Seismic force evaluation,
Procedure in codes,
coda provisions,
IS-1893-1984 limitations,
base shear coefficient,
factors affecting base shear,
response reduction factor,
numerical for seismic force.
1) The document discusses calculating seismic loads on buildings according to Indian Standard IS 1893:2002. It provides steps to calculate the design horizontal seismic coefficient, seismic weight of the building, and design seismic lateral force.
2) Examples are given to demonstrate calculating seismic shear force for single storey buildings located in different seismic zones and for a four storey building in Bhuj accounting for soil conditions and distributing the design force to each floor.
3) Key parameters that influence seismic load calculation include zone factor, importance factor, response reduction factor, and spectral acceleration depending on soil type and location.
This document is the Indian Standard (Part 1) for earthquake resistant design of structures. It provides general provisions and criteria for assessing earthquake hazards and designing buildings to resist earthquakes. Some key points:
- It defines seismic zones across India based on past earthquake intensities and establishes design response spectra for each zone.
- It provides minimum design forces for normal structures and notes that special structures may require more rigorous site-specific analysis.
- This revision includes changes such as defining design spectra to 6 seconds, specifying the same spectra for all building materials, including temporary structures, and provisions for irregular buildings and masonry infill walls.
- It establishes terminology used in earthquake engineering and references other relevant Indian Standards for
This document discusses different types of structural response spectra used to analyze how structures respond to dynamic loads like earthquakes. It defines static load response, dynamic load response, and equations of motion. It explains D'Alembert's principle of dynamic equilibrium and how response depends on natural frequency and damping ratio. It then describes response time histories obtained from accelerographs and how response spectra are developed based on maximum deformation of single-degree-of-freedom systems subjected to ground motions. Finally, it defines pseudo-velocity, pseudo-acceleration response spectra and how each spectrum provides a meaningful physical quantity - deformation, strain energy, or equivalent static force.
REPORT ON G+4 RCC HOSTEL BUILDING ANALYSIS AND DESIGN USING STAAD PRO SOFTWARERakeshDas161
REPORT ON G+4 RCC HOSTEL BUILDING IN ( SEISMIC ZONE 5 ) ANALYSIS AND DESIGN USING STAAD PRO SOFTWARE
PREPARED BY RAKESH DAS AND HIS GROUP
DEPARTMENT OF CIVIL ENGINEERING
GIRIJANANDA CHOWDHURY INSTITUTE OF MANAGEMENT AND TECHNOLOGY GUWAHATI ASSAM
Module1 flexibility-2-problems- rajesh sirSHAMJITH KM
This document discusses the flexibility method for analyzing structures. It provides the definitions of flexibility and stiffness influence coefficients and describes how to develop flexibility matrices for truss, beam, and frame elements using the physical and energy approaches. It then shows how to assemble the total flexibility matrix of a structure and use it to analyze simple structures like plane trusses, continuous beams, and plane frames. The document includes an example problem of a two-member structure to illustrate the flexibility method steps, such as determining static indeterminacy, developing member and system flexibility matrices, evaluating joint displacements and member end actions.
Structural engineering involves relating physical forces to structural elements that resist them. Analysis determines forces in each element of a defined structure, while design configures elements to resist known forces. The process iterates between analysis and design until complete. Structures resist vertical and horizontal loads, and include large items like bridges as well as everyday items. Structural design requires data on the structure type, site conditions like soil properties, and loading conditions from dead and live loads, wind, and earthquakes as defined by codes. Design methods are selected based on local practices.
Analysis and Design of Commercial Building using ETABSIRJET Journal
This document summarizes the analysis and design of a G+3 commercial building using ETABS software. Soil testing was conducted on the site and the soil properties were determined. A 3D model of the building was created in ETABS with defined material properties and loads. Structural analysis was performed to determine member forces and deflections. The beams, columns, slab, and footing were then designed according to IS code provisions and reinforced detailing was generated. The results obtained from ETABS were verified through manual calculations. The software was found to save time in analysis and design compared to manual methods.
Analysis and comparison of High rise building with lateral load resisting sys...DP NITHIN
Emporis standards define a high rise building as “A multi-storey structure between 35-100 meters tall”. When buildings become taller and taller, the effect of lateral load on the structure comes into existence. The lateral action on the structure is majorly induced by the wind and seismic force.
They needs a lateral load resisting system to maintain the structure stable when lateral loads are applied to them.
The different lateral load resisting systems in the high rise building are
Moment Resisting Frame(MRF), Shear wall system, Bracing system
1) The document discusses calculating seismic loads on buildings according to Indian Standard IS 1893:2002. It provides steps to calculate the design horizontal seismic coefficient, seismic weight of the building, and design seismic lateral force.
2) Examples are given to demonstrate calculating seismic shear force for single storey buildings located in different seismic zones and for a four storey building in Bhuj accounting for soil conditions and distributing the design force to each floor.
3) Key parameters that influence seismic load calculation include zone factor, importance factor, response reduction factor, and spectral acceleration depending on soil type and location.
This document is the Indian Standard (Part 1) for earthquake resistant design of structures. It provides general provisions and criteria for assessing earthquake hazards and designing buildings to resist earthquakes. Some key points:
- It defines seismic zones across India based on past earthquake intensities and establishes design response spectra for each zone.
- It provides minimum design forces for normal structures and notes that special structures may require more rigorous site-specific analysis.
- This revision includes changes such as defining design spectra to 6 seconds, specifying the same spectra for all building materials, including temporary structures, and provisions for irregular buildings and masonry infill walls.
- It establishes terminology used in earthquake engineering and references other relevant Indian Standards for
This document discusses different types of structural response spectra used to analyze how structures respond to dynamic loads like earthquakes. It defines static load response, dynamic load response, and equations of motion. It explains D'Alembert's principle of dynamic equilibrium and how response depends on natural frequency and damping ratio. It then describes response time histories obtained from accelerographs and how response spectra are developed based on maximum deformation of single-degree-of-freedom systems subjected to ground motions. Finally, it defines pseudo-velocity, pseudo-acceleration response spectra and how each spectrum provides a meaningful physical quantity - deformation, strain energy, or equivalent static force.
REPORT ON G+4 RCC HOSTEL BUILDING ANALYSIS AND DESIGN USING STAAD PRO SOFTWARERakeshDas161
REPORT ON G+4 RCC HOSTEL BUILDING IN ( SEISMIC ZONE 5 ) ANALYSIS AND DESIGN USING STAAD PRO SOFTWARE
PREPARED BY RAKESH DAS AND HIS GROUP
DEPARTMENT OF CIVIL ENGINEERING
GIRIJANANDA CHOWDHURY INSTITUTE OF MANAGEMENT AND TECHNOLOGY GUWAHATI ASSAM
Module1 flexibility-2-problems- rajesh sirSHAMJITH KM
This document discusses the flexibility method for analyzing structures. It provides the definitions of flexibility and stiffness influence coefficients and describes how to develop flexibility matrices for truss, beam, and frame elements using the physical and energy approaches. It then shows how to assemble the total flexibility matrix of a structure and use it to analyze simple structures like plane trusses, continuous beams, and plane frames. The document includes an example problem of a two-member structure to illustrate the flexibility method steps, such as determining static indeterminacy, developing member and system flexibility matrices, evaluating joint displacements and member end actions.
Structural engineering involves relating physical forces to structural elements that resist them. Analysis determines forces in each element of a defined structure, while design configures elements to resist known forces. The process iterates between analysis and design until complete. Structures resist vertical and horizontal loads, and include large items like bridges as well as everyday items. Structural design requires data on the structure type, site conditions like soil properties, and loading conditions from dead and live loads, wind, and earthquakes as defined by codes. Design methods are selected based on local practices.
Analysis and Design of Commercial Building using ETABSIRJET Journal
This document summarizes the analysis and design of a G+3 commercial building using ETABS software. Soil testing was conducted on the site and the soil properties were determined. A 3D model of the building was created in ETABS with defined material properties and loads. Structural analysis was performed to determine member forces and deflections. The beams, columns, slab, and footing were then designed according to IS code provisions and reinforced detailing was generated. The results obtained from ETABS were verified through manual calculations. The software was found to save time in analysis and design compared to manual methods.
Analysis and comparison of High rise building with lateral load resisting sys...DP NITHIN
Emporis standards define a high rise building as “A multi-storey structure between 35-100 meters tall”. When buildings become taller and taller, the effect of lateral load on the structure comes into existence. The lateral action on the structure is majorly induced by the wind and seismic force.
They needs a lateral load resisting system to maintain the structure stable when lateral loads are applied to them.
The different lateral load resisting systems in the high rise building are
Moment Resisting Frame(MRF), Shear wall system, Bracing system
This document discusses wind analysis and its importance in structural design. It notes that wind exerts load on buildings and can cause collapse. Various types of windstorms are described, including tornadoes, hurricanes, and cyclonic storms. Examples of structures impacted by wind loads are provided, such as bridges and buildings. The document emphasizes that wind pressure is a key force that can compromise structural stability, especially at the base of walls. It concludes that using wind load design in structures can help reduce building collapses over time.
Development and application of explicit methods in OpenSees for collapse simu...openseesdays
This document discusses the development and application of OpenSees, an open source software framework, for collapse simulation of large-scale structures. It describes challenges in simulating the seismic safety of super-tall buildings and the need for numerical simulation methods. It outlines improvements made to OpenSees over time, including a multi-layered shell element for modeling shear walls, GPU and HPC solvers to enable large-scale simulations, and explicit algorithms for collapse simulation. Examples of validating the multi-layered shell element and applying GPU solvers to simulate seismic damage of urban areas are also summarized.
Module1 flexibility-2-problems- rajesh sirSHAMJITH KM
This document discusses the flexibility method for analyzing structures. It provides the definitions of flexibility and stiffness influence coefficients and describes how to develop flexibility matrices for truss, beam, and frame elements using the physical and energy approaches. It then shows how to assemble the total flexibility matrix of a structure and use it to analyze simple structures like plane trusses, continuous beams, and plane frames. The document includes an example problem of a two-member structure to illustrate the flexibility method steps, such as determining static indeterminacy, developing member and system flexibility matrices, evaluating joint displacements and member end actions.
Progressive collapse of reinforced concrete structures using ETABSArun Arun
The document analytically studies the behavior of a G+10 reinforced concrete building subjected to progressive collapse using ETABS software. It involves modeling the building in ETABS, performing pushover analysis to identify critical columns, and analyzing the structure's response to the removal of different columns according to GSA guidelines. The results show increased axial loads in surrounding columns and the formation of plastic hinges after column removal. The study determines the critical columns in each seismic zone and provides preventive measures to avoid progressive collapse of the building.
Indian standard: IS808 DIMENSIONS FOR HOT ROLLED STEEL D&H Engineers
This document is the Indian Standard IS 808 from 1989 on dimensions for hot rolled steel beam, column, channel and angle sections. It provides the classification, designation, dimensions, mass, tolerances and sectional properties of different structural sections. The standard covers nominal dimensions and properties of beams, columns, channels and equal/unequal leg angles. It specifies dimensions for Indian Standard junior, light, medium and heavy sections for beams, columns and channels in tables.
Seismic Earth Pressure Variations in Retaining Walls with Cohesive Backfill M...Sia Zamiran, Ph.D., P.E.
Conducting numerical models to evaluate seismic earth pressure
Using finite difference method, FLAC software
Assuming soil cohesion for backfill
Assuming soil-wall adhesion
Considering different earthquake loading
Considering hysteretic behavior of soil
Calibrating of the model with centrifuge tests conducted by Agusti and Sitar, 2013
Effect of modeling of infill walls on performance of multi story rc buildingIAEME Publication
This document summarizes a study on the effect of modeling masonry infill walls in multi-story reinforced concrete buildings. Three models of an 8-story building were analyzed: a bare frame, a frame with infill excluding the ground floor to create a soft story, and a frame with full infill. Nonlinear static pushover analysis was performed on the models. The results showed that modeling full infill improved seismic performance by increasing base shear and stiffness, distributing plastic hinges elastically throughout the structure. The bare frame and soft-story structure had plastic hinges form in the life safety to collapse prevention range, indicating poorer performance, while the full infill structure remained elastic. Therefore, modeling infill walls more
Seismic design and construction of retaining wallAhmedEwis13
This document discusses seismic design considerations for retaining walls. It describes the common types of retaining walls, including gravity, cantilever, reinforced soil, and anchored bulkhead walls. Static lateral earth pressures are calculated using Rankine and Coulomb theories, with the Mononobe-Okabe method extending Coulomb theory to account for seismic inertial forces. Dynamic response of retaining walls is complex, with wall movement, pressures, and permanent displacements dependent on the response of the wall, backfill soil, and foundation soil to ground shaking.
This document discusses earthquake geotechnical engineering and its practices. It describes various earthquake hazards such as ground shaking, liquefaction, landslides, and retaining structure failure. It then discusses how earthquake damage depends on factors like magnitude, distance from epicenter, site properties, and structure properties. Specific failure modes are explored like soft first story collapse, foundation detachment, and bridge abutment failure. The document examines geomorphological changes caused by earthquakes and various techniques for ground improvement to mitigate liquefaction hazards.
DESIGN AND ANALAYSIS OF MULTI STOREY BUILDING USING STAAD PROAli Meer
This document discusses the design and analysis of a multi-storied residential building using STAAD Pro software. It includes details on the building specifications, applicable codes, loads on the structure, and the design of structural elements like slabs, beams, columns, and footings. The analysis involves assigning materials, loads, properties and performing RCC design in STAAD Pro to verify the safety and serviceability of the building according to codes. The results show the design is safe and meets code requirements. References include design codes and textbooks.
This document provides guidelines for the design and construction of bored precast concrete piles used for foundations. It outlines necessary site investigation information needed, equipment used, and design considerations. Bored precast piles involve boring holes and lowering precast concrete piles that are then grouted in place. Proper site data on soil conditions, groundwater levels, and structural loading is required. Equipment for boring, handling, and grouting the piles must be selected based on subsoil properties. Pile design should ensure loads are safely transmitted to the soil without failure or excessive settlement.
Comparision of Design Codes ACI 318-11, IS 456 2000 and Eurocode IIijtsrd
This document compares the design code specifications of ACI 318-11, IS 456:2000, and Eurocode II. It discusses some key differences between the codes, such as their stress-strain block parameters, L/D ratios, load combinations, elastic modulus of concrete, and design strength limits of concrete. The document aims to compare the broader design criteria and calculate the steel area required for structural members based on each code, in order to perform a comparative analysis. Some notable differences highlighted include Eurocode II having more stringent L/D ratios and load combinations compared to the other codes.
Seismic Analysis of G 10 Storey Building with Various Locations of Shear Wall...ijtsrd
Shear walls are specially designed structural members provided in the multi storey buildings to resist lateral forces. These walls have very high in plane strength and stiffness, which can resist large horizontal forces and can support gravity loads. There are lots of literatures available to design and analyse the shear wall. Ravi Kumar Vishwakarma | Vipin Kumar Tiwari "Seismic Analysis of G+10 Storey Building with Various Locations of Shear Walls using Etabs" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-5 | Issue-4 , June 2021, URL: https://www.ijtsrd.compapers/ijtsrd43646.pdf Paper URL: https://www.ijtsrd.comengineering/structural-engineering/43646/seismic-analysis-of-g10-storey-building-with-various-locations-of-shear-walls-using-etabs/ravi-kumar-vishwakarma
Efficient Mass Participation Ratio of Building with BasementIOSRJMCE
This study investigates the effect of basement floor(s) on seismic analysis of buildings. Considering the basement floor(s) in the seismic analysis using response spectrum method creates a problem regarding the mass participation ratio (MPR) which should not be less than 90% of total mass of building as a requirement by the code. While the MPR depending on the number of mode shapes used in the modal analysis, some codes allow to neglect this ratio with condition that use a reduced number of mode shapes with some restrictions to calculate it. A parametric study was performed to investigate this reduced number of mode shapes and a new restriction was performed to calculate it. The natural period, the top lateral displacement and the internal straining actions using the reduced numbers of mode shapes were compared with those of building where using the number of mode shape which can reach 90% MPR. Finite element simulations are conducted using ANSYS program to investigate the effect of basement floor(s). Results are presented for different buildings by considering different numbers of floors for the super structure (2, 5, 10, 15 and 20), the number of basements (1 and 3) and spring support stiffness, which simulate the effect of soil. The numerical results of the considered cases show that the requirement of 90% MPR can be neglect by using a reduced number of mode shapes and some restrictions stated in this study. In such case the accuracy will be not less than 95%.
This document presents the seismic design project of a 12-story steel frame building in Stockton, California. The objectives are to analyze the building using equivalent lateral force (ELF), modal response spectrum, and modal time history analyses in SAP2000, and to compare the results to FEMA 451 examples. The building is irregular in plan and elevation, posing modeling challenges. The analyses determine member forces and drifts. ELF analysis results in story drifts up to 3.58 inches, within code allowables. Modal and time history analyses will provide more accurate force and deformation estimates for design.
This document summarizes the concept and uses of response spectra for structural engineers. Response spectra provide a way to quantify the demands of earthquake ground motion on structures of varying natural periods of vibration. They have been incorporated into building codes since the 1950s and help establish seismic design forces. Actual recorded response spectra are jagged, but design response spectra are smoothed curves. Response spectra can be used for rapid evaluation of building inventories, performance-based design, evaluation of seismic vulnerability, and post-earthquake damage estimates. They provide a useful tool for earthquake-resistant design.
This document discusses design specifications for ductile reinforced concrete buildings to withstand earthquakes. It defines ductile materials as those that can undergo large deformation without breaking. Design and construction must follow IS 456-2000, except where modified. Flexural members like beams and slabs must have a width to depth ratio over 3.0 and width over 200mm. Depth should not exceed 1/4 of clear span. Longitudinal reinforcement resists bending. At least two top and bottom bars are needed. Web reinforcement in stirrups prevents bulging and buckling of longitudinal bars. Transverse reinforcement in columns prevents buckling. Special confining reinforcement is also discussed.
Design Intze Water tank mazor project Reportarnav singh
This document provides a major project report on the design and estimation of an Intze tank. It includes an abstract, acknowledgements, declaration, contents page, and various sections related to the design of the tank such as soil testing, load calculation, site layout, design, estimation, and conclusion. The objective of the project is to design an overhead circular water tank with a domed roof and conical base using the working stress and limit state methods. It provides background information on water tanks, classifications, design requirements, and site selection. It also includes calculations for population forecasting, water quantity estimation, and load calculations to size the tank appropriately.
Efficient analytical and hybrid simulations using OpenSeesopenseesdays
The document discusses efficient analytical and hybrid simulations using OpenSees. It describes overcoming convergence challenges in analytical simulation through evaluating time integrators and solution algorithms. A Lyapunov-based nonlinear solution algorithm is developed for improved convergence. Direct element removal is discussed for progressive collapse simulation. Hybrid simulation applications to wind turbine blades and curtain wall systems are also mentioned.
Evaluation of Structural Implication of Incorporating Base Isolator as Earthq...IOSR Journals
Introduction of the flexible element at the base of a structure and at the same time ensuring
damping is probably the best option for the seismic isolation technique. The device that meets such criteria is
known as isolator. In this study incorporation of such base isolator in buildings has been investigated. A study
was done considering different building with different plan to justify the applicability of base isolation. The
characteristics and performance effect of a building with and without base isolator system were compared.
Study shows the applicability of base isolator to the range up to buildings of 30m-40m height. The installation
of isolator in building considerably increases the time period of building, which means it reduces the possibility
of resonance of the structure. Provision of isolator in building often increases the total cost, but reinforcement
requirement and construction material cost is reduced due to isolator. So, isolator may be incorporated at the
bottom of the building to exploit economic and structurally safe alternative
Comparative Study on Seismic Behavior of Different Shapes of RC Structure wit...IRJET Journal
This document presents a comparative study on the seismic behavior of different shaped reinforced concrete (RC) structures equipped with viscous dampers. Three models are analyzed: H, T, and L shapes. The models are analyzed using ETABS software according to Indian seismic code provisions. Parameters like base shear, natural period, storey stiffness, drift, overturning moment, and displacement are compared. Material and geometric properties are kept the same. All models are located in seismic zone 4 and subjected to dynamic analysis using the El Centro time history record. Results show that the H-shaped building experiences the highest base shear, while viscous dampers help reduce storey displacement in the structures.
This document discusses wind analysis and its importance in structural design. It notes that wind exerts load on buildings and can cause collapse. Various types of windstorms are described, including tornadoes, hurricanes, and cyclonic storms. Examples of structures impacted by wind loads are provided, such as bridges and buildings. The document emphasizes that wind pressure is a key force that can compromise structural stability, especially at the base of walls. It concludes that using wind load design in structures can help reduce building collapses over time.
Development and application of explicit methods in OpenSees for collapse simu...openseesdays
This document discusses the development and application of OpenSees, an open source software framework, for collapse simulation of large-scale structures. It describes challenges in simulating the seismic safety of super-tall buildings and the need for numerical simulation methods. It outlines improvements made to OpenSees over time, including a multi-layered shell element for modeling shear walls, GPU and HPC solvers to enable large-scale simulations, and explicit algorithms for collapse simulation. Examples of validating the multi-layered shell element and applying GPU solvers to simulate seismic damage of urban areas are also summarized.
Module1 flexibility-2-problems- rajesh sirSHAMJITH KM
This document discusses the flexibility method for analyzing structures. It provides the definitions of flexibility and stiffness influence coefficients and describes how to develop flexibility matrices for truss, beam, and frame elements using the physical and energy approaches. It then shows how to assemble the total flexibility matrix of a structure and use it to analyze simple structures like plane trusses, continuous beams, and plane frames. The document includes an example problem of a two-member structure to illustrate the flexibility method steps, such as determining static indeterminacy, developing member and system flexibility matrices, evaluating joint displacements and member end actions.
Progressive collapse of reinforced concrete structures using ETABSArun Arun
The document analytically studies the behavior of a G+10 reinforced concrete building subjected to progressive collapse using ETABS software. It involves modeling the building in ETABS, performing pushover analysis to identify critical columns, and analyzing the structure's response to the removal of different columns according to GSA guidelines. The results show increased axial loads in surrounding columns and the formation of plastic hinges after column removal. The study determines the critical columns in each seismic zone and provides preventive measures to avoid progressive collapse of the building.
Indian standard: IS808 DIMENSIONS FOR HOT ROLLED STEEL D&H Engineers
This document is the Indian Standard IS 808 from 1989 on dimensions for hot rolled steel beam, column, channel and angle sections. It provides the classification, designation, dimensions, mass, tolerances and sectional properties of different structural sections. The standard covers nominal dimensions and properties of beams, columns, channels and equal/unequal leg angles. It specifies dimensions for Indian Standard junior, light, medium and heavy sections for beams, columns and channels in tables.
Seismic Earth Pressure Variations in Retaining Walls with Cohesive Backfill M...Sia Zamiran, Ph.D., P.E.
Conducting numerical models to evaluate seismic earth pressure
Using finite difference method, FLAC software
Assuming soil cohesion for backfill
Assuming soil-wall adhesion
Considering different earthquake loading
Considering hysteretic behavior of soil
Calibrating of the model with centrifuge tests conducted by Agusti and Sitar, 2013
Effect of modeling of infill walls on performance of multi story rc buildingIAEME Publication
This document summarizes a study on the effect of modeling masonry infill walls in multi-story reinforced concrete buildings. Three models of an 8-story building were analyzed: a bare frame, a frame with infill excluding the ground floor to create a soft story, and a frame with full infill. Nonlinear static pushover analysis was performed on the models. The results showed that modeling full infill improved seismic performance by increasing base shear and stiffness, distributing plastic hinges elastically throughout the structure. The bare frame and soft-story structure had plastic hinges form in the life safety to collapse prevention range, indicating poorer performance, while the full infill structure remained elastic. Therefore, modeling infill walls more
Seismic design and construction of retaining wallAhmedEwis13
This document discusses seismic design considerations for retaining walls. It describes the common types of retaining walls, including gravity, cantilever, reinforced soil, and anchored bulkhead walls. Static lateral earth pressures are calculated using Rankine and Coulomb theories, with the Mononobe-Okabe method extending Coulomb theory to account for seismic inertial forces. Dynamic response of retaining walls is complex, with wall movement, pressures, and permanent displacements dependent on the response of the wall, backfill soil, and foundation soil to ground shaking.
This document discusses earthquake geotechnical engineering and its practices. It describes various earthquake hazards such as ground shaking, liquefaction, landslides, and retaining structure failure. It then discusses how earthquake damage depends on factors like magnitude, distance from epicenter, site properties, and structure properties. Specific failure modes are explored like soft first story collapse, foundation detachment, and bridge abutment failure. The document examines geomorphological changes caused by earthquakes and various techniques for ground improvement to mitigate liquefaction hazards.
DESIGN AND ANALAYSIS OF MULTI STOREY BUILDING USING STAAD PROAli Meer
This document discusses the design and analysis of a multi-storied residential building using STAAD Pro software. It includes details on the building specifications, applicable codes, loads on the structure, and the design of structural elements like slabs, beams, columns, and footings. The analysis involves assigning materials, loads, properties and performing RCC design in STAAD Pro to verify the safety and serviceability of the building according to codes. The results show the design is safe and meets code requirements. References include design codes and textbooks.
This document provides guidelines for the design and construction of bored precast concrete piles used for foundations. It outlines necessary site investigation information needed, equipment used, and design considerations. Bored precast piles involve boring holes and lowering precast concrete piles that are then grouted in place. Proper site data on soil conditions, groundwater levels, and structural loading is required. Equipment for boring, handling, and grouting the piles must be selected based on subsoil properties. Pile design should ensure loads are safely transmitted to the soil without failure or excessive settlement.
Comparision of Design Codes ACI 318-11, IS 456 2000 and Eurocode IIijtsrd
This document compares the design code specifications of ACI 318-11, IS 456:2000, and Eurocode II. It discusses some key differences between the codes, such as their stress-strain block parameters, L/D ratios, load combinations, elastic modulus of concrete, and design strength limits of concrete. The document aims to compare the broader design criteria and calculate the steel area required for structural members based on each code, in order to perform a comparative analysis. Some notable differences highlighted include Eurocode II having more stringent L/D ratios and load combinations compared to the other codes.
Seismic Analysis of G 10 Storey Building with Various Locations of Shear Wall...ijtsrd
Shear walls are specially designed structural members provided in the multi storey buildings to resist lateral forces. These walls have very high in plane strength and stiffness, which can resist large horizontal forces and can support gravity loads. There are lots of literatures available to design and analyse the shear wall. Ravi Kumar Vishwakarma | Vipin Kumar Tiwari "Seismic Analysis of G+10 Storey Building with Various Locations of Shear Walls using Etabs" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-5 | Issue-4 , June 2021, URL: https://www.ijtsrd.compapers/ijtsrd43646.pdf Paper URL: https://www.ijtsrd.comengineering/structural-engineering/43646/seismic-analysis-of-g10-storey-building-with-various-locations-of-shear-walls-using-etabs/ravi-kumar-vishwakarma
Efficient Mass Participation Ratio of Building with BasementIOSRJMCE
This study investigates the effect of basement floor(s) on seismic analysis of buildings. Considering the basement floor(s) in the seismic analysis using response spectrum method creates a problem regarding the mass participation ratio (MPR) which should not be less than 90% of total mass of building as a requirement by the code. While the MPR depending on the number of mode shapes used in the modal analysis, some codes allow to neglect this ratio with condition that use a reduced number of mode shapes with some restrictions to calculate it. A parametric study was performed to investigate this reduced number of mode shapes and a new restriction was performed to calculate it. The natural period, the top lateral displacement and the internal straining actions using the reduced numbers of mode shapes were compared with those of building where using the number of mode shape which can reach 90% MPR. Finite element simulations are conducted using ANSYS program to investigate the effect of basement floor(s). Results are presented for different buildings by considering different numbers of floors for the super structure (2, 5, 10, 15 and 20), the number of basements (1 and 3) and spring support stiffness, which simulate the effect of soil. The numerical results of the considered cases show that the requirement of 90% MPR can be neglect by using a reduced number of mode shapes and some restrictions stated in this study. In such case the accuracy will be not less than 95%.
This document presents the seismic design project of a 12-story steel frame building in Stockton, California. The objectives are to analyze the building using equivalent lateral force (ELF), modal response spectrum, and modal time history analyses in SAP2000, and to compare the results to FEMA 451 examples. The building is irregular in plan and elevation, posing modeling challenges. The analyses determine member forces and drifts. ELF analysis results in story drifts up to 3.58 inches, within code allowables. Modal and time history analyses will provide more accurate force and deformation estimates for design.
This document summarizes the concept and uses of response spectra for structural engineers. Response spectra provide a way to quantify the demands of earthquake ground motion on structures of varying natural periods of vibration. They have been incorporated into building codes since the 1950s and help establish seismic design forces. Actual recorded response spectra are jagged, but design response spectra are smoothed curves. Response spectra can be used for rapid evaluation of building inventories, performance-based design, evaluation of seismic vulnerability, and post-earthquake damage estimates. They provide a useful tool for earthquake-resistant design.
This document discusses design specifications for ductile reinforced concrete buildings to withstand earthquakes. It defines ductile materials as those that can undergo large deformation without breaking. Design and construction must follow IS 456-2000, except where modified. Flexural members like beams and slabs must have a width to depth ratio over 3.0 and width over 200mm. Depth should not exceed 1/4 of clear span. Longitudinal reinforcement resists bending. At least two top and bottom bars are needed. Web reinforcement in stirrups prevents bulging and buckling of longitudinal bars. Transverse reinforcement in columns prevents buckling. Special confining reinforcement is also discussed.
Design Intze Water tank mazor project Reportarnav singh
This document provides a major project report on the design and estimation of an Intze tank. It includes an abstract, acknowledgements, declaration, contents page, and various sections related to the design of the tank such as soil testing, load calculation, site layout, design, estimation, and conclusion. The objective of the project is to design an overhead circular water tank with a domed roof and conical base using the working stress and limit state methods. It provides background information on water tanks, classifications, design requirements, and site selection. It also includes calculations for population forecasting, water quantity estimation, and load calculations to size the tank appropriately.
Efficient analytical and hybrid simulations using OpenSeesopenseesdays
The document discusses efficient analytical and hybrid simulations using OpenSees. It describes overcoming convergence challenges in analytical simulation through evaluating time integrators and solution algorithms. A Lyapunov-based nonlinear solution algorithm is developed for improved convergence. Direct element removal is discussed for progressive collapse simulation. Hybrid simulation applications to wind turbine blades and curtain wall systems are also mentioned.
Evaluation of Structural Implication of Incorporating Base Isolator as Earthq...IOSR Journals
Introduction of the flexible element at the base of a structure and at the same time ensuring
damping is probably the best option for the seismic isolation technique. The device that meets such criteria is
known as isolator. In this study incorporation of such base isolator in buildings has been investigated. A study
was done considering different building with different plan to justify the applicability of base isolation. The
characteristics and performance effect of a building with and without base isolator system were compared.
Study shows the applicability of base isolator to the range up to buildings of 30m-40m height. The installation
of isolator in building considerably increases the time period of building, which means it reduces the possibility
of resonance of the structure. Provision of isolator in building often increases the total cost, but reinforcement
requirement and construction material cost is reduced due to isolator. So, isolator may be incorporated at the
bottom of the building to exploit economic and structurally safe alternative
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forces of multi-storied building hence, there is need to study of seismic analysis to design earthquake resistance
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analysis of structure for static and dynamic analysis in ordinary moment resisting frame and special moment
resisting frame. Equivalent static analysis and response spectrum analysis are the methods used in structural
seismic analysis. We considered the residential building of G+ 15 storied structure for the seismic analysis and it
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Engineering, Geologic and Geohazard Assessment Report
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Mineral hazards such as asbestos, radon, and mercury.Which disaster is caused by geological hazards?
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Natural disasters
Typhoons. Around 20 typhoons hit the Philippines each year. Most typhoons occur from June to November. ...
Earthquakes. The Philippines is in an earthquake zone. ...
Volcanoes. There are numerous volcanoes in the Philippines, any of which can erupt without warning. Palawan
Luckily Palawan, voted the most beautiful island in the world, is also the safest place in the Philippines from natural disasters. This island chain, which includes El Nido and Coron, is located in Western Philippines, away from volcanic activity and the high-risk tropical storm areas.With a magnitude of 7.9, it is also considered one of the strongest earthquakes to ever hit the country. According to the Philippine Institute of Volcanology and Seismology (PHIVOLCS), the tremor caused a tsunami in the coastline of the Moro Gulf in the North Celebes Sea.The deadliest typhoon that ever hit our country, as recorded by the books of natural disasters, was Haiphong from Sept. 27 to Oct. 6, 1881. It killed more than 20,000 people and injured hundreds of thousands.
Ductility based seismic analysis of irregular RCC framed structure by using S...IRJET Journal
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This document provides a summary of revisions made to the Indian Standard 1893 regarding criteria for earthquake resistant design of structures. Some key changes include:
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Comparison of percentage steel and concrete quantities of a r.c building in d...eSAT Journals
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IRJET- Effect of Different Soil Conditions on Seismic Response of Multi-Store...IRJET Journal
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IRJET- Analysis of Irregular RCC Framed Structure for Fundamental Natural...IRJET Journal
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3) In general, regular structures tend to have longer fundamental periods than irregular structures. Accurately estimating fundamental period is important for seismic analysis of irregular structures.
A comprehensive-study-of-biparjoy-cyclone-disaster-management-in-gujarat-a-ca...Samirsinh Parmar
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Seismic Force Evaluation.pptx
1. Seismic Force Evaluation
Prof. Samirsinh P Parmar
Mail: spp.cl@ddu.ac.in
Asst. Prof. Dept. of Civil Engg.
Dharmsinh Desai University, Nadiad,
Gujarat , Bharatvarsh.
Lecture 2
2. In this lecture
• Seismic force evaluation
• Procedure in codes
• Limitations of IS 1893:1984
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 2
3. Seismic force evaluation
• During base excitation
• Structure is subjected to acceleration
• From Newton’s second law
• Force = mass x acceleration
• Hence, seismic force acting on structure
= Mass x acceleration
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 3
4. Seismic force evaluation
• For design, we need maximum seismic force
• Hence, maximum acceleration is required
• This refers to maximum acceleration of structure
• This is different from maximum acceleration of ground
• Maximum ground acceleration is termed as peak ground
acceleration, PGA
• Maximum acceleration of rigid structure is same as PGA.
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 4
5. Seismic force evaluation
• Seismic force = mass x maximum acceleration
• Can be written as:
• Force = (maximum acceleration/g) x (mass x g)
= (maximum acceleration/g) x W
• W is weight of the structure
• g is acceleration due to gravity
• Typically, codes express design seismic force as:
V = (Ah) x (W)
• V is design seismic force, also called design base shear
• Ah is base shear coefficient
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 5
6. Seismic force evaluation
• Maximum acceleration of structure depends on
• Severity of ground motion
• Soil conditions
• Structural characteristics
• These include time period and damping
• More about time period, later
• Obviously, base shear coefficient, Ah, will also depend on these
parameters
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 6
7. Seismic force evaluation
• Seismic design philosophy is such that, design seismic forces
are much lower than actual seismic forces acting on the
structure during severe ground shaking
• Base shear coefficient has to ensure this reduction in forces
• Hence, base shear coefficient would also have a parameter
associated with design philosophy
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 7
8. Seismic force evaluation
• Thus, base shear coefficient depends on:
• Severity of ground motion
• Soil condition
• Structural characteristics
• Design philosophy
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 8
9. Seismic force evaluation
• Let us examine how following codes have included these
parameters in base shear coefficient
• IS 1893 (Part 1): 2002
• IS 1893:1984
• International Building code (IBC) 2003 from USA
• Study of IBC provisions will help us understand the present
international practice
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 9
10. IS 1893 (Part 1):2002
• Ah = (Z/2). (I/R). (Sa/g)
• Z is zone factor
• I is importance factor
• R is response reduction factor
• Sa/g is spectral acceleration coefficient
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 10
11. IS 1893 (Part 1):2002
• Zone factor, Z
• Depends on severity of ground motion
• India is divided into four seismic zones (II to V)
• Refer Table 2 of IS 1893(part1):2002
• Z = 0.1 for zone II and Z = 0.36 for zone V
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 11
12. IS 1893 (Part 1):2002
• Importance factor, I
• Ensures higher design seismic force for more important structures
• Values for buildings are given in Table 6 of
IS :1893
• Values for other structures will be given in respective parts
• For tanks, values will be given in Part 2
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 12
13. IS 1893 (Part 1):2002
• Response reduction factor, R
• Earthquake resistant structures are designed for much smaller seismic
forces than actual seismic forces that may act on them. This depends
on
• Ductility
• Redundancy
• Overstrength
• See next slide
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 13
14. Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 14
Design force
Maximum
Load Capacity
Total
Horizontal
Load
Roof Displacement (Δ)
Non linear
Response
First
Significant
Yield
Linear Elastic
Response
Δmax
Fy
Fs
Fdes
Δy
Δw
Fel
Load at
First Yield
Due to
Overstrength
Due to
Redundancy
Due to
Ductility
Maximum force
if structure remains elastic
0
)
(F
Force
Design
)
(F
Force
Elastic
Maximum
Factor
Reduction
Response
des
el
Total
Horizontal
Load
Δ
Figure: Courtesy
Dr. C V R Murty
IS 1893 (Part 1):2002
15. IS 1893 (Part 1):2002
• Response reduction factor (contd..)
• A structure with good ductility, redundancy and overstrength is
designed for smaller seismic force and has higher value of R
• For example, building with SMRF has good ductility and has R = 5.0 as against R
= 1.5 for unreinforced masonry building which does not have good ductility
• Table 7 gives R values for buildings
• For tanks, R values will be given in IS:1893 (Part 2)
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 15
16. IS 1893 (Part 1):2002
• Spectral acceleration coefficient, Sa/g
• Depends on structural characteristics and soil condition
• Structural characteristics include time period and damping
• Refer Fig. 2 and Table 3 of IS:1893
• See next slide
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 16
17. IS 1893 (Part 1):2002
For 5% damping
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad, Gujarat, Bharat Lecture 2 / Slide 17
18. IS 1893 (Part 1):2002
• For other damping, Sa/g values are to be multiplied
by a factor given in Table 3 of IS:1893
• Table 3 is reproduced below
%
damping
0 2 5 7 10 15 20 25 30
Factor 3.20 1.40 1.00 0.90 0.80 0.70 0.60 0.55 0.50
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad, Gujarat, Bharat Lecture 2 / Slide 18
n For higher damping, multiplying factor is less
n Hence, for higher damping, Sa/g is less
19. IS 1893:1984
• Let us now look at the provision of IS 1893:1984
• IS 1893:1984 suggests two methods for calculating seismic forces
• Seismic coefficient method (SCM)
• Response spectrum method (RSM)
• These have different expressions for base shear coefficient
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 19
20. IS 1893:1984
• Ah= KCIo Seismic Coefficient Method (SCM)
= KIFoSa/g Response Spectrum Method (RSM)
• K is performance factor
• C is a coefficient which depends on time period
• is soil-foundation system coefficient
• I is importance factor
• o is seismic coefficient
• Fo is zone factor
• Sa/g is average acceleration coefficient
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 20
21. IS 1893:1984
• Seismic coefficient, o
• Depends on severity of ground motion
• Used in seismic coefficient method
• Zone factor, Fo
• Depends on severity of ground motion
• Used in response spectrum method
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 21
22. Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 22
IS 1893:1984
23. IS 1893:1984
• is soil foundation coefficient
• Depends on type of soil and foundation
• In IS 1893:2002, type of foundation does not have any
influence on base shear coefficient
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 23
24. IS 1893:1984
• Importance factor, I
• Ensures higher design seismic force for more
important structures
• IS 1893 (Part 1):2002, gives values only for buildings
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 24
25. IS 1893:1984
• Performance factor, K
• Depends on ductility of structure
• Similar to response reduction factor of IS1893(Part 1):2002
• K is in numerator whereas, R is in denominator
• For buildings with good ductility, K = 1.0
• For ordinary buildings, K = 1.6
• Thus, a building with good ductility will have lower value of base
shear coefficient than ordinary building
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 25
26. Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 26
IS 1893:1984
27. IS 1893:1984
• Coefficient, C
• Depends on time period
• see next slide
• Spectral acceleration, Sa/g
• Depends on time period and damping
• See next slide
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 27
28. IS 1893:1984
• Graphs for C and Sa/g from IS 1893:1984
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad, Gujarat, Bharat Lecture 2 / Slide 28
Natural Period (Sec) Natural Period (Sec)
29. IS 1893:1984
• IS 1893:1984 has provisions for elevated tanks only
• Ground supported tanks are not considered
• For elevated tanks, it suggests
Ah = IFoSa/g
• Performance factor, K is not present
• Implies, K = 1.0 for all types of elevated tanks
• Unlike buildings, different types of tanks do not have different values of K
• This is one of the major limitation of IS1893:1984
• More about it, later
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 29
30. IBC 2003
• International Building Code (IBC) 2003
• In IITK-GSDMA guidelines IBC 2000 is referred
• This is now upgraded to IBC 2003
• In USA codes are regularly upgraded every three year
• There is no change in the base shear coefficient expression from IBC
2000 to IBC 2003
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 30
31. IBC 2003
• Base shear coefficient
Ah = SD1 I/(R T)
SDS I/R
• Ah shall not be less than 0.044 SDSI for buildings and not less
than 0.14 SDSI for tanks
• This is a lower limit on Ah
• It ensures minimum design seismic force
• This lower limit is higher for tanks than for buildings
• Variation with time period is directly given in base shear
coefficient
• Hence, no need to have response spectrum separately
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 31
32. IBC 2003
• T is time period in seconds
• SDS and SD1 are design spectral accelerations in short period and
at 1 sec. respectively
• SDS and SD1 depend on seismic zone and soil
• I is importance factor and R is response modification factor
• IBC suggests I = 1.0, 1.25 and 1.5 for different types of structures
• Values of R will be discussed later
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 32
33. IBC 2003
• More about SDS and SD1
• SDS = 2/3 Fa SS and SD1 = 2/3 Fv S1
• SS is mapped spectral acceleration for short period
• S1 is mapped spectral acceleration for 1-second period
• SS and S1 are obtained from seismic map
• This is similar to zone map of our code
• It is given in contour form
• Fa and Fv are site coefficients
• Their values for are given for different soil types
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 33
34. IBC 2003
• Response modification factor, R
• IS 1893(Part 1):2002 calls it response reduction factor
• Values of R for some selected structures are given in next slide
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 34
35. IBC 2003
Type of structure
Building with special reinforced concrete moment resisting concrete frames
R
8.0
Building with intermediate reinforced concrete moment resisting concrete frames 5.0
Building with ordinary reinforced concrete moment resisting concrete frames 3.0
Building with special steel concentrically braced frames 8.0
Elevated tanks supported on braced/unbraced legs 3.0
Elevated tanks supported on single pedestal 2.0
Tanks supported on structural towers similar to buildings 3.0
Flat bottom ground supported anchored steel tanks 3.0
Flat bottom ground supported unanchored steel tanks 2.5
Ground supported reinforced or prestressed concrete tanks with reinforced
nonsliding base
2.0
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad, Gujarat, Bharat Lecture 2 / Slide 35
36. Base shear coefficient
• In summary,
• Base shear coefficient from these three codes are:
IS 1893 (Part 1): 2002 IS 1893: 1984 IBC2003
Ah = (Z/2).(I/R).(Sa/g) SCM: Ah = KCIo
RSM: Ah = KIFoSa/g
For tanks:
Ah = IFoSa/g
Ah = SD1 I/(R T)
SDS I/R
> 0.044 SDS I for buildings
> 0.14 SDS I for tanks
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad, Gujarat, Bharat Lecture 2 / Slide 36
37. Base shear coefficient
• Important to note that:
• IS codes specify base shear coefficient at working stress level
• For limit state design, these are to be multiplied by load factors to get
factored loads
• IBC specifies base shear coefficient at ultimate load level
• For working stress design, seismic forces are divided by a factor of 1.4
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 37
38. Base shear coefficient
• Once, base shear coefficient is known, seismic force on the
structure can be obtained
• Recall, seismic force, V = Ah. W
• This is same as force = mass x acceleration
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 38
39. Base shear coefficient
• Let us compare base shear coefficient values from these codes
• Comparison will be done at working stress level
• IBC values are divided by 1.4 to bring them to working stress level
• This shall be done for similar seismic zone or seismic hazard level of
each code
• This comparison is first done for buildings
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 39
40. Base shear coefficient
• Comparison for buildings
• Following parameters are chosen
IS 1893 (Part 1): 2002 IS 1893: 1984 IBC2003
Z = 0.36; Zone V
I = 1.0; R = 5.0
Soft soil
5% damping
o = 0.08; Fo = 0.4;
Zone V
= 1.0
K = 1.0; I = 1.0
Soft soil, raft foundation
5% damping
SDs = 1.0; SD1 = 0.6
I = 1.0; R = 8.0
Soil type D, equivalent to
soft soil of IS codes
5% damping
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad, Gujarat, Bharat Lecture 2 / Slide 40
n They represent similar seismic hazard level
41. Base shear coefficient
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad, Gujarat, Bharat Lecture 2 / Slide 41
n Building with good ductility is chosen
n Say, buildings with SMRF
n In IBC, for buildings with SMRF, R = 8.0
n Refer Table shown earlier
42. Base shear coefficient
• For building with T = 0.3 sec
• IS 1893(Part 1):2002
• Sa/g =2.5
• Ah = Z/2.I/R.Sa/g = (0.36/2 )x (1.0/5.0) x 2.5 = 0.09
• IS 1893:1984
• C = 1.0 and Sa/g = 0.2
• SCM: Ah = KCIo = 1.0 x 1.0 x1.0 x1.0x0.08 = 0.08
• RSM: Ah = KIFoSa/g = 1.0 x 1.0 x1.0x 0.4x0.2 = 0.08
• IBC 2003
• Ah = SDSI/(1.4xR) = 1.0 x1.0/(1.4 x 8.0) = 0.089
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 42
43. Base shear coefficient
• For building with T = 1 sec
• IS 1893(Part 1):2002
• Sa/g = 1.67
• Ah = Z/2.I/R.Sa/g = (0.36/2 )x(1.0/5.0)x1.67 = 0.06
• IS 1893:1984
• C = 0.53 and Sa/g = 0.11
• SCM: Ah = KCIo = 1.0 x0.53x1.0 x1.0x0.08 = 0.042
• RSM: Ah = KIFoSa/g = 1.0x1.0x1.0x0.4x0.11 = 0.044
• IBC 2003
• Ah = SD1I/(1.4xRxT) = 0.6x1.0/(1.4 x 8.0x1.0) = 0.054
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 43
44. Base shear coefficient
• For building with T = 1.5 sec
• IS 1893(Part 1):2002
• Sa/g = 1.11
• Ah = Z/2.I/R.Sa/g = (0.36/2 )x(1.0/5.0)x1.11 = 0.040
• IS 1893:1984
• C = 0.4 and Sa/g = 0.078
• SCM: Ah = KCIo = 1.0 x0.4x1.0 x1.0x0.08 = 0.032
• RSM: Ah = KIFoSa/g =1.0x1.0x1.0x0.4x0.078 = 0.031
• IBC 2003
• Ah = SD1I/(1.4RT) = 0.6x1.0/(1.4 x 8.0x1.5) = 0.036
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 44
45. Base shear coefficient
• Base shear coefficients for four time periods
T
(Sec)
IS 1893
(Part 1):
2002
IS 1893: 1984 IBC2003
SCM RSM
0.3 0.09 0.08 0.08 0.089
1.0 0.06 0.042 0.044 0.054
1.5 0.040 0.032 0.031 0.036
2.0 0.03 0.024 0.024 0.0314*
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad, Gujarat, Bharat Lecture 2 / Slide 45
* Due to lower bound, this value is higher
n Graphical comparison on next slide
46. Base shear coefficient
0
0.025
0.05
0.075
0.1
0 0.5 1 1.5 2 2.5 3
Time Period (S)
Base
shear
coefficient
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 46
n Comparison of base shear coefficient (Buildings)
Note the lower
bound of IBC
IS 1893(Part 1):2002
IS 1893:1984; SCM
IS 1893:1984; RSM
IBC 2003
47. Base shear coefficient
• We have seen that:
• Codes follow similar strategy to obtain design base shear coefficient
• In similar seismic zones, base shear coefficient for buildings matches
reasonably well from these three codes
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 47
48. Base shear coefficient
• Similarly, let us compare design base shear coefficients for
tanks
• From IS1893:1984 and IBC 2003
• IS 1893(Part 1):2002 is only for buildings
• Hence, can’t be used for tanks
• Only elevated tanks will be considered
• IS 1893:1984 has provisions for elevated tanks only
• Zone and soil parameters will remain same as those considered for
buildings
• Importance factor for tanks are different than those for buildings
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 48
49. Base shear coefficient
• In IBC
• I = 1.25 for tanks
• R = 3.0 for tanks on frame staging (braced legs)
• R = 2.0 for tanks on shaft or pedestal
• In 1893:1984
• I = 1.5 for tanks
• K is not present in the expression for base shear
coefficient (implies k=1.0). Hence, base shear
coefficient will be same for all types of elevated tanks
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 49
50. Base shear coefficient
• For tank with T = 0.3 sec
• IS 1893:1984
• I = 1.5, Sa/g = 0.2
• Ah = IFoSa/g = 1.0 x 1.5 x 0.4x0.2 = 0.12
• This value is common for frame and shaft staging
• IBC 2003
• For frame staging, I = 1.25, R = 3.0
Ah = SDSI/(1.4xR) = 1.0 x1.25/(1.4 x 3.0) = 0.298
• For shaft staging, I = 1.25, R = 2.0
Ah = SDSI/(1.4xR) = 1.0 x1.25/(1.4 x 2.0) = 0.446
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 50
51. Base shear coefficient
• For tank with T = 1 sec
• IS 1893:1984
• I = 1.5, Sa/g = 0.11
• Ah = IFoSa/g =1.0x1.5x0.4x0.11 = 0.066
• IBC 2003
• For frame staging, I = 1.25, R = 3.0
Ah = SD1I/(1.4xRxT) = 0.6x1.25/(1.4 x 3.0x1.0) = 0.178
• For shaft staging, I = 1.25, R = 2.0
Ah = SD1I/(1.4xRxT) = 0.6x1.25/(1.4 x 2.0x1.0) = 0.268
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 51
52. Base shear coefficient
• Base shear coefficients for tanks
T
(Sec)
IS 1893:1984* IBC 2003
Frame staging Shaft staging
0.3 0.12 0.298 0.446
1.0 0.066 0.178 0.268
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad, Gujarat, Bharat Lecture 2 / Slide 52
* Base shear coefficient values are common for frame and shaft staging
n Graphical comparison on next slide
53. Base shear coefficient
0
0.1
0.2
0.3
0.4
0.5
0 0.5 1 1.5 2 2.5 3
Time period (S)
Base
shear
coefficient
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 53
n Comparison of base shear coefficient (Tanks)
IS 1893:1984; All types of
elevated tanks
IBC 2003; Tanks on shaft staging
IBC 2003; Tanks on frame staging
54. Base shear coefficient
• Base shear coefficient for elevated tanks from IS1893:1984 is
on much lower side than IBC 2003
• IBC value is about 2.5 times for frame staging and 3.5 times for
shaft staging than that from IS1893:1984
• Recall, for buildings, IS 1893:1984 and IBC have much better
comparison
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 54
55. Base shear coefficient
• Reason for lower values in IS 1893:1984
• IBC uses R = 2.0 and R = 3.0 for tanks as against R = 8.0 for buildings
with good ductility
• IS 1893:1984 uses K = 1.0 for tanks. Same as for buildings with good
ductility.
• Clearly ,elevated tanks do not have same ductility, redundancy and
overstrength as buildings.
• This is a major limitation of IS 1893:1984
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 55
56. Base shear coefficient
• Another limitation of IS 1893:1984
• In Lecture 1, we have seen, liquid mass gets divided into impulsive and
convective masses
• IS 1893:1984, does not consider convective mass
• It assumes entire liquid mass will act as impulsive mass, rigidly
attached to wall
• In IITK-GSDMA guidelines, these limitations have been
removed
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 56
57. Base shear coefficient
• Let us now, get back to seismic force evaluation for tanks
• Design base shear coefficient is to be expressed in terms of
parameters of IS 1893(Part 1):2002
• Ah = (Z/2). (I/R). Sa/g
• Z will be governed by seismic zone map of Part 1
• I and R for tanks will be different from those for buildings
• R depends on ductility, redundancy and overstrength
• Sa/g will depend on time period
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 57
58. Base shear coefficient
• Impulsive and convective masses will have different time
periods
• Hence, will have different Sa/g values
• Procedure for finding time period in next lecture
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 58
59. At the end of Lecture 2
• Seismic force = (Ah) X (W)
• Base shear coefficient, Ah, depends on
• Seismic Zone
• Soil type
• Structural characteristics
• Ductility, Redundancy and overstrength
• IS 1893:1984 has some serious limitations in design seismic
force for tanks
Seismic Force Evaluation , SPP-DoCL, DDU, Nadiad,
Gujarat, Bharat
Lecture 2 / Slide 59