STUDY ON BEHAVIOUR OF COMPRESSION MEMBER WITH BAMBOO AS REINFORCEMENT AND COCONUT SHELL AS AGGREGATE

Civil Engineering and Urban Planning: An International Journal(CiVEJ) Vol.3,No.1, March 2016
DOI:10.5121/civej.2016.3101 1
STUDY ON BEHAVIOUR OF COMPRESSION
MEMBER WITH BAMBOO AS REINFORCEMENT
AND COCONUT SHELL AS AGGREGATE
A. Joshua Daniel1
and S. Sivakamasundari2
1,2
Department of Civil Engineering, SRM University, Chennai, Tamilnadu, India
ABSTRACT
Concrete is the most widely used construction material. Among all ingredients of concrete, aggregates form
the major portion; further there exists a challenge in attaining the structural light weight concrete utilizing
the waste. Among the natural waste coconut shells can suitably replace these natural aggregates. The
compression testing on cube and split tensile test on cylinder were performed to authenticate its feasibility.
Concrete is reinforced with steel bars to negate its weak tension carrying capacity. However, due to higher
cost and non-renewability of steel, nowadays attempts were made to provide a low-cost, sustainable
material. The feasibility for the usage of locally procured bamboo as reinforcement is tested to evaluate its
Elasticity and ultimate strength. The axial compression test on various columns were performed comparing
its axial deformation, Energy absorption capacity, ultimate load, displacement ductility and degradation in
stiffness.
KEYWORDS
Bamboo Reinforcement, Compression Test, Split Tension, Column, Coconut Shell Aggregate, Different
Length, Energy, Ductility, Stiffness
1. INTRODUCTION
Concrete is the most widely used material in building construction. The demand for concrete had
increased in the last few decades. Among the entire constituent in concrete, aggregates form the
major portion, which set off an increased demand for coarse aggregate. Coarse aggregate are
generally the crushed natural stone which are non-renewable in nature. Further there exit a
challenge in attaining the light weight concrete utilizing the waste. Structural light weight
concrete should have a density less than 2000 kg/m3
and compressive strength more than 20
N/mm2
[1]. This is generally achieved by replacing the coarse aggregate with light weight
aggregate.
Among the several wastes that are available around the world, coconut shells can suitably replace
the natural aggregate in concrete. [2, 3] found that the coconut shell concrete can able to achieve
its full strain capacity under shear loading. [4, 5] experimentally found that the bond strength of
coconut shell concrete is much higher than the bond strength estimated by BS 8110 and IS
456:2000. A lot of research work has been carried out on the optimum replacement of coconut
shell aggregate and has proved to be an appropriate replacement for coarse aggregate achieving
the requirement for structural light weight concrete.
Concrete is very strong in compression but weak in tension. To overcome this concrete are
reinforced with steel bars. However the use of steel as reinforcing material has several
disadvantages like higher cost, non-renewability of steel and is responsible for the major emission

2
of greenhouse gas. Several attempts were made by the researcher to provide a low-cost
sustainable material. In this regards vegetable fibres were studied in the past which include jute
[6, 7], coconut coir [8, 9], sisal [10], babadua [11], date palm [12], raffia palms [13], bamboo [14,
15] and bamboo fibres [16]. Although most of these studies yielded good result, bamboo is
superior to other natural reinforcing materials.
Bamboo is a fast growing wood like material belongs to the grass family Poaceae. The tensile
strength of bamboo is very high and for some species, its ultimate tensile strength is same as the
yield strength of mild steel. The strength to specific weight ratio of bamboo is six times higher
than that of the steel. Bamboo can take tension as well as compression load, whereas other
vegetable reinforcing materials cannot carry compression loading. Furthermore, the energy
required to produce one cubic meter per unit stress of bamboo is 50 times lower than the energy
required by steel [17]. Due to these properties had attracted many researchers for using bamboo
as reinforcement in concrete. Mansur et al., [18] experimentally evaluated the feasibility of using
bamboo in the form of woven mesh as reinforcement in cement mortar. This study indicates that
the inclusion of bamboo mesh imparts considerable ductility and toughness to the mortar, with
significant increase in tensile, flexural and impact strength. Ghavami [14] experimentally found
out that, the ultimate load carrying capacity of bamboo reinforced concrete is increased four times
for bamboo reinforced concrete when compared with unreinforced concrete. Further, the author
found that the bonding between bamboo and concrete is lower than that of steel and concrete
which reduces its tension carrying capacity. Prasad et al., [19] used bamboo reinforced cement–
sand mortar panels for the construction of low cost housing in hilly region. Adom – Asmoah [20]
recommends the usage of steel stirrups to improve its load carrying capacity.
No literature review is available replacing the coarse aggregate with coconut shell and steel with
bamboo as reinforcement to obtain a integral structural light weight concrete with coconut shell
as coarse aggregate and renewable bamboo as reinforcement. The axial compression test on steel
reinforced concrete columns with conventional concrete, steel reinforced concrete columns with
coconut shell concrete and bamboo reinforced concrete column with coconut shell concrete are
performed to compare its axial deformation, ultimate load, energy dissipation capacity,
displacement ductility and degradation in stiffness.
2. SELECTION AND PREPARATION OF BAMBOO STRIPS
The current research primarily aims at performing the axial load test on column replacing coconut
shell as coarse aggregate and bamboo as reinforcement. The bamboo culm from the local market
(SP-Dera) are procured considering the guidelines such as the samples procured are between 3 to
5 years of age, having a brownish appearance and samples which are been cut in winter season.
Thereafter bamboo stripes of desired size are made from these bamboo culms using lathe
machine.
2.1. Moisture Content
The optimum hours of oven drying (at 100˚C) is calculated on the samples to determine the
percentage reduction in moisture content. Table 1 shows the initial weight of the bamboo
specimens and the corresponding reduction in weight after 2hours, 4hours, 6hours and 8hours of
testing. Figure 1 shows the average percentage reduction in moisture content for different hours
of drying.

3
From the above table it is been observed that beyond 6hours of oven drying, weight of the
specimen remains the same. From Figure 1 it is been noticed that the graph follows a linear path
beyond 6hours of oven drying. Hence the compression test and tension test were performed on
8hours of oven dried bamboo.
Table 1. Moisture test on bamboo specimen
Description Initial Weight Weight After 2 Hours of Drying
Sample No. In Kg In N In Kg
%
Reduction
Average
1 0.13 1.2 0.11 11.0
10.82 0.14 1.4 0.13 10.7
3 0.15 1.5 0.13 10.8
%
Reduction
Average
1 0.15 1.5 0.12 21.4
19.92 0.19 1.8 0.15 19.1
3 0.18 1.8 0.15 19.3
%
Reduction
Average
1 0.15 1.4 0.09 28.7
27.82 0.12 1.2 0.08 27.2
3 0.15 1.4 0.07 27.6
%
Reduction
Average
1 0.13 1.2 0.10 28.00
302 0.12 1.1 0.08 31.00
3 0.10 1.1 0.10 31.00
Figure 1. Average percentage reduction in moisture after oven drying

4
3. EXPERIMENTAL PROGRAM
The test is conducted in a 2000 kN compression testing machine (CTM). The load is applied
gradually from zero up to failure. Figure 2 shows the compression test on bamboo specimen.
(a) Test Setup (b) Failure Pattern
Figure 2. Compression test on 8 hour of oven dried bamboo
The direct tension test is conducted in a 40 Ton universal testing machine (UTM). The load is
applied gradually from zero. For each increment, the reading in extensometer is measured till
failure. Figure 3 shows the direct tension test on bamboo.
(a) Test setup (b) Failure pattern
Figure 3. Direct tension test on 8 hour of oven dried bamboo
The current research primarily aims at performing the axial compression test on column replacing
coconut shell as coarse aggregate. The concrete grade of M25 mix, designed as per Indian
standards (IS 10262:2009) is used in this study to determine the compression strength of cube and
split tensile strength of cylinder after 7 days, 14 days and 28 days. The Indian standard specifies
(IS 456:2000) the characteristics compressive strength, Young’s modulus and flexure strength are
given by 25 N/mm2
, 25000 N/mm2
and 3.5 N/mm2
respectively. The conventional concrete used
for this study has a mix proportion of 1: 2.22: 3.66 and that of the coconut shell concrete [5] is 1:
1.47: 0.65. Figure 4 shows the compression test on cube and Figure 5 shows the split tensile
testing on cylinder.
Figure 4. Compression testing on cube

5
Bamboo is cut into 4 parts diameter wise along length and was made as a reinforcement of
diameter 12mm. An epoxy resin was applied over the bamboo and is allowed to dry. The bamboo
was tied with binding wire with 2.54cm thread and made as reinforcement. The scope of the work
involves, studying the behaviour on square column with 120mm cross section of varying height.
Three columns was casted for each arrangement (conventional concrete with steel reinforcement
referred as “Type A”, coconut shell concrete with steel reinforcement referred as “Type B” and
coconut shell concrete with treated bamboo reinforcement referred as “Type C”). These
specimens are de-moulded after 24 hours and then they are cured in water for 28 days. Axial
compression test is performed on steel and bamboo reinforced columns of height 1000 mm and
1300mm. The loading frame with 40T capacity is used to perform the compression test. The
prepared specimen was erected in the loading frame to simulate the hinged condition. To the top
plate proving ring was attached to measure the load. The compression test set up is shown in
Figure 6. The load is applied axially in a step of 1000N and for each load step; the axial
compression by means of dial gauge were taken, till the column could resist the load.
Figure 5. Split tensile strength of cylinder
Figure 6. Loading frame for testing the column

6
4. RESULT AND DISCUSSION
The results of the tests conducted on the bamboo strips and on the column specimen elements
described in Section 2 are presented in this section. Based on these results relevant discussions
are provided.
4.1. Compression And Tension Testing On Bamboo
Compression and tensile test is conducted on the locally procured bamboo strips to determine the
ultimate strength and elasticity parameters of the bamboo as reinforcement. Few specimens are
tested for this purpose. From Table 2 and Table 3 the average compressive and tensile strength is
calculated as 48.16 N/mm2
and 94.45 N/mm2
respectively.
Table 2. Compression test on bamboo after 8 hour of oven drying
The direct tensile test is conducted on the bamboo to determine the modulus of elasticity. Table 4,
shows the direct tensile test on bamboo and the corresponding Figure 7 shows the stress – strain
graph for bamboo specimen after 8 hours of oven drying. The modulus of elasticity of bamboo is
25700 N/mm2
.
Table 3. Result for direct tension test on bamboo after 8 hour of oven drying
Trial
Diameter
of
specimen
in mm
Area
in
mm2
(A)
Load in
N
(P)
Tensile
stress in
N/mm2
P/A
Average
tensile
stress in
N/mm2
Type of failure
1 D = 9.16 66.47 6082.2 91.50 94.45 Splitting failure
Table 4. Direct tension test on bamboo after 8 hour of oven drying
Trail
Load in kN
(P)
Dimension of
bamboo in
mm
Area in
mm2
(A)
Compressive
stress in
N/mm2
(P/A)
Average
compressive
stress in
N/mm2
1 65
1570
41.40
48.162 67 42.60
3 95 60.5
Load in
N
(P)
Diameter of
specimen in
mm
Area in
mm2
(A)
Stress in
N/mm²
(P/A)
Extensometer
reading in mm
Strain
×10-4
Modulus of
elasticity in
N/mm²
981
D = 9.2 66.47
15.42 0.06 6
2.57 × 104
1962 30.84 0.13 13
2943 46.24 0.21 21
3924 61.68 0.29 29
4905 77.10 0.35 35
5886 92.52 0.44 44

7
Figure 7. Stress – strain curve for bamboo after 8 hour of oven drying
4.2. Compression And Split Tension Testing On Concrete
Compression and split tensile test is conducted on the conventional and coconut shell concrete
after 7 days, 14 days and 28 days of curing.
Table 5. Compressive strength on cube
Description
Compression strength in N/mm2
Days of curing
7 Days 14 Days 28 Days
Conventional concrete 21.1 25.53 28.2
Coconut shell concrete 18.8 23.9 26.4
Table 5 shows the compression strength of cube. Conventional concrete attained the compression
strength of 25 N/mm2
after 14 days of curing where as coconut shell concrete attains the
estimated strength after 28 days of curing. Table 6 shows the corresponding split tensile strength
of the specimen. After 28 days of curing split tensile strength is almost the same for conventional
and coconut shell concrete.
Table 6. Split tensile strength on cylinder
Description
Split tensile strength in N/mm2
Days of curing
7 Days 14 Days 28 Days
Conventional concrete 1.43 2.74 2.86
Coconut shell concrete 1.12 2.49 2.62
Compression and tensile test is conducted on the locally procured bamboo strips to determine the
ultimate strength and elasticity parameters of the bamboo as reinforcement. Few specimens are
tested for this purpose. From Table 2 and Table 3 the average compressive and tensile strength is
calculated as 48.16 N/mm2
and 94.45 N/mm2
respectively.
The direct tensile test is conducted on the bamboo to determine the modulus of elasticity. Table 4,
shows the direct tensile test on bamboo and the corresponding Figure 7 shows the stress – strain
graph for bamboo specimen after 8 hours of oven drying. The modulus of elasticity of bamboo is
25700 N/mm2
.

8
4.3. Testing On Column
Axial compression test is performed on steel and bamboo reinforced columns of two different
length. Totally 18 columns were casted which includes 6 numbers of reinforced concrete columns
with conventional concrete, 6 numbers of steel reinforced concrete columns with coconut shell
concrete and 6 numbers of bamboo reinforced concrete column with coconut shell concrete. The
load – deformation behaviour of columns under axial compression are shown in Figure 8 and
Figure 9 for 1m and 1.3m respectively. It is observed from this figures that, the area under the
load–deformation curves for Type A is more than that of the Type B and Type C which indicates
that the Type A has the high energy absorption capacity, which is evident from the Table 7 and
Table 8.
Figure 8. Load – deflection curve for 1m column under axial compression
Figure 9. Load – deflection curve for 1.3m column under axial compression
Table 7. Energy absorption for 1m column
Energy (J)
Type A EA 815.7
Type B EB 735.2
Type C EC 530.3

9
Table 8. Energy absorption for 1.3m column
Energy (J)
Type A EA 1210.6
Type B EB 1114.4
Type C EC 849.9
From above table for each case it is observed that as the height of the column increases energy
absorption capacity increases. From Table 7 it is evident that, energy absorption capacity of Type
B and Type C is 90% and 65% of Type A whereas, from Table 8 it is clear that irrespective of
change in height, almost a similar variation is been observed (92% and 70%). From Figure 8 and
Figure 9 it is noticeable that the ultimate deformation of Type B column is higher that Type A
and Type C which is evident from the Table 9 and Table 11.
Table 9. Comparison of ultimate displacement of 1m column
1 m Column
Remark
Displacement (Type A) in mm 6.321
Type B 7.125 % Variation w.r.t Type A 13 Increase
Type C 6.89 % Variation w.r.t Type A 9 Increase
From above table Type B and Type C column has a variation of 13% and 9% however due to
decrease in yield deformation the displacement ductility of Type A is higher when compared with
other arrangement. From Table 10 it is observed that the displacement ductility of Type A and
Type B column is 82% and 42% higher, when compared with that of Type C column.
Irrespective of variation in height the ultimate deformation of Type B column is higher that Type
A and Type C which is evident from the Table 11. From Table 11 it is observed that the
displacement increases by 1% for Type B column and decreases by 2% Type C column however
due to decrease in yield deformation the displacement ductility of Type A is higher when
compared with other arrangement.
Table 10. Comparison in displacement ductility of 1m column
Type of Specimen
Ductility
1m
Type A 17.37 1.82
Type B 13.89 1.46
Type C 9.53 1.00
Table 11. Comparison of ultimate displacement of 1.3m column
1.3 m Column
Remark
Displacement (Type A) in mm 10.826
Type B 10.97 % Variation w.r.t Type A 1 Increase
Type C 10.642 % Variation w.r.t Type A 2 Decrease
From Table 12 it is observed that there is a vast variation in displacement ductility of Type A and
Type B column when compared with that of Type C column.

10
Table 12. Comparison in displacement ductility of 1.3m column
Type of
Specimen
Ductility
1.3 m
Type A 13.58 3.27
Type B 12.87 3.10
Type C 4.15 1.00
Figure 10 and Figure 11 shows the degradation of stiffness by plotting a graph between P/PU –
Stiffness for 1m and 1.3m respectively. The variation in stiffness between the initial and ultimate
load for 1m and 1.3m is shown in the corresponding Table 13. It is been evident that the
percentage degradation in stiffness of Type C is less than Type A and Type B column, which is
authenticated from the non-dimensional graph (Figure 12 and Figure 13) from which it is
apparent that the slope of Type C is lesser than Type A and Type B column which marks the
lowest degradation in stiffness.
Figure 10. P/PU Vs Stiffness for 1m Length of Column
Figure 11. P/PU Vs Stiffness for 1.3m Length of Column

11
Figure 12. Non-Dimensional Graphs for Columns of 1m Length
Figure 13. Non-Dimensional Graphs for Columns of 1.3m Length
Figure 14. Average Value of First Crack Load

12
Figure 15. Average Value of Ultimate Crack Load
Table 13. Comparison of Degradation in Stiffness
1m Column
Type
Stiffness kN/mm
% Degradation in Stiffness
Initial Ultimate load
A 54.95 34.80 36.66
B 38.99 26.67 31.60
C 27.66 20.32 26.55
1.3m Column
Type Stiffness kN/mm % Degradation in Stiffness
Initial Ultimate load
A 25.09 18.47 26.38
B 23.47 14.13 39.79
C 16.18 12.69 21.60
The average value of first crack load and ultimate load for different arrangement of column is
shown in the corresponding Figure 14 and 15. It is observed that the first crack load for
corresponding to Type B and Type C column remains same irrespective of change in height.
From Figure 15 it is observed that the ultimate crack load of Type C column remains same
irrespective of change in height.
3. CONCLUSIONS
In this study the prospect of utilization of bamboo and coconut shell as a replacement for
reinforcement and aggregate has been evaluated through a series of experimental investigations
on 18 columns, which includes 6 numbers of steel reinforced concrete columns with conventional
concrete (Type A), 6 numbers of steel reinforced concrete columns with coconut shell concrete
(Type B) and 6 numbers of bamboo reinforced concrete column with coconut shell concrete
(Type C). The tests performed in the due course of this research include moisture test on bamboo,
compression and tensile test of bamboo specimen to estimate the Young’s Modulus. Further
compression and split tensile test were performed for conventional concrete and coconut shell
concrete finally the axial load test on columns were carried out. The conclusion drawn from the
axial test on column were summarised below:

13
1. Energy absorption capacity enhance with increase in height of column, further the energy
absorption capacity of Type A column is higher than other configuration
2. Ultimate displacement of Type B column is superior when compared with Type A and
Type C configuration
3. With decrease in yield deformation the displacement ductility of Type A column is
superior to other configuration
4. Degradation in stiffness of Type C column is the least among its configuration which
marks an lesser slope in non dimensional graph for Type C column
5. Irrespective of change in height the average value of first crack load in Type B and Type
C column remain the same. Whereas the average ultimate load in Type C column remains
identical
REFERENCES
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In Proceedings of the ICACC-2008, International conference on advances in concrete and
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[4] Gunasekaran, K., Kumar, P. S., and Lakshmipathy, M., (2011) “Mechanical and bond properties of
coconut shell concrete”, Construction Building Material, 25(1), pp 92–8.
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[6] Mansur, M. A., and Aziz, M. A., (1982) “A study of jute fibre reinforced cement composites”,
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jute fibre as reinforcing agent controlling the physical and mechanical characteristics of cement
mortar”, Construction Building Material, 49(2), pp 14–22.
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[19] Prasad, J., Pandey, B. S., Ahuja, R., and Ahuja, A. K., (2005) “Low cost housing for hilly regions
using locally available material”, Asian Journal of Civil Engineering Building Housing, Vol. 6(4), pp
257–65.
[20] Adom-Asamoah., (2010), “A comparative study of Bamboo reinforced concrete beams using different
stirrup materials for rural construction”, International journal of civil and structural engineering, Vol.

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