This document summarizes a study on the effect of soil-structure interaction on the seismic response of a 30-story reinforced concrete frame building. The building was analyzed considering different subgrade modulus values representing various soil conditions, and for different seismic zones in India. It was found that accounting for soil-structure interaction, through modeling the soil as springs, resulted in significantly higher horizontal and vertical displacements compared to assuming fixed foundation supports. The maximum increase in horizontal displacement was 337% and in vertical displacement was 1420%, both for the lowest subgrade modulus of 12,000 kN/m^3 in seismic zone V. Therefore, the study concluded that soil-structure interaction effects must be considered, especially for softer soils in high
Soil structure interaction effect on dynamic behavior of 3 d building frames ...eSAT Journals
Abstract The soil flexibility effect is generally not considered in seismic design of building frames and the design is done based on results of dynamic analysis taking fixed base condition. Flexibility effect of soil causes lengthening of lateral natural period due to overall reduction in lateral stiffness of the structure. Such lengthening lateral natural period (T) may considerably vary the seismic response of building frames resting on raft foundation. Hence it is necessary to unite the flexibility of soil on which the foundation rests during analysis such study being termed as soil structure interaction (SSI). In the present study the dynamic behavior of building frames over raft footing under seismic forces uniting soil structure interaction is considered. The analysis is carried out using FEM software SAP2000 *Ver14. For the interaction analysis of space frame, foundation and soil are considered as parts of a single compatible unit and soil is idealized using the soil models for analysis. The soil system below a raft footing is replaced by providing a true soil model (continuum model). In continuum model, soil is considered as homogeneous, isotropic, elastic of half space for which dynamic shear modulus and Poisson’s ratio are the inputs. Influence of number of parameters such as number of storey’s, soil types and height ratio for seismic zone-V is considered in present study. Building responses are considered for bare frame with and without accounting for soil flexibility. The responses in terms of lateral natural period and seismic base shear, lateral displacement (story drift), with and without soil flexibility is compared to evaluate the contribution of soil flexibility on building frames. Keywords: soil structure interaction, natural period, base shear, max. lateral displacement and raft footing etc…
The Effect of Structure -Soil Interaction on Eccentrically Loaded FrameIJERD Editor
The interaction among structures, their foundations and the soil medium below the foundations alter
the actual behaviour of the structure considerably than what is obtained from the consideration of the structure
alone. Thus, a reasonably accurate model for the soil–foundation–structure interaction system with
computational validity, efficiency and accuracy is needed in improved design of important structures. The
framed structures are normally analyzed with their bases considered to be either completely rigid or hinged.
However, the foundation resting on deformable soils also undergoes deformation depending on the relative
rigidities of the foundation, superstructure and soil. Interactive analysis is, therefore, necessary for the accurate
assessment of the response of the superstructure.
VARIATION OF SEISMIC RESPONSE OF MID-RISE RC BUILDINGS DUE TO SOIL STRUCTURE ...IAEME Publication
The seismic design of RC buildings requires determining the expected base shear, lateral drift at each story level and internal forces of the structural elements. In the analysis, it is common for the structural engineers to consider a fixed base structure which means that the foundations and the underlying soil are assumed to be infinitely rigid. This assumption is not proper since the underlying soil in the near field often consists of soft soil layers that possess different properties and may behave nonlinearly leading to drastic variation of the seismic motion before hitting the structure foundation. In addition, the mutual interaction between the structure, its foundation and the underlying soil during the vibrations can substantially alter the structure response. This response variation depends on the structure characteristics, the soil properties and the nature of the seismic excitation. Consequently, an accurate assessment of inertial forces and displacements in structures requires a rational treatment of soil structure interaction (SSI) effects.
The process in which the response of the soil influences the motion of the structure and the motion of the structure influences the response of the soil is termed as soil-structure interaction (SSI)
Soil structure interaction effect on dynamic behavior of 3 d building frames ...eSAT Journals
Abstract The soil flexibility effect is generally not considered in seismic design of building frames and the design is done based on results of dynamic analysis taking fixed base condition. Flexibility effect of soil causes lengthening of lateral natural period due to overall reduction in lateral stiffness of the structure. Such lengthening lateral natural period (T) may considerably vary the seismic response of building frames resting on raft foundation. Hence it is necessary to unite the flexibility of soil on which the foundation rests during analysis such study being termed as soil structure interaction (SSI). In the present study the dynamic behavior of building frames over raft footing under seismic forces uniting soil structure interaction is considered. The analysis is carried out using FEM software SAP2000 *Ver14. For the interaction analysis of space frame, foundation and soil are considered as parts of a single compatible unit and soil is idealized using the soil models for analysis. The soil system below a raft footing is replaced by providing a true soil model (continuum model). In continuum model, soil is considered as homogeneous, isotropic, elastic of half space for which dynamic shear modulus and Poisson’s ratio are the inputs. Influence of number of parameters such as number of storey’s, soil types and height ratio for seismic zone-V is considered in present study. Building responses are considered for bare frame with and without accounting for soil flexibility. The responses in terms of lateral natural period and seismic base shear, lateral displacement (story drift), with and without soil flexibility is compared to evaluate the contribution of soil flexibility on building frames. Keywords: soil structure interaction, natural period, base shear, max. lateral displacement and raft footing etc…
The Effect of Structure -Soil Interaction on Eccentrically Loaded FrameIJERD Editor
The interaction among structures, their foundations and the soil medium below the foundations alter
the actual behaviour of the structure considerably than what is obtained from the consideration of the structure
alone. Thus, a reasonably accurate model for the soil–foundation–structure interaction system with
computational validity, efficiency and accuracy is needed in improved design of important structures. The
framed structures are normally analyzed with their bases considered to be either completely rigid or hinged.
However, the foundation resting on deformable soils also undergoes deformation depending on the relative
rigidities of the foundation, superstructure and soil. Interactive analysis is, therefore, necessary for the accurate
assessment of the response of the superstructure.
VARIATION OF SEISMIC RESPONSE OF MID-RISE RC BUILDINGS DUE TO SOIL STRUCTURE ...IAEME Publication
The seismic design of RC buildings requires determining the expected base shear, lateral drift at each story level and internal forces of the structural elements. In the analysis, it is common for the structural engineers to consider a fixed base structure which means that the foundations and the underlying soil are assumed to be infinitely rigid. This assumption is not proper since the underlying soil in the near field often consists of soft soil layers that possess different properties and may behave nonlinearly leading to drastic variation of the seismic motion before hitting the structure foundation. In addition, the mutual interaction between the structure, its foundation and the underlying soil during the vibrations can substantially alter the structure response. This response variation depends on the structure characteristics, the soil properties and the nature of the seismic excitation. Consequently, an accurate assessment of inertial forces and displacements in structures requires a rational treatment of soil structure interaction (SSI) effects.
The process in which the response of the soil influences the motion of the structure and the motion of the structure influences the response of the soil is termed as soil-structure interaction (SSI)
SOIL STRUCTURE INTERACTION STUDY ON PLANE BUILDING FRAME SUPPORTED ON PILE GR...IAEME Publication
Background/Objectives: The main objective of this work is to determine the soil interaction of a plane building frame underpinned by pile groups which are embedded in cohesive soil (clayey soil).Methods: The impact of Soil-Structure Interaction on response of a 4 storey framed Building underpinned by Pile group is reported in this paper. The four storey frame consists of three bays and columns of the frame supported by a pile group. The Pile group is presumed to be embedded in the Cohesive soil mass (clayey soil). The soil mass is represented by equivalent springs. The displacement of the building frame caused due to the deflection of the foundation with and without Soil Structure Interaction is analyzed using ANSYS. Findings: Soil non-linearity in lateral direction is indicated by the P-Y curve developed using Matlock equations. The soil properties which are used for clay (cohesive soil) are from the Triaxial Consolidated Undrained Compression Test on soil. Shear Force and Bending Moments at the base of the columns are determined for the frame which is analyzed with and without consideration of soil structure interaction.
Influence of stratified soil on seismic response of pile supported buildingIJARIIT
In the last few decades, it has been perceived that Soil Structure Interaction (SSI) changed the reaction attributes of
a structural system due to huge and firm nature of structure and frequently, soil softness. In the current study, to depict the
influence of soil structure interaction on the seismic response of a structure due to earthquake loading, a 5 storied (G+4)
simple square building supported on pile foundation resting on stratified soil was selected. The building sections were
modelled and analysed for different configurations (i.e., with and without slab and infill) using finite element method
SAP2000. The deformations under seismic loading in the structure and piles by incorporating the effect of soil-structure
interaction and fixed base condition were extracted, compared and discussed. Impact of variety of the parameters on different
soil conditions like variation in soil profile and number of soil layers, influence of slab and infill are considered for which the
buildings are modelled by alternate approaches, namely, (1) bare frame with fixed supports, (2) frames including slab and
infill with support accounting for soil-flexibility. The results indicate that the roof displacement varies significantly for
different soil layer combinations if included the soil structure interaction compared to that of fixed base analysis. Thus
considering the effect of SSI is essential. The horizontal displacement of the structure is maximum for a bare frame with slab
when compared to bare frame and infill frame. When infill wall is added to the structure, the horizontal displacement is
decreased due to the stiffness of the infill wall.
A review on: The influence of soil conditions on the seismic forces in RC bui...IJERA Editor
This study focuses on a review of the influence of soil conditions on the seismic forces in RC buildings. The aim of this study is to gain understanding the effect of the local site conditions on the seismic forces in building. The study helps in creating awareness about the importance of the local site conditions, such as proximity to the source of earthquakes (faults) and the local geological and topographical features in the earthquake resistant design of buildings. The current Indian code of practice for seismic analysis IS 1893:2002, specifies seismic zones to consider different levels of intensity of ground shaking, There are also maps of the principal tectonic features and lithological formations. This paper shows the soil condition effects studied by the various researchers.
Seismic Behaviour of Multi-Storied Building by Using Tuned Mass Damper and Ba...IJERA Editor
Earthquakes create vibrations on the ground that are translated into dynamic loads which cause the ground and anything attached to it to vibrate in a complex manner and cause damage to buildings and other structures. Civil engineering is continuously improving ways to cope with this inherent phenomenon. Conventional strategies of strengthening the system consume more materials and energy. Moreover, higher masses lead to higher seismic forces. Alternative strategies such as passive control systems are found to be effective in reducing the seismic and other dynamic effects on civil engineering structures. A Tuned mass damper (TMD) is a device consisting of a mass, and spring that is attached to a structure in order to reduce the dynamic response of the structure. Tuned Mass Damper (TMD) has been found to be most effective for controlling the structural responses for harmonic and wind excitations. Base isolation is nowadays widely considered as an effective strategy to protect structures subject to seismic excitations. The performance of linear base isolation system along with tuned mass damper to mitigate seismic response of structures is investigated.
Finite element analysis of frame with soil structure interactioneSAT Journals
Abstract
For the analysis of a building frame, the columns at the foundation level are considered as fixed. But in real condition it is not the case. While considering soil in the analysis of building frame 100% fixity may not be ensured. Because of the settlement and rotation of foundation, shear force and bending moment in superstructure get altered. This effect is called as “Soil Structure Interaction” Present work is to study behavior of bare frame & in-filled frame having soil beneath. In these cases three types of soils are considered, soft, medium stiff and hard. Also in-filled panel is of brick masonry only. Various cases frames are studied. The following are the cases:
1] Analysis of bare frame with soil.2] Analysis of In-filled frame with Soil.3] Analysis of Bare frame without Soil.4] Analysis of In-filled frame without Soil Frame with different combinations mentioned above (with/without infill panel, with/without soil) is analyzed by using ANSYS 14.5. These results are comprised with SSI and without SSI.
Keywords: Soil Structure Interaction, In-Filled Frame, Bare Frame.
DYNAMIC ANALYSIS OF SOIL STRUCTURE INTERACTION (SSI) USING ANFIS MODEL WITH O...IAEME Publication
One of the real difficulties for structural engineers is design and construction of
structures with satisfactory performance under dynamic loading conditions actuated
by strong wind or seismic tremors. SSI is a major problem in the construction process,
which may alter the dynamic characteristics of the structural response altogether. The
SSI system has two characteristic differences from the general structural dynamic
system which are the unbounded nature as well as the non-direct characteristics of the
soil medium. This study considering the SSI impacts in dynamic impacts of concrete
moment opposing building frames resisting on Soil Pile Structure (SPS) is additionally
anticipated. In SSI modeling, for diminishing the complexity and enhance the
prediction accuracy, Adaptive Neuro Fuzzy Inference System (ANFIS) model with
Opposition Based BAT Algorithm (OBAT) is proposed. It is demonstrated that the
proposed model can foresee the dynamic response of the soil-structure system with
great accuracy in much less time contrasted and the current strategies.
Effect of foundation flexibility on dynamic behaviour of asymmetric building ...eSAT Journals
Abstract In general the seismic design of building frame structures the designers will consider only the results of fixed base condition the effect of flexibility is ignored. In post-earthquake study the framed structure reveals that the interaction of soil and foundation plays an important role in damage of the building frame structures. In this regard a literature survey has been done on frame structures supported on various foundations such as isolated, combined, raft & pile foundations. To examine the literature revels the few investigations were done on asymmetric building frame structure is supported on isolated footing. So in this paper is an attempt to the study of dynamic behavior of asymmetric building frame structure is supported on isolated footings. The modeling and analysis is done by using “finite element method software” SAP2000 VERSION 14, by considering the different soil conditions, (soft, medium, hard) different soil parameters (passion’s ratio, young’s modulus, dynamic shear modulus) different height ratio’s, different span ratio’s & fixed base conditions. The response of the building frame structure is obtained in terms of fundamental natural period, lateral displacement and seismic base shear. Keywords: Soil structure interaction, Fundamental natural period, Base shear, Lateral displacement….
Effect of Soil Flexibility on Analysis and Design of BuildingIJERA Editor
Generally in the analysis and design of multi-story building frame it is assumed that the base is fixed but in actual the structure is ultimately supported on soil which is flexible in nature. This flexibility of soil may vary due to load-settlement characteristics of soil, variation in soil strata below the foundation level, seasonal variation of soil property etc. The flexible nature of soil causes differential settlement between foundations on application of loads which in turn redistribute the structural forces as well as design. The present paper attempts to acknowledge the effect of soil flexibility in analysis and design of structure. A G+7 4-bay by 4-bay RCC residential building frame supported on sandy soil and situated in seismic zone V as per IS: 1893(part 1)-2002 is analysed usingStaad pro software. Initially the building frame is modelled and analysed assuming fixed base and support reactions are determined for different load cases. The foundation sizes for different supports are calculated by using Staad foundation software. The fixed support is replaced by a spring of equivalent foundation stiffness to perform flexible base analysis. In flexible support analysis the maximum total settlement and differential settlement between footings is found to be 44.19 mm and 8.14 mm respectively which is neglected in conventional analysis. The variation in values of settlement is more critical in case of seismic loading. Soil flexibility causes significant variation in values of support moment compared to vertical support reaction. The flexibility of soil also affects the forces in beams and columns. The requirement of steel reinforcement is reduced by nearly 7% in flexible support system compared to fixed base. The study shows that the soil flexibility redistributed the structural forces and affects the analysis and design of structure. In present study analysis and design of structure assuming flexible base is found to be more accurate and economical.
SOIL STRUCTURE INTERACTION STUDY ON PLANE BUILDING FRAME SUPPORTED ON PILE GR...IAEME Publication
Background/Objectives: The main objective of this work is to determine the soil interaction of a plane building frame underpinned by pile groups which are embedded in cohesive soil (clayey soil).Methods: The impact of Soil-Structure Interaction on response of a 4 storey framed Building underpinned by Pile group is reported in this paper. The four storey frame consists of three bays and columns of the frame supported by a pile group. The Pile group is presumed to be embedded in the Cohesive soil mass (clayey soil). The soil mass is represented by equivalent springs. The displacement of the building frame caused due to the deflection of the foundation with and without Soil Structure Interaction is analyzed using ANSYS. Findings: Soil non-linearity in lateral direction is indicated by the P-Y curve developed using Matlock equations. The soil properties which are used for clay (cohesive soil) are from the Triaxial Consolidated Undrained Compression Test on soil. Shear Force and Bending Moments at the base of the columns are determined for the frame which is analyzed with and without consideration of soil structure interaction.
Influence of stratified soil on seismic response of pile supported buildingIJARIIT
In the last few decades, it has been perceived that Soil Structure Interaction (SSI) changed the reaction attributes of
a structural system due to huge and firm nature of structure and frequently, soil softness. In the current study, to depict the
influence of soil structure interaction on the seismic response of a structure due to earthquake loading, a 5 storied (G+4)
simple square building supported on pile foundation resting on stratified soil was selected. The building sections were
modelled and analysed for different configurations (i.e., with and without slab and infill) using finite element method
SAP2000. The deformations under seismic loading in the structure and piles by incorporating the effect of soil-structure
interaction and fixed base condition were extracted, compared and discussed. Impact of variety of the parameters on different
soil conditions like variation in soil profile and number of soil layers, influence of slab and infill are considered for which the
buildings are modelled by alternate approaches, namely, (1) bare frame with fixed supports, (2) frames including slab and
infill with support accounting for soil-flexibility. The results indicate that the roof displacement varies significantly for
different soil layer combinations if included the soil structure interaction compared to that of fixed base analysis. Thus
considering the effect of SSI is essential. The horizontal displacement of the structure is maximum for a bare frame with slab
when compared to bare frame and infill frame. When infill wall is added to the structure, the horizontal displacement is
decreased due to the stiffness of the infill wall.
A review on: The influence of soil conditions on the seismic forces in RC bui...IJERA Editor
This study focuses on a review of the influence of soil conditions on the seismic forces in RC buildings. The aim of this study is to gain understanding the effect of the local site conditions on the seismic forces in building. The study helps in creating awareness about the importance of the local site conditions, such as proximity to the source of earthquakes (faults) and the local geological and topographical features in the earthquake resistant design of buildings. The current Indian code of practice for seismic analysis IS 1893:2002, specifies seismic zones to consider different levels of intensity of ground shaking, There are also maps of the principal tectonic features and lithological formations. This paper shows the soil condition effects studied by the various researchers.
Seismic Behaviour of Multi-Storied Building by Using Tuned Mass Damper and Ba...IJERA Editor
Earthquakes create vibrations on the ground that are translated into dynamic loads which cause the ground and anything attached to it to vibrate in a complex manner and cause damage to buildings and other structures. Civil engineering is continuously improving ways to cope with this inherent phenomenon. Conventional strategies of strengthening the system consume more materials and energy. Moreover, higher masses lead to higher seismic forces. Alternative strategies such as passive control systems are found to be effective in reducing the seismic and other dynamic effects on civil engineering structures. A Tuned mass damper (TMD) is a device consisting of a mass, and spring that is attached to a structure in order to reduce the dynamic response of the structure. Tuned Mass Damper (TMD) has been found to be most effective for controlling the structural responses for harmonic and wind excitations. Base isolation is nowadays widely considered as an effective strategy to protect structures subject to seismic excitations. The performance of linear base isolation system along with tuned mass damper to mitigate seismic response of structures is investigated.
Finite element analysis of frame with soil structure interactioneSAT Journals
Abstract
For the analysis of a building frame, the columns at the foundation level are considered as fixed. But in real condition it is not the case. While considering soil in the analysis of building frame 100% fixity may not be ensured. Because of the settlement and rotation of foundation, shear force and bending moment in superstructure get altered. This effect is called as “Soil Structure Interaction” Present work is to study behavior of bare frame & in-filled frame having soil beneath. In these cases three types of soils are considered, soft, medium stiff and hard. Also in-filled panel is of brick masonry only. Various cases frames are studied. The following are the cases:
1] Analysis of bare frame with soil.2] Analysis of In-filled frame with Soil.3] Analysis of Bare frame without Soil.4] Analysis of In-filled frame without Soil Frame with different combinations mentioned above (with/without infill panel, with/without soil) is analyzed by using ANSYS 14.5. These results are comprised with SSI and without SSI.
Keywords: Soil Structure Interaction, In-Filled Frame, Bare Frame.
DYNAMIC ANALYSIS OF SOIL STRUCTURE INTERACTION (SSI) USING ANFIS MODEL WITH O...IAEME Publication
One of the real difficulties for structural engineers is design and construction of
structures with satisfactory performance under dynamic loading conditions actuated
by strong wind or seismic tremors. SSI is a major problem in the construction process,
which may alter the dynamic characteristics of the structural response altogether. The
SSI system has two characteristic differences from the general structural dynamic
system which are the unbounded nature as well as the non-direct characteristics of the
soil medium. This study considering the SSI impacts in dynamic impacts of concrete
moment opposing building frames resisting on Soil Pile Structure (SPS) is additionally
anticipated. In SSI modeling, for diminishing the complexity and enhance the
prediction accuracy, Adaptive Neuro Fuzzy Inference System (ANFIS) model with
Opposition Based BAT Algorithm (OBAT) is proposed. It is demonstrated that the
proposed model can foresee the dynamic response of the soil-structure system with
great accuracy in much less time contrasted and the current strategies.
Effect of foundation flexibility on dynamic behaviour of asymmetric building ...eSAT Journals
Abstract In general the seismic design of building frame structures the designers will consider only the results of fixed base condition the effect of flexibility is ignored. In post-earthquake study the framed structure reveals that the interaction of soil and foundation plays an important role in damage of the building frame structures. In this regard a literature survey has been done on frame structures supported on various foundations such as isolated, combined, raft & pile foundations. To examine the literature revels the few investigations were done on asymmetric building frame structure is supported on isolated footing. So in this paper is an attempt to the study of dynamic behavior of asymmetric building frame structure is supported on isolated footings. The modeling and analysis is done by using “finite element method software” SAP2000 VERSION 14, by considering the different soil conditions, (soft, medium, hard) different soil parameters (passion’s ratio, young’s modulus, dynamic shear modulus) different height ratio’s, different span ratio’s & fixed base conditions. The response of the building frame structure is obtained in terms of fundamental natural period, lateral displacement and seismic base shear. Keywords: Soil structure interaction, Fundamental natural period, Base shear, Lateral displacement….
Effect of Soil Flexibility on Analysis and Design of BuildingIJERA Editor
Generally in the analysis and design of multi-story building frame it is assumed that the base is fixed but in actual the structure is ultimately supported on soil which is flexible in nature. This flexibility of soil may vary due to load-settlement characteristics of soil, variation in soil strata below the foundation level, seasonal variation of soil property etc. The flexible nature of soil causes differential settlement between foundations on application of loads which in turn redistribute the structural forces as well as design. The present paper attempts to acknowledge the effect of soil flexibility in analysis and design of structure. A G+7 4-bay by 4-bay RCC residential building frame supported on sandy soil and situated in seismic zone V as per IS: 1893(part 1)-2002 is analysed usingStaad pro software. Initially the building frame is modelled and analysed assuming fixed base and support reactions are determined for different load cases. The foundation sizes for different supports are calculated by using Staad foundation software. The fixed support is replaced by a spring of equivalent foundation stiffness to perform flexible base analysis. In flexible support analysis the maximum total settlement and differential settlement between footings is found to be 44.19 mm and 8.14 mm respectively which is neglected in conventional analysis. The variation in values of settlement is more critical in case of seismic loading. Soil flexibility causes significant variation in values of support moment compared to vertical support reaction. The flexibility of soil also affects the forces in beams and columns. The requirement of steel reinforcement is reduced by nearly 7% in flexible support system compared to fixed base. The study shows that the soil flexibility redistributed the structural forces and affects the analysis and design of structure. In present study analysis and design of structure assuming flexible base is found to be more accurate and economical.
Dynamic Analysis of Multi-Storeyed Frame-Shear Wall Building Considering SSIIJERA Editor
The structural system of a high-rise building often has a more pronounced effect than a low rise building on the
total building cost and the architecture aspect of building. Shear walls are lateral load resisting structural
systems which provide stability to structures from lateral loads like wind and seismic Loads. The design of multi
storey building is to have good lateral load resisting System along with gravity load system for safety of
occupant and for better performance of structure even in most adverse condition. The main scope of this project
is to apply class room knowledge in the real world by designing a multi-storied residential building. Shear walls
are more efficient in resisting lateral loads in multi storied buildings. Steel and reinforced concrete shear walls
are kept in major positions of multi storied buildings which are made in consideration of seismic forces and
wind forces. To solve this purpose shear walls are a very powerful structural elements, if used judiciously can
reduce deflections and stresses to a very great extent. Our project contains a brief description of building with
shear wall and without shear wall thoroughly discussed structural analysis of a building to explain the
application of shear wall. The design analysis of the multi storied building in our project is done through
STAAD-PRO, most popular structural engineering software. It is featured with some ultimate power tool,
analysis and design facilities which make it more users friendly.
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
Determination of period of vibration of buildings with open stilt floor and s...eSAT Journals
Abstract To estimate the natural period of vibration, codes consign the empirical formula that solely relies on height of the structure. Present dissertation is carried out considering aspects such as building material, type of structure and structural dimensions. The foremost objective of the present systematic study has led to a simplified period-height equation for use in the seismic evaluation of reinforced concrete structures, taking due significance of the existence of stilt floors and shear walls. Current study also highlights the criteria that affects the period of vibration. The period of vibration which has been procured in this study represents the time period of first mode of vibration. This article comprises the seismic response of structures on different types of soil. The parameters considered for the given study are three different types of soil i.e., soft soil, medium soil and hard rock for high seismic zone and different building irregularities as per IS: 1893-2002 for 10, 15, 20 storey buildings. The analytical models for the modulus study are modeled through ETABS.V.9.2. Various parametric studies are carried out to determine the fundamental time period of the structures. These ameliorate formulas to determine the fundamental time period are developed using nonlinear regression analysis through ORIGIN pro software. The generalized equation finally obtained can be used in general form to calculate the time period of structures with open stilt floor and shear walls irrespective of soil types, seismic zone or building height. Keywords- Time period, open stilt floor, Shear walls, Irregularities in buildings, nonlinear regression
Effect of differential settlement on frame forces a parametric studyeSAT Journals
Abstract It has been well established that packed bed solar collectors perform better as compared to conventional collectors. Results of performance studies on packed bed solar collector are available in literature in which different operating conditions have been considered which make it difficult to compare their performance accurately. Considering this comparative study of performance of solar collector with different packing elements has been made in the present work. Experimental investigations on solar collector packed with iron chips, wire mesh, gravels and glass balls for the same set of operating parameter have been done on a single setup to study the effect of packing material and its geometry on the thermal efficiency of packed bed collector. It is observed that iron chips packed collector is identified as the best packing materials out of the materials selected for study leading to thermal efficiency of 76.21% for the mass flow rate of 0.035 kg/s and porosity of 0.945, which is 69.58% higher as compared to smooth collector. Thermal efficiency of wire mesh packed collector for similar operating conditions is found to be 74.26% which is 65.24% higher than smooth collector. In low porosity range gravel packed collector is found to perform better as compared to glass ball packing. Effect of mass flow rate on the effective efficiency has also been conducted for various packing elements used in the present study. Based on the experimental results, plots have been drawn for efficiency against temperature rise parameters for different packing elements which can be used by the designer for choosing the correct value of mass flow rate for the specific temperature rise application. Key Words: Solar Collector, Iron Chips, Wire Mesh, Gravels, Glass Balls, Packed Bed.
Review paper on seismic responses of multistored rcc building with mass irreg...eSAT Journals
Abstract
From past earthquakes it is proved that many of structure are totally or partially damaged due to earthquake. So, it is necessary to determine seismic responses of such buildings. There are different techniques of seismic analysis of structure. Time history analysis is one of the important techniques for structural seismic analysis generally the evaluated structural response is non-linear in nature. For such type of analysis, a representative earthquake time history is required. In this project work seismic analysis of RCC buildings with mass irregularity at different floor level are carried out. Here for analysis different time histories have been used. This paper highlights the effect of mass irregularity on different floor in RCC buildings with time history and analysis is done by using ETABS software.
Keywords: Seismic Analysis, Time History Analysis, Base Shear, Storey Shear, Story Displacement.
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.
Industrial Training at Shahjalal Fertilizer Company Limited (SFCL)MdTanvirMahtab2
This presentation is about the working procedure of Shahjalal Fertilizer Company Limited (SFCL). A Govt. owned Company of Bangladesh Chemical Industries Corporation under Ministry of Industries.
Explore the innovative world of trenchless pipe repair with our comprehensive guide, "The Benefits and Techniques of Trenchless Pipe Repair." This document delves into the modern methods of repairing underground pipes without the need for extensive excavation, highlighting the numerous advantages and the latest techniques used in the industry.
Learn about the cost savings, reduced environmental impact, and minimal disruption associated with trenchless technology. Discover detailed explanations of popular techniques such as pipe bursting, cured-in-place pipe (CIPP) lining, and directional drilling. Understand how these methods can be applied to various types of infrastructure, from residential plumbing to large-scale municipal systems.
Ideal for homeowners, contractors, engineers, and anyone interested in modern plumbing solutions, this guide provides valuable insights into why trenchless pipe repair is becoming the preferred choice for pipe rehabilitation. Stay informed about the latest advancements and best practices in the field.
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.
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Student information management system project report ii.pdfKamal Acharya
Our project explains about the student management. This project mainly explains the various actions related to student details. This project shows some ease in adding, editing and deleting the student details. It also provides a less time consuming process for viewing, adding, editing and deleting the marks of the students.
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.
Welcome to WIPAC Monthly the magazine brought to you by the LinkedIn Group Water Industry Process Automation & Control.
In this month's edition, along with this month's industry news to celebrate the 13 years since the group was created we have articles including
A case study of the used of Advanced Process Control at the Wastewater Treatment works at Lleida in Spain
A look back on an article on smart wastewater networks in order to see how the industry has measured up in the interim around the adoption of Digital Transformation in the Water Industry.
Immunizing Image Classifiers Against Localized Adversary Attacksgerogepatton
This paper addresses the vulnerability of deep learning models, particularly convolutional neural networks
(CNN)s, to adversarial attacks and presents a proactive training technique designed to counter them. We
introduce a novel volumization algorithm, which transforms 2D images into 3D volumetric representations.
When combined with 3D convolution and deep curriculum learning optimization (CLO), itsignificantly improves
the immunity of models against localized universal attacks by up to 40%. We evaluate our proposed approach
using contemporary CNN architectures and the modified Canadian Institute for Advanced Research (CIFAR-10
and CIFAR-100) and ImageNet Large Scale Visual Recognition Challenge (ILSVRC12) datasets, showcasing
accuracy improvements over previous techniques. The results indicate that the combination of the volumetric
input and curriculum learning holds significant promise for mitigating adversarial attacks without necessitating
adversary training.
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
Collaborators and co editors: Charlie Sims and Connor Healey.
(C) 2024 Robbie E. Sayers
Effect of soil structure interaction on high rise r.c regular frame structure with irregular bays subjected to seismic load
1. IJRET: International Journal of Research in Engineering and TechnologyeISSN: 2319-1163 | pISSN: 2321-7308
_______________________________________________________________________________________
Volume: 04 Issue: 10 | Oct-2015, Available @ http://www.ijret.org 122
EFFECT OF SOIL- STRUCTURE INTERACTION ON HIGH RISE R.C
REGULAR FRAME STRUCTURE WITH IRREGULAR BAYS
SUBJECTED TO SEISMIC LOAD
M.Pavan Kumar1
, G.T.Naidu2
, T.Ashok Kumar3
1
Asst.Professor, Civil Engineering Department, S.V.P.Engineering College, A.P, India
2
Assoc.Professor, Civil Engineering Department, S.V.P.Engineering College, A.P, India
3
M.E.Scholar, Civil Engineering Department, S.V.P.Engineering College, A.P, India
Abstract
Reinforced concrete building structure consist of horizontal member (beam & slab) and vertical members (columns &
walls), and supported by foundation. The structure is subjected to loads of self-weight, live load, wind load and
earthquake load etc. The structural strength of slab and the brick walls is not normally considered in the analysis of the
structure Generally the foundation support is assumed as either hinged or fixed support, while foundations transmit the
load to the soil medium which undergoes a settlement (vertical) depending on the loads from the structure and
characteristics of the soil medium, causing the additional forces in structure. However, this effect is normally neglected
in the structural analysis due to its complicated analysis. An attempt is made to analyze the structure considering the
foundation soil settlement as define like soil medium by spring. The structure is analyzed for various seismic zones of
India. (II, III, IV,&V), sub grade modulus of soil (Gs) from 12000kN/m3
to 60,000kN/m3
.The results of the above
analysis are used to study the effect of soil – structure interaction on horizontal displacement ‘ 𝛿x’ at each floor, and
vertical displacement ‘ 𝛿y’ at the supports of a building. From the study, it is observed that the maximum percentage of variation
in x- trans is 337 percentage with respect to fixed support condition at sub grade modulus of 12,000 kN /m2
/m at seismic zone V
and the maximum percentage of variation in y- trans is 1420 percentage with respect to fixed support at sub grade modulus
12,000 kN/m2
/m at seismic zone V. From pilot study, concluded that effect of soil – structure interaction has to consider especially
for lower sub grade modulus of soil at higher seismic intensities.
KeyWords: Soil structure interaction (SSI), R.C.frame, Seismic load, High rise buildings etc…
--------------------------------------------------------------------***----------------------------------------------------------------------
1. INTRODUCTION
During the last quarter of the 20th century, the importance
of dynamic soil-structure interaction for several
structures founded on soft soils was well recognized.
If not accounted for in analysis, the accuracy in
assessing structural safety in the face of earthquakes
cannot be accounted for adequately. For this reason, seismic
soil-structure interaction analysis has become a major topic
in earthquake engineering.
In Earthquake Engineering when the soil medium is
relatively soft, the dynamic interaction between the
superstructure, its foundation, and the soil medium
may become important. During the shaking of an
Earthquake, seismic waves are transmitted through
the soil from fault rupture to a structure of interest. The
wave motion of the soil excites the structure which in
turn modifies the input motion by its movement
relative to the ground. These interaction phenomena will be
called "soil foundation-super structure
interaction" or simply "soil structure interaction".
Depending upon the material properties of the soil medium,
the source of dynamic excitation and the particular
type of foundation considered, the response of the
structural system can be quite different from the case where
the supporting system is rigid. This interaction effect may
be especially significant in the frequency band near the
resonant frequencies of the super structure because the
soft foundation can provide the means for energy
absorption. Because of this, the interaction is generally
considered to be favorable in earthquake engineering
design.
Recent research results in the field of soil-structure
interaction indicate that SSI has an important effect on
the dynamic response of the structures when the soil is
soft. In general, there are three major influences:
1. It will change the dynamic characteristics of the soil-
structure system, such as modal frequencies and
vibrating shapes. In particular, the fundamental
frequency will have significant drops and the rigid body
motion of the structure will be produced or enhanced.
2. It will increase the modal damping as some
vibrating energy in the structure will be transferred to
the soil. This type of damping is called radiation damping.
3. It will influence free-field ground motion (Menglin and
Jingning, 1998).In a seismic soil-structure interaction
analysis, it is necessary to consider the infinite and layer
characteristics of soil strata, and the non-linear behaviors
2. IJRET: International Journal of Research in Engineering and TechnologyeISSN: 2319-1163 | pISSN: 2321-7308
_______________________________________________________________________________________
Volume: 04 Issue: 10 | Oct-2015, Available @ http://www.ijret.org 123
of soft soil. The objective of this study is to perform a
rigorous seismic non-linear soil-structure interaction
analysis in the time domain to satisfy the above
requirements while the results are compared with those of
fixed based structural analysis. In spite of advantages,
however, soil-structure interaction has also
contributed additional complications to the analysis:
The influence of non-vertically incident seismic
waves: Complicated coupling phenomena may occur for
non-vertically incident body wave for surface waves, since
those tend to cause rotation as well as translation. This rotation
component is automatically neglected while studying
translation if the base is assumed to rigid.
The overall dissipation of dynamic energy from the
super-structure is quite important for characterizing
its response. In the case when interaction is not
neglected, the semi-infinite soil medium acts as a sink
because the energy is dissipated by geometrical spreading of
waves.
The geometrical shape and the rigidity of the super-structure
and its foundation can be important. For example, tensional
vibration may be induced by horizontal excitation if the
superstructure is not symmetrical.
The influence of surrounding buildings may also be
significant. The vibration of the nearby foundations can be
thought of as additional wave sources. Therefore in densely
constructed metropolitan areas, motion of a particular
foundation may be amplified or attenuated by the existence
of neighboring structures. This effect may be more dominant
when the nearby structures are larger and heavier than the
one considered.A flexible support may allow larger relative
movements between the heavier structural frames, which
can cause higher localized stresses
1.1 Objective of present study:
The objective of this study is to analyze the three
dimensional high rise building under seismic load of a
structure. This structure is analyzed for different values
of sub grade modulus and for different seismic zones.
The sub grade modulus is assigned to all the footings in a
structure. The results of analysis (δx at each floor and δyat the
supports) for various values of sub grade modulus at
different seismic loads are considered to study.
1.2 Scope:
For the purpose of Comparison, building type, floor system,
floor area, bay size and column height are kept constant
throughout the study.
Ordinary moment resisting frames (OMRF) with response
reduction factor of 3.0 and importance factor 1 (general
building) is considered throughout the study.The study is
made for 30 storey structure with plan dimensions of 20 m
X 20 m, in all the seismic zones of India (Zones II to Zone
V)
2. REVIEW OF LITERATURE
CHANDRASEKARAN et al: The foundation differential
settlements influence the load transmitted from one
column to another, and hence the redistribution of
forces in the superstructure members. The magnitude of
the load redistribution is dependent on the stiffness of the
elements of the superstructure as well as the magnitude of
the differential settlement (Wood and Larnach,
1975). MIYAHARAet al said that the Foundation
settlements may introduce new conditions of load
distribution in the structure that cause distress and
cracking of its elements, and may even lead to stress
reversal. Soil settlement on the other hand, is a function
of the flexural rigidity of the superstructure. The
structural stiffness can have a significant influence on the
distribution of the column loads and moments
transmitted to the foundation of the structure, and load
redistribution may modify the pattern of or mitigate
settlements. Increased stiffness of the frame generally
reduces differential settlement and when the soil is soft
the interaction is beneficial (Goschy15
, 1978).
2.1 Modulus of subgrade reaction:
For analysis of beams and slabs resting on a soil medium,
engineers have been using a classical mathematical model
called the Winkler‟s model, where the behavior of the soil is
simplified by means of fictitious springs placed
continuously underneath the structure. The corresponding
springs constant “K” is called “the modulus of the sub grade
reaction of soil”. So far based on this concept, many
computer codes have been developed by engineers for the
analysis of the beams and slabs on an elastic foundation; the
user of the code has to determine the value of “K” to
represent the soil. There is no easy way to determine the
value of “K” because its value is not unique for a given type
of soil (as suggested in some text books of foundation
engineering). Usually the soil is stratified, having different
thickness, and the value of an equivalent “K” has to be at
least a function of the thickness of the soil layer, even when
its material properties remain same. The larger the
thickness, the lower is the “K” value. If the analysis is
performed for a uniformly distributed load on a slab, there is
no provision for differential settlement or bending moments
or for shear forces in the structures in disregard of reality.
Many researchers have proved this lack of uniqueness of
“K” in the past.
BOWLES have suggested that the value of “K” has to be
augmented on the edges of the slabs and have emphasized
the need for more research on this topic. In other words, the
value of “K” varies in the domain of the slab for different
material and geometric properties of the soil. To circumvent
this condition, a two-parameter model has been suggested
by Pasternak (1954) and later by Vlasov and Leontev
(1966). But to get consistent results, one has to perform
some iterative procedure (Vallabhan and Daloglu 1997,
1999; Vallabhan and Das 1988, 1989; Straughan 1990;
Turhan 1992).
These procedures are still not very popular among practical
engineers.
2.2 Coefficient of subgrade reaction:
The coefficient of sub grade reaction (modulus of
foundation, sub grade modulus) is defined as the ratio
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between the pressure against the foundation or mat and
settlement at a given point
k=q/s
Where k = coefficient of sub grade reaction,
q = pressure against the foundation or mat at a given
point,
s = settlement of the same point of foundation or mat
In other words, the coefficient of sub grade reaction is
the unit pressure required to produce a unit settlement. In
clay soils, settlements under the load takes place over a long
period and the settlement should be determined based on the
final settlement. On purely granular soils, settlement takes
place shortly after load application
.
Above equation is based on two simplifying assumptions:
1. The value k is independent of the magnitude of pressure.
2. The value of k has the same value for every point on the
surface of foundation of mat.
3. GEOMETRIC MODELING OF STRUCTURE
A three-dimensional multi storied structure is considered for
soil structure interaction. Fig. 3.1 shows the plan, consideredfor
theanalysis.Theplinthareaofthebuildingis20m x 20m, the total height
of the building is 92m, and the height of each storey is taken as 3 m.
The slab is 0.15m thick and the column dimensions are 0.75m x
0.30m.
Fig. 3.1 Plan of Thirty Storied Building
Details of a Building:-
1. P
lan area of the building 20m x 20m
Thickness of the slab 0.15m
Height of each floor 3.m
2. S
ize of the columns 0.75m x 0.3m
3. Size of the beams 0.45m x 0.3m
4. Type of soil Medium stiff clay
5. Intensity of live load 2kN/m2
6. Sub grade modulus (Gs) 12,000kN/m3
to 60,000kN/m2
The structural part of this problem is a
Multiple-bay high rise reinforced concrete structure
subjected to gravity plus lateral loading. The details of the
frame are shown in Fig. 3.1. For the analysis the column base
is connected to Footing as a Plate mat assuming a constant
area of 1.0 m2
, and 0.15m thick. This structure is analyzed for
different values of sub grade modulus ranging from
12,000kN/m3
to 60,000kN/m3
. The sub grade modulus is
calculated by relationGs=40*F*qa whereqa is bearing
capacity of the soil. This sub grade modulus is assigned to all
the footings in a structure. From the loads obtained from this
analysis the area of the footing is calculated by the relation
Area = Force/qa (where qa is bearing capacity of the soil).
The results of analysis (δx at each floor and δy at the
supports) for various values of sub grade modulus in
different seismiczones are considered to study the effect
of soil structure interaction.
3.1 Calculation of loads:
i. Dead Load: Dead load per unit area of the floor which
includes floor slab, beam, half the weight of columns
above and below the floor, partition walls, etc. thickness
of the member multiplied by density of the material used by
the member gives the dead load in kN/m2
.
ii. Live Load: Live load is taken as 2kN/m2
ịịị. Seismic Load: ( IS 1893-2002)
Z= zone factor: 0.1, 0.16, 0.24, and 0.36.
Vb=Ah w
Here V b=Base shear
Ah =Seismic coefficient
W=Seismic weight of building
Ah =ZI / 2R (Sa /g)
I= Impact factor
I= 1.0 for residential building
I =1.5 for public building
IS= 456 – 2000, OMRF 3
Where, OMRF – ordinary moment resisting frame
(Sa/g)- Spectrum acceleration coefficient
3.2 Modeling of foundation soil:
a. Sub grade Modulus (Gs):
The various sub grade modulus values considered for the
analysis are given by Josef E Bowles.
b. Safe Bearing Capacity of Soil Medium (q):
Soil bearing earth pressure theory assumes that upon
exceeding a certain stress condition, rupture surfaces are
formed in the soil mass. Thus, the stress causing the
formation of these rupture surfaces may be considered as the
ultimate bearing capacity of the soil. The safe bearing
capacity of the soil is determined according to the following
formula.
Gs=40*qa*(S.F) kN/m3
3.3 Parameters:
The effect of Soil-Structure Interaction under Dynamic
response of a multistoried building is analyzed for possible
alternate configurations by varying different parameters.
6
1
5
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1. Height of the Building (H):
Heights of a Building are considered for the
soil structure interaction.
H is the total height of a structure.
H= 92m
2. Sub grade Modulus of Soil (Gs ):
The structure is defined to rest on the soil having different
values of sub grade modulus 12000, 24000, 36000, 48000,
60000kN/m3
given by Joseph E Bowles in Foundation
Structure located in Different Seismic zones for analysis:
4. RESULTS & DISCUSSIONS
The middle frame of the building is considered as it is
critical compared to the other frames in XY plane. The
effect of soil structure interaction is studied by the
horizontal and vertical deflections (δx&δy) of the extreme
column nodes of middle frame of the building. The results
and analysis of the structure (horizontal & vertical
deflections i.e., δx&δy) are obtained.
A parametric study is conducted on the effect of soil
structure interaction under a seismic zone of a structure by
considering various parameters such as 30 storey structure,
building Gs assumed to be situated in different Seismic
zones (Z-II, Z-III, Z-IV & Z-V), variation of soil properties
i.e., from loose sand to medium dense sand (Gs=sub grade
modulus of foundation soil).
The superstructure load (dead load & live load) are taken as
vertical loads due to self-weight of the building and lateral
loads due to seismic zones. The parametric study conducted
in the present work is mainly based on various values of
foundation soil sub grade modulus ranges from
12,000kN/m3
to 60,000kN/m3
. The 30 storey building and
the seismic zones are Z-II,Z-III,Z-IV&Z-V are considered
according to IS 1893-2002.(part-I)
4.1 30-storey Building at Seismic Zone- II (X-
trans):
From Graphs (i.e, fig 4.1 & 4.2) the following results were
observed
1. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 12000 kN /m3
with respect
to fixed support is 269%.
2. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 24000 kN /m3
with respect to fixed
support is 255%.
3. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 36000 kN /m3
with respect to fixed
support is 252%.
4. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 48000 kN /m3
with respect to fixed
support is 251%.
5. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 60000 kN /m3
with respect to
fixed support is 250%.
And also observed that the percentage of displacement in „x‟
direction increases from 250% to 263%with decreasing of
sub-grade modulus from 60000kN/m3
to 12000 kN/m3
.
Fig – 4.1 30 Storey building at seismic zone II (X- trans)
Subgrade
modulus 12000 24000 36000 48000 60000
Max %
Variation 269 255 252 251 250
Min %
Variation 19 11 8 7 6
Fig – 4.2 Percentage of variance of δx with respect to
different sub grade modulus at seismic zone II (X- trans)
4.2 30- Storey Building at Seismic Zone- II (Y-
trans):
From Graphs (i.e, fig 4.3 & 4.4) the following results were
observed
1. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 12000 kN /m3
with respect to fixed
support is 1420%.
2. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 24000 kN /m3
with respect to fixed
support is 725%.
3. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 36000 kN /m3
with respect to fixed
support is 487%.
4. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 48000 kN /m3
with respect to fixed
support is 367%.
5. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 60000 kN /m3
with respect to fixed
support is 294%.
And also observed that the percentage of displacement in
„y‟ direction increases from 294% - 1420% with decrease of
0
50
100
150
200
325
355
385
415
445
475
𝛿x(mm)
Nodes
FIXED
12000
24000
36000
48000
60000
0
50
100
150
200
250
300
12000
24000
36000
48000
60000
Percentageofvariance
of𝛿xwithrespectto
fixed
Sub grade modulus
Max %
Variation
Min %
Variation
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Volume: 04 Issue: 10 | Oct-2015, Available @ http://www.ijret.org 126
sub-grade modulus from 60000kN/m3
to 12000 kN/m3
.
While comparing percentage of increase in x-displacement
with y- displacement, observed that the percentage of
increased x- displacement variation is lower than y-
displacement in Zone II for the 30 – storey building.
Fig – 4.3 30 Storey building at seismic zone II (Y- trans)
Subgrade
modulus 12000 24000 36000 48000 60000
Max %
Variation 1420 725 487 367 294
Min %
Variation 58 30 21 16 13
Fig – 4.4 Percentage of variance of δy with respect to
different sub grade modulus at seismic zone II (Y- trans)
4.3 30-Storey Building at Seismic Zone- III (X-
trans):
From Graphs (i.e, fig 4.5 &4.6) the following results were
observed
1. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 12000 kN /m3
with respect to fixed
support is 303%.
2. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 24000 kN /m3
with respect to fixed
support is280%.
3. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 36000 kN /m3
with respect to fixed
support is 271%.
4. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 48000 kN /m3
with respect to fixed
support is 268%.
5. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 60000 kN /m3
with respect to fixed
support is 265%.
And also observed that the percentage of displacement in „x‟
direction increases from 265% to 303% with decrease of
sub-grade modulus from 60000kN/m3
to 12000 kN/m3
.
Fig – 4.5 30 Storey building at seismic zone III X- trans
Subgrade
modulus 12000 24000 36000 48000 60000
Max %
Variation 303 280 271 268 265
Min %
Variation 28 16 12 10 9
Fig – 4.6 Percentage of variance of δx with respect to
different sub grade modulus at seismic zone III (X- trans)
4.4 30-Storey Building at Seismic Zone- III (Y-
trans):
From Graphs (i.e, fig 4.7 & 4.8) the following results were
observed
1. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 12000 kN /m3
with respect to fixed
support is 1420%.
2. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 24000 kN /m3
with respect to fixed
support is 725%.
0
20
40
60
80
100
120
140
325
345
365
385
405
425
445
465
𝛿y(mm)
Nodes
Fixed
12000
24000
36000
48000
60000
0
200
400
600
800
1000
1200
1400
1600
Percentageofvariance
of𝛿ywithrespectto
fixed
Subgrade modulus
Max %
Variation
Min %
Variation
0
50
100
150
200
250
300
325
345
365
385
405
425
445
465
δx(mm)
Nodes
FIXED
12000
24000
36000
48000
60000
0
50
100
150
200
250
300
350
Percentageofvariance
of𝛿xwithrespectto
fixed
Subgrade modulus
Max %
Variation
Min %
Variation
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Volume: 04 Issue: 10 | Oct-2015, Available @ http://www.ijret.org 127
3. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 36000 kN /m3
with respect to fixed
support is 487%.
4. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 48000 kN /m3
with respect to fixed
support is 367percentage
5. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 60000 kN /m3
with respect to fixed
support is 294%.
6. And also observed that the percentage of displacement in
„y‟ direction increase from 294% to1420% with decrease of
sub-grade modulus from 60000kN/m3
to 12000 kN/m3
While comparing percentage of increase in x-displacement
with y- displacement, observed that the percentage of
increased x- displacement variation is lower than the y-
displacement in Zone III for the 30 – storey building.
Fig – 4.7 30 Storey building at seismic zone III Y- trans
Subgrade
modulus 12000 24000 36000 48000 60000
Max %
Variation 1420 725 487 367 294
Min %
Variation 58 30 21 16 13
Fig – 4.8 Percentage of variance of δy with respect to
different sub grade modulus at seismic zone III (Y- trans)
4.5 30-Storey Building at Seismic Zone- IV (X-
trans):
From Graphs (i.e, fig 4.9 & 4.10) the following results were
observed
1. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 12000 kN /m3
with respect to fixed
support is 323%.
2. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 24000 kN /m3
with respect to fixed
support is293%.
3. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 36000 kN /m3
with respect to fixed
support is 283%.
4. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 48000 kN /m3
with respect to fixed
support is 277%.
5. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 60000 kN /m3
with respect to fixed
support is 273%.
And also observed that the percentage of displacement in „x‟
direction increases from 273% to 323% with decrease of
sub-grade modulus from 60000kN/m3
to 12000 kN/m3
.
Fig – 4.9 30 Storey building at seismic zone IV X- trans
Subgrade
modulus 12000 24000 36000 48000 60000
Max %
Variation 323 293 283 277 273
Min %
Variation 33 20 15 13 11
Fig – 4.10 Percentage of variance of δx with respect to
different sub grade modulus at seismic zone IV (X- trans)
4.6 30-Storey Building at Seismic Zone- IV (Y-
trans):
From Graphs (i.e, fig 4.11 & 4.12) the following results
0
50
100
150
325
345
365
385
405
425
445
465
𝛿y(mm)
Nodes
FIXED
12000
24000
36000
48000
60000
0
200
400
600
800
1000
1200
1400
1600
Percentageofvariance
of𝛿ywithrespectto
fixed
Subgrade modulus
Max %
Variation
Min %
Variation
0
100
200
300
400
325
345
365
385
405
425
445
465
𝛿x(mm)
Nodes
fixed
12000
24000
36000
48000
60000
0
50
100
150
200
250
300
350
Percentageof
varianceof𝛿xwith
respecttofixed
Subgrade modulus
Max %
Variation
Min %
Variation
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Volume: 04 Issue: 10 | Oct-2015, Available @ http://www.ijret.org 128
were observed
1. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 12000 kN /m3
with respect to fixed
support is 1420%.
2. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 24000 kN /m3
with respect to fixed
support is 725%.
3. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 36000 kN /m3
with respect to fixed
support is 487%.
4. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 48000 kN /m3
with respect to
fixed support is 367%.
5. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 60000 kN /m3
with respect to fixed
support is 294%.
And also observed that the percentage of displacement in „y‟
direction increases from 294% to 1420% with decrease of
sub-grade modulus from 60000kN/m3
to 12000 kN/m3
.
While comparing percentage of increase in x-displacement
with y- displacement, observed that the percentage of
increased x- displacement variation is lower the y-
displacement in Zone IV for the 30 – storey building.
Fig – 4.11 30 Storey building at seismic zone IV Y- trans
Subgrade
modulus 12000 24000 36000 48000 60000
Max %
Variation 1420 725 487 367 294
Min %
Variation 58 30 21 16 13
Fig – 4.12 Percentage of variance of δy with respect to
different sub grade modulus at seismic zone IV (Y- trans)
4.7 30- Storey Building at Seismic Zone- V (X-
trans):
From Graphs (i.e, fig 4.13 & 4.14) the following results
were observed
1. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 12000 kN /m3
with respect to fixed
support is 337%.
2. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 24000 kN /m3
with respect to fixed
support is 303%.
3. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 36000 kN /m3
with respect to fixed
support is 290%.
4. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 48000 kN /m3
with respect to fixed
support is 284%.
5. The percentage of increased displacement in „x‟ direction
for sub-grade modulus of 60000 kN /m3
with respect to fixed
support is 279%.
And also observed that the percentage of displacement in
„x‟ direction increases from 279% to 337% with decrease of
sub-grade modulus from 60000kN/m3
to 12000 kN/m3
.
Fig – 4.13 30 Storey building at seismic zone V X- trans
Sub grade
modulus 12000 24000 36000 48000 60000
Max %
Variation 337 303 290 284 279
Min %
Variation 37 22 17 14 12
Fig – 4.14 Percentage of variance of δx with respect to
different sub grade modulus at seismic zone V (X- trans)
0
50
100
150
325
345
365
385
405
425
445
465
𝛿y(mm)
Nodes
FIXED
12000
24000
36000
48000
60000
0
200
400
600
800
1000
1200
1400
1600
Percentageof
varianceof𝛿y
withrespecttofixed
Subgrade modulus
Max %
Variation
Min %
Variation
0
100
200
300
400
325
345
365
385
405
425
445
465
𝛿x(mm)
Nodes
fixed
12000
24000
36000
48000
60000
0
50
100
150
200
250
300
350
400
Percentageof
varianceof𝛿xwith
respecttofixed
Sub grade modulus
Max %
Variation
Min %
Variation
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4.8 30-Storey Building at Seismic Zone-V (Y-trans)
From Graphs (i.e, fig 4.15 & 4.16) the following results
were observed
1. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 12000 kN /m3
with respect to fixed
support is 1420%.
2. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 24000 kN /m3
with respect to fixed
support is 725%.
3. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 36000 kN /m3
with respect to fixed
support is 487%.
4. The percentage of increased displacement in „y‟ direction
for sub-grade modulus of 48000 kN /m3
with respect to fixed
support is 367%.
5. The percentage of increased displacement in „y‟ direction
for sub-grade modulus 60000 kN /m3
with respect to fixed
support is 294%.
And also observed that the percentage of displacement in „y‟
direction increases from 294% to 1420% with decrease of
sub-grade modulus from 60000kN/m3
to 12000 kN/m3
While comparing percentage of increase in x-displacement
with y- displacement, observed that the percentage of
increased x- displacement variation is lower the y-
displacement in Zone V for the 30 – storey building.
Fig – 4.15 30 Storey building at seismic zone V Y- trans
Sub grade
modulus 12000 24000 36000 48000 60000
Max %
Variation 1420 725 487 367 294
Min %
Variation 58 30 21 16 13
Fig – 4.16 Percentage of variance of δy with respect to
different sub grade modulus at seismic zone V (Y- trans)
5 CONCLUSIONS:
The structure is analyzed by considering soil-structure
interaction subjected to seismic load by using STAAD Pro-
2007. It is acted upon by vertical loads due to self-weight of
the structure and lateral loads due to seismic load. It is
analyzed for different parameters such as soil sub grade
modulus ranging from 12,000kN/m3
to 60,000kN/m3
, 30
storey building and structure located at different seismic
zones. i.e Z-II,Z-III,Z-IV& Z-V. The variation of horizontal
displacement (𝛿x) and the vertical displacement (𝛿y) are
studied and following conclusions were drawn.
(1)From the study, observed that the percentage of
displacement in x & y direction are increased with
decreasing sub grade modulus at all seismic zones.
(2)While comparing percentage of increase in x-
displacement with y- displacement, observed that the
percentage of increased x- displacement variation is lower
than y- displacement in Zone II for the 30 – storey building.
(3)The maximum percentage of variation in x- trans is 337
percentage with respect to fixed support at sub grade
modulus 12,000 kN /m2
/m at seismic zone V.
(4)The minimum percentage of variation in x- trans is 250
percentage with respect to fixed support at sub grade
modulus 60,000 kN/m2
/m at seismic zone II
(5)The maximum percentage of variation in y- trans is 1420
percentage with respect to fixed support at sub grade
modulus 12,000 kN/m2
/m at seismic zone V.
(6)The minimum percentage of variation in x- trans is 294
percentage with respect to fixed support at sub grade
modulus 60,000 kN/m2
/m at seismic zone II.
(7)From the study, concluded that effect of soil – structure
interaction has to consider especially for lower sub grade
modulus of soil at higher seismic intensities.
REFERENCES:
[1] Bowles, J.E., 1988. Foundation Analysis and Design,
4th
Edition. McGraw-H II, San Franciso, California
[2] Celib q i ,M. and Okawa, I. (1998). Proc. UJNR
Workshop on Soil-Structure Interaction, USGS.
[3] Chamecki, S. (1956). “Structural Rigidity in
Calculating Settlement”, Journal of Soil Mechanics
and Foundation Division, ASCE, Vol.82, SM 1, pp.1-
19.
[4] Desari (1982),” Finite Element Process For
3Dimensional soil structure”.
[5] IS 875 Part-3 Indian Standard Code of Practice for
“Design of Wind Loads”.
[6] IS456-2000 Indian Standard Code of Practice for
“Plain and Reinforced Concrete”.
[7] King, G.J.W. and Chandrasekaran , V.S(1947).”An
Assessment of the Effects of Interaction Between a
Structure and its Foundation” ,Proceedings, Conference
on Settlement of Structures,Cambridge,Penteck Press,
London,pp.368-383.
[8] Lee, I.K. and Brown, P.T. (1972). “Structure-
Foundation Interaction Analysis”, Journal of
Structure.Division, ASCE, Vol.96No.ST11,pp.2413-
2431.
0
50
100
150
325
345
365
385
405
425
445
465
𝛿y(mm)
Nodes
FIXED
12000
24000
36000
48000
60000
0
500
1000
1500
Percentageof
varianceof𝛿ywith
respecttofixed
Sub grade
Max %
Variation
Min % Variation
9. IJRET: International Journal of Research in Engineering and TechnologyeISSN: 2319-1163 | pISSN: 2321-7308
_______________________________________________________________________________________
Volume: 04 Issue: 10 | Oct-2015, Available @ http://www.ijret.org 130
[9] Lee, I.K and Harrison, H.B.(1970). “Structure and
Foundation Interaction Theroy”, Journal of Structure
Division, ASCE,Vol.96 No.ST2,pp.177-197.
[10]10. Meyerhof, G.G (1953). “Some Recent Foundation
Research and its Application to Design” The Structural
Engineer,Vol.31,pp.151-167.
[11]G.V.RAMA RAO & M.PAVAN KUMAR (2012).
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