This document discusses the design of flat slab structures with and without slab drops. It begins with an introduction to flat slabs and their components. It then outlines the design methodology and considerations. The main body compares the bending moments and steel requirements for interior and exterior panels of flat slabs without drops and with drops, for slab sizes of 20x20m, 40x40m, and 60x60m. The key findings are that flat slabs without drops require less steel in the middle strips compared to flat slabs with drops, but flat slabs with drops have lower bending moments and steel requirements in the column strips.
PUNCHING SHEAR RESISTANCE OF FLAT SLABS WITH OPENINGIAEME Publication
There are numbers of methods have been proposed to evaluate the influence from opening on punching shear resistance in flat slabs in the vicinity of columns. In the present paper, the aims are going to compile this state of review on the evaluation of the predicted punching shear strength. A total of 79 tested slabs without shear reinforcement were selected from literature to study the treatments by these methods. The comparisons from their failure loads comparing to their reference specimens without opening shows that the punching shear resistance is inversely proportional to the opening size, location and distance to the face of the related columns.
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
Optimization of Pre Engineered BuildingsIJERA Editor
Pre-engineered buildings have become quite popular in the last few years. The main advantages are speed of construction and good control over quality. However there is not much information on its economy. There are several parameters like the inclination of the gable, spans, bay spacing, which control the cost of the structure. In the present paper the above parameters are varied systematically and in each case the gable frame designed for the common loads DL, LL, EQ, and WL. The quantity in each case is obtained and finally the structure which regulates the lowest quantity of steel is recommended.
This research introduces a new simple, efficient, and practical procedure to design
the reinforced concrete (RC) circular slabs which have large diameters. The principal
idea of this paper concerns to use the isotropic perpendicular RC straight joists to
resist the external load. The yield-line theory was adapted to analysis the circular
waffle slabs. The steps of design were according to the ACI Code provisions. Fixed
and simply supported circular slabs were presented. Closed form equations have been
driven by author for the purposes of analysis and design this type of slabs by the
present procedure. Uniformly distributed load was considered, that represent almost
practical cases. Useful illustration example is presented in this study according to the
available materials in Iraq to facilitate the job of designers. The good performance of
RC circular slab which design by the present procedure proved clearly the efficiency
of this technique.
PUNCHING SHEAR RESISTANCE OF FLAT SLABS WITH OPENINGIAEME Publication
There are numbers of methods have been proposed to evaluate the influence from opening on punching shear resistance in flat slabs in the vicinity of columns. In the present paper, the aims are going to compile this state of review on the evaluation of the predicted punching shear strength. A total of 79 tested slabs without shear reinforcement were selected from literature to study the treatments by these methods. The comparisons from their failure loads comparing to their reference specimens without opening shows that the punching shear resistance is inversely proportional to the opening size, location and distance to the face of the related columns.
IJRET : International Journal of Research in Engineering and Technology is an international peer reviewed, online journal published by eSAT Publishing House for the enhancement of research in various disciplines of Engineering and Technology. The aim and scope of the journal is to provide an academic medium and an important reference for the advancement and dissemination of research results that support high-level learning, teaching and research in the fields of Engineering and Technology. We bring together Scientists, Academician, Field Engineers, Scholars and Students of related fields of Engineering and Technology
Optimization of Pre Engineered BuildingsIJERA Editor
Pre-engineered buildings have become quite popular in the last few years. The main advantages are speed of construction and good control over quality. However there is not much information on its economy. There are several parameters like the inclination of the gable, spans, bay spacing, which control the cost of the structure. In the present paper the above parameters are varied systematically and in each case the gable frame designed for the common loads DL, LL, EQ, and WL. The quantity in each case is obtained and finally the structure which regulates the lowest quantity of steel is recommended.
This research introduces a new simple, efficient, and practical procedure to design
the reinforced concrete (RC) circular slabs which have large diameters. The principal
idea of this paper concerns to use the isotropic perpendicular RC straight joists to
resist the external load. The yield-line theory was adapted to analysis the circular
waffle slabs. The steps of design were according to the ACI Code provisions. Fixed
and simply supported circular slabs were presented. Closed form equations have been
driven by author for the purposes of analysis and design this type of slabs by the
present procedure. Uniformly distributed load was considered, that represent almost
practical cases. Useful illustration example is presented in this study according to the
available materials in Iraq to facilitate the job of designers. The good performance of
RC circular slab which design by the present procedure proved clearly the efficiency
of this technique.
Analysis of multistoried braced frame subjected to seismic and gravity loading.IJERA Editor
The structure in high seismic areas may be susceptible to the severe damage. Along with gravity load structure has to withstand to lateral load which can develop high stresses. Now-a-days, shear wall in R.C. structure and steel bracings in steel structure are most popular system to resist lateral load due to earthquake, wind, blast etc. bracing is a highly efficient and economical method of resisting horizontal forces in a frame structure. Bracing is efficient because the diagonals work in axial stress and therefore call for minimum member sizes in providing stiffness and strength against horizontal shear. Through the addition of the bracing system, load could be transferred out of the frame and into the braces, by passing the weak columns while increasing strength. In this study Steel Frame is modeled and analyzed three Parts viz., (i) Model without Steel bracing (bare frame), (ii) Model completely Steel braced (fully braced frame), (iii) Model with partially Steel bay wise braced frames. The computer aided analysis is done by using STAAD-PRO to find out the effective lateral load system during earthquake in high seismic areas.
Analysis of Parabolic Shell by Different Models Using Software SAP 2000ijtsrd
The shell structure consists of a thin reinforced concrete shell without the use of internal columns to create an internal opening., parabolic or spherical cross section. On the other hand, warehouses and playgrounds are conventional concrete frame structures, on the other hand, they can be difficult to design as the exact shape required for the stability of the structure depends on the material used, the dimensions of the enclosure, external or internal loads and other chamfers.. .. Thus, by changing the shell parameter, the performance of the shell will also change. The main goal of this work is to parametrically analyze different designs of cylindrical shells of different lengths in order to analyze two different lengths of taken cylindrical shells, and then change two parameters, first the radius and then the thickness, based on the radii. and the difference in thickness for the same width, length and material of the frame, we will evaluate the behavior of the frame for different models. Rohit Sahu | Barun Kumar | A. K. Jha "Analysis of Parabolic Shell by Different Models Using Software: SAP 2000" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-5 | Issue-5 , August 2021, URL: https://www.ijtsrd.com/papers/ijtsrd46337.pdf Paper URL: https://www.ijtsrd.com/engineering/civil-engineering/46337/analysis-of-parabolic-shell-by-different-models-using-software-sap-2000/rohit-sahu
Analysis of multistoried braced steel space frame subjected to gravity and se...IJERA Editor
Steel structures are generally more flexible than other types of structure and lower in weight. Earthquake loads
are random in nature. It is difficult to predict them exactly. The action applied to a structure by an earthquake is
a ground movement with horizontal and vertical components. The horizontal movement is the most specific
feature of earthquake action because of its strength and because structures are generally better designed to resist
gravity than horizontal forces. These forces produce large stresses, strains, deformation and displacement
particularly in tall structures. To keep displacement within limit generally bracing is provided in steel structure. .
Bracings are generally used to increase lateral-stiffness, lateral- strength as well as lateral stability of the frame.
Variations in the column stiffness can influence the mode of failure and lateral stiffness of the bracing. In this
study steel frame is modeled and analyzed three Parts viz., (i) Model without Steel bracing (bare frame), (ii)
Model completely with fully braced steel frame („Cross‟ bracing), (iii) Model completely with fully braced steel
frame („Single diagonal‟ bracing).
STUDY ON BOND MECHANISM OF PSWC BARS WITH CONCRETEShoaib Wani
PSWC- Plain surface with wave-type configuration, a rebar for durable concrete construction at zero cost addition and much more. The yield strength & the bond strength of HYSD bars > plain round mild steel straight bars. The durability issues related to the use of HYSD bars in RCC & problems of early distress.
Early corrosion due to the provision of surface protrusions in HYSD bars for achieving the higher bond strength.
Alternative solution : A new type of reinforcing steel bar (named as PSWC-bar) with normal plain round surface and deformed axis is proposed.
STUDY ON INFLUENCE OF RIB CONFIGURATION ON BOND STRENGTH DEVELOPMENT BETWEEN ...Shoaib Wani
To conduct pull out test as per IS 2770-1967 (Methods of testing bond in reinforced concrete –part 1 pull out test ) to assess the bond strength development between concrete and steel rebar.
Pull-out test was conducted on:
Mild steel bar
HYSD –parallel ribbed bar
HYSD – diamond ribbed bar
Study of Buckling Restrained Braces in Steel Frame BuildingIJERA Editor
Conventional braces have limited deformation ductility capacity, and exhibit unsymmetrical hysteretic cycles, with marked strength deterioration when loaded in compression. To overcome the above mentioned problems, a new type of brace was developed in Japan called as buckling restrained braces, designated as BRB’s. These braces are designed such that buckling is inhibited to occur, exhibiting adequate behavior and symmetrical hysteretic curves under the action of both tensile and compressive cycles, produced by the action of seismic and wind forces. This paper presents experimental results concerning the lateral load carrying capacity of steel frame model by use of buckling restrained brace. This paper also includes the comparative study of lateral load carrying capacity of frame model for bare frame, frame with Conventional brace and frame with buckling restrained brace.
BEHAVIOR OF SLENDER COLUMN SUBJECTED TO ECCENTRIC LOADINGijiert bestjournal
This paper focuses on Behavior of slender column su bjected to eccentric loading. Six slender,reinforced concrete columns with slenderness ratio equals to 15;the compressive strength of the concrete were ranged from 60 to 100 MPa. Slender co lumn were subjected to eccentric axial load with load-eccentricity:depth ratio of 0.15. Three columns were reinforced with six bars having a nominal strength of 415 MPa and other three were re inforced with same number of bars having strength equals to 500 MPa with longitudinal steel ratio equals to 4%. The test results were compared with the values predicted using IS 456-200 0. These test,enabled the provision for slender columns in the code to be checked against e xperimental values,have indicated that IS 456-2000 are very safe and uneconomical design docu ment for HPC slender column.
Cost Optimization of a Tubular Steel Truss Using Limit State Method of DesignIJERA Editor
Limit state method helps to design structures based on both safety and serviceability. The structures are designed to withstand ultimate loads or the loads at which failure occurs unlike working stress method where only service loads are considered. This leads to enhanced safety. Also unlike the working stress method, the structures are economical. It is also better than ultimate load method as serviceability requirement is also taken care of by considering various safety factors for all the load types and structures do not undergo massive deflection and cracks. For tubular sections, higher strength to weight ratio could result in upto 30% savings in steel .Due to the high torsional rigidity and compressive strength, Tubular sections behave more efficiently than conventional steel section This study is regarding the economy, load carrying capacity of all structural members and their corresponding safety measures.
Analysis of multistoried braced frame subjected to seismic and gravity loading.IJERA Editor
The structure in high seismic areas may be susceptible to the severe damage. Along with gravity load structure has to withstand to lateral load which can develop high stresses. Now-a-days, shear wall in R.C. structure and steel bracings in steel structure are most popular system to resist lateral load due to earthquake, wind, blast etc. bracing is a highly efficient and economical method of resisting horizontal forces in a frame structure. Bracing is efficient because the diagonals work in axial stress and therefore call for minimum member sizes in providing stiffness and strength against horizontal shear. Through the addition of the bracing system, load could be transferred out of the frame and into the braces, by passing the weak columns while increasing strength. In this study Steel Frame is modeled and analyzed three Parts viz., (i) Model without Steel bracing (bare frame), (ii) Model completely Steel braced (fully braced frame), (iii) Model with partially Steel bay wise braced frames. The computer aided analysis is done by using STAAD-PRO to find out the effective lateral load system during earthquake in high seismic areas.
Analysis of Parabolic Shell by Different Models Using Software SAP 2000ijtsrd
The shell structure consists of a thin reinforced concrete shell without the use of internal columns to create an internal opening., parabolic or spherical cross section. On the other hand, warehouses and playgrounds are conventional concrete frame structures, on the other hand, they can be difficult to design as the exact shape required for the stability of the structure depends on the material used, the dimensions of the enclosure, external or internal loads and other chamfers.. .. Thus, by changing the shell parameter, the performance of the shell will also change. The main goal of this work is to parametrically analyze different designs of cylindrical shells of different lengths in order to analyze two different lengths of taken cylindrical shells, and then change two parameters, first the radius and then the thickness, based on the radii. and the difference in thickness for the same width, length and material of the frame, we will evaluate the behavior of the frame for different models. Rohit Sahu | Barun Kumar | A. K. Jha "Analysis of Parabolic Shell by Different Models Using Software: SAP 2000" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-5 | Issue-5 , August 2021, URL: https://www.ijtsrd.com/papers/ijtsrd46337.pdf Paper URL: https://www.ijtsrd.com/engineering/civil-engineering/46337/analysis-of-parabolic-shell-by-different-models-using-software-sap-2000/rohit-sahu
Analysis of multistoried braced steel space frame subjected to gravity and se...IJERA Editor
Steel structures are generally more flexible than other types of structure and lower in weight. Earthquake loads
are random in nature. It is difficult to predict them exactly. The action applied to a structure by an earthquake is
a ground movement with horizontal and vertical components. The horizontal movement is the most specific
feature of earthquake action because of its strength and because structures are generally better designed to resist
gravity than horizontal forces. These forces produce large stresses, strains, deformation and displacement
particularly in tall structures. To keep displacement within limit generally bracing is provided in steel structure. .
Bracings are generally used to increase lateral-stiffness, lateral- strength as well as lateral stability of the frame.
Variations in the column stiffness can influence the mode of failure and lateral stiffness of the bracing. In this
study steel frame is modeled and analyzed three Parts viz., (i) Model without Steel bracing (bare frame), (ii)
Model completely with fully braced steel frame („Cross‟ bracing), (iii) Model completely with fully braced steel
frame („Single diagonal‟ bracing).
STUDY ON BOND MECHANISM OF PSWC BARS WITH CONCRETEShoaib Wani
PSWC- Plain surface with wave-type configuration, a rebar for durable concrete construction at zero cost addition and much more. The yield strength & the bond strength of HYSD bars > plain round mild steel straight bars. The durability issues related to the use of HYSD bars in RCC & problems of early distress.
Early corrosion due to the provision of surface protrusions in HYSD bars for achieving the higher bond strength.
Alternative solution : A new type of reinforcing steel bar (named as PSWC-bar) with normal plain round surface and deformed axis is proposed.
STUDY ON INFLUENCE OF RIB CONFIGURATION ON BOND STRENGTH DEVELOPMENT BETWEEN ...Shoaib Wani
To conduct pull out test as per IS 2770-1967 (Methods of testing bond in reinforced concrete –part 1 pull out test ) to assess the bond strength development between concrete and steel rebar.
Pull-out test was conducted on:
Mild steel bar
HYSD –parallel ribbed bar
HYSD – diamond ribbed bar
Study of Buckling Restrained Braces in Steel Frame BuildingIJERA Editor
Conventional braces have limited deformation ductility capacity, and exhibit unsymmetrical hysteretic cycles, with marked strength deterioration when loaded in compression. To overcome the above mentioned problems, a new type of brace was developed in Japan called as buckling restrained braces, designated as BRB’s. These braces are designed such that buckling is inhibited to occur, exhibiting adequate behavior and symmetrical hysteretic curves under the action of both tensile and compressive cycles, produced by the action of seismic and wind forces. This paper presents experimental results concerning the lateral load carrying capacity of steel frame model by use of buckling restrained brace. This paper also includes the comparative study of lateral load carrying capacity of frame model for bare frame, frame with Conventional brace and frame with buckling restrained brace.
BEHAVIOR OF SLENDER COLUMN SUBJECTED TO ECCENTRIC LOADINGijiert bestjournal
This paper focuses on Behavior of slender column su bjected to eccentric loading. Six slender,reinforced concrete columns with slenderness ratio equals to 15;the compressive strength of the concrete were ranged from 60 to 100 MPa. Slender co lumn were subjected to eccentric axial load with load-eccentricity:depth ratio of 0.15. Three columns were reinforced with six bars having a nominal strength of 415 MPa and other three were re inforced with same number of bars having strength equals to 500 MPa with longitudinal steel ratio equals to 4%. The test results were compared with the values predicted using IS 456-200 0. These test,enabled the provision for slender columns in the code to be checked against e xperimental values,have indicated that IS 456-2000 are very safe and uneconomical design docu ment for HPC slender column.
Cost Optimization of a Tubular Steel Truss Using Limit State Method of DesignIJERA Editor
Limit state method helps to design structures based on both safety and serviceability. The structures are designed to withstand ultimate loads or the loads at which failure occurs unlike working stress method where only service loads are considered. This leads to enhanced safety. Also unlike the working stress method, the structures are economical. It is also better than ultimate load method as serviceability requirement is also taken care of by considering various safety factors for all the load types and structures do not undergo massive deflection and cracks. For tubular sections, higher strength to weight ratio could result in upto 30% savings in steel .Due to the high torsional rigidity and compressive strength, Tubular sections behave more efficiently than conventional steel section This study is regarding the economy, load carrying capacity of all structural members and their corresponding safety measures.
Design of prestressed Concrete flat slabs.pdf
The South African Institution of Civil Engineering
Postnet- Suite 81
Private bag X65
Halfway House 1685
South Africa
This Report is intended to serve as a manual of good practice for the design of prestressed concrete flat slabs..
In addition to the recommended procedures, other methods are described for the sake of completeness and to compare
different methods of design.
The Report was produced by a sub-committee of the Joint Structural Division of the South African Institution of Civil
Engineers, and the Institution of Structural Engineers.
PRESTRESSED CONCRETE FLAT SLABS
1.0 Introduction
In 1989 the Structural Division of the South African Institution of Civil Engineers created a sub-committee to examine
the design of prestressed concrete flat slabs. It was found that a certain amount of poor design was prevalent, and the
committee decided to produce a booklet of recommendations for good practice.
The matter was considered especially important because the South African Loading Code was changed with effect from
1990, and the required factor on D.L. is now 1.2, whereas it was previously 1.4. This has the effect of reducing
reinforcement areas, and cracking and deflection require more attention. To make allowance for this, SABS 0100 was
revised, and among other changes, the allowable concrete shear stress was reduced by 10 percent, to lessen the probability
of brittle shear failures.
1.1 Flat Slabs
Flat slabs were originally invented in the USA at the beginning of this century, and there were a number of patented
systems.
The early reinforced concrete flat slabs all had drops, and columns with capitals, and were considered to be the structure
of choice for warehouse construction and heavy loads. Because of the columns capitals and drops, shear was not really a
problem.
Design was based on tests on stresses in reinforcement at working loads, and the early codes required a total moment in
a span of WL2/11.
It was realized that statically a total moment of about WL2/8 was required for equilibrium, (If the column diameter is D,
the statically required moment is (very closely) W(L-2D/3)2/8 where L-2D/3 is the effective span. The difference between
WL2/11 and WL2/8 was attributed to a mystical '2 way action'. In fact it was due partly to tensile stresses in the concrete
and partly to arching effects reducing the measured stress in the reinforcement.
The philosophy, and the empirical coefficients, persisted until the 1950's when the allowable stresses in reinforcement
were increased, limit state design was introduced, and the statically required moment of WL2/8 was introduced into the
codes. This was because it was felt that it was not safe to rely on arching or tensile strength of the concrete. In addition
to the changed moment coefficients, the frame method of analysis was required in certain cases.
1.2 Flat Plates
Flat plates were subsequently developed, with no drops and no column capitals/
NONLINEAR FINITE ELEMENT ANALYSIS FOR REINFORCED CONCRETE SLABS UNDER PUNCHIN...IAEME Publication
This paper presents an implementation of a three-dimensional nonlinear finite element model for evaluating the behavior of reinforced concrete slabs under centric load. The concrete was idealized by using eight-nodded solid elements. While flexural reinforcement and the shear were modeled as line elements, a perfected bond between solid elements and line elements was assumed. The nonlinear behavior of concrete in compression is simulated by an elasto-plastic work-hardening model, and in tension a suitable post-cracking model based on tension stiffening and shear retention models are employed. The steel was simulated using an elastic-full plastic model. The validity of the theoretical formulations and the program used was verified through comparison with available experimental data, and the agreement has proven to be good. A parametric study has been also carried out to investigate the influence of the slab thickness on column-slab connection response
Democratizing Fuzzing at Scale by Abhishek Aryaabh.arya
Presented at NUS: Fuzzing and Software Security Summer School 2024
This keynote talks about the democratization of fuzzing at scale, highlighting the collaboration between open source communities, academia, and industry to advance the field of fuzzing. It delves into the history of fuzzing, the development of scalable fuzzing platforms, and the empowerment of community-driven research. The talk will further discuss recent advancements leveraging AI/ML and offer insights into the future evolution of the fuzzing landscape.
About
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
Technical Specifications
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
Key Features
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface
• Compatible with MAFI CCR system
• Copatiable with IDM8000 CCR
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
Application
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
Vaccine management system project report documentation..pdfKamal Acharya
The Division of Vaccine and Immunization is facing increasing difficulty monitoring vaccines and other commodities distribution once they have been distributed from the national stores. With the introduction of new vaccines, more challenges have been anticipated with this additions posing serious threat to the already over strained vaccine supply chain system in Kenya.
Cosmetic shop management system project report.pdfKamal Acharya
Buying new cosmetic products is difficult. It can even be scary for those who have sensitive skin and are prone to skin trouble. The information needed to alleviate this problem is on the back of each product, but it's thought to interpret those ingredient lists unless you have a background in chemistry.
Instead of buying and hoping for the best, we can use data science to help us predict which products may be good fits for us. It includes various function programs to do the above mentioned tasks.
Data file handling has been effectively used in the program.
The automated cosmetic shop management system should deal with the automation of general workflow and administration process of the shop. The main processes of the system focus on customer's request where the system is able to search the most appropriate products and deliver it to the customers. It should help the employees to quickly identify the list of cosmetic product that have reached the minimum quantity and also keep a track of expired date for each cosmetic product. It should help the employees to find the rack number in which the product is placed.It is also Faster and more efficient way.
Forklift Classes Overview by Intella PartsIntella Parts
Discover the different forklift classes and their specific applications. Learn how to choose the right forklift for your needs to ensure safety, efficiency, and compliance in your operations.
For more technical information, visit our website https://intellaparts.com
Overview of the fundamental roles in Hydropower generation and the components involved in wider Electrical Engineering.
This paper presents the design and construction of hydroelectric dams from the hydrologist’s survey of the valley before construction, all aspects and involved disciplines, fluid dynamics, structural engineering, generation and mains frequency regulation to the very transmission of power through the network in the United Kingdom.
Author: Robbie Edward Sayers
Collaborators and co editors: Charlie Sims and Connor Healey.
(C) 2024 Robbie E. Sayers
Hybrid optimization of pumped hydro system and solar- Engr. Abdul-Azeez.pdffxintegritypublishin
Advancements in technology unveil a myriad of electrical and electronic breakthroughs geared towards efficiently harnessing limited resources to meet human energy demands. The optimization of hybrid solar PV panels and pumped hydro energy supply systems plays a pivotal role in utilizing natural resources effectively. This initiative not only benefits humanity but also fosters environmental sustainability. The study investigated the design optimization of these hybrid systems, focusing on understanding solar radiation patterns, identifying geographical influences on solar radiation, formulating a mathematical model for system optimization, and determining the optimal configuration of PV panels and pumped hydro storage. Through a comparative analysis approach and eight weeks of data collection, the study addressed key research questions related to solar radiation patterns and optimal system design. The findings highlighted regions with heightened solar radiation levels, showcasing substantial potential for power generation and emphasizing the system's efficiency. Optimizing system design significantly boosted power generation, promoted renewable energy utilization, and enhanced energy storage capacity. The study underscored the benefits of optimizing hybrid solar PV panels and pumped hydro energy supply systems for sustainable energy usage. Optimizing the design of solar PV panels and pumped hydro energy supply systems as examined across diverse climatic conditions in a developing country, not only enhances power generation but also improves the integration of renewable energy sources and boosts energy storage capacities, particularly beneficial for less economically prosperous regions. Additionally, the study provides valuable insights for advancing energy research in economically viable areas. Recommendations included conducting site-specific assessments, utilizing advanced modeling tools, implementing regular maintenance protocols, and enhancing communication among system components.
Event Management System Vb Net Project Report.pdfKamal Acharya
In present era, the scopes of information technology growing with a very fast .We do not see any are untouched from this industry. The scope of information technology has become wider includes: Business and industry. Household Business, Communication, Education, Entertainment, Science, Medicine, Engineering, Distance Learning, Weather Forecasting. Carrier Searching and so on.
My project named “Event Management System” is software that store and maintained all events coordinated in college. It also helpful to print related reports. My project will help to record the events coordinated by faculties with their Name, Event subject, date & details in an efficient & effective ways.
In my system we have to make a system by which a user can record all events coordinated by a particular faculty. In our proposed system some more featured are added which differs it from the existing system such as security.
COLLEGE BUS MANAGEMENT SYSTEM PROJECT REPORT.pdfKamal Acharya
The College Bus Management system is completely developed by Visual Basic .NET Version. The application is connect with most secured database language MS SQL Server. The application is develop by using best combination of front-end and back-end languages. The application is totally design like flat user interface. This flat user interface is more attractive user interface in 2017. The application is gives more important to the system functionality. The application is to manage the student’s details, driver’s details, bus details, bus route details, bus fees details and more. The application has only one unit for admin. The admin can manage the entire application. The admin can login into the application by using username and password of the admin. The application is develop for big and small colleges. It is more user friendly for non-computer person. Even they can easily learn how to manage the application within hours. The application is more secure by the admin. The system will give an effective output for the VB.Net and SQL Server given as input to the system. The compiled java program given as input to the system, after scanning the program will generate different reports. The application generates the report for users. The admin can view and download the report of the data. The application deliver the excel format reports. Because, excel formatted reports is very easy to understand the income and expense of the college bus. This application is mainly develop for windows operating system users. In 2017, 73% of people enterprises are using windows operating system. So the application will easily install for all the windows operating system users. The application-developed size is very low. The application consumes very low space in disk. Therefore, the user can allocate very minimum local disk space for this application.
Explore the innovative world of trenchless pipe repair with our comprehensive guide, "The Benefits and Techniques of Trenchless Pipe Repair." This document delves into the modern methods of repairing underground pipes without the need for extensive excavation, highlighting the numerous advantages and the latest techniques used in the industry.
Learn about the cost savings, reduced environmental impact, and minimal disruption associated with trenchless technology. Discover detailed explanations of popular techniques such as pipe bursting, cured-in-place pipe (CIPP) lining, and directional drilling. Understand how these methods can be applied to various types of infrastructure, from residential plumbing to large-scale municipal systems.
Ideal for homeowners, contractors, engineers, and anyone interested in modern plumbing solutions, this guide provides valuable insights into why trenchless pipe repair is becoming the preferred choice for pipe rehabilitation. Stay informed about the latest advancements and best practices in the field.
Final project report on grocery store management system..pdfKamal Acharya
In today’s fast-changing business environment, it’s extremely important to be able to respond to client needs in the most effective and timely manner. If your customers wish to see your business online and have instant access to your products or services.
Online Grocery Store is an e-commerce website, which retails various grocery products. This project allows viewing various products available enables registered users to purchase desired products instantly using Paytm, UPI payment processor (Instant Pay) and also can place order by using Cash on Delivery (Pay Later) option. This project provides an easy access to Administrators and Managers to view orders placed using Pay Later and Instant Pay options.
In order to develop an e-commerce website, a number of Technologies must be studied and understood. These include multi-tiered architecture, server and client-side scripting techniques, implementation technologies, programming language (such as PHP, HTML, CSS, JavaScript) and MySQL relational databases. This is a project with the objective to develop a basic website where a consumer is provided with a shopping cart website and also to know about the technologies used to develop such a website.
This document will discuss each of the underlying technologies to create and implement an e- commerce website.
NO1 Uk best vashikaran specialist in delhi vashikaran baba near me online vas...Amil Baba Dawood bangali
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1. International Journal of Research in Advent Technology, Vol.7, No.7, July 2019
E-ISSN: 2321-9637
Available online at www.ijrat.org
29
doi: 10.32622/ijrat.77201946
Abstract— Flat Slabs are highly adaptable elements
widely used in construction, providing minimum depth, fast
construction. In flat slabs, the beams used in conventional
slabs are no more and the slab is made to rest directly over the
columns. A drop panel or a column head is provided in case
of higher loads to reduce the load intensity. Flat slabs are
particularly suitable for areas where, for acoustic or fire
reasons, tops of partitions need to be sealed to the slab soffit.
This study concerns mainly the comparison of conventional
and flat slab with and without slab drops by comparing the
quantity of steel and bending moment in slabs of various
spans 20 x 20m, 40 x 40m, 60 x 60m. Each slab is sub divided
into different panels of sizes 5x5m, 10x10m, 15x15m.
Index Terms— Flat slab, Interior Panel, Exterior Panel,
Column strip, Middle strip, Slab drop.
I. INTRODUCTION
Flat slabs construction system is the one in which
the beams used in the conventional construction methods are
eliminated. The slab rests directly on the column and the slab
load is transferred directly to the columns and then to the
foundation. The thickness of the slab near the support with
the column is increased in order to support heavy loads and
these are called slab drops and generally supplied with
enlarged heads called column heads or capitals. Absence of
beam gives a plain ceiling, thus giving better architectural
appearance than in usual cases where beams are used.
Flat slab construction can significantly decrease floor to
floor height, particularly in the lack of a false ceiling, since
flat slab construction acts as a limiting factor in the
positioning of horizontal services and partitions [1]. This can
prove gainful in case of lower building height, decreased
cladding expense and pre-fabricated services.
In case the client plans changes in the interior and wants to
use the accommodation to suit the need, flat slab construction
is the perfect choice as it offers that flexibility to the
owner.[6]
Types of Flat slabs:
• Typical Flat Slab
• Slab without drop and column with column head
Manuscript revised July 19, 2019 and published on August 20, 2019
B. P. R.V. S. Priyatham, Department of Civil Engineering, GMR Institute of
Technology, Rajam.
Er. D. V. S. K. Chaitanya, Department of Civil Engineering, ANU College
of Engineering and Technology, Guntur.
• Slab with drop and column without column head
• Slab with drop and column with column head
Components of a Flat Slab
Slab Drop
Column Head
Middle Strip
Column Strip
Fig.1 .Typical Components of a Flat Slab
Drop: The drops are nothing but the enlarged part below the
slab at the intersection of column and slab. The main aim is to
resist the punching shear which is predominant at the contact
of slab and column Support. One of the most important
criteria to be followed without fail is that the drop dimension
should not be less than one -third of panel length in that
direction.[2]
Column Head: Column Head is the bulged area over the
column constructed to resist the slab load coming on to it.
The column head is usually provided under the slab drop if
necessary or as per the design requirement. Some amount of
negative moment at the support is transferred from the slab to
the column. The area at the support must be increased in
order to resist this negative moment.
S.S.Patil, Rupali Sigi [7] said that in every code book it
suggests any of the two methods as Direct Design Method
and Equivalent Frame Method for gravity load analysis of flat
slab. Design of Flat slab by Direct Design Method has some
restrictions that (a) It should have minimum three spans in
each directions. (b) It should not have staggered column
orientation. Hence Equivalent Frame Method is adopted.
Comparative Study on Analysis and Design of
Flat Slabs with Conventional Slabs
B. P. R. V. S. Priyatham, Er. D. V. S. K. Chaitanya
2. International Journal of Research in Advent Technology, Vol.7, No.7, July 2019
E-ISSN: 2321-9637
Available online at www.ijrat.org
30
doi: 10.32622/ijrat.77201946
II. DESIGN METHODS AND METHODOLOGY
The design of flat slab consists of two approximate methods
namely Direct Design Method and Equivalent Frame
Method.
Step1: Finding the depth of slab.
Step2: Finding the depth of slab drop.
Step3: Finding the diameter of the column head.
Step4: Finding the width of middle strip and
column Strip.
Step5: Consideration of the loads as per
requirements.
(In the case of exterior panel calculation of the
stiffness factor is compulsory)
Step6: Calculation of the Factored Bending
Moment.
Step7: Calculation of negative and positive bending
moments of column strip and middle strip.
Step 8: calculation of shear stresses and check for
the permissible shear.
Step 9: calculation of reinforcements of all the
column and middle strips.
Step 10: check for the deflection.
III. DESIGN CALCULATIONS
In the present study we are comparing bending moments
and area of steel for conventional slab, flat slab with drop and
flat slab without drop having slab sizes of 20m*20m,
40*40m, 60m*60m each slab is further divided into panels of
sizes 5m*5m, 10m*10m, 15m*15m with exterior and interior
panels.
The following are the considerations made in this design.
Dead load = 25kN/m3
Live load = 4.5kN/m2
Floor finish = 1.5kN/m2
Column dia in case of flat slab with drop = 400mm
Column size in case of flat slab without drop =
300mm*450mm
Diameter of primary reinforcing bar = 16mm, 10mm
Diameter of secondary reinforcing bar = 8mm
CASE I: DESIGN OF FLAT SLAB WITHOUT SLAB
DROP OF SIZE 20 x 20m
Design of Interior Panel 5 x 5m
Column size = 300*400mm
Live Load = 4.5kN/m2
Floor Finish = 1.5kN/m2
Height of column is 4m above & below the slab. M20 & Fe415
Depth of slab
L/d = 32 (Clause 31.2)
5000/32 = d
d = 156.25mm ~ 160
Provide Overall depth, D = 185mm
Fig.2 .Plan of Flat Slab without Slab Drop (20 x 20m)
Load Calculations
Self-weight of slab = 0.185*25 = 4.625kN/m2
Floor Finish = 1.5kN/m2
Live Load = 4.5kN/m2
Total Factored Load = 15.93kN/m2
Dead Load = 4.625 + 1.5 = 6.125kN/m2
Live Load = 4.5kN/m2
Along Longer direction
For Slab
KS = 4EI/l = 2.11*106
E
For Column
KC= 4EI/l = 1.6*106
E
αc= 𝝨KC/𝝨KS = 0.758
Along Shorter direction
For Slab
KS = 4EI/l = 2.11*106
E
For Column
KC = 4EI/l = 0.9*106
αc = 𝝨KC/𝝨KS = 0.426
Check for correction due to pattern loading
(IS 456-2000, Clause 31.4.6) [5]
Ratio = Live Load/ Dead Load = 4.5/6.125 = 0.734 > 0.5
Check for pattern loading is required
Check along longer direction
l2/l1 = 5000/5000 = 1.0
Live Load / Dead Load = 0.734
wl /wd = 0.5; αcmin = 0
wl /wd = 1.0; αcmin= 0.7
αCalculated > αcmin (0.9 > 0.7)
No correction is required.
Check for pattern loading is same along shorter span also
Total design moment
Along Longer direction
Mu = Wln/8
W = wl2ln
ln = 5 - 0.2 - 0.2 = 4.6m
3. International Journal of Research in Advent Technology, Vol.7, No.7, July 2019
E-ISSN: 2321-9637
Available online at www.ijrat.org
31
doi: 10.32622/ijrat.77201946
Mu = 15.9375*5*4.62
/8
Mu = 210.77 kNm
Along Shorter direction
Mu = Wl2ln
2
/8 = 210.77 kNm
Column Strip and Middle Strip
Along Longer direction (page no:53, Clause 1.31.1.1)
2*0.25*5000 = 2500
2*0.25*5000 = 2500
Provide Smaller of two values.
Width of column strip = 2500mm
Width of middle Strip = 5000-1250-1250 = 2500mm
Along Shorter direction
Width of Column strip = 2500mm
Middle Strip = 2500mm
Reinforcement in both directions
Column Strip
Mu (-ve) = 0.65*0.75*210.77 = 102.75kNm
Ast (-ve) = 1983.6mm2
Mu (+ve) = 0.5*0.6*210.77 = 44.26kNm
Ast (+ve) = 799.7mm2
Middle Strip
Mu (-ve) = (0.65*210.77) – 102.75 = 34.25kNm
Ast (-ve) = 612.6mm2
Mu (+ve) = (0.35*210.77) – 102.75 = 28.81kNm
Ast (+ve) = 512.9mm2
Check for two-way shear
d/2 = 160/2 = 80mm
Vu = 394.332kN
bu = 2(560+460) = 2040mm
Tv = Vu/bu*d = 1.208N/mm2
IS 456:2000 (Clause 31.6.3.1)
Tc
'
= KsTc, Ks= 0.5+300/400 = 1.25>1.0
Tc = 0.25√ =1.11
Tc
'
= 1.11N/mm2
, Tv > Tc
'
Hence Shear Reinforcement is Required.
Design of shear Reinforcement
Consider 8ϕ Stirrups, 8 legged Fe415
Sv = 0.87*415*Asv*d/Vus
Asv =402m2
Vus = Vu - 0.5TcbodKs = 213.830*103
N
Sv = 108.93 ≈ 110mm
Table I BENDING MOMENT AND AREA OF STEEL FOR INTERIOR
PANEL WITHOUT DROP
Panel
Sizes
(m)
Column Strip Middle Strip
Bending
Moment
(kNm)
Area of
Steel
(mm2
)
Bending
Moment
(kNm)
Area of
Steel
(mm2
)
5*5
102.75(-ve) 1983.6 34.25(-ve) 612.65
44.26(+ve) 799.2 28.81(+ve) 512.98
10*10
1242.15(-ve) 12927.8 414.18(-ve) 3771.07
535.48(+ve) 4953.23 356.6(+ve) 3319.53
15*15
5406.85(-ve) 42521.87 1802.28(-ve) 11389.79
2329.10(+ve) 15068.89 1489.74(+ve) 9291.62
Design of Exterior Panel 5 x 5m
In the design of exterior panel preliminary data is same as of
interior panel design and so the total design moments along
the longer and shorter directions are considered from that and
the moment distribution should be done. Also the width of
column and middle strips is also same.
Total design moment Mu = 210.77kNm
Moment Distribution
Interior negative design moment = 0.75 - =
0.702
Positive design moment = 0.63 - = 0.497
Exterior negative design moment = = 0.31
Based on the moment distribution the area of steel can be
calculated in both the directions and the check for two way
shear is same as for interior panel.
Reinforcement in both directions
Column Strip
Mu (-ve) = 0.31*210.77 = 65.33kNm
Ast (-ve) = 1207mm2
Mu (+ve) = 0.6*0.497*210.77 = 62.85kNm
Ast (+ve) = 1158.08mm2
Middle Strip
Mu (+ve) = (0.497*210.77) – 61.37 = 41.92kNm
Ast (+ve) = 755.6mm2
TABLE II BENDING MOMENT AND AREA OF STEEL FOR
EXTERIOR PANEL WITHOUT DROP
Panel
Sizes
(m)
Column Strip Middle Strip
Bending
Moment
(kNm)
Area of
Steel
(mm2
)
Bending
Moment
(kNm)
Area of
Steel
(mm2
)
5*5
65.33(-ve) 1207 - -
62.85(+ve) 1158.08 41.92(+ve) 755.6
10*10
163.12(-ve) 1446.6 - -
884.8(+ve) 8583.4 618.7(+ve) 5792.93
15*15
262.85(-ve) 1564.18 - -
3501.3(+ve) 24047.02 2859.41(+ve) 18917.2
CASE II: DESIGN OF FLAT SLAB WITH SLAB DROP
OF SIZE 20 x 20m
Design of Interior Panel 5 x 5m
Materials: M20 Grade and Fe415
Design of Interior panel dimension 5m*5m
(l/d) = 32
Two-way Continuous Slab as per IS 456: 2000
Thickness of slab at mid span (5000/32) = 156.25 ≈ 160mm
Adopt Effective Depth, d = 160mm
Overall Depth, D = 185mm
4. International Journal of Research in Advent Technology, Vol.7, No.7, July 2019
E-ISSN: 2321-9637
Available online at www.ijrat.org
32
doi: 10.32622/ijrat.77201946
Fig.3 .Plan of Flat Slab with Slab Drop (20 x 20m)
Fig.4 .Isometric View of Flat Slab with Slab Drop (20 x 20m)
According to Code ACI 318 the projection below slab drop
should not be less than 1/4(Slab Thickness) and also should
be less than or not equal to 100mm.
Hence thickness of slabs at drops (185+100) = 285mm
Column Head Diameter not greater than 0.25L = 0.25*5000
= 1250mm
Length of Drop should not less than (L/3)
= 5000/3 = 1666.6mm
Adopt Drop Width = 2500mm
Column Strip = Drop width = 2500mm
Width of middle Strip = 2500mm
Loading Specifications
Live Load of slab = 4.5kN/m2
Dead Load of slab = 5.5625kN/m2
Floor Finishers = 1.5kN/m2
Total Service Load = 11.5625kN/m2
Factored Load = 17.34kN/m2
Factored Bending Moment
As per the IS 456-2000 Clause 31.4.2.2 the total moment is
calculated as follows
Mo = Wln/8
Ln = 5 - 1.25 = 3.75m
L1 = L2 = 5m
W = wuL2ln = 325.125kN
Mo = 152.40kNm
Reinforcement
Column Strip
Mu (-ve) =49% Mo = 0.49*152.40 = 74.67kNm
Mu = 0.89*415*Ast*d*(1-Astfy/b*d*fck)
74.67*106
= 0.89*415*Ast*260*(1-415Ast/2.5*103
*260*20)
Ast (-ve) = 817.15mm2
Mu (+ve) = 21% Mo = 0.21*152.40 = 32kNm
Ast (+ve) = 344.89mm2
Middle Strip
Mu (-ve) = 15% Mo = 0.15*152.40 = 22.86kNm
Ast (-ve) = 406mm2
Mu (+ve) = 15% Mo = 0.15*152.40 = 22.86kNm
Ast (+ve) = 406mm2
Check For thickness of slab
For balanced section Mu = 0.138fckbd2
Thickness of slab near drops (Column strip)
d = √ = 104.02mm
Thickness of slab in middle strips
d = √ = 52.54mm
Overall depth near drops = 285mm
Effective depth near drop = 250mm
Overall depth (Middle Strip’s) = 185mm
Effective depth (Middle Strip) = 160mm
Check for Shear Stress
Shear Stress is checked near the column head at section (D +
d) near column head.
W1 = 𝝥/4(D+ d) 2
Wu = 30.626kN
Shear Force = (total load) – (Load on circular Area)
= (17.34*5*5) - 30.62 = 402.88kN
Shear force per meter of perimeter = [
] = 85.537kN
Shear Stress = 85.537*103
/ (1000*250) = 0.34N/mm2
As per IS 456:2000 Clause 31.6.3.1
Permissible shear stress = KsTc
Ks = (0.5+ 𝜷c), 𝜷c = L/L2 = 1
Ks = (0.5+1) = 1.5 But should not be greater than 1.0
Tc = 0.25√ = 0.25√ = 1.118N/mm2
KsTc = 1.118N/mm2
= 0.342<1.118N/mm2
Check for Deflection Control
According to the IS 456:2000, Clause 23.2.1
Pt = 100Ast/bd
= (100*406/1000*160) = 0.254
Figure:4 of IS 456:2000 modification factor for tension
reinforcement
Kt = 1.8
(L/d)max = (1.8*32) = 57.6//1.1*32 = 35.2
5. International Journal of Research in Advent Technology, Vol.7, No.7, July 2019
E-ISSN: 2321-9637
Available online at www.ijrat.org
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doi: 10.32622/ijrat.77201946
(L/d)provided = 5000/160 = 31.25
31.25<57.6
The designed Slab satisfies deflection limit.
Table III BENDING MOMENT AND AREA OF STEEL FOR INTERIOR
PANEL WITH SLAB DROP
Panel
Sizes
(m)
Column Strip Middle Strip
Bending
Moment
(kNm)
Area of
Steel
(mm2
)
Bending
Moment
(kNm)
Area of
Steel
(mm2
)
5*5
74.67(-ve) 817.15 22.86(-ve) 406
32(+ve) 344.89 22.86(+ve) 406
10*10
826.87(-ve) 5786.4 253.12(-ve) 2258.09
354.37(+ve) 2394.76 253.12(+ve) 2258.09
15*15
5703.49(-ve) 33020 1745.96(-ve) 8869.95
2444.35(+ve) 12661.14 1745.96(+ve) 8869.95
Design of Exterior Panel 5 x 5m
Loading class = 4.5kN/m2
, M20, Fe415
Height of Story = 3m
Thickness of slab in column strip = 285m
Thickness of slab in middle strip = 185mm
Dimensions of Flat slab
Width of middle strip = Width of column =
Drop width = 2.5m
Stiffness Computation
Kc = 4Eclc/l = 1.67*106
Ec
Assuming columns both at top and bottom
Kc = 2(1.67*106
)Ec
Stiffness of slab
Ks = 4*5000*3003
/12*5000 = 21.33*106
Ec
𝝰c = 𝝨Kc/𝝨Ks = 0.156
𝝰c(min) = 0.7 for (L2/L1) = 1.0
(1+1/𝝰c) = 7.41
Ln = 5 - 1.25 = 3.75m
Bending Moment
Total Load = W = wul2Ln = 325.125kN
Bending Moment Mo = (325.125*3.75)/8 = 152.40kNm
Interior Negative design moment
( )Mo = 112.24kNm
Positive design moment
( )Mo = 78.45kNm
Exterior Negative design moment
( )Mo = 13.36kNm
Interior Negative design moment
Column strip = 0.75*112.24 = 84.18kNm
Middle strip = 0.25*112.24 = 28.06kNm
Exterior Negative design moment
Column strip = 13.36kNm
Middle Strip = 0
Positive moment in column strip
0.60*84.18 = 50.508kNm
Positive moment in Middle strip
0.40*84.18= 33.672kNm
Thickness of Slab near Drops
d= √ = 110.45mm
Thickness of Slab in middle Strip
d = √ = 69.85mm
Reinforcement
Column Strip Interior Negative Bending moment
= 0.87fyAstd( )
84.18*106
= 0.87*415*Ast*260*( )
Ast = 924.47mm2
Ast for positive Bending Moment
50.508*106
= 0.87*415*Ast*160*( )
Ast = 918.52mm2
Middle Strip
33.672*106
= 0.87*415*Ast*160*( )
Ast = 601.97mm2
Column Strip
13.36*106
= 0.87*415*Ast*260*( )
Ast = 143.04mm2
TABLE IV BENDING MOMENT AND AREA OF STEEL FOR
EXTERIOR PANEL WITH SLAB DROP
Panel
Sizes
(m)
Column Strip Middle Strip
Bending
Moment
(kNm)
Area of
Steel
(mm2
)
Bending
Moment
(kNm)
Area of
Steel
(mm2
)
5*5
84.18(-ve) 924.47 - -
50.5(+ve) 918.52 33.67(+ve) 601.97
10*10
932.13(-ve) 6577 - -
559.28(+ve) 5192 372.85(+ve) 3376.65
15*15
6429.5(-ve) 6577 - -
3857.7(+ve) 5192 2571.82(+ve) 3376.65
CASE III: DESIGN OF CONVENTIONAL TWO WAY
SLAB OF SIZE 20 x 20m
Materials: Adopt M20&Fe415.
Lx = 5m
Ly = 5m (Ly/Lx=1)
Fck = 20N/mm2
Fy = 415N/mm2
Depth of slab
As the span more than 3.5m adopt a span/depth ratio of 25
Depth = Span/25 = 5000/25 = 200mm
Adopt effective depth, d = 175mm
Effective Span
Effective span = Clear span + Effective depth = 4.87m
Loads
Self-weight of slab = (0.2*2.5) = 5kN/m2
Live load on slab = 4kN/m2
Floor finish = 1.5kN/m2
6. International Journal of Research in Advent Technology, Vol.7, No.7, July 2019
E-ISSN: 2321-9637
Available online at www.ijrat.org
34
doi: 10.32622/ijrat.77201946
Total working load = 10.5kN/m2
Design ultimate load = 15.75kN/m2
i) Interior Panel
Ultimate Design moments & Shear forces
For, (Ly/Lx=1) αx = 0.032, αy = 0.024
Mux = αxwuLx
2
= 11.95kNm
Muy = αywuLy
2
= 8.96kNm
Vux = 0.5wuLx = 32.60kNm
Area of reinforcement
Ast = 0.5fck/fy[ √ ]bd = 193.67mm2
Astmin = 0.0012*175*1000 = 210mm2
Ast< Astmin
Hence provide minimum reinforcement
Reinforcements Along Short span
Ast = 0.5fck/fy[ √ ]bd = 145mm2
Ast min = 210mm2
Hence provide minimum reinforcement
ii) Two Adjacent Edges Discontinuous
Ultimate Design moments & Shear forces
As per the codebook the ratio (Ly/Lx=1)
Mux (-ve) = (αxwuLx
2
) = 0.047*15.75*4.872
= 17.55kNm
Mux(+ve) = (αxwuLy
2
) = 0.035*15.75*4.872
= 13.07kNm
Muy(-ve) = (αxwuLy
2
) = 0.042*15.75*4.872
= 15.668kNm
Muy(+ve) = (αxwuLy
2
) = 0.035*15.75*4.872
= 13.07kNm
Area of reinforcement
Ast(-ve)= 0.5fck/fy[ √ ]bd = 287.7mm2
Reinforcement along Short span
Ast(-ve) = 255.668mm2
Ast(+ve) = 212mm2
iii) One Edge Discontinuous
Ultimate Design moments & Shear forces
For, (Ly/Lx=1) αx = 0.047, αy = 0.035
Mux (-ve ) = αxwuLx
2
= 0.037*15.75*4.872
= 13.82kNm
Mux(+ve) = αxwuLy
2
= 0.028*15.75*4.872
= 13.07kNm
Muy(-ve) = αxwuLy
2
= 0.037*15.75*4.872
= 15.668kNm
Muy(+ve) = αxwuLy
2
= 0.028*15.75*4.872
=13.07kNm
Vux = 0.5wuLx = 0.5*15.75*4.87 = 38.35kNm
Area of reinforcement
Ast(-ve) = 0.5fck/fy[ √ ]bd = 224.8mm2
Ast(+ve) = 212mm2
Reinforcement Along Short span
Ast(-ve) = 224.8mm2
Ast(+ve) = 212mm2
Check for shear stresses
Tv = Vu/bd = 0.186N/mm2
Pt = 100Ast/bd = 0.135N/mm2
From IS 456 Table 19, Tc = 0.28N/mm2
Tv < Tc
Hence no shear reinforcement is required.
Check for deflection
As per IS 456:2000 the ratio of (L/d)basic = 20
Pt = 0.135
Kt = 1.8
(L/d)max = 20*1.8
(L/d)provided = 5000/170 = 28.5 < 36
Hence deflection control is satisfied
Check for cracking
Steel provided is more than the minimum % of reinforcement
Spacing of main steel < 3d = 3*175 = 525mm
Diameter of reinforcement < D/8 = 200/8 = 25mm
Hence cracks are within permissible limits.
Torsion reinforcement at corners
Area of reinforcement in each 4 layers = (0.25*210) =
157.5mm2
Distance over which torsion reinforcement is provided =
1/5(short span) = 1/5(50000) = 1000mm
Provide 6mm diameter at 1000mm centers for a length of
1000mm@all 4 layers in 4 corners.
Fig.5 .Variation of Interior Panel Bending Moments for different panel sizes
for flat slab without drop
Fig.6 .Variation of Exterior Panel Bending Moments for different panel sizes
for flat slab without drop
102.75 44.26 34.25 28.81
1242.15
535.48 414.18 356.6
5406.85
2329.1
1802.28
1489.74
0
1000
2000
3000
4000
5000
6000
CS(-Ve
BM)
CS(+Ve
BM)
MS(-Ve
BM)
MS(+Ve
BM)
BendingMoment(kNm)
5*5
10*10
15*15
65.33 62.85 0 41.92163.12
884.8
0
618.7
262.85
3501.3
0
2859.41
0
500
1000
1500
2000
2500
3000
3500
4000
CS (-Ve BM)CS (+Ve BM)MS (-Ve BM)MS (+Ve BM)
BendingMoment(kNm)
5*5
10*10
15*15
7. International Journal of Research in Advent Technology, Vol.7, No.7, July 2019
E-ISSN: 2321-9637
Available online at www.ijrat.org
35
doi: 10.32622/ijrat.77201946
Fig.7 .Variation of Interior Panel Bending Moments for different panel sizes
for flat slab with Slab Drop
Fig.8 .Variation of Exterior Panel Bending Moments for different panel sizes
for flat slab with Slab Drop
IV. CONCLUSION
1. It was observed that the value of the bending moment of
flat slab without drop increases when compared to flat
slab with drop of equal dimensions.
2. It was observed that the value of the bending moment of
flat slab is higher when compared to conventional slab of
equal dimensions.
3. When a flat Slab with drop is considered it was observed
that there is an increase in the percentage of bending
moment of 44.65, 54.42 for panel dimensions of 5*5m,
10*10m respectively when compared with flat slab
without drop and there is a decrease in the percentage of
bending moment of 3.90 for panel dimensions 15*15m.
4. When a flat Slab with drop is considered it was observed
that there is an increase in the percentage of bending
moment of 56.45, 67.06 for panel dimensions of 5*5m,
10*10m respectively when compared with flat slab
without drop and there is a decrease in the percentage of
bending moment of 4.70 for panel dimensions 15*15m.
5. When a flat Slab with drop is considered it was observed
that there is a decrease in the percentage of bending
moment of 18.97, 82.50, and 95.91 for panel dimensions
of 5*5m, 10*10m, and 15m*15m respectively.
REFERENCES
[1] Gaurav Ravindran Chavan, ―Analysis and Design of Flat Slab,‖
International Journal of Latest Trends in Engineering and Technology,
vol.7, Issue 1, 2016.
[2] Patil, K.S.,Gore, N.G.,Salunke, P.J., ―Optimum design of reinforced
concrete flat slab with Drop Panel‖, International Journal of Recent
Technology and Engineering, Vol. 2, September 2013.
[3] Bhavikatti S. S, Advance R.C.C. Design, New Age International (P)
Limited Publishers, New Delhi, India
[4] N. Krishna Raju, Advanced Reinforced Concrete Design, CBS
Publisher 2015.
[5] IS 456:2000, ―Indian Standard Code Of Practice For Plain and
Reinforced Concrete‖, Fourth Revision, Bureau of Indian Standards,
New Delhi, July, 2000.
[6] Mitan Kathrotiya, Kaushal Parikh, ―Study on Flat Slab and
Conventional Slab‖, International Journal of Scientific Research and
Development”, Vol. 5, Issue 1, 2017.
[7] S.S.Patil, Rupali Sigi, ―Analysis and Design of Flat Slabs Using
Various Codes”, Internatiomal Journal of Research in Engineering
and Technology‖, Vol.3, Issue 4, 2014.
AUTHORS PROFILE
B. P. R. V. S. Priyatham is an Assistant Professor at GMR
Institute of Technology, Rajam. He has graduated in
Masters of Engineering from Andhra University and his
research area is Coldformed Steel Structures.
Er D. V. S. K. Chaitanya is an Assistant Professor at ANU
College of Engineering and Technology, Acharya
Nagarjuna University, Guntur. He has graduated in Masters
of Engineering from Andhra University and is currently
pursuing his PhD in Civil Engineering. He is a member of
professional bodies like ICI and IIID.
74.67 32 22.86 22.86
826.87
354.37 253.12 253.12
5703.49
2444.35 1745.96 1745.96
0
1000
2000
3000
4000
5000
6000
CS (-Ve
BM)
CS (+Ve
BM)
MS (-Ve
BM)
MS (+Ve
BM)
BendingMoment(kNm)
5*5
10*10
15*15
84.18 50.5 0 33.67
932.13
559.28
0
372.85
6429.57
3857.74
0
2571.82
0
1000
2000
3000
4000
5000
6000
7000
CS (-Ve
BM)
CS (+Ve
BM)
MS (-Ve
BM)
MS (+Ve
BM)
BendingMoment(kNm)
5*5
10*10
15*15