comparative study of r.c.c and composite multi …

COMPARATIVE STUDY OF R.C.C AND COMPOSITE MULTI STOREYED

BUILDING WITH AND WITHOUT TUNED MASS DAMPER 1Dr S.Amaresh Babu,

2Mohd Huzaifa Yaman,

3Mohammed Mohiuddin Umair,

1Professor and Head, Department of Civil Engineering,

2Associate Professor, Department of Structural Engineering,

3M.Tech Scholar, Department of Structural Engineering,

Nawab Shah Alam Khan College of Engineering & Technology, Hyderabad

ABSTRACT:

In India reinforced concrete structures are mostly used since this is the most convenient and economic

system for low-rise buildings. However, for medium to high-rise buildings this type of structure is no longer

efficient. Use of composite material is of particular interest, due to its significant potential in improving the overall

performance by making modest changes in manufacturing and constructional technologies. Steel-concrete composite

columns are extensively used in modern buildings. Extensive researches on composite columns in which structural

steel section are encased in concrete have been carried out. In-filled composite columns, however have received

limited attention compared to encased columns. The recent development in the computer applications has helped the

structural engineering field significantly. The Non-Linear Time History Analysis (NL-THA) of seismic evaluation

of a structure is precise, exact and highly accurate when compared to the other non-linear static and dynamic

procedures.

Research has also been undergone to develop techniques that control the seismic response of the structures.

Such techniques include use of energy dissipation devices like dampers and base isolation techniques. The present

study is on the Non-linear time history analysis comparing the effects of energy dissipation device, tuned mass

damper at mid storey for high-rise symmetric building. The frame considered was loaded with gravity loads (dead

load & live load) and Bhuj earth quake loading and is modelled and then Non-Linear Time History Analysis

(NLTHA) was performed. The analysis engine used for the analysis and design is SAP 2000 version 19. In the

study, displacement and base shear of the structure was studied without tuned mass damper and the results obtained

were compared with those obtained from the structure with seismic control device. So, it is also necessary to

enhance the seismic performance of composite buildings by using seismic control techniques. So, in the present

study an attempt will be made to control the seismic response of the structure using Tuned mass damper. Since non-

linear modal time history analysis (non–linearity only when link elements are used) was fast and sufficiently

accurate analysis when compared to non-linear direct integration, the former method was adopted for structures with

tuned mass dampers.

The results illustrated the significant reduction of 18% inthe base shear and decrement in displacement by

35%in Composite structure compared to RCC and reduction in base shear as well as displacement was observed

when Tuned mass damper was used. It was also seen that there was a reduction in weight of the structure by 45%

when composite structure was replaced with RCC.

Key Words: Tuned Mass Damper, Dynamic analysis and Non-linear time history analysis

1. INTRODUCTION

An earthquake is an involuntary movement of

the Crust of the earth, the origin of which usually is on

the surface or below it. Here, the term 'natural' is

adopted as it removes shock waves generated by

nuclear tests, human-made blasts, etc. The Crust is

made of plates. The junction between the two plates is

known as a fault. In the Indian context, the primary

border fault is this fault, stretching from the west

through Uttaranchal, Bihar, Assam to Burma through

the terrain region and Himachal Pradesh. Through the

Andaman-Nicobar Islands and the Bay of Bengal, this

plate descends and enters Indonesia. When plates

move, the rocks feel stress. Through this process, a

crack happens, and this is finally called an earthquake.

Earthquakes are a natural hazard that is sometimes

unforeseeable, like many other natural hazards,

rendering it impossible to preserve property and life

through engineering. The seismic reliability of the

building environment must be developed by designing

numerous analytical methods to solve these problems

triggered by an earthquake, which will ensure that

buildings survive occasional small earthquakes and

provide sufficient caution if significant earthquake

events are experienced. This will significantly add to

savings of life and land. Specific seismic architecture

codes are usable and are being updated over time in

nearly all countries. Depending on the importance and

cost, the framework of the framework ranges from

linear to nonlinear to measure the earthquake powers

and their demand. A building's behavior depends on

several factors during an earthquake, such as stiffness,

sufficient lateral strength, and ductility, comfortable

and natural configurations. The quake did not kill

Science, Technology and Development

Volume X Issue III MARCH 2021

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humans, but the structures did. Therefore, it is the

primary responsibility of a structural (design) engineer

to build on the criteria of previous practice and

consider all possible dangers to which the framework

may be exposed in the future to create the structure

successfully. Through the finite portion of computer

technology/software, structural engineers have built

techniques to boost the efficiency of systems subjected

to earthquakes that model, interpret and display the

results efficiently in a careful manner. Study in civil

engineering has reached much broader horizons than

one might have anticipated. Due to the rise in

computer systems and technologies, structural

engineers can save a lot of time and effort. Each

seismic code emphasizes such a design that can help a

framework survive a certain amount of ground

acceleration and motion based on the seismic threat.

When an earthquake exerts intense pressure on the

structure, itis usually built to have some yield.

Earthquake Engineering's motto is to reduce the loss of

life and property arising from the generating systems'

collapse. Several applications are available on the

market that can aid with structural simulation,

research, and design. The production of a network

intended for a specific load and a degree of safety is

critical for practicing structural/design engineers.

It may simply be concluded that the seismic

architecture is a two-step operation. First, it is essential

to configure all critical seismic efficiency objectives,

such as serviceability considerations for life protection

and collapse prevention, and an appropriate structural

framework. This stage consists of the engineer's

creative capacity to construct a structure that satisfies

seismic efficiency objectives and considers the

functional and economic limitations set by the owner,

the architect, and other practitioners involved in

constructing and designing a home. This development

method is genuinely based on the engineer's

experience, judgment, and interpretation of seismic

activity instead of particular statistical formulations.

To configure an effective structural system based on

rudimentary awareness of ground motion and elastic

and inelastic dynamic reaction characteristics, thumb

rules for rigidity and strength goals should be

sufficient. For the study of the structures and

determining their performance under the loading

offered, a range of techniques is readily accessible.

The most precise of them is the nonlinear time history

review. Using conventional methods known as

nonlinear static methods (N.S.P.s) and linear dynamic

methods, often referred to as response spectrum

methods, which have been established, frameworks

deemed less critical are studied. Such techniques do

not produce conclusions as valid as those derived

through the analysis of time history.

Today, urbanization consists of two materials that are

undeniably used as a construction material for

buildings ranging from skyscrapers to pavements,

steel, and concrete, while both products have distinct

characteristics from each other. Steel significantly

resists tensile loading, but it has a lower weight ratio.

Slender pieces that might be vulnerable to buckling

phenomena are therefore adopted. Concrete, on the

other side, is excellent at resisting compression. Steel

is adopted for high-rise construction to affect ductility;

on the other side, concrete can resist corrosion and

serve thermal insulation.

Similarly, concrete will even regulate the buckling of

steel. It is necessary to consider composite design to

derive the least benefits from both materials. In

composite buildings' structure, two columns, namely

encased columns and concrete-filled steel tube

columns, are introduced.

1.2 Reinforced Concrete

Both steel and concrete are used in tandem in

reinforced cement concrete building to serve as a

hybrid medium in which steel absorbs both stress and

strain, while concrete can only endure compression.

R.C.C. is a structural material commonly used and is

used in several forms of structures.

The objective of the study has also been discussed.

Chapter 2 explains the literature review, Chapter 3

explains the methodology, Chapter 4 explains the

description. Chapter 5discusses the results obtained by

the analysis of framed buildings using the SAP

package. Finally, chapter 6 gives the summary,

conclusions, and scope for future work.

2 RELATED WORK Panchal and Marathe (2011), in their analysis,

steel and concrete were contrasted with composite

steel and concrete for a commercial building in an

earthquake environment. An analogous static

methodology is being used. For modeling of

Composite, Steel, and R.C.C structures, ETABS

program is used, and the findings are contrasted, and it

is found that axial force in the column is decreased by

7 percent in composite structure and 46 percent in steel

structure compared to R.C.C. structure, and it is also

found that overall savings are around 10 percent for

composite and 6-7 percent for steel structure compared

to R.C.C.

Ashish Mohite and Patil (2015) evaluated

buildings' seismic activity by calculating structural

dampers' volume. The seismic behavior– 10, 12, 14,

16, 18, and 21 stories – with and without a tuned mass

damper was tested. TMD is a type of load-bearing that

reduces displacement and acceleration and can be used

for seismic stabilization of structures. This research

aims to reduce the drift, displacement, and shear of



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buildings in the top eleven, twelve, fourteen, sixteen,

eighteen, and twenty floors. It has been noticed that

ambient vibration can be regulated using the structure

of the TMD. For the standard building frame, 5% of

TMD lowers the top story displacement by roughly

5%. The reduction in the 10 and 12 story buildings is

38 and 36, the reduction in the 14 and 16 story

buildings is 35 and 33, the reduction in the 18 and 21

story buildings is 31 and 30. And ratios of binding

lipids by around 2 percent.

Renavikar Aniket and Suryawanshi Yogesh's

(2015) proposal would evaluate a steel-concrete

structure and R.C.C. residential house. The planned

layout is four buildings, each covering three floors of

G+9, G+12, G+15, and G+18, at 3.0m in height. The

overall construction plan dimension of the building is

15 feet by 9 feet. The material is collected, processed,

and is then modeled using STAAD-Pro software. A

load mixture has been analyzed according to the Indian

Norm Code of Procedure. The dissertation includes the

study of an analogous R.C.C. structure such that

contrast of expense may be produced between an

R.C.C. structure and a steel-concrete composite

structure. The paper stated that, relative to the steel

composite structures and composite structures, the

axial force, B.M., and deflections in R.C.C. are much

more considerable.

Sandipetal.(2016),Seismic waves have been

studied on the earth and are transformed into dynamic

loads causing the ground and the attachments to

vibrate and affect structures and other structural

components in a complicated way. Civil engineering

continually improves ways to counter this underlying

tendency. Conventional device enhancement

techniques use more materials and electricity. Also,

increased masses contribute to increased seismic

powers. Alternative solutions, including passive

control systems, successfully reduce seismic and

alternative dynamic impacts on civil engineering. A

tuned mass damper (TMD) is a mass system with a

spring connected to the structure to minimize its

dynamic reaction. It has been shown that Tuned Mass

Damper (TMD), for harmonic and wind excitation

structural response control, is most efficient. Base

isolation is also commonly recognized as an essential

technique to defend seismic excitement-prone systems.

The efficiency and calibrated mass damper of the

linear base isolation device to minimize seismic

reaction is studied. TMD and B.I. are used effectively

to manage structural vibration and are compelling

instruments in defending structures from different

lateral forces as wind loads and seismic impacts. At

the same time, TMD decreases the movement

reactions of structures with low damping ratios more

effectively.

Sattainathan Sharma et al. (2016) this paper

aims to compare a reinforced concrete frame and a

composite material frame located in an earthquake

zone of IV (20 floors + basement). Using E-TABS

tools, the templates of both systems were compared.

The research investigated the deflection, shear power,

moment, tale drift, stiffness, and displacement of the

system. To measure the seismic load, the seismic

architecture criterion of the Indian norm of code for

quake tolerant design of frameworks IS 1893 (PART-

1): 2002 and IS-875 (PART-3) have been used. It is

observed that the dead weight of composite

construction ranges from 20% to 25%, less than

R.C.C. structure, which tends to mitigate seismic

forces from 15% to 20% greatly. The tests show that

the bending moment of structures utilizing composite

materials was decreased from 12% to 24%, and the

stability of the composite structures was more

excellent as contrasted with R.C.C. structures.

3. METHODOLOGY

3.1 Degrees of Freedom The cumulative amount of shifts in the

displacement of all masses is named the number of

degrees of freedom. A small number of free-body

coordinates defines Multi-degree free-body structures.

A complex system's correct answer can be calculated

only by measuring the inertia effects at each system

particle since the system's configuration is constant for

infinite degrees-of-freedom. Methods to explain such

systems' configuration are restricted to operating

structures with uniform material properties and regular

geometry. The techniques involve a large amount of

computational calculation. However, the measurement

is significantly simplified by replacing the structure's

total displacement with a small number of

displacements and assuming the structure's entire mass

is contained in some distinct points, as seen in fig. 3.1.

Fig 3.1: Discretization of General Beam Type

Problem

By expressing the balance of the productive forces

aligned with each of its degrees of freedom, the

system's equation of motion can be formulated. In

general, at every level I four kinds of forces would be

involved: the externally imposed load pi(t) and the

forces arising from the motion, i.e., inertia fIi,

damping fDi, elastic fSi. The dynamic balance can



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then be expressed as a dynamic equilibrium for each of

the many degrees of freedom.

3.2 SDOF Harmonic Vibration with Viscous

Damping

Fig 3.2: Idealised SDOF System: Basic Components

then be expressed as a dynamic equilibrium for each of

SDOF Harmonic Vibration with Viscous

Idealised SDOF System: Basic Components

The first term on the right-hand side of this equation

represents the transient response, which damps out

following�−��, while the second term represents the

steady-state harmonic response, which will

indefinitely.

3.3 Tuned Mass Damper Theory for SDOF Systems

Figure 3.3 depicts an SDOF device subject to outward

forced and ground motion with mass m, stiffness k,

and viscous damping c. A tuned weight damper is

mounted to the primary mass with

rigidity kd and viscous damping CD. The separate

mobility measurements are ug, absolute land

movement; u, relative movement from the primary

mass to the ground; and ud, relative movement from

damper to central mass. Given the reality that the

device is subject to external forcing and excitement,

movement equations are

hand side of this equation

represents the transient response, which damps out

, while the second term represents the

state harmonic response, which will continue

Tuned Mass Damper Theory for SDOF Systems

Figure 3.3 depicts an SDOF device subject to outward

forced and ground motion with mass m, stiffness k,

and viscous damping c. A tuned weight damper is

mounted to the primary mass with mass md and

rigidity kd and viscous damping CD. The separate

mobility measurements are ug, absolute land

movement; u, relative movement from the primary

mass to the ground; and ud, relative movement from

damper to central mass. Given the reality that the

evice is subject to external forcing and excitement,



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Fig 3.3: SDOF – TMD system

Where age is the absolute ground acceleration and p is

the force loading applied to the primary mass.

It is convenient to work initially with the solution

expressed in terms of complex quantities. The

excitation is considered to be periodic

One expresses the excitation as

The H factors define the amplitude of the pseudo

response, and the δ's are the phase angle between the

response and the excitation. The various H and

are defined below

TMD system

is the absolute ground acceleration and p is

the force loading applied to the primary mass.

It is convenient to work initially with the solution

expressed in terms of complex quantities. The

of frequency � ̅.

factors define the amplitude of the pseudo-static

's are the phase angle between the

response and the excitation. The various H and δ terms

3.5 Tuned Mass Damper Theory for MDOF

Systems

A 2-DOF system having a damper attached to mass 2

is demonstrated here. The governing

system shown in fig 3.4 are:

Tuned Mass Damper Theory for MDOF

DOF system having a damper attached to mass 2

is demonstrated here. The governing equations for the



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Fig 3.4 2-DOF System with TMD

We combine the equations 3.9 and 3.10 and express

the resulting equation in a form similar to the SDOF

case. This operation reduces the problem to an

equivalent SDOF system. Introducing matrix notation,

equations 3.9 and 3.10 are written as

DOF System with TMD

We combine the equations 3.9 and 3.10 and express

the resulting equation in a form similar to the SDOF

case. This operation reduces the problem to an

Introducing matrix notation,



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Den Hertzog's equation is as follows:

3.5 Analysis procedure

The methods for determining the vulnerability of

buildings are complicated and may take

longer to complete. More advanced approaches,

suggesting a more comprehensive analysis process and

more refined models, require much more periods and

function, therefore assessing specific buildings only,

probably as a further stage after the rapid screening of

possible dangerous buildings in the multi

procedure. They are not ideal for earthquake scenario

programs where structures need to be tested.

Nonetheless, the idea behind the approaches in

question may be useful for creating a new t

and thus, the core research framework shall be

illustrated. The research method may be broken down

into linear procedures (static and dynamic analysis), as

well as nonlinear procedures (differential and integral)

(nonlinear static and nonlinear dynamic).

The methods for determining the vulnerability of

buildings are complicated and may take considerably

longer to complete. More advanced approaches,

suggesting a more comprehensive analysis process and

more refined models, require much more periods and

function, therefore assessing specific buildings only,

rapid screening of

possible dangerous buildings in the multi-phase

procedure. They are not ideal for earthquake scenario

programs where structures need to be tested.

Nonetheless, the idea behind the approaches in

question may be useful for creating a new technique,

and thus, the core research framework shall be

illustrated. The research method may be broken down

into linear procedures (static and dynamic analysis), as

well as nonlinear procedures (differential and integral)

ynamic).

3.5.1 Linear Static Analysis

In a linear static analysis technique, the building is

called a structure with just one degree of

independence, defined by linear elasticity and viscous

damping. The seismic is modeled by the influence of

an equal lateral force on the earthquake's stress a

strain to generate the same earthquake. Using

observational associations or Rayleigh's rule, the

spectral acceleration is estimated from the response

distribution. After multiplying the effect by the mass

of the house, the result provides the lateral po

coefficient considers the decrease in expected stiffness

due to plasticity anddecreased force due to the

expected inelastic actions. The height of the building

measures the lateral force, and the sum of exterior

force added.

Typical linear static structures are only used for

construction purposes and are implemented in most

building codes. Their budget is limited. Even, they

only refer to traditional buildings with the dominant

first mode of vibration.

3.5.2 Nonlinear Static Analysis

A nonlinear, static analysis is used for the construction

model. The inelastic material reaction of the specific

components and elements was accounted for directly.

Several method escapes (e.g., A.T.C. 40 and FEMA

273).They both have in common that the building

model's nonlinear force-deformation feature is defined

by subjecting the building model to monotonically

rising lateral forces or increasing displacement, spread

over the building's height in correspondence to the first

mode of vibration, before the building coll

upper limit of earthquake displacement is calculated

using either strongly damped or inelastic feedback

spectra. The protocols concerning the linear material

reaction and the measured internal force and

deformation would be more precise approxima

those predicted during an earthquake. However, only

the first mode of vibration is considered, and thus the

above modes can't be used on unusual surfaces, and

more are not appropriate.

3.5.4 Nonlinear Dynamic Analysis

In a nonlinear dynamic analysis process, the structure

is modeled like the one used in nonlinear static

analysis. The construction model is identical to the one

used in the nonlinear static analysis by utilizing

general finite elements. The seismic feedback is

modeled using a time history analysis focused on

measuring building reaction over time. The most

reliable method for estimating values of force and

displacement is included in this report.

However, the measured response is very responsive to

the ground motion used as an input,

In a linear static analysis technique, the building is

called a structure with just one degree of

independence, defined by linear elasticity and viscous

damping. The seismic is modeled by the influence of

an equal lateral force on the earthquake's stress and

strain to generate the same earthquake. Using

observational associations or Rayleigh's rule, the

spectral acceleration is estimated from the response

distribution. After multiplying the effect by the mass

of the house, the result provides the lateral power. The

coefficient considers the decrease in expected stiffness

due to plasticity anddecreased force due to the

expected inelastic actions. The height of the building

measures the lateral force, and the sum of exterior

structures are only used for

construction purposes and are implemented in most

building codes. Their budget is limited. Even, they

only refer to traditional buildings with the dominant

static analysis is used for the construction

model. The inelastic material reaction of the specific

components and elements was accounted for directly.

Several method escapes (e.g., A.T.C. 40 and FEMA

273).They both have in common that the building

deformation feature is defined

by subjecting the building model to monotonically

rising lateral forces or increasing displacement, spread

over the building's height in correspondence to the first

mode of vibration, before the building collapse. The

upper limit of earthquake displacement is calculated

using either strongly damped or inelastic feedback

spectra. The protocols concerning the linear material

reaction and the measured internal force and

deformation would be more precise approximations to

those predicted during an earthquake. However, only

the first mode of vibration is considered, and thus the

above modes can't be used on unusual surfaces, and

.4 Nonlinear Dynamic Analysis

sis process, the structure

the one used in nonlinear static

analysis. The construction model is identical to the one

used in the nonlinear static analysis by utilizing

general finite elements. The seismic feedback is

story analysis focused on

measuring building reaction over time. The most

reliable method for estimating values of force and

displacement is included in this report.

However, the measured response is very responsive to

the ground motion used as an input, so many time-



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history studies are needed utilizing different ground

motions data. The nonlinear dynamic technique serves

as a testing instrument to model a building system's

actions in-depth and measure fractures' progression,

the distribution of vertical and shear pressures, the

forms of hysteresis curves, etc.

3.5.4.1 Nonlinear System The deformation of a substance after a nonlinear force

has been applied. This point is named yieldpoint

it is the point at which the substance is starting to

yield. The device is linearly elastic on initial loading as

long as the applied force is less than the yield power

(i.e., the stiffness is zero). Generally, force is referred

to as yield power. The system turns into a plastic

region that is made up of elastic content. As the

deformation rises, the tension stays unchanged. The

overload and unload method proceeds until the

substance enters a state of equilibrium. It means that

force Fs do not have a single value and rely on the

deformations and whether the deformation is

increasing or declining (negative velocity).

Fs=Fs (u, u’)

Fig 3.7 Non-Linear Force-Deformation

Relationship

3.6 Nonlinear Modal Time History Analysis in SAP

2000

Following are the general sequence of steps involved

in performing NLTHA using

SAP2000 in the present study:

• A two or three-dimensional model that represents the

overall structural behavior created.

• For reinforced concrete elements, the appropriate

reinforcement is provided for the cross-

• Gravity loads are composed of dead loads, and a

specified proportion of live load is assigned as a

seismic weight to the structure.

• Free vibration un-damped modal analysis is

performed to note the frequencies and periods of

structure.

• The time history function from a file is selected, and

the time history function is defined.

• Nonlinear link elements are included in the structure.

history studies are needed utilizing different ground

motions data. The nonlinear dynamic technique serves

as a testing instrument to model a building system's

depth and measure fractures' progression,

nd shear pressures, the

The deformation of a substance after a nonlinear force

has been applied. This point is named yieldpoint since

it is the point at which the substance is starting to

yield. The device is linearly elastic on initial loading as

long as the applied force is less than the yield power

(i.e., the stiffness is zero). Generally, force is referred

he system turns into a plastic

region that is made up of elastic content. As the

deformation rises, the tension stays unchanged. The

overload and unload method proceeds until the

substance enters a state of equilibrium. It means that

single value and rely on the

deformations and whether the deformation is

increasing or declining (negative velocity).

Deformation

Nonlinear Modal Time History Analysis in SAP

he general sequence of steps involved

dimensional model that represents the

For reinforced concrete elements, the appropriate

-sections.

Gravity loads are composed of dead loads, and a

specified proportion of live load is assigned as a

damped modal analysis is

performed to note the frequencies and periods of the

The time history function from a file is selected, and

Nonlinear link elements are included in the structure.

• The nonlinear modal time-history load cases are

defined by assigning the ground acceleration

history function as loading in X, Y, and X.Y.

directions and by assigning proportional damping

• NLTHA is set to run.

After the completion of the analysis, the displacement

pattern of the structure is studied.

The other responses, such as base shear, t

are noted.

4. SPECIMEN CALCULATIONS

Total weight calculations for R.C.C structure

Weight of Beams = c/s Area of Beam x Total Length x unit

wt. of concrete

= 0.60 x 0.30 x

(24x5+24x5) x 25

Weight of Columns = c/s Area of Column x

columns x unit wt. of

concrete

= 0.65 x 0.65 x (16 x

3 x 25) x 25

Imposed load = 10 x 24 x 24

Total weight of R.C.C building frame

Total weight calculations for Composite structure

Weight of Beams= c/s Area of Beam x Total Length x

unit wt. of concrete

= 0.012 x (24x5+24x5) x 76.97

= 221.67 KN

Weight of Columns = c/s area of column x Height x

No. of columns x unit wt. of Concrete

= (0.35 x 0.35 x 25 + 1.6 x 0.025 x 76.97) x (16 x 3 x

25)

= 7369.56 KN


= 92160 KN

Total weight of R.C.C building frame = 99751.23 KN

Tuned mass damper parameter calculations for R.C.C structure:

history load cases are

defined by assigning the ground acceleration time

history function as loading in X, Y, and X.Y.

directions and by assigning proportional damping

After the completion of the analysis, the displacement

The other responses, such as base shear, time period,

SPECIMEN CALCULATIONS

Total weight calculations for R.C.C structure

= c/s Area of Beam x Total Length x unit

wt. of concrete

= 0.60 x 0.30 x

(24x5+24x5) x 25 = 1080 KN

= c/s Area of Column x Height x No of

columns x unit wt. of

= 0.65 x 0.65 x (16 x = 12675 KN

= 10 x 24 x 24 = 92160 KN

Total weight of R.C.C building frame = 105915 KN

Total weight calculations for Composite structure

Beams= c/s Area of Beam x Total Length x

= 0.012 x (24x5+24x5) x 76.97

Weight of Columns = c/s area of column x Height x

Concrete

= (0.35 x 0.35 x 25 + 1.6 x 0.025 x 76.97) x (16 x 3 x

= 7369.56 KN


Total weight of R.C.C building frame = 99751.23 KN

Tuned mass damper parameter calculations for



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Fig 4.1 Plan and 3D View of Model without TMD

and 3D View of Model without TMD

Fig 4.2 Elevation and 3D View of Model with 5%

TMD at Mid Storey

4.3Analysis methods

Research approaches are graded according to

their origin in static and dynamic analysis. When

undergoing earthquake impact, the

exceed their full potential, and the material stresses are

beyond their capacity. The study can integrate the

substance nonlinearity and geometric nonlinearity to

achieve better performance. These numerical methods

often allow the determination of the power,

deformation, and ductility of structures and the

distribution of strength demands throughout the

system.

4.3.1 Equivalent static method The equivalent static architecture analysis technique is

linear, which assumes the system's reactio

elastic. The study is carried out as defined by IS 1893.

(Part 1).

Fig 4.4 Modal Load Case Set to Calculate the Mode

Shapes

Fig 4.5 Load Cases Set to Perform the Linear Static

Analysis

Fig 4.2 Elevation and 3D View of Model with 5%

TMD at Mid Storey

Research approaches are graded according to

their origin in static and dynamic analysis. When

undergoing earthquake impact, the structural loads

exceed their full potential, and the material stresses are

beyond their capacity. The study can integrate the

substance nonlinearity and geometric nonlinearity to

achieve better performance. These numerical methods

ation of the power,

deformation, and ductility of structures and the

distribution of strength demands throughout the

The equivalent static architecture analysis technique is

linear, which assumes the system's reaction is linearly

elastic. The study is carried out as defined by IS 1893.

Fig 4.4 Modal Load Case Set to Calculate the Mode

Fig 4.5 Load Cases Set to Perform the Linear Static



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4.3.2 Nonlinear Time History Analysis

NLTHA is an applied physics tool used to explain the

actions of structures that undergo seismic motions. As

the name suggests, it is the method of figuring out the

background of responses over the life cycle of the

dynamic loading like an earthquake ground

acceleration record before the structure hits a limit

state.

The dynamic loading consists of applying the

earthquake ground acceleration record of vertical loads

to a structure and incrementally raising those loads that

differ in time to evaluate the structure's r

For this analysis, earthquake ground acceleration

records that include the different N

components have been used. BHUJ is an institute

situated in Gujarat in the high-intensity earthquake

region of zone factor 0.36 and falls under the

according to the classification of areas by the IS 1893

2002 part-1.

The data's acceleration points are described in terms of

time (i.e., within 0.005 seconds). The acceleration

record has units of m/2, has a total number of 27,000

acceleration data coordinates, and the most critical

data are the first 13,000, which are of the maximum

strength.

Fig 4.6 BHUJ Component Earthquake Ground

Acceleration Record

4.4 Nonlinear Modal Time History Load Cases

Modal fast nonlinear analysis is used to extract

nonlinear time history modal loads for a structure. The

data points are transformed into the mass matrix

compounded with the structure's mass matrix to

generate loading. Trajectory details in a time history

load case can be taken from a nonlinear stat

case. The correct additional parameters are regarded,

4.3.2 Nonlinear Time History Analysis

an applied physics tool used to explain the

actions of structures that undergo seismic motions. As

the name suggests, it is the method of figuring out the

background of responses over the life cycle of the

dynamic loading like an earthquake ground

tion record before the structure hits a limit

The dynamic loading consists of applying the

earthquake ground acceleration record of vertical loads

to a structure and incrementally raising those loads that

differ in time to evaluate the structure's response.

For this analysis, earthquake ground acceleration

records that include the different N-W BHUJ

components have been used. BHUJ is an institute

intensity earthquake

region of zone factor 0.36 and falls under the zone-v

according to the classification of areas by the IS 1893-

The data's acceleration points are described in terms of

time (i.e., within 0.005 seconds). The acceleration

record has units of m/2, has a total number of 27,000

coordinates, and the most critical

data are the first 13,000, which are of the maximum

Fig 4.6 BHUJ Component Earthquake Ground

4.4 Nonlinear Modal Time History Load Cases

Modal fast nonlinear analysis is used to extract the

nonlinear time history modal loads for a structure. The

data points are transformed into the mass matrix

compounded with the structure's mass matrix to

generate loading. Trajectory details in a time history

load case can be taken from a nonlinear static load

case. The correct additional parameters are regarded,

such as damping matrix, algorithm collection, and

some time measures.

Fig4.7 Illustrates theLoad Cases Applied on the

Structure

Fig4.8 Illustrates the Gravity Load Case Applied

on the Structure

Fig4.9 Illustrates the Non-Linear Modal Time

History Load Case in X Direction Using

BHUJTime History Function.

Fig4.10 Illustrates the Non-Linear Modal Time

History Load Case in Y Direction Using


such as damping matrix, algorithm collection, and

Fig4.7 Illustrates theLoad Cases Applied on the

Fig4.8 Illustrates the Gravity Load Case Applied

Structure

Linear Modal Time

History Load Case in X Direction Using


Linear Modal Time

History Load Case in Y Direction Using




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Fig4.11 Illustrates Tuned Mass Damper

Parameters for R.C.C Structure

Fig4.12 Illustrates Tuned Mass Damper Directional

Properties for R.C.CStructure


Parameters for Composite Structure


Properties for Composite Structure

5.5 Comparison of Base shear X&Y due to NLTH

X & NLTH- Y without and with TMD

Fig 5.21 Base Shear(kN)XDue to NLTH_X Without

and With Tuned Mass Damper

Illustrates Tuned Mass Damper

Parameters for R.C.C Structure


Properties for R.C.CStructure


Parameters for Composite Structure

Damper Directional

Properties for Composite Structure

5.5 Comparison of Base shear X&Y due to NLTH-

Y without and with TMD

Fig 5.21 Base Shear(kN)XDue to NLTH_X Without


Fig 5.21 illustrates the base shear X in the X direction

where it can be seen that there was a reduction in the

base shear value of 1060kN without TMD in

Composite structure when compared to R.C.C. and

1552kN with TMD in Composite structure when

compared to R.C.C. structure. It can also be seen that

there was a reduction in the base shear value of 362kN

in the R.C.C. structure using TMD and 854kN in the

Composite structure using TMD.

Fig 5.22 Base Shear(kN)YDue to NLTH_Y Without


Fig 5.22 illustrates the base shear Y in the Y direction





compared to R.C.C. structure. It can also be seen that



Composite structure using TMD.

5.6 Comparison of Displacement x & y due to

NLTH- X & NLTH- Y without a

Fig.5.23 Displacement(m) xDue to NLTH_X

Without and With Tune Mass Damper

Fig 5.23 illustrates the displacement X in the X

direction where it can be seen that there was an

increment in displacement value of 26mm with and

without TMD in Composite structure when compared

to R.C.C. due to ductility. It can also be seen that there

was a reduction in displacement value of 3mm in

R.C.C. structure and Composite structure using TMD.

Fig 5.21 illustrates the base shear X in the X direction



compared to R.C.C. and


o R.C.C. structure. It can also be seen that



Fig 5.22 Base Shear(kN)YDue to NLTH_Y Without


Fig 5.22 illustrates the base shear Y in the Y direction





to R.C.C. structure. It can also be seen that



5.6 Comparison of Displacement x & y due to

Y without and with TMD

Fig.5.23 Displacement(m) xDue to NLTH_X

Without and With Tune Mass Damper

Fig 5.23 illustrates the displacement X in the X



Composite structure when compared






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Page No : 387

Fig 5.24 Displacement(m) due to NLTH_YWithout


Fig 5.24 illustrates the displacement Y in the Y



without TMD in Composite structure when compared




6. CONCLUSIONS

Based on Non-Linear Time History Analysis carried

out, the following lists of conclusions are drawn:

The composite building frame base shear was

reduced by 18% compared to the R.C.C building

frame without TMD and 28% with TMD.

The structure's combined building frame weight

was found to reduce by 45% compared to the R.C.C

building frame.

The composite building frame displacement was

found to increase by 35% compared to the R.C.C

building frame with and without TMD.

In the R.C.C building, frame displacement in X

direction due to NLTH_X at a joint was found to

reduce by4% by introducinga tuned mass damper at

the building's mid-story.

In the R.C.C building, frame displacement in the Y

direction due to NLTH_Y at a joint was found to

reduce by 4% by introducinga tuned mass damper at

the building's mid-story.

In the R.C.C building, frame base shear in X

direction due to NLTH_X was found to reduce by 7%

by introducinga tuned mass damper at the building's

mid-story.

In the R.C.C building, frame base shear in the Y

direction due to NLTH_Y was found to reduce by 7%

by introducinga tuned mass damper at the building's

mid-story.

In the Composite building, frame displacement in

the X direction due to NLTH_X at a joint was reduced

by 3% by introducinga tuned mass damper at the

building's mid-story.

In the Composite building, frame displacement in

the Y direction due to NLTH_Y at a joint was reduced

by 3% by introducinga tuned mass damper at the


In the Composite building frame base, shear in X

direction due to NLTH_X was found to reduce by 18%

by introducing tuned mass damper at the building's

mid-story.

In the Composite building frame base, shear in the

Y direction due to NLTH_Y was found to reduce by

18% by introducinga tuned mass damper at the


FUTURE WORK

As the various researchers are getting

attracted to the composite structures, the studies' scope

under the particular topic can be stretched to wide

horizons where the building plan can be more realistic

by considering different dimensions of beams/columns

with wall openings and slabs. Asymmetry of the

composite structure can be considered, finding out the

best suitable location for TMD placement.

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