EFFECT OF MASONRY INFILL ON NONLINEAR STRUCTURAL PERFORMANCE OF SCHOOL BUILDINGS IN EGYPT AGAINST LATERAL LOADS FACULTY OF ENGINEERING, CAIRO UNIVERSITY GIZA, EGYPT 2012 By Eng. Nourhan Osama Hanafy Mahmoud A Thesis Submitted to the Faculty of Engineering at Cairo University In Partial Fulfillment of the Requirements for the Degree of MASTER OF SCIENCE In Structural Engineering
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EFFECT OF MASONRY INFILL ON NONLINEAR
STRUCTURAL PERFORMANCE OF SCHOOL
BUILDINGS IN EGYPT AGAINST LATERAL
LOADS
FACULTY OF ENGINEERING, CAIRO UNIVERSITY
GIZA, EGYPT
2012
By
Eng. Nourhan Osama Hanafy Mahmoud
A Thesis Submitted to the Faculty of Engineering at Cairo University
In Partial Fulfillment of the Requirements for the Degree of
MASTER OF SCIENCE
In
Structural Engineering
EFFECT OF MASONRY INFILL ON NONLINEAR
STRUCTURAL PERFORMANCE OF SCHOOL
BUILDINGS IN EGYPT AGAINST LATERAL
LOADS
FACULTY OF ENGINEERING, CAIRO UNIVERSITY
GIZA, EGYPT
2012
By
Eng. Nourhan Osama Hanafy Mahmoud
A Thesis Submitted to the Faculty of Engineering at Cairo University
In Partial Fulfillment of the Requirements for the Degree of
MASTER OF SCIENCE
In
Structural Engineering
Under the Supervision of
Prof. Dr. Mohamed Talat Mostafa Professor of Reinforced Concrete Structures
Faculty of Engineering
Cairo University
Dr. Islam Mohamed El-Habbal Lecturer of Structural Engineering
Higher Technological Institute
6 Oct. Branch
EFFECT OF MASONRY INFILL ON NONLINEAR
STRUCTURAL PERFORMANCE OF SCHOOL
BUILDINGS IN EGYPT AGAINST LATERAL
LOADS
FACULTY OF ENGINEERING, CAIRO UNIVERSITY
GIZA, EGYPT
2012
By
Eng. Nourhan Osama Hanafy Mahmoud
A Thesis Submitted to the Faculty of Engineering at Cairo University
In Partial Fulfillment of the Requirements for the Degree of
MASTER OF SCIENCE
In
Structural Engineering
Approved by the Examining Committee,
…………………………………………………
Prof. Dr. Mohamed Talat Mostafa
Professor of Concrete Structures, Faculty of Engineering,
Cairo University
…………………………………………………
Prof. Dr. Mohamed El-Said Issa
Professor of Concrete Structures,
Head of Structural Engineering Dept., Faculty of Engineering,
Cairo University
…………………………………………………
Prof. Dr. Hatem Hamdy Ghith
Professor of Concrete Structures,
Housing and Building National Research Center
i
ABSTRACT
During the past few decades, it was a common practice in Egypt to design
and detail medium rise building to resist gravity loads only with no
consideration to any lateral load caused by wind or earthquakes. The amount of
damage observed in reinforced concrete buildings during the October 12th
1992 earthquake pointed out the urgent need to consider these forces in design
and detailing. Post earthquake field investigations in most earthquake regions
in the world demonstrated that school buildings are notably vulnerable due to
their typical architectural pattern. Numerous school buildings in Egypt were
damaged in past earthquakes with different levels of damage. Damage in
school buildings is attributed to their standard architectural profile
characterized by openings in the longitudinal direction and partition walls in
the transversal direction. Common failure patterns such as failure in the
longitudinal direction due to lack of walls, short-column effect due to constrain
by windowsills, and weak beam-column connections due to non-ductile
reinforcement are found during site inspections of old existing schools. In this
study, Push-over analysis for all known types of school building in Egypt is
used to determine their seismic capacity through inter-story drifts. The
structural evaluation was based on 2-D nonlinear push-over analysis using the
computer non-commercial software package SeismoStruct ver.5.2.1 developed
by SeismoSoft Ltd. Variables was studied in the types of bricks used in
construction, the thickness of the walls of buildings, brick buildings on the
distribution of roles, in addition to details of dimensions and shapes of the
holes and places in the building bricks. And has been studying the impact of the
above-mentioned variables on the values of natural frequency of buildings, and
the values of energy lost in the form of formations, as well as the distribution of
formations on the height of the building. Results were compared with levels of
performance contained in FEMA-365. According to this research, can be listed
and the preferred type of bricks used in building walls and thick to ensure the
best performance of seismic as follows: School buildings type (1), They are
ii
composed of a row of classes attached to cantilever corridor. The
columns’ main direction is arranged in the building’s short direction , in
the case of partial infilled at all floor except the ground floor is to be the best
type of cement bricks with 12 cm thickness, and also in the case of fully
infilled at all floor except the ground floor is to be the best type of cement
bricks with 25 cm thickness, and Finally, in the case of fully infilled at all floor
with the ground floor is to be the best type of red solid brick with 25 cm
thickness. School buildings type (2) is composed of two adjacent spans,
one for the corridor and the other for the class. The corridor span is
supported with square columns at the outer edge, in the case of partial
infilled at all floor except the ground floor is to be the best type of hollow red
bricks with 25 cm thickness, and also in the case of fully infilled at all floor
except the ground floor is to be the best type of hollow red bricks with 25 cm
thickness, and Finally, in the case of fully infilled at all floor with the ground
floor is to be the best type of red solid brick with 25 cm thickness. School
buildings type (3) is similar to buildings type (1) in the structural system
while different in the columns’ arrangement. Columns lying on even
axes are oriented in the building’s short direction, or vice versa , in the
case of partial infilled at all floor except the ground floor is to be the best type
of red solid bricks with 12 cm thickness, and also in the case of fully infilled at
all floor except the ground floor is to be the best type of red solid bricks with
12 cm thickness, and Finally, in the case of fully infilled at all floor with the
ground floor is to be the best type of red solid brick with 25 cm thickness. School buildings type (4) is composed of two classes and one corridor in
the same row. The columns’ arrangement is similar to the used
arrangement in type (3), in the case of partial infilled at all floor except the
ground floor is to be the best type of red solid bricks with 12 cm thickness, and
also in the case of fully infilled at all floor except the ground floor is to be the
best type of hollow red bricks with 25 cm thickness, and Finally, in the case of
fully infilled at all floor with the ground floor is to be the best type of hollow
red brick with 25 cm thickness.
iii
ACKNOWLEDGMENT
First of all, thanks to God for his grace and mercy, and for giving me the effort
to complete this work.
I am grateful for God for giving me my husband engineer Ahmed M. EL-
Mawan and his mother Dr. Marvat Ezzat that they supported me thanks for
them.
I appreciate the support of my professors, I was fortunate enough to carry out
this work under the supervision of Dr. Islam Mohamed El-Habbal for his
generous help, and it was a great honor to work with great professor like Prof.
Dr. Mohamed Talaat Mostafa.
Also, I am grateful for Dr. Saied El-Kholly thank for him. Finally, I would like
to thanks God that supported me to do this study hoping that someone can
develop it.
iv
TABLE OFCONTENTS
Page
ABSTRACT…………………………………………………………… i
ACKNOWLEDGMENT…………………………………………….… iii
TABLE OF CONTENTS……………………………………………… iv
LIST OF TABLES…………………………………………………….. ix
LIST OF FIGURES……………………………………………………. xi
CHAPTER (1): INTRODUCTION
1.1 General…………………………………………………………… 1
1.2 Objectives………………………………………………………… 2
1.3 Thesis Outlines……………………………………………………. 3
CHAPTER (2): THEORETICAL BACKGROUND AND
LITERATURE REVIEW
2.1 Introduction……………………………………………………….. 4
2.2 Theoretical Background…………………………………………... 5
2.2.1 Push-over Analysis………………………………………... 5
2.2.1.1 Description of Pushover Analysis………………. 5
2.2.1.2 Modal Pushover Analysis………………………... 6
2.2.1.3 Lateral Loading Pattern………………………….. 9
2.2.1.4 Effect of Loading Pattern On Push-over Analysis
Results……………………………………………...
10
2.2.2 Modeling Of Masonry Infill Wall…………………………. 15
2.2.2.1 Description of The Bare Frame and Infilled
Frames………..…………………………………….
15
2.3 Literature Review…………………………………………………. 20
v
2.3.1 Push-over Analysis………………………………………… 20
2.3.2 Effect of Infill on Seismic Resistance of Reinforced
Concrete Frames…………………………………....................
26
2.3.3 Modeling Of Masonry Infill Wall…………………….......... 31
CHAPTER (3): NUMERICAL MODELING OF SCHOOL
BUILDINGS FRAMES
3.1 Introduction ………………………………….……………………. 54
3.2 Properties Of The Examined Models………………………............ 55
3.2.1 Geometrical Description……………………………………. 55
3.3 Modeling of Material Behavior……………………………………. 56
3.4 Used Push-over Loading Pattern……………………………........... 57
3.5 Modeling Strategies For School Building Frames…….................... 58
3.6 Numerical Model Input Procedure………………………………… 61
3.6.1 Input Procedure for Bare Frames……………………………. 61
3.6.2 Input Procedures for infilled frame……….............................. 62
CHAPTER (4): NUMERICAL ANALYSIS RESULTS OF SCHOOL
BUILDINGS R/C FRAMES
4.1 Introduction ………………………………………………………. 81
4.2 Analysis Results For School Buildings Frames............................... 81
CHAPTER (5): DISCUSSION OF NUMERICAL RESULTS
5.1 Introduction……………………………………………………….. 141
5.2 Effect Of Studied Parameters On Structural Fundamental
Period……………………………………………………………....
141
5.3 Effect Of Studied Parameters On Structural Ductility…………….. 142
5.4 Effect Of Studied Parameters On Story Drift………………............ 143
CHAPTER (6): SUMMARY AND CONCLUSIONS
6.1 Introduction ………………………………………………………. 165
6.2 Summary …………………………………………………............. 166
vi
6.3 Conclusions……………………………………………………….. 169
6.4 Recommendations for Future Research …………………….......... 171
References……………………………………………………………… 172
ix
List of Tables
Table 2. 1 Design spectrum according to ECP-2003……………………….15
Table 2.2 Push Over Analysis Results…………………………………...30
Table 4.1 (a)Percentage change of fundamental period for model (1) with 12
cm wall thick………………….………………………………….131
Table 4.1 (b) Percentage change of fundamental period for model (1) with 25
cm wall thick ……………………..………………………….…..131
Table 4.2 (a) Percentage change of fundamental period for model (2) with 12
cm wall thick……………….………………….…………………132
Table 4.2 (b) Percentage change of fundamental period for model (2) with 25
cm wall thick………………………………….…………………132
Table 4.3 (a) Percentage change of fundamental period for model (3) with 12
cm wall thick…………………………………….……..….……133
Table 4.3(b) Percentage change of fundamental period for model (3) with 25
cm wall thick………………………………….…………………133
Table 4.4 (a) Percentage change of fundamental period for model (4) case (1)
with 12 cm wall thick…………..………………………………..134
Table 4.4 (b) Percentage change of fundamental period for model (4) case (1)
with 25 cm wall thick…………..………………………………..134
Table 4.5 (a) Percentage change of Absorbed Energy for model (1) with 12 cm
wall thick….………………………………………………….….135
Table 4.5 (b) Percentage change of Absorbed Energy for model (1) with 25 cm
wall thick…….…………………………………………………..135
Table 4.6 (a) Percentage change of Absorbed Energy for model (2) with 12 cm
wall thick………………………………………………………...136
Table 4.6 (b) Percentage change of Absorbed Energy for model (2) with 25 cm