Monitoring the behavior of mono column
structure Subjected to seismic loads
Group Project Report
Sl. No
Reg. No
Student Name
Department
1
20ETCE114002
AMITHA A N
SE
2
20ETCE114004
GOLLA VAGDEVI
SE
3
20ETCE114006
ROHITH J M
SE
4
20ETCE114009
SRUJANA
SE
5
20ETCE114010
SYED AHMED
SE
6
20ETCE114011
VINODKUMAR S A
SE
Mentors: 1. Dr.Anitha Kumari S D
2. Mr.Manish Haveri
FACULTY OF ENGINEERING AND TECHNOLOGY
M. S. RAMAIAH UNIVERSITY OF APPLIED SCIENCES
BENGALURU -560 054
Monitoring the behaviour of mono column structure subjected to seismic loads
i
FACULTY OF ENGINEERING AND TECHNOLOGY
Certificate
This is to certify that the Project titled “MONITORING THE BEHAVIOUR OF
MONOCOLUMN STRUCTURE SUBJECTED TO SEISMIC LOADS” is a bonafide
record of the group project work carried out by Mr./Ms. Amitha A N,Golla
Vagdevi,Rohith j m, Srujana, Syed Ahmed, Vinodkumar S A bearing Reg.
No.20ETCE114002,
20ETCE114004,
20ETCE114006,
20ETCE114009,
20ETCE114010, 20ETCE114011 Department of CIVIL Engineering, FT-2020
batch in partial fulfilment of requirements for the award of M. Tech
Degree of M. S. Ramaiah University of Applied Sciences.
February– 2022
Mentors
Mr.ManishHaveri
Dr.Anitha Kumari S D
Dr.Nayana N. Patil
Dr.Govind R Kadambi
HOD – CE
Dean - FET
Monitoring the behaviour of mono column structure subjected to seismic loads
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
Declaration
Monitoring the behaviour of mono column structure subjected
to seismic loads
The Group Project report submitted herewith is a result of our own work and in
conformance to the guidelines against plagiarism as laid out in the University Student
Handbook. All sections of the text and results which have been obtained from other
sources are fully referenced. We understand that cheating and plagiarism constitute a
breach of University regulations and will be dealt with accordingly.
Sl. No
Reg. No
Student Name
Department
1
20ETCE114002
Amitha A N
SE
2
20ETCE114004
Golla Vagdevi
SE
3
20ETCE114005
Rohith J M
SE
4
20ETCE114009
Srujana
SE
5
20ETCE114010
Syed Ahmed
SE
6
20ETCE114011
Vinodkumar S A
SE
Signature
Date: April 2022
Monitoring the behaviour of mono column structure subjected to seismic loads
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
Acknowledgements
While bringing out this thesis to its final form, we came across a number of people
whose contribution in various ways helped my field of research and they deserve special
thanks. It is pleasure to convey my gratitude to all of them. we thank the management
of Ramaiah University of Applied Sciences, Vice-Chancellor Dr.Kuldeep Kumar Raina and
Dean Dr.Govind R Kadambi for all the facility and encouragement. we would also like to
sincerely thank Dr.Nayana N patil, head of the department, for his support and
encouragement provided during this project. we would like to express my deep
gratitude to my academic supervisors, Dr.Anitha Kumari S D and Mr.Manish Haveri
Assistant proffesors for their support, encouragement and suggestions throughout this
project which lead to the successful completion. We am thankful for the support to all
the staff members of Department of MME, all staff from workshop. we also thank to my
friends and well – wishers for their timely help and support. Finally, we deeply indebted
to my family members for their moral support and continuous encouragement while
carrying out this study.
Monitoring the behaviour of mono column structure subjected to seismic loads
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
Abstract
The structure supported on a single column is “Mono-column structure”. Since, the
entire structure is supported on single column all other components will acts as
cantilever. The major structural element in the whole structure is the single column.
These are unique structures.
The main motive of the project is to create mono column structure to withstand higher
seismic zones. In the project, a mono column building is modelled, analysed and
designed using STAAD Pro software. This work represents stresses, bending moment,
shear force and displacements observed for the analysed structure.
A physical model of the designed mono column structure is made by scaling down
geometrically. The physical model is tested for different frequencies using shake table
and deflections are observed by inducing data acquisition system.
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
Contents
Acknowledgement………………………………………………………..........……………………………… (ii)
Abstract …………………………………………………….……................................................. (iii)
Contents
……………………………………………………………….................……………….. (iv)
List of Figures ………………………………………………………………………………..………………….… (iv)
1. Introduction and Motivation………………………………..…………..…............……………………01
1.1 General Introduction..................................................................................01
1.2 Earthquake induced motion..........................................................................02
1.2.1 Earthquake characteristics...................................................................02
1.2.2 Response spectra.................................................................................02
1.3.1 Effects of ground acceleration.............................................................03
2. Literature review and problem formulation
2.1 Critical review of literature.............................................................................04
2.2 Problem formulation......................................................................................13
2.2.1 Research gap.........................................................................................13
2.2.2 Research question the project would like to address............................13
3. Aim and objectives
3.1 Title....................................................................................................................14
3.2Aim.....................................................................................................................14
3.3 Objectives..........................................................................................................14
3.4 Methods and methodology...............................................................................15
4. Problem solving
4.1 Analysing mono column.................................................................................16
4.1.1 Particulars of mono column structure analysed.......................................16
4.1.2 Plan and elevation of the structure..........................................................17
4.1.3 Modelling of the structure
..................................................................18
4.1.4 Assigning the material...............................................................................19
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
4.1.5 Specifying members properties................................................................20
4.1.6 Specifying the supports............................................................................21
4.1.7 Specifying loads.........................................................................................23
4.2 Fabrication of mono-column structure............................................................40
4.3 Behaviour of single column structure subjected to seismic load by using data
Acquisition system...........................................................................................43
4.3.1 Experimental requirements.....................................................................43
4.4 Analysing the data obtained from data acquisition system.............................54
5. Conclusion..............................................................................................................60
References.................................................................................................................70
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
List of Figures
Figure:4.1 Plan of mono-column structure........................................................17
Figure:4.2 Elevation of mono-column structure.................................................18
Figure:4.3 Model of mono-column structure.....................................................19
Figure:4.4 Assigned material to mono-column structure.....................................20
Figure:4.5 Assigned section properties to the structure.......................................21
Figure:4.6 3DRendered model after assigning section properties.........................21
Figure:4.7 Assigned support to the mono-column structure.................................22
Figure:4.8 Model of the structure with fixed support............................................22
Figure:4.9 Assigned dead load to the structure....................................................23
Figure:4.10 Assigned live load the structure.........................................................24
Figure:4.11 Applied seismic load in X-direction......................................................25
Figure:4.12 Applied seismic load in Z-direction......................................................26
Figure:4.13 Generate load combination in STAAD pro software...............................26
Figure:4.14 Shear force diagram obtained............................................................27
Figure:4.15 Bending moment diagram obtained....................................................29
Figure:4.16 Observed deflection in structure..........................................................31
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Monitoring the behaviour of mono column structure subjected to seismic loads
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
1. Introduction and Motivation
1.1 General
Demand of high rise structures in India has increased because of urbanisation and rise in
population. However due to rapid increase of land cost and limited availability of land the trend
is to build multi-storey buildings. A building which has multiple floors above the ground is called
multi-storey building. Multi storey buildings increase the floor area of the building without
increase in the area of the land and saving money. These multi-storey buildings are skyscrapers
which are not just built for economy and space but are considered as city’s icon, economic
power and city’s identity. All over the world, thousands of multi storey buildings are being
constructed with steel and well as reinforced concrete. These multi-storeyed buildings are
designed with structural components consisting of various systems such as flat slabs, flat plate
system including commercial and uses because of various advantages and uses of the systems.
A single column structure provides better architectural view when compared to the structure
supported on many columns. Ground space is saved as less area is required for foundation in
single column structure. It also provides more space for parking. Single column structures can be
constructed either by using reinforced concrete or steel. For better aesthetic view, broad
operational floor space, uniqueness, and maximum serviceability, mono column structures are
considered as good option.
1.2 Earthquake induced motion
It is significant to know the motion of the building and to recognize the forces applied. In this
section, the fundamental issues related to with earthquakes are outlined.
Monitoring the behaviour of mono column structure subjected to seismic loads
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
1.2.1 EarthquakeCharacteristics
The engineer should know the basics of earthquake ground motion, which are as follows:
1.
2.
3.
4.
Velocity amplitude
acceleration amplitude
Duration
Frequency content of ground motion
Structures have various mode shapes that represent their response. The Fundamental frequency
is the lowest frequency of the structure or can also be called as the frequency of the first mode.
The Resonance occurs when the Earthquake frequency reaches up the fundamental frequency of
the structure. So, the designer has to ensure the fundamental frequency of the structure should
be above the induced earthquake frequency.
1.2.2 Response Spectra
A
response
spectrum represents the
building's range
of responses to
motionforarangeoffrequencies.Thebuildingresponsespectrumiscommonlyrepresented
ground
as
a
graph which plots the maximum response values of acceleration against the period of
excitation (inverse of frequency). Engineers first determine the building's fundamental mode
frequency, and then, determine the acceleration that a building will undergo in the event of an
earthquake. The amount of structural damage a structure will experience is proportional to the
inter-story drift of the building. Therefore, analysing the structure to find its response
frequency, is of chief importance when investigating the seismic behaviour of a building.
1.3.1 Effects of Ground Acceleration
In order to understand how a structure undergoes damage from ground acceleration, one
needs to employ Newton's Second Law of Motion, which states the force acting upon a body
equals mass of the body times its acceleration. Consequently, as acceleration increases so do
the forces on a building. Therefore, in order to reduce forces on a structure, an engineer must
decrease the building acceleration. The product of mass and acceleration is defined as the
inertia force. Inertia force due to ground motion causes the structure to deform, inducing
Monitoring the behaviour of mono column structure subjected to seismic loads
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
deformations beams, columns, lateral braces, bearing walls, connections and other structural
members.
1.3.2 Effects of Stiffness and Ductility
Stiffness is dependent on height, materials, connections, lateral systems etc. Stiffness has a
great effect on lateral forces experienced by the structure due to ground motion. An infinitely
stiff building will experience accelerations equal to those of the ground. Therefore, as the
stiffness of structure increases, inertia force due to ground motion will also increase. In
traditional seismic design, the ductility of a structure is the most important factor defining the
building's seismic performance. The main task of an engineer designing an earthquake resistant
structure is to ensure a building has sufficient ductility to withstand the earthquakes it may
experience during its lifetime.
1.3.3 Effects of Damping
Damping is defined as the decay of amplitude of oscillation over time. Every building has some
inherent damping. Without damping, an oscillating body would never come to rest. Damping in
buildings is due to internal friction which dissipates input energy. The greater the building's
intrinsic damping, the better the building will dissipate the input earthquake energy
Monitoring the behaviour of mono column structure subjected to seismic loads
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
2. Literature Review and Problem Formulation
2.1 Critical review of literature:
Ambati venu babu (2016) et al. learned with regards to the single column supporting entire
design; all other members go about as cantilevers. To lessen the cantilever scope of the essential
points of support, changing more than two-third of the length as only maintained by giving the
two ring emanates and skewed shafts. The construction is dissected and planned utilizing Staad
Pro software, which depends on solidness network strategy. The development has been
examined for a variety of possible stacking conditions and the fundamental has been decided for
design reason. Most noteworthy space use is considered while organizing and arranging.
Madireddy Satyanarayana (2016) et al. examined to investigate and plan of multi-story building
lying on the single segment by utilizing different code arrangements. A spread out arrangement
of the proposed fabricating is drawn by utilizing AUTO CADD 2010.The design comprise of
ground floor in addition to five stories, each floor having the one house. Stairway have to be
given autonomously. The arranging is done according to Indian standard code arrangements.
The design frames are destitute down using the different course readings. Utilizing this
incalculable standard books assessment of bowing second, shear power, redirection, end
minutes and foundation not set in stone. Itemized underlying drawings for basic and average
R.C.C. individuals are additionally drawn. Co-ordinates for all basic people are characterized for
arranged reference. It was inferred that the cutoff state technique for configuration is taken on.
He had done the arrangement parts of the development truly and programming.Likewise used
the code course of action of the SP 16 and SP 34 (the arrangement helps for concrete and
organizing). At last master specifying of different underlying individuals by utilizing SP 34 plan
helps.
Monitoring the behaviour of mono column structure subjected to seismic loads
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
Badikalasravanthi (2016) et al. planned and investigate the RCC structure upheld on a solitary
segment is done in this project. Cost Comparison is done between RCC single segment and RCC
multi segment structure. This paper presents primary displaying, stress, twisting second, shear
power and uprooting plan contemplations for a design and it is dissected utilizing STAAD Pro.
The impact of plan calculation plays a significant part in static investigation. Most outrageous
potential gains of stresses, bowing minutes, shear powers and expulsions are presented. The
acting burdens considered in the current investigation were self weight, floor load, wind burden
and seismic tremor load. In these cases the floor load was applied opposite to the RCC structure.
Correlation of RCC single section and RCC multi segment is finished. From this paper it was
presumed that Single section structure has been planned effectively to endure all heaps
including tremor and wind load. Single section structure is 20% all the more expensive when
contrasted and multi segment structure. Single segment structure gives better compositional
view and free ground space despite the fact that it costs snacked more than multi section
structure.
B.B. Babicki (1972) et al. give insight concerning underlying framework and material utilized in
the West Coast Office Buildingis arranged in Vancouver Canada in an incredibly lovely setting
and on one of the huge veins of the city interacting the midtown business focus to the areas. his
building has a sum of 152,000 square feet of office region and covered leaving facilities for 200
vehicles. It was intended for West coast Transmission Co. by Brogue Babicki and Associates,
Consulting Engineers of Vancouver and development finished in 1970. The idea of the structure
was minimal obstruction with the regular setting and seismic tremor opposition since Vancouver
is situated on one of the severest quake zones stretching out from California to Alaska. The
structure in its last structure has 277-foot-high substantial focus center 36 x 36 feet in
arrangement region and obliging 21 levels from establishment to top. Three Underground
stopping levels, likeness three degrees of open square space, twelve degrees of regular office
floors, 110 x 110 feet in arrangement region suspended from the middle center over the court
space in addition, three levels inside the center over the rooftop for mechanical and lift
equipment.
Monitoring the behaviour of mono column structure subjected to seismic loads
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
E K Mohan raj (2002) et al., Examined a single area is supporting development, in which any
leftover people are going about as cantilevers. To diminish the cantilever range for the essential
shafts changing more than two-third of the length as only maintained by giving the two ring
emanates and skewed points of support. The development is inspected and arranged using
STRAP (Structural Analysis Package), which relies upon Stiffness Matrix procedure. Surmise that
in case most noteworthy space use is considered while organizing and arranging, it will surely
serve its most outrageous
V. Ramakrishna[2](2002) et al., followed the past history of the improvement of nondestructive testing, reviews stream rehearses, for instance, full and heartbeat speed systems,
surface hardness methods including quickly return, test invasion, pull-out and cut off tests,
improvement methodology, radioactive, electrical and manufactured assessment techniques,
and immediately makes reference to the going with continuous advances: influence resonation,
short-thump radar, infrared thermo sensible strategies, and acoustic surge procedures. Huge
fields where these procedures could turn out to be preferable over ordinary techniques are
confirmation of in-situ material circumstances for quality certification, quantifiable (issue
researching) fix/reclamation assessments, quality control in the advancement of hidden people,
both precast and cast set up, and really looking at strength improvement.
Robert T. Ratay(2006) et al.,this paper is an introduction to a movement of eight papers on
essential condition assessment conveyed at the 2006 Structures Congress in St. Louis, Missouri,
and circulated in the Proceedings of the Congress.It relies energetically upon the Preface made
by the author in the book, Structural Condition Assessment, Robert T. Ratay, Editor, John Wiley
and Son, 2005. The essayists of these papers are the authors and co-journalists of the relating
eight of 21 areas in the book. The seven topics were picked for this series of papers since they
address the most frequently overviewed creating type plans and advancement materials.
G Shoef (2004) et al., the point of the current paper is to detail the entire actually looking at
process, from the decisions concerning the procedures used the endorsement of the various
limits, and the genuine show. It was shown that a framework made out of eight strain checks
and four accelerometers is adequate for the observing of a structure during the groundwork for
removal and during the genuine development up to the laying on the establishments at the new
Monitoring the behaviour of mono column structure subjected to seismic loads
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
site. The data acquired empowered full control of the development cycle and the dislodging
mission was satisfied effectively. The amassed data gave information to additional support of
the structures.
A. P. Kulkarni, M.K.Sawant, M.S.Shindepatil (2017) in this paper the stability of a three storey
building is studied for various conditions under two different scenarios, with and without the use
of base isolation technique in the form of dampers. Using horizontal shake table analysis of
deflection of building is done for different cases. Designing of shake table is done considering
the factors and specifications of earthquake produced. Type of Payload is set according to the
building characteristics and frequency is to be set according to the earthquake produced various
uses and advantages of shake table are also studied during our analysis work. Also different
types of base isolation materials are mentioned. The fact that The experiment makes by
including springs as a base secluding material examination done and inferredental arrangement
made for inducing horizontal vibration shows that the deflection of frame in which the base is
fixed is more and deflection in the frame is less in which spring has been used as dampers. The
effectiveness of a base isolated system depends upon the characteristics of the input excitations
as well the properties of the isolation devices and superstructure.
A.N Swaminathen, P.Sankari (2017)., did Experimental Analysis on the Earthquake Shake Table
using GC Schierle Shake Table. The wooden plate was used as a base plate of size 1.5 ft X 1.5 ft
attached with springs at all the four corners and the model was mounted over it. The Shake
Table is attached with volcano meter and sensor to analyze the vibrations. The seismic activity is
recorded by the digitizer and the number of vibrations, acceleration and frequency was noted.
Two comparison of the model was made with low and high frequency on the Shake Table. The
Linear Variable Transformer (LVDT) is used for measuring displacement of the model. The test
concluded that the Shake table is one of the ways by which seismic analysis can be carried out
and at high frequency the model showed displacement of 11mm at 0.114 sec whereas at low
frequency the displacement was 10.4mm at 1.45Hz. It additionally inferred that Shake table can
run on Sine waves and By Wave structures. And the structure when it is subjected to seismic
forces was analyzed with small model shake table. The accelerometer on the shake table sends a
1 Hz and the sine waves running at 1 Hz again comes back to the original system and The data
obtained provides the running capacity.
Monitoring the behaviour of mono column structure subjected to seismic loads
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
Table 1 Summary of Literature Review
Sl.
Author and
no
year of
Title
Summary
Conclusion
Publication
1
Ambati venu babu,
Design and This paper studied From this paper it
Dr.
Analysis of about
the
single was concluded that
Dumpavenkateswarlu mono
column is supporting the
project
Office
(2016) et al
column
whole structure; all Building with Mono
structure
other members will Column
(single
act as cantilevers. To supported building) is
reduce
the analyzed
and
cantilever span for designed with special
the structural beams attention and it is
converting two-third completed. Maximum
of the length as space
utilization
simply supported by considered
while
providing the two planning
ring
beams
and designing
is
and
and
we
inclined beams. The assure it will serve its
structure is analyzed maximum
and designed using serviceability.
Staad pro (structural
analysis
package),
which is based on
stiffness
matrix
method.
Monitoring the behaviour of mono column structure subjected to seismic loads
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
2
Badikala sravanthi1
Dr.
Deign
of In This paper the From this paper it
K.rajasekhar2 structure
(2016) et al
supported
on
design and analysis was concluded that
of
RCC
single supported
column
single
structure Single
column
on
a structure has been
column
is designed successfully
done in this project. to withstand all loads
Cost Comparison is including earthquake
done between RCC and wind load. Single
single column and column structure is
RCC multi column 20%
more
costly
structure. This paper when compared with
presents
structural multi
modelling,
bending
shear
column
stress, structure.
moment, column
force
and provides
Single
structure
better
displacement design architectural
considerations for a and
free
view
ground
structure and it is space even though it
analyzed
using costs bit more than
STAAD Pro software.
multi
columnstructure.
Monitoring the behaviour of mono column structure subjected to seismic loads
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
3
E K Mohan raj (2002) Analysis
et al.,
Design
and Analyzed
and Mono-column
of designed an office structure
mono column building
on
Building
column, planned,
single
with
a storeys
satisfying
all and
5was
analyzed
designed
to
stability
resist earthquake in
requirements.
zone III areas. The
STRAP (Structural design
is
Analysis Package) entirely
was
used
analyze
based
on
the
to relevant
Indian
the Standard
Codes.
structure.
Ring STAAD Pro is used
beams
and for analysis of the
inclined
beams structure
and
were provided to manually
checked
reduce the beam’s by calculations.
cantilever span.
4
Madireddy
analyze
He
studied
to From
his
Satyanarayana1
and
analyze and design research
(2016) et al.,
design
of
of
building resting on concluded
multi-
the single column that the limit
storey
by using different state
building
code provisions. A method
of
resting
lay out plan of the design
is
on the
proposed building adopted. He
single
is drawn by using had
column
AUTO
it
multi-storey was
CADD the
done
design
2010.The structure aspects
of
consist of ground the structure
Monitoring the behaviour of mono column structure subjected to seismic loads
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
floor
plus
five manually
floors, each floor and
having
house.
the
one software. In
Staircase our
project
must be provides He also used
separately.
The the
code
planning is done as provision of
per
Indian the SP 16
standard
code and SP 34
provisions.
building
The
frames
are analyzed using
the various text
books.
5
Chintakrindi
V.
Design of a building Designed a building the Single
Kanaka resting on single entirely
Sarath et. al
column
single
rests
column
on a structure has been
column.
M30 designed successfully
grade of concrete was to withstand all loads
used
in
the
single including earthquake
column structure with and wind load, The
high
yield
deformed
strength Drift
values
shows
bars. that the building with
Analysis carried out in the increase in zone
STAAD. Pro software.
the
drift
valuesincreases.
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
2.2 Problem Formulation
2.2.1
Research gap
•
Designing the mono column structure to resist higher seismic zones.
•
Experimental evaluation of behavior of mono column structure subjected to seismic
loads.
•
Designing the mono column structure to withstand seismic loads without shear wall,
this makes the structure comparatively economical.
2.2.2. Research question the project would like to address
•
Mono column structure to resist higher seismic zones.
•
Monitoring the displacements in mono column structure when subjected to higher
seismic loads.
Monitoring the behaviour of mono column structure subjected to seismic loads
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
3. Aim and Objectives
3.1.
Title
❖ Monitoring the behaviour of mono column structure subjected to seismic
loads
3.2.
Aim
❖ To Monitor the behaviour of mono column structure subjected to seismic
loads and to make the mono column structure withstand higher seismic
zone
3.3.
Objectives
1. To model, analyze and design mono column structure in STAAD Pro and
to make the structure withstand higher seismic zone.
2. To scale down and prepare the physical model of designed mono column
structure.
3. To concentrate on the way of behaving of mono section structure
exposed to seismic impact utilizing the data obtained from data
acquisition system.
4. To analyze the data obtained from data acquisition system.
Monitoring the behaviour of mono column structure subjected to seismic loads
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
3.3 Methods and Methodology/Approach to attain each objective
Objective No.
Statement of the Objective
Resources Utilised
1
Model, analyze and design mono
column structure
STAAD Pro
2
Preparing Physical model
Acrylic laser cutting machine
3
Study the seisimic behavior of mono
column structure
Shake table
4
Analysing the data obtained
Data acquisition system
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
4. Problem Solving
Preamble to the Chapter
In the project, a mono column building is modelled, analyzed and designed using STAAD Pro
software. This work represents stresses, bending moment, shear force and displacements
observed for the analysed structure. A physical model of the designed mono column structure is
made by scaling down geometrically. The physical model is tested for different frequencies using
shake table and deflections are observed by inducing data acquisition system. The main motive
of the project is to make mono column structure to withstand higher seismic zones.
4.1 ANALYSING MONO COLUMN STRUCTURE:
A mono column structure is configured, modelled and analysed with the following particulars
using STAAD pro. The structure is analysed for Dead load, Live load and seismic load. Loads
acting on the structure are considered as per the Indian standards.
4.1.1 Particulars of mono column structure analysed:
•
Size of the structure: 15m x 15m
•
Number of floors: 3(G +2)
•
Total height of the building: 12.5m
•
Height of ground floor: 4.5m
•
Height of remaining floors: 4m
•
Size of center column in ground floor: 3m x 3m
•
Size of center column in remaining floors: 1.5m x 1.5m
•
Size of beams and columns in 1st and 2nd floors: 0.6m x 0.45m
•
Size of cross beams in ground floor: 1.5m x 1m
•
Size of straight beams in ground floor: 1.8m x 1.2m
•
Thickness of slab: 150mm
•
Live load on floor: 4KN/m2(As per IS 875 Part II)
•
Seismic zone for which the structure is analyzed is ZONE IV
•
Seismic analysis is done as per IS 1893:2002
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Grade of concrete: M30
•
Grade of steel: Fe415
4.1.2 PLAN AND ELEVATION OF THE STRUCTURE:
The general plotting represents the plan of a g+2, single column building.
Figure 4.1 shows the top view of the single column building
Figure4.1 Plan of mono column structure
ELEVATION
Following figure represents the proposed elevation of building. It shows the elevation of the
building representing the front view which gives the overview of a building block.
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
Figure 4.2: Elevation of mono column structure
4.1.3 Modelling of the structure:
•
Inputting job information:
Firstly, the information required for the project is inputted in STAAD Pro like name of the
project/job etc
•
Generating 3d model:
There are two methods for creating a structure data in STAAD.
a. STAAD editor method.
b. Using the graphical user interface (GUI)
With the help of GUI method model is created with required number of columns and
beams at required spacing.
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
Figure 4.3: 3D model of mono column structure
1.1.4 Assigning the material:
After creating the beams and columns required material is assigned to the structure. As
the structure here to be analyzed is concrete structure concrete material is assigned to
the structure
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Figure 4.4: Assigned material to mono column structure
1.1.5 Specifying member properties:
With the help of properties command different properties (as circular, rectangular,
square) can be specified and assigned to the members.
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
Figure 4.5: Assigned section properties to the structure
Figure 4.6: 3D rendered model after assigning section properties
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
1.1.6 Specifying Supports:
The supports are first created (as we created fixed supports) and then these are
assigned to the lowermost nodes of structure.
Figure 4.7: Assigned support to the mono column structure
Figure 4.8: Model of the structure with fixed support
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4.1.7. Specifying Loads:
The following are the steps to be followed to specify and assign loads
a. Firstly creating all the load cases.
b. Then assigning them to respective members and nodes.
Loads acting on the structure:
Dead Load
A constant load acting on a structure due to weight of the members, supported
structure, and permanent attachments in the structure. The following figure shows the
dead load applied on the structure in STAAD pro.
Figure 4.9: Assigned dead load to the structure
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Live Load:
Live loads are either portable or moving burdens with no quickening or effect. Live load
continues changing now and again. The base estimations of live loads to be expected are
given in IS 875 (Part II) – 1987. It depends on the expected utilization of the building.
Figure 4.10: Assigned live load to the structure
Seismic Load:
Seismic loading is one of the basic concepts of earthquake engineering which means
application of a seismic oscillation to a structure. It happens at contact surfaces of a
structure either with the ground or with adjacent structures. Seismic loading depends,
primarily on seismic hazard, geotechnical parameters of the site, and structure's natural
frequency etc.
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Fig 4.11Applied seismic load in X direction
Figure 4.12: Applied seismic load in Z direction
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
Load combinations:
The following figures represent the loads and load combinations generated and applied on the
structure.
Figure 4.13: Generate load combinations in STAAD pro
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
Results obtained from the analysis done in STAAD pro:
The following particulars show the detailed information about the parameters that are
deliberated from analysis.
Bending Moment:
Bending moment is the reaction induced in a structural element when an external force or
moment is applied to the element, causing the element to bend.
Shear Force:
A shear force is a force applied along the surface, in opposition to an offset force acting in the
opposite direction which results in a shear strain.
The above table shows the maximum value of external forces and bending moments for the
critical load combination which may possible to act on the single column building. They are as
listed below as such:
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•
Maximum value of force in X-direction FX = 12309.186 KN
•
Maximum value of force in Y-direction FY = 12285.136 KN
•
Maximum value of force in Z-direction FZ = 12285.136 KN
The following figure shows the shear illustration of the structure at critical load combination.
Figure 4.14: Shear force diagram obtained
•
Maximum value of moment in X-direction MX = 325.937 KN-m
•
Maximum value of moment in Y-direction MY= 77753.273 KN-m
•
Maximum value of moment in Z-direction MZ= 8037.009 KN-m
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
The following figure shows the bending moment illustration of the structure at critical load
combination.
Figure 4.15: Bending moment diagram obtained
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Displacements:
Displacement is the difference in final and initial position of a Structure due to the applied loads.
The above table shows the maximum value of Displacements for the critical load combination
which may possible to occur in the single column building. They are as listed below:
•
Maximum Displacement in X direction = 31.466 mm
•
Maximum Displacement in Y direction =43.310 mm
•
Maximum Displacement in Z direction = 32.558 mm.
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The following figure shows the way structure deflects when the structure is subjected to
earthquake loading in X direction.
Figure 4.16: Observed deflections in structure
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Stresses:
Stress is defined as force per unit area within the elements or materials that arises from
externally applied forces. The following figure shows the stresses observed in particular
highlighted element due to applied forces.
Maximum absolute stresses:
The membrane stresses and bending stresses can be combined to form the principal
stresses, SMAX and SMIN, on the top and bottom surfaces of plate (slab) elements.The
following figure illustrates the maximum absolute stresses observed in the structure.
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Natural frequency:
All physical structures have natural frequencies. These are the frequencies at which the
structure will tend to vibrate when subjected to certain external forces. These frequencies are
dependent on the way mass and stiffness are distributed within the structure.
Resonance:
Resonance is a phenomenon in which a dynamic force drives a structure to vibrate at its natural
frequency. When a structure is in resonance, a small force can produce a large vibration
response.
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The following table shows the frequencies obtained at different time intervals:
Mode Shape:
The Single degree of freedom example system had one natural frequency. Structures in the
real world are more complex, and have multiple degrees of freedom (MDOF). As a result,
real world structures have many natural frequencies. The structure vibrates differently at
each of these natural frequencies. How it moves at a particular frequency is called a mode
shape.
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The following figure represents the mode shape occurred for frequency calculated at
a time interval of 0.504 seconds.
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The following figure represents the mode shape occurred for frequency calculated at
a time interval of 0.350 seconds.
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
The following figure represents the mode shape occurred for frequency calculated at
a time interval of 0.27 seconds.
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
The following figure illustrates the column elements in the structure designed are safe under
all the applied loads and load combinations:
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
The following figure illustrates the beam elements in the structure designed are safe
under all the applied loads and load combinations:
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4.2 Fabrication of mono column structure
Particulars of mono column structure fabricated: Scaled down to 1: 30
The following details states the details of the fabricated structure
•
Size of the structure: 0.5 m x 0.5 m
•
Number of floors: 3(G +2)
•
Total height of the building: 0.35 m
•
Height of ground floor: 0.15 m
•
Height of remaining floors: 0.1 m
•
Size of column in ground floor: 0.1 m x 0.1 m
•
Size of beams and columns in 1st and 2nd floors: 0.015m x 0.02m
•
Material used: Acrylic
•
Properties of Acrylic:
•
Young’s modulus: 2700KN/m2
•
Poisson’s Ratio: 0.37
•
Density: 11.768KN/m3
•
Thermal Coefficient: 7.5x10-5
•
Critical Damping: 0.05
•
Shear Modulus: 1700KN/m2
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Monitoring the behaviour of mono column structure subjected to seismic loads
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
4.3 Behavior of single column structure subjected to seismic loads by using data
acquisition system.
4.3.1Experimental requirements:
1. Shake table
There are several different experimental techniques that can be used to test the response
of structures and soil or rock slopes to verify their seismic performance, one of which is the use
of an earthquake shaking table (a shaking table, or simply shake table). This is a device for
shaking scaled slopes, structural models or building components with a wide range of simulated
ground motions, including reproductions of recorded earthquakes time-histories.
•
The shake table used produces simple harmonic motion(the motion of a body to and fro
about a particular fixed point).
•
When the shake table is displaced from its mean position, the restoring force acts on it tends
to bring back the shake table to its mean position.
•
The restoring force is directly proportional to displacement.
•
Base excitation test is done for the frames at resonant frequencies (for the same amplitude).
Frequency:
The number of cycles of vibration of a mode shape carried out in unit time. Frequency inversely
proportional to time period.
Resonance:
It is the time taken by the structure to move back and forth.
Resonant frequency:
The frequency at which the structure has maximum amplitude when there is oscillation.
The frequency range of experiment is chosen based on the calculated natural frequencies of the
model.
Specifications of shake table
The following figure shows the shake table control panel which is connected to the
shake and helps in operating the shake table.
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The following figures shows shake table used for testing along with its specifications
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Data acquisition system:
Data acquisition is the process of measuring the physical phenomenon and converting the
results into digital values or digital signals that can be manipulated by a computer. Data
acquisition systems typically converts the analogue signals into the digital values. The data
acquisition is, abbreviated by the acronyms DAS or DAQ. The components ofdata acquisition
systems include sensor, signal processing circuitry and Analog-to-digital converter. The structural
responses under the harmonic motion by shake table, are studied using the data acquisition
system. The data acquisition system in the experiment consists of accelerometer sensor, which
converts the physical parameters of the building under the ground motion into electrical signals.
The DAS system also consists of Arduino-Uno board which is a microcontroller based, which
converts the electrical signals to the Analog signals, which is displayed on the computer and the
Analog data is converted in to digital numerical value.
Components of Data acquisition System:
•
Sensor
•
Analog to Digital converter
SENSOR:
•
It is a device which converts the physical parameters of building under ground
motion into electrical signals.
•
Accelerometers are the sensors used for measuring the structural response of
the structural model during earthquake excitation.
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ACCELEROMETER:
Accelerometers are used in the measurement of static gravitational acceleration, which
allows to determine the angle of deviation of the measured object from the vertical
plane, as well as in the measurement of dynamic acceleration due to shock, movement,
impact or vibration, i.e. low amplitude and frequency (under 100 Hz), oscillations.The
device is implemented directly on the object that vibrates, which allows the
accelerometer to convert the vibration energy into an electrical signal that is
proportional to the momentary acceleration of the object.
Working principle of accelerometers
An accelerometer works using an electromechanical sensor that is designed to measure
either static or dynamic acceleration. When acceleration is experienced by the device, the
mass gets displaced till the spring can easily move the mass, with the same rate equal to
the acceleration is sensed. Then this displacement value is used to measure that gives
the acceleration.
Arrangement of accelerometers:
A total number of three accelerometers are used in the experiment. Each accelerometer
is connected at each storey level to get the readings accurately.
The following figure shows how accelerometers are connected to the structure.
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
Analog to Digital converter
Analog to Digital converter is an electronic integrated circuit which transforms a signal
from analog (continuous) to digital (discrete) form.
Analog signals are directly
measurable quantities. As the name implies, this chip takes data from the environment
and converts it to discrete levels that can be interpreted by a processor. These discrete
levels correspond to the smallest detectable change in the signal being measured. The
higher the number of “bits” of an ADC (12-bit, 16-bit, 18-bit etc.), the greater the
number of discrete levels that can represent an analog signal and the greater the
resolution of the Analog digital convertor.
Accelerometers are connected to the channels that can be seen in the above picture.It
takes data from the accelerometers and converts it to discrete levels(correspond to the
smallest detectable change in the signal being measured) that can be interpreted by a
processor.
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Specifications of Data Acquisition System
•
The analog digital converter used in the experiment is local made and is
manufactured by “Milenium Technologies PVT LTD”.
•
Kampana is the software used to converts the analogue signals into digital
values.
•
Version of the software used is 6.4 (Kampana 6.4).
•
The frequency can be applied in the used data acquisition equipment ranges
from 2Hz to 20Hz.
•
Sampling rate of the used data acquisition system is 200 samples/sec.
Experimental Set Up:
The following shows the experimental setup made to carryout the experiment
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Connection between Digital analog convertor and system:
The following figure shows how the digital analog converter is connected to the system
to get the output:
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Data Acquisition software:
Kampana 6.4 is the data acquisition software used in the experiment.
The application acts as the user interface to the data acquisition hardware it uses USB as
the communication medium.The GUI application let interact and control the system in a
friendly manner and perform the following functions:
•
Configure all input channel setting for the attached sensors.
•
Display acquired data during acquisition as absolute values and time domain
waveforms.
•
User programmable digital filter settings
•
Selection for plotting data in time or frequency domain
•
Displays displacement Vs frequency plot for further data analysis.
•
Real time parameter values displays for acceleration velocity and displacement
along with the time domain plots for the same
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The following figure displays the output we can get in Kampana version6.4 software:
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
The following table displays the displacement observed at different storeys at a
particular frequency applied:
1st story
2nd story
3rd story
FREQUENCY (Hz) Displacement(mm)
Displacement(mm)
Displacement(mm)
2
0.078
0.229
0.38
3
0.1
0.265
0.43
4
0.107
0.24
0.38
5
0.125
0.275
0.42
6
0.13
0.25
0.385
7
0.285
0.31
0.35
8
0.42
0.43
0.451
9
0.27
0.38
0.5
10
0.242
0.45
0.672
11
0.242
0.56
0.879
12
0.263
0.59
0.928
13
0.209
1.8
3.4
14
2.116
2.7
3.4
15
2.9
3.18
3.465
16
3.178
3.4
3.7
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4.4 Analyzing the data obtained from data acquisition system:
Storey drift, Acceleration, Time period and velocity, Drift ratio are the parameters
that are deliberated from the experimental results.
Storey Drift
Storey drift is the lateral displacement of a floor relative to the floor below, and the storey drift
ratio is the storey drift divided by the storey height.
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
Drift Ratio
Drift ratio is defined as the ratio of maximum lateral drift to total height of the specimen.
Seismic loading codes typically impose limits on storey drift as a percentage of the storey
height and so the storey drift ratio is a useful quantity that can be directly compared with
the code requirements. A storey drift ratio graph will show if particular floors are drifting
more than others and highlight the fact that they may need stiffening.
Acceleration:
Acceleration is the rate of change of the velocity of an object with respect to
time. Technically, then acceleration is how much the velocity changes in a unit
time. During an earthquake when the ground is shaking, it also experiences acceleration.
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Time Period(T)
A time period (denoted by 'T'' ) is the time taken for one complete cycle of vibration to
pass a given point. As the frequency of a wave increases, the time period of the wave
decreases. The unit for time period is 'seconds'.
Velocity
Velocity is defined as the rate of change of position of an object with respect to time.
Velocity is a vector quantity which describes about the magnitude and direction.
Velocity is a vector quantity because the motion of an object or displacement is a vector.
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
The following table shows the time period, acceleration,velocity, story drift and drift
ratio calculated for the first story from experimental results:
FREQUENCY
Time
(Hz)
Period(Sec)
1st storey
Acceleration
Velocity
Displacement(D1) Storey Drift ( d1 ) Drift Ratio
2
0.5
0.012
0.024609562
0.078
0.078
0.52
3
0.33
0.035
0.107559273
0.1
0.1
0.66
4
0.25
0.068
0.270074163
0.107
0.107
0.71
5
0.2
0.123
0.616225
0.125
0.125
0.83
6
0.16
0.185
1.1535732
0.13
0.13
0.86
7
0.14
0.551
3.9339804
0.285
0.285
1.9
8
0.125
0.863
6.904
0.42
0.42
4.2
9
0.11
0.954
8.672727273
0.27
0.27
1.8
10
0.1
1.060
10.6
0.242
0.242
1.61
11
0.09
1.155
12.83150254
0.242
0.242
1.61
12
0.08
1.393
17.4125
0.263
0.263
1.75
13
0.076
1.494
19.65789474
0.209
0.209
1.39
14
0.071
16.357
230.3735812
2.116
2.116
14.1
15
0.066
25.734
389.9023636
2.9
2.9
19.3
16
0.0625
32.086
513.3731234
3.178
3.178
21.1
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The following table shows the time period, acceleration,velocity, story drift and drift
ratio calculated for the second story from experimental results:
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The following table shows the time period, acceleration,velocity, story drift and drift
ratio calculated for the third story from experimental results:
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M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
Conclusions
The following figure displays the graph drawn between frequency and displacement
Frequency vs Displacement
4
3.5
Displacement (mm)
3
2.5
2
1.5
1
0.5
0
0
2
4
6
8
10
12
14
16
18
Frequency (Hz)
1st Story
2nd Story
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3rd Story
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The following figure displays the graph drawn between time period and acceleration
Time Period vs Acceleration
40.000
35.000
Acceleration
30.000
25.000
20.000
15.000
10.000
5.000
0.000
0
0.1
0.2
0.3
0.4
0.5
0.6
Time Period (sec)
1st Story
2nd Story
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3rd Story
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The following figure displays the graph drawn between time period and displacement
Time Period vs Velocity
700
600
Velocity
500
400
300
200
100
0
0
0.1
0.2
0.3
0.4
0.5
0.6
Time Period (sec)
1st Story
2nd Story
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3rd Story
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The following figure displays the graph drawn between time period and displacement
Time Period vs Displacement
4
3.5
Displacement (mm)
3
2.5
2
1.5
1
0.5
0
0
0.1
0.2
0.3
0.4
0.5
0.6
Time Period (sec)
1st Story
2nd Story
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3rd Story
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Based on the table illustrated above the following graphs were plotted with respect to
displacements at each story at a particular frequency which gives story displacements.
Story Displacements
Story displacement is the lateral displacement of the story relative to the base. The
lateral force-resisting system can limit the excessive lateral displacement of the building.
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The following graph drawn illustrates the story displacements at all three storys at a
frequency of 2Hz, 3Hz, 4Hz.
Story Displacements
0.5
0.45
0.4
Displacement (mm)
0.35
0.3
0.25
0.2
0.15
0.1
0.05
0
1
2
3
Story Number
Frequency 2 Hz
Frequency 3 Hz
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Frequency 4 Hz
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The following graph drawn illustrates the story displacements at all three storys at a
frequency of 5Hz, 6Hz, 7Hz.
Story Displacements
0.45
0.4
0.35
Displacement (mm)
0.3
0.25
0.2
0.15
0.1
0.05
0
1
2
3
Story Number
Frequency 5Hz
Frequency 6 Hz
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Frequency 7 Hz
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The following graph drawn illustrates the story displacements at all three storys at a
frequency of 8Hz, 9Hz, 10Hz.
Story Displacements
0.8
0.7
Displacement (mm)
0.6
0.5
0.4
0.3
0.2
0.1
0
1
2
3
Story Number
Frequency 8 Hz
Frequency 9 Hz
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Frequency 10 Hz
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The following graph drawn illustrates the story displacements at all three storys at a
frequency of 10Hz, 11Hz, 12Hz.
Story Displacements
4
3.5
Displacement (mm)
3
2.5
2
1.5
1
0.5
0
1
2
3
Story Number
Frequency 11 Hz
Frequency 12 Hz
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Frequency 13 Hz
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The following graph drawn illustrates the story displacements at all three storys at a
frequency of 14Hz, 15Hz, 16Hz.
Story Displacements
4
3.5
Displacement (mm)
3
2.5
2
1.5
1
0.5
0
1
2
3
Story Number
Frequency 14 Hz
Frequency 15 Hz
Monitoring the behaviour of mono column structure subjected to seismic loads
Frequency 16 Hz
67
M.S.RamaiahUniversity of Applied Sciences – Faculty of Engineering and Technology (FET)
REFERENCES
•
IS 875-PART 1- DEAD LOADS - Unit Weights of Building Materials and Stored
material.
•
IS 875-PART 2- LIVE LOADS - Unit Weights of Building Materials and Stored
material
•
IS 1893 (PART 1):2002- EARTHQUAKE LOAD-Criteria for earthquake resistant
Design of Structures.
•
IS: 456-2000: DESIGN OF RCC STRUCTURAL ELEMENTS -Code of Practice for Plain
and Reinforced Concrete, New Delhi, Bureau Of Indian Standards.
•
Venu Babu A, (2016) "Design Of A Structure Supported On Single Column Office
Building", International Journal Of Research Sciences And Advanced Engineering
[IJRSAE], Vol 2, pp 82-86.
•
E K Mohanraj, S Nisar Ahmad, A GowriSankar, (2002) "Analysis and Design of
Building with Mono Column," PP. 27th Conference on Our World in Concrete &
Structures.
•
Badikadasravanthi,Dr.K.Rajshekar,(2016), “ Design of structure supported on
single column”, International journal of computational science. Vol 2, pp356-360.
•
Amogh, Chiranjeevi joshi, (2021), “Analysis and Design of Mono-Column
Building”, International Research Journal of Engineering and Technology (IRJET),
Vol 4, pp122-128.
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