Ijciet 10 01_066

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International Journal of Civil Engineering and Technology (IJCIET)
Volume 10, Issue 01, January 2019, pp. 724–734, Article ID: IJCIET_10_01_066
Available online at http://www.iaeme.com/ijciet/issues.asp?JType=IJCIET&VType=10&IType=1
ISSN Print: 0976-6308 and ISSN Online: 0976-6316
©IAEME Publication Scopus Indexed
INCREASING PERFORMANCE OF BAMBOO
REINFORCED CONCRETE BEAM WITH
ADDITION OF BAMBOO PEGS ON THE
REINFORCEMENTS
Sri Murni Dewi, Devi Nuralinah, Hendro Suseno, Lilya Susanti
Civil Engineering Department, Brawijaya University, MT. Haryono Street 167
Malang 65145 East Java, Indonesia
ABSTRACT
This research investigated the effect of adding pegs along the bamboo
reinforcement in order to increase the bonding strength of bamboo reinforcement.
Present experiment employed 24 beam specimens, sized 18 cm x 28 cm x160 cm. The
variations of the concrete materials were 23 MPa and 31 MPa with 6 cm and 12 cm
peg spaces, and reinforcement ratio of 0.8% and 1.6%. Two Control specimens
conducted without pegs along the beam were made from 23 MPa concrete strength
with reinforcement ratio 0.8%, and a 31 MPa concrete beam with 1.6% reinforcement
ratio. By using pegs along the reinforcements, all specimens showed higher strength
capacity of beam structures. Moreover, the addition of pegs caused the bamboo to
reach 70% of its maximum strength.
Key words: Bamboo reinforcement, friction strength, pegs, reinforced concrete beam
Cite this Article: Sri Murni Dewi, Devi Nuralinah, Hendro Suseno, Lilya Susanti,
Increasing Performance of Bamboo Reinforced Concrete Beam with Addition of
Bamboo Pegs on the Reinforcements, International Journal of Civil Engineering and
Technology (IJCIET) 10(1), 2019, pp. 724–734.
http://www.iaeme.com/IJCIET/issues.asp?JType=IJCIET&VType=10&IType=1
1. INTRODUCTION
Reinforced concrete is the most widely used as building material today. The main strength of
the concrete lies in the compressive strength. The weak of the tensile strength are replaced
with other materials such as steel reinforcement. The use of steel as a reinforcing material has
some disadvantages as high costs of production, lack of renewability and corrosion in
concrete, and that are such as higher cost of steel material. In the other part, the steel
production is responsible for a major source of greenhouse gas emission. Recently, with the
attention to global warming issues and sustainable society problems, replace the
reinforcement using natural materials has become a trend. Bamboo, low cost, fast growing,
and broad distribution of growth, is expected to contribute significantly to the earthquake-
resistant construction and seismic retrofitting technology for developing countries. The

potential of bamboo as a substituted material for the steel reinforcement in concrete beam
structures have been studied by many researchers such as Ghavani [1], Kharee [2], Terai [3],
Dewi [4] and [5],Wisnumurti [6], and Karyadi [7].Tensile strength of bamboo reinforcement
is almost similar compared to the steel reinforcement, but bamboo material is not as ductile as
steel material. However, the beam experimental test results showed that the capacity of
flexural beam structure is only as much as 56% of the theoretical capacity suppose the
bamboo reinforcement in beams to reached its maximum strength. This low capacity may
cause by the bamboo and concrete material are not well allied.
In the flexural behavior, when its compared the steel reinforced concrete and the bamboo
reinforced concrete it was found some differences between them. In the steel reinforced
concrete beams, a crack occurred at the point of maximum tensile and spread laterally on the
area of smaller bending. But it was difference on a bamboo reinforcement beam, where initial
crack occurred only in a few places in the tension area, then the cracks propagated upward
toward the compression area followed by large deflection. In bamboo reinforced concrete
beam, the collapse occurred in the concrete material, while the bamboo reinforcement is not
fracture yet, but slipped from the concrete bond [8]. Therefore, the tension strength was
obtained from the frictional force [9] and [10]. Several efforts were made to increase the
frictional strength of bamboo reinforcement such as the addition of paint to reduce the water
absorption, and the addition of sand layer to rougher the reinforcement surface.
The ductility characteristics of bamboo reinforced concrete beam is also different from the
ductility of steel reinforced concrete beam. This difference is caused by the different failure
characteristics. Stress-strain curve of steel and bamboo material is illustrated in Figure.1.
Figure 1 Stress-Strain behavior of steel and bamboo material
The bamboo reinforced concrete beam structure should develop the large deflection with
the small strength compared to the steel reinforced concrete beam. The ductility of bamboo
reinforced concrete beam is also different compared with the ductility of the steel reinforced
concrete beam.
Some research on bamboo reinforcement friction has been discussed by some researchers
that were Javadian [11] and Muhtar [12] which used water base epoxy coating with fine sand
and Agarwal [8] which studied the several types of coating to be applied on the surface of the
bamboo-composite reinforcements to investigate the bonding behavior with the concrete
matrix and Muhtar [13] use a hose clamp to stop the bamboo slip. It was reported that the
difference in bonding strength of the coarse sand and the ﬁne sand coating is not signiﬁcant.

Increasing Performance of Bamboo Reinforced Concrete Beam with Addition of Bamboo Pegs on
the Reinforcements
For all of the experiments, it was known that the bond strength between bamboo and
concrete reinforcement was still smaller than the bamboo tensile strength. It was also
observed that the bamboo samples have not broken during the slippage corresponding of the
fact that the tensile strength of the bamboo specimens are much higher than the maximum
bond stress obtained between bamboo strips and concrete material.
The addition of pegs on bamboo reinforcement aimed at gaining the transfer force from
the concrete material to the bamboo reinforcement. It also increased the beam strength
capacity.
It was expected that the addition of pegs changed the bamboo reinforcement bond slip
behavior such as the addition of threads to the steel reinforcement. The aim of the present
research was to understand how much the effectiveness of using pegs on the bamboo
reinforcement to its bond strength.
2. EXPERIMENTAL PROCEDURES
2.1. Preparation of Bamboo Reinforcement
Bamboo reinforcements were made of bamboo culm between 3 and 5 years of age, and
preserved by soaking for a month, then it was cut by the sizes of the cross section as needed.
Some pieces of pegs from wood were glued to the bamboo reinforcement according to the
plan distance needs. Bamboo reinforcement that has been dried and attached with pegs then
painted and smeared with sand. The purpose of the painting process was reducing the water
absorption, and the purpose of sprinkling was making the surface of the reinforcement
become rough.
2.2. Pullout Test
The difficulty in testing the bamboo reinforcement strength with the Universal Testing
Machine (UTM) arises due to the failure of pinning bamboo reinforcement on the clamp
introduce by Nuralinah [14]. In this research, pullout test was conducted on the both ends of
reinforcement in concrete blocks as shown in Figure 2. The bamboo reinforcements were
attached with pegs then painted and roughened with sand. The reinforcement then embedded
in the concrete blocks. Both blocks were driven by hydraulic piston. The piston load was read
through the load cell, while displacement was read by the dial gauge.
The pullout test was arranged for bamboo reinforcement of 1 cm x 1 cm and 0,8 cm x 0,8
cm in cross sections. Three pegs were attached in 6 cm distance, and two pegs attached in 12
cm distance. The pegs position is shown in Figure 3.
Figure 2 Pullout test

Figure 3 Position of pegs on pullout test
The maximum pullout test loads are shown in Table 1. There were two specimens used in
this test. The load-displacement response of the pullout test results is shown in Fig. 4 and Fig.
5.
Table 1 Results of Pullout Test kN
Reinforcement Concrete type-A1 Concrete type A2
6cm 12cm 6cm 12 cm
0, 8 cm x 0,8 cm
12 13 13 11
16 13 18 10,9
1 cm x 1 cm
35 25,6 36,4 23,6
40 21,5 40,5 30,2
Figure 4 Pullout test result of A1
0
5
10
15
20
25
30
35
40
0 2 4 6 8
PkN
deflection mm
A1/12cm
A1/6cm
A0,8/12cn
A0,8/6cm

the Reinforcements
Figure 5 Pullout test result of A2
2.3. Concrete Test
Some concrete cylinder samples were taken during the concrete beam casting process to
represent the compression strength of each casting concrete material. The compression test
was performed on a 2000 KN of compression machine capacity. The compression test results
from the compression machine for the cylinder specimens is shown through Figure 6.
Figure 6 Compression test result
The concrete strength design for the A1 specimen is 23 MPa, the result obtained is higher
than the design that is 25 MPa. The concrete strength design for the A2 specimen is 31 MPa,
the result obtained was lower than the design that is 29 MPa.
2.4. Concrete beam test
The bamboo pegs reinforced concrete (BPRC) beam specimen had size of 18 cm x 28 cm x
160 cm. The variables measured in this test were:
 the bending strength of the beam;
 the load-deflection curve of the beam;
0
5
10
15
20
25
30
35
40
45
0 2 4 6 8
PkN
deflection mm
A1/12cm
A1/5cm
A0,8/12cm
A0,8/6cm
0
5
10
15
20
25
30
35
40
45
50
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24
CompressionStress(MPa)
Sample
A1
A2

 the crack pattern of the beams.
The research design uses full-factorial designs, with independent variables were:
 the concrete strength (A);
 the pegs distance (B);
 Reinforcement ratio (C).
Variations selected were:
 the low concrete strength (23 MPa) and the high concrete strength (31 MPa);
 the low pegs distance (6 cm) and the high pegs distance (12 cm);
 the low reinforcement ratio (0.8%) and the high reinforcement ratio (1.6%).
In a full factorial design, there were 8 types of BPRC specimens with three replications.
Then the total specimens consists of 24 pieces of BPRC beam. Two control beams without
pegs was added to show the increase capacity of beams. The sample of BPRC reinforcement
with pegs shown in Figure 7.
Figure 7 Bamboo reinforcement with pegs
The BPRC were tested on the Loading Frame with two point loads in simple supported
beams as shown in Figure 8. The workloads occur by the load cell, and the deflection
response occurred in the center span by the LVDT. The obtained load-deflection relationships
were then used to investigate the flexural behavior, collapse mechanism, stiffness and
ductility of beams.
Figure 8 The setup of flexural testing

the Reinforcements
3. EXPERIMENTAL RESULTS
The batch compound for low concrete strength were, 1 cement, 0.46 water, 1.94 fine
aggregate, 2.28 coarse aggregate. The results of cylinder compression test were 25 MPa more
than planned quality strength, 23 MPa. The batch compound for higher concrete strength
were,1 cement, 0.35 water, 1.64 fine aggregate, 1.94 coarse aggregate. The results of cylinder
compression test were 29 MPa, less than planned quality strength, 31 MPa. The small
differences between the quality of concrete caused the beam test result were not significantly
different between the two concrete quality groups. The load beam test results with the
distance variation of the pegs, had not revealed its results because the variation into the group
were large due to less uniform method of peg mounting. The load deflection curve sample for
a distance of 6cm and 12cm pegs, 0.8% reinforcement ratio, and quality of concrete 23 MPa
shown in Figure 9.
Figure 9 Load-deflection curve BPRC with pegs spacing variation
In Figure 9, it appears that the increase of pegs spacing will decrease the strength and
increase the ductility. The results of all 24 beam flexural test were shown in Table 2, Figure
10 and Figure 11.
Table 2: BPRC Ultimate Capacity, kN
Pegs spacing
Concrete strength
23 MPa
Concrete strength
31 MPa
r-ratio
0.8%
r-ratio
1.6%
r-ratio
0.8%
r-ratio
1.6%
6cm
69,5
59
56
70,5
87,5
85
50
51
51
76,5
77
88
Average 6cm 61,5 81 51,5 80,5
12 cm
66
56
50
75
80
85
60
55
42
66,5
75
77,5
Average 12 cm 57,33 79,33 52,3 73
Without pegs 38 59 38 59
Table 2 shows that there is a slightly increases capacity between 6 cm peg distance and 12
cm pegs distance, but there is a significant increase capacity between beams with pegs and
0
2000
4000
6000
8000
0 10 20 30 40 50 60
Loadsx0,01kN
deflection mm
6 cm
12 cm
no pegs

beams without pegs. If these results are illustrated in the relation between the load and the
number of installed pegs, then the curve shown in Figure 12 will be obtained.
Figure 10 BPRC maximum loads
Figure 11 BPRC maximum loads
Figure 12 Influence of pegs spacing
0
10
20
30
40
50
60
70
80
90
100
1 2 3
BeamLoads(KN)
0,8% 6cm
0,8% 12 cm
1,6% 6 cm
1,6% 12 cm
0
10
20
30
40
50
60
70
80
90
100
1 2 3
BeamLoads(kN)
0,8% 6 cm
0,8% 12 cm
1,6% 6 cm
1,6 % 12 cm
0
10
20
30
40
50
60
70
80
90
0 5 10 15 20 25 30
BeamLoadskN
Number of Pegs
6cm pegs
12 cm pegs
without peg

the Reinforcements
From the curve in Figure 12 it is seen that the optimal number of pegs is between 15 - 20
pieces. This is equivalent to 8 - 10 cm of peg spacing. These results may be different for other
beam sizes, reinforcement bar ratios, and peg sizes. The crack pattern of beam failure shown
in Figure 13. All the beams have similar pattern. The crack started in tension flexural region
afterward continued to compression region. The crack location stayed between the span
loading. The shear span ratio of the beams was 0,5 (56 cm/ 28 cm). The other shear span ratio
may be interesting for further investigation.
It is obvious that the bond-slip mechanism dominantly affects the load-deflection behavior
of bamboo-reinforced beams from the beginning of load application. Improving the
interlocking mechanism between the bamboo bars and concrete will increase the bond slip
strength and solve the large initial deflection problem.
Figure 13 The beam failure
Through the moment of curvature analysis, the effective stresses on the bamboo
reinforcement can be calculated. The average effective tensile stress of the bamboo
reinforcement by adding pegs increased from 45 MPa to 90 MPa reached the strength of the
bamboo strength. From the load deflection curve, it is observed that installing of pegs reduced
the ductility of the beams. Failure mode of the beams occurs on the slip of the reinforcement
bar as shown in Figure 14.
Figure 14. Reinforcement slip

4. CONCLUSIONS
A flexural testing of bamboo reinforced concrete beam with pegs addition along the
reinforcement reveals some conclusion.
 The pegs addition should increase the flexural capacity of BPRC between 27 % until 35 %.
The increase capacities appear in both for low and high strength concrete. The increase
capacities appear in both for low and high reinforcement ratio.
 The stress of bamboo reinforcement increase approach 70% of maximum tensile strength of
bamboo.
 The beams failure in tension mode of flexure, without breaks of the reinforcement. Thus the
stickiness of bamboo and concrete is still smaller than the actual tensile strength of bamboo.
 There was wide variance of the beam capacity because the failure of the pegs cannot predict
very well. Then further research needs to figure out the best methods to install the pegs
 The recommended pegs spacing is 10 cm - 12 cm.
 The interaction of concrete quality with the addition of pegs and the reinforcement ratio
cannot be seen because the concrete mixture results are not much different.
ACKNOWLEDGEMENT
The research was held and supported by Ministry of Research Technology and Higher
Education, Republic of Indonesia.
REFERENCES
[1] K. Ghavani, “Bamboo as reinforcement in structural concrete elements,” Cement and
Concrete Composites, vol. 27, pp. 637–649, 2005.
[2] L. Kharee, Performance evaluation of bamboo reinforced concrete beams, The University
of Texas. Texas, US, 2005.
[3] M. Terai and K. Minami, “Fracture behavior and mechanical properties of bamboo
reinforced concrete members,” Japan Procedia Engineering, vol. 10, pp. 113–116, June
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[4] S. M. Dewi, “Bamboo use for earthquake resistance housing,” in Proc. The 2nd
International Conference on Earthquake and Disaster Mitigation, 2011.
[5] S. M. Dewi and T. Wonlele, “Roof frame from bamboo concrete composite,” Journal of
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[8] A. Agarwal, H. Nanda, and Maity, “Experimental investigation on chemically treated
bamboo reinforce concrete beam and columns,” Construction and Building Materials, vol.
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[9] S. M. Dewi and D. Nuralinah, “The recent research on bamboo reinforced concrete,” in
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[10] S.M. Dewi, D Nuralinah, A Munawir, M.N.Wijaya, Crack Behavior Study Of Bamboo
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[12] Muhtar and S. M. Dewi, “Bond slip improvement of bamboo reinforcement in concrete
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[14] D Nuralinah, S.M.Dewi, R.M.Simatupang, A.Pujiraharjo, A New Pull-Out Test Method of
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Research (ICCER) 1-2 August 2017, Surabaya – Indonesia

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