behaviour of structu ral elements containing gold...

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International Journal of Civil Engineering and Technology (IJCIET)Volume 8, Issue 4, April 2017, pp.

Available online at http://www.iaeme.com/IJCIET/issues.

ISSN Print: 0976-6308 and ISSN Online: 0976

© IAEME Publication

BEHAVIOUR OF STRUCTU

CONTAINING GOLD MINE

PARTIAL SUBSTITUTE F

M.Tech student, Civil Engineering Department, SRM University, Kattankulathur, India

Research Scholar, Civil Engineering Department, SRM University, Kattankulathur, India

Civil Engineering Department, SRM University, Kattankulathur, India

Civil Engineering Department, Bangalore Institute of Technology, Bangalore, India

ABSTRACT

Natural sand is becoming a scares material and the current research on building

materials mainly focus on finding an alternative material for natural sand. In this

investigation, an attempt is made to use gold mine tailings as a partial substitute for

natural sand. Concrete of grade M25 is obtained as per IS 10262

natural fine aggregates are replaced with 10%, 20% and 30% gold mine tailings.

Structural elements such as beams, slabs and columns are casted with the resulting

fine aggregates. The behaviour of beams and slabs under flexu

axial compression is studied.

of resulting sand reduces. The ultimate loads in case of beams, slabs and columns are

slightly higher than the control elements for 10% replacement. For 20% and 30%

replacements, the ultimate loads a

are also studied. Results show that gold mine tailings have the potential of being used

as a partial substitute material for natural sand.

Key words: Gold Mine Tailings; Partial Replacement; Ultimate Load;

Crack Pattern.

Cite this Article: R. Prithvi Krishna, Bm Ramalinga

H N Jagannatha Reddy Behaviour of Structural Elements Containing Gold Mine

Tailings As Partial Substitute for Natural Sand

Engineering and Technology

http://www.iaeme.com/IJCIET/issues.

IJCIET/index.asp 2049 [email protected]

International Journal of Civil Engineering and Technology (IJCIET) 2017, pp. 2049–2061 Article ID: IJCIET_08_04_234

http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=4

6308 and ISSN Online: 0976-6316

Scopus Indexed

BEHAVIOUR OF STRUCTURAL ELEMENTS

CONTAINING GOLD MINE TAILINGS AS

PARTIAL SUBSTITUTE FOR NATURAL SAND

R. Prithvi Krishna

Tech student, Civil Engineering Department, SRM University, Kattankulathur, India

B M Ramalinga Reddy

Research Scholar, Civil Engineering Department, SRM University, Kattankulathur, India

K S Satyanarayanan

Department, SRM University, Kattankulathur, India

H N Jagannatha Reddy

Civil Engineering Department, Bangalore Institute of Technology, Bangalore, India


inly focus on finding an alternative material for natural sand. In this


natural sand. Concrete of grade M25 is obtained as per IS 10262

ates are replaced with 10%, 20% and 30% gold mine tailings.


fine aggregates. The behaviour of beams and slabs under flexure, and columns under

is studied. As a result of partial replacement, the fineness modulus



replacements, the ultimate loads are comparable. The deflections and crack pattern


as a partial substitute material for natural sand.

Gold Mine Tailings; Partial Replacement; Ultimate Load;

R. Prithvi Krishna, Bm Ramalinga Reddy, K S Satyanarayanan and


Tailings As Partial Substitute for Natural Sand, International Journal o

Engineering and Technology, 8(4), 2017, pp. 2049-2061.

http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=8&IType=4

[email protected]

asp?JType=IJCIET&VType=8&IType=4

RAL ELEMENTS

TAILINGS AS

OR NATURAL SAND

Tech student, Civil Engineering Department, SRM University, Kattankulathur, India.

Research Scholar, Civil Engineering Department, SRM University, Kattankulathur, India.

Department, SRM University, Kattankulathur, India.

Civil Engineering Department, Bangalore Institute of Technology, Bangalore, India.


inly focus on finding an alternative material for natural sand. In this


natural sand. Concrete of grade M25 is obtained as per IS 10262-2009 and the

ates are replaced with 10%, 20% and 30% gold mine tailings.


re, and columns under

As a result of partial replacement, the fineness modulus



re comparable. The deflections and crack pattern


Gold Mine Tailings; Partial Replacement; Ultimate Load; Deflection;

eddy, K S Satyanarayanan and


Journal of Civil

asp?JType=IJCIET&VType=8&IType=4

R. Prithvi Krishna, B M Ramalinga Reddy, K S Satyanarayanan and H N Jagannatha Reddy

http://www.iaeme.com/IJCIET/index.asp 2050 [email protected]

1. INTRODUCTION

The annual consumption of fine aggregates in India is more than 350 X 109 m

3 (1). Sustaining

the demand for fine aggregates without exploiting natural resources is a challenging task.

Researchers in the past have emphasised that industrial and mine wastes can be utilized to

develop alternative building technologies (2). The potential of utilizing industrial/mining

rejects has been studied by Amit Rai and Rao (3), wherein, they have classified the waste

materials into three groups. Gold mine tailings fall in group-III, which has the potential of

being used as fine aggregate in concrete. Gold mine tailings from various sources have been

studied for their grain size distribution and found that the tailings mainly comprise of fine

sand (4, 5 and 6). The Hutti gold mining industry in Hutti village of Raichur district in

Karnataka, India, has several tons of mine tailings which is unutilised for several decades. In

this investigation an attempt is made to study the structural behaviour of beams, slabs and

columns when natural sand is partially replaced with gold mine tailings.

2. EARLIER INVESTIGATIONS AND SCOPE OF THE STUDY

There are several investigations on utilisation of mining rejects/tailings as fine aggregate in

cement mortar and concrete. B M RamalingaReddy et al (7 and 8) have investigated the

properties of masonry mortars and cement concrete by partially replacing sand with gold

mine tailings. Investigation on masonry mortars with partial replacement of manufactured

sand with gold mine tailings show that flow and water cement ratio are linearly related and

mortar with gold mine tailings requires more water to achieve the same flow as that of normal

mortar. The compressive strength of mortar with gold mine tailings is influenced by the

fineness of sand and as such the compressive strength reduces marginally for 20% and 30%

replacement levels. The water retentivity of mortar increases as the content of gold mine

tailings increases. The investigation on strength properties of concrete with partial

replacement of river sand with gold mine tailings indicates improved strengths. There is

marginal increase in compressive and tensile strengths for 10% and 20% replacement levels.

Even for30% replacement, the results are comparable with control mix. There is good

correlation between compressive and tensile strengths of concrete.

Renato Guiao Gpoez (9) has investigated the properties of roller compacted concrete by

utilizing copper-gold mine tailings as fine aggregates. Based on sieve analysis, physical

properties, compressive strengths and durability tests, it is found that the new fine aggregates

have yielded comparable results.

Lilies Widojoko et al (10) have investigated the possibility of utilizing gold mine tailings

as fine aggregate in cement mortar. The tailings generated in Way Humarabalak-Banjar

Agung, Lampung were used in the investigation. It is observed that 25% replacement level of

sand with gold mine tailings gave better compressive strengths.

Thus from the previous literature it is evident that many studies have been focused on

characterization of gold mine tailings and evaluation of mortar properties that contain gold

mine tailings as partial substitute for sand. These studies indicate that gold mine tailings have

the potential of replacing sand partially. Even though few studies have been carried out in

producing roller compacted concrete for pavements adopting gold mine tailings as fine

aggregates, study on structural behaviour of concrete elements like beams, slabs and columns

has not been carried out. Evaluating load carrying capacity and failure pattern of structural

elements is essential to assess the suitability of gold mine tailings as a partial substitute

material for sand in concrete. As such, in this paper an attempt is made to examine the load

bearing capacity, deflection behaviour and crack pattern of beams, slabs and columns casted

using M25 concrete and partially replacing natural sand with 10%, 20% and 30% by weight

of gold mine tailings.

Behaviour of Structural Elements Containing Gold Mine Tailings As Partial Substitute for Natural

Sand


3. MATERIAL PROPERTIES

3.1. Gold mine tailings

The chemical composition and particle size distribution were evaluated as per IS: 2000-1985

(11) and IS: 2386 (part-II)-1963 (12) respectively. The fraction of material passing through

75 microns sieve was analysed through hydrometer analysis. The specific gravities of gold

mine tailings and natural sand are 2.82 and 2.66 respectively. The particle size distribution

curves for natural sand (NS) and gold mine tailings (GMT) are shown in Figure 1 and the

chemical composition of gold mine tailings is shown in Table1.

Figure1 Particle size distribution curves for NS and GMT

Table 1 Chemical composition of GMT

Parameters Result % Parameters Result %

Loss on ignition 1.08 Zinc as ZnO 0.011

Calcium as CaO 6.10 Nickel as NiO 0.006

Magnesium as MgO 3.68 Chromium as Cr2O3 0.008

Iron as Fe2O3 6.70 Lead as PbO 0.007

Aluminium as Al2O3 3.85 Silica as SiO2 71.6

Sodium as Na2O 0.078 Chloride as Cl 0.070

Potassium as K2O 0.285 Sulphate as SO4 0.036

Copper as CuO 0.010 Cyanide as CNmg/kg BDL*(D.L.1.0)

Manganese as MnO 0.077

*BDL: Below Detection Limit

3.2. Coarse aggregates

Crushed granite jelly obtained from machine crusher is used as coarse aggregate. The

aggregates passing through 12.5 mm sieve and retained on 4.75 mm sieve is used.

3.3. Cement

Ordinary Portland cement conforming to IS: 8112-1989 (13) is used in the investigation. The

tests are carried out according to codal provisions.

0

20

40

60

80

100

120

0.001 0.01 0.1 1 10

% F

ine

r

Particle size (mm)

NS

GMT



4. EXPERIMENTAL PROGRAMME

The study focuses on examining the ultimate load carrying capacity under bending for beams

and slabs, and also the columns, in which GMT is a partial substitute for NS. Mix proportions

for M25 concrete were obtained as per the guidelines of IS: 10262-2009 (14). Details of sand

types adopted and tests conducted are shown in Table 2. The proportions for concrete

containing NS, GMT and their combinations with water cement ratio and percentage of Super

plasticiser is shown in Table 3.

Table 2 Details of test programme for various sand types

S.NO Sand type Mix

designation

Properties investigated

I II III IV

1 Natural sand NS √ √ √ √

2 Gold mine tailings GMT √ √ √ √

3 10% replacement of NS with

GMT

10RPN √ √ √ √


GMT

20RPN √ √ √ √


GMT

30RPN √ √ √ √

I: Particle size distribution studies, II: Flexural behaviour of beams, III: Flexural behaviour of slabs,

IV: Behaviour of Columns under axial compression

Table 3 Mix proportions for NS, GMT and their combinations

Mix

designation

Proportion per m3 of concrete

Superplasticiser

(%) Cement

(kg/m3)

Fine aggregates

(kg/m3)

Coarse

aggregates

(kg/m3)

Water

(kg/m3)

Water

cement

Ratio NS GMT

NS 437.8 657.0 - 1129.7 197 0.45 0.5

GMT 328.3 - 749.0 1187.5 197 0.6 2.5

10RPN 437.8 598.53 58.47 1129.7 197 0.45 0.5

20RPN 437.8 540.05 116.95 1129.7 197 0.45 0.5

30RPN 437.8 481.58 175.42 1129.9 197 0.45 0.5

5. PARTICLE SIZE DISTRIBUTION STUDIES

It is evident from Figure 1, that GMT comprise of mainly fine sand, silt and clay. To utilize

this material as fine aggregate, it has to be blended with NS in certain percentages, so that the

fine sand fraction in gold mine tailings can contribute to the fine aggregate fraction. With this

concept, NS was replaced with GMT at three different percentages, namely 10%, 20% and

30%. In order to reduce the errors that arise due to volume batching, the replacement of NS

with GMT was done on the basis of weight ratios. The sieve analysis results for different

replacement levels are represented in Figure 2. The gradation results are shown in Table 4.


Sand


Figure 2 Particle size distribution curves for different sand types

Table 4 Gradation results of different sand types

Sand type Mix

Designation FM >4.75mm

Coarse

(4.75-

2.36)

Medim

(2.36-

0.425)

Fine

(0.425-

0.075)

Silt

(0.075-

0.002)

Clay

(<0.002)

Natural

sand NS 2.45 1.03 2.3 65.48 24.61 5.52 1.06

Gold mine

tailings GMT 0.28 0 0 6.16 63.28 25.89 4.67

10%

replacement

of NS with

GMT

10RPN 2.23 0.93 2.07 58.97 23.77 12.3 1.96

20%

replacement

of NS with

GMT

20RPN 2.01 0.82 1.84 52.47 22.94 19.06 2.87

30%

replacement

of NS with

GMT

30RPN 1.79 0.72 1.61 41.96 26.1 25.84 3.77

FM: Fineness modulus

6. FLEXURAL BEHAVIOUR OF BEAMS AND SLABS As the objective of the investigation is to assess the load bearing capacity, deflection

behaviour and crack pattern of beams that contain GMT which is a partial substitute for NS, a

nominal beam size and reinforcement was adopted. The details of section and reinforcement

for beams and slabs are shown in Figures 3 and 4 respectively. The beam is tested by

applying loads at one third distances of span, so that pure bending is developed, whereas the

slab is tested under a concentrated load at centre of slab.The load was applied through a

hydraulic jack at constant load increments. The deflections were measured at mid points and

also at the points where load is applied in case of beams. In case of slabs, the deflections were

measured under the load. Two specimens were tested in each case and the average results are

adopted.

0

20

40

60

80

100

120

0.001 0.01 0.1 1 10

% F

ine

r

Particle size (mm)

NS

GMT

10RPN

20RPN

30RPN

R. Prithvi Krishna, B M Ramalinga

http://www.iaeme.com/IJCIET/index.

Figure 3

Figure 4

7. BEHAVIOUR OF COLU

To assess the influence of GMT

the column were designed for short column. The adopted dimensions are shown in Figure 5.

The load was applied through a hydraulic jack. Steel column heads were installed at the upper

and lower ends of the column to prevent failure at the upper/lower heads of the column. Two

specimens were casted and tested in each case and the average results are adopted.

Ramalinga Reddy, K S Satyanarayanan and H N Jagannatha Reddy

IJCIET/index.asp 2054 [email protected]

Figure 3 Reinforcement details of beam

Figure 4 Reinforcement details of slab

7. BEHAVIOUR OF COLUMNS UNDER AXIAL COMPRESSION

To assess the influence of GMT on the compressive strength of columns, the dimensions of



of the column to prevent failure at the upper/lower heads of the column. Two


eddy, K S Satyanarayanan and H N Jagannatha Reddy

[email protected]

RESSION

on the compressive strength of columns, the dimensions of



of the column to prevent failure at the upper/lower heads of the column. Two



Sand


Figure 5 Reinforcement details of column

8. RESULTS AND DISCUSSIONS

8.1. Particle size distribution

The following observations can be made from Figure 2 and Table 4. Nearly 70% of GMT

comprise of fine sand and the remaining is silt and clay. On partial replacement of NS with

GMT, the medium sand fraction in the resulting sand reduces compared to NS. The fine sand

fraction in the resulting sand slightly reduces compared to NS for 10% and 20%

replacements. Whereas for 30% replacement the percentage of fine sand is more than that

contained in NS. The gradation of the resulting sand can be altered or reconstituted to suit any

grading requirements. However, in this investigation reconstitution is not adopted.

8.2. Flexural behaviour of beams

The load at first crack was visualized by means of a magnifying glass in the uniform bending

moment region, where the first flexural crack was formed. The test set up for one of the

beams is shown in Figure 6. The loads at first crack, the ultimate loads and the corresponding

deflections are tabulated as shown in Table 5. The load-deflection curves for different

concrete mixes are shown in Figures 7 and 8.



Figure 6 Experimental set up for beam test

Table 5 Details of load and deflections for beams

Sl No Mix designation Load (kN) Deflection (mm)

At first crack Ultimate At first crack ultimate

1 NS 14 56 3.13 26.76

2 GMT 6 38 1.32 15.8

3 10RPN 14 68 2.3 34.05

4 20RPN 12 62 2.27 39.92

5 30RPN 14 60 1.86 19.57

Figure 7 Load-deflection curves for NS and GMT

0

10

20

30

40

50

60

0 5 10 15 20 25 30

Loa

d (

kN

)

Deflection (mm)

NS

GMT


Sand


Figure 8 Load-deflection curves for 10RPN, 20RPN and 30RPN

The following observations can be made from results in Table 5 and from the graphs shown

in Figures 7 and 8.

• The load carrying capacity of beams casted with GMT alone as fine aggregates is

considerably low.

• The ultimate load increases by 21.4%, 10.7% and 7.1% for replacement levels of 10%,

20% and 30% respectively.

• As the ultimate load increases, the deflection also increased in case of 10% and 20%

replacement levels. The percentage increase in deflection being 27.2% and 49.2%

respectively. However, 49.2% increase in deflection for 10.7% increase in ultimate load

seems to be not normal.

• For 30% replacement, the deflection reduces by 26.9%.

• The crack pattern observed in beams containing substitute material (GMT) is almost

similar to the control beam.

• The nature of failure observed in all the beams was ductile.

8.3. Flexural behaviour of slabs

The test set up for one of the slabs is shown in Figure 9. The loads at first crack, the ultimate

loads and the corresponding deflections are tabulated as shown Table 6. The load-deflection

curves for different concrete mixes are shown in Figures 10 and 11.

Table 6 Details of loads and deflections for slabs

Sl No Mix designation Load (kN) Deflection (mm)

At first crack Ultimate At first crack Ultimate

1 NS 24 38 3.18 6.79

2 GMT 18 34 7.31 11.14

3 10RPN 28 56 3.19 8.52

4 20RPN 26 46 3.76 9.23

5 30RPN 30 48 7.33 10.92

0

10

20

30

40

50

60

70

0 5 10 15 20 25 30 35 40Lo

ad

(k

N)

Deflection (mm)

10RPN

20RPN

30RPN



Figure 9 Experimental set up for slab test

Figure 10 Load deflection curves for Figure 11. Load deflection curves for 10RPN, NS and

GMT20RPN and 30RPN

The following observations can be made from results in Table 6 and from the graphs shown

in Figures 10 and 11.

• The slabs containing GMT as a partial substitute material behave similar to beams. The

ultimate load carrying capacity increases by 47.4%, 21% and 26% respectively for 10%,

20% and 30% replacement levels.

• As the ultimate load increases the deflection also increase and the percentage increase

observed is 25.4%, 35.9% and 60.8% respectively for 10%, 20% and 30% replacement

levels.

• The nature of crack pattern observed in control slab and other slabs were similar

• The type of failure observed in all the slabs was ductile in nature.

8.4. BEHAVIOUR OF COLUMNS UNDER AXIAL COMPRESSION

The test set up for column is as shown in Figure 12. The ultimate load for columns of

different mixes is tabulated in Table 7. The following observations are made from the results.

0

10

20

30

40

0 2 4 6 8 10 12

Loa

d (

kN

)

Deflection (mm)

NS

GMT

0

10

20

30

40

50

60

0 2 4 6 8 10 12 14 16 18

Loa

d (

kN

)

Deflection (mm)

10RPN

20RPN

30RPN


Sand


Figure 12. Experimental set up for column test

Table 7 Details of ultimate loads for columns

• The theoretical ultimate load for control column is 130.3 KN. However, the actual

ultimate load is much higher than the theoretical value, which may be due to good control

of casting and curing of specimens.

• The ultimate load increased by 10.4% for 10% replacement, whereas for 20% and 30%

replacements the ultimate load decreased by 29.1% and 35.4% respectively.

• The horizontal deflections observed in columns were very minimal and the failure

occurred near the top end.

Figure 13 Variation of ultimate loads for beams, slabs and columns with percentage of fine sand

0

50

100

150

200

250

300

NS GMT 10RPN 20RPN 30RPN

% F

ine

sa

nd

& U

ltim

ate

lo

ad

Type of concrete mix

% Fine sand

Ultimate load for

beams

Ultimate load for

slabs

Ultimate load for

columns

Sl.No Mix designation Ultimate load (kN)

1 NS 240

2 GMT 144

3 10RPN 265

4 20RPN 170

5 30RPN 155



9. CONCLUSION

The following conclusions can be drawn from this investigation

1. Partial replacement of NS with GMT leads to reduction in the medium sand fraction of the

resulting sand in comparison with NS. Also, the fine sand fraction marginally reduces for 10%

and 20% replacement in comparison with NS. However, for 30% replacement, the fine sand

fraction will be more than that contained in NS.

2. The fineness modulus marginally reduces after partial replacement, their values being 2.23,

2.01 and 1.79 for 10%, 20% and 30% replacements respectively

3. As the resulting sand becomes finer, the ultimate load in beams, slabs and columns decrease

as shown in Figure 13. However, there is a marginal increase in ultimate loads for 10%

replacement when compared to the control mix.

4. The fineness of the resulting sand has influence on the deflection behaviour of structural

elements. As the resulting sand becomes finer, the deflections increase.

5. Even though GMT contains more than 71% of silica, some factor may be contributing to

strength development, due to which there is a marginal increase in ultimate strength for 10%

replacement.

6. The fineness modulus of resulting sand may be modified by altering or reconstituting the

material, due to which the behaviour of resulting concrete may change.

7. Based on the results obtained, it may be concluded that GMT has the potential of being used

as partial substitute material for NS in the production of concrete.

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[4] Yunxin (Jason) Qiu and Sego “Laboratory properties of mine tailings”, Can. Geotech. J.

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Sand


[10] Lilies Widojoko, Harianyi Hardjasaputra and Susilowati, “Study of Gold Mine Tailings

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