K.KALAIVANAN1

ME Structural Engg Student,

Department of Civil Engineering,

Chendhuran College of Engineering and Technology,

Pudukkotai-Dt, South India.

Abstract— A new reinforcement system,

Welded Wire Mesh is proposed to perform the

function of transverse steel in reinforced concrete

columns. WWM is made from cold-drawn steel wires

arranged in two orthogonal directions and is

prefabricated in a production line. Welded Wire mesh

reinforcement eliminates some of the detailing

problems inherent in traditional rebar in the

reinforced concrete construction resulting in easier

and faster construction, and better economy and

quality control. An experimental investigation on the

behaviour of square concrete columns confined by

Welded Wire Mesh was carried out. The specimens

were tested under axially loading. The effects of axial

shortening, spacing and grid configuration of WWM

reinforcement as well as the distribution of

longitudinal reinforcement on the behaviour of

columns were investigated. Based on the observation,

the results indicated that the use of Welded Wire mesh

as transverse steel has resulted in considerable

enhancement both in strength and ductility. An

alternative reinforcement system, Welded mesh is

planned to achieve the purpose of stirrups in

Reinforced Concrete Beams. Welded Wire Mesh Built-

up Method, comprises of galvanize welded wire mesh

and vinyl glazed welded wire mesh making process.

Welded mesh excludes some of the detailing problems

linked in conventional rebar in the Reinforced

Concrete. Usage of welded wire mesh results in stress-

free and quicker assembly, and better budget and

superiority control. In this present experimental work

on the behaviour of Rc element with Shear

reinforcement by Welded mesh was carried out. One

Control beam with conventional reinforcement with

five other beams with vary welded mesh were cast and

tested under two point loading. The results were used

to study the flexural behaviour. It is obtained that the

beam with continuous weld mesh and longitudinal bar

given the maximum load carrying capacity.

I. INTRODUCTION Supported by columns with or without moments.

Therefore, failure of one column in a critical location can

cause the progressive collapse of the whole structure. To

design reinforced concrete columns against external loads,

a structural engineer who is directly concerned with this

R.DINESHKUMAR2

Assistant Professor

Department of Civil Engineering,

Chendhuran college of Engineering and Technology

Pudukkotai-Dt, South India.

process, must consider both the strength and ductility of

the column. This is especially true in seismic regions

where ductility in the concrete column is highly

necessary to resist earthquake forces. For the past 7

decades, there are many researchers attempting to

investigate and describe

the natural behavior of columns under varying loads. It is

well known that confined concrete behaves differently

from unconfined concrete due to the effect of lateral

pressure. Tests of reinforced concrete columns indicate

that the strength and ductility of concrete compression

are improved not only by longitudinal reinforcement, but

also transverse reinforcement. Transverse steel in

reinforced concrete columns serves the 3 major functions

of preventing lateral bucking of the longitudinal

reinforcing steel, acting as shear reinforcement, and

confining the compressed concrete.

Welded Wire Mesh generally consists of wires arranged

in two orthogonal directions and is prefabricated in a

production line. Because of its economy, ease, and faster

of construction as well as better quality control, Welded

Wire Mesh has been widely used in buildings that

Welded Wire Mesh can be a good substitute for the

conventional reinforcement and yielded excellent results

both in strength and ductility.

II. LITERATURE COLLECTION

Satjapan Leelatanon and Trakool Aramraks have

experimentally studied the Behaviour of short columns

reinforced with welded wire fabric as transverse

reinforcement under concentric loading(2011) Tavioa*, Kusumaa, and Suproboa have investigated in

Investigation of stress-strain models for confinement of

concrete by welded wire fabric(2011)

Masoud soltani , xuehui an , koichi maekawa have

research Cracking response and local stress

characteristics of rc membrane elements reinforced with

welded wire mesh(2003)

Li *, shi, wang, x.d. li,. Xie have studied Analysis of the

performance of a sintered stainless steel wire mesh

filter for cryogenic liquid purification(2010)

THE BEHAVIOUR OF RC COLUMN RENIFORCED

WITH WELD MESH UNDER AXIAL LOAD

Hai jun li, zheng zhen, chuan hao liang, ming sheng dai,

xiao hua lu experimental study on the steel bar/wire mesh

reinforced preplaced aggregate concrete composite

strengthening of concrete square columns

. (2010)

Feng feng li, xiao yong wu, zhou yan, xiao hua lu, guang

jing xiong behavior of circular concrete columns repaired

with steel bars and wire mesh-mortar(2010)

III. EXPERIMENTAL PROGRAM

This chapter presents the materials properties as found

by laboratory tests.All the material tests were conducted

in the laboratory as per relevant Indian Standard codes.

Basic tests were conducted on fine aggregate, coarse

aggregate, and cement to check their suitability for

concrete making

A. Concrete Mix Design: The Combined or All-In- Aggregate Sieve analysis test

(as per Table 5 of IS: 383-1970) has to be conducted, to

check its suitability before going for Mix-Design .

B. Test Plan for Casting of Concrete Specimens:

This Project entailed subjecting the designed Concrete

mixes to a series of tests to evaluate the strength and other

properties. For this purpose, it was important to monitor

the strength development with time to adequately evaluate

the strength of each Concrete mix. For every test, 3

samples from each mix were tested at each curing age and

the average values were used for analysis. One of the most

important properties of concrete is the measurement of its

ability to withstand Compressive loads. This is referred to

as Compressive Strength. C. Testing of Concrete Columns:

After the Specimens are cured for the specified

period, taken out from the curing tank, cleaned and tested

as per IS:516- 1969, on Universal Testing Machine to find

the mechanical properties of Concrete such as

Compressive Strength on Cubes, The specimens were

tested in a self strained loading frame of 1000kN capacity.

Axial load was applied through through a power pack

connected to hydraulic jack , which was mounted on the

top of the specimen. End capping were provided to

prevent premature failure due to crushing of concrete at

the ends. The column specimen was resting on the floor.

The specimen was tested for verticality by using plumb

bob. LVDTs were fixed at L/4,L/2 & L/4 distances on

both faces of the specimen and one LVDT was fixed at

the top of the column to measure the axial shortening and

strain gauge was fixed . The loading was applied

gradually up to failure of the specimen.

D. DESCRIPTION OF SPECIMEN

A total of six specimens of Square Columns

(100mmx100mmx1200mm) are to be tested in this

project. The Columns specimen were designated as

follows,

SP 1: 1”x1” welded mesh as lateral ties in the specimen.

SP 2: 2”x2” welded mesh as lateral ties in the specimen.

SP 3: 2”x1” welded mesh as lateral ties in the specimen.

SP 4: 3”x1” welded mesh as lateral ties in the specimen.

SP 5: 3”x2” welded mesh as lateral ties in the specimen.

SP 6: The Specimen made by conventional lateral ties.

E. Compressive Strength Test: Compression test on concrete cubes has been carried

out confirming to IS 516-1999. All the concrete cube

specimens were tested in a 2000kN capacity

compression testing machine. The crushing strength of

concrete cube is determined by applying compressive

load at the rate of 140 kgf/cm2/min or 140 kN/min till

the specimen fail. After 28 days of curing, the cubes

were then allowed to become dry for few hours before

testing. Plane surfaces of the specimen were between

platens of compression testing machine and subjective to

loading. The compressive strength of the concrete cubes.

S.N

Type

Of

Sample

7 days 28 days

Comp.

Load

(KN)

Comp.

Strength

(N/mm2)

Comp.

Load

(KN)

Comp.

Strength

(N/mm2)

1 SP1 430 20.44 660 29.33

2 SP1 380 17.78 730 32.44

3 SP1 420 20.0 730 32.44

IV. MATERIALS USED

A. Cement Ordinary Portland cement (OPC) is the basic Portland

cement and is best suited for use in general concrete

construction. It is classified into three grades, namely 33

grade, 43 grade and 53 grade depending upon the

strength of the cement at 28 days when tested as per IS:

4031-1996-Part II. If the 28 days strength is not less

than 33N/mm2, 43N/mm2 and 53N/mm2 it called 43

grade and 53 grade cement respectively. Birla Super 53

grade cement conforming to IS: 12269-1987 was used in

the present investigation. The tests performed on this

cement are summarized in Table 1.

TABLE 1. PROPERTIES OF CEMENT

Sl. No. Properties Results

1 Normal Consistency 34

(%)

2 Setting Time (minutes)

i. Initial setting time 57

ii. Final setting time 240

3 Specific gravity 3.15

B. Coarse Aggregates

Coarse aggregates are inert particle materials that pass

through the sieve size of 80 mm and retained on sieve

size 4.75 mm. In the present study, locally available

granite of size 20 mm and 10mm in the proportion 60%

and 40% by volume respectively was used. The physical

properties of coarse aggregates are given in Table 2. TABLE 2: PROPERTIES OF COARSE

AGGREGATES Sl. No. Properties Results

1. Abrasion Value, % 24.97

2. Combined Elongation 28.0

and Flakiness Indices,

3. Crushing Value, % 25.36

4. Impact Value, % 21.10

5. Specific gravity 2.63

6. Water Absorption, % 0.45

C. Fine Aggregates

River sand available locally was used as fine

aggregates and they conform to IS: 383-1970

(reaffirmed 1997). Sieve analysis was done using

standard sieve analysis procedure and the sand conforms

to Zone II. The physical properties and sieve analysis

details are given in Table 3.

TABLE 3. SIEVE ANALYSIS OF RIVER SAND

IS Percentage Passing Grading for Zone

Sieve Sand Copper II as

(mm) Per IS:383- 1970

4.75 100.00 100.00 90-100

2.36 97.10 97.80 75-100

1.18 79.30 79.40 55-90

0.60 56.70 44.10 35-59

0.30 9.90 8.40 8-30

0.15 2.00 2.40 0-10

0.075 0.20 0.90 -

Pan 0.00 0.00 -

D. Water

Water is the most important constituent of a

concrete mass which enables bonding between

cementitious materials and the aggregates and also

helps in the hydration of cement which is the most

important phenomenon in gaining strength. Potable

water which is free from salts and impurities was used

for mixing and also curing purposes.

TABLE 4. PROPERTIES OF WATER

Sl.no. Description Obtained

value

Permissible

value as per

IS 456-2000

1. pH value 8.2 Not less than

6.0

2. Chloride content 112.5 mg/l 500 mg/l*

3. Total hardness 105 mg/l 200 mg/l

4. Total dissolved

solids 150 mg/l -

E. Mix Proportion

Concrete mix design is a process by which the

proportions of the various raw materials of concrete are

determined with an aim to achieve a certain minimum

strength and durability, as economically as possible.

Based on the simplified mix design procedure, a

concrete mix of proportions with characteristic target

mean compressive strength of 20 Mpa was designed

without any mineral admixtures.

The concrete mix was designed as per IS 10262:1982

for M20 grade of concrete. The mix adopted for the

study are given in Table 5.

TABLE 5. CONCRETE MIX PROPORTION

Unit Water Cement Fine

aggregate

Coarse

aggregate

Kg/m3 192 383 691 1140

ratio 0.5 1 1.8 2.97

V. RESULTS AND DISCUSSIONS

The results of the experimental investigation on

six column specimens are presented in this chapter. The

behavior of the specimens in terms of crack development,

failure mode and ultimate loads observed during the test is

presented and discussed.

A. Column Test Results

TABLE 6. COLUMN TEST RESULTS

It is clearly seen from Table 6, that SP 1

specimen has the largest load carrying capacity among the

group. The column specimen SP 4 and SP 5 performed in

a poor manner with low load carrying capacity. The

remaining columns can be grouped under the same class

as their load carrying capacity or ultimate load is nearly

same. Hence for better crushing performance fully weld

mesh in concrete. While during conduct the test, SP 4 and

SP 5 could not completely due to practical difficulty.

Hence the values obtained will not represent complete

behaviour.

B. Modes of Failure

All the specimens were failed by crushing of

column nearer to the support. This crushing failure

indicates short column fail to axial shortening. Fig 4.1

shows the crushing failure

Fig 1(a) Modes of Failure

Fig 1(b) Modes of Failure of all columns

C. Load –Axial Shortening Behaviour

Fig 2 (load – axial shortening) of control

specimen

Specime

ns

Size of

Weld

Mesh

(inch)

Ultimat

e Load

(KN)

Maximu

m lateral

Deformat

ion

In mm

Maximum

axial

shortening

In mm

Volum

etric

ratio

SP1 1 x 1 231 23.1125 2.835 0.73

SP2 2 x 1 226 18.675 2.237 0.36

SP3 2 x 2 219 15.076 1.98 0.36

SP4 3 x 1 151 11.532 1.32 0.25

SP5 3 x 2 147 10.786 1.13 0.25

SP6 Control 179 13.265 1.456 1

Fig 2. shows the load-axial shortening of control

specimen. In which during the test it is observed that first

crack load starting at 100kN.Ultimate load of control

beam is 179kN. In that load crushing failure and axial

shortening are reached maximum.

D. (Load - Axial-shortening) of all columns

load load-axial shortening behaviour of all

columns. It is observed that all the specimens are similar

manner.

The only marginal increase in load carrying capacity. But

stiffness of specimen increases when weld mesh provided

compared to conventional reinforcement column.

Fig 3. (Load - Axial-shortening) of all columns

E. load –lateral deformation behavior

Result of using weld mesh concrete at the top and bottom

of all specimens, failure extended in the desired region, at

the L/4 height from bottom Of specimen

Fig 4 load –lateral deformation behavior

F. (load – lateral deformation) of 1 x 1 weld mesh

specimen

Fig 5(load – lateral deformation) of 1 x 1 weld mesh

specimen

G. (load – lateral deformation) of 2 x 2 weld mesh

specimen

Load-lateral deformation behaviour. It is observed that

all the cases maximum deflection at a height of L/4

distance from bottom.

Fig 6 (load – lateral deformation) of 2 x 2 weld mesh

specimen

G. Ductility

Ductility index is defined as the ratio of ultimate load at

l/4 deflection to deflection at first crack load of control

concrete columns

Specimen

L/4 deflection

(mm) @First

Crack load Δx

L/4 deflection

(mm)

@Ultimate

load

Δy

Ductility

Index

D.I = Δy/ Δx

SP 1 2.2 23.1125 10.5

SP 2 4.1 18.675 4.55

SP 3 5.235 15.076 2.87

SP 4 4.12 11.532 2.7

SP 5 7.564 10.786 1.4

SP 6 3.569 13.265 3.7

VI. CONCLUSION

Experimental thesis work of the following conclusions are

arrived.

1. Even though volumetric ratio of welded mesh

specimens varies, there is no appreciable changing load

carrying capacity.

2.,Due to small grid spacing of weld mesh for specimen

(SP1) confinement of concrete increases and results in

largest load carrying capacity.

3. Concrete crushing at the support of ultimate stage

indicates short column failure mode.

4. Failure mode and load carrying capacity depends on the

volumetric ratio grid spacing of weld mesh provided.

5. The load Vs lateral deformation behaviour for the

reference specimen and other column specimens are in

same manner and SP1 is observed to be stiffer than that of

other specimens.

6. Load –Axial shortening behaviour of all column

specimens are similar manner. Initial stiffness of specimen

increases when weld mesh is provided at smaller spacing.

7. Considering the reduction cost the welded mesh

reinforcement.

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