The document presents the design of slabs for a multi-storey residential building. Three slab panels are designed manually. The slab dimensions, loads, bending moments, steel reinforcement requirements and spacing are calculated. 8mm diameter bars are provided to satisfy the minimum reinforcement and spacing requirements. The slabs are checked for deflection and shear requirements and found to be adequate.
This document provides an analysis and design of a G+3 residential building. It includes details of the building such as dimensions, material properties, and load calculations. An equivalent static analysis is performed to calculate the seismic lateral loads at each floor level. The results of the structural analysis including bending moment and shear force diagrams are presented. Slab, beam, column and footing designs are to be covered in the thesis work according to the scope.
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.
DESIGN AND ANALYSIS OF G+3 RESIDENTIAL BUILDING BY S.MAHAMMAD FROM RAJIV GAND...Mahammad2251
Structural design is the primary aspect of civil engineering. The foremost basic in
structural engineering is the design of simple basic components and members of a building viz., Slabs,
Beams, Columns and Footings. In order to design them, it is important to first obtain the plan of the
particular building. Thereby depending on the suitability; plan layout of beams and the position of
columns are fixed.
Structural analysis and design of multi storey pptSHIVUNAIKA B
This document summarizes the structural analysis and design of a multi-story residential building. The objectives were to gain experience designing such structures for economy, safety and durability. The process involved locating columns and beams, calculating loads, modeling the structure in STAAD.Pro, analyzing results, and designing various components including the foundation, columns, beams, and slabs according to the Indian code IS 456:2000. Load combinations, material properties, and reinforcement sizing were considered to satisfy strength and serviceability limit states.
This document describes the design and analysis of a 15-story residential building. It includes details on loads, materials, and the structural design of key components like slabs, beams, columns, footings, and a water tank. Loads considered include dead loads from structural elements and imposed live loads. Manual analysis is performed using the Kani's method to check the frames. The objectives are to satisfy strength, serviceability, stability, and design the foundation, columns, beams, slab, and water tank. Reinforcement is checked for development length and shear capacity.
analysis and design of mutistoried residential building by using staad pro
we considered g+4 residential building
ANYLYSIS AND DESIGN OF HIGH RISE RESIDENTIAL BUILDING BY USING ETABS
copy below Link to view presentation
https://www.slideshare.net/ilavamsikrishna/analysis-and-design-of-high-rise-building-by-using-etabs
vamsiila@gmail.com
This document provides an analysis and design of a G+3 residential building. It includes details of the building such as dimensions, material properties, and load calculations. An equivalent static analysis is performed to calculate the seismic lateral loads at each floor level. The results of the structural analysis including bending moment and shear force diagrams are presented. Slab, beam, column and footing designs are to be covered in the thesis work according to the scope.
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.
DESIGN AND ANALYSIS OF G+3 RESIDENTIAL BUILDING BY S.MAHAMMAD FROM RAJIV GAND...Mahammad2251
Structural design is the primary aspect of civil engineering. The foremost basic in
structural engineering is the design of simple basic components and members of a building viz., Slabs,
Beams, Columns and Footings. In order to design them, it is important to first obtain the plan of the
particular building. Thereby depending on the suitability; plan layout of beams and the position of
columns are fixed.
Structural analysis and design of multi storey pptSHIVUNAIKA B
This document summarizes the structural analysis and design of a multi-story residential building. The objectives were to gain experience designing such structures for economy, safety and durability. The process involved locating columns and beams, calculating loads, modeling the structure in STAAD.Pro, analyzing results, and designing various components including the foundation, columns, beams, and slabs according to the Indian code IS 456:2000. Load combinations, material properties, and reinforcement sizing were considered to satisfy strength and serviceability limit states.
This document describes the design and analysis of a 15-story residential building. It includes details on loads, materials, and the structural design of key components like slabs, beams, columns, footings, and a water tank. Loads considered include dead loads from structural elements and imposed live loads. Manual analysis is performed using the Kani's method to check the frames. The objectives are to satisfy strength, serviceability, stability, and design the foundation, columns, beams, slab, and water tank. Reinforcement is checked for development length and shear capacity.
analysis and design of mutistoried residential building by using staad pro
we considered g+4 residential building
ANYLYSIS AND DESIGN OF HIGH RISE RESIDENTIAL BUILDING BY USING ETABS
copy below Link to view presentation
https://www.slideshare.net/ilavamsikrishna/analysis-and-design-of-high-rise-building-by-using-etabs
vamsiila@gmail.com
This document discusses the need for raft foundations. Raft foundations are recommended when:
1) Building loads are heavy or soil capacity is low, so individual footings would cover too much area.
2) Soil contains weak lenses or cavities, making differential settlement hard to predict.
3) Structures are sensitive to differential settlement.
4) Structures like silos naturally suit raft foundations.
5) Floating foundations are needed over very weak soil.
6) Buildings require basements or underground pits.
7) Individual footings would experience large bending stresses.
Raft foundations increase capacity, decrease settlement, and equalize differential settlement compared to individual footings. However,
ETABS is structural analysis software used to analyze and design buildings. It was developed in 1975 by students and later released commercially in 1985 by Computers and Structures Inc. The Burj Khalifa in Dubai was one of the first major projects analyzed using ETABS.
To model a structure in ETABS, materials like concrete and steel must first be defined along with their properties. Frame sections for beams, columns, walls and slabs are then created. The grid is drawn representing the building plan. Beams, columns, walls and slabs can then be drawn by connecting nodes on the grid. Modeling tools allow modifying the structural model by merging joints, aligning elements, and editing frames.
Etabs example-rc building seismic load response-Bhaskar Alapati
This document provides step-by-step instructions for performing a modal response spectra analysis and design of a 10-story reinforced concrete building model in ETABS. It describes opening an existing model, defining response spectrum functions and cases based on IBC2000 parameters, running a modal analysis and response spectral analysis, and reviewing results including mode shapes, member forces, and designing concrete frames and shear walls. The objective is to demonstrate modal response spectra analysis and design of the building model according to IBC2000 seismic code provisions.
This document summarizes the key aspects of box culvert design and analysis. Box culverts consist of horizontal and vertical slabs built monolithically, and are used for bridges with limited stream flows and high embankments up to spans of 4 meters. They are economical due to their rigidity and do not require separate foundations. Design loads include concentrated wheel loads, uniform loads from embankments and decks, sidewall weights, water pressure when full, earth pressures, and lateral loads. The culvert is analyzed for moments, shears, and thrusts using classical methods to determine force effects from these various loading conditions.
The document provides step-by-step instructions for modeling, analyzing, and designing a 10-story reinforced concrete building using ETABS. It defines the material properties, section properties, load cases, and equivalent lateral force parameters. The steps include starting a new model, defining section properties for beams, columns, slabs, and walls, assigning the sections, defining load cases, and specifying the analysis and design procedures.
Structural Analysis And Design is a structural analysis and design software. It includes tools for 3D modeling, analysis, and design of structures according to various international codes. The software was originally developed by Research Engineers International and later acquired by Bentley Systems. It allows engineers to generate models using different elements like frames, plates, and solids. Various types of structures like trusses, planes, and spaces can be modeled and analyzed. The software provides tools for assigning properties, loads, boundary conditions, and performing analysis to calculate member forces and deflections. The results can then be used for structural design of elements like beams, columns, slabs, and foundations.
Analysis and design of multi-storey building using staad.Progsharda123
This document presents a minor project report on the analysis and design of a four-storey building (ground plus three floors) using STAAD Pro software. It was submitted by five civil engineering students at Guru Nanak Dev Engineering College, Punjab, India in partial fulfillment of their Bachelor of Technology degree. The report covers various topics related to structural analysis and design including different analysis methods, design of building elements like slabs, beams, columns, and footings. It also discusses assumptions, design codes, loads, and materials used for the building design.
multistorey building design by sap and autocadRazes Dhakal
This document summarizes the structural analysis and design of a 7-storey commercial building in Bhaktapur, Nepal. The project members modeled the building in SAP 2000 and designed the structural components including slabs, beams, columns, staircases, basement walls, lifts, and raft foundation. The structural design followed codes IS456, IS875, IS1893, and considered seismic and gravity loads. The building has RCC framing with raft foundation. Structural elements were designed for strength and serviceability requirements then detailed.
The document describes the design of a residential building located in S.V.Nagar, Puliyangudi. It includes the design of structural elements like slabs, beams, columns, footings, lintels, sunshades, water tank, staircase and septic tank. The slab has been designed as a one-way and two-way slab. The beams, columns and other elements have been designed as per IS code standards using M20 grade concrete and Fe415 steel. The structural analysis was also carried out using STAAD Pro software.
This document discusses shear wall analysis and design. It defines shear walls as structural elements used in buildings to resist lateral forces through cantilever action. The document classifies different types of shear walls and discusses their behavior under seismic loading. It outlines the steps for designing shear walls, including reviewing layout, analyzing structural systems, determining design forces, and detailing reinforcement. The document emphasizes the importance of properly locating shear walls in a building to resist seismic loads and minimize torsional effects.
A presentation on g+6 building by Staad pro and Autocad190651906519065
Our graduation project involves designing a hostel building with G+6 floors for 150 students using AutoCAD, STAAD Pro and Revit. The building will be analyzed for various loads including dead, live, wind, seismic and their combinations. The structural elements like beams, columns, slabs, footings will be designed as per Indian code IS 456 and software STAAD Pro.
Design and analasys of a g+3 residential building using staadgopichand's
This document presents a graduation project analyzing and designing a G+3 residential building using STAAD Pro software. The objectives are to carry out analysis and design of structural elements like slabs, columns, and shear walls and get experience with STAAD Pro and AutoCAD. The project building consists of 3 repeated floors in Hyderabad. The document discusses analyzing loads, modeling the building in STAAD Pro, designing columns, beams, slabs, and foundations, and concludes with the advantages and limitations of using structural analysis software.
This document provides a tutorial for modeling and analyzing a G+10 reinforced concrete building using the structural analysis software ETABS. It outlines the step-by-step process for creating an ETABS model, including defining materials, sections, geometry, loads, supports, and running the analysis. It also describes how to display and interpret the results tabularly and graphically. The tutorial uses the architectural plans and specifications of the example G+10 building to demonstrate modeling the building, assigning properties, meshing, applying loads, and checking the model before running the analysis in ETABS.
ANALYSIS AND DESIGN OF HIGH RISE BUILDING BY USING ETABSila vamsi krishna
RESULT OF ANALYSIS:
https://www.slideshare.net/ilavamsikrishna/results-of-etabs-on-high-rise-residential-buildings
ANALYSIS AND DESIGN OF BUILDING BY USING STAAD PRO PPT link :
https://www.slideshare.net/ilavamsikrishna/analysis-and-design-of-mutistoried-residential-building-by-using-staad-pro
FOR FULL REPORT:
vamsiila@gmail.com
This document presents an example of analysis design of slab using ETABS. This example examines a simple single story building, which is regular in plan and elevation. It is examining and compares the calculated ultimate moment from CSI ETABS & SAFE with hand calculation. Moment coefficients were used to calculate the ultimate moment. However it is good practice that such hand analysis methods are used to verify the output of more sophisticated methods.
Also, this document contains simple procedure (step-by-step) of how to design solid slab according to Eurocode 2.The process of designing elements will not be revolutionised as a result of using Eurocode 2. Due to time constraints and knowledge, I may not be able to address the whole issues.
This document provides guidelines for using the structural analysis software ETABS consistently within Atkins Dubai. It covers topics such as modelling procedures, material properties, element definition and sizing, supports, loading, load combinations, and post-analysis checks. The objective is to complement ETABS manuals and comply with codes such as UBC 97, ASCE 7, and BS codes as well as local authority requirements for Dubai projects. The procedures are based on standard practice in Dubai but can be revised based on specific project requirements.
Etabs presentation with new graphics sept 2002Nguyen Bao
ETABS is software for modeling, analyzing, and designing buildings in 3D. It features tools for modeling building geometry and structural elements, performing various types of analyses, and designing structural members according to design codes. ETABS allows linear and nonlinear static and dynamic analysis of buildings, including response spectrum and time history analysis. It integrates analysis results with member design for steel, concrete, and composite beams and concrete shear walls.
WIND ANALYSIS OF A MULTI STOREY BUILDING WITH AND WITHOUT MASS IRREGURALITY B...Divya Swapna Nallajeru
Structural Analysis is a branch which involves in the determination of behaviour of structures in order to predict the responses of different structural components due to effect of loads. Each and every structure will be subjected to either one or the groups of loads, the various kinds of loads normally considered are dead load, live load, earth quake load and wind load.
ETABS (Extended Three Dimensional Analysis of Building System) is a software which is incorporated with all the major analysis engines that is static, dynamic, Linear and non-linear, etc and especially this Software is used to analyze and design the buildings. Our project “Wind Analysis of a Multi-storey building with and Without Mass Irregularity” is an attempt to analyze a multi storey building with Mass irregularity. A G+10 storey building is considered for this study. Irregularities are not avoidable in construction of buildings; Adequate precautions can be taken. A detailed study of structural behavior of the buildings with irregularities is essential for design and behavior. Civil engineering structures are mainly designed to resist static load. Generally the effect of dynamic loads acting on structure is not considered. This feature of neglecting the dynamic forces sometimes becomes the cause of disaster, Over the last two decades, Wind engineering has increasingly focused on the modest low rise and high rise structures, since much of the damage and financial loss associated with extreme wind events happens to these minimally engineered buildings like low rise buildings and also huge loss if encountered by the high rise buildings. As some of these model- and full - scale wind engineering data filters into the design codes and standards, one may expect to see reduced hurricane/cyclone damage. However, when one combines the more rapid increase in population along the world's tropical coasts with a generally unacceptably low standard of new building construction inspection, it seems quite likely that loss of life, as well as insured and uninsured property losses will continue to be the norm in the foreseeable future. The wind engineering community needs to be more responsible in forcefully transferring our technical knowledge to the designer and builder. In this present work the analysis for G+l0 Reinforced cement concrete building having mass irregularity in 9th floor and building without mass irregularity are analyzed. This thesis highlights the effects on floor which has different loads (mass irregularity) in multistorey building.
THE PROJECT DESCRIBES THE DESIGN OF STRUCTURAL COMPONENTS OF A BUILDING USING STAAD PRO(COLUMNS&BEAMS) & MANUAL(SLABS,FOOTINGS&STAIRCASE).THE PROJECT ALSO CONTAINS THE ESTIMATION & COSTING.THE AUTO CADD IS HELPFUL FOR DRAWINGS.
This document provides details of the analysis and design of a multi-storey reinforced concrete building project. It includes the objectives, which are to analyze and design the main structural elements of the building including slabs, columns, shear walls, and foundations. It also summarizes the building being a 12-storey residential building in Gorakhpur, India. The document outlines the various structural elements that will be designed, including flat slab structural systems, column types and design, shear wall design, and pile foundation design.
minor project report on design of residential buildingtushar garg
This document is a minor project report submitted by Tushar Garg to Rajendra Kumar Khyalia for a Bachelor of Technology degree. It includes an acknowledgement, abstract, declaration, and table of contents sections. The content covers the aim of designing a residential building, including selecting a plot, surveying the site, requirements for residential buildings, building bye laws and regulations, room arrangements, and sanitation provisions. Drawings and photos are also included.
This document discusses the design of a residential building. It begins by listing different types of buildings, including residential, educational, institutional, assembly, mercantile, business, industrial, and storage buildings. It then covers factors to consider when selecting a building site such as access, distance from work, drainage, and transportation. The document outlines how to survey a building site and regulations regarding permissible built-up areas. It provides an overview of building bye laws and their objectives. Finally, it discusses principles of Vaastu Shastra for residential buildings, including the five elements of the universe and their directions within the building.
This document discusses the need for raft foundations. Raft foundations are recommended when:
1) Building loads are heavy or soil capacity is low, so individual footings would cover too much area.
2) Soil contains weak lenses or cavities, making differential settlement hard to predict.
3) Structures are sensitive to differential settlement.
4) Structures like silos naturally suit raft foundations.
5) Floating foundations are needed over very weak soil.
6) Buildings require basements or underground pits.
7) Individual footings would experience large bending stresses.
Raft foundations increase capacity, decrease settlement, and equalize differential settlement compared to individual footings. However,
ETABS is structural analysis software used to analyze and design buildings. It was developed in 1975 by students and later released commercially in 1985 by Computers and Structures Inc. The Burj Khalifa in Dubai was one of the first major projects analyzed using ETABS.
To model a structure in ETABS, materials like concrete and steel must first be defined along with their properties. Frame sections for beams, columns, walls and slabs are then created. The grid is drawn representing the building plan. Beams, columns, walls and slabs can then be drawn by connecting nodes on the grid. Modeling tools allow modifying the structural model by merging joints, aligning elements, and editing frames.
Etabs example-rc building seismic load response-Bhaskar Alapati
This document provides step-by-step instructions for performing a modal response spectra analysis and design of a 10-story reinforced concrete building model in ETABS. It describes opening an existing model, defining response spectrum functions and cases based on IBC2000 parameters, running a modal analysis and response spectral analysis, and reviewing results including mode shapes, member forces, and designing concrete frames and shear walls. The objective is to demonstrate modal response spectra analysis and design of the building model according to IBC2000 seismic code provisions.
This document summarizes the key aspects of box culvert design and analysis. Box culverts consist of horizontal and vertical slabs built monolithically, and are used for bridges with limited stream flows and high embankments up to spans of 4 meters. They are economical due to their rigidity and do not require separate foundations. Design loads include concentrated wheel loads, uniform loads from embankments and decks, sidewall weights, water pressure when full, earth pressures, and lateral loads. The culvert is analyzed for moments, shears, and thrusts using classical methods to determine force effects from these various loading conditions.
The document provides step-by-step instructions for modeling, analyzing, and designing a 10-story reinforced concrete building using ETABS. It defines the material properties, section properties, load cases, and equivalent lateral force parameters. The steps include starting a new model, defining section properties for beams, columns, slabs, and walls, assigning the sections, defining load cases, and specifying the analysis and design procedures.
Structural Analysis And Design is a structural analysis and design software. It includes tools for 3D modeling, analysis, and design of structures according to various international codes. The software was originally developed by Research Engineers International and later acquired by Bentley Systems. It allows engineers to generate models using different elements like frames, plates, and solids. Various types of structures like trusses, planes, and spaces can be modeled and analyzed. The software provides tools for assigning properties, loads, boundary conditions, and performing analysis to calculate member forces and deflections. The results can then be used for structural design of elements like beams, columns, slabs, and foundations.
Analysis and design of multi-storey building using staad.Progsharda123
This document presents a minor project report on the analysis and design of a four-storey building (ground plus three floors) using STAAD Pro software. It was submitted by five civil engineering students at Guru Nanak Dev Engineering College, Punjab, India in partial fulfillment of their Bachelor of Technology degree. The report covers various topics related to structural analysis and design including different analysis methods, design of building elements like slabs, beams, columns, and footings. It also discusses assumptions, design codes, loads, and materials used for the building design.
multistorey building design by sap and autocadRazes Dhakal
This document summarizes the structural analysis and design of a 7-storey commercial building in Bhaktapur, Nepal. The project members modeled the building in SAP 2000 and designed the structural components including slabs, beams, columns, staircases, basement walls, lifts, and raft foundation. The structural design followed codes IS456, IS875, IS1893, and considered seismic and gravity loads. The building has RCC framing with raft foundation. Structural elements were designed for strength and serviceability requirements then detailed.
The document describes the design of a residential building located in S.V.Nagar, Puliyangudi. It includes the design of structural elements like slabs, beams, columns, footings, lintels, sunshades, water tank, staircase and septic tank. The slab has been designed as a one-way and two-way slab. The beams, columns and other elements have been designed as per IS code standards using M20 grade concrete and Fe415 steel. The structural analysis was also carried out using STAAD Pro software.
This document discusses shear wall analysis and design. It defines shear walls as structural elements used in buildings to resist lateral forces through cantilever action. The document classifies different types of shear walls and discusses their behavior under seismic loading. It outlines the steps for designing shear walls, including reviewing layout, analyzing structural systems, determining design forces, and detailing reinforcement. The document emphasizes the importance of properly locating shear walls in a building to resist seismic loads and minimize torsional effects.
A presentation on g+6 building by Staad pro and Autocad190651906519065
Our graduation project involves designing a hostel building with G+6 floors for 150 students using AutoCAD, STAAD Pro and Revit. The building will be analyzed for various loads including dead, live, wind, seismic and their combinations. The structural elements like beams, columns, slabs, footings will be designed as per Indian code IS 456 and software STAAD Pro.
Design and analasys of a g+3 residential building using staadgopichand's
This document presents a graduation project analyzing and designing a G+3 residential building using STAAD Pro software. The objectives are to carry out analysis and design of structural elements like slabs, columns, and shear walls and get experience with STAAD Pro and AutoCAD. The project building consists of 3 repeated floors in Hyderabad. The document discusses analyzing loads, modeling the building in STAAD Pro, designing columns, beams, slabs, and foundations, and concludes with the advantages and limitations of using structural analysis software.
This document provides a tutorial for modeling and analyzing a G+10 reinforced concrete building using the structural analysis software ETABS. It outlines the step-by-step process for creating an ETABS model, including defining materials, sections, geometry, loads, supports, and running the analysis. It also describes how to display and interpret the results tabularly and graphically. The tutorial uses the architectural plans and specifications of the example G+10 building to demonstrate modeling the building, assigning properties, meshing, applying loads, and checking the model before running the analysis in ETABS.
ANALYSIS AND DESIGN OF HIGH RISE BUILDING BY USING ETABSila vamsi krishna
RESULT OF ANALYSIS:
https://www.slideshare.net/ilavamsikrishna/results-of-etabs-on-high-rise-residential-buildings
ANALYSIS AND DESIGN OF BUILDING BY USING STAAD PRO PPT link :
https://www.slideshare.net/ilavamsikrishna/analysis-and-design-of-mutistoried-residential-building-by-using-staad-pro
FOR FULL REPORT:
vamsiila@gmail.com
This document presents an example of analysis design of slab using ETABS. This example examines a simple single story building, which is regular in plan and elevation. It is examining and compares the calculated ultimate moment from CSI ETABS & SAFE with hand calculation. Moment coefficients were used to calculate the ultimate moment. However it is good practice that such hand analysis methods are used to verify the output of more sophisticated methods.
Also, this document contains simple procedure (step-by-step) of how to design solid slab according to Eurocode 2.The process of designing elements will not be revolutionised as a result of using Eurocode 2. Due to time constraints and knowledge, I may not be able to address the whole issues.
This document provides guidelines for using the structural analysis software ETABS consistently within Atkins Dubai. It covers topics such as modelling procedures, material properties, element definition and sizing, supports, loading, load combinations, and post-analysis checks. The objective is to complement ETABS manuals and comply with codes such as UBC 97, ASCE 7, and BS codes as well as local authority requirements for Dubai projects. The procedures are based on standard practice in Dubai but can be revised based on specific project requirements.
Etabs presentation with new graphics sept 2002Nguyen Bao
ETABS is software for modeling, analyzing, and designing buildings in 3D. It features tools for modeling building geometry and structural elements, performing various types of analyses, and designing structural members according to design codes. ETABS allows linear and nonlinear static and dynamic analysis of buildings, including response spectrum and time history analysis. It integrates analysis results with member design for steel, concrete, and composite beams and concrete shear walls.
WIND ANALYSIS OF A MULTI STOREY BUILDING WITH AND WITHOUT MASS IRREGURALITY B...Divya Swapna Nallajeru
Structural Analysis is a branch which involves in the determination of behaviour of structures in order to predict the responses of different structural components due to effect of loads. Each and every structure will be subjected to either one or the groups of loads, the various kinds of loads normally considered are dead load, live load, earth quake load and wind load.
ETABS (Extended Three Dimensional Analysis of Building System) is a software which is incorporated with all the major analysis engines that is static, dynamic, Linear and non-linear, etc and especially this Software is used to analyze and design the buildings. Our project “Wind Analysis of a Multi-storey building with and Without Mass Irregularity” is an attempt to analyze a multi storey building with Mass irregularity. A G+10 storey building is considered for this study. Irregularities are not avoidable in construction of buildings; Adequate precautions can be taken. A detailed study of structural behavior of the buildings with irregularities is essential for design and behavior. Civil engineering structures are mainly designed to resist static load. Generally the effect of dynamic loads acting on structure is not considered. This feature of neglecting the dynamic forces sometimes becomes the cause of disaster, Over the last two decades, Wind engineering has increasingly focused on the modest low rise and high rise structures, since much of the damage and financial loss associated with extreme wind events happens to these minimally engineered buildings like low rise buildings and also huge loss if encountered by the high rise buildings. As some of these model- and full - scale wind engineering data filters into the design codes and standards, one may expect to see reduced hurricane/cyclone damage. However, when one combines the more rapid increase in population along the world's tropical coasts with a generally unacceptably low standard of new building construction inspection, it seems quite likely that loss of life, as well as insured and uninsured property losses will continue to be the norm in the foreseeable future. The wind engineering community needs to be more responsible in forcefully transferring our technical knowledge to the designer and builder. In this present work the analysis for G+l0 Reinforced cement concrete building having mass irregularity in 9th floor and building without mass irregularity are analyzed. This thesis highlights the effects on floor which has different loads (mass irregularity) in multistorey building.
THE PROJECT DESCRIBES THE DESIGN OF STRUCTURAL COMPONENTS OF A BUILDING USING STAAD PRO(COLUMNS&BEAMS) & MANUAL(SLABS,FOOTINGS&STAIRCASE).THE PROJECT ALSO CONTAINS THE ESTIMATION & COSTING.THE AUTO CADD IS HELPFUL FOR DRAWINGS.
This document provides details of the analysis and design of a multi-storey reinforced concrete building project. It includes the objectives, which are to analyze and design the main structural elements of the building including slabs, columns, shear walls, and foundations. It also summarizes the building being a 12-storey residential building in Gorakhpur, India. The document outlines the various structural elements that will be designed, including flat slab structural systems, column types and design, shear wall design, and pile foundation design.
minor project report on design of residential buildingtushar garg
This document is a minor project report submitted by Tushar Garg to Rajendra Kumar Khyalia for a Bachelor of Technology degree. It includes an acknowledgement, abstract, declaration, and table of contents sections. The content covers the aim of designing a residential building, including selecting a plot, surveying the site, requirements for residential buildings, building bye laws and regulations, room arrangements, and sanitation provisions. Drawings and photos are also included.
This document discusses the design of a residential building. It begins by listing different types of buildings, including residential, educational, institutional, assembly, mercantile, business, industrial, and storage buildings. It then covers factors to consider when selecting a building site such as access, distance from work, drainage, and transportation. The document outlines how to survey a building site and regulations regarding permissible built-up areas. It provides an overview of building bye laws and their objectives. Finally, it discusses principles of Vaastu Shastra for residential buildings, including the five elements of the universe and their directions within the building.
This document is a project report submitted in partial fulfillment of a Bachelor of Technology degree in Civil Engineering. It examines the design and estimation of an RCC (reinforced cement concrete) road. The report was submitted by seven students to their lecturer at Indus Institute of Technology and Management in Kanpur, Uttar Pradesh, India in May 2015. It includes sections on surveying, road specifications, field surveys, analysis of rates, design, estimation, and costing of the RCC road project.
This document summarizes the design of a one-way slab for a multi-story building. Key steps include:
1) Determining the effective span is 3.125m based on the room dimensions and support thickness.
2) Calculating the factored bending moment of 5.722 kNm/m based on the loads and effective span.
3) Checking that the provided depth of 150mm is greater than the required depth of 45.53mm.
4) Sizing the main reinforcement as 130mm^2 based on the factored moment and concrete properties.
5) Specifying 10mm diameter bars spaced at 300mm centers along the shorter span.
Residential Design project by Rishabh Mathur,BSc. IDdezyneecole
This document is a project report by Rishabh Mathur on a residential design project submitted towards a Bachelor of Science in Interior Designing. It includes an introduction, discussions of certified design bodies, case studies, site location details, principles of daylighting, ventilation, gestalt, and an industrial visit. Floor plans and details are provided for a proposed 4,500 square foot residential property with covered and uncovered areas. Design elements like pillars, beams, and living spaces are labeled on the plans.
PROJECT REPORT ON DESIGN OF A RESIDENTIAL BUILDINGAmritpal Singh
The document provides details of a project report for the design of a residential building in India. It includes an introduction, study area details, floor plans for 1BHK, 2BHK and 3BHK units, specifications, construction process and materials used such as cement, coarse aggregate, fine aggregate, and bricks. The summary is as follows:
The document is a project report for the design of a residential building in India that includes details of the site location, floor plans for different unit types (1BHK, 2BHK, 3BHK), building specifications, construction process, and materials used such as cement, aggregates, and bricks.
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CONSTRUCTION OF DISTRICT CONTROL BUILDING, CENTRAL STORE BUILDING & 33/11KV POWER SUBSTATION CONTROL ROOM AT CHAPRA,BIHAR
An Internship Report submitted in partial fulfilment of the
requirements for the degree
of
B.Tech (Civil Engineering)
by
VIJAY KUMAR SINGH
13BCL0001
VIT UNIVERSITY
VELLORE – 632 014, TAMILNADU
AN INTERNSHIP REPORT ON RESIDENTIAL BUILDING CONSTRUCTIONAbhishek Singh
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Rcc box culvert methodology and designs including computer methodcoolidiot07
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1) Load cases to consider (empty, full, surcharge loads), factors like live load, effective width, earth pressure, and impact.
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The document is a summer internship report submitted by Sumit Singh detailing his internship from 09/06/2016 - 23/07/2016 with Skyline engineering contracts (India) pvt. Ltd. on a residential building project. The report includes details of the project such as building materials used including cement, sand, aggregates, reinforcement steel. It also describes the machinery used on site such as batching plants, concrete pumps, transit mixers etc. and procedures followed for demarcation, concrete casting of slabs and beams, staircase construction and brickwork.
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M.Tech Structural Engineering Project on Voided and Cellular Bridge introductionvaignan
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Sumit Singh completed a summer training project on the construction of a residential building complex called Assotech Blith Group Housing in Gurgaon, Haryana, India. The project involved constructing 7 towers ranging from G+18 to G+25 floors over an area of 12 acres. Singh learned about the various stages of construction including land acquisition, excavation, formwork, reinforcement placement, casting, and finishing. He was trained in activities like shuttering, bar placing, staircase construction, brickwork, and safety requirements. The training helped improve his confidence and choice to study civil engineering.
Design a hostel complex to accommodate 1000 studentsAshvini Kumar
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-Common facilities such as Park, Swimming Pool, Sports Courts & Grounds
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This document summarizes the design verification of a residential building using STAAD Pro software. It describes designing a G+1 residential building in Pudukottai using STAAD Pro to verify dimensions and analyze load combinations on the building's slab, beams and columns. Key steps included learning IS codes, designing the building, making Excel calculations, assigning loads in STAAD Pro, and verifying calculations match STAAD results. The analysis confirmed the building's safety under dead and live loads.
This document is a dissertation report submitted by Khan Asadullah for a B.Tech in Civil Engineering. It details the seismic design of a residential building using STAAD Pro software. The building has 2 basements, a ground floor, and 23 upper floors. The report includes modeling the building in STAAD Pro, analyzing it under gravity, wind, and seismic loads, and designing various structural elements like beams, columns, slabs, and foundations both manually and using STAAD Pro. Load combinations, material properties, and design considerations in accordance with Indian codes are also discussed.
This document describes a project submitted by Bedabrata Bhattacharjee and A.S.V. Nagender to analyze and design a multi-storey building using STAAD.Pro software. It includes a certificate from their professor U.K. Mishra certifying the project. The document then discusses loads considered for the building design including dead loads, imposed loads, wind loads and seismic loads. It provides background on analyzing the structure, designing based on limit state methods, and conforming to Indian code standards. The objective is to analyze a G+21 building using STAAD.Pro to understand its capabilities for high-rise structural design.
This document describes a project submitted by Bedabrata Bhattacharjee and A.S.V. Nagender to analyze and design a multi-storey building using STAAD.Pro software. It includes a certificate from their professor U.K. Mishra certifying the project. The document then discusses loads considered for the building design including dead loads, imposed loads, wind loads and seismic loads. It provides background on analyzing the structure, designing based on limit state methods, and conforming to Indian code standards. The objective is to analyze a G+21 building using STAAD.Pro to understand its capabilities for high-rise structural design.
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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
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This document analyzes the performance of different diagrid structural systems for a 70-story building with varying diagrid angles (45, 55, 66, 70 degrees). Four building models are created and analyzed using ETABS software. The results show that diagrid angles between 66-70 degrees provide greater structural stiffness, with less displacement at the top story and smaller story drifts. The optimal diagrid angle is determined to be 66 degrees, as it balances stiffness and interior space planning flexibility. The analysis contributes to understanding the behavior of diagrid structures for tall buildings.
Drift analysis and Comparison due to rigid frame structureFarok Ahmed
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This document provides details about a capstone project to analyze and design a residential building using ETABS software. The project will analyze a G+3 residential building to design the structure, ensure it is safe, economic and durable. The project objectives, details of the internal guide, acceptance letter, time plan, abstract and introduction are provided. Literature on previous related studies is also reviewed. The project will model and analyze the building using ETABS to design the structural components.
This document presents an analysis and design approach for a multistorey school building using ETABS software. The methodology involves modeling the building in AUTOCAD, assigning loads and properties, then analyzing and designing structural elements like beams, columns, slabs and footings in ETABS based on Indian codes. Currently, plans have been drawn manually and in AUTOCAD, and work has begun on assigning elements in ETABS. Future plans include completing the full analysis and design process in ETABS.
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A PROJECT REPORT ON ANALYSIS AND DESIGN OF MULTI STOREY(G 6) RESIDENTIAL BUIL...Jasmine Dixon
The document describes a project report on the analysis and design of a multi-story residential building using STAAD Pro software. It includes the title page with names of students, guide, and department. It discusses literature review on different analysis methods for statically indeterminate structures like flexibility coefficient method, slope displacement method, Kani's method, approximate method. It provides details of the building like utility, number of stories, shape, apartments, lifts etc. It describes design assumptions, material properties, and load considerations as per codes.
A PROJECT REPORT ON ANALYSIS AND DESIGN OF MULTI STOREY(G 6) RESIDENTIAL BUIL...
multi storey buidling
1. i
A
Project Report
on
DESIGN
OF
MULTI-STOREY
RESIDENTIAL BUILDING
Submitted for partial fulfillment of award of
BACHELOR OF TECHNOLOGY (B. Tech.)
Degree
in
CIVIL ENGINEERING
By:
ABHISEK KUMAR MAURY
AISHWARYA TIWARI
AJIT PRAJAPATI
FARHAN ALI
RAVI NANDAN SINGH
Under the Guidance of
Mr. NURUL HASSAN (Asst. Prof.)
Department of Civil Engineering
VISHVESHWARYA GROUP OF INSTITUTIONS
[20 Kms. from Ghaziabad on Ghaziabad – Bulandshahr G.T. Road]
(Near Dadri), Gautam Buddh Nagar (UP) – 203 207
Visit us at: www.viet.ac.in
(May, 2015)
2. ii
CERTIFICATE
Certified that following students have completed the project
entitled “ DESIGN OF MULTI STORY RESIDENTIAL
BUILDING ” for the award of Bachelor of Technology , in Civil
Engineering from Vishveshwarya Institute of Technology Dadri,
(G. B. Nagar) affiliated to Gautam Buddha Technical University,
Lucknow under my supervision. The project report embodies result
of original work and studies carried out by student himself and
the contents of the report do not form the basis for the award of
any other degree to the candidate or to anybody else.
GROUP MEMBER:
Sr.No. Name of Students Roll No.
1. ABHISEK KUMAR MAURY (1128600001)
2. AISHWARYA TIWARI (1128600004)
3. AJIT PRAJAPATI ( 1128600006)
4. FARHAN ALI (1128600016)
5. RAVI NANDAN SINGH ( 1128600033)
MR. NURUL HUSSAN MR. ABHAY SHANKAR RAI
ASST. PROFESSOR HOD, CIVIL ENG. DEPT.
DATE:
3. iii
ACKNOWLEDGEMENT
We would like to express our gratitude towards Mr.NURUL HUSSAN,
project supervisor for his valuable encouragement and guidance.
We would also like to thank (Mr. Abhay Shankar Rai), project
manager for his continuous support and advice throughout the entire
project of Design of Multi Storey Residential Building. We are also
thankful Mr. NURUL HUSSAN for her support and valuable guidance,
rejuvenating encouragement, positive criticism and constant supervision
all through our project session.
SUBMITTED BY:
ABHISEK KUMAR MAURY
AISHWARYA TIWARI
AJIT PRAJAPATI
FARHAN ALI
RAVI NANDAN SINGH
4. iv
OBJECTIVE
OBJECTIVE OF THE PROJECT:
• Carrying out the complete analysis and design of the main structural
elements of multi storey residential building including slab, column, shear
wall, and foundation.
• Getting real life experience with engineering practices.
5. v
ABBREVIATIONS
Unless specified otherwise, the symbols and notations used in the report shall have
the following meaning.
a0……………………………Basic Horizontal seismic coefficient
Ag…………………………...Gross area of section
Ah ………………………….. Horizontal seismic coefficient
Asc …………………………..Area of compression steel
Ast……………………………Area of tension steel
b……………………………...Width of member
C……………………………..Flexibility co-efficient
d……………………………..Effective depth of member
D……………………………..Overall depth of member
d’…………………………….Nominal cover in compression
Dia…………………………..Nominal Diameter of the bar
Fck…………………………...Characteristic compressive strength of concrete
Fy……………………………Characteristic yield strength of steel
I……………………….……..Importance factor
K……………………………..Performance factor
K1……………………………Probability factor
6. vi
K2……………………………Terrain, height and structure size factor
K3……………………………Topographical factor
Ld……………………………Development length
Lex……………………………Effective length of column about X-X axis
Ley……………………………Effective length of column about Y-Y axis
L0……………………………….Unsupported length of column
Mu………………………………Factored Moment
Mx………………………………Moment about X-X axis
My………………………………Moment about Y-Y axis
P/Pu……………………………..Axial load
Pc………………………………..Percentage compressive steel
Pt………………………………..Percentage tension steel
Pz………………………………..Design wind pressure at level z
T…………………………………Fundamental Time period
tc …………………………………Design shear strength of section
tv…………………………………Normal shear stress
V/Vu …………………………….Factored shear force
Vb ……………………………….Basic wind speed/ Base shear
Vz………………………………...Design wind speed at level z
W…………………………………Tidal weight of building
Z…………………………………..Height or level with respect to mean
ground level
7. vii
TABLE OF CONTENTS
TITLE PAGE……………………………………………………...…….i
CERTIFICATE……………………………………………...………….ii
ACKNOWLEDGEMENT……..…..………………….……………….iii
OBJECTIVE…………………………………………………………...iv
ABBREVATION…………………………….…………………....v– vi
CHAPTER 1 1 - 4
1.1 Introduction
1.1.1 Salient features of the building
1.1.2 Architectural Plan of the building
CHAPTER 2 5 - 24
2.1 Gravity Design
2.1.1 Analysis for Gravity Loads
2.2 Manual Design of Slab Panel
2.3 Manual Design of Stair case
2.4 Manual Design of Beam
2.5 Manual Design of Column
CHAPTER 3 25 – 46
3.1 Materials required by Gravity Design method
3.2 Ductility consideration
3.2.1 Requirements for Ductility
3.3 Foundation
3.3.1 Raft Foundation
3.3.2 Raft Foundation Design
3.4 Shear Wall
8. viii
CHAPTER 4 47 – 54
4.4 Design of slab
CONCLUSION 55
BIBLIOGRAPHY 56
9. 1
CHAPTER 1
INTRODUCTION
The project is to analyze and design the proposed building. The building which is to
be used as a residential building is located in the Greater Noida, U.P.The project
came under the final year project work scheme of department of Civil Engineering.
The project includes generation of floor plan in AutoCAD,design of several
component of the building viz. beams,columns,slabs,staircase,shear wall etc
manually as well as by STAAD software.this also contain the structural analysis of
the building on application of several load combination specially wind and seismic
loads.
SALIENT FEATURE OF THE BUILDING
Porpuse→Residential
No. of floors→6(G+5)
Storeys Height→3.2m
Builtup Area→859.1m2
No. of Staircase→1
No. of Lifts→2
Foundation used→Raft
10. 2
1.1.2 ARCHITECTURAL PLAN OF THE BUILDING
It covers a plan area equal to 28.13mX30.54m, consists of a ground floor plus eleven
upper floors.
The type of the building is that of a framed structure. All the floors are similar in
plan, each floor consists of four flats and each flat consists of three rooms which are
of different dimensions.
Some open area is provided in different parts of all floors in the same vertical plane
through all the floors. This open space will facilitate enough ventilation and natural
light. It is surrounded by steel railings on all the four sides.
All the rooms are provided with a wide balcony at the back face and a wide corridor
at the front face.
13. 5
CHAPTER 2
2.1 GRAVITY DESIGN
The basic analysis of the structure starts with the gravity load combinations
applied to the structure. This includes dead load due to weight of different
components of the buildings structure itself (beams, columns, Slabs stairs etc
)live load due to miscellaneous moveable components in the floors(
furniture, electrical appliances eetc. ). The presence of occupants also adds to
the live load of the structure.
Here we have analysed the structure for one load combination
• 1.5*(Dead load + Live load)
• (Dead Load+ Live load)
The beams and columns have been designed on the basis of responses obtained in
preliminary analysis for gravity loads using STAAD Pro Software. However
the slab panels have been designed manually for ine floor of the building a
model calculation for the slab panels and stair case has also been discussed.
2.1.1 ANALYSIS FOR GRAVITY LOADS
Dead Loads:
Self weight factor =1
Weight of Main Walls on Beams =14.72KN/m2
Weight of partition Walls on Beams =7.06KN/m2
Weight of parapet Walls on Beams =4.72KN/m2
Weight of Floor slabs =3KN/m2 (Discussed Later)
Weight of Floor finish =1.25 KN/m2
14. 6
Live Loads:
All floors =2KN/m2
Corridors and Staircases including fire escapes and store rooms =3 KN/m2
Roof Top =1.5 KN/m2
Based on application of this loads the structure has been designed for load
combination of 1.5(DL+LL). While the slab panels and staircases have been
designed manually or by Microsoft Excel program for the above mentioned load
conditions, the beams and columns have been designed based on the responses
obtained by STAAD pro.
2.2 MANUAL DESIGN OF FLOOR SLAB PANEL:
Slab of size (3.527×4.207)
Short span, Lx=3.527m
Long span, Ly =4.207,
Depth of slab,D=120mm,
Two adjacent age discontinuous
Load Calculation:
self wt of slab =0.120*25=3.0KN/m2
D.L due to finishing =0.05*24=1.2KN/m2
L.L onb slab =2.0KN/m2
Total load on slab(W) = 6.2KN/m2
Ultimate load on slab(Wu) =1.5×6.20=9.30KN/m2
Hence design as a two way slab
ɑx
+=0.045 ɑx
-=0.060
ɑy
+=0.035 ɑy
-=0.047
15. 7
Mux(+)=ɑx
+*Wu*Lx
2
=0.045*9.3*3.5272 = 5.206KNm
Mux(-) =0.060*9.3*3.5272 =6.94KNm
Muy(+)=0.035*9.3*3.5272 =4.094KNm
Muy(-) =0.047*9.3*3.5272 =5.437KNm
Depth oif slab required =sqrt(Mmax/(0.138*Fck*b))
= (6.94×106)/(0.138*25*1000)
=44.85mm (<100mm)
Designof Reinforcement:
Shorter span:
Area of steel required,Ast=(0.5*Fck/Fy)*(1-sqrt(1-((4.6*Mx)/(Fck*b*d2)))
=(0.5*25/415)*(1-sqrt(1-
((4.6*6.94*106)/(25*1000*1012)))
= 198.9mm2
Minimum area of steel required,Ast min =0.12%
=(0.12*b*D)/100 =(0.12*1000*120)/100
= 144mm2 (198.9mm2>144mm2) O.K
Let us provide diameter of bar 8mm
Required spacing =(1000*50.26)/198.9
=252mm
Longer span:
Area of steel required,Ast=(0.5*Fck/Fy)*(1-sqrt(1-((4.6*My)/(Fck*b*d2)))
=(0.5*25/415)*(1-sqrt(1-
((4.6*5.437*106)/(25*1000*1002)))
=163.25mm2
16. 8
Minimum area of steel required,Ast min =0.12%
=(0.12*b*D)/100 =(0.12*1000*120)/100
= 144mm2 (163.25mm2>144mm2) O.K
Let us provide diameter of bar 8mm
Required spacing =(1000*50.26)/163.25
=307.1mm
Maximum spacing for reinforcement
• Three times the effective depth ,3d=3*101=300mm
• 300mm
Provide 8mm dia bar @250m c/c on shorter span
Area of steel provided=(1000*50.26)/250=201mm2
Provide 8mm dia bar @200mmc/c on longer span
Area of steel provided=(1000*50.26)/250=201mm2
Check for deflection:
Pt=201/(103*102))*100=0.201
Fs=0.58*415*(198.9/201)
=238
Modification factor=2.15N/mm2
(l/d)max =20*2.15=43
(l/d)provided=4207/100=42.07(<43) O.K
Check for shear:
Average effective depth=(101+97)/2 =99mm
Vu=Wu*(0.5*Lx-d)
20. 12
2.4 DESIGN OF BEAM
All beams have been designed as rectangular section, of different sizes as per
optimum requirement.
The general design considerations are taken from IS: 456 -2000
Effective depth – is the distance from the centre of the tensile reinforcement to the
outermost compression fibers.
Control of deflection – the vertical deflection limit may generally assumed to be
satisfied provided that the span to depth ratios are not greater than the values
obtained as below :
a) Span to effective depth ratio for span up to 10m
Cantilever 7
Simply supported 20
Continuous 26
b) Depending upon the area and stress of steel for tension reinforcement, values in
(a) shall be modifying by multiplying with modification factor obtained as per
fig 5 (IS: 456-2000).
c) Depending upon the area of compression reinforcement, the value of span to
depth ratio is further modified by multiplying with the modification
factor obtained as per fig 5
(IS : 456-2000 ).
Development stresses in reinforcement Ld is taken directly from SP 16 (table 65),
for deform bars conforming to IS: 1786 these values shall be increased by 60% for
bars in compression, the values of bond stress for bar in tension shall be increased
by 25%.
Curtailment of tension reinforcement shall extend beyond the point at which it is no
longer required to resist flexure for distance equal to the effective depth of the
member or 12 times the bar diameter, whichever is greater except at simple support
or end of cantilever.
Positive moment reinforcement: – at least 1/3 +ve moment reinforcement in simple
member and ¼ +ve reinforcement in continuous member shall extend along the
same face of the member into the support , to length equal to Ld/3.
Spacing of reinforcement: - min. distance b/w the individual bar not be greater than
the dia. of bar if dia. are equal or dia. of larger bar if dia. are of different size and
5mm more than the nominal maximum size of course aggregate.
21. 13
Maximum distance should not be exceeded than 180mm for Fe – 415 from table –
IS: 456-2000.
Min. reinforcement should not be less than As =0.85bd/fy
Maximum reinforcement both in tension and compression shall not exceed 0.04bD.
Maximum spacing of shear reinforcement shall not exceed 0.75d for vertical stirrups
and d for inclined stirrups and in no case shall the spacing exceed 300mm and
minimum reinforcement provided as per this formula
= Asv/bsv > (0.4 /0.87fy).
The maximum spacing of shear stirrups has been kept at 200mm, subjected to
detailing consideration with respect to earthquake detailing.
At least two bars have been provided continuous over the entire span of beam.
At external joints bars with columns, top and bottom bars have been provided with
anchorage length of Ld in tension + 10 dia. of bar.
At internal joints bars have been taken continuous through the column.
The tension steel ratio on any section is not less than (0.24 fck0.5)/fy and not greater
than 0.025Mpa.
Provision for laps has been provided wherever required. Hooks shall be provided
wherever lap occurs at spacing not greater than 150mm. Further it has been taken
care not to be provided any laps in the joint within distance of 2d from any face and
within quarter length of any member. Also not more than 50% bars have been
curtailed at a section.
MANUAL DESIGN OF BEAM
LIVE LOAD ON BEAM No. 2779
DEAD LOAD ON BEAM No. 2779
1.5(DL+LL) ON BEAM No. 2779
22. 14
1.5(DL+LL) ON BEAM No. 2779
On STAAD Pro Analysis of the whole structure ,we get the follwing responses.
S.F.D
B.M.D
23. 15
Sample DesignCalculation for Beam No: 2779
Steel Reinforcement for=Tor grade 415
Concrete =M25 Grade
B=400 D=600 mm Effective L =6.12
Determination of area of steel reinforcement:
Maximum Positive Moment=206 KN-m
Maximum Negative Moment=133 KN-m
Top Reinforcement Tor 16 mm @ 150 C/C
Bottom Reinforcement Tor 10mm@ 90 mm C/C
Check for shear:
= 190 KN
= 0.47 From Is Code 456- Table-19 3.1
Since << shear reinforcement is required
=190-0.47*400*575=81.9 KN
Provide 8 mm, 2-legged stirrups@220 mm c/c
Strength of shear reinforcement
==94.8 KN > 81.9 KN OK
Development length
==825 mm
Provide (8*16mm=128mm) anchorage length and
provide a 90 degree bend in the 16 mm bars.
25. 17
B E A M N O. 2779 D E S I G N R E S U L T S
M25 Fe415 (Main) Fe415
(Sec.)
LENGTH: 6117.5 mm SIZE: 400.0 mm X 600.0 mm
COVER: 25.0 mm
SUMMARY OF REINF. AREA (Sq.mm)
----------------------------------------------------------------
SECTION 0.0 mm 1529.4 mm 3058.7 mm 4588.1 mm
6117.5 mm
----------------------------------------------------------------
TOP 718.66 0.00 0.00 0.00
1002.68
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq.
mm) (Sq. mm)
BOTTOM 0.00 462.89 619.86 462.89
0.00
REINF. (Sq. mm) (Sq. mm) (Sq. mm) (Sq.
mm) (Sq. mm)
----------------------------------------------------------------
SUMMARY OF PROVIDED REINF. AREA
----------------------------------------------------------------
SECTION 0.0 mm 1529.4 mm 3058.7 mm 4588.1 mm
6117.5 mm
----------------------------------------------------------------
TOP 4-16í 2-16í 2-16í 2-16í
5-16í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
1 layer(s)
BOTTOM 2-20í 3-20í 3-20í 3-20í
2-20í
REINF. 1 layer(s) 1 layer(s) 1 layer(s) 1 layer(s)
1 layer(s)
SHEAR 2 legged 8í 2 legged 8í 2 legged 8í 2 legged
8í 2 legged 8í
REINF. @ 220 mm c/c @ 220 mm c/c @ 220 mm c/c @ 220 mm
c/c @ 220 mm c/c
----------------------------------------------------------------
SHEAR DESIGN RESULTS AT DISTANCE d (EFFECTIVE DEPTH) FROM
FACE OF THE SUPPORT
SHEAR DESIGN RESULTS AT 915.0 mm AWAY FROM START SUPPORT
VY = 118.75 MX = -1.50 LD= 207
Provide 2 Legged 10í @ 220 mm c/c
SHEAR DESIGN RESULTS AT 915.0 mm AWAY FROM END SUPPORT
VY = -138.43 MX = -1.50 LD= 207
Provide 2 Legged 8í @ 220 mm c/c
26. 18
2.5 DESIGN OF COLUMNS
The columns of proposed structure have been designed as short columns with axial
load and bi axial moments. All columns have been designed using method outlined
in SP 16, (Design Aids to IS: 456-2000) using the columns interaction diagrams
with all the reinforcement distributed equally on all sides.
DESIGN APPROACH
As mentioned, all columns have been designed as short columns along both axes in
accordance with clause 25.1.1 of IS: 456-2000.
A column is said to be short when the slenderness ratio as given by the expression is
less than 12
Slenderness ratio along X-X axes
Lex /b and
Slenderness ratio along Y-Y axes
Ley/D
Where:
Lex = Effective length of column along X-X axis
Ley = Effective length of column along Y-Y axis
B=width of column along X-X axis
D=Depth of the column along Y-Y axis
27. 19
UNSUPPORTED LENGTH
The length of column ,LO was taken as the clear distance b/w the floor and the
underside of the shallower beam framing into the columns in each direction at the
next higher floor level in accordance with clause 25.1.3 of IS : 456-2000
The limit to slenderness, in accordance with clause 25.3.1 of IS: 456-2000 was also
taken into consideration.
EFFECTIVE LENGTH OF COLUMNS
The columns being restrained along both axes the effective length of columns was
taken as 0.65 Lo in accordance with table – 28 of IS: 456-2000
All columns have been designed for the following forces:-
• Axial load
• Moment about X-X axis
• Moment about Y-Y axis
• Moment due to minimum eccentricity as mentioned in clause 25.4 of
IS: 456-2000
• Shear force analysis (see article below), and
• Torsion shear due to seismic forces.
28. 20
DESIGN OF COLUMNS FOR SHEAR
As mentioned above, all columns have been designed for greater of the two.
• Factored shear force from analysis
• Shear given by the expression in IS: 13920 -1993.
In all the cases that were encountered, the factored shear force from analysis was
found greater and thus the columns designed for the same.
Design for shear was done in accordance with clause 40.1 of IS: 456-2000
by calculating the nominal shear stress given by the expression
Tv = Vu/bd
Where
Vu = Design shear force
b = Width of member
d = effective depth
Depending upon the area of tensile reinforcement and grade of the concrete used,
the design shear strength of concrete was obtained from modified given in clause
40.2.2 of IS: 456-2000
NOTE: - While calculating the design shear strength 50% area of steel was taken
into consideration by assuming that half of the steel would be in compression and
the total steel is distributed equally on all sides.
DETAILING OF REINFORCEMENT
• The cross-section of longitudinal reinforcement was kept b/w 0.8% to 4% in
accordance with clause 26.5.3.1 of IS : 456-2000
• All bars used for longitudinal reinforcement are greater than 12mm.
• Spacing of bars along periphery of column has been kept less than 300mm.
• All transverse reinforcement provided is of greater than ¼ of the largest
longitudinal bar and not exceeding the 16mm.
29. 21
• The pitch of ties should not exceed 300mm.
• All transverse reinforcement has been arranged in accordance with clause
26.5.3.2 of IS : 456-2000
Apart from these considerations, following provision of IS 13920-1993 has been
conformed to
• The least lateral dimension of the column is greater than 300mm.
• The ratio of the least lateral dimension to the perpendicular dimension is
more than 0.4.
• Lap splices wherever they occur have been proposed in the central half of
the member. Hoop with a pitch not exceeding 150mm c/c have been
provided over entire splice length.
• The transverse reinforcement consists of square hoops having 135 degree
with a 10 dia. extended at each end confined in the core.
• The parallel edges of hoops are not spaced greater than 300mm as far as
possible. A cross tie or a pair of overlapping hoops have provided engaging
all peripheral bars.
MANUAL DESIGN OF COLUMN
Unsupported Length=3200, Pu=2303KN,
Mux=11.2KNm Muy=18.67KNm ,
As the moment in X and Y direction are very small compared to axial load. We
shall design the column as axially loaded only.
Let us assume a trial section (400*700)mm2
Fck=25N/ mm2 F y=415N/mm2
30. 22
Check 1:
Effective Lenth=0.65*L=0.65*3200=2080mm,
Effective Lenth/Least Lateral dimension=2080mm/400mm=5.20(>3)
Check 2 :
Effective Length/Depth(D)=2080mm/700mm=2.97(<12)
Effective Lenth/Width(B)=2080mm/400mm=5.20(<12)
It is a short axially loaded column
Check 3:
Minimum Eccentricity
(1)Emin=Unsupported Lenth/500+lateral dimension/30
3200/500+400/30=20.73
(2) Emin=20mm => Emin=20.73
Design the member as short axially loaded column
Longitudanal Reinforcement:
We have
Pu=0.4*25*(Ag-Asc)+0.67*Fy*Asc
Pu=0.4*Fck*Ag+(0.67*Fy-0.4Fck)*Asc
Area of steel required,
Asc=(Pu-0.4*Fck*Ag)/(0.67Fy-0.4Fck)
Asc=(2303000-0.4*25*400*700)/(0.67*415-0.4*25)
Asc=1854.13mm2
Providing 12mm diameter bar
No. of bar =1844.13/(π*82)
=15.83=16 bar
31. 23
Providing 8mm dia lateral ties
The spacing of the column should not exceed
• Least dimension of the column=400mm
• Sixteen times the dia of longitudinal bar=12*16=196mm
• 300mm
Provide 8mm lateral ties at 190mm c/c spacing
33. 25
CHAPTER 3
This chapter deals with the miscellaneous topics. First of all we provide a
comparative study of the economy involved in the design with and without seismic
design. Then we move to ductile design of the building. Some theories and codal
provision have been discussed. A special mention of the reinforcement in the beam,
column and joints according to the provision of IS:13920 have been discussed. A
discussion about the type of foundation used and its design has also been given.
3.1 MATERIAL REQUIRED BY GRAVITY LOAD DESIGN
METHOD
34. 26
3.2 DUCTILITY CONSIDERATION
The basic approach of earthquake resistant design should be based on lateral
strength as well as deformability and ductile capacity of the structure with
limited damage but no collapse. The IS 13920:1993 is based on this
approach .Ductility of the structure is one of the most important factor
affecting its seismic performance. The gap between the actual and lateral
force is narrowed down by providing ductility in the structure. Ductility in
the structure will arise from inelastic material behaviour and detailing of
reinforcement in such a manner that brittle failure is avoided and ductile
behaviour is induced by allowing steel to yield.
3.2.1 REQUIREMENT FOR DUCTILITY
In order to achieve a ductile structure we must give stress on three key area
during the design process. Firstly, the overall design concept of the building
configuration must be sound. Secondly, individual member must be designed
for ductility, and finally connection and other detail need careful attention
CONSTRUCTION MATERIAL
3.1 Concrete
Concrete is a stone like hard material obtained by mixing cement, sand and
aggregate in some specific proportion and water to harden and give workability to
fill in the form of shape and dimensions desired for a structure. The chemical
interaction between cement and water binds the aggregate into a solid mass.
Concrete possesses high compressive strength but is weak in tension. This
short coming is offset by providing steel bars at appropriate location at the time of
casting the member to take up the stresses, and the compressive stresses if required.
Thus, the concrete is strengthened (i.e. reinforced) by steel and the resultant
composite mass is known as reinforced cement concrete(RCC),
3.1.1 Constituent materials:
The main constituent materials of concrete are –
35. 27
Aggregates,
Cement ,and
Water
Aggregates: The aggregates occupy approximately more than 75 percent of
the volume of concrete and, their properties have definite influence on the
strength of hardened concrete. Hence, the aggregate used for concrete should
be durable, strong, good resistance to weathering action and effects economy
in cost, of concrete.
Cement: cement is a material to having property of binding minerals
fragments into a solid mass on its chemical combination with water. Since
binding and hardening actions are due to presence of water, such cements are
called as hydraulic cement. The cement used for construction is known as
Portland cement.
Water: water plays an active role in the chemical process of hydraulic and
incurring concrete. It is, therefore, necessary that what are used for fixing
and curing should be clean and free from injurious materials like oils, acids,
alkalis, salts, sugar, organic materials or other substances that may be
deleterious to concrete and steel. Drinking water is generally considered
satisfactory for mixing concrete.
3.1.2 Concrete mix proportioning:
In reinforced concrete construction, the concrete is known by its grade and
is designated as M20, M25 in which letter M refers to mix aand the number to its
characteristic strength in axial compression at 28 days on 150mm cube, expressed in
N/mm², grades normally used in R.C construction are M20 and M25.
The structural designers specify is the required strength and properties of
concrete to achieve this, various ingredients of concrete are proportioned so that the
resulting concrete has desired strength, proper workability for placing and namely,
the cement, aggregate and water to attain the required strength is done in the
following ways:
36. 28
By designing the concrete mix: such concrete is called as ‘design mix
concrete’.
By adopting nominal mix, such concrete is called ‘nominal mix concrete’.
3.2 Reinforcement steel:
Reinforcement steel consists of bars, usually circular in cross-section. These
are at present available in different grades ways. Fe250, Fe415, Fe500, where ‘Fe’
refers to Ferrous metals and the number refers to a specified guaranteed yield stress
in N/mm².
3.2.1 Types of reinforcement:
Based on the physical and mechanical properties namely ductility, yield
strength, the following two types of steel reinforcements are mainly used in
reinforced concrete construction:
Plain round bars of mild steel.
Deformed bars of high-grade steel.
Plain round bars of mild steel: They are usually of mild steel (grade
Fe250) conforming to IS: 432-1982. It has a well-defined yield point giving
yield stress of 250N/mm² and excellent ductility.
Deformed bars of high-grade steel: These bars are usually of steel and do
not possess a well-defined yield point. The characteristics strength is given
by 0.2 percent proof stress. These bars have low ductility and low bend
ability ribs, lugs, or deformations on their surface with the result that their
bond characteristics is improved.
Detail consideration
1. GENERAL
The design and construction of reinforced concrete buildings shall be
governed by the provisions of IS 456 : 2000, except as modified by
the provisions of this code.
37. 29
For all buildings which are more than 3 storeys in height, the
minimum grade of concrete shall be M20 ( fck = 20 MPa ).
The concerned structure is G+13 storied, that’s why we have
used M25 grade of concrete.
Steel reinforcements of grade Fe 415 or less only shall be used.
2. FLEXURAL MEMBERS
2.1 General
• The factored axial stress on the member under earthquake loading shall not
exceed 0.1 fck.
• The member shall preferably have a width-to-depth ratio of more than 0.3.
• The width of the member shall not be less than 200 mm.
• The depth D of the member shall preferably be not more than 1/4 of the clear
span.
2.2 Longitudinal Reinforcement
• The top as well as bottom reinforcement shall consist of at leasttwo bars
throughout the member length.
• The tension steel ratio on any face, at any section, shall not be less than ρmin
= 0.24(fck/fy) ; where fck and fy are in MPa.
• The maximum steel ratio on any face at any section, shall not exceed ρmax =
0.025.
• The positive steel at a joint face must be at least equal to half the negative
steel at that face.
• In an external joint, both the top and the bottom bars of the beam shall be
provided with anchorage length, beyond the inner face of the column, equal
to the development length in tension plus 10 times the bar diameter minus
the allowance for 90 degree bend(s) ( see Fig. 1 ). In an internal joint, both
face bars of the beam shall be taken continuously through the column.
38. 30
• The longitudinal bars shall be spliced, only if hoops are provided over the
entire splice length, at a spacing not exceeding 150 mm.The lap length shall
not be less than the bar development length in tension. Lap splices shall not
be provided (a) within a joint, (b) within a distance of 2d from joint face, and
(c) within a quarter lengh of the member where flexural yielding may
generally occur under the effect of earthquake forces. Not more than 50
percent of the bars shall be spliced at one section.
Use of welded splices and mechanical connections may also be made, as per
25.2.5.2 of IS 456 : 1978. However, not more than half the reinforcement shall be
spliced at a section where flexural yielding may take place
39. 31
LAP SPLICES IN BEAM
2.3 Web Reinforcement
• Web reinforcement shall consist of vertical hoops. A vertical hoop is a
closed stirrup having a 135° hook with a 10 diameter extension (but not < 75
mm) at each end that is embedded In confined core.
• The minimum diameter of the bar forming a hoop shall be 6 mm. However,
inbeams with clear span exceeding 5 m, the minimum bar diameter shall be
8 mm.
• The shear force to be resisted by the vertical hoops shall be the maximum of
a) calculated factored shear force as per analysis, and
b) shear force due to formation of plastic hinges at both ends of the beam
plus the factored gravity load on the span.
40. 32
• The contribution of bent up bars and inclined hoops to shear resistance of
the section shall not be considered.
• The spacing of hoops over a length of 2d at either end of a beam shall not
exceed (a) d/4,and (b) 8 times the diameter of the smallest longitudinal bar;
however, it need not be less than 100 mm.
42. 34
3. Compression Member:
3.1General
• These requirements apply to frame members which have a factored axial
stress in excess of 0.1 fck under the effect of earthquake forces.
• The minimum dimension of the member shall not be less than 200 mm.
However, in frames which have beams with centre to centre span exceeding
5 m or columns of unsupported length exceeding 4 m, the shortest
dimension of the column shall not be less than 300 mm.
• The ratio of the shortest cross sectional dimension to the perpendicular
dimension shall preferably not be less than 0.4.
3.2Longitudinal Reinforcement
Any area of the column that extends more than 100mm beyond the confined
core due to architectural requirement shall be detailed as in diagram.
43. 35
3.3 Transverse Requirement
The detailing of the transverse reinforcement should be done in the diagram below
Transverse Reinforcement in Column
44. 36
• Special Confining reinforcements
Special confining reinforcement shall be provided over a legth lo from each
joint face, towards midspan, and on either side of anysection, where flexural
yielding may accur under the effect of earth quake forces. The length ‘lo’
shall not be less than :
• Larger dimension of the member at the section where yielding accur,
• 1/6 of clear span of member, and
• 450mm
When a column terminate into a footing or mat, special confining
reinforcement shall extend atleast 300mm into the footing or mat.
COLUMN AND JOINT DETAILING
45. 37
PROVISION OF SPECIAL CONFINING REINFORCEMENT IN FOOTING
3.3 FOUNDATION
3.3.1 RAFT OR MAT FOOTING
A raft or mat is a combined footing that covers the entire area beneath a structure
and supports all the wall and columns . When the allowable soil pressure is low ,or
the building loads are heavy, the use of spread footing Would cover more than one-
half of the area and it may prove more economical to use mat or raft foundation
.They are also used where the soil Mass contains compressible lenses or the soil is
sufficiently erratic so that the differential settlement would be difficult to control
.The raft tends to bridge over the erratic deposits and eliminates the differential
settlement. Raft foundation is also used to reduce settlement above highly
compressible soil , by making the weight of structure and raft approximately equal
to the weight of soil excavated.
Ordinarily, raft are designed as reinforced concrete flat slabs .If the C.G of loads
coincide with the centroid of the raft ,the upward load is regarded as uniform
pressure equal to the downward load divided by the area of the raft .The weight of
raft is not considered in structural design because it is assumed to be carried directly
by the subsoil .
46. 38
3.3.2 Designof RAFT Foundation
Total weight of columns =90516 KN
Assume self weight of foundation equal to 1.1 times of the total columns load
=+1.1X 90516=99567.6 KN
Area of foundation =99567/100=996
Let us provide =34.5X32=1104 ok
Net upward intensity = = 90.18 KN/
Net upward reaction/m=90.18X16=1442.88 KN/m
Maximum longitudinal bending moment =34.5X3335=116620 KNm
Factor moment= Mu =0.8X116620=93296 KNm
Equating Mu,lim to Mu
Mu,lim = 0.138fCKb
We found d=906
d = 950mm, provide 50 mm cover
D= 950+ 50 = 1000 mm
Mu/b = (93296×106)/ (34500×9502) =2.99
=0.99 % (obtained from page -49 of SP 16)
= 9405 mm2
Maximum shear force=7438.52KN
Factored shear, vu= 4867.9*0.8=3894.32KN
47. 39
τv = = 0.22 N/
But τc = 0.63 N/ (obtained from Is 456: 2000 table 19)
τv < τc . Hence OK
For =.99 %, =9405mm2
Provide 32mm dia. bars @ 80mm c/c
TRANSVERSE BENDING
Sum of all loads in outer strip =15073KN
Sum of all loads in inner strip = 7966KN
Soil pressure acting under entire width =90.18.62*32 =2885 KN/m
Maximum transverse bending moment=62046 KNm
Factored moment =0.8*62046 =49638 KNm
Equating Mu,lim to Mu
2458.6 =0.138fckb
Here we have: b=32000mm, fck = 25 N/
Hence, d is coming =599 mm
But available effective depth =1000-50-32-16=900
= =1.19
Hence = 0.343% (obtained from page -49 of SP 16)
Therefore Ast = =3037
Provide 25mm dia. bars @150mm c/c
Maximum transverse shear =0.8x3848.8 =3079 kN
Nominal shear stress (τv )= =.109 N/
and τc = 0.38 N/ (obtained from table 19 of IS 456 : 2000)
since τv < τc . ok
Using 25 mm dia. of 2 –legged vertical stirrups
A sv = 2x =981.75
Spacing =30 mm c/c
Transverse bottom steel = 0.189% b d
= x17000 x468
= 15036.8
48. 40
Provide 25 mm dia. Bars @ 80mm c/c
Longitudinal bottom steel = 0.12% of gross area
=
= 10800
Provide 25 mm dia. Bars @ 150 mm c/c
Two way punching shear force
Size of the column = 0.7mx0.4m
Depth (d) =1000mm
Critical section at d/2 = 0.5 m
Width of critical plane =0.7m
τ'c = τc
= (0.5+)
= (obtained from IS 456 : 2000 cl. 31.6.31 )
= 0.57
Hence take
Now = (0.5+0.57) (not greater than 1)
Thus, = 1.
τ'c = τc
=1x0.25 =1.25 N/> 0.34 N/.
Thus, OK.
Development of reinforcement
Development length in 25 mm dia. bars
=
= (obtained from IS 456: 2000 cl. 26.2.1.1 )
=65 x dia.
Therefore,
M.O.R = 0.87(d-0.42 x0.48xd)
= 6207.48 KNm
= 1.3 M/V + -------> here = 12 x dia.
= 694mm < Hence okay.
49. 41
3.4 SHEAR WALL
Shear walls are a type of structural system that provides lateral resistance to a
building or structure. They resist "in-plane" loads that are applied along its height.
The applied load is generally transferred to the wall by a diaphragm or collector
or drag member. They are built in wood, concrete, and CMU (masonry).
Plywood is the conventional material used in the construction of Shear Walls, but
with advances in technology and modern building methods, there are other
prefabricated options, such as Hardipanel and Simpson Strong Wall, which have
made it possible to inject shear assemblies into narrow walls that fall at either side of
an opening in a shear wall. Sheet steel and steel-backed shear panels (i.e. Sure-
Board) in the place of structural plywood in shear walls has proved to be far
stronger in seismic resistance.
50. 42
SHEAR WALL DESIGN
Detail of shear wall consideration
Lenth of the wall,lw=4950m Thickness of the wall =230mm
Height of the wall,H=39.4m Ag=113.85*103mm2
Iy=2.325*1012
51. 43
SHEAR WALL CONSIDERATION
Data collected from STADD Pro Analysis
Load case Moment(KN
-m)
Shea
r
(KN)
Axia
l
force
KN
Axial load
on boundary
element(KN
)
1.5(DL+LL) 1561.4 1010 5860 3970
1.2(DL+LL+EQZ
)
4000 2025 4420 3040
I.2(DL+LL-EQZ) 1500 410 4950 3310
1.5(DL+EQZ) 4832 2425 4890 3350
1.5(DL-EQZ) 2044 618 5550 3690
(0.9DL+1.5EQZ) 4274 2063 2800 1940
(0.9DL-1.5EQZ) 2600 980 3460 2280
Shear strength Requirement:
tv=Vu/(b*d) Vu=2425/2=1212.5KN
tw=230mm
dw0.8*lw = 0.8*4950=3960mm Effective depth of wall of the section
Now,tv=(1212.5*103)/(230*3960)=1.3312N/mm2
Table-19 IS-456 gives for pt =0.25,tc=0.36N/mm2
Table 20 IS:456 gives tc max =3.1N/mm2
Since tc<tv<tc max ,shear reinforcement is required.
Now 0.25*sqrt(fck) =0.25*sqrt(25)=1.25(tv>0.25*sqrt(25))
Also tw >200mm
SHEAR REINFORCEMENT IS REQUIRED IN TWO CURTAINS
52. 44
Area of horizontal shear reinforcement is given by:
Vus =0.87*fy*Ah*dw/Sw
Ah =Horizontal shear reinforcement area
Sv= Vertical spacing
Vus=vu-tc*tw*dw
=(tv-tc)*tw*dw
=(1.3312-0.36)*230*3960N
= 884568.9N
Spacing required for two legged 8f TOR bars
Sv=0.87*415*100.53*3960/884568.9
Sv=162.49mm
This gives the ratio As/Sv =100.53/162.49=0.64
Minimum horizontal reinforcement =0.0025*230
=0.575<0.64 (O.K)
Provide 8mm bar @150mm c-c in two curtain in horizontal reinforcement
Provide 8mm bar @150mm c-c in two curtain in vertical reinforcement
Spacing should not exceed in either direction
1.lw/s=4950/5=990mm
2. 3*tw=3*230=690mm
3. 450mm
Provide spacing 150mm . Hence O.K
Flexural strength
The moment of resistance Muv ,of the wall section shall be calculated as for column
subjected to combined axial load and uniaxial bending.The moment of resitance that
is provided by uniformly distributed vertical reinforcement in a slender rectangular
wall section,may be calculated as follows:
53. 45
Muv/(fck*tw*lw
2)=f[(1+?/f)*(0.5-0.416*xu/lw)-( xu/lw)2*(0.168+
β2/3)]
When xu/lw<=( xu
*/lw)
xu/lw=(f+?)/(2f+0.36) xu
*/lw=0.0035*Es/(0.0035Es+0.87*fy)
f=(0.87*fy*?)/fck ?=pu/( fck*tw*lw)
where ,
?=Vertical reinforcement ratio
Ast=As*lw/sv=0.64/230=0.003
f=0.87*415*0.003/25=0.044
?=2930*103/25*230*4950=0.102
pu=5860/2=2930KN
xu/lw=0.044+0.102/(2*0.044+0.36)=0.31
xu
*/lw=(0.0035*2*105)/(0.0035*2*105+0.36)=0.66
xu/lw< xu
*/lw HENCE O.K
β=0.87*415/(0.0035*2*105)=0.516
Muv/(fck*tw*lw
2)= 0.044[(1+0.102/0.044)*(0.5-0.416*0.31)-( 0.31)2*(0.168+
0.5162/3)]=0.0530
MUV=0.0530*25*230*49502
=7468KNm
The remaining moment Mu-Muv=24160-7468
=16692KNm
This much moment has to be resisted by boundary element
Pboundary element=16692/4.95=3372.2KN
fc=Pu/Ag+(Mu*lw/2)/Iy
=(2930*103)/(113.85*103)+((24160*1064950/2)/(2.325*1012)
54. 46
=25.73+25.72=51.45N/mm2 >0.2*fck
Provide boundary element
Dimension of boundary elements=(600*500)mm2
Ag =30*106mm2
Let us assume 2% longitudinal reinforcement
As=0.02*600*500=5000mm2
Axial load capacity of the boundary element
Pu =0.4*25*30*104+(0.67*415-0.4*25)6000
=4608300N
=4608.30KN >3970KN o.k
>3372.2KN O.K
Provide 12 No. of 25mm dia bar
Splicing of vertical reinforcement may be done at higher larger of
1.lw=4950mm
2.H/6=39400/6=6567mm
Splicing may be done at a height 7m above the base.
55. 47
CHAPTER – 4
DESIGN APPROACH
4.1 Working Stress Method
This has been the traditional method used for the reinforced concrete design
where it has been assumed that concrete is elastic, steel and concrete act together
elastically, and the relationship between loads and stresses is linear right up to the
collapse of the structure. The basis of the method is that the permissible stress for
steel and concrete are not exceeded anywhere in the structure when it is subjected to
the worst combination of working loads and the design is in accordance with hook’s
law.
4.2 Ultimate Load Method
In the ultimate load method, the working loads are increased by suitable
factors to obtain ultimate loads. These factors are called load factors. The structure is
then designed to resist the desired ultimate loads. This factor takes into account the
non-linear stress-strain behavior of concrete.
4.3 Limit State Method (LSM)
The discussions of the earlier two method clearly shows that the working stress
method, though ensures satisfactory performance at working loads, is unrealistic and
a rational at ultimate state and hence does not give a true margin of safety, while the
ultimate load method, though provides realistic assessment of degree of safety in
confirming with the actual behavior of the structure at or near the ultimate state, it
does not guarantee the satisfactory performance of the structure at service loads.
Undoubtedly, the ideal approach to design a structure is one which recognizes
and take into consideration all the states, like uncracked, cracked, elastic and
ultimate state through which a structure or its element and its material pass from
service loads to ultimate load, and ensures that neither the safety at the ultimate state
56. 48
nor the serviceability at the service condition is in jeopardy(danger) rendering the
structure to perform its function satisfactorily during unfit is called the limit state
philosophy of design.
4.3.1 Types and classification of limit state –
The various limit states required to be considered in structural design are
conveniently group into three major categories, namely
Limit state of collapse ,
Limit state of serviceability ,
Limit state of durability ,
4.3.1.1 Limit state of collapse:
It is the limit state on attainment of which the structure is likely to collapse
it related to stability and ultimate strength of the structure. Design to this limit state
safely of structure from collapse.
The structure failure can be any of the following types:-
Collapse of one or more members uttering as a result of force coming on the
member exceeding its strength {types (a) and (b) given below} ;
Displacement of the structure body due to lack of equilibrium between the
external forces or displacement and the resisting reactions {type (c),(d),(e)
given below}.
The various condition leading to structural failures are as follows –
(a) Failure, bright age and hence division into segment of one or more members
of the structure either due to material failure (as in case of columns) or on
account of formation of mechanism by development of plastic images at one
or more critical sections due to yielding of steel and concrete (as in case of
slabs and beams):
57. 49
(b) Elastic or plastic instability;
(c) Overturning,
(d) Sinking
This limit state is attained by providing resistance (or resisting reaction)
greater than the force coming on it and keeping a margin of safety through safety
factors.
Some of the codes consider each of the above the states as independent
limit states instead of a single limit state of collapse and prescribe different safety
factor for each of them. I S. code prescribe different safety factors for overturning
and sliding without giving any special status to sinking and buckling.
The limit state under discussion is critical in case of column and
foundations on particular and in case of a normal structure as a whole.
4.3.1.2 Limit state of serviceability:
Limit state of serviceability related to performance of behavior of structure
at working loads and based on causes effecting serviceability if the structure. They
are subdivided into following three categories:
Limit state of deflection,
Limit state of resistance to chemical and environmental actions, and
Limit state of resistance to accidental or catastrophic collapse.
58. 50
4.4 DESIGN OF SLABS
SLAB TYPE 1
Slab name S1
Condition interior panel
+αx +αy
-αx -αy
Ly, length of longer span = 4.315m
Lx, lengh of shorter span = 3.705m
Lx/Ly < 1.16 which is less than 2
Hence, design as two way slab.
Leff,whichever is less Leff = 3.705m
L/D = 26
D =3705/26 =142.5mm =150mm (say)
d = 120mm
Load calculation
Superimposed dead load =4.5KN/m2
Sumperimposed live load = 2kN
Total load = 6.5KN/m2
Edge condition
For Lx/Ly = 1.16
+αx = 0.030 +αy = 0.024
-αx = 0.040 -αy = 0.032
60. 52
SLAB TYPE S2
8mm@300mm
8mm @300mm c/c
120mm
150mm
8mm @280mm
3.705m
SLAB TYPE S3
Slab name S3
Condition one long edge discontinuous
+αx +αy
-αx -αy
Ly, length of longer span = 4.925m
Lx, lengh of shorter span = 3.705m
Lx/Ly < 1.329 which is less than 2
Hence, design as two way slab.
Leff,whichever is less Leff = 3.705m
Assumed thickness = 120mm
Effective thickness = 100mm
Load calculation
Superimposed dead load =4.5KN/m2
Sumperimposed live load = 2kN
Total load = 6.5KN/m2
Factored load = 6.5×1.5
=9.75KN/m2
61. 53
Edge condition
For Lx/Ly = 1.329
+αx = 0.0448 +αy = 0.028
-αx = 0.058 -αy = 0.037
Since (pt)reqrd/100 = (Ast)reqrd/bd = fck[1-sqrt(1- 4.59*Mu/(fckbd2)]/2fy
Grade of concrete fck 25
Grade of steel fy 415
Width b 1000
Depth of slab d 100
Mx(+) = αx*w*Lx2
Mx(+) = 5.995 KN-m
Mx(-) = 7.762 KN-m
My(+) =3.747 KN-m
My(-) = 4.952KN-m
Required depth = sqrt( Mmax/2.76b)
= 53.03mm < 100mm
Area of main reinforcement
Ast = (0.36× fck × b × 0.48 × d)/( 0.87×fy)
= ((0.36× 25 × 1000 × 0.48 × 53.03)/( 0.87×415)
=634.15mm2
Take 12mm bars
Spacing = (113.09×1000)/634.15
= 178.34mm (say 160mm)
Ast provided = (113.09 × 1000)/160
= 706.81mm2
Distribution steel
4.592×10(pow 6) = 0.87×415×Ay [43.03 –[(415 × Ay)/25×1000]]
0.0166×Ay2 - 43.03 Ay + 13715.55 =0
Ay = 372.18mm2
Use 8mm dia bars
Spacing = 135.05mm (say 130mm)
Actual area of steel = 386.615mm2
63. 55
CONCLUSION
• We have practiced real life engineering .
• We can conclude that there is difference between the theoretical and
practical work done. As the scope of understanding will be much more
when practical work is done. As we get more knowledge in such a
situation where we have great experience doing the practical work.
• At this point, we would like to thanks all the instructors,
engineers, consultant offices for their grate support.
64. 56
BIBLIOGRAPHY
• CONSTRUCTION SITE OF GREATER NOIDA U.P .
• I.S CODE 456:2000.
• I.S CODE 800:2007.
• I.S CODE 875 (PART 3) 1987
• I.S CODE 1893:2002
• FACULTY ‘S INSTRUCTIONS.
• BOOK REFERENCES:
• B.C PUNMIA
• A.K JAIN
• S. RAMAMURTHAM