This document summarizes a study on the earthquake response of base isolated reinforced concrete buildings. It describes the basic concept of base isolation, which aims to protect structures from seismic forces by isolating the building from ground movement using devices called isolators. It then discusses different types of isolators and presents the results of analyzing a 3D 8-story building model using different isolators, finding that base isolation substantially reduces base shear, displacements, and member forces compared to a fixed-base building.
Comparision of building for sesmic response by using base isolationeSAT Journals
Abstract
Throughout historic time Earthquakes are one of the natural hazards that occur due to sudden violent movement of earth’s
surface which causes damage to property, especially to man-made structures . Base isolation is one of the most powerful tools of
earthquake engineering pertaining to the passive structural vibration control technologies. The application of the base isolation
techniques to protect structures against damage from earthquake attacks has been considered as one of the most effective
approaches and has gained increasing acceptance during the last two decades. This paper present three dimensional nonlinear
time history analysis is performed on r/c building by the use of computer program SAP 2000 v12.0.0. The dynamic analysis of the
structure has been carried out and the performance of the building with and without isolator is studied. The main objective here is
to make seismic response control by providing Isolators and comparing between the fixed based and isolated base building.
Rubber bearing and Friction pendulum bearing are used
Keywords: Base Isolation; Seismic Response; Time History
Base isolation system consists of isolation units with or without isolation components, where: Isolation units are the basic elements of a base isolation system which are intended to provide the aforementioned decoupling effect to a building or non-building structure. Isolation components are the ...
base isolation systems
base isolation system in building
base isolation pdf
base isolation definition
base isolation foundation
base isolation cost
base isolation techniques
base isolation pads
interesting civil engineering topics
civil engineering topics for presentation
civil seminar topics ppt
civil engineering seminar topics 2018
seminar topics pdf
best seminar topics for civil engineering
seminar topics for mechanical engineers
latest civil engineering seminar topics
Report on Study on Base Isolation Techniques.Gaurav Mewara
Base Isolation technique is on of the advance technique used for construction of earthquake resisting sturcture.
All earthquake resisting structure are based on this technique.
This consit report on study of base isolation with its advantages disadvanges.
Earthquake Resistant Building - Base Isolation TechniqueRajat Nainwal
It gives a complete idea of concept, design and construction detail of Base Isolation Technique which is used for making the buildings earthquake resistant to a much greater extent.
Seismic base isolation in strengthening an existing retrofitted masonry reinf...eSAT Journals
Abstract Seismic base isolation is a fast advancing technology in which the superstructure is isolated from the entire structure or from the substructure by means of rubber bearing isolators or frictional sliding isolators. The main aim of the base isolation technology is to isolate the structure from the harmful effects of the ground accelerations or earthquake excitations. In this paper, the procedure for the selection of the three ground motions is briefly explained and they are used in analyzing a masonry – reinforced concrete office building for the Internal Revenue Service in the Huating County of the Pingliang City in China. The structure is first analyzed with the PKPM software to ascertain the structural internal forces are within reasonable limits but because this software cannot be used to advance analysis in the area of base isolation, Sap 2000 is used to remodel the structure, analyze, then apply the seismic base isolation. This office building has been strengthened to be fortified against ultimate bearing capacity failure as it is an existing structure. The lead rubber bearing isolators, LRB 400, LRB 500 and LRB 600 are used to isolate the building model and results from the structural response are compared, first amongst the time histories and then between the enveloped time histories and the response spectrum. The floor joint accelerations are observed to be reduced and the joint velocities as well, whereas the floor joint displacements are increased. The response spectrum alone is seen to not be an enough ground acceleration parameter in a seismic analysis and design of this model; as such it is recommended to include time history analysis. The maximum percentage decrease in acceleration and velocity can be seen occurring in the response spectrum, namely, 85.82% and 59.76%, respectively. The maximum percentage increase in the displacement is also evident in the response spectrum, 57.59%. In the time histories, the maximum is seen in Ec County Y-direction for the acceleration reduction at a value of 60.57%; Delta artif records a maximum velocity reduction of 28.42% in the Y-direction and finally, the Delta artif X-direction also records a maximum displacement increment, at a value of 26.36%.
Comparision of building for sesmic response by using base isolationeSAT Journals
Abstract
Throughout historic time Earthquakes are one of the natural hazards that occur due to sudden violent movement of earth’s
surface which causes damage to property, especially to man-made structures . Base isolation is one of the most powerful tools of
earthquake engineering pertaining to the passive structural vibration control technologies. The application of the base isolation
techniques to protect structures against damage from earthquake attacks has been considered as one of the most effective
approaches and has gained increasing acceptance during the last two decades. This paper present three dimensional nonlinear
time history analysis is performed on r/c building by the use of computer program SAP 2000 v12.0.0. The dynamic analysis of the
structure has been carried out and the performance of the building with and without isolator is studied. The main objective here is
to make seismic response control by providing Isolators and comparing between the fixed based and isolated base building.
Rubber bearing and Friction pendulum bearing are used
Keywords: Base Isolation; Seismic Response; Time History
Base isolation system consists of isolation units with or without isolation components, where: Isolation units are the basic elements of a base isolation system which are intended to provide the aforementioned decoupling effect to a building or non-building structure. Isolation components are the ...
base isolation systems
base isolation system in building
base isolation pdf
base isolation definition
base isolation foundation
base isolation cost
base isolation techniques
base isolation pads
interesting civil engineering topics
civil engineering topics for presentation
civil seminar topics ppt
civil engineering seminar topics 2018
seminar topics pdf
best seminar topics for civil engineering
seminar topics for mechanical engineers
latest civil engineering seminar topics
Report on Study on Base Isolation Techniques.Gaurav Mewara
Base Isolation technique is on of the advance technique used for construction of earthquake resisting sturcture.
All earthquake resisting structure are based on this technique.
This consit report on study of base isolation with its advantages disadvanges.
Earthquake Resistant Building - Base Isolation TechniqueRajat Nainwal
It gives a complete idea of concept, design and construction detail of Base Isolation Technique which is used for making the buildings earthquake resistant to a much greater extent.
Seismic base isolation in strengthening an existing retrofitted masonry reinf...eSAT Journals
Abstract Seismic base isolation is a fast advancing technology in which the superstructure is isolated from the entire structure or from the substructure by means of rubber bearing isolators or frictional sliding isolators. The main aim of the base isolation technology is to isolate the structure from the harmful effects of the ground accelerations or earthquake excitations. In this paper, the procedure for the selection of the three ground motions is briefly explained and they are used in analyzing a masonry – reinforced concrete office building for the Internal Revenue Service in the Huating County of the Pingliang City in China. The structure is first analyzed with the PKPM software to ascertain the structural internal forces are within reasonable limits but because this software cannot be used to advance analysis in the area of base isolation, Sap 2000 is used to remodel the structure, analyze, then apply the seismic base isolation. This office building has been strengthened to be fortified against ultimate bearing capacity failure as it is an existing structure. The lead rubber bearing isolators, LRB 400, LRB 500 and LRB 600 are used to isolate the building model and results from the structural response are compared, first amongst the time histories and then between the enveloped time histories and the response spectrum. The floor joint accelerations are observed to be reduced and the joint velocities as well, whereas the floor joint displacements are increased. The response spectrum alone is seen to not be an enough ground acceleration parameter in a seismic analysis and design of this model; as such it is recommended to include time history analysis. The maximum percentage decrease in acceleration and velocity can be seen occurring in the response spectrum, namely, 85.82% and 59.76%, respectively. The maximum percentage increase in the displacement is also evident in the response spectrum, 57.59%. In the time histories, the maximum is seen in Ec County Y-direction for the acceleration reduction at a value of 60.57%; Delta artif records a maximum velocity reduction of 28.42% in the Y-direction and finally, the Delta artif X-direction also records a maximum displacement increment, at a value of 26.36%.
Base isolation is one of the most widely accepted seismic protection systems in earthquake prone areas. It mitigates the effect of an earthquake by essentially isolating the structure from potentially dangerous ground motions, especially in frequency range where building is mostly affected. This includes
Concept of Base Isolation
Principle of Base Isolation
Comparison of Fixed Base Structure and Isolated Base Structure
Types of Isolation Components
Base Isolation in Real Buildings
Applications of Base Isolation
Seismic performance of friction pendulum bearing by considering storey drift ...eSAT Publishing House
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology.
Retrofitting of Masonry Buildings by Base IsolationIDES Editor
Seismic response of masonry buildings retrofitted
using base isolation technique is investigated. The concept of
seismic isolation is applied here by separating the super
structure from the foundation at plinth level by a sliding
earthquake energy reducing friction layer in the form of green
marble/geosynthetic. The dynamic interface property of the
sliding couple has been investigated. In order to investigate
the effectiveness of base isolation the response of the sliding
system is obtained numerically by solving the governing
equations of motion under under synthetically generated IS:
1893, 2002, spectrum compatible accelerogram corresponding
to most severe seismic zone of India (PGA=0.36g) and compared
with the corresponding fixed base structure. It is observed that
50% reduction in maximum roof acceleration for the base
isolated structure in comparison to the maximum roof
acceleration of conventional structures limiting the
earthquake energy transmission to super structure during
strong earthquake, leading lesser damage of masonry
buildings in earthquake prone area and can be used as a low
cost base isolation for earthquake hazard mitigation
Comparison of Two Similar Buildings with and without Base IsolationIJARIIT
Reinforced concrete is a major construction material for civil infrastructure in current society.
Construction design has always preceded the development of structural design methodology. Dramatic collapse of
buildings has been observed after each disastrous earthquake, resulting in loss of life. To prevent such a loss Baseisolation
is used which enables a building to survive potentially devastating seismic impact by providing flexibility into
the connection between the building and the foundation. The mechanism of the base isolator increases the natural
period of the overall structure, and decreases its acceleration response to earthquake/seismic motion. A reinforced
concrete building with lead rubber bearing is used. The study analysis performed to check for the adequacy of the
base isolation against earthquake damage when compared to the conventional earthquake resistant design. A building
was analyzed using the equivalent lateral force method and response spectrum analysis as fixed base (FB) and as
isolated base (IB) with lead rubber bearing. The analysis represents a case study for reinforced concrete to show the
ultimate capacity of the selected bearing system, and to make a comparison for the difference between the isolated
base and the fixed base buildings. R esults show that the presence of the lead rubber bearing reduces significantly the
displacement, moment and shear generated for the same mode and hence the reinforcement required is also lesser
when compared to the traditional fixed based structure.
Base isolation is one of the most widely accepted seismic protection systems in earthquake prone areas. It mitigates the effect of an earthquake by essentially isolating the structure from potentially dangerous ground motions, especially in frequency range where building is mostly affected. This includes
Concept of Base Isolation
Principle of Base Isolation
Comparison of Fixed Base Structure and Isolated Base Structure
Types of Isolation Components
Base Isolation in Real Buildings
Applications of Base Isolation
Seismic performance of friction pendulum bearing by considering storey drift ...eSAT Publishing House
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology.
Retrofitting of Masonry Buildings by Base IsolationIDES Editor
Seismic response of masonry buildings retrofitted
using base isolation technique is investigated. The concept of
seismic isolation is applied here by separating the super
structure from the foundation at plinth level by a sliding
earthquake energy reducing friction layer in the form of green
marble/geosynthetic. The dynamic interface property of the
sliding couple has been investigated. In order to investigate
the effectiveness of base isolation the response of the sliding
system is obtained numerically by solving the governing
equations of motion under under synthetically generated IS:
1893, 2002, spectrum compatible accelerogram corresponding
to most severe seismic zone of India (PGA=0.36g) and compared
with the corresponding fixed base structure. It is observed that
50% reduction in maximum roof acceleration for the base
isolated structure in comparison to the maximum roof
acceleration of conventional structures limiting the
earthquake energy transmission to super structure during
strong earthquake, leading lesser damage of masonry
buildings in earthquake prone area and can be used as a low
cost base isolation for earthquake hazard mitigation
Comparison of Two Similar Buildings with and without Base IsolationIJARIIT
Reinforced concrete is a major construction material for civil infrastructure in current society.
Construction design has always preceded the development of structural design methodology. Dramatic collapse of
buildings has been observed after each disastrous earthquake, resulting in loss of life. To prevent such a loss Baseisolation
is used which enables a building to survive potentially devastating seismic impact by providing flexibility into
the connection between the building and the foundation. The mechanism of the base isolator increases the natural
period of the overall structure, and decreases its acceleration response to earthquake/seismic motion. A reinforced
concrete building with lead rubber bearing is used. The study analysis performed to check for the adequacy of the
base isolation against earthquake damage when compared to the conventional earthquake resistant design. A building
was analyzed using the equivalent lateral force method and response spectrum analysis as fixed base (FB) and as
isolated base (IB) with lead rubber bearing. The analysis represents a case study for reinforced concrete to show the
ultimate capacity of the selected bearing system, and to make a comparison for the difference between the isolated
base and the fixed base buildings. R esults show that the presence of the lead rubber bearing reduces significantly the
displacement, moment and shear generated for the same mode and hence the reinforcement required is also lesser
when compared to the traditional fixed based structure.
Study on laminated rubber bearing base isolators for seismic protection of st...eSAT Journals
Abstract
Base isolation or seismic base isolation is an effective means for protection of structures, its contents and its occupants during the event of an earthquake. The principle of base isolation is vibration isolation. It decouples the building from damaging action of the earthquake. The isolator partially reflects and partially absorbs input seismic energy before it gets transmitted to the superstructure. Laminated Rubber Bearing Isolators are placed between the superstructure and foundation, which reduces the horizontal stiffness of the system. It thereby increases the time period of the structure and decreases the spectral acceleration of the structure. The superstructure acts like a rigid body, thus inter storey drift is reduced. Such type of isolators are used in practice in India, yet a proper design procedure based on IS code is unavailable. The paper presents design procedure for LRB adopting the procedure of IS 1893:2002 (Part-1) for earthquake resistant design of buildings. Design charts have been developed and presented in this paper which gives isolator diameter and rubber thickness as design outputs. The design procedure requires different input parameters like fundamental period and damping of the fixed base structure, axial load on the column, seismic zone, type of soil and shore hardness of rubber. These design charts enable the designer to easily arrive at the isolator parameters to achieve seismic isolation. Using the charts, case study has been done using SAP2000. Building displacement and acceleration are compared for model with and without base isolator. Comparative study of linear and non-linear base isolators has also been carried out. Linear and non-linear time history analysis has been done using El Centro earthquake.
Keywords: base isolation, laminated rubber bearing, IS Code, seismic protection, design charts, time history analysis, SAP2000
Seismic analysis of high damping rubber bearings for base isolationeSAT Journals
Abstract
Base isolation is a mechanism that provides earthquake resistance to the new structure. The base isolation system decouples the building from the horizontal ground motion induced by earthquake, and offers very stiff vertical components to the base level of the superstructure in connection to substructure (foundation). It shifts the fundamental lateral period, dissipates the energy in damping, and reduces the amount of the lateral forces that transferred to the building, inter-story drift, and the floor acceleration.
The work deals with modelling and finite element analysis of a high damping rubber bearing in ANSYS 12.0. A displacement controlled transient analysis was done to analyse the behaviour of the isolator during earthquakes.
Keywords: Base isolation, High damping rubber, Transient analysis
Seismic performance of structure with fixed base, base isolated structure and...eSAT Journals
Abstract Earthquakes can create serious damage to structures. The structures already built are vulnerable to future earthquakes. The damage to structures causes deaths, injuries, economic loss, and loss of functions. Damage to the structure causes due to ground acceleration. This can be minimizing by increasing strength of the structure. Sometimes it is not possible to increase the strength of the structure indefinitely. So it should be tried to increase the capacity of structure using seismic improvement techniques. In this study, there are three different types of G+10 structures with fixed base, structure with viscous damper and structure with high damping rubber bearing are considered. These structures are modeled using finite element software SAP2000v16. These structures have same plan area and are assumed to be situated in seismic zone IV and having medium soil condition. The analysis of these structures is done by performance based pushover analysis method and response spectrum method. The pushover analysis method is used to find out the performance point and capacity of structure. High damping rubber bearing isolators (HDRB) and viscous damper (VD) are use for seismic improvement of RC structure. The procedure of analysis adopted for fixed base structure is same repeated for structure with viscous damper (VD) and base isolated (HDRB) structure. So it will help in comparative parametric study. The results of analysis are compared in terms of storey displacements, modal time period, storey acceleration, performance point, storey drift. The comparative study shows that storey displacement, storey acceleration, storey drift is reduced substantially for structure with high damping rubber bearing (base isolated structure). Key Words: Base isolated structure, Pushover analysis method, Response spectrum method, Viscous damper, High damping rubber bearing, SAP2000v16 etc.
STRUCTURAL DESIGN AND MANUFACTURING USING PENDULUM PRINCIPLE FOR BUCKET TYPE ...Pranita Thorat
Hand water pump with a pendulum is very simple solution for pumping water. The advantages of this invention compared to present hand pump solutions are less force to start the pump, elders and children can also operate it
2
without any fatigue, since maintaining the oscillation of the pendulum does not request any special training or dexterity. Pendulum pump can be used to supply water for human needs, fire extinguishing, irrigation and agriculture by disabled or handicapped persons as well as women in areas with less manpower, water supply and electricity, rural areas and undeveloped countries.
ELASTOMERIC BASE ISOLATION SYSTEM FOR SEISMIC MITIGATION OF LOW-RISE STRUCTURESIAEME Publication
Seismic base isolation is a passive way of achieving seismic response control by introducing isolators between foundation and super structure. Isolator performs three functions: horizontal flexibility, energy dissipation and rigidity against normal lateral loads. Lead Rubber bearing isolators
performs these functions efficiently. By reducing the horizontal stiffness of the system, it increases the time period of the structure and decreases the spectral acceleration of the structure. The superstructure acts like a rigid body, thus inter storey drift is reduced. Such type of isolators are used
in practice in India, yet a proper design procedure based on IS code is unavailable. The paper presents design procedure for LRB adopting the procedure of IS 1893:2002 (Part-1) for earthquake resistant design of buildings.
DESIGN OF BOX CULVERT AS PER IRC-112: 2011, INTERNSHIP PROJECT REPORT.
INCLUDES:
1) BASIC DETAILS
2) DESIGN OF 2 CELL BOX CULVERT
3) DESIGN OF WING WALLS (RETAINING WALLS) AS PER IRC
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Seismic analysis of low to medium rise building for base isolationeSAT Journals
Abstract
Seismic isolation is an alternative to conventional design methods for dealing with earthquake loadings in relatively high frequency
structures, especially in low to medium rise buildings. One of the goals of seismic isolation is to shift the fundamental frequency of the
structure away from the dominant frequencies of seismic excitations and fundamental frequency of the fixed base structure. This
innovative design approach aims mainly at the isolation of a structure from the supporting ground, usually in the horizontal directions
in order to reduce the transmission of the earthquake motion to the super structure.
In this paper seismic analysis performed for a low to medium rise fixed base building and it was observed that the fundamental time
period of the fixed system are typically in the resonance range of 0.1 sec. to 2.0 sec. This results in amplification of the ground
acceleration causing severe damage to structures and their contents. To avoid such a situation, the period must be lengthened, by
increasing the flexibility of the structure by introducing seismic base isolators between the foundation and super structures. A six
storey structure under both fixed base and seismically isolated boundary conditions is studied to demonstrate the effectiveness of
seismic isolation. The comparative result shows that maximum floor acceleration, inter-storey drifts and storey shear forces are
reduced substantially for seismically isolated structure.
Keywords: Seismic base isolation, Seismic resistant design, Lead rubber bearings, Response spectrum analysis, Time
period.
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
Seismic analysis of low to medium rise building for base isolation copyeSAT Journals
Abstract
Seismic isolation is an alternative to conventional design methods for dealing with earthquake loadings in relatively high frequency
structures, especially in low to medium rise buildings. One of the goals of seismic isolation is to shift the fundamental frequency of the
structure away from the dominant frequencies of seismic excitations and fundamental frequency of the fixed base structure. This
innovative design approach aims mainly at the isolation of a structure from the supporting ground, usually in the horizontal directions
in order to reduce the transmission of the earthquake motion to the super structure.
In this paper seismic analysis performed for a low to medium rise fixed base building and it was observed that the fundamental time
period of the fixed system are typically in the resonance range of 0.1 sec. to 2.0 sec. This results in amplification of the ground
acceleration causing severe damage to structures and their contents. To avoid such a situation, the period must be lengthened, by
increasing the flexibility of the structure by introducing seismic base isolators between the foundation and super structures. A six
storey structure under both fixed base and seismically isolated boundary conditions is studied to demonstrate the effectiveness of
seismic isolation. The comparative result shows that maximum floor acceleration, inter-storey drifts and storey shear forces are
reduced substantially for seismically isolated structure.
Keywords: Seismic base isolation, Seismic resistant design, Lead rubber bearings, Response spectrum analysis, Time
period.
Comparison of performance of lateral load resisting systems in multi storey f...eSAT Journals
Abstract This paper introduces the comparison between lateral load resisting systems in multi storey building. Multi storey building
composed of very special class of structure and therefore require special treatment. Hence to overcome the effects of seismic
forces, Flat slab system in which slab rests on drop or capital which is connected to column is induced with different load
resisting systems. The combined systems which is used to withstand seismic forces in this study are 1. Flat slab without lateral
load resisting system, 2. Flat slab with shear wall, 3. Flat slab with infill wall, 4. Flat slab with bracings, 5. Flat slab with shear
wall and bracings. ETABS software version is used to accomplish dynamic analysis and also building is investigated for nonlinear
static analysis in order to identify seismic demands. From the obtained results conclusions are drawn.
Keywords: Capital, Bracings, Dynamic, and Treatment etc…
Parametric study of response of an asymmetric building for various earthquake...eSAT Publishing House
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
Mechanical properties of hybrid fiber reinforced concrete for pavementseSAT Journals
Abstract
The effect of addition of mono fibers and hybrid fibers on the mechanical properties of concrete mixture is studied in the present
investigation. Steel fibers of 1% and polypropylene fibers 0.036% were added individually to the concrete mixture as mono fibers and
then they were added together to form a hybrid fiber reinforced concrete. Mechanical properties such as compressive, split tensile and
flexural strength were determined. The results show that hybrid fibers improve the compressive strength marginally as compared to
mono fibers. Whereas, hybridization improves split tensile strength and flexural strength noticeably.
Keywords:-Hybridization, mono fibers, steel fiber, polypropylene fiber, Improvement in mechanical properties.
Material management in construction – a case studyeSAT Journals
Abstract
The objective of the present study is to understand about all the problems occurring in the company because of improper application
of material management. In construction project operation, often there is a project cost variance in terms of the material, equipments,
manpower, subcontractor, overhead cost, and general condition. Material is the main component in construction projects. Therefore,
if the material management is not properly managed it will create a project cost variance. Project cost can be controlled by taking
corrective actions towards the cost variance. Therefore a methodology is used to diagnose and evaluate the procurement process
involved in material management and launch a continuous improvement was developed and applied. A thorough study was carried
out along with study of cases, surveys and interviews to professionals involved in this area. As a result, a methodology for diagnosis
and improvement was proposed and tested in selected projects. The results obtained show that the main problem of procurement is
related to schedule delays and lack of specified quality for the project. To prevent this situation it is often necessary to dedicate
important resources like money, personnel, time, etc. To monitor and control the process. A great potential for improvement was
detected if state of the art technologies such as, electronic mail, electronic data interchange (EDI), and analysis were applied to the
procurement process. These helped to eliminate the root causes for many types of problems that were detected.
Managing drought short term strategies in semi arid regions a case studyeSAT Journals
Abstract
Drought management needs multidisciplinary action. Interdisciplinary efforts among the experts in various fields of the droughts
prone areas are helpful to achieve tangible and permanent solution for this recurring problem. The Gulbarga district having the total
area around 16, 240 sq.km, and accounts 8.45 per cent of the Karnataka state area. The district has been situated with latitude 17º 19'
60" North and longitude of 76 º 49' 60" east. The district is situated entirely on the Deccan plateau positioned at a height of 300 to
750 m above MSL. Sub-tropical, semi-arid type is one among the drought prone districts of Karnataka State. The drought
management is very important for a district like Gulbarga. In this paper various short term strategies are discussed to mitigate the
drought condition in the district.
Keywords: Drought, South-West monsoon, Semi-Arid, Rainfall, Strategies etc.
Life cycle cost analysis of overlay for an urban road in bangaloreeSAT Journals
Abstract
Pavements are subjected to severe condition of stresses and weathering effects from the day they are constructed and opened to traffic
mainly due to its fatigue behavior and environmental effects. Therefore, pavement rehabilitation is one of the most important
components of entire road systems. This paper highlights the design of concrete pavement with added mono fibers like polypropylene,
steel and hybrid fibres for a widened portion of existing concrete pavement and various overlay alternatives for an existing
bituminous pavement in an urban road in Bangalore. Along with this, Life cycle cost analyses at these sections are done by Net
Present Value (NPV) method to identify the most feasible option. The results show that though the initial cost of construction of
concrete overlay is high, over a period of time it prove to be better than the bituminous overlay considering the whole life cycle cost.
The economic analysis also indicates that, out of the three fibre options, hybrid reinforced concrete would be economical without
compromising the performance of the pavement.
Keywords: - Fatigue, Life cycle cost analysis, Net Present Value method, Overlay, Rehabilitation
Laboratory studies of dense bituminous mixes ii with reclaimed asphalt materialseSAT Journals
Abstract
The issue of growing demand on our nation’s roadways over that past couple of decades, decreasing budgetary funds, and the need to
provide a safe, efficient, and cost effective roadway system has led to a dramatic increase in the need to rehabilitate our existing
pavements and the issue of building sustainable road infrastructure in India. With these emergency of the mentioned needs and this
are today’s burning issue and has become the purpose of the study.
In the present study, the samples of existing bituminous layer materials were collected from NH-48(Devahalli to Hassan) site.The
mixtures were designed by Marshall Method as per Asphalt institute (MS-II) at 20% and 30% Reclaimed Asphalt Pavement (RAP).
RAP material was blended with virgin aggregate such that all specimens tested for the, Dense Bituminous Macadam-II (DBM-II)
gradation as per Ministry of Roads, Transport, and Highways (MoRT&H) and cost analysis were carried out to know the economics.
Laboratory results and analysis showed the use of recycled materials showed significant variability in Marshall Stability, and the
variability increased with the increase in RAP content. The saving can be realized from utilization of recycled materials as per the
methodology, the reduction in the total cost is 19%, 30%, comparing with the virgin mixes.
Keywords: Reclaimed Asphalt Pavement, Marshall Stability, MS-II, Dense Bituminous Macadam-II
Laboratory investigation of expansive soil stabilized with natural inorganic ...eSAT Journals
Abstract
Soil stabilization has proven to be one of the oldest techniques to improve the soil properties. Literature review conducted revealed
that uses of natural inorganic stabilizers are found to be one of the best options for soil stabilization. In this regard an attempt has
been made to evaluate the influence of RBI-81 stabilizer on properties of black cotton soil through laboratory investigations. Black
cotton soil with varying percentages of RBI-81 viz., 0, 0.5, 1, 1.5, 2, and 2.5 percent were studied for moisture density relationships
and strength behaviour of soils. Also the effect of curing period was evaluated as literature review clearly emphasized the strength
gain of soils stabilized with RBI-81 over a period of time. The results obtained shows that the unconfined compressive strength of
specimens treated with RBI-81 increased approximately by 250% for a curing period of 28 days as compared to virgin soil. Further
the CBR value improved approximately by 400%. The studies indicated an increasing trend for soil strength behaviour with
increasing percentage of RBI-81 suggesting its potential applications in soil stabilization.
Influence of reinforcement on the behavior of hollow concrete block masonry p...eSAT Journals
Abstract
Reinforced masonry was developed to exploit the strength potential of masonry and to solve its lack of tensile strength. Experimental
and analytical studies have been carried out to investigate the effect of reinforcement on the behavior of hollow concrete block
masonry prisms under compression and to predict ultimate failure compressive strength. In the numerical program, three dimensional
non-linear finite elements (FE) model based on the micro-modeling approach is developed for both unreinforced and reinforced
masonry prisms using ANSYS (14.5). The proposed FE model uses multi-linear stress-strain relationships to model the non-linear
behavior of hollow concrete block, mortar, and grout. Willam-Warnke’s five parameter failure theory has been adopted to model the
failure of masonry materials. The comparison of the numerical and experimental results indicates that the FE models can successfully
capture the highly nonlinear behavior of the physical specimens and accurately predict their strength and failure mechanisms.
Keywords: Structural masonry, Hollow concrete block prism, grout, Compression failure, Finite element method,
Numerical modeling.
Influence of compaction energy on soil stabilized with chemical stabilizereSAT Journals
Abstract
Increase in traffic along with heavier magnitude of wheel loads cause rapid deterioration in pavements. There is a need to improve
density, strength of soil subgrade and other pavement layers. In this study an attempt is made to improve the properties of locally
available loamy soil using twin approaches viz., i) increasing the compaction of soil and ii) treating the soil with chemical stabilizer.
Laboratory studies are carried out on both untreated and treated soil samples compacted by different compaction efforts. Studies
show that increase in compaction effort results in increase in density of soil. However in soil treated with chemical stabilizer, rate of
increase in density is not significant. The soil treated with chemical stabilizer exhibits improvement in both strength and performance
properties.
Keywords: compaction, density, subgradestabilization, resilient modulus
Geographical information system (gis) for water resources managementeSAT Journals
Abstract
Water resources projects are inherited with overlapping and at times conflicting objectives. These projects are often of varied sizes
ranging from major projects with command areas of millions of hectares to very small projects implemented at the local level. Thus,
in all these projects there is seldom proper coordination which is essential for ensuring collective sustainability.
Integrated watershed development and management is the accepted answer but in turn requires a comprehensive framework that can
enable planning process involving all the stakeholders at different levels and scales is compulsory. Such a unified hydrological
framework is essential to evaluate the cause and effect of all the proposed actions within the drainage basins.
The present paper describes a hydrological framework developed in the form of a Hydrologic Information System (HIS) which is
intended to meet the specific information needs of the various line departments of a typical State connected with water related aspects.
The HIS consist of a hydrologic information database coupled with tools for collating primary and secondary data and tools for
analyzing and visualizing the data and information. The HIS also incorporates hydrological model base for indirect assessment of
various entities of water balance in space and time. The framework would be maintained and updated to reflect fully the most
accurate ground truth data and the infrastructure requirements for planning and management.
Keywords: Hydrological Information System (HIS); WebGIS; Data Model; Web Mapping Services
Forest type mapping of bidar forest division, karnataka using geoinformatics ...eSAT Journals
Abstract
The study demonstrate the potentiality of satellite remote sensing technique for the generation of baseline information on forest types
including tree plantation details in Bidar forest division, Karnataka covering an area of 5814.60Sq.Kms. The Total Area of Bidar
forest division is 5814Sq.Kms analysis of the satellite data in the study area reveals that about 84% of the total area is Covered by
crop land, 1.778% of the area is covered by dry deciduous forest, 1.38 % of mixed plantation, which is very threatening to the
environmental stability of the forest, future plantation site has been mapped. With the use of latest Geo-informatics technology proper
and exact condition of the trees can be observed and necessary precautions can be taken for future plantation works in an appropriate
manner
Keywords:-RS, GIS, GPS, Forest Type, Tree Plantation
Factors influencing compressive strength of geopolymer concreteeSAT Journals
Abstract
To study effects of several factors on the properties of fly ash based geopolymer concrete on the compressive strength and also the
cost comparison with the normal concrete. The test variables were molarities of sodium hydroxide(NaOH) 8M,14M and 16M, ratio of
NaOH to sodium silicate (Na2SiO3) 1, 1.5, 2 and 2.5, alkaline liquid to fly ash ratio 0.35 and 0.40 and replacement of water in
Na2SiO3 solution by 10%, 20% and 30% were used in the present study. The test results indicated that the highest compressive
strength 54 MPa was observed for 16M of NaOH, ratio of NaOH to Na2SiO3 2.5 and alkaline liquid to fly ash ratio of 0.35. Lowest
compressive strength of 27 MPa was observed for 8M of NaOH, ratio of NaOH to Na2SiO3 is 1 and alkaline liquid to fly ash ratio of
0.40. Alkaline liquid to fly ash ratio of 0.35, water replacement of 10% and 30% for 8 and 16 molarity of NaOH and has resulted in
compressive strength of 36 MPa and 20 MPa respectively. Superplasticiser dosage of 2 % by weight of fly ash has given higher
strength in all cases.
Keywords: compressive strength, alkaline liquid, fly ash
Experimental investigation on circular hollow steel columns in filled with li...eSAT Journals
Abstract
Composite Circular hollow Steel tubes with and without GFRP infill for three different grades of Light weight concrete are tested for
ultimate load capacity and axial shortening , under Cyclic loading. Steel tubes are compared for different lengths, cross sections and
thickness. Specimens were tested separately after adopting Taguchi’s L9 (Latin Squares) Orthogonal array in order to save the initial
experimental cost on number of specimens and experimental duration. Analysis was carried out using ANN (Artificial Neural
Network) technique with the assistance of Mini Tab- a statistical soft tool. Comparison for predicted, experimental & ANN output is
obtained from linear regression plots. From this research study, it can be concluded that *Cross sectional area of steel tube has most
significant effect on ultimate load carrying capacity, *as length of steel tube increased- load carrying capacity decreased & *ANN
modeling predicted acceptable results. Thus ANN tool can be utilized for predicting ultimate load carrying capacity for composite
columns.
Keywords: Light weight concrete, GFRP, Artificial Neural Network, Linear Regression, Back propagation, orthogonal
Array, Latin Squares
Experimental behavior of circular hsscfrc filled steel tubular columns under ...eSAT Journals
Abstract
This paper presents an outlook on experimental behavior and a comparison with predicted formula on the behaviour of circular
concentrically loaded self-consolidating fibre reinforced concrete filled steel tube columns (HSSCFRC). Forty-five specimens were
tested. The main parameters varied in the tests are: (1) percentage of fiber (2) tube diameter or width to wall thickness ratio (D/t
from 15 to 25) (3) L/d ratio from 2.97 to 7.04 the results from these predictions were compared with the experimental data. The
experimental results) were also validated in this study.
Keywords: Self-compacting concrete; Concrete-filled steel tube; axial load behavior; Ultimate capacity.
Evaluation of punching shear in flat slabseSAT Journals
Abstract
Flat-slab construction has been widely used in construction today because of many advantages that it offers. The basic philosophy in
the design of flat slab is to consider only gravity forces; this method ignores the effect of punching shear due to unbalanced moments
at the slab column junction which is critical. An attempt has been made to generate generalized design sheets which accounts both
punching shear due to gravity loads and unbalanced moments for cases (a) interior column; (b) edge column (bending perpendicular
to shorter edge); (c) edge column (bending parallel to shorter edge); (d) corner column. These design sheets are prepared as per
codal provisions of IS 456-2000. These design sheets will be helpful in calculating the shear reinforcement to be provided at the
critical section which is ignored in many design offices. Apart from its usefulness in evaluating punching shear and the necessary
shear reinforcement, the design sheets developed will enable the designer to fix the depth of flat slab during the initial phase of the
design.
Keywords: Flat slabs, punching shear, unbalanced moment.
Evaluation of performance of intake tower dam for recent earthquake in indiaeSAT Journals
Abstract
Intake towers are typically tall, hollow, reinforced concrete structures and form entrance to reservoir outlet works. A parametric
study on dynamic behavior of circular cylindrical towers can be carried out to study the effect of depth of submergence, wall thickness
and slenderness ratio, and also effect on tower considering dynamic analysis for time history function of different soil condition and
by Goyal and Chopra accounting interaction effects of added hydrodynamic mass of surrounding and inside water in intake tower of
dam
Key words: Hydrodynamic mass, Depth of submergence, Reservoir, Time history analysis,
Evaluation of operational efficiency of urban road network using travel time ...eSAT Journals
Abstract
Efficiency of the road network system is analyzed by travel time reliability measures. The study overlooks on an important measure of
travel time reliability and prioritizing Tiruchirappalli road network. Traffic volume and travel time were collected using license plate
matching method. Travel time measures were estimated from average travel time and 95th travel time. Effect of non-motorized vehicle
on efficiency of road system was evaluated. Relation between buffer time index and traffic volume was created. Travel time model has
been developed and travel time measure was validated. Then service quality of road sections in network were graded based on
travel time reliability measures.
Keywords: Buffer Time Index (BTI); Average Travel Time (ATT); Travel Time Reliability (TTR); Buffer Time (BT).
Estimation of surface runoff in nallur amanikere watershed using scs cn methodeSAT Journals
Abstract
The development of watershed aims at productive utilization of all the available natural resources in the entire area extending from
ridge line to stream outlet. The per capita availability of land for cultivation has been decreasing over the years. Therefore, water and
the related land resources must be developed, utilized and managed in an integrated and comprehensive manner. Remote sensing and
GIS techniques are being increasingly used for planning, management and development of natural resources. The study area, Nallur
Amanikere watershed geographically lies between 110 38’ and 110 52’ N latitude and 760 30’ and 760 50’ E longitude with an area of
415.68 Sq. km. The thematic layers such as land use/land cover and soil maps were derived from remotely sensed data and overlayed
through ArcGIS software to assign the curve number on polygon wise. The daily rainfall data of six rain gauge stations in and around
the watershed (2001-2011) was used to estimate the daily runoff from the watershed using Soil Conservation Service - Curve Number
(SCS-CN) method. The runoff estimated from the SCS-CN model was then used to know the variation of runoff potential with different
land use/land cover and with different soil conditions.
Keywords: Watershed, Nallur watershed, Surface runoff, Rainfall-Runoff, SCS-CN, Remote Sensing, GIS.
Estimation of morphometric parameters and runoff using rs & gis techniqueseSAT Journals
Abstract
Land and water are the two vital natural resources, the optimal management of these resources with minimum adverse environmental
impact are essential not only for sustainable development but also for human survival. Satellite remote sensing with geographic
information system has a pragmatic approach to map and generate spatial input layers of predicting response behavior and yield of
watershed. Hence, in the present study an attempt has been made to understand the hydrological process of the catchment at the
watershed level by drawing the inferences from moprhometric analysis and runoff. The study area chosen for the present study is
Yagachi catchment situated in Chickamaglur and Hassan district lies geographically at a longitude 75⁰52’08.77”E and
13⁰10’50.77”N latitude. It covers an area of 559.493 Sq.km. Morphometric analysis is carried out to estimate morphometric
parameters at Micro-watershed to understand the hydrological response of the catchment at the Micro-watershed level. Daily runoff
is estimated using USDA SCS curve number model for a period of 10 years from 2001 to 2010. The rainfall runoff relationship of the
study shows there is a positive correlation.
Keywords: morphometric analysis, runoff, remote sensing and GIS, SCS - method
-
Effect of variation of plastic hinge length on the results of non linear anal...eSAT Journals
Abstract The nonlinear Static procedure also well known as pushover analysis is method where in monotonically increasing loads are applied to the structure till the structure is unable to resist any further load. It is a popular tool for seismic performance evaluation of existing and new structures. In literature lot of research has been carried out on conventional pushover analysis and after knowing deficiency efforts have been made to improve it. But actual test results to verify the analytically obtained pushover results are rarely available. It has been found that some amount of variation is always expected to exist in seismic demand prediction of pushover analysis. Initial study is carried out by considering user defined hinge properties and default hinge length. Attempt is being made to assess the variation of pushover analysis results by considering user defined hinge properties and various hinge length formulations available in literature and results compared with experimentally obtained results based on test carried out on a G+2 storied RCC framed structure. For the present study two geometric models viz bare frame and rigid frame model is considered and it is found that the results of pushover analysis are very sensitive to geometric model and hinge length adopted. Keywords: Pushover analysis, Base shear, Displacement, hinge length, moment curvature analysis
Effect of use of recycled materials on indirect tensile strength of asphalt c...eSAT Journals
Abstract
Depletion of natural resources and aggregate quarries for the road construction is a serious problem to procure materials. Hence
recycling or reuse of material is beneficial. On emphasizing development in sustainable construction in the present era, recycling of
asphalt pavements is one of the effective and proven rehabilitation processes. For the laboratory investigations reclaimed asphalt
pavement (RAP) from NH-4 and crumb rubber modified binder (CRMB-55) was used. Foundry waste was used as a replacement to
conventional filler. Laboratory tests were conducted on asphalt concrete mixes with 30, 40, 50, and 60 percent replacement with RAP.
These test results were compared with conventional mixes and asphalt concrete mixes with complete binder extracted RAP
aggregates. Mix design was carried out by Marshall Method. The Marshall Tests indicated highest stability values for asphalt
concrete (AC) mixes with 60% RAP. The optimum binder content (OBC) decreased with increased in RAP in AC mixes. The Indirect
Tensile Strength (ITS) for AC mixes with RAP also was found to be higher when compared to conventional AC mixes at 300C.
Keywords: Reclaimed asphalt pavement, Foundry waste, Recycling, Marshall Stability, Indirect tensile strength.
Cosmetic shop management system project report.pdfKamal Acharya
Buying new cosmetic products is difficult. It can even be scary for those who have sensitive skin and are prone to skin trouble. The information needed to alleviate this problem is on the back of each product, but it's thought to interpret those ingredient lists unless you have a background in chemistry.
Instead of buying and hoping for the best, we can use data science to help us predict which products may be good fits for us. It includes various function programs to do the above mentioned tasks.
Data file handling has been effectively used in the program.
The automated cosmetic shop management system should deal with the automation of general workflow and administration process of the shop. The main processes of the system focus on customer's request where the system is able to search the most appropriate products and deliver it to the customers. It should help the employees to quickly identify the list of cosmetic product that have reached the minimum quantity and also keep a track of expired date for each cosmetic product. It should help the employees to find the rack number in which the product is placed.It is also Faster and more efficient way.
Democratizing Fuzzing at Scale by Abhishek Aryaabh.arya
Presented at NUS: Fuzzing and Software Security Summer School 2024
This keynote talks about the democratization of fuzzing at scale, highlighting the collaboration between open source communities, academia, and industry to advance the field of fuzzing. It delves into the history of fuzzing, the development of scalable fuzzing platforms, and the empowerment of community-driven research. The talk will further discuss recent advancements leveraging AI/ML and offer insights into the future evolution of the fuzzing landscape.
Vaccine management system project report documentation..pdfKamal Acharya
The Division of Vaccine and Immunization is facing increasing difficulty monitoring vaccines and other commodities distribution once they have been distributed from the national stores. With the introduction of new vaccines, more challenges have been anticipated with this additions posing serious threat to the already over strained vaccine supply chain system in Kenya.
Final project report on grocery store management system..pdfKamal Acharya
In today’s fast-changing business environment, it’s extremely important to be able to respond to client needs in the most effective and timely manner. If your customers wish to see your business online and have instant access to your products or services.
Online Grocery Store is an e-commerce website, which retails various grocery products. This project allows viewing various products available enables registered users to purchase desired products instantly using Paytm, UPI payment processor (Instant Pay) and also can place order by using Cash on Delivery (Pay Later) option. This project provides an easy access to Administrators and Managers to view orders placed using Pay Later and Instant Pay options.
In order to develop an e-commerce website, a number of Technologies must be studied and understood. These include multi-tiered architecture, server and client-side scripting techniques, implementation technologies, programming language (such as PHP, HTML, CSS, JavaScript) and MySQL relational databases. This is a project with the objective to develop a basic website where a consumer is provided with a shopping cart website and also to know about the technologies used to develop such a website.
This document will discuss each of the underlying technologies to create and implement an e- commerce website.
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Forklift Classes Overview by Intella PartsIntella Parts
Discover the different forklift classes and their specific applications. Learn how to choose the right forklift for your needs to ensure safety, efficiency, and compliance in your operations.
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Saudi Arabia stands as a titan in the global energy landscape, renowned for its abundant oil and gas resources. It's the largest exporter of petroleum and holds some of the world's most significant reserves. Let's delve into the top 10 oil and gas projects shaping Saudi Arabia's energy future in 2024.
Overview of the fundamental roles in Hydropower generation and the components involved in wider Electrical Engineering.
This paper presents the design and construction of hydroelectric dams from the hydrologist’s survey of the valley before construction, all aspects and involved disciplines, fluid dynamics, structural engineering, generation and mains frequency regulation to the very transmission of power through the network in the United Kingdom.
Author: Robbie Edward Sayers
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TECHNICAL TRAINING MANUAL GENERAL FAMILIARIZATION COURSEDuvanRamosGarzon1
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The Single Aisle is the most advanced family aircraft in service today, with fly-by-wire flight controls.
The A318, A319, A320 and A321 are twin-engine subsonic medium range aircraft.
The family offers a choice of engines
Water scarcity is the lack of fresh water resources to meet the standard water demand. There are two type of water scarcity. One is physical. The other is economic water scarcity.
Eatrhquake response of reinforced cocrete multi storey building with base isolation
1. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
_______________________________________________________________________________________
Volume: 04 Issue: 10 | Oct -2015, Available @ http://www.ijret.org 158
EATRHQUAKE RESPONSE OF REINFORCED COCRETE MULTI
STOREY BUILDING WITH BASE ISOLATION
Swathirani.K.S1
, Muralidhara.G.B2
, Santoshkumar.N.B3
1
Assistant Professor, Civil Engineering Department, East West Institute of Technology, Karnataka, India
2
Lecturer, Civil Engineering Department, University of Gondar, Ethiopia
3
Design Engineer, Sobha Developers, Karnataka, India
Abstract
A seismic base isolation is an earthquake resistant design method that is based on reducing the seismic demand and also the
ductility demand. The basic concept of base isolation system is to increase the natural time period of the fixed base building and
to protect the structure from the seismic effect. The main purpose of this work is to study the dynamic response of structure when
subjected to different isolators. For this purpose, a three dimensional response spectrum analysis and time history analysis is
performed using a commercial structural analysis software package called as SAP 2000 to study the influence of isolation
damping on building. The main objective is to make a comparison between the fixed base building and various isolation systems
such as friction pendulum isolator, lead rubber bearing (LRB) isolator and high damping rubber isolator, subjected to strong
earthquakes to achieve an optimal design of the base isolation system. SAP 2000, a popular large scale explicit finite element
analysis software used to stimulate the behavior of base isolated structure. In the present work, it was found that base isolation
substantially increases the time period of structure and hence correspondingly reduces the base shear. The top displacement for
fixed and isolated cases conspicuously shows the reduction in the case of isolated frame. The study shows that the bending
moment and shear force values are reduced for base isolated frame when compared to fixed base building. From design
consideration the steel requirement is reduced in base isolated structures when compared to fixed base building.
Key Words: Isolators, SAP2000
--------------------------------------------------------------------***----------------------------------------------------------------------
1. INTRODUCTION
The previous Earthquake data provides enough evidence for
behavior of different types of structures under different
seismic conditions and foundation aspects has become stuff
for Engineers and Scientists. This has given various types of
innovative techniques to save structures from seismic
effects. Among those, Base Isolation is one of the recent
technique. The main aim of base isolation is to provide
flexibility and dissipation of energy by incorporating the
isolated devices so called isolators, which is provided
between the foundation and the super structure. Thus, base
isolation essentially dissociates the building from the ground
during seismic excitation. The use of flexible layer by base
isolation systems at the base of the structure will allow
relative displacements between the foundation and the
superstructure. Addition of isolation layer elongates the
fundamental time period of the structure so as to move away
from the ascendant time periods of motion of ground, it
means that decreasing the acceleration induced in the
structure.
1.1 Basic Concept of Base Isolation
The basic concept of base isolation is to protect the structure
from the damage caused due to seismic forces by
establishing a support isolating the building from the ground
movement. In simple way, the structure is isolated from its
foundations. Due to seismic forces, there will be movement
in ground and this ground movement tends to damage the
structure. So, the concept is literal to isolate the structure
from the ground. So that we can control the movement of
building. By using the Base isolation systems, such as
sliding and rubber isolator bearing systems, reduces the
response of structure, but there will be increase in base
displacements in near-fault motions.
To limit the bearing displacement nonlinear passive dampers
are provided; however, this enhances the forces in the
superstructure. The base isolation concept is explained by an
example of building resting on frictionless roller. When the
ground moves, the rollers freely roll, but the superstructure
will not move. Because of this no force is transmitted to the
superstructure due to the movement of the ground; literally,
the superstructure does not experience the seismic forces.
Now, if the same structure is rested on adjustable pads
which is having resistance against lateral movements, then
some effect of the ground movement will be transferred to
the above building. If the adjustable pads are properly
chosen, the forces induced by the ground movement will be
a few times lesser than that experienced by the structure
built directly on ground, namely a fixed base building. The
adjustable pads are called base-isolators.
Therefore, the structures secured by means of these devices
are called base-isolated buildings. The important feature of
this technic is that it introduces flexibility in the structure.
As a result, a medium-rise masonry building or reinforced
concrete building becomes extremely flexible. These
isolators are also designed to absorb energy by that damping
is added to the system. This helps in further decrease the
2. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
_______________________________________________________________________________________
Volume: 04 Issue: 10 | Oct -2015, Available @ http://www.ijret.org 159
earthquake response of the building. Many commercial
brands of base isolators are widely available, and many of
them look like large rubber pads, although there are other
types that are based on sliding of one part of the building
relative to the other. A peer study is required to select the
most suitable type of device for a specific building. Also,
base isolation is not acceptable for all buildings. Base
isolation are more acceptable for low to medium-rise
buildings rested on hard soil. But not for High-rise buildings
or buildings rested on soft soil.
1.2 Types Of Isolation Components (Isolators)
a) Lead-Rubber Bearings
A lead-rubber bearing is one of the type of elastomeric
bearing. The lead core provides rigidity under service loads
and energy dissipation under high lateral loads. The entire
bearing is encased in cover rubber to provide environmental
protection. When subjected to low lateral loads, the lead
rubber bearing is stiff both laterally and vertically. The
lateral stiffness results from the high elastic stiffness of the
lead plug and the vertical rigidity results from the steel-
rubber construction of the bearing
b) High-Damping Natural Rubber Bearings
The high damping rubber bearing is one of the type of
elastomeric bearings where the elastomer used (either
natural or synthetic rubber) provides a significant amount of
damping. This type of bearing consists of thin layers of high
damping rubber and steel plates built in alternative layers.
Here rubber reinforced with steel plates provides stable
support for structures. Using this type of system seismic
vibrations is converted to low speed motion. The outcome of
this system is after earthquake the building will regain its
original position.
c) Friction Pendulum System
Friction pendulum (FP) isolators is one of the special type
of sliding isolator, which executes the same principle of
simple pendulum. The isolator setup consists of a concave
sliding surface and an articulated slider that is coated with a
low friction composite material. When the concave spherical
bearings are placed at a particular support point, there will
be a sway in a structure same like a gentle pendulum motion
at the time of shaking of ground. This system is featured as
substantial under severe environmental conditions and
insensitivity to the frequency content of ground motion.
2. NUMERICAL EXAMPLE
2.1 Structural Models Considered
In this analytical study, three-dimensional RC building
considered, incorporated with different base isolation
devices under each column which have been investigated.
Building considered is as shown in Fig 1, is an actual eight-
storey RC building of 21 m ×26.4 m in plan (x and y axes)
dimensions and 29.7m in height (z axis). This building is
connected with a total number of 50 base isolation devices
under each column. For the analysis, structural analysis
software SAP version 14.2.0 is used. By using this software,
each floor slab is modeled as a rigid diaphragm, so that each
floor is represented by three degrees of freedom: two lateral
degrees of freedom in the x and y directions and a rotational
degree of freedom about the vertical axis. These degrees of
freedoms are located at the center of the floor mass, which is
the same at every floor. Here the structural models used are
having symmetric floor plans. The analysis is carried out
using response spectrum and time history analysis.
According to variations in the design parametric
characteristics the relative effectiveness of the isolation
systems is investigated.
2.2 Dimensions of 3d Frame
Isometric view & Top view of reinforced cement concrete,
C-shaped 8 storey frame is as shown in the Fig.1 & Fig.2
respectively.
Storey height= 3.4m is being modeled in SAP-2000.
Sizes of the structural members are as follows:
Beam size1: 230 mm x 350 mm.
Beam size2: 230 mm x 400 mm.
Column size1: 230 mm x 900 mm.
Column size2: 230 mm x 1000 mm.
Roof slab: 125 mm thick.
The beam & column sizes are kept same for both fixed and
isolated frame.
Isometric view & Top view of reinforced cement concrete,
C-shaped 8 storey frame are as shown in the figures.
Fig -1: Isometric view of C-shaped frame
Fig -2: Top view of the C-shaped frame
3. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
_______________________________________________________________________________________
Volume: 04 Issue: 10 | Oct -2015, Available @ http://www.ijret.org 160
The modelling of base isolators has been done in SAP using
Joint 2 link element type are,
Type I: Friction pendulum isolator frame with all isolators
of uniform stiffness.
Type II: Rubber Isolated frame with all isolators of
uniform stiffness.
Type III: Friction isolator frame with outer columns of one
stiffness and inner columns of another stiffness.
Type IV: High damping rubber Isolated frame with all
isolators of uniform stiffness.
The seismic isolators in the system are defined as NL link
components 0.5m in length placed between the fixed base
and the columns. The parameters selected to define the
utilized isolators in the SAP2000 program are as follows:
Table -1: Isolator properties
Type
I
Type
II
Type
III
Type
IV
K1
15000000 1500000 15000000,5000000 350.4
K2 15000 2500 15000,2000000 9.32
K3 15000 2500 15000, 2000000 9.32
KE2 750 800 750,150 0.83
KE3 750 800 750, 150 0.83
FY2 0.03 80 0.03,0.04 -
FY3 0.03 80 0.03,0.04 -
RK2 0.05 0.1 0.05,0.1 -
RK3 0.05 0.1 0.05,0.1 -
A2 40 - 40,900 -
A3 40 - 40,900 -
R2 2.23 2.23,0.0
R3 2.23 2.23,0.0
Where,
K1 spring stiffness along axis 1(Axial)
K2 Initial Spring stiffness along axis 2
K3 Initial Spring stiffness along axis 3
KE2 Spring Effective stiffness along axis 2
KE3 Spring Effective stiffness along axis 3
FY2 Yield Force along axis 2
FY3 Yield Force along axis 3
RK2 Post-Yield stiffness ratio along axis 2
RK3 Post-Yield stiffness ratio along axis 3
A2 Coefficient controlling friction axis 2
A3 Coefficient controlling friction axis 3
R2 Radius of Contact 2 direction
R3 Radius of Contact 3 direction
The joint local 1- 2-3 coordinate system is normally the
same as the global X- Y-Z coordinate system.
2.3 Seismic Loading:
For response spectrum analysis, the response spectrum
given in IS 1893-2002
Zone V, Z= 0.36
Importance factor I= 1.0
Response reduction factor R= 5.
Soil type: Type II (medium)
Time period T=
= =0.5833 sec.
Table -2: Total base shear values (KN)
StructuralModel
Response Spectrum Time History
Base
Top
(Abs.)
Top
(Rel.) Base
Top
(abs.)
Top
(rel.)
FBB
0 11.7423 11.7423 0 11.7423 11.7423
TYPEI
1.86587 1.86587 0 1.86587 1.86587 0
TYPEII
1.86587 1.86587 0 1.86587 1.86587 0
TYPEIII
3.51074 3.51074 0 3.51074 3.51074 0
TYPEIV
1.86586 1.86586 0 1.86586 1.86586 0
Damping in analysis for both fixed base & base isolated
structure is taken as 5 % as the default value in IS 1893-
2002 response spectrum. Linear isolator is being used so no
additional damping will be there due to the damping of
isolator.
3. RESULTS OF ANALYSIS CARRIED OUT:
General:
The four structural models under consideration are analyzed
in SAP 2000 (Ver. 14.2) for Response Spectrum (IS 1893-
2002) & Time History (EL-Centro, NS-Component 1940)
and analysis results are given in following tables (Table -2
to Table -20).
Table -3: Fundamental time period in sec.
Structural
Model
Response Spectrum Time History
X Y X Y
FBB 5978.962 6410.898 5978.962 6410.898
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TYPE I 1191.809 1405.681 560.344 672.842
TYPE II 886.001 1048.611 384.337 409.453
TYPE III 501.617 596.730 143.099 120.089
TYPE IV 731.684 866.277 265.665 269.142
The total base shear is given in Table -2, for both response
spectrum & Time History analysis.
Table -4 Base and top displacements (in mm):
Structural
Model
Response Spectrum Time History
FBB 0.29259 0.29267
TYPE I 2.76796 2.76918
TYPE II 2.68007 2.68007
TYPE III 3.30933 3.30933
TYPE IV 2.63119 2.63019
Compares the fundamental time periods which is obtained
from modal analysis, for the 4 cases under consideration.
Compares the base & top displacements, obtained from SAP
for both response spectrum & Time History analysis. For
each case the nodal displacement value which gives
maximum top relative and absolute displacement are
compared.
Table -5: Bending Moment in Columns (KN-m):
Column Bending Moment Values in Kn-m
COL
NO FBB
TYPE
I
TYPE
II
TYPE
III
TYPE
IV
C1 542.213 2.796 2.827 2.819 2.902
C2 578.173 2.829 2.837 2.85 2.855
C3 696.828 3.714 3.662 3.668 3.527
C4 490.705 2.998 2.979 3.013 2.935
C5 424.125 2.861 2.9 2.896 3.003
C6 541.717 2.697 2.782 2.705 2.892
C7 695.333 3.603 3.585 3.585 3.533
C8 706.416 3.81 3.767 3.78 3.65
C9 712.818 4.004 3.968 3.974 3.856
C10 714.492 3.759 3.713 3.71 3.59
The bending moment values for ground storey columns for
response spectrum analysis are given in above Table -5.
Chart -1: Bending Moment Values of Ground Storey
Column
The above chart shows the bending moment values for
ground storey columns. From the chart we can see that the
bending moment values for base isolated buildings is much
lesser than that of the fixed base building. The bending
moment values for base isolated buildings are almost having
same values.
Table -6: Column B.M Values (KN-m) w.r.t FBB:
Column Bending Moments (KN-m) Values w.r.t Fixed
Base Building
COL
NO TYPE I TYPE II TYPE III TYPE IV
C1 -539.417 -539.386 -539.394 -539.311
C2 -575.344 -575.336 -575.323 -575.318
C3 -693.114 -693.166 -693.16 -693.301
C4 -487.707 -487.726 -487.692 -487.77
C5 -421.264 -421.225 -421.229 -421.122
C6 -539.02 -538.935 -539.012 -538.825
C7 -691.73 -691.748 -691.748 -691.8
C8 -702.606 -702.649 -702.636 -702.766
C9 -708.814 -708.85 -708.844 -708.962
C10 -710.733 -710.779 -710.782 -710.902
- ve indicates that bending moment decreases.
+ ve indicates that bending moment Increases
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Table -7: Column shear Values (KN):
Column Shear Values In KN
COL
NO FBB TYPE I TYPE II TYPE III TYPE IV
C1 339.373 7.085 8.014 7.949 10.425
C2 361.659 6.992 7.943 7.866 10.376
C3 436.003 1.689 3.253 2.668 7.977
C4 312.612 5.164 5.8 5.64 7.704
C5 269.708 3.334 4.435 4.13 7.53
C6 338.7 4.967 7.281 4.564 9.978
C7 433.895 3.161 3.455 3.226 4.371
C8 441.803 1.684 3.274 2.687 8.013
C9 444.997 1.023 1.369 1.103 2.741
C10 448.054 2.173 2.459 2.238 3.812
Base shear values in columns for response spectrum analysis
are given in the above Table -7.
Chart -2: Column shear values of ground storey
Table -8: Column shear Values (KN):
Column Shear Values (KN) w.r.t Fixed Base Building
COL
NO TYPE I TYPE II TYPE III TYPE IV
C1 -332.288 -331.359 -331.424 -328.948
C2 -354.667 -353.716 -353.793 -351.283
C3 -434.314 -432.75 -433.335 -428.026
C4 -307.448 -306.812 -306.972 -304.908
C5 -266.374 -265.273 -265.578 -262.178
C6 -333.733 -331.419 -334.136 -328.722
C7 -430.734 -430.44 -430.669 -429.524
C8 -440.119 -438.529 -439.116 -433.79
C9 -443.974 -443.628 -443.894 -442.256
C10 -445.881 -445.595 -445.816 -444.242
Table -9: Rebar Percentage of Steel in Column
Rebar Percentage (%) Of Steel In Ground Storey Columns
COL
NO FBB TYPE I TYPE II TYPE III TYPE IV
C1 2.3 0.83 0.87 0.86 1.01
C2 2.5 0.88 0.89 0.91 0.91
C3 3.54 2.42 2.33 2.34 2.09
C4 2.87 1.2 1.17 1.23 1.08
C5 2.4 0.94 1.02 1.01 1.21
C6 2.27 0.8 0.81 0.8 0.99
C7 3.45 2.23 2.19 2.19 2.1
C8 3.65 2.59 2.51 2.54 2.31
C9 3.8 2.89 2.83 2.84 2.66
C10 3.65 2.5 2.42 2.42 2.2
Table -10: Rebar Percentage of Steel in Column
Rebar Percentage (%) Of Steel In Columns w.r.t FBB
COL NO TYPE I TYPE II TYPE III TYPE IV
C1 -1.47 -1.43 -1.44 -1.29
C2 -1.62 -1.61 -1.59 -1.59
C3 -1.12 -1.21 -1.2 -1.45
C4 -1.67 -1.7 -1.64 -1.79
C5 -1.46 -1.38 -1.39 -1.19
C6 -1.47 -1.46 -1.47 -1.28
C7 -1.22 -1.26 -1.26 -1.35
C8 -1.06 -1.14 -1.11 -1.34
C9 -0.91 -0.97 -0.96 -1.14
C10 -1.15 -1.23 -1.23 -1.45
The above Table -9 gives rebar percentage of steel in
column for ground storey columns w.r.t Fixed base building.
Chart -3: Rebar Percentage of Steel in Columns.
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The above Chart shows the rebar percentage of steel for
ground storey columns. From the Chart we can see that the
rebar percentage of steel for base isolated buildings is much
lesser than that of the fixed base building. The rebar
percentage of steel for TYPE I isolator is more, when
compared to other isolators.
Table -11: Column Steel in Kg
Column Longitudinal Steel In Kg
COL
NO FBB TYPE I TYPE II TYPE III TYPE IV
C1 99.77 30 31.44 31.08 36.51
C2 108.44 31.81 32.17 32.89 32.89
C3 153.56 87.48 84.22 84.58 75.55
C4 112.05 39.04 38.06 40.01 35.14
C5 93.70 30.58 33.17 32.86 39.37
C6 98.47 28.91 29.28 28.91 35.78
C7 149.65 80.61 79.16 79.16 75.91
C8 158.33 93.62 90.73 91.81 83.5
C9 164.83 104.47 102.3 102.66 96.15
C10 158.33 90.37 87.48 87.48 79.52
The column steel for ground storey columns are compared
for all 4 cases in the above Table -11
Chart -4: Column Steel Values
The above chart shows the steel values (Kg) for ground
storey columns. From the above chart, we can see that the
steel values for base isolated buildings is much lesser than
that of the fixed base building. The steel values for TYPE I
isolator is more, when compared to other isolators.
Table -12: Column Steel in Kg w.r.t FBB
Column Longitudinal Steel In Kg w.r.t FBB
COL
NO TYPE I TYPE II TYPE III TYPE IV
C1 -69.77 -68.33 -68.69 -63.26
C2 -76.63 -76.27 -75.55 -75.55
C3 -66.08 -69.34 -68.98 -78.01
C4 -73.01 -73.99 -72.04 -76.91
C5 -63.12 -60.53 -60.84 -54.33
C6 -69.56 -69.19 -69.56 -62.69
C7 -69.04 -70.49 -70.49 -73.74
C8 -64.71 -67.6 -66.52 -74.83
C9 -60.36 -62.53 -62.17 -68.68
C10 -67.96 -70.85 -70.85 -78.81
The column steel for ground storey columns w.r.t fixed base
building is given in Table -12
Table -13: Column Steel In Kg/m3
Column Longitudinal Steel In Kg /M3
COL
NO FBB TYPE I TYPE II TYPE III TYPE IV
C1 180.745 65.225 68.369 67.583 79.371
C2 196.462 69.155 69.941 71.512 71.512
C3 278.19 190.175 183.103 183.889 164.242
C4 225.542 94.302 91.948 96.656 84.887
C5 188.604 73.877 80.141 79.382 95.099
C6 178.388 62.868 63.654 62.868 77.799
C7 271.118 175.244 172.101 172.101 165.028
C8 286.835 203.535 197.248 199.606 181.531
C9 298.622 227.11 222.395 223.181 209.036
C10 286.835 196.462 190.175 190.175 172.887
The column steel for ground storey columns are compared
for all 4 cases in the above Table -13
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Table -14: Column Steel In Kg/m3
w.r.t FBB
Column Longitudinal Steel In Kg /M3
w.r.t fixed base building
COL
NO TYPE I TYPE II TYPE III TYPE IV
C1 -115.52 -112.376 -113.162 -101.374
C2 -127.307 -126.521 -124.95 -124.95
C3 -88.015 -95.087 -94.301 -113.948
C4 -131.24 -133.594 -128.886 -140.655
C5 -114.727 -108.463 -109.222 -93.505
C6 -115.52 -114.734 -115.52 -100.589
C7 -95.874 -99.017 -99.017 -106.09
C8 -83.3 -89.587 -87.229 -105.304
C9 -71.512 -76.227 -75.441 -89.586
C10 -90.373 -96.66 -96.66 -113.948
The above Table-14 gives the column steel for ground
storey columns w.r.t fixed base building.
Table -15: Beam Top Steel in Kg
Beam Top Steel In Kg
BEAM
NO FBB TYPE I TYPE II TYPE III TYPE IV
B1 18.103 10.226 11.209 10.288 14.468
B2 19.551 10.236 11.091 10.223 13.488
B3 15.128 7.969 7.969 7.968 8.179
B4 14.906 7.052 7.414 7.128 8.868
B5 17.026 8.908 8.969 8.938 9.081
B6 17.144 9.089 9.466 9.169 10.771
B7 17.764 10.159 9.386 9.486 12.068
B8 17.327 8.291 9.259 8.281 11.978
B9 14.85 7.061 7.423 7.142 8.786
B10 17.899 10.948 12.296 10.968 10.612
The beam top steel for ground storey beams are compared
for all 4 cases in the above Table -15
Chart -5: Beam Top Steel Values.
The chart shows the beam top steel. From the chart, we can
see that the beam top steel for base isolated building is
reduced when compared to fixed base building. The steel
values for TYPE IV isolator is more, when compared to
other isolators.
Table -16: Beam Top Steel in Kg
Beam Top Steel In Kg w.r.t fixed base building
BEAM NO. TYPE I TYPE II TYPE III TYPE IV
B1 -7.877 -6.894 -7.815 -3.635
B2 -9.315 -8.46 -9.328 -6.063
B3 -7.159 -7.159 -7.16 -6.949
B4 -7.854 -7.492 -7.778 -6.038
B5 -8.118 -8.057 -8.088 -7.945
B6 -8.055 -7.678 -7.975 -6.373
B7 -7.605 -8.378 -8.278 -5.696
B8 -9.036 -8.068 -9.046 -5.349
B9 -7.789 -7.427 -7.708 -6.064
B10 -6.951 -5.603 -6.931 -7.287
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Table -17: Beam top Steel in Kg/m3
Beam Top Steel In Kg/M3
BEAM
NO FBB
TYPE
I
TYPE
II
TYPE
III
TYPE
IV
B1 47.992 27.112 29.713 27.269 38.361
B2 51.831 27.139 29.402 27.092 35.784
B3 43.272 22.798 22.798 22.789 23.386
B4 52.903 24.982 26.321 25.312 31.483
B5 55.66 29.121 29.329 29.213 29.691
B6 56.046 29.712 30.958 29.956 35.182
B7 56.583 32.358 29.895 30.218 38.424
B8 49.563 23.723 26.481 23.668 34.267
B9 52.707 25.103 26.329 25.331 31.236
B10 47.452 29.024 32.596 29.074 28.139
Table -18: Beam top Steel In Kg/m3
w.r.t FBB
Beam Top Steel In Kg/M3
w.r.t FBB
BEAM
NO
TYPE
I
TYPE
II
TYPE
III
TYPE
IV
B1 -20.88 -18.279 -20.723 -9.631
B2 -24.692 -22.429 -24.739 -16.047
B3 -20.474 -20.474 -20.483 -19.886
B4 -27.921 -26.582 -27.591 -21.42
B5 -26.539 -26.331 -26.447 -25.969
B6 -26.334 -25.088 -26.09 -20.864
B7 -24.225 -26.688 -26.365 -18.159
B8 -25.84 -23.082 -25.895 -15.296
B9 -27.604 -26.378 -27.376 -21.471
B10 -18.428 -14.856 -18.378 -19.313
Table -19: Beam Bottom Steel in Kg
Beam Bottom Steel In Kg
BEAM
NO FBB
TYPE
I
TYPE
II
TYPE
III
TYPE
IV
B1 9.051 5.113 5.598 5.146 7.251
B2 9.775 5.118 5.545 5.112 6.736
B3 7.564 3.985 3.895 3.894 4.078
B4 7.453 3.526 3.698 3.568 4.425
B5 8.513 4.454 4.485 4.465 4.536
B6 8.572 4.544 4.726 4.586 5.378
B7 8.882 5.08 4.694 4.738 6.028
B8 8.664 4.145 4.627 4.137 5.978
B9 7.425 3.531 3.665 3.566 4.386
B10 8.95 5.474 6.091 5.487 5.421
The beam bottom steel for ground storey beams are taken
from SAP analysis results for each case are compared for all
4 cases in the above Table 19
Chart -6: Beam Bottom Steel Values
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The chart -6 shows the beam bottom steel. From the chart
we can see that the beam bottom steel for base isolated
building is reduced when compared to fixed base building.
The steel values for TYPE IV isolator is more, when
compared to other isolators.
Table -20: Beam Bottom Steel in Kg
Beam Bottom Steel In Kg w.r.t FBB
BEAM
NO TYPE I TYPE II TYPE III TYPE IV
B1 -3.938 -3.453 -3.905 -1.823
B2 -4.657 -4.23 -4.663 -3.039
B3 -3.579 -3.669 -3.67 -3.486
B4 -3.927 -3.755 -3.885 -3.028
B5 -4.059 -4.028 -4.048 -3.977
B6 -4.028 -3.846 -3.986 -3.194
B7 -3.802 -4.188 -4.144 -2.854
B8 -4.519 -4.037 -4.527 -2.686
B9 -3.894 -3.76 -3.859 -3.039
B10 -3.476 -2.859 -3.463 -3.529
Table -21: Beam Bottom Steel in Kg/m3
Beam Bottom Steel In Kg/m3
BEAM
NO FBB
TYPE
I
TYPE
II
TYPE
III
TYPE
IV
B1 23.996 13.555 14.861 13.642 19.183
B2 25.916 13.568 14.701 13.542 17.886
B3 21.636 11.398 11.397 11.396 11.687
B4 26.452 12.515 13.158 12.652 15.731
B5 27.831 14.561 14.668 14.611 14.843
B6 28.023 14.856 15.478 14.978 17.586
B7 28.291 16.179 14.013 15.112 19.212
B8 24.781 11.857 13.241 11.832 17.129
B9 26.353 12.537 13.169 12.671 15.613
B10 23.726 14.512 16.301 14.532 14.372
3. CONCLUSIONS
The highly functional structures like Bridges, power plants,
buildings can be protected from a technology called Base
isolation. The main purpose of this work is to study the
dynamic response of structure when subjected to different
isolators and cost of base isolated structure when subjected
to strong seismic forces in order to pursue an optimal design
of the system. For the analysis of different isolation systems,
three-dimensional RC building, with base isolation devices
under each column have been investigated.
According to the analytical study following conclusions
were drawn:
1. The Base isolation substantially increases the time period
of the building & hence correspondingly reduces the base
shear. As observed in Table -2 & Table -3 the time period is
being increased upto 9.4 times & base shear is reduced upto
1/5th
of that of fixed one.
2. By considering the bending moment values in Table -5 it
is clearly observed that for isolated cases the maximum
bending moment is reduced as that of fixed case. So
considering bending moment also, the high damping rubber
isolated frame is performing better as compared to the other
isolator stiffness.
3. The shear force values in Table -7 shows that the ground
storey columns are reduced for isolated frame when
compared fixed base building.
4. From the analytical results, it is observed that how
effective seismic isolation works by considering various
aspects such as: base shear, maximum bending moments, &
column shears, etc. Analysis results of the study suggest that
high damping rubber isolators are better option as compared
to other isolators.
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