A PROJECT REPORT ON BAMBOO AS A REINFORCING MATERIAL

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A PROJECT REPORT ON
BAMBOO AS A REINFORCING MATERIAL
In partial fulfillment for the award of the degree of
Bachelor of Technology
In
Civil Engineering
Dr. A.P.J. Abdul Kalam Technical University, Lucknow (U.P.)
Submitted by
Sachin Kumar (1315300079)
Shahrukh Saifi (1315300088)
Utkarsh Naudiyal (1315300108)
Zuhaib Shah Khan (1315300117)
UNDER THE GUIDANCE OF
Prof. S.N.M. Tripathi
SKYLINE INSTITUTE OF ENGINEERING & TECHNOLOGY, GREATER
NOIDA, UTTAR PRADESH
MAY 2017

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DR. A.P.J. ABDUL KALAM TECHNICAL UNIVERSITY,
LUCKNOW
BONAFIDE CERTIFICATE
Certified that this project “BAMBOO AS REINFORCEMENT” IN
SKYLINE INSTITUTE OF ENGINEERING & TECHNOLOGY,
GREATER NOIDA
Is the bonafide work of
SACHIN KUMAR (1315300079)
SHAHRUKH SAIFI (1315300088)
UTKARSH NAUDIYAL (1315300108)
ZUHAIB SHAH KHAN (1315300117)
Who carried out the project under my supervision
Mr. S.N.M TRIPATHI Mr. TUSHAR BANSAL Mr. ROHIT PUNDIR
(Project Guide) Mr. SHUBHAM SRIVASTAVA (HOD)
(Internal Examiner)
(External Examiner)

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ACKNOWLEDGEMENT
We express our sincere thanks and heartfelt gratitude to Mr. S.N.M Tripathi (Asst.
Professor, Dept. of Civil Engineering), our project guide, who guided us through the
project giving us valuable suggestions and guidance for completing the project. He helped
us to understand the intricate issues involved in project-making besides effectively
presenting it. These intricacies would have been lost otherwise. He has played a major and
important role in the successful completion of this project.
We are highly grateful to Mr. Rakesh kumar (Lab Technician) for providing us his
valuable suggestions and motivation during the whole project..
Last and certainly not the least we would like to thank the entire faculties & the lab
technicians of our department for providing their continuous support.
Sachin Kumar (1315300079)
Shahrukh Saifi (1315300088)
Utkarsh Naudiyal (1315300108)
Zuhaib Shah Khan (1315300117)

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DECLARATION
Following here with the declaration title
“BAMBOO AS REINFORCEMENT” IN SKYLINE INSTITUTE OF
ENGINEERING & TECHNOLOGY, GREATER NOIDA
SACHIN KUMAR (1315300079)
SHAHRUKH SAIFI (1315300088)
UTKARSH NAUDIYAL (1315300108)
ZUHAIB SHAH KHAN (1315300117)
The deceleration is the partial fulfillment as prerequisite for the award of BACHELOR OF
TECHNOLOGY in CIVIL ENGINEERING from SKYLINE INSTITUTE OF
ENGINEERING & TECHNOLOGY, GREATER NOIDA affiliated to DR. A.P.J.
ABDUL KALAM TECHNICAL UNIVERSITY, LUCKNOW. This project has not been
submitted anywhere else for award of degree.
APPROVED BY
Mr. S.N.M Tripathi Mr. Rohit Pundir
(Project Guide) (HOD)
(Assistant professor) (Department of civil engineering)
(Department of civil engineering)

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ABSTRACT
The following project report is a theoretical demonstration of the comprehensive use of
bamboo as a reinforcing material in concrete construction and its extensive use in the
substitution with steel as reinforcement in concrete load bearing members. The report has
been derived with the help of conclusions and results of the previous reports of various
conducted experiments for determining the mechanical properties of bamboo and its use as
a material in construction. The construction principles involved in the designing of bamboo
reinforced members and structures has been discussed in this document, the use of bamboo
in the place of steel as a whole as well as with steel is shown to ensure the reduction in
weight, economic advantages with its strength compromised to a slight and safe level.
Various researches and study results will be used for the deduction of a method most
suitable for the replacement of bamboo as reinforcing material in the right amount and the
right proportion and the best possible placement in place of steel and or with steel. A
method that would not compromise with the factor of safety of the structure has to be shown
in the report.

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LIST OF TABLE
Table 1…………………………………………………………………………………18
Table 2…………………………………………………………………………………25
Table 3…………………………………………………………………………………26
Table 4…………………………………………………………………………………28
Table 5…………………………………………………………………………………38
Table 6…………………………………………………………………………………39
Table 7…………………………………………………………………………………39
Table 8…………………………………………………………………………………40
Table 9…………………………………………………………………………………72
Table 10………………………………………………………………………………..72
Table 11………………………………………………………………………………..73
Table 12………………………………………………………………………………..73
Table 13………………………………………………………………………………..74
Table 14………………………………………………………………………………..74
Table 15………………………………………………………………………………..79
Table 16………………………………………………………………………………..79
Table 17………………………………………………………………………………..80
Table 18………………………………………………………………………………..81

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LIST OF FIGURE
Fig. 1……………………………………………………………………………….……15
Fig. 2……………………………………………………………………………….……17
Fig. 3……………………………………………………………………………….…....21
Fig. 4……………………………………………………………………………….…....21
Fig. 5……………………………………………………………………………….…....23
Fig. 6……………………………………………………………………………….…....25
Fig. 7……………………………………………………………………………….…....26
Fig. 8……………………………………………………………………………….…....27
Fig. 9……………………………………………………………………………….…....31
Fig. 10…………………………………………………………………………………...35
Fig. 11…………………………………………………………………………………...36
Fig. 12…………………………………………………………………………………...41
Fig. 13…………………………………………………………………………………...44
Fig. 14……………………………………………………………………………….......45
Fig. 15……………………………………………………………………………….......47
Fig. 16…………………………………………………………………………………...48
Fig. 17…………………………………………………………………………………...49
Fig. 18…………………………………………………………………………………...50
Fig. 19…………………………………………………………………………………...51
Fig. 20…………………………………………………………………………………...52
Fig. 21…………………………………………………………………………………...53
Fig. 22…………………………………………………………………………………...55
Fig. 23…………………………………………………………………………………...58
Fig. 24…………………………………………………………………………………...58
Fig. 25…………………………………………………………………………………...60
Fig. 26…………………………………………………………………………………...61
Fig. 27…………………………………………………………………………………...61
Fig. 28…………………………………………………………………………………...62
Fig. 29…………………………………………………………………………………...63
Fig. 30……………………………………………………………………………….......64
Fig. 31…………………………………………………………………………………...64
Fig. 32……………………………………………………………………………….......65
Fig. 33…………………………………………………………………………………...66
Fig. 34…………………………………………………………………………………...67
Fig. 35…………………………………………………………………………………...67
Fig. 36…………………………………………………………………………………...68
Fig. 37…………………………………………………………………………………...68
Fig. 38…………………………………………………………………………………...90
Fig. 39…………………………………………………………………………………...90
Fig. 40…………………………………………………………………………………...90

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CONTENTS
Introduction
CHAPTER 1
1. Planning and experimental setup…………………………………………...12
1.1. Planning of the project……………………………………………………………..12
1.1.1. Need of the Project……………………………………………………………........12
1.1.2. Why bamboo as a substitute………………………………………………………..13
1.1.3. Major benefits of bamboo over steel………………………………………….........15
1.1.4. Planning of substitution as reinforcement……………………………………….....16
1.2. Experimental setup………………………………………………………………....17
1.2.1. Pre-requisite knowledge…………………………………………………………....17
1.2.2. Procedure for data collection…………………………………………………….....21
CHAPTER 2
2. Conduct of experiment and result………………………………………...28
2.1. Conduct of experiment………………………………………………………….......28
2.1.1. Selection and preparation of bamboo…………………………………………….....28
2.1.1.1. Selection…………………...……………………………………..………………....30
2.1.1.2. Preparation……………………………………………………………......................33
2.1.2. Design principles involved……………………………………………………….....35
2.1.2.1. Concrete mix proportions…………………………………………….......................36
2.1.2.2. Placement of bamboo…………………………………………………….................38
2.1.2.3. Substitution of bamboo with steel……………………………………….………….46
2.1.3. Examples…………………………………………………………………………....51
2.1.3.1. Bamboo reinforced column design……………………………………………….....51
2.1.3.2. Bamboo reinforced beam design…………………………………………................53
2.1.3.3. Bamboo reinforced slab design………………………………………….……….....58
2.2. Results………………………………………………………………….…………...62
2.2.1. Theoretical results………………………………………………………….…….....62
2.2.2. STAAD.PRO results………………………………………………………………..63
CHAPTER 3
3. Analysis of experimental work…………………………………………… 67
3.1. Theoretical analysis………………………………………………………………....67
3.1.1. STAAD.PRO simulations…………………………………………………………...68
3.1.2. Methods for substitution as reinforcing material…………………………………....71
3.1.2.1. Hypothesis-I
3.1.2.2. Hypothesis-II

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3.1.2.3. Hypothesis-III
CHAPTER 4
4. Completion, estimation, and costing………………………………………...75
4.1. Conclusion of theoretical analysis…………………………………………………......75
4.2. Estimation……………………………………………………………………………...75
4.2.1. Estimate of the whole project(STAAD.PRO)………………………………………....76
4.2.2. The economical counterpart…………………………………………………………...78
5. Conclusion
6. Literature Review
References

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INRODUCTION
The use of bamboo as reinforcement in Portland cement concrete has been studied
extensively by the Clemson Agricultural College. Bamboo has been used as a building
material globally by the human civilization since a very long period of time but after the
Clemson study, its use as reinforcement has gained little attention.
A study of the feasibility of using bamboo as the reinforcing material in precast concrete
elements was conducted at the U. S. Army Engineer Waterways Experiment Station in
1964. Ultimate strength design procedures, modified to take into account the characteristics
of the bamboo reinforcement were used to estimate the ultimate load carrying capacity of
the precast concrete elements with bamboo reinforcing. This study has been taken as a
reference in the study conducted henceforth.
The investigation of the use of bamboo as a complimentary material with steel in RCC
construction has been shown in this study with the economy, safety, convenience and
durability of application of the particular idea. Since the use of bamboo in the ancient times
for housing purposes, it has been diminishing in our world in the form of a building material
in despite its rich properties, strength and economical advantages. There are several
methods presented and deduced by universities and the U.S navy and has proven the
validity of the use of bamboo in structural members such as columns and girders. Hence in
this report, the methods are presented by the members of this group for the better strength
and more applicable methods with the least compromise in strength. Methods that have
been put forth in this report are not guaranteed to have the best outcomes or with any
assurance of the maximum strength of a structure, the designs being presented are those
which have been tested on software simulation for safe working load and failure analysis.
This could be very helpful and have a very good breakthrough in the field of concrete
designing with prominent economical benefits over steel (being used with it) and its
benefits related to the reduction of carbon emission in the atmosphere, if methods like these
are applied extensively and studies for the development of a code pertaining to concrete
design with bamboo reinforcements can be brought forward for a better future of
economical and eco-friendly RCC construction.

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Chapter 1
PLANNING AND
EXPERIMENTAL SETUP

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CHAPTER 1: PLANNING AND EXPERIMENTAL SETUP
To show the advantage of bamboo reinforcement in place of steel, building components
are designed using steel and bamboo as a reinforcement. Further estimation of
reinforcement is done.
• In this project, we have opted advanced bamboo reinforcement technique instead
of traditional steel reinforcement.
• This is a good idea for low-cost economical structure.
• It is three times cheaper than steel reinforcement technique.
• Design principal and calculation done for bamboo reinforcement are taken from US
NAVAL CORPS guidelines and references.
In this project we will test the tensile strength of the bamboo reinforced concrete and the
other parameters and compare it with that of the steel reinforced concrete, to ensure the
feasibility of designed bamboo reinforced concrete.
1.1. PLANNING OF THE PROJECT
For the successful execution of any project, its planning plays a vital role, so proper
planning is imperative before the commencement of the project and also during the
execution of the project.
In this project, we have designed a column of depth 1 ft. and in this column, we have used
bamboo culms in place of steel bars for concrete reinforcement and test its tensile strength
using various apparatus such as CTM and UTM to ensure its workability.
We are also designing a G+2 building in which bamboo is used for concrete reinforcement
using the designing and modeling software STAAD PRO and then we will compare it with
another G+2 building in which conventional steel bars are used for concrete reinforcement.
1.1.1 Need of the project
The implementation of various technologies used in the field of RCC construction have not
been changed since the time steel in the form of reinforcement was introduced and codes
were developed to use it in various conditions and in several manners in load bearing
structural members. Whatever the reason being behind this trend is surely the immense
strength of steel but for smaller structures, where little strength is required as compared to

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the high rise structures to tackle self-weight as well as the loads that amount to a huge
magnitude because of numerous floors.
The structures that are not meant to be put under loads of magnitudes this high can be built
with an alternative of steel that can bear loads up to certain limits safely and is cheaper,
easy to avail and eco-friendly.
Bamboo happens to be such a material and can be replaced by steel in various parts of a
structure. Bamboo can be used extensively in column design. It can also be coupled with
steel in beams to tackle strength up to a certain limit where it has to be coupled with steel
in doubly reinforced beams.
Whenever it has to be put with steel, design principles involved with the setting of steel
can be used when coupling bamboo with steel.
The major reasons for putting forth the methods in the field of changing reinforcements to
bamboo is its Carbon-absorbing property while it grows, so instead of emitting CO2, unlike
steel, while it is in the stages of growing, it would absorb it. It will also help in reducing
the self-weight of the structure. Bamboo has a fibrous structure and can also absorb
vibrations which can also be very helpful in low magnitude seismic shocks. A great deal
of money is spent on projects where steel is bought for seismic proofing and putting them
in between the walls for shock absorption, whereas bamboo is much more affordable and
can be more easily cut according to the required cross-section and length thus saving the
cost of cutting it with heavy machinery moreover, its fibrous structure with giving it an
edge over steel in absorbing vibrations.
1.1.2 Why Bamboo as a substitute
Through research, it has been found that some species of bamboo have ultimate tensile
strength same as that of mild steel at yield point. Experimentally, it has been found that the
ultimate tensile strength of bamboo is comparable to that of mild steel & it varies from 140
N/mm2 to 280 N/mm2. Bamboo is a versatile material because of its high strength to weight
ratio easy workability & availability bamboo needs to be chemically treated due to their
low natural durability. It can be used as bamboo trusses, bamboo roofs, skeleton, bamboo
walling/ceiling, bamboo doors & windows, bamboo flooring, scaffoldings, etc. It has been
found that bamboo acts very well in buckling but due to low stresses then compare to steel

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and due to it not being straight, it may not be very good further it has been established that
in seismic zone the failure of bamboo is very less as the maximum absorption of the energy
is at the joints. Cellulose is the main component present in bamboo which is the main
source of mechanical properties of bamboo.
Bamboo reinforced concrete construction follows same design, mix proportion and
construction techniques as used for steel reinforced. Properties of bamboo reinforcement
are similar to that of STEEL REINFORCEMENT. Bamboo has used for scaffolding
works, formwork supporting stands and many in building construction work. These are
limited to medium- large projects. Even though the existence of bamboo has been found
from centuries, bamboo as reinforcement material is an innovation in the civil engineering
construction field. Bamboo is a bio-degradable and renewable. It is energy efficient as it is
of natural origin & environmentally sustainable in nature.
Some specific properties of bamboo:
 Specific gravity – 0.575 to 0.655
 Average weight – 0.625 kg/m
 Modulus of elasticity – 1.5 to 2.0 x 105 kg/cm2
 Ultimate compressive stress – 794 to 894 kg/cm2
 Safe working stress in compression – 105 kg/ cm2
 Safe working stress in tension – 160 to 350 kg/ cm2
 Safe working stress in shear – 115 to 180 kg/cm2
 Bond stress – 5.6 kg/cm2
Figure 1. Bamboo and steel weight comparison

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The steel as a reinforcing material is a demand that is increasing day by day in most of the
developing countries. There is a situation when the production is not found enough to face
the demand for steel. So in order to counter the scarcity of steel, it is quite imperative to
have an alternative which has the same properties as that of steel when it comes to concrete
reinforcement. Bamboo is the most desirable one in this case and it is found in abundance,
they are resilient these can face the demand as a reinforcing material and can be proved as
an ideal replacement for steel. The tensile strength property which is the main requirement
of a reinforcing material is seen appreciable for bamboo the hollow tubular structure has
high resistance against wind forces when it is in natural habitat.
1.1.3. Major Benefits of Bamboo over steel
Developing countries have the highest demand for steel reinforced concrete but often do
not have the means to produce the steel to meet the demand so there is a need of a material
which can replace steel. A material which should be abundant, sustainable, economical and
extremely resilient, bamboo has potential in the future to be an ideal replacement in places
where steel cannot easily be produced.
In the trial of tensile strength bamboo outperforms most other material, reinforced steel
included. It achieved this strength through its hollow, tubular structure, evolved over
millennia to resist reinforce in its natural habitat. This light weight structure also makes it
easy to harvest and transport. Due to its incredibly rapid growth cycle and the varieties of
areas in which it is able to grow, bamboo is also very economical and cheap as compared
to steel so by using bamboo over steel we can make our structure or project a lot more
economical.
Bamboo is also environment friendly as we know as it grows naturally without any
chemical process unlike the case of steel bars which causes a huge amount of emissions of
CO2 during their production, In case of bamboo the rapid growth plant growth requires the
grass to absorb large quantities of CO2 meaning that its cultivation as a building material
would help reduce the rate of climate change these factor alone are incentive for investment
in developing bamboo as a reinforcement.

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Figure 2. Carbon emission by steel and bamboo
Bamboo is more sustainable and cheap due to its ability to grow quickly being giant grass
and not a tree, it reaches its maximum mechanical resistance in a few years more over its
easily available. On comparison, the energy needed to produce steel is almost 50 times of
this natural product. In tensile load application result shown by bamboo are exciting
because the ratio of tensile strength to specific weight of bamboo is 6 times greater than
steel. The tensile strength of bamboo is roughly 28000 per square inch versus steel’s 23000
per square inch. Bamboo is ideal for all developing countries and where there is a danger
of earthquakes because of its resilience and bamboo can absorb a lot of CO2 during its
growth cycle & steel gives of a lot of CO2 while production which is a major contributor
to green house gasses.
1.1.4. PLANNING OF SUBSTITUTION AS REINFORCEMENT
The idea of substituting steel in concrete load bearing members is simple and goes hand in
hand with the concept of reduction of self-weight, cost and be more eco-friendly for any
small scale project. Various properties of bamboo have been shown below to validate the
mechanical strength of bamboo as tested by the Clemson Agricultural College.

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Table 1: Mechanical properties of bamboo
Mechanical property Symbol Value [N/mm²]
Ultimate compressive
strength
55.15806
Allowable compressive
stress
Σ(c) 27.57
Ultimate tensile strength 124.1
Allowable tensile stress Σ 27.57
Allowable bond stress U 0.3447
Modulus of elasticity E 1.7x10^4
These properties have been factored in while planning the design of columns and beam
whether with sole bamboo reinforcements or substituted with steel. Methods that will be
used are all theoretically analyzed and at most will be implemented on Stand.Pro, the only
drawback of STAAD.PRO software is that the software won’t factor in the shape and
section of the bamboo, so it would be better to design the conventional steel reinforced
concrete structure and then replace bamboo in the required places. An alternate method can
be the compounding effect of yield stress, tensile strength and compressive strength of
bamboo with steel and then designing by the conventional methods. Both the methods will
be validated theoretically.
1.2. EXPERIMENTAL SETUP
In this project we have designed a column and a beam using bamboo as concrete
reinforcement in place of conventional steel bars, before designing it we made sure that
the bamboo used possesses all the desirable properties, then we tested the tensile strength
and compressive strength of the designed beam and column using various testing
machines and apparatuses.
1.2.1. PRE-REQUISITE KNOWLEDGE
Engineering is the professional art of applying science to the efficient conversion of
natural resources for the benefit of human being. Engineering, therefore, requires above

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all creative imagination to innovate useful application for natural phenomena. The entire
process of design requires conceptual thinking, sound knowledge of engineering,
imagination, relevant design codes and bye-laws backed up by experience, imagination,
and judgment. It may be clarified that code of practice is compendia of good practice
drawn up by experienced and competent engineers. They are intended to guide the
engineers and should not be allowed to replace their conscience and competence.
The design process commences with the planning of the structure, primarily to meet its
functional requirements and then designed for its safety, serviceability, and durability for
its intended life span.
Thus, the design of any structure is categorized into the following two main types to
satisfy its basic requirements
(a) Functional design
(b) Structural design
The structure to be constructed must satisfy the need efficiently for which it is intended.
The form of the structure should be decided giving due weight to the requirements of the
user and consideration to aesthetics. Therefore, the functional planning of a building must
take into account proper ventilation, lighting, acoustics, unobstructed view in the case of
community halls and Cinema Theater, proper water supply and drainage arrangements
planting of trees etc.
Once the form of the structure is selected the structural design process starts. Structural
design is an art and science of designing a safe serviceable and durable structure for its
intended use over its desire life span. The design life of a structure depends on the
functional aspects and the importance of the structure.
The process of structural design involves the following stages:
(a) Structural planning
(b) Action of loads and their classification
(c) Method design
(d) Member design
(e) Drawing, Detailing, and Preparations of schedules.

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Design philosophies
The object of reinforcement concrete design is to achieve a structural that will result in
safe and economical solution. For a given structural system, the design problem consists
of the following steps:
(a) Idealization of structural for analysis
(b) Estimate of loads
(c) Analysis of idealized structural model to determine axial thrust, shears, bending
moments and deflection
(d) Design of structural elements
(e) Detailed structural drawings and schedule of reinforcing bars
There are three philosophies for the design of reinforcement concrete, pre-stressed
concrete as well as steel structures:
(a) Working stress method
(b) Limit state method
(c) Ultimate load method
(a) Working stress method
The basis of this method is that the permissible stress for concrete and steel are not
exceeded anywhere in the structure when it is subjected to the worst combination of
working load.
Selections are designed in accordance with the elastic theory of bending assume that both
materials obeys the Hooke’s Law.
The main drawbacks of the working stress method are as follows:
(a) Concrete is not elastic. The inelastic behavior of concrete starts right from very
low stresses.
(b) Since factor of safety is on the stresses under working loads, there is no way to
account for the different degree of uncertainty associated with different types of loads.
With elastic theory, it is impossible to determine the actual factor of safety with respect to
loads.
(c) It is difficult to account for shrinkage and creep effects by using the working
stress method.

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In elastic design, i.e. WSM, the design strength is calculated such that the stress in the
material is restrained to its yield limit, under which the material follows Hooke’s law, and
hence the term “elastic” is used. This method yields to the uneconomical design of simple
beam, or other structural elements where the design governing criteria is stress (static).
However, in the case of a shift of governing criteria to other factors such as fatigue stress,
both the methods will give similar design. Also, WSM substantially reduces the calculation
efforts.
Now, a general stress-strain curve for working stress design will be shown, to study the
designing of any kind of load-bearing structural member is important.
Figure 3. WSM curve
(b) Limit state method
Limit state design has originated from ultimate or plastic design. The object of design based
on the limit state concept is to achieve an acceptable probability that a structure will not
become unserviceable in its life time for the use for which it is intended, that is, it will not
reach a limit state.
It should also satisfy the serviceability requirements, such as limitations on deflections and
crack.
Figure 4. LSM curve

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1.2.2. PROCEDURE FOR DATA COLLECTION
To collect the data that is required and is important pertaining to the design of bamboo
reinforced concrete members, we need to go through the previous research papers that
validate the already tested values of bamboo that can be put into formulations and the
desired result can be obtained. Data has to be collected in the terms of theoretical research
papers published and experimental results obtained by testing bamboo specimens of a
definite size and cross section. Following are the points that need to be covered in the terms
of data collection so that the values that are to be used in the designing are valid and provide
the desired output:-
a.) Mechanical properties of bamboo as deduced by the Clemson agricultural college
further applied by the U.S. Naval Civil Engineering Laboratory.
b.) Comparative analysis of the tensile strength of bamboo and reinforcement steel bars
as a Structural member in building construction.
c.) The compressive strength of short columns reinforced by bamboo by School of
Engineering and resource management, Thailand.
d.) Ultimate tension strength test of Indian bamboo specimen.
e.) Ultimate compressive strength test of the bamboo specimen.
The tests that are to be carried out apart from the research paper data have to be done on
machines and the results will then be tallied with the research paper data and will be used
in the designing of columns and beams. Tension test till failure will be carried out on a
CTM machine, the whole graph of its tensile strength can be obtained and then the values
can be used for further considerations. Ultimate compressive strength test is carried out on
a CTM machine and the results were then used for putting in the design of column and
beams.
TEST RESULTS
The ultimate compressive strength test-
a) Take a bamboo specimen from a full grown bamboo of pronounced brown color
b) Make sure that the bamboo is properly seasoned and shows a brown color, bamboo
showing green color should be avoided.

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c) The bamboo specimen was cut 160 mm long and had a thickness of 10mm with
the outer radius of 560 mm and inner radius of 540 mm.
d) The specimen was then put in the CTM and uniform pressure of 10 KN/sec was
applied axially.
e) The bamboo failed on 100 KN of max. Axial load.
Figure 5. Compressive strength test of the bamboo specimen in CTM
Research paper test results over different bamboo reinforced short
columns-
The research intends to compare strength and ductility of short concrete columns reinforced
by bamboo and short concrete columns reinforced by conventional steel reinforcement.
Seven square short columns with different types of reinforcement (One with no
reinforcement at all. A couple is steel-reinforced, a couple is reinforced with untreated

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bamboo and a couple with treated bamboo. Reinforced couples are each at same
reinforcement ratios of 1.6% and 3.2%. Details of reinforcement and reinforcement ratio
are shown in Table 1) were tested under uniaxial compression by a Tinius-Olsen Universal
Testing Machine with a maximum capacity of 2000 KN until failure. All specimens have
the same cross-section of 125 mm. x 125 mm. and are 600 mm. in height. Details of
reinforcement and reinforcement
Ratio are shown in Table 1. Longitudinal reinforcements were prepared separately for steel
reinforcement and bamboo. Steel reinforcement, 9 mm. in diameter, could be easily cut
and bent to the required
length while reinforcing bamboos obtained from the culms of Tong Bamboo
(Dendrocalamus asper Backer) about three years of age were split with a wedged knife and
shaped into round sections 9 mm. in diameter. Some reinforcing bamboos were treated
with Sikadur-31CFN one day before the reinforcements were built up. Figure 1 shows two
specimens of 1.6% and 3.2% of reinforcement ratio of treated bamboo (CBT1.6 and
CBT3.2). All columns have the same transverse reinforcements
6 mm in diameter made from round bar grade SR24 of 6 mm in diameter to protect stress
concentration at the ends of the column as shown in Figure 1. Longitudinal and transverse
reinforcements were built up depending on the type and the number of longitudinal
reinforcements. Three steel formworks were used to cast these concrete specimens. They
were cast horizontally with an open surface on the top. Three standard concrete cylinders
were cast at the same time to determine the compressive strength of the mix. After the
concrete had set (the next day), formworks were taken off and specimens were cured for
28 days, under wet saw dust. The specimen was set up on the Universal Testing Machine,
and steel bearing plates were put at the both ends.

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Table 2: Bamboo reinforced short column specimens
Specimen Type of reinforcement
Number of
reinforcement
Reinforcement Ratio
(%)
C No reinforcement 0 0
CS1.6 Steel 4 1.6
CS3.2 Steel 8 3.2
CB1.6 Untreated bamboo 4 1.6
CB3.2 Untreated bamboo 8 3.2
CBT1.6 Treated bamboo 4 1.6
CBT3.2 Treated bamboo 8 3.2
Figure 6.
Shown above column cages were cast by concrete and then were tested for compressive
strength, the results with column behaviours with their respective designs will be further
declared in Clause 2.2(Results).Mechanical properties of bamboo for compressive strength
as per the research paper consulted are as follows:

26
Table 3: Compressive test results (bamboo)
Ultimate Compressive strength (MPa) 55.3
Ultimate tensile strength (MPa) 224.3
Modulus of Rupture (MPa) 122.9
Modulus of Elasticity (MPa) 20.8 x 10^3
The ultimate tensile strength test-
The test was carried out on a UTM and the test of tension strength till failure was
conducted. As stated in the INTERNATIONAL JOURNAL OF SCIENTIFIC &
TECHNOLOGY RESEARCH VOLUME 4 by Ogunbiyi, Moses A., Olawale, Simon O.,
Tudjegbe, Oke E., Akinola, S. R. Criteria for testing the sample materials is as follows
Test: Universal tensile test
Sample dimensions:
Length data: Le = 205mm; Lc = 205mm
Test Rates: V0 = 30mm/min; V1 = 6MPa/s
Rate switch points: F0 = 10kN
End of test criterions: Force = 1000kN; dF = 50%
Figure 7.Hydraulic universal test machine
Bamboo will be tested for sections of different dimensions i.e. 10x10, 12x10, 16x10,
20x10, 25x10. All the tests that were conducted have been followed as they have been

27
presented in the research papers mentioned before. Following are the results of steel and
bamboo when tested in a UTM for tensile test till failure. The extensometer in the UTM
is the necessary for this test as without it the tensile test till failure cannot be done
because of the jaws of UTM are meant for gripping steel only. A figurative
demonstration of the extensometer setting for the tensile test analysis over any specimen
is demonstrated by the figure that follows.
Figure 8. Placement of specimen in the UTM
The final results obtained for the tensile strength of bamboo are as follows:

28
Table 4: Tensile strength test results (bamboo)

29
Chapter 2
CONDUCT OF EXPERIMENT
AND RESULT

30
CHAPTER 2: CONDUCT OF EXPERIMENT AND RESULT
A study of the feasibility of using bamboo as the reinforcing material in concrete members
was conducted in the laboratory. This paper deals with the bond properties by the surface
condition of the bamboo reinforcement and the flexural behavior of the bamboo reinforced
concrete beam and the tensile and the compressive strength of the bamboo reinforce
column by compression test. The results obtained are compared with the results of the
conventional steel reinforced beam and column which can be drawn from standard codes
etc.
2.1. CONDUCT OF EXPERIMENT
A proper and errorless conduct of all the tests and activities in the experiment is very
crucial for the desired execution of the project. All the activities of the experiment should
be carried out properly, right from selection and preparation of bamboo to the concrete
mix design.
2.1.1. SELECTION AND PREPARATION OF BAMBOO
The following factor should be considered in the selection of bamboo culms (whole plants)
use as reinforcement in structures;
1. Use the only bamboo showing a brown pronounced color. This will insure that the plant
us at least three years old.
2. Select the longest large diameter culms available.
3. Do not use whole culms green, unseasoned bamboo.
4. Avoid bamboo cut in spring or early summer. These culms are generally weaker due to
toincreased fiber moisture content.
Bamboo is one of the fastest growing, most versatile, ‘woody’ plants with the highest
productivity in the world, and is annually renewable and harvestable if managed
appropriately. Bamboo is not only of economic importance to rural communities in most
Asian countries but also of ecological importance in preventing soil erosion by its strongly
developed rhizomes and roots. Selective harvesting has been practiced for a long time in
many countries to obtain multiuse timber, edible shoots and for paper-making. Another
major advantage is that it takes a relatively short time to establish a matured commercial

31
plantation – about 3 years for sympodial (clumping) bamboo and 6 years for monopodial
(running) bamboo. China is rich in bamboo resources, with 39 genera and about 500
species covering more than 5 million ha. About 9 million tons of culms and 1.6 million
tons of shoots were harvested in 1996. However, the combination of the large population
increase, excessive harvesting, and unsuitable cultivation techniques led to large areas with
low-yielding bamboo forests in the past 30 years. For example, there is more than 2 million
ha of low-yielding most bamboo forests with a yearly output of only 1.5 tons of culms and
0.5 tons of fresh shoots per ha until recently. But the output of shoots and culms in some
high-yielding forests amount to over 15 tons and 1.5 tons respectively. The shortage of
bamboo shoots and culms in 2005 is estimated at 1.6 million and 4 million tons
respectively. To increase productivity to meet the demand, Chinese authorities and farmers
have been requested to improve the productivity of the low-yielding or degraded bamboo
forests for increasing the income of poor people in mountainous areas and an alternative
raw material for the wood production industry in China where it will help to preserve the
native hardwood forests and protect the natural environment. Some distinct biological
characteristics of bamboo have led to some specific difficulties in furthering research on
genetic enhancement and in establishing intensive cultivation technique models of bamboo
forests. For instance, there is the uncertain development period of flowering, due to long
flowering cycles with or without seed production. Moreover, the erratic growth of bamboo
rhizome, sprouting of new bamboo culms randomly out of the soil, and strong
physiological integration of culm-rhizome in a clonal community, have impeded further
research on the development of cultivation models. The mineral requirements and soil
management have also hindered the development of intensive cultivation techniques.
Figure 9. Bamboo

32
2.1.1.1. SELECTION OF BAMBOO
Selection of bamboo for reinforcement can be done based on these factors
(a) Color and Age – Employ bamboo having an evident brown color. This
shows the age of bamboo to be at least 3 years.
(b) Diameter – Use the one with long large culms
(c) Harvesting – Try to avoid those bamboos that are cut either during spring or
summer seasons.
(d) Species – Among 1500 species of bamboo, the best one must check, tested
to satisfy the requirement as a reinforcing material.
Material Properties of Bamboo for Reinforced Concrete
Bamboo is by its origin an orthotropic material. It possesses fibers within it. It gains high
strength along the fibers and low strength in the transverse direction. The bamboo has a
structure of a composite material with cellulose fibers aligned across the length. It has high
thick fibers near to the outer length of the bamboo, which is the main reason why they
resist huge wind forces.
The curing of bamboo can be done either by:
1. Curing on spot
2. Immersion process
3. By heating
4. Smoke Curing
The treatment must be done when the bamboo is in a dry state so that the penetration
undergoes in the right way. The preservation treatment done on bamboo to take care of
durability factor should have no effect on the chemical composition. The treatment itself
should last, without being washed away under high water conditions if any. Durability is a
major concern for bamboo material. The physical and chemical properties of bamboo are
found high with low content of humidity within it. This low content would keep away
molds in bamboos.

33
2.1.1.1. (A) Selection of superior varieties, provenances, and clones
Population survey for priority species
a) Selection of study areas
The natural distribution of several species and varieties is being investigated. The limits of
the population will be determined by the defined areas and relationship of mountain and
river systems. The vegetative propagation methods of the species and the limitations of
reproduction will be determined.
b) Establishment of sample plot and field investigation
For each population, 3-5 stands will be selected to set up plots (400-600 m2). The
determination of the stand is important to ensure the similarities of site class, management
history and to compare with naturally established stands with little or no management of
the plot. Such plots could be similar in stand composition, stand density class, on or off-
year pattern of the stand and so on.
The characteristics to be determined will include productivity of stand, utilization of
bamboo culm, taxonomy, interspecific variation, and some quantitative traits that are
convenient to measure and analyze. Circumference at eye-height (1.6 m) or DBH, culm
height, internode length, internode number below branching, branching pattern, thickness
of culm section and its ratio with cavity diameter, leaf area and ratio of length and width,
culm basic density, fiber length and width, culm sheath, blade length and others will also
be studied.
c) Laboratory analysis and data processing
The culm density and fiber morphology will be determined in the laboratory. The tender
organs of standard culms (leaf, shoot) will be sampled. The sample tissues will be ground
and then mixed with extraction buffer, extracted DNA (50 mg/l) will be used as PCR
template. About 500 primers will be screened for polymorphism. After amplification
reactions, the products will be separated by electrophoresis on agarose gels and staining
with ethidium bromide and then photographed. The intensity and molecular weight of
amplified belt of DNA map will be quantified using computer software. The polymorphism

34
percent and the genetic distance among samples will be calculated.
The phenotypic trait and the genetic difference at every level, between population, stands,
sampling culms, will be analyzed, and the differentiation between populations will be
recognized using multivariate methods (principal components analysis, clustering
analysis). Based on results of population survey, evaluation of traits with proper statistical
design will be carried out to identify superior genotypes for specific end uses.
2.1.1.1. (B) Criteria for selection
Selection criteria will include 4 categories of targeted uses as listed below:
i. Structural uses, construction, furniture frames and plywood bamboo:
Species with the relevant properties are well known but the following should rate the
highest priority: Bambusabambos, B. balcony, B. blue ana, B. Vulgaris,
Dendrocalamusgiganteus, D. strict and Phyllostachyspubescens.
Harvestable culms from clumps or plants in case of Phyllostachyswill be extracted, their
height and diameter at the 8th internode be measured along with a count of the number of
nodes. Wall thickness will be recorded at the top and bottom ends as well as the middle of
each culm.
ii. Thatching, walling, and handicrafts: Highest priority should be accorded to
Bambusablumeana, B. textiles, Cephalostachyumpergracile, Gigantochloaapus, G. levis,
Ochlandrastridulaand Phyllostachyspubescens.
Harvestable culms/clump or plant should be determined, extracted, and their height and
diameter at 8th
internode be measured along with a count of the number of nodes.
iii. Pulp, paper, and rayon: Highest priority should be accorded to Bambusatextilis,
Dendrocalamusstrictus, and Phyllostachyspubescens. Harvestable culm per clump/plant
should be counted and further analyzed in the laboratory for the content of silica, lignin
and fiber quality.
iv. Edible shoots: Highest priority should be given to Dendrocalamus asper and others
including Bambusablumeana, D. lati flor sand Phyllostachyspubescens. Harvested weight
of shoots should be recorded with suitable sampling and weight of the edible portion should

35
be determined. Additionally, due attention should be paid to environmental stabilization.
In this case, the selection criteria are broad guidelines which have to be modified as needed
for each species.
2.1.1.2. PREPARATION OF BAMBOO
(A) Sizing. Splints (split culms) are generally more desirable than whole culms as
reinforcement. Larger culms should be split into splints approximately ¾ inch wide. Whole
culms less than ¾ inch in diameter can be used without splitting. (See Fig 4)
(B) Splitting the bamboo can he did by separating the base with a sharp knife and then
pulling a dulled blade through the culm. The dull blade will force the stem to split open;
this is more desirable than cutting the bamboo since splitting will result in continuous fibers
and a nearly straight section. Table II shows the approximate net area provided by whole
culms and by ¾- inch-wide splints, as well as the cross-sectional properties of standard
deformed steel bars and wire mesh. Shown below is an image for how bamboo can be split
in ½ or in ¼ to be used in structural members that are further explained to be used for
designing beams and columns.
Figure 10. Splitting of bamboo

36
(C) Seasoning. When possible, the bamboo should be cut and allowed to dry and
season for three to four weeks before using. The culms must be supported at regular
spacing to reduce warping.
(D) Bending. Bamboo can be permanently bent if heat, either dry or wet, is applied
while applying pressure. This procedure can be used for forming splints into C-shaped
stirrups and for putting hooks on reinforcement for additional anchorage.
(E) Waterproof Coatings. When seasoned bamboo, either split or whole, is used as
reinforcement, it should receive a waterproof coating to reduce swelling when in contact
with concrete. Without some type of coating, bamboo will swell before the concrete has
developed sufficient strength to prevent cracking and the member may be damaged,
especially if more than 4 percent bamboo is used. The type of coating will depend on the
materials available. A brush coat or dip coat of asphalt emulsion is preferable. Native
latex, coal tar, paint, dilute varnish, and water-glass (sodium silicate) are other suitable
coatings. In any case, only a thin coating should be applied; a thick coating will lubricate
the surface and weaken the bond with the concrete.
Figure 11. Waterproof coating by enamel paint

37
Shown above coating was done by placing the bamboo culms in respective beam and
column.
2.1.2. DESIGN PRINCIPLES INVOLVED
Following articles contain the principles and the design philosophies that are used further
in the project work and the application of methods respectively.
Concrete mix:
The same mix designs can be used as would normally be used with steel reinforced
concrete. Concrete slump should be as low as workability will allow. Excess water causes
swelling of the bamboo. High early-strength cement is preferred to minimize cracks caused
by swelling of bamboo when seasoned bamboo cannot be waterproofed. Just steel
reinforcement is replaced with bamboo reinforcement. Properties of bamboo
reinforcement, mix proportion of concrete, design and construction technique with bamboo
reinforced concrete is discussed in this article. Nature’s material, bamboo has been widely
used for many purposes. Mainly as a strength bearing material, it is used for building
shelters from an earlier time. Bamboo has been used for scaffolding works, formwork
supporting stands and many in building construction work. These are limited to medium-
large projects. Even though the existence of bamboo has been found from centuries,
bamboo as reinforcement material is an innovation in the civil engineering construction
field. This innovation was based on Clemson’s study that has been conducted in the
Clemson Agricultural College. Bamboo is a biodegradable and renewable in nature. It is
energy efficient as it is of natural origin and environmentally sustainable in nature. These
properties have forced to use this in the construction field for centuries. Bamboo
reinforcement should not be placed less than 1-1/2 inches from the face of the concrete
surface. When using whole culms, the top and bottom of the stems should be alternated in
every row and the nodes or collars should be staggered. This will insure a fairly uniform
cross-section of the bamboo throughout the length of the member, and the wedging effect
obtained at the nodes will materially increase the bond between concrete and bamboo. The
clear spacing between bamboo rods or splints should not be less than the maximum size
aggregate plus ¼ inch. Reinforcement should be evenly spaced and lashed together on short

38
sticks placed at right angles to the main reinforcement. When more than one layer is
required, the layers should also be tied together. Ties should preferably be made with wire
in important members. For secondary members, ties can be made with vegetation strips.
Bamboo must be securely tied down before placing the concrete. It should be fixed at
regular intervals of 3 to 4 feet to prevent it from floating up in the concrete during
placement and vibration. In flexural members continuous, one-half to two-thirds of the
bottom longitudinal reinforcement should be bent up near the supports. This is especially
recommended in members continuous over several supports. Additional diagonal tension
reinforcement in the form of stirrups must be used near the supports. The vertical stirrups
can be made from wire or packing case straps when available; they can also be improvised
from split sections of bamboo bent into U- shape and tied securely to both bottom
longitudinal reinforcement and bent-up reinforcement. The spacing of the stirrups should
not exceed 6 inches.
Tables & Graphs for properties of bamboo and steel reinforcing bars
Bamboo:
Table 5
Whole Culms
Diameter (in.) Area (sq. in.)
3/8 0.008
½ 0.136
5/8 0.239
¾ 0.322
1 0.548
2 1.92

39
Table 6
3/4 Inch Wide
Splints
Thickness (in.) Area (sq. in.)
1/8 0.094
¼ 0.188
3/8 0.282
½ 0.375
5/8 0.469
¾ 0.563
Steel Reinforcement
Table 7
Nominal Dimensions – Round
Sections
Bar Designation No. Nominal Diameter (in.)
Cross Sectional. Area
(sq. in.)
2 0.250 0.05
3 0.375 0.11
4 0.500 0.20
5 0.625 0.31
6 0.750 0.44
7 0.875 0.60
8 1.000 0.79
9 1.128 1.00
10 1.270 1.27
11 1.410 1.56

40
Steel Wire
Table 8
AS&W Wire Gauge
Numbers
Diameter (in) Area (sq. in.)
Weight
(lb/ft)
0000 0.3938 0.12180 0.4l36
000 0.3625 0.10321 0.3505
00 0.3310 0.086049 0.2922
0 0.3065 0.073782 0.2506
1 0.2830 0.062902 0.2136
2 0.2625 0.054119 0.1838
3 0.2437 0.046645 0.1584
4 0.2253 0.039867 0.1354
5 0.2070 0.033654 0.1143
6 0.1920 0.028953 0.09832
7 0.1770 0.024606 0.08356
8 0.1620 0.020612 0.07000
9 0.1483 0.017273 0.05866
10 0.1350 0.014314 0.04861
11 0.1205 0.011404 0.03873
12 0.1055 0.0087417 0.02969
13 0.0915 0.0065755 0.02233
14 0.0800 0.0050266 0.01707
15 0.0720 0.0040715 0.01383
2.1.2.2. PLACEMENT OF BAMBOO
Bamboo reinforcement should not be placed less than 1-1/2 inches from the face of the
concrete surface. When using whole culms, the top and bottom of the stems should be
alternated in every row and the nodes or collars should be staggered. This will insure a

41
fairly uniform cross-section of the bamboo throughout the length of the member, and the
wedging effect obtained at the nodes will materially increase the bond between concrete
and bamboo. The clear spacing between bamboo rods or splints should not be less than
the maximum size aggregate plus 1/4 inch. Reinforcement should be evenly spaced and
lashed together on short sticks placed at right angles to the main reinforcement. When
more than one layer is required, the layers should also be tied together. Ties should
preferably be made with wire in important members. For secondary members, ties can be
made with vegetation strips.
Figure 12.
Bamboo must be securely tied down before placing the concrete. It should be fixed at
regular intervals of 3 to 4 feet to prevent it from floating up in the concrete during
placement and vibration. In flexural members continuous, one-half to two-thirds of the
bottom longitudinal reinforcement should be bent up near the supports. This is especially
recommended in members continuous over several supports. Additional diagonal tension
reinforcement in the form of stirrups must be used near the supports. The vertical stirrups
can be made from wire or packing case straps when available; they can also be
improvised from split sections of bamboo bent into U- shape and tied securely to both
bottom longitudinal reinforcement and bent-up reinforcement. The spacing of the stirrups
should not exceed 6 inches. Various methods for placing bamboo into a structural
member are there and it depends that in what part of the structure the bamboo needs to be
put, depending upon whether the material will be used to bear any kinds of loads is the
only way to determine how it will have to be placed in the structural member.

42
Following scenarios can be considered for the placement of bamboo in structural elements
such as beams, columns, partition walls and ceilings-
a) Bamboo reinforced beam and column design as deduced by the U.S. Engineering
waterways experiment.
b) Placement as tensile reinforcement in beams coupled with steel to withstand light
working loads.
c) Placement as compressive reinforcement in beams to take on light loads pertaining to
G+2 houses.
d) Placement of slim sections in concrete partition walls.
e) Placement of slim sections in brick partition walls for seismic shock proofing.
Placement as tensile reinforcement in beams would require the theoretical analysis of a
beam reinforced with steel and its design procedure and values pertaining to the moment
of resistance and the area of reinforcement required so that compared to that safely
designed member, the amount of bamboo that has to be replaced with steel. The results
obtained on paper have shown that the moment of resistance provided by the bema
reinforced with steel and the one reinforced with steel and bamboo differ. The results were
not as desired but were figured out up to the mark where the beam can resist light loads say
of about 2KN/m. It was observed that the beam with bamboo reinforcements was not as
effective as a beam reinforced with steel against heavy loads but when it comes to housing
structures as high as single storey or two story, it showed the same amount of structural
displacement when checked on Stand.Pro. If the beam needs to be reinforced solely with
bamboo, shown below are the deductions made by the Clemson Agricultural College and
replicated by U.S. Engineering waterways.
Anchorage and splicing reinforcements:-
Dowels in the footings for column and wall reinforcement should be imbedded in the
concrete to such a depth that the bond between bamboo and concrete will resist the
allowable tensile force in the dowel. This imbedded depth is approximately 10 times the
diameter of whole culms or 25 times the thickness of 3/4 inch wide splints. In many cases
the footings will not be this deep; therefore, the dowels will have to be bent into an L-
shape. These dowels should be either hooked around the footing reinforcement or tied

43
securely to the reinforcement to insure complete anchorage. The dowels should extend
above the footings and be cut so that not more than 30 percent of the splices will occur at
the same height. All such splices should be overlapped at least 25 inches and be well tied.
Splicing reinforcement in any member should be overlapped at least 25 inches. Splices
should never occur in highly stressed areas and in no case should more than 30 percent of
the reinforcement be spliced in any one location.
2.1.2.2. (A) DESIGN OF A BAMBOO REINFORCED BEAM
Design a bamboo reinforced concrete beam to span 8 feet and to carry a uniform dead load
plus live load of 500 pounds per linear foot and two concentrated loads of 12,000 pounds
each symmetrically located 2 feet each side of the center line of the span. Assume the
ultimate strength of the concrete is 2500 psi; the allowable compression stress is 0.45 f's or
7.75 N/mm2 or1125 psi. Allowable unit diagonal tension stress, in the concrete is 0.03 f's
or 75 psi. Allowable tension stress, s, in the bamboo is 4000 psi; the allowable unit bond
stress between bamboo and concrete is 50 psi.
1. At the intersection of the allowable stress curves (Figure 1) for concrete and bamboo,
find R = 115 and p = 3.1 percent.
2. The maximum bending moment, M, is given by:
OR 37962.902 N-m
3. From bd2 = 336,000/115 = 2920 in.3
4. If b = 8 in. is chosen, then d = (2920/8)1/2 = 19.1 in.
5. Bamboo reinforcement = pad = 0.031(8)(19.1) = 4.75 sq in.
6. Use 3/4-inch-thick splints, area = 0.563 sq in. (from Table II). Number required =
4.75/0.563 = 8.4; round up to 9. Space evenly in three rows. Bend up top row randomly in
the outer one-third ends of the beam.
7. Check the bond stress. Maximum shear at the support, V, is determined as:

44
OR 62.275 Kn
The perimeter of one splint is 4(3/4) or 3 in.; the total perimeter of the longitudinal
reinforcement, ∑0, is 9(3) = 27 in. The value of j = 0.925 is taken from Figure 1 for 3.1
percent reinforcement. The bond stress, u, is calculated from:
OR 0.199 N/mm2 (This is less than the allowable bond stress of 0.344 N/mm2 or 50 psi)
8. Calculate the shear, V', taken by the concrete from
OR 47.151 X 10^3 N
Where is the allowable diagonal tension stress of the concrete?
9. Try 1/4-inch-thick splints for stirrups. The area provided by one stirrup bent into a U-
shape, A, is 2(0.1875) = 0.375 so. in. Maximum spacing, s, is given by:
OR 198-200mm
Placement of bamboo will then be done as follows-
Figure 13. Placement of bamboo
1. Select the cross-sectional dimensions from Figure 2a. Avoid using sections with depth
to width ratios greater than 4 for reasons of stability. Try width of 1.0b or 10 in. and a depth
of 1.32d or 29.0 in. The area is 290 sq in.
2. The amount of reinforcement can be selected from Figure 2b. Assume that 3/4-inch-
thick splints will be used. The number of splints required for 200 sq in. is determined at
11. This number is multiplied by the ratio 290/200 to get 16 splints. These should be

45
distributed evenly in four rows. 3. Determine the vertical stirrups required. The No. 4 steel
stirrups have a cross-sectional area of 0.2 sq in. (Table II). These stirrups are spaced at 10
in. which provides (12/10)(0.2)= 0.24 sq in. of reinforcement in a 12-inch length. Four
times this area should be used for bamboo stirrups or 0.96 sq in. per foot of length. From
Figure 4, select 3/8-inch-thick splints spaced at 4-inch centers. 4. The top two rows should
be bent up randomly in the outer one-third sections of the beams to assist the vertical
stirrups in resisting diagonal tension. The final design is shown in the following sketch.
Figure 14. Final technique for placement of bamboo
2.1.2.2. (B) DESIGN OF BAMBOO REINFORCED COLUMN (As per
the U.S. Naval Civil Engineering Laboratory)-
Bamboo reinforcement in columns serves to resist a compression load equal to that taken
by the concrete it displaces; it also will resist shear and tensile stresses. Of the full cross
section of concrete, only 80 percent is considered effective in rectangular tied, columns.
Allowable concrete stress should not exceed 0.225 f's where FC is the ultimate compressive
strength of the concrete. Vertical reinforcement should be approximately 4 percent of the
column cross section for rectangular columns. When bamboo is used as lateral tie
reinforcement, the ties should be spaced not over 16 times the least dimension of the
vertical reinforcement nor farther apart than the least dimension of the column. Enough
ties should be provided so that every vertical bar is held firmly in its designed position and
has lateral support equivalent to that provided by a 90-degree corner of a tie. A common
rule for determining the size of a tie is that its cross-sectional area is 2 percent of the area
of all the vertical reinforcement confined by it. The concrete cross-sectional area of
bamboo reinforced rectangular columns conservatively should be 2.25 times the concrete
area of steel reinforced rectangular columns, indicating a 50-percent increase in face

46
dimensions. Determine the cross section and bamboo reinforcement of a column required
to carry an axial load of 70,000 lb. Ultimate compression strength of the concrete, FC, is
2500 psi.
1. For an unreinforced rectangular column the safe axial load, P, is given by P = 0.8Ag
(0.225 f's) where Ag is the cross-sectional area of the concrete column.
2. The column should have a cross-sectional area of:
Or 10 x 10^4 mm2.
3. If a square column is chosen, it will have face dimensions of b = (155.5)1/2 = 12.47 in.,
say 12.5 in.
4. The amount of vertical reinforcement should be 4 percent of the concrete area and can
be obtained from Figure 2. Try 3/4-inch-thick splints. The number required is 8.8 for an
area of (12.5) (12.5) = 156 sq in. However, Figure 2 provides only 3-percent reinforcement;
thus 8.8 should be multiplied by (4/3) to get 11.7. Thus, 12 splints should be used; these
should be spaced evenly around the perimeter with 1-1/2 in. of cover. Lateral ties should
be arranged as shown in the following figure to provide each vertical splint with a 90-
degree corner (or smaller).

47
Figure 15.
2.1.2.2. (C) Replacement of Steel Reinforced Square Column Design
with Bamboo Reinforced Square Column:
Construction drawings call for a 12-inch-square concrete column reinforced with 12 No. 6
steel reinforcing bars. Three No. 2 ties on 12-inch centers are required. Replace this column
with a square column reinforced and tied with bamboo.
1. The face dimensions should be increased by 50 percent. The bamboo reinforced column
will have sides of 1.5(12) = 18.0 in.
2. The cross-sectional area is 18.0(18.0) = 324 sq in. Use 4 percent of the concrete area as
vertical reinforcement. Figure 2 is used to determine the size and number of bamboo
reinforcement. Assume 3/4-inch-thick splints will be used. For a concrete area of 200 sq
in., the number of these splints required is 11.0. Since this figure provides 3-percent
reinforcement, the number of splints should be multiplied by the ratio (4/3); it should also

48
be multiplied by the ratio (324/200) as a correction factor for the concrete area. These
multiplications indicate that 24 splints should be used.
3. Lateral ties should be arranged as shown in the following figure. Tie reinforcement
should be 2 percent of the area of the vertical bars confined by it. Each tie confines four
3/4-inch-thick splints.
Figure 16.
2.1.2.3. SUBSTITUTION OF BAMBOO WITH STEEL
Bamboo, when used alone as reinforcement could not be relied upon for more than single
storey housing purposes and the aim, is to make the structure economical and not cheap at
the cost of its strength and the safety of the residents. So, the better way is to substitute
bamboo in a structural member with steel so that slightest declination in the load bearing
capacity with a significant economical cost. Methods for substituting bamboo and steel
together are deduced by using different methods that will be illustrated in detail in clause
3.1.3. A simple demonstration of putting bamboo culms with steel will be demonstrated in
this article by the help of STAAD.PRO.
CASE I: Substitution of bamboo in the tensile section of the beam.
Let us assume that the bamboo was to be replaced in the place of steel which was the tensile
reinforcements of the beam, so in the simulation, the input for fy main (as referring to the

49
main/tensile reinforcements). The value for fy main in STAAD.PRO with the following
data is to be put in while designing the member in STAAD.PRO.
a) The span will be 6m
b) Cross section of the beam is 0.25m x 0.6m
c) Uniform load of 12000N/m will be imparted on the global-Y direction downwards
all over the beam
d) Self weight of the beam will be accounted for.
e) Supports will be fixed at the ends. The following deflection was observed by the
simulation when the above-given data was run on it:
Figure 17. Bamboo reinforced beam (tensile zone) bending moment
f) Downward deflection of 0.536 m was noted down.
Remark: The beam with tensile reinforcements solely of bamboo cannot rely upon more
than single-story housing type structures. STAAD.PRO results will be shown with only
deflections and the shear bending magnitudes over the beam.
Case II: Placement of bamboo in the section of the beam which undergoes
compression.
A beam can also be designed by replacing the steel in place for the compressive stress
section of the beam. The results on the paper show it would be better to couple bamboo by
substituting it in the compressive section of the beam instead of the tensile section because
of the weakness of concrete in tension and the low strength of bamboo against tensile
deformation. The method for substituting the bamboo culms in place of steel bars in the
beam in compressive reinforcement section will be shown below.

50
Concrete is known to be very strong in compression, so it can be stated that bamboo would
be enough to tackle the deformation in that section. A little has to be contributed to the
strength of the concrete in compression and bamboo is the better choice over steel to
contribute that strength.
In this case, the bamboo culms can be used split in ½ so that at least half of the whole cross
section can be utilized to tackle the compressive deformation. Whole culms can also be
used but to prevent over reinforcement, ½ sections are preferred. Shown below is the
STAAD.PRO simulations for a beam of given specifications.
a.) The span will be 6m
b.) Cross section of the beam is 0.25m x 0.6m
c.) Uniform load of 12000N/m will be imparted on the global-Y direction downwards all
over the beam
d.) Self weight of the beam will be accounted for.
e.) Supports will be fixed at the ends
The following deflection was observed by the simulation when the above-given data was
run
f.) Deflection of 0.892 m was observed
Figure 18. Bamboo reinforced beam (compressive zone) bending moment

51
Shown below is the design result output file for STAAD.PRO for the compressive section
substituted values in place of steel. It can clearly be seen that the software shows the design
results calculated which means that with the yield stress altered to 100 KN will be able to
bear the same load just like the beam that was shown before only reinforced with steel and
unaltered.
Figure 19. Compressive section substitution results
So as per the results are shown above, it can be assumed that bamboo would show the same
deflection under loads if applied on a G+2 structure. So two tests were carried out o a G+2
structure on STAAD.PRO to analyze the effect of the loads acting on a simple steel
reinforced structure and then were applied to a structure with the yield stress of the
secondary reinforcements changed. The following parameters were assigned to the
structure when designed on STAAD.PRO:
a) Column specifications:
Span is 3m each
All columns are square
Sections of all the columns is 230mm x 230mm
b) Beam Specifications:
All the beams are of span 2m

52
Sections of all the beam is set to 130mm deep and 100 mm wide
All beams are of the same section property
c) Load specifications:
Self-weight of factor 1 is taken acting downwards.
A floor load of pressure 1 KN/m2 is provided to all the floors of the structure. A live load
of pressure 3.5 KN/m2 acting downwards is assigned to the ground, 1st
, and the 2nd
floor.
A live load of 1.5 KN/m2 acting downwards is assigned to the 2nd floor and the roof. All
columns are assigned with fixed supports at the bottom of the structure. A clear cover of
40 mm is assigned to all the members of the structure.
Yield stresses for both the main and the secondary reinforcements are set at 415000
KN/m2. Main reinforcements are set for maximum 16mm and at a minimum for 6mm
while secondary reinforcements are set for a maximum of 12mm and a minimum of 6mm.
A screen demonstrations of the acting loads is as follows
Figure 20. Floor load acting on all floors of steel reinforced G+2 structure
In the image that follows, the floor loads imparted on the structure are shown. It can be seen that
the green color demonstrates the floor load of 3.5 KN/m2 acting on the ground, 1st
and the 2nd
floors, while in blue is the floor load of 1.5 KN/m2 on the 2nd
floor and the roof.

53
Figure 21. Floor loads acting on the steel reinforced G+2 structure
2.1.3 EXAMPLES OF THEORETICAL DESIGN OF STRUCTURAL
MEMBERS
This article is to depict the methods and the principle methodologies and processing
involved in the design of members that can be used in the design of structures.
2.1.3.1 Bamboo reinforced column design
A compression member having its effective length greater than 3 times its least lateral
dimension is called a column or a strut. Column is an important part of a structure. A beam
or slab may fail without causing serious damage, but the failure of a column endangers the
whole structure. So, the column must be very carefully designed. Columns of greater height
should be reinforced properly according to the rules.
The column may be defined as an element used primarily to support axial compressive
loads and with a height of at least three times its least lateral dimension. A compressive
member subjected to pure axial load rarely occurs in practice. All column are subjected to
some moment which may be due to accidental eccentricity or due to end restrain imposed
by monolithically placed beams or slabs. The strength of a column depends on the strength

54
of the materials shape and size of the cross-section, length and the degree of positional and
directional restraints at its ends. A column may be classified based on different criteria
such as:
(a) the shape of the cross-section
(b) slenderness ratio
(c) types of loading
(d) the pattern of lateral reinforcement.
As column may be rectangular, square, circular or polygon in cross-section. A column may
be classified as short or long column depending on its effective slenderness ratio. The ratio
of effective column length to least lateral dimension is referred to as effective slenderness
ratio. A short column has maximum slenderness ratio of 12. Its design is based on the
strength of the materials and the applied loads. A long column has a slenderness ratio
greater than 12. However, maximum slenderness ratio of the column should not exceed 60.
A long column is designed to resist the applied loads plus additional bending moments
induced due to its tendency to buckle.
A column may be classified as follows based on types of loading:
(a) axially loaded column
(b) a column subjected to axial load and uni-axial bending
(c) a column subjected to axial load and biaxial bending
Bamboo reinforcement in column serves to resist compression load equal to that taken by
the concrete it displaces; it also will resist shear and tensile stress. Of the full cross section
of concrete, only 80% is considered effectively in rectangular tied columns. Allowable
concrete stress should not exceed 0.225f’c
Where f’c is the ultimate compressive strength of the concrete.
Vertical reinforcement should be approximately 4 percent of the column cross section for
rectangular columns. Instead of bamboo in a lateral tie we use steel bar, the tie should be
spaced not over 16 times the least dimension of the vertical reinforcement nor farther apart
than the least dimension of the column. Enough ties should be provided so that every
vertical bar is held firmly in its designed position and has lateral support equivalent to that
provided by 90-degree corner of a tie. A common rule for determining the size of its tie is

55
that its cross-section area is 2 percent of the area of all the vertical reinforcement confined
by it.
The concrete cross-section area of bamboo reinforced columns conservatively should be
2.25 times the concrete area of steel reinforced rectangular columns, indicating a 50-
percent increase in face dimensions.
While the design of rectangular column minimum 4 number of bamboo should be used or
taken into consideration. There are few ways in which we can use or substitute a bamboo
during the column design such as:
(a) full or whole diameter bamboo
(b) ¾ part of bamboo
(c) ½ or half part of bamboo
(d) ¼ part of bamboo
While designing of circular column minimum 6 number of bamboo should be used or taken
into consideration. There are few ways in which we can use or substitute bamboo during
the circular column design such as:
(a) Full bamboo
(b) ½ or half part of bamboo
Figure 22. Bamboo reinforced cage for short column with steel stirrups
It can be seen that the bamboo is only placed in the tensile and compressive section zones
of the column. While the stirrups have been used made of steel only, the thickness of the

56
bamboo culms is 10mm each and the stirrups are also of 10mm diameter. The stirrups are
placed in a way that the nodes of the bamboo are in between the stirrups.
2.1.3.2. Bamboo reinforced beam design
Case I (A): Theoretical design of singly reinforced beam.
1) M25 grade concrete is to be used
2) Fck = 25 N/mm2
3) Fb= 50 kN/mm2
4) Assuming total depth of 340 mm
5) Span of beam is 1200 mm
6) l/12 = 100mm
7) b=300mm
8) effective depth = 320 mm (20 mm clear cover)
9) Effective span will be 1500mm
10) Design load of the beam= self-wt.+ imposed load = 11.25 KN/m
11) Mu= (W x L^2)/8 = 2.025 X 10^6 N-mm
12) d = 305mm
13) Area of bamboo required
M = 0.87(fb)Asb x d[1 – (fb x Asb)/(fck x b x d)]
Asb = 3957.35 mm2
14) Min. area of bamboo
As = 0.85 x b x xd/fy = 1367.4 mm2
3957.35 mm2 > 1367 mm2
Area of bamboo required will be as follows,
Area of ½ bamboo culm = 1168.2 mm2
Asb/Ab = 3.38 say 4
Therefore, 4, ½ culms of (10 x 16) mm thickness can be provided.
Case I (B): Design of singly bamboo reinforcement beam
(1) Dimension of beam 250x600 mm
(2) Modular ratio (m) = 2

57
(3) 4 - 1/4 parts of bamboo reinforced
(4) Effective length = 6m
(5) Permissible stress of concrete =7N/mm
(6) Stress in bamboo = 50N/mm
(7) Area of bamboo = 2827.433mm2
(8) Cover = 50 mm
Solution:-
(a) Effective depth
d-cover
600-50=550mm
(b) Neutral axis depth
Bn2/2 = (m) x (area of bamboo) x (d-n)
Nact = 136.72mm
(c) Critical depth of neutral axis
Nc = (k) x(d)
Nc =120.3mm
(d) Moment of resistance
Mr = (stress of bamboo) x(area of bamboo reinforced) x (lever arm)
Mr = 50 x 2827.33 x (50 – 136/3)
Mr = 71.29KN
(e) Self-wt. of beam per meter
W1 = b/100 x d/100 x 2500
W1 = 3750N/m
(f) Bending moment due to self-wt. of beam
WL2/8 = (3750 x6x6)/8
WL2/8 = 16.87 KN-m
(g) B.M beam can resist on account of external load
=71.21-16.87
=54.42KNm
(h) W2 external uniformly distributed load per meter on the beam
W2L2/8 = 54.42 and W2 = 12.09 KN/m

58
Figure 23. Width VS depth of bamboo reinforced beam
Figure 24. Cross section area VS no. of bamboo bars

59
Case II: Theoretical design of doubly reinforced beam –
Design of doubly- reinforcement beam bamboo in compression while steel in tension
(1) Dimension = 250x500mm
(2) Stress in steel = 140N/mm
(3) Stress in concrete =7N/mm
(4) Stress in bamboo = 50N/mm
(5) M steel = 19
(6) M bamboo = 2
(7) Area of bamboo = 2827.33mm2
(8) Cover= 38mm
Design:-
(a) Area of steel
4 x pi r2 = 1521
(b) Equating moment of area of concrete in compression and equivalent concrete in
tension
Bn2/2 + (M bamboo – 1)x(area of bamboo)x( n – cover) = (M steel)x(area of steel)x(d-n)
N actual = 225mm
(c) Now, critical depth of neutral axis
Nc = (k)x(d)
Nc =101.77mm
(d) Moment of resistance
Mr = (stress in steel)x(area of steel)x(d-cover); Mr =90.28KNm

60
Figure 25. Percentage of reinforcement against the coefficient of resistance
2.1.3.3. Bamboo reinforced concrete slab design
The flexural failure of bamboo reinforces concrete slabs were studied. The configuration
and sectional details of all specimens are shown in Figure 4.1. For the tension
reinforcement, bamboo (diameter: 15.3mm, yield strength 197N/mm2) divided in a quarter
were used. Specimens were reinforced singly (tension reinforcement ratio p: 0.48%). As
shown in Figure below, the bamboo was reinforced in a lattice pattern and tied with the
twisted rope (φ=1.8mm) made of polypropylene at the intersection of bamboo
reinforcements. A total of 12 test specimens consisted of six specimens aging underground

61
and six above the ground, tested at 1 month, 3 months, 6 months, 1 year, 3 years and 5year,
respectively. Ready mixed concrete confirming to JIS A 5308 with the proof compressive
strength of 10.1 N/mm2 and the slump value of 18cm (the measured value: 16.0cm) was
used. The maximum size of coarse aggregate was 15 mm and the air content was 5.2%
(measured). The mixing proportion for concrete is
Figure 26. Details of specimen for reinforcing slab
Figure 27. Design mix proportions for bamboo reinforced slab
After the eights day of casting concrete, specimens were remolded, measured the
dimensions and the weight. The half is placed 800mm above ground made a stand with a
roof. The other half is buried underground digging a hole to 800mm. For management of

62
concrete strength, test cylinders of 100mm diameter were constructed and cured under the
same conditions. To record the change in temperature of the curing location, the automatic
measuring thermometer was placed in three places underground, above ground and in the
laboratory. The figure below shows the measurement results of 10 days after specimens
placing. The temperature above ground and in the laboratory, depending on outside
temperature changes, is moving up and down every day. However, it can be confirmed that
the temperature of underground is kept almost constant throughout the day. Slab specimens
were loaded concentrically with a tensile/compression tester with 5MN capacity, as shown
in the figure below. During the loading test, the load P was measured by the load cell.
Displacements of the specimen were externally measured by displacement transducers
instrumented at the sides of the specimens.
Figure 28.

63
Figure 29. Bending test setup for slab
TEST RESULTS
Concrete Strength
The results of tests on specimens carried out at 28 and 84days are shown in the figure
below. The compressive strength of test cylinder cured underground changes significantly
highly of the one cured in the laboratory. It can be considered that while the inside of the
laboratory is dried, the underground is humid at any times, therefore, supply of water to
the concrete can be accomplished. It turns out that the tensile strength of test cylinder cured
underground increased the rate of strength development of concrete.

64
Figure 30.
Figure 31. Cracking pattern of slab after failure
Slab test
The figure above shows the crack patterns observed after failure in the all specimen which
failed dominantly in flexural decay as expected after de-bonding of tensile bamboo
reinforcement. Regardless curing time, in all specimens, a crack occurs just below the
loading point. With the deformation increasing, the width of initial flexural crack is
expanded. Figure 4.8 shows a comparison between the load-deflection curves of specimen
tested at 28 and 84days for an aging time.

65
Figure 32. Load deflection curves of specimen
2.2. RESULTS
In this article, the results of all the conducted experiments and staad.pro will be enlisted
and discussed for the further analysis of the induction of the hypothesis which will follow
for the conclusion of the project. Theoretical results and Staad.pro results for single
members with loads imparted upon them enlisted with design methods, used parameters
and all of the outcomes whether suitable or not for any further design will be discussed.
2.2.1. Theoretical Results
These results display that the area of bamboo required will be very high if the member
needs to sustain the loads born by a steel reinforced structure. The moment of resistance
for the singly reinforced beam will be 2.025 x 10^3 N-m.
Following are the results that are obtained by all the bamboo reinforced members for the
theoretical on the paper design of individual structural members.
1. Maximum bending moment of bamboo reinforced beam, M=37962.902 N-m (Article
2.1.2.2)
2 .Maximum shear at support of bamboo reinforced beam, V=62.27 KN (Article 2.1.2.2)
3. Calculate shear of bamboo rein forced beam, V’=47.151 X 10^3 N (Article 2.1.2.2)
4. Design load of singly reinforced beam=11.25 Kn/m
5. Maximum bending moment of the singly reinforced beam, M=2.025 X 10^6 N-m
(Article 2.1.3.2. CASE 1(a))

66
6. The minimum area of bamboo of the singly reinforced beam, As = 1367.4 mm2 (Article
2.1.3.2. CASE 1(a))
7. Moment of resistance of singly reinforced beam, M.O.R = 71.29KN-m (Article
2.1.3.2. CASE 1(b))
8. Bending moment due to self-weight of beam in doubly reinforced =16.87 KN-m
(Article 2.1.3.2. CASE 1(b))
9. Moment of resistance of doubly reinforced beam, M.O.R = 90.28 KN-m (Article
2.1.3.2. CASE 2)
2.2.2 STAAD.PRO results
All the results obtained by the tests and simulations under different conditions which were
applied on STAAD.PRO for the design of the whole structure reinforced with bamboo and
steel together will be shown in this article. The members that were tested beforehand and
the members substituted in the structure will also be elaborated for their design results and
their respective properties assigned. All the loads that have been put on the structure and
the individual members which are responsible for the displacements, bending moments and
shear reactions have all been shown before respectively in the article 2.1.2.3. Now the
results for the individual members and the steel reinforced and the steel and bamboo
coupled structures would be depicted. Results for the steel and bamboo coupled reinforced
concrete beam is shown as follows:
Figure 33. Bamboo and steel coupled section of beam

67
Shown above is the valid design of a beam reinforced with the coupling of bamboo and
steel in the compressive zone of the beam. The design diagram as shown by STAAD.PRO
will depict the no. of bars that are used in the beam and the spacing that has to be put
between the bars. Now, the results for the steel reinforced G+2 structure will be shown in
the form of graphs for particular members.
Figure 34. Graph for lowest column (steel reinforced structure)
Graph result for the same member is shown below for steel and bamboo coupled
reinforcement in the compressive zones of all the members of the structure.
Figure 35. Graph for lowest column (steel-bamboo reinforced structure)

68
Graph results for beams for steel reinforced structure and the bamboo and steel coupled
reinforced structure is shown below respectively:
Figure 36. Graph for roof beam (steel reinforced structure)
Figure 37. Graph result for roof beam (steel-bamboo reinforced structure)

69
Chapter 3
ANALYSIS OF
EXPERIMENTAL WORK

70
CHAPTER 3: ANALYSIS OF EXPERIMENTAL WORK
After performing all the test it is important to analyze the whole structural specimen, to
ensure its workability of the bamboo reinforced beam and column, we tested its tensile and
compressive strength and compared it with that of the steel reinforced beam and column.
In this project, we are comparing steel reinforcement with bamboo reinforcement, its
structural cost, and techniques of replacement of steel with bamboo while reinforcing. The
study showed that the ultimate load of a concrete beam reinforced with bamboo reinforced
increases 400% as compared to un-reinforced concrete. It was found that, compared to
steel, there was lower bonding between the bamboo and concrete and the bamboo had the
modulus of elasticity 1/15 of steel. Bamboo’s compressive strength was much lower than
its tensile strength, and there was a high strength of the fibers, but a low strength traverse
to the fibers. The United States Naval Civil Engineering Laboratory (1996, 2000) reported
a study providing a set of instructions on how to properly construct a variety of structures
and structural elements using bamboo. This article will also provide with the
comprehensive understanding of the conclusive phase of this project so that the better
understanding for how bamboo can be replaced by steel in load bearing structural members
without any compromise in the strength of a conventional structure and reduction in the
self-weight and the cost of the project at a whole. The replacement of bamboo as mentioned
earlier will also have a huge impact on the eco-friendly advent in the field of structural
construction.
3.1 THEORETICAL RESULT ANALYSIS
The results as obtained in previous articles of this report deduced by the members of the
group and those of the research papers that have been developed before in U.S. and
Thailand and have been put to use in this report for the deduction of a method more
convenient for the conventional building purposes and the placement of the material in
more members of the structure such as beams and columns.
Through all the theoretical results, it was found out that the placement of bamboo in a
structure or in any specific member has various methods ranging from the selection of
bamboo to up until the curing of the member. The members will give significant results in
the terms of strength and suitability but to find a design method suitable for the required

71
input that needs to be given is not possible and the drawbacks of this method can be the
failure of the member or even the subsidence of the structure. So for the sake of the
structural well-being every time a structure is designed, a method should be there where
all the values and designs can be plugged in and taken out respectively for the application
of design procedures on the desired section or/and the structure.
It is even more important to make sure that the structure being designed with bamboo and
steel together as reinforcements should be studied upon thoroughly first because if the same
conventional loads and heavy weights are being imparted on the structure as being taken
upon by the steel reinforced structure, the structure may cease to follow the same
conventional design so to make it more suitable and state of the art, presentation of the
hypothesis for the design of steel and bamboo reinforced structures will be shown.
Theoretical methods deduced for the replacement of steel with bamboo in concrete load
bearing structures are there in the articles that follow.
3.1.1. STAAD.PRO simulations
The results that were shown before obtained from STAAD.PRO are the proven
representations of the magnitudes of the shear and the bending moments that those
members had after the applications of the same loads. However, the reason for taking
STAAD simulations into the picture is because of the limitations of the program and the
areas where it lacks in providing the desireable results. In further hypothesis, it will be
shown how the material has been planned to be put in beams and columns of the structure
and the manipulations in the software for the valid input of data that measures the change
of material of reinforcement.
In STAAD.PRO the material cannot be changed or defined specifically for reinforcement
in a concrete member, so the yield stress was changed of the reinforcing material by taking
the average of the strength of steel and bamboo. Since in STAAD.PRO only the fy(sec)
were changed, the zone which goes under compression, only the compressive strength of
bamboo can be replaced for the input so that the factor of safety is not compromised. If the
exact value of the compressive strength of bamboo is changed then the software would
automatically increase the diameter of the members for compensating the area of
reinforcement according to the strength that is available. The diameter range for the

72
secondary reinforcements in columns and beams will then be increased because of this
programming limitation. Shown below is the percentage of steel that has been increased by
the software to compensate for the effect of strength that has been lowered. In the following
tables, it can clearly be seen that the volume of concrete is not changing even when the
Percentage of steel has been increased.
The bar die used in the structure fully reinforced with concrete has a dial ranging from
6mm-12mm, whereas in the structure in which the yield stress has been changed the die
used is only 10mm and 12mm. This shows that the structure would remain safe and give
the desired results with an increase in the percentage of steel.
Table 9: Steel reinforced structure result for reinforcement (STAAD.PRO)
Table 10: Minimal yield stress for secondary reinforcement result (STAAD.PRO)

73
REMARK: It must be duly noted that the sole and foremost purpose of this project is to
find a way to make bamboo a substituting material with steel in concrete load bearing
members being used in lightweight bearing structures such s a typical domestic G+2
building with a reduction in self-weight and cost so that a material that is eco-friendly can
be used in such structures. STAAD.PRO is a pre-programmed software for the designing
of concrete structures taking its design principles from the IS456 code and will find the
optimum results for any kind of data that is input and thus it would always operate in the
context of making the structure successful despite all odds. This is the main reason behind
the fact that STAAD.PRO does not factor in the type of material that has been planned to
substitute with steel in this report. So when the yield stress of the secondary reinforcement
is changed in the concrete design input, just the diameter of the reinforcement is increased
but when bamboo will be substituted with steel in beams and columns in the real case
scenarios, with the same strength that has been input, it will give even more strength as the
value was just changed to 100kN which is just the compressive strength of bamboo but
when it will be substituted with steel of larger die giving the anti-buckling effect the
strength will instead increase the average of the compressive strengths of steel and
bamboo will be acting.
Table 11: Check Results (steel reinforced structure)
Table 12: Check results (steel+bamboo reinforced)
A very slight and tolerable difference can be spotted in the stats of the check results of the
two structures that have been tested on STAAD.PRO. There is no change in the reactions

74
in all the dimensions of the 1st
load case that includes the self-weight and the uniform floor
load of -1kN/m2. Whereas a slight change in the reactions and loadings can be seen under
the 2nd load case that includes the varying floor loads as shown in 2.1.2.3(Case-II).
Shown below are the STAAD.PRO results for the maximum forces by section result for
the whole structures respectively:
Table 13: Max. Forces by section (steel reinforced)
Table 14: Max. Forces by section (steel & bamboo reinforced)
There are differences in all the dimensions at all the sections but are very minute
differences so it can be stated that the structure is successful.
3.1.2. METHODS OF SUBSTUTUTION OF BAMBOO AS A
REINFORCING MATERIAL IN CONCRETE MEMBERS.
Hypothesis 1: Yield stress compensation method.
According to this method, while designing the concrete member in the values fro the yield
stress for whatever side it has to be used(tensile zone/compressive zone) would be factored
in with the values of steel and an average will be taken for the input in the values of yield
stress. Such a method has been shown below in the article 2.1.3.2(Case-1[b]). This method
is suitable for the designing of bamboo reinforced columns and beams when it is being
used with steel in the compressive zone of the member.
In case the member has to be designed with the only bamboo as the reinforcing material,
the direct value for the yield stress in fy can be put and the desired results can be obtained.

75
Another method for the design of these types if beams and columns can be seen in the
articles 2.1.3.1, 2.1.3.2 and 2.1.3.3 for the beam, column, and slab design respectively.
Hypothesis 2: Direct replacement method
This method would be easier to apply in the conventional construction types for lightweight
structures. This method follows the simple design of a steel reinforced member as per the
code IS456 and the n, arbitrary replacements of steel can be carried out with bamboo to
tackle buckling under direct loads. This would help reduce the cost and the self-weight of
the structure and will surely be an eco-friendly advent in the field of environmentally
friendly construction. It should be kept in mind that while replacing the bamboo in place
of steel it is necessary that not more that 40% of the total steel area should be replaced
otherwise the strength would be compromised which is not intended.
Hypothesis 3: STAAD.PRO design and replacement method
This is the most accurate design method out of all te methods depicted before and has huge
theoretical and in the field applications. In this method the following design procedure can
be followed for the determination of the amount of bamboo that can be replaced in a
structure in beams and columns:-
a.) Design a G+2 structure on STAAD.PRO with normal data input-support, loads.
And the test for the validity of the structure.
b.) Substitute the reinforcement properties into the members where the bamboo
reinforcements are required and check for results. Ex-The yield stress can be changed from
415 KN/m2 to the average of compressive strength of steel and bamboo i.e. 260 KN/m2.
c.) Check for the validity of all the members and structures.
d.) If valid, then substitute bamboo with the main/secondary reinforcements as desired
(only steel reinforced structure) and increase the bar diameter for the strength when
bamboo will be replaced will reduce to an extent.
e.) The reinforcements with the structure that has been made with the values from the
average of steel and bamboo have been taken can also be replaced with bamboo but the
reduction of weight of the structure will not be obtained because of the software limitations
as explained before in article 3.1.1 under REMARK.

A PROJECT REPORT ON BAMBOO AS A REINFORCING MATERIAL

A PROJECT REPORT ON BAMBOO AS A REINFORCING MATERIAL

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