquake Technology, 44(4), pp 445-456.

9. Gustavo J. Parra- Montesinos. 2005. High-Performance Fibre Reinforced Cement

Composites an Alternative for Seismic Design of Structures. ACI Structural

Journal, 102(5), pp 668-673.





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10. Indian Standard Plain and Reinforced Concrete Code of Practice IS 456:2000

Bureau of Indian Standards, New Delhi.

11. Indian Standard Ductile Detailing of reinforced Concrete Structures subjected to

Seismic Forces. Code of Practice: IS 13920-1993 (Part 1):2002. Bureau of Indian

Standards, New Delhi.

12. Indian Standard Criteria for Earthquake resistant Design of Structures, Part I

Genaral Provisions and Buildings, IS 1893 (Part I) 2002 Bureau of Indian


13. Jamal Shannag M, Nabeela Abu- Dyya and Ghazi Abu- Farsakh. 2006. Lateral

load Response of HighPerformence Fibre Reinforced Concrete Beam-Column

Joints. ELSEVIER Journal of Construction and Building Materials 19, 500-508.

14. Lars Kutzing. 1997. Use of Fibre Hybrid to Incerase the ductility of High

Performance Concrete (HPC). Institute for Massivbau and Baustoffechnologie i

Gr.Universitat Leipzig,LACER No. 2, pp 125-134.

15. Liu and Cong. 2006. Seismic Behaviour of Beam-Column Joint Subassemblies

Reinforced with Steel fibres. A report submitted in partial fulfilment of the

requirements for the degree of Master of Engineering in the University of

Canterbury.

16. Murty, C.V.R., Durgesh C. Rai, Bajpai, K.K and. Jain, K. 2003. Effectiveness of

Reinforcement Details in Exterior Reinforced Concrete Beam-Column Joints for

Earthquake Resistance. ACI Structural Journal, 100(2), pp 149-156.

17. Shetty, M. S. ―Concrete Technology Theory and Practice‖. S.Chand &Company

Ltd, New Delhi, 1996.

18. Parviz Soroushian and Ziad Bayasi. 1991. Fibre Type Effects on the Performance

of Steel Fibre Reinforced Concrete. ACI Material Journal, 88(2),pp 129-134..

19. Paul, R.Gefken and Melvin, R.Ramey. 1989. Increased Joint Hoop Spacing in

Type 2 Seismic Joints Using Fibre Reinforced Concrete. ACI Structural Journal,

86(2),pp 168-172.

20. Tang Jiuru et al., 1992. Seismic behavior and shear strength of framed joint using

steel-fiber reinforced concrete. Journal of Structural Engineering, 118(2),pp 341-

358.

21. Thanukumari, B. and Perumal, P. 2009. An Experimental Study on the Behaviour

of M20 Concrete with Hybrid Fibre in Exterior Beam-Column Joints Subjected to

Reversed Cyclic Loading. IETECH Journal of Civil and Structures, 2(2), 065-070.





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22. Thanukumari, B. and Perumal, P. 2010. Behaviour of M60 Concrete Using Fibre

Hybrid in Exterior Beam-Column Joint Under Reversed Cyclic Loading. Asian

journal of civil engineering (building and housing), 11(2), pp 265-275.

23. Tsonos, A.G., Tegos, I.A. and Penelis, G.G. (1992). Seismic Resistance of Type 2

Exterior Beam-Column Joints Reinforced with Inclined Bars. ACI Structural

Journal, 89(1),pp 3–12.

********************

In this paper, it is envisaged to create a new composite material which can be derived

from the already existing non-degradable and hazardous waste materials. The new

composite material is a combination of Ordinary Portland cement and Dyeing Industry

Effluent Treatment plant Sludge (DIETP-S). It replaces the non availability of natural





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building materials such as sand and related aggregates. It is the method of extracting

wealth from the waste. Various compositions of mixtures are made in Phase I of the

research. The test results of different mixtures are analyzed. The economical composite,

1:1.7 having sufficient strength as per IS codes for Bricks was selected. The composite

mixture having high quality with low cost is selected for future use as a non-conventional

building material named as Synthetic Sludge Aggregate (SSA). This SSA is used to

manufacture synthetic fine aggregates. The fine aggregates are then used as replacement

of sand in various percentages is M20, M30 and M40 concrete and compressive strength

and split tensile strength characteristics are studied as per BIS standards. It is envisaged

that this composite material reduces the environmental hazards caused by dyeing

industries. There is an abundant scope for the use of this SSA in various construction and

development activities.

Keywords: Composite, Cement, Dyeing Industry Effluent Treatment Plant Sludge,

Synthetic Sludge Aggregate, Sand & Concrete

1. Introduction

DIETP-S is classified as hazardous waste, generated during the primary treatment of

textile effluents. Thousands of tonnes of sludge generated in the last ten years are piled

up at common and individual effluent treatment plants. The effluents generated are

treated at effluent treatment plants. 8.8-crore litres of effluents, after primary treatment in

effluent treatment plants, are being let out into the Noyyal River every day in Thiruppur

alone. One tonne of dewatered sludge is produced for every 500-1000 m3 of wastewater

treated. They all generate dried sludge amounting to an estimated 88 tonnes a day in

Thiruppur alone. The sludge, a highly hazardous chemical waste, is stored in open yards.

The industry also struggles to find a place for a landfill of this sludge. ―Landfill is not a

solution to pollution‖ as during rains the DIETP-S dissolves in rain water and leaches in

to the ground and storm runoff from these yards pollutes streams and rivers. DIETP-S

consists of dye waste, lime, ferrous sulphate, coagulant aids and polyelectrolyte, etc1.

DIETP-S used in the research contains chlorides of 36.85% and sulphate of 20.63%.

Cement is a widely used binding material in construction industry. It is used in mortar,

concrete, precast elements and even for manufacturing bricks. Compared to other binding

materials, cement is the cheapest one.

In this paper it is envisaged to create a new composite using ordinary Portland cement

and DIETP-S. The non dissolving mix having sufficient strength is obtained in phase-I of

the research and in phase-II, The composite is used as a replacement for sand in M20,

M30& M40 concrete. Concrete mix design is done by using the ACI Committee method.

Concrete5 is a most widely used material today. The versatility and mouldability of this

material, its high compressive strength has largely contributed to its widespread use.

Concrete has been in use throughout the civilized history of our mankind. As the





765

technology advances, new ingredients are added to study the alteration in properties of

concrete with each ingredient. As each recipe created in kitchen has different tastes,

concrete also shows different extraordinary changes in properties with change in

ingredients.

The compressive strength of concrete is one of the most important and useful properties

of concrete. It is used as a qualitative measure for other properties of hardened concrete.

Compressive strength of concrete is generally determined by testing cubes made in Lab

or field. When concrete fails under compressive load, the failure is essentially a mixture

of crushing and shear failure. The compressive strength of concrete mainly depends on

water-cement ratio, aggregate strength, etc.

2. Review of literature/Theoretical Background of study

Ramesh Kumar, et al, has done extensive study on dye effluents in Perundurai. He says

that, Textile dyeing industries in Erode and Tirupur district of Tamilnadu (India)

discharge effluents ranging between 100 and 200m³/t of production. Dyeing is performed

by Jigger or advanced Soft Flow reactor process. Coloring of hosiery fabric takes place in

the presence of high concentration of sodium sulphate or sodium chloride (30 – 75 kg/m³)

in dye solutions.

Hilary Nath has produced block bricks from the primary sludge generated in the garment

washing process. The developed sludge brick was tested for the common parameter for a

building block. Comparing the test results with normal block brick, a higher compressive

strength was recorded in the sludge block brick.

Balasubramanian et al, has studied the potential reuse of textile effluent treatment plant

(ETP) sludge in building materials. The physio-chemical and engineering properties of a

composite textile sludge sample from the southern part of India have been studied.

Jewaratnam, Jegalakshimi did a detailed work on sludge from a waste water treatment

plant, the sludge in this work was dried and powdered and added to clay in various

proportions. A 8‖x31/2‖x1/2‖ size of samples were produced by using manual press

operated at 180 psi. The samples were dried in an oven at 105°C for 24 hours before

firing in a kiln at 1050°C using specific temperature program to optimize vitrification

process. The fired samples were evaluated for the thermal conductivity and sound barrier

characteristics were evaluated. The project is under progress.

Reddy Babu G, conducted the feasibility study of usage of sludge from sand beneficiation

treatment plant in the production of bricks. At 5% to 10% of replacement, the quality of

bricks is superior to the brick made from brick earth alone and can be used for superior

work of permanent nature.

Seshadri Sekhar, et al, studied the properties like Compressive Strength, Split Tensile

Strength and Flexural Strength of Self compacting concrete mix proportions ranging from





766

M30 to M65 Grades of Concrete. An attempt also has been made to obtain a relationship

between the splitting tensile strength, Flexural Strength and Compressive strength by the

test results.

3. Research Objectives

In Phase I, a non-dissolving and economical composite is to be obtained.

The composite will be cast in bricks blocks and strength will be

ascertained as per BIS3&4

.

In Phase II, composite will be crushed to obtain SSA . The SSA would be

used as a replacement for sand in various ratios viz. 5%, 10%, 15% and

20% in M20, M30 and M40 concretes. Mix design will be as per ACI

Committee method. Compressive strength and split tensile strengths will

be evaluated as per BIS.

4. Phase-I Research Methodology

The DIETP-S was collected from a dyeing industry near Thirumangalam. The chemical

composition and properties of DIETP-S was found. The DIETP-S was mixed with widely

available binding material viz. Ordinary Portland Cement (OPC) using water-cement

ratio as 0.5. The various mix ratios were adopted by trial and error method and the

resultant dried samples were examined for dissolving in water. The most economical and

non dissolving DIETP-S & OPC mix was obtained. The mix was used to manufacture

bricks with pure DIETP-S & OPC mix and DIETP-S & OPC & sand mix. Fly Ash –

Lime-Gypsum (FAL-G) bricks were also manufactured using various percentages of

DIETP-S as replacement for fly ash. The bricks were tested as per Indian standard codes

for compressive strength & water absorption.

Figure 1: Photo of Briquettes Manufactured

5. Analysis and Interpretation





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Figure 2: Chart of Percentage Loss of Mass

Table 1: Percentage loss of mass in briquettes

Briquette Mix Percentage Loss of Mass

1:05 17.2

1:04 15.5

1:03 10.3

1:02 7.8

01:01.9 3.1

01:01.8 1.4

01:01.7 0

01:01.6 0

01:01.5 0

a) Inference from dissolution test: Various mixes of OPC & DIETP-S were tried viz.

1:5, 1:4, 1:3, 1:2, 1:1.9, 1:1.8, 1:1.7, 1:1.6 & 1:1.5. Out of these 1:1.7, 1:1.6 & 1:1.5

mix briquette samples did not dissolve in water and shape of sample did not

disintegrate. The mix 1:1.7 is taken for casting bricks as it is economical.

b) Manufacture of bricks: Bricks were moulded in 9‖x 4‖x3‖ moulds. Using various trial

mixes with water-cement ratio as 0.5. After 28 days curing, the bricks were tested as

per BIS. The results are shown in table I





768

Figure 3: Photo of Bricks Manufactured

Table 2: Compressive Strength of Bricks and Cost Comparison

Mix details

Cost per

Brick

(Rs.)

Water

absorption

In %

Crushing

strength in

N/mm2

(7- days)

Crushing

strength in

N/mm2

(28- days)

OPC and DIETP-S ratio 1:1.5 7.0 2.97 9.067 13.24

OPC and DIETP-S ratio 1:1.7 6.84 2.96 7.463 10.37

OPC ,DIETP-S and sand ratio

1:1.7:2.1 4.22 3.22 8.576 11.07


1:1.7:3 4.04 3.59 5.487 7.41


1:1.7:3.5 3.73 3.41 5.373 7.15

FAL-G Based bricks 10%

DIETP- S 4.15 8.81 2.524 3.4

FAL-G Based bricks 15%

DIETP-S 4.31 11.50 2.216 2.79

FAL-G based bricks 20% ETP

sludge 4.38 14.80 3.770 5.95





769

Figure 4: Comparison Chart of Bricks

c) Phase I – Results: The compressive strength of the bricks with only OPC – DIETP-S

mixes gave high strength but cost per brick is quite high and not marketable. The OPC

– DIETP-S – sand 1:1.7:3 mix showed appreciable reduction in strength when

compared to OPC – DIETP-S mixes, but the cost per brick is comparable to the cost of

other country bricks. It shows 28 days crushing strength as 7.41 N/mm2, which is

equivalent to second class brick as per IS-3495 (part – I)-1976.

6. Phase – II Research Methodology

The 1:1.7 mix bricks were broken down to obtain SSA. The SSA is used as replacement

for sand in various percentages 5%, 10%, 15% and 20% in concrete mixes M20, M30 and

M40. Mix design was done as per ACI Committee method. M20 is 1:2.88:3.16 with w/c

ratio 0.60. M30 Mix is 1:2.03:2.48 with w/c ratio 0.47. M40 Mix is 1:1.46:2.0 with w/c

ratio 0.38. Concrete cubes were created to study compressive strength for 3 days and 28

days. Cylinders were cast to study split tensile strength of concrete at 28 days. Tests were

conducted as per BIS.





770

7. Phase-II Analysis and Interpretation

Table 3: Compressive Strength at 3days in N/mm2.

Mix / Mix ratios M20 M30 M40

Plain concrete(PL) 13.52 21.86 29.13

Concrete with 5% sand replacement by SSA (5%) 14.38 19.87 31.73




Table 4: Compressive strength at 28 days in N/mm2

Mix/ Mix ratios M20 M30 M40

Plain concrete(PL) 20.375 29.37 42.616





Figure 5: Comparison of 3 days compressive strength





771

Figure 6: Comparison of 28 days compressive strength in N/mm2

Table 5: Split Tensile Strength at 28 Days in N/mm2

Mix/ Mix Ratios M20 M30 M40

Plain concrete (PL) 2.270 3.1975 3.2376









772

Figure 7: Comparison of 28 days split tensile strength in N/mm2

From the tables and charts it is evident that the compressive strength of the concrete

cubes decreases with increase in percentage of SSA. This may be due to the presence of

chlorides of 36.85% and sulphate of 20.63% in DIETP-S. Both chloride and sulphate are

deleterious to concrete. Hence SSA of 5% may be used in concrete as there is only very

mild variation in strength. From the charts we can clearly observe that the strength

actually increased at 5% of SSA.

8. Recommendations and findings

A composite is successfully obtained from the OPC and DIETP-S.

Bricks can be manufactured from the composite with strength of second class

bricks and their cost is comparable with bricks available in market.

New composite aggregate SSA is projected as replacement of already scantly

available sand.

SSA can be used only up to 5% as replacement of sand without affecting the

strength of concrete.

9. Limitation of the study

Only strength characteristics of the composite and concrete is studied.

Durability aspects of the composite will be considered in further research.

Environmental and economical impact of using this composite can be evaluated in

further research.





773

10. Conclusions

A non Dissolving composite of mix 1:1.7 was manufactured successfully. The composite

was used for manufacturing bricks in first phase of the research. The bricks were found to

be economical and the compressive strength of bricks was similar to second class bricks

as per BIS. In phase II of the research, bricks were broken down to obtain SSA and the

SSA was used as replacement for sand in concrete mixes M20, M30 and M40.

Compressive strength of all the concrete mixes showed decline in strength with increase

in percentage of SSA. This may be due to the chloride and sulphates present in SSA.

Hence it is advisable to use only 5% of SSA as replacement of sand in concrete.

Commercial manufacture of bricks from the composite may also be undertaken after

doing durability study on the composite.

References

1 Balasubramaniana J., et al., (2005), ―Reuse of textile effluent treatment plant

sludge in building materials‖, Elsevier Ltd., online paper, 11 January 2005, pp. 1.

2 Hilary Nath (2006), ―Sludge-Bricks Development‖, Reach Journal, brandix

inspired solutions, Issue 3, pp. 6.

3 IS-3495 (part – I)-1976 –―Determination of compressive strength, Methods of test

of burnt clay bricks‖, Bureau of Indian Standards, New Delhi.

4 IS-3495 (part – II)-1976 -―Determination of water absorption, Methods of test of

burnt clay bricks‖, Bureau of Indian Standards, New Delhi.

5 IS-456-2000 – Plain and Reinforced concrete - Code of practice, Bureau of Indian


6 Jewaratnam, et al., (2006) ―Waste Recovery from Industrial Sludge‖. University

of Malaya. Engineering e-Transaction, 1 (2). ISSN 1823-6379, pp. 5-8.

7 Ramesh Kumar M. and K. Saravanan, (2009) ―Recycling of Woven Fabric

Dyeing Wastewater Practiced in Perundurai Common Effluent Treatment Plant‖.

CCSE Journal, April 2009, Volume - 3, No – 4, pp 146

8 Ranganathan K., et al., (2006)―Recycling of wastewaters of textile dyeing

industries using advanced treatment technology and cost analysis‖—Case studies‖.

Conservation and recycling, Volume 50, Issue 3, May 2007, pp 306-318

9 Reddy Babu G, Mallikarjuna Rao K, Ramana Reddy IV (2005), ―Value addition

for sludge generated from sand beneficiation treatment plant‖. Dept Civil Engg.,

SVU Coll Engg, Tirupati. Nature Env. Polln. Techno, , pp 203-206





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10 Renganathan L (2009), ―Safe disposal of sludge, a problem‖, Online edition of

India's National Newspaper, The Hindu.

11 Seshadri Sekhar T. and Srinivasa Rao P., (2008) ―Relationship between

Compressive, Split Tensile, Flexural Strength of Self Compacted Concrete‖

International Journal of Mechanics and Solids, © Research India Publications,

ISSN 0973-1881 Vol.- 3 No.- 2, (2008) pp. 157–168.

12 Shetty M.S. (2005) ―Concrete technology theory and practice‖ S. Chand

publications, ISBN 81-219-0348-3, pp 257.

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