Effect of modulus of masonry on initial lateral stiffness of infilled frames with openings

IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
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Volume: 03 Special Issue: 06 | May-2014 | RRDCE - 2014, Available @ http://www.ijret.org 218
EFFECT OF MODULUS OF MASONRY ON INITIAL LATERAL
STIFFNESS OF INFILLED FRAMES WITH OPENINGS
Bhagyalaxmi sindagi1
, Anusha P Gowda2
, Harshitha R Kumar3
, M V Renukadevi4
1
PG Student (2009-2012), Department of Civil Engineering, R V College of Engineering, Bangalore
2
PG Student, Department of Civil Engineering, R V College of Engineering, Bangalore
3
PG Student, Department of Civil Engineering, R V College of Engineering, Bangalore
4
Associate professor, PG Studies, Department of Civil Engineering, R V College of Engineering, Bangalore.
Abstract
Masonry infills are commonly used in buildings for functional and architectural reasons. The structural contribution of infill walls
cannot simply be neglected particularly in regions of moderate and high seismicity where the frame-infill interaction may cause
substantial increase in both stiffness and strength of the frame in spite of the presence of openings. In the present study an attempt is
made to study the initial lateral stiffness of the infilled frames with central opening of different sizes for varying modulus of masonry
(2750 Mpa and 1000 Mpa modulus) using the finite element analysis . The percentage reduction in the initial lateral stiffness of
infilled frames due to varying modulus of masonry is obtained. The initial lateral stiffness of infilled frame is also determined by single
equivalent diagonal strut analysis by varying the width of strut and a strut-width-reduction factor is proposed to determine the strut
width for the opening present in the infill panel.
Keywords: infilled frame, modulus of masonry, lateral stiffness, and effect of openings.
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1. INTRODUCTION
Masonry is one of the oldest construction materials currently
in use around the world for reasons that include accessibility,
functionality, and cost. This material has been used for
hundreds of years in construction projects ranging from simple
roadways to complex arch designs. Masonry has also
commonly been used in frame building structures as infill,
where it was intended to act as an environmental divider rather
than a structural element. The primary function of masonry
was either to protect the inside of the structure from the
environment (rain, snow, wind, etc.) or to divide inside spaces.
In either case, common practice has always been to ignore
infill during the design and analysis of steel/reinforced
concrete frame structures. However, infill wall tend to interact
with the surrounding frame when the structure is subjected to
wind or earthquake loads; the resulting system is referred to as
an infilled frame.
In such structures the ordinarily occurring vertical loads, dead
or live loads do not pose much of a problem in the analysis
and design. But the in-plane lateral loads due to wind and
earthquake, tremors or blast loads are a matter of great
concern and need special consideration in the design of
buildings. These lateral forces can produce the critical stresses
in a structure, set undesirable vibrations and in addition cause
lateral sway of the structure to such an extent that it would
reach a stage of discomfort to the occupants. Some of the
lateral load resistance structures used in practice is shown in
the (Fig.1). Diagonal bracing (Fig 1a) can be conveniently
adopted in steel frames. Reinforced concrete frames cannot be
provided with such braces; however monolithic joints will
provide resistance to some extent (Fig1b). Relying only on
rigid joint would result in expensive columns, which have to
resist large resulting moments. Provision of reinforced
concrete shear walls in the plane of the loads at the selected
location in the building scheme (Fig 1c) for tall buildings is
the modern trend of construction that is widely resorted to in
order to reduce lateral sway and achieve economy in the
design. Stair wall and elevator shafts are designed on the basis
of principal of shear wall.
However, with the increasing cost of steel and cement these
structures are becoming expensive and added to that the
shallow structures do not such lateral load resisting systems.
Infilled frames can be thought of an alternative where in the
masonry wall providing for partitioning and covering without
any structural functions can impart substantial stiffness and
strength to bounding frame against lateral load.
Efforts have been made by many researchers to exploit the
inherent lateral stiffness and strength of the masonry infilled
frames. It has been well recognized that the brickwork infill is
very effective in bracing of frames composed of beams and
columns to resist in-plane lateral loads. But the same has not
featured in most of the codes of practices with an acceptable
design procedure. This is probably because of the inherent
weakness of the brickwork infill in resisting tensile stresses
induced by racking loads particularly when full contact is

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established at the interface by shear connecter or any means.
Although, the stress diminishes when separation is allowed at
the interface, the loaded corner faces possibilities of crushing
in view of large concentration of stress.
Lateral loads do not act in isolation on a structure but act in
tandem with gravity loads with varying magnitude. These
loads comprise of constant dead weight of the structure and
that of element supported by the frame along with live load of
varying magnitude. The vertical lateral load are expected to
induce pre-compression to the masonry infill and reduce the
tensile stress induce by lateral loads. The diagonal
compressive stress although increases as the result of pre-
compression, is expected to spread over a wider area of
masonry, thereby reducing the possibility of corner crushing.
In developing countries like India, mass housing schemes are
being executed on a massive scale to cater to the housing
needs of people. Most of these structures are three to four
storied building, construed usually of reinforced concrete
frames with brick infill. If the structural interaction between
the masonry and R.C. members is properly understood, it
would result in significant reduction in the cost of
construction.
Fig 1: Lateral Load resistance Structure: a) RCC framed
structure b) Steel framed structure c) shear wall framed
structure d) infilled frame
2. METHODS OF ANALYSIS
Over the past few decades, several methods for the analysis of
infilled frames have been proposed in the literature by various
investigators. These methods can be divided into two groups,
depending on the degree of refinement used to represent the
structure. The first group consists of the macro models to
which belong the simplified models that are based on a
physical understanding of the structure. The second group
involves the micro models including the finite element
formulations, taking into account local effects in detail. Both
types of methods will be discussed hereafter.
2.1 Macro Models
The basic characteristic of the macro models is that they aim
at predicting the overall stiffness and failure loads of infilled
frames, without considering all possible failure modes of local
failure. This group of models can be subdivided to their origin
into the following three categories, based on:
 the concept of the equivalent diagonal strut
 the concept of the equivalent frame
2.1.1 Equivalent Diagonal Strut Analogy
The simplest (and most developed) method for the analysis of
non-integral infilled frames is based on the concept of the
equivalent diagonal strut. This concept was initially proposed
by Polyakov (1956) and later developed by other investigators.
In this method, the infilled frame structure is modeled as an
equivalent braced frame system with a compression diagonal
replacing the infill. Equivalent diagonal strut method is further
subdivided into the following three categories
a) Single Diagonal Strut Model
b) Modified Diagonal Strut Model
c) Multi-Strut Model
2.2 Micro Models
The development of finite element methods offered some
relief to the shortcomings pointed out in the previous methods.
The first approach to analyze infilled frames by linear finite
element analysis was suggested by Mallick and Severn (1967).
They introduced an iterative technique taking into account
separation and slip at the structural interface. Plane stress
rectangular elements were used to model the infill while
standard beam elements were used for the frame. However, as
a consequence of the assumption that the interaction forces
between the frame and the infill along their interface consisted
of normal forces only, the axial deformation of the columns
was neglected in their formulation. The effect of slip and
interface friction was considered by introducing shear forces
along the length of contact. The contact problem was solved
by initially assuming that infill and frame nodes have the same
displacement. Having determined the load along the periphery
of the infill, tensile forces were located in the model.
Subsequently the corresponding nodes of the frame and infill
were released which allowed them to displace independently
in the next iteration. This procedure was repeated until a
prescribed convergence criterion was achieved.

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3. LITERATURE REVIEW
A summary of the major research works that have been carried
out on infilled frames with and without openings has been
presented in this section. Some of these experimental
researches were performed on perforated infill walls with steel
frames and some others on RC frames. Different types of
loads such as static load, pseudo-static load, pseudo dynamic
load, and dynamic load were applied in these studies. The
literature survey carried out here is confined to those works
that study the behavior and methods of analysis of infilled
frames with and without openings.
Polyakov [17]: Is the earliest research worker to investigate
the infilled frame subjected to lateral load at the central
research institute for industrial structure, Moscow. From the
extensive experiments on model infilled frames with different
infills he studied the
Nature and cause of cracks formation, effect of opening and
effect of strengthening masonry by RC element. In all these
tests, he found that the initial failure was by cracking around
the perimeter allowing the separation of frame and infill
except at the loaded corners. From the result of POLYAKOV
proposed infill as a diagonal bracing strut.
Mainstone [12]: Describes the test on the full scale and model
steel frames with brick infills. The approach to the problem
was based on concept of diagonal strut. It has visualized
replacing infill by several or single strut depending upon the
degree of initial fit of the infill to the frame. Simple equations
have been derived to predict equivalent width of strut, lateral
stiffness and strength of the infilled frames.
Perumal Pillai and Govindan [18]: Have studied the
structural response of two quarter–size, five storey R C frame
with and without brick infill and assessed the performance
based on the ductility and energy absorption capacity. The
frames were tested under static reversed cyclic loading to
stimulate seismic effects. The study covers the entire elastic
loading range from the initial elastic stage until the ultimate
failure stage. The comparison of experimental and theoretical
results is reported to be generally good. The failure
mechanism in such case is brittle.
Goutam Modal And Sudhir K. Jain [6]: Have carried out a
parametric finite element analysis on single bay, single story,
single bay two story and single bay three story infilled frame
to examine the effect of central openings of different sizes on
the initial stiffness of infilled frames. Based on the study he
has concluded the effect of opening on the initial lateral
stiffness of infilled frames should be neglected if the area of
opening is less than 5% of the area of the infill panel, and the
strut width reduction factor should be set equal to one i.e. the
frame is to be analyzed as a solid infilled frame. The effect of
infill on the initial lateral stiffness of infilled frame may be
ignored if the area of opening exceeds 40% of the area of the
infill panel, and the strut-width reduction factor should be set
to zero, i.e. the frame is to be analyzed as a bare frame. The
proposed reduction factor is applicable for infilled frame with
normal openings. Extreme cases where openings are extended
to full height or full width of the infilled frame cannot be
covered by the reduction factor.
4. OBJECTIVE OF THE STUDY
Masonry infills are commonly used in buildings for functional
and architectural reasons. However, their structural
contributions are usually neglected in the design process.
Behavior of building in the recent earthquake, clearly illustrate
that the presence of infill walls has significant structural
implications. The difficulties in considering infill walls in the
design processes are due to the lack of experimental and
analytical results about their behavior under lateral seismic
shaking. The structural contribution of infill walls cannot
simply be neglected particularly in regions of moderate and
high seismicity where the frame-infill interaction may cause
substantial increase in both stiffness and strength of the frame
in spite of the presence of openings, but the presence of
opening decreases stiffness and strength of the infilled frame.
Generally, the type of bricks varies from one place to another
place; in turn this affects the modulus of masonry. In view of
this, the present study focuses on the effect of modulus of
masonry on the initial lateral stiffness of infilled frame.
The following parametric study has been carried out:
 The initial lateral stiffness of single bay, single story
infilled frame with central openings, with brick
masonry as infill subjected to lateral load for varying
modulus of masonry by finite element method of
analysis using the software ANSYS.
 Initial lateral stiffness is also determined by using
single equivalent diagonal strut analysis.
 A strut-width-reduction factor is proposed to determine
the strut width for the opening present in the infill
panel.
5. ANALYTICAL INVESTIGATION
Finite element method is one of the most important methods of
discrete analysis and has been found suitable for solution of
problems. Hence the method has been used for the analysis of
infilled frame taking into consideration all the factors at the
interface i.e. separation at the contact surface. In this method,
standard two nodded frame elements with two translations
degrees of freedom and one rotational of freedom at each node
are use to model the frame elements. The infills are idealized
by four nodded plane stress rectangular or square area
elements with two translational degrees of freedom at each
node. Interface of the infill and frame are modeled using stiff
beam element having three degrees of freedom at each node,
the nodes connecting the infill is made of structural hinge so
that no moment is transferred to the infill from the link

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element Beam/Column elements are represented by Beam 4
element chosen from element library. BEAM4 is a uniaxial
element with tension, compression, torsion, and bending
capabilities.
Plane 42 element is chosen to represent a masonry it is a four
nodded rectangular element with two translation degrees of
freedom (UX and UY) at each node.
The 3-D spar element is a uniaxial tension-compression
element with three degrees of freedom at each node,
translational in the nodal x, y and z direction.
In the present study, single-bay single-storey is analyzed
and their initial lateral stiffness for varying modulus is
determined
Fig 5.1: Dimensions (mm) of single-bay, single-storey infilled
frame with symmetric Central opening. (beam size 250mm x
400mm; column size 400 mm x 400mm)
Table 5.1: Properties of infilled frame
Properties Density
(Kg/m3
)
Modulus of
elasticity
( MPa)
Poisson‟s
ratio
Elements
Masonry
1920
1000 0.18
Beam/
Column 2500
25000 0.2
Link 0.01 25000 0.2
Table 5.2: Dimensions of infilled frame
Elements
Dimension
(mm x mm)
Centre line
length
Masonry 1770 x 1770 x
110
1770
Beam 150x 230 2000
Column 230 x 150 2000
Opening 875 x 875
Fig 5.3: Effect of opening size on Initial lateral stiffness o f
Infilled frame determined by FE Analysis for 2750 Mpa
Modulus (Full Contact).
Modulus (Full Contact).
0
0.2
0.4
0.6
0.8
1
1.2
0 0.5 1 1.5
LateralStiffnesswithOpening
Lateralstiffnesswithfullinfill
Width of Opening
Width of Infill
h/H=0.166
h/H=0.33
h/H=0.5
h/H=0.66
0
0.2
0.4
0.6
0.8
1
1.2
0 0.5 1 1.5
LateralStiffnesswithfullInfill
Width of Opening
Width of Infill
h/H=0.166
h/H=0.33
h/H=0.5
h/H=0.67

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Modulus (Full contact).
Modulus (separation case).
5.1 Observations on Initial Lateral Stiffness of
Infilled Frame
Based on the study and results following observation are noted
 Presence of opening significantly reduces the initial
lateral stiffness of infilled frame.
 The lateral stiffness decrease with increase in area of
opening .when the area of opening is about 15% of the
initial lateral stiffness is reduced by 20 to 32 %.
 Percentage reduction of initial lateral stiffness is found
to be 52 to 53% with decrease in modulus of masonry
in case of full contact case
 In separation case the reduction percentage ranges from
46 to 52%.
5.2 Effect of Dimensions of Openings
The effect of opening of dimensions of opening on initial
lateral stiffness of infilled frame for varying modulus of
masonry (2750 Mpa and 1000 Mpa) for separation case were
tabulated.
6. RESULTS AND DISCUSSION
A study of infilled frames with varying central opening is
performed in this chapter. Finite element analysis is carried
out using Ansys to determine the effect of modulus on initial
lateral stiffness of infilled frame for different sizes of opening
Contour patterns for full contact and separation case Mpa for
2750 Mpa modulus of masonry are shown in the figure.6.1 and
6.2
Fig 6.1: Contour Pattern for full infill, for separation case for
2750 Mpa 3rd Principal stress
Fig 6.2: Contour patterns for 1000mm x 1000mm opening
infill, for full contact case for 2750 Mpa modulus 3rd
Principal
stress
0
0.2
0.4
0.6
0.8
1
1.2
0 0.5 1 1.5
LateralStiffnesswithfullInfii
Width of Opening
Width of Infill
h/H= 0.166
h/H=0.33
h/H=0.5
h/H=0.67
0
0.2
0.4
0.6
0.8
1
1.2
0 0.5 1 1.5
Width of Opening
Width of Infill
h/H=0.166
h/H=0.33
h/H=0.5
h/H=0.67

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7. STRUT-WIDTH REDUCTION FACTOR FOR
INFILLED FRAME WITH OPENING
Stiffness of an infilled frame can be obtained by modeling it as
a diagonal strut of suitable width. The effect of opening in the
infill wall is to reduce the lateral stiffness of the frame. This
reduced lateral stiffness due to opening can be represented by
a diagonal strut of reduced width. This reduction in strut width
can be represented by a factor
ρw which is defined as ratio of reduced strut width to strut-
width corresponding to fully infilled frame, i.e.
Strut width Reduction Factor ρw
=
Strut Width of Infilled frame with Opening(Wdo)
Strut Width of Fully Infilled Frame (Wds)
Area Aop of opening is normalized with respect to area Ainfill of
infill panel and the ratio is termed as opening area ratio αco ,
i.e.,
Opening Area Ratio(αco)
=
Area of Opening
Area of Infill
Fig 7.1: Effect of opening size on equivalent diagonal strut: a)
2750 Mpa modulus of masonry
Fig 7.2: Effect of opening area ratio on strut width reduction
factor: linear fit curve of analytical result 2750 Mpa modulus
of masonry
8. CONCLUSIONS
Presence of opening significantly reduces the initial lateral
stiffness of infilled frame. The lateral stiffness decrease with
increase in area of opening .when the area of opening is about
15% of the initial lateral stiffness is reduced by 20 to 32 %.
Percentage reduction of initial lateral stiffness is found to be
52 to 53% with decrease in modulus of masonry (2750 Mpa to
1000 Mpa) in case of full contact case
In separation case the reduction percentage ranges from 46 to
52%.For the same area of opening if the dimensions of
opening vary, the difference in initial lateral stiffness is less
than 5%.
In case of two similar rectangular frames with equal areas of
openings, the frame having larger width of opening exhibits
more initial lateral stiffness.
0
0.5
1
1.5
2
2.5
0 0.2 0.4 0.6
LateralStiffness
Width of Equivalent Strut
Diagonal Length of Infill Panel
ρw =0.94-2.47αco
R=0.967
0
0.2
0.4
0.6
0.8
1
1.2
0 0.2 0.4
Stut-Width-Reduction
Factor
Opening-Area-Ratio

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The presence of openings can be considered in the single
diagonal strut model by reducing the effective width through a
reduction factor, ρw =0.94- 2.47αco, for 2750 Mpa modulus
where αco = ratio of the area of opening to the area of the infill.
REFERENCES
[1] Al-Chaar, G., (2002), Evaluating Strength and Stiffness
of Unreinforced Masonry Structures, US Army Corps
of Engineers, Construction Engineering Research
Laboratories, Technical Manuscript, ERDC/CERL TR-
02-1, January.
[2] ATC-40, (1996), Seismic Evaluation and Retrofit of
Concrete Buildings, Applied Technology Council,
Redwood City, California, Vol. 1, Report No. SSC 96-
01, November.
[3] Benjamin. H.R and Williams.H., “ Behavior of one
storey walls containing openings”, Journal of American
Concrete Institute, Vol- 30, No-5, Nov 1958, pp 162-
169.
[4] Choubey, U.B., and Sinha, S.N., (1994), “Cyclic
Response of Infilled Frames,” Journal of Structural
Engineering, Vol. 21, No. 3, October, pp. 203-211.
[5] FEMA-273, (1997), NEHRP Guidelines for the
Seismic Rehabilitation of Buildings, Federal
Emergency Management Agency, Washington, D. C,
October.
[6] Goutam Mondal and S.K.Jain (2008),” Lateral Stiffness
of Masonry Infilled RC Frame with Central Opening”,
Earthquake Spectra, Vol. 24, N0.3, PP.701-723,Aug
2008
[7] Holmes, M., (1961), “Steel Frames with Brickwork and
Concrete Infilling,” Proceedings of the Institution of
Civil Engineers, Vol. 19, August, pp. 473-478
[8] King G.J.W and Pandey D.C., “ The Analysis of
Infilled Frame using Finite elements”, Proceedings of
the Institution of Civil Engineers, part 2,65, Dec 1978
,PP 749-760
[9] K S Jagadish, B V Venkatarama Reddy and K S
Nanjunda Rao “Alternative Building Materials &
Technologies”.
[10] Liauw, T.C., (1972), “An Approximate Method of
Analysis for Infilled Frames with or without Opening,”
Building Science, Vol. 7, pp. 233-238.
[11] Liauw, T.C., (1979), “Tests on Multi-storey Infilled
Frames Subject to Dynamic Lateral Loading,” ACI
Journal, Title No. 76-26, April, pp. 551-563
[12] Mainstone, R.J., (1971), “On the Stiffness and
Strengths of Infilled Frames”, Proceedings of the
Institution of Civil Engineers, Supplement IV, Paper
No. 7360S, pp. 57-90.
[13] Malick, D.V., and Garg, R.P., (1971), “Effect of
Openings on the Lateral Stiffness of Infilled Frames,”
Proceedings of the Institution of Civil Engineers, Vol.
49, Part-2, Paper No. 7371, June, pp. 193-209.
[14] Mallik D.V. and Severn R.T, “Behavior of Infilled
frame under static Loading”, Proceeding of the
Institution of Civil Engineers, Vol.38, 1967, PP 639-
656.
[15] Meharbi Armin B and Benson Shing P, “Finite Element
Modeling for Masonry-Infilled RC Frames”, Journal of
Structural Engineering, Vol.19, No.7. Jul 1997.PP576-
585
[16] Pankaj Agarwal, “ Earthquake resistance design of
structures”
[17] Polyakov S.V., „On the Strength And Deformation Of
Masonry Infilling In Framed Walls Under Shearing
Load; Building Industry, No3, Moscow, 29-52
[18] Perumal Pillial E.B., Govindan P.,‟Structural Response
Of Brick Infill In R.C Frames.‟Internation Journal Of
Structural‟,vol.14, No 2, Dec 1994.

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