This document describes the design and analysis of different types of industrial buildings. It compares steel truss industrial buildings of varying dimensions (14m x 31.5m, 20m x 50m, 28m x 70m) to pre-engineered buildings of the same dimensions. The design is based on Indian code IS 800-2007 and considers dead load, live load and wind load combinations. Analysis results like member forces and bending moments are obtained and compared between the steel truss and pre-engineered building designs. Key building elements like purlins, rafters, trusses, bracing and columns are also designed and their sizes optimized.
This resource material is exclusively for the purpose of knowledge dissemination for the use of Civil engineering Fraternity, professionals & students.
This file contains state of art techniques adopted & practiced as per IS456 code provisions for analysis design & detailing of flat slab structural systems.
The presentation aims to provide clear,concise, technical details of flat slabs design.
The presentation deals with structural actions & behavior of flat slabs with visual representations obtained through finite element analysis.
The knowledge gained can be used for designing building structures frequently encountered in construction.
The presentation covers an important feature of slab systems supported on rigid & flexible support & clearly demarcates the minimum beam dimensions required to consider the supports to be either rigid or flexible.
The presentation alsoincludes clear technical drawings to highlight the importance of detailing w.r.t. rebar lay out - positioning & curtailment. Typical section drawing through middle & column strips are also included for visualizing rebar patterns in 3 -d views.
This presentation is an outcome of series of lectures for undergrad & grad students studying in civil engineering.
My next presentation would be on Analysis & design of deep beams.
Kindly mail me ( vvietcivil@gmail.com) your questions & valuable feedback.
This resource material is exclusively for the purpose of knowledge dissemination for the use of Civil engineering Fraternity, professionals & students.
This file contains state of art techniques adopted & practiced as per IS456 code provisions for analysis design & detailing of flat slab structural systems.
The presentation aims to provide clear,concise, technical details of flat slabs design.
The presentation deals with structural actions & behavior of flat slabs with visual representations obtained through finite element analysis.
The knowledge gained can be used for designing building structures frequently encountered in construction.
The presentation covers an important feature of slab systems supported on rigid & flexible support & clearly demarcates the minimum beam dimensions required to consider the supports to be either rigid or flexible.
The presentation alsoincludes clear technical drawings to highlight the importance of detailing w.r.t. rebar lay out - positioning & curtailment. Typical section drawing through middle & column strips are also included for visualizing rebar patterns in 3 -d views.
This presentation is an outcome of series of lectures for undergrad & grad students studying in civil engineering.
My next presentation would be on Analysis & design of deep beams.
Kindly mail me ( vvietcivil@gmail.com) your questions & valuable feedback.
OUTLINE:
Introduction
Shoring Process
Effective Beam Flange Width
Shear Transfer
Strength Of Steel Anchors
Partially Composite Beams
Moment Capacity Of Composite Sections
Deflection
Design Of Composite Sections
OUTLINE:
Introduction
Shoring Process
Effective Beam Flange Width
Shear Transfer
Strength Of Steel Anchors
Partially Composite Beams
Moment Capacity Of Composite Sections
Deflection
Design Of Composite Sections
Analysis and Design of Residential building.pptxDP NITHIN
Complete introduction to the design and design concepts, design of structural
members like slabs, beams, columns, footing etc. along with their calculation and
Detailing through structural drawings.
Fire Resistance of Materials & Structures - Analysing the Steel StructureArshia Mousavi
A library room, whose structural steel members are to be checked in fire conditions (in terms of bearing capacity, R criterion).
The aims of this project are as follows:
1. Design of the beam and the column at room temperature
a) design the beam capacity at the ULS and the check the deflection at the SLS (d ≤ L1/250 in the rare combination) b) design the column for its buckling resistance.
2. Design the beam fire protection (boards) for the required fire resistance under the quasi-permanent load
the combination and assuming a three-sided exposure (concrete deck on top)
suggested steps: design load under fire
ultimate load of the beam at time = 0
ductility class
global failure or just a critical section?
increased capacity of the critical sections by the adaptation factors degree of utilization of the structure (or the critical section)
critical temperature.
protection design & final check.
3. Design the column fire protection
for the required fire resistance under the quasi- permanent load combination (optional: accounting for the effect of the thermal elongation of the beam).
suggested steps: design load under fire
thermal elongation of the beam assessment of the equivalent. uniform moment critical temperature (spreadsheet file)
protection design & final check
If needed, the member cross-sections designed at room temperature may be adjusted in order to meet the required fire resistance (parts 2 and 3)
In India, industries usually have quality range of gantry girders for industrial sheds. Assisted by skilled workers in India, companies have been able to successfully grow towards the zenith, but there is still minor margin remaining which can be achieved by optimally designing the gantry girder in an economic as well as efficient manner. For this purpose, it is essential to implement the procedure for model, design, analyze and validate the girder efficiently.
Detailed design procedure for solar panel mounting structure with dual axis tracking capability for Sub urban West Bengal(Wind load calculation have been done for this region only).
Drying of agricultural products using forced convection indirect solar dryerIRJESJOURNAL
Abstract:- Drying of three agricultural products namely potato slices, onion slices and whole grapes was done using an indigenously designed and fabricated forced convection indirect solar dryer and under open sunlight. The diurnal variation of temperature, relative humidity in the solar dryer was also compared with the ambient temperature and relative humidity during March and April 2017 for all the three products. The study showed increase of temperature and lower humidity inside the drying chamber at different time interval. Hourly moisture loss for all the three agricultural products in the drying chamber and open sun drying was also compared and the percentage of moisture loss in the drying chamber was found to be higher compared to open sun drying for all the products. The mass of water removed for all the three products in the drying chamber was also found to be higher than the open sun drying. Results of the study showed that forced convection indirect solar dryer is better than the open sun drying method for drying the agricultural products more efficiently.
The Problems of Constructing Optimal Onboard Colored RGB Depicting UAV SystemsIRJESJOURNAL
Abstract:-The problems of constructing optimal adaptive onboard color RGB depictingUAV systems have been analyzed. The problem of optimal formation of color signals of RGB color system has been formulated and solved by implementing the adaptive flight mode of UAVs containing an onboard imaging system. An adaptive UAV mode with an imaging system on board is proposed, which consists of adaptive changes in flight altitude depending on the wavelength of the received color signal. As a result of the optimization of the proposed operating mode of the UAV imaging system, an analytic formula for adaptive device control has been obtained. Recommendations have been given on the practical implementation of the proposed method.
Flexible Design Processes to Reduce the Early Obsolescence of BuildingsIRJESJOURNAL
Abstract:- This work intends to analyze the processes of flexibility to improve the adaptability to the users and to define some strategies to delay building obsolescence. Some approaches that address the architectural flexibility processes are studied to understand the rapid transformation of user lifestyles and changes in needs and performance building requirements. Obsolescence is often characterized by the lack of flexibility in the structure and walls, as well as services that change rapidly according to the different uses of buildings. This poses a threat to the built environment, since a large number of buildings are demolished having still years of useful life. In this way, different types of obsolescence are analyzed, focusing on some structural, economic, functional and social aspects of the construction and the use of buildings, seeking the capacity to design and produce adaptive buildings that are more resilient to obsolescence. Thus, some concepts of flexibility and flexible process are presented to promote adaptability in buildings. However, flexibility is a complex process, a long way to achieve adaptability to the built environment and the changing needs of users. The method used in this analysis takes into account the diversity of the design process, making some considerations about the interrelation of the social, functional and technical aspects. Finally, some conclusions about the design methods faced by a flexible approach process can lead to more useful and adaptable spaces for future transformations in order to extend the life cycle and prevent early obsolescence of buildings.
Study on Performance Enhancement of Solar Ejector Cooling SystemIRJESJOURNAL
Abstract: Cooling sector is dominating by vapor compression cooling sector which uses refrigerant which are harmful to environment. The solar ejector cooling system is alternative for vapor compression cycle which uses solar energy to give heat to the generator, which is a viable method for heat generation. The solar ejector cooling system not only fulfills cooling requirement but also helps in energy conservation and protection of environment. It reduces the generator work and decrease the throttling losses. Maintenance requirement and cost is low for ejector cooling system .In this paper, theoretically study is done on enhancement of the performance of solar ejector cooling system. Various system configuration are presented with detailed design. This system still needed a lot of research work to make it alternative for vapor compression cycle based cooling system completely.
Flight Safety Case Study: Adi Sucipto Airport Jogjakarta - IndonesiaIRJESJOURNAL
Abstract: Adi Sucipto Airport-Jogyakarta is an airport with enclave civil status or as TNI-AU airbase (civilian airport within the military area) has limited infrastructure with Azimuth Runway 09-27, has no RESA (Runway End Safety Area). The calculation results using Acceptable Safety Level (ASL) standard 1 x 10-7 shows that the probability of accident risk at wet runway condition is greater than in dry condition. Runway Excursion occurs at the airport, especially when the runway is wet and overrun due to hydroplaning and the plane deviates from the center of runway as well as the aircraft wheels are in contact with ground or obstacle surface outside the runway. It means the thicker layer of water above the runway will cause increased risk of accidents on the runway. This is why standing water should be immediately removed from the runway as quickly as possible. Mitigation efforts need to be done simultaneously with recovery by adding RESA and other preventive efforts in order to water patch and standing water does not exceed 2 mm and apply the mandatory of SOP consistently at the airport.
A Review of Severe Plastic DeformationIRJESJOURNAL
ABSTRACT: This article reviews about Ultrafine grained (UFG) materials processed by Severe Plastic
Deformation. From the period of 1950’s, the researchers made a fountain stone for this technique. Over the last
decades, this SPD technique experienced an enormous growth among the research field. There was a
development of different methods of SPD, production of various materials by SPD with improved and
interesting results based on our requirement. Moreover, different post processing techniques will also help to
enhance the property of the SPD processed material. This paper reviews the overall development of this
technique, various methods of SPD, discussed about the enhancement of the properties and finally concluded
with some specific challenges and issues faced by the modern researchers. It may be helpful to those who wants
specialise in bulk nanomaterials produced by SPD.
Annealing Response of Aluminum Alloy AA6014 Processed By Severe Plastic Defor...IRJESJOURNAL
Abstract: In this paper the study of micro structural stability during annealing with respect to time of conventionally grains (CG) and ultrafine-grained (UFG) of Aluminum AA6014 i s carried out. It has been observed that, the effect of the second phase magnesium-silicon particles in the CG and UFG AA6014 samples leads to a rapid hardness which increases from 40HV10 to 70HV10 within 7 days. Artificial aging shows that the material hardness even increased after 20 hours of annealing at 180°C. In total 30 hours of annealing, the hardness arrives at its maximum and then reduces due to the formation of Mg2Si precipitates, which rise in size and change their coherency. The precipitates cannot efficiently pin the dislocations and act as barriers to the dislocation motion which indicate an overall decrease in the hardness. It also has been found that the ultrafinegrained AA6014 alloy loses its thermal stability at approximately 200°C and recrystallized at 300°C. Thermal stability is strongly dependent on the material purity, second phase particles and/or oxide particles which may break up during rolling and lead to some dispersion strengthening.
Evaluation of Thresholding Based Noncontact Respiration Rate Monitoring using...IRJESJOURNAL
Abstract: - A noncontact method for respiration rate monitoring using thermal imaging was developed and evaluated. Algorithms to capture images, detect the location of the face, locate the corners of the eyes from the detected face and thereafter locate the tip of the nose in each image were developed. The amount of emitted infrared radiation was then determined from the detected tip of the nose. Signal processing techniques were then utilised to obtain the respiration rate in real-time. The method was evaluated on 6 enrolled subjects after obtaining all ethical approvals. The evaluations were conducted against two existing contact based methods; thoracic and abdominal bands. Results showed a correlation coefficient of 0.9974 to 0.9999 depending on the location of the ROI relative to the detected tip of the nose. The main contributions of the work was the successful development and evaluation of the facial features tracking algorithms in thermal imagining, the evaluation of thermal imaging as a technology for respiration monitoring in a hospital environment against existing respiration monitoring systems as well as the real time nature of the method where the frame processing time was 40 ms from capture to respiration feature plotting.
Correlation of True Boiling Point of Crude OilIRJESJOURNAL
Abstract :- The knowledge of the crude boiling point is very important for the refining process design and optimization. In this project the aim is to find the correlation of true boiling points. The study will be very useful in crude transportation and downstream operations. Correlation is tried to obtain by testing a number of crude oil samples from heavy to light. The comparisons of boiling point of different crude samples obtained is tried to compare with already existing correlations. Framol, Destmol and Riazi’s, these three correlation models have taken. The result showed that comparison of three correlation models and which is more accurate.
Combined Geophysical And Geotechnical Techniques For Assessment Of Foundation...IRJESJOURNAL
Abstract: This study was carried out to assess the subsurface conditions around the school of technology complex in Lagos State Polytechnic, Ikorodu, using integrated geophysical and geotechnical techniques. The site lies within the Sedimentary terrain of southwestern Nigeria. Allied Ohmega Resistivity meter was used for data collection of 1-D and 2-D resistivitymeasurement while WinResist software and Dipro software were used for the processing respectively.The results of the vertical electrical sounding indicate that the depth to basement values ranges between 27.6 and 39.5m. The 2D resistivitysurvey has provided valuable information on the lateral and vertical variation of the layer competent for erecting foundation of engineering structures. The CPT probed an average depth of 4.8m and has identified material of very high shear strength associated with dense sand materials. The correlation of the three techniques used revealed similar soil layering consisting of topsoilsandy clay, coarse sand and sand.A mechanically stable coarse sand material was discovered as weathered layer which indicates high load bearing capacity suitable for foundation in the area and can support massive structures.
Abstract:- research stands out because it is provided by the model of Al-Mobaideen (2009) critics to analyze for the governance of information and communications technology (ICT) at the National University of Chimborazo factors which raises the factors such as: strategies and policies, infrastructure and networks, financing and sustainability, and institutional culture that should be taken into account if desired govern the successful integration of ICT in the school. The study is exploratory, the almost total lack of previous studies on Governance of ICT integration at the University. It is concluded that there is a set of organizations with addresses IT markedly different roles in their duties with regard to its orientation to administrative, academic and research. The University has failed to define the strategic role of ICT in their academic, because there is no objective referred to IT academia in 2013-2016 pedi, but also because there is not a pedi-oriented IT the formation. The limited effectiveness of IT organizations in academic activities is provided by the low rate of use of educationalplatformsb_learning.
Gobernanzade las TIC en la Educacion SuperiorIRJESJOURNAL
Abstract:-Se destaca la investigación debido a que se da a conocer mediante el modelo de Al-Mobaideen (2009) los factores críticos a analizar para la gobernanza de las Tecnologías de la información y la Comunicación (TIC) en la Universidad Nacional de Chimborazo donde plantea los factores como:estrategias y políticas, infraestructura y redes, financiación y sostenibilidad, y cultura institucional, que se debe tomar en cuenta si se desea gobernar la integración exitosa de las TIC en la institución educativa. El estudio es exploratoria, por la poca presencia de estudios previos sobre Gobernanza de la integración de las TIC en la Universidad. Se concluye que existe un conjunto de organismos con direcciones de TI con roles notoriamente diferenciados en sus funciones con respecto a su orientación a procesos administrativos, académicos y de investigación. La Universidad no ha logrado definir el rol estratégico de las TIC en su desarrollo académico, porque no existe ningún objetivo referido a TI para el ámbito académico en el PEDI 2013-2016, sino porque además, no se cuenta con un PEDI de TI orientado a la formación. La poca eficacia de los organismos de TI en actividades académicas se da a conocer por la baja tasa de uso de plataformas educativas b_learning.
The Analysis and Perspective on Development of Chinese Automotive Heavy-duty ...IRJESJOURNAL
Abstract: In recent years, under the influence of both China's domestic market demand and emissions standard improvement, Chinese manufacturers put great effort on the research and design of automotive heavy-duty diesel engine. This paper analyzes the technical parameters of heavy duty diesel engine in 11 / 13L displacement section and introduces its performance. At the same time, combined with the development of foreign heavy-duty diesel engine, the future development direction of Chinese heavy-duty diesel engine is forecasted.
Research on The Bottom Software of Electronic Control System In Automobile El...IRJESJOURNAL
Abstract: With the development of science and technology, car replacement faster and faster. The development of the automotive industry has a contradiction, on the one hand, the speed of upgrading the car technology can not keep up with the speed of the performance requirements of the car, on the other hand, the country's automobile exhaust emission standards become more stringent. In addition, the depletion of oil resources led to the rise in gasoline prices, the traditional car is facing a crisis. Considering the situation of gas fuel resource structure and supply situation in China, it is feasible to promote gas fuel engine[1].However, the pollution caused by the car has become one of the major pollution sources in the urban environment and the atmospheric environment, and this trend continues to deteriorate[2].Therefore, alternative energy vehicles and hybrid cars is the main direction of development, and any improvement in the car will be car electronics and software replacement for the premise. On the one hand, natural gas as an alternative to gasoline, with its low prices, excellent combustion emissions, the relative sustainable development and other characteristics of more and more car manufacturers favor;On the other hand, the mainstream of the automotive electronic control unit ECU software development to AUTOSAR structure, low power consumption, functional safety for the development direction. Based on the actual development of natural gas engine control unit, the structure and function of ECU software are studied with reference to AUTOSAR software design standard. This paper studies the structure of the application of the software layer of the electronic control system and the main control strategy under the various conditions of the structure, and puts forward the underlying software resources needed by the application layer software. This paper analyzes the internal and peripheral resources of Infineon XC2785x microcontroller and designs hardware abstraction layer software and ECU abstraction layer software. The current characteristics of the jet valve driven by the natural gas multi-point injection engine were investigated. Automotive electronics technology has been widely used in modern vehicles which, and gradually become the development of new models, improve the performance of the key technical factors[3] .
Evaluation of Specialized Virtual Health Libraries in Scholar Education Evalu...IRJESJOURNAL
Abstract:- The aim is to evaluate the impact on academic training with specialized virtual health libraries (databases and catalogs) available in Institutions of Scholar Education, because there is uncertainty about the appropriate use of these libraries. The research was conducted on the databases available on 2 universities during the academic period August 2015 - February 2016. Using criteria and indicators for evaluating virtual libraries, model quality of university libraries based on fuzzy techniques, Bibliometric and criteria for virtual libraries in health. The study had the participation of 188 students from two universities or groups. The research reveals that for the first group and the second group almost always (60.45%) find the information, the (57.2%) have relevance to the topic, access (45.8%) once a month, and Elseiver and BiblioMedica are the most commonly used, however, mostly ie (78.55%) use traditional libraries versus (58.2%) which are virtual. Descriptive analysis was performed using the software SPSSv20. This experience allows us to confirm that the use of libraries contributes discreetly in academic education, therefore, it requires training plans, reference guides, strengthen the socialization of this resource, free access from anywhere.
Linking Ab Initio-Calphad for the Assessment of the AluminiumLutetium SystemIRJESJOURNAL
Abstract: First-principles calculations within density functional theory (DFT) were used to investigate intermetallics in the Al-Lu system at 0 K. The five compounds of the system were investigated in their observed experimental structures. Thermodynamic modelling of the Au–Lu system was carried out by means of the CALPHAD (calculation of phase diagrams) method. The liquid phase and the intermetallic compounds Al3Lu, Al2Lu, AlLu, Al2Lu3 and AlLu2 are taken into consideration in this optimization. The substitutional solution model was used to describe the liquid phase. The five compounds are treated as stoichiometric phases. The enthalpies of formation of the compounds were found by the ab initio calculations and used in the optimization of the phase diagram.
Thermodynamic Assessment (Suggestions) Of the Gold-Rubidium SystemIRJESJOURNAL
Abstract: Thermodynamic modellings of the Au–Rb system was carried out by means of the CALPHAD (calculation of phase diagrams) method. The liquid phase and the intermetallic compounds Au5Rb, Au2Rb, AuRb and Au7Rb3 and Au3Rb2 (new compounds) in addition to the compound AuRb2 (suspected compound) are taken into consideration in this optimization. The substitutional solution model was used to describe the liquid phase. The six compounds are treated as stoichiometric phases. The enthalpies of formation used in these optimizations were calculated within ab-initio method in precedent work
Elisa Test for Determination of Grapevine Viral Infection in Rahovec, KosovoIRJESJOURNAL
Abstract: Vineyard in Kosovo is estimated to have a great economic potential. There are thousands of hectares of vineyards that contribute to the economic potential of Rahovec by expanding the cultivation area year by year. The vines are affected by a number of viral diseases or pathologies similar to them, which significantly have an impact against the plant life and their production. Therefore, this study was conducted in several farms in Rahovec to determine whether there is a presence of viral infection in the vines. Application of Das-Elisa, Protein A-DAS and Antigen Direct Binding - DASI verified the final identification of viral infection in the collected material. The yellow colour reaction shown on the plate showed the positive result of the Elisa assay for viruses GFLV, ArMV, GLRaV-1, GLRaV-2, GLRaV-3, GVA and GVB in varieties Vranac, Smederevka, Prokup, Afuzali, Grocaka, Demir Kapi, Plovdina, Melika, Zhillavka. The use of specific antibodies will enable the examination of viral diseases in plant materials collected from vineyards and will be oriented to their phytosanitary status.
Abstract. Ensuring of permanent and continuous working process of oil-gas and field equipment alongside with the other factors, depends also on reliability of sealing units. A problem of deterioration modeling of a sealing element of a packer including into an oil field equipment complex is considered in this paper.
Determining Loss of Liquid from Different Types of Mud by Various Addictives ...IRJESJOURNAL
Abstract :- Filtration is used in many industries to separate water from the solid. It is important to find fluid loss in drilling, cementing, fracturing, and almost every other type of downhole treatment design. The filter cake characterization is very essential for well selection of drilling fluid problems and formation damage. Therefore this study is taken up to experimentally investigate the effect of different concentrations of CMC, Starch, Wood fibers, Soda ash, Caustic soda, Bentonite and Barite on filtration loss and formation damages. Three different samples are used in this study at different concentration and a comparison is made. Although the discussion presented here is confined to fluid loss during drilling. Water-based drilling mud’s including Bentonite is wellknown and is being widely used in the petroleum industry. Among the important functions of water-based drilling fluid were to form filter cake on the wall of the well bore, prevent water leakage, and maintain the stability of the well wall. The properties of the water-based drilling fluid, such as the rheology and filtration loss, are affected by the fluid loss additive. Polymers, which are nontoxic, degradable, and environment friendly, are the best choice to be used as drilling fluids additives.
Hierarchical Digital Twin of a Naval Power SystemKerry Sado
A hierarchical digital twin of a Naval DC power system has been developed and experimentally verified. Similar to other state-of-the-art digital twins, this technology creates a digital replica of the physical system executed in real-time or faster, which can modify hardware controls. However, its advantage stems from distributing computational efforts by utilizing a hierarchical structure composed of lower-level digital twin blocks and a higher-level system digital twin. Each digital twin block is associated with a physical subsystem of the hardware and communicates with a singular system digital twin, which creates a system-level response. By extracting information from each level of the hierarchy, power system controls of the hardware were reconfigured autonomously. This hierarchical digital twin development offers several advantages over other digital twins, particularly in the field of naval power systems. The hierarchical structure allows for greater computational efficiency and scalability while the ability to autonomously reconfigure hardware controls offers increased flexibility and responsiveness. The hierarchical decomposition and models utilized were well aligned with the physical twin, as indicated by the maximum deviations between the developed digital twin hierarchy and the hardware.
Immunizing Image Classifiers Against Localized Adversary Attacksgerogepatton
This paper addresses the vulnerability of deep learning models, particularly convolutional neural networks
(CNN)s, to adversarial attacks and presents a proactive training technique designed to counter them. We
introduce a novel volumization algorithm, which transforms 2D images into 3D volumetric representations.
When combined with 3D convolution and deep curriculum learning optimization (CLO), itsignificantly improves
the immunity of models against localized universal attacks by up to 40%. We evaluate our proposed approach
using contemporary CNN architectures and the modified Canadian Institute for Advanced Research (CIFAR-10
and CIFAR-100) and ImageNet Large Scale Visual Recognition Challenge (ILSVRC12) datasets, showcasing
accuracy improvements over previous techniques. The results indicate that the combination of the volumetric
input and curriculum learning holds significant promise for mitigating adversarial attacks without necessitating
adversary training.
CW RADAR, FMCW RADAR, FMCW ALTIMETER, AND THEIR PARAMETERSveerababupersonal22
It consists of cw radar and fmcw radar ,range measurement,if amplifier and fmcw altimeterThe CW radar operates using continuous wave transmission, while the FMCW radar employs frequency-modulated continuous wave technology. Range measurement is a crucial aspect of radar systems, providing information about the distance to a target. The IF amplifier plays a key role in signal processing, amplifying intermediate frequency signals for further analysis. The FMCW altimeter utilizes frequency-modulated continuous wave technology to accurately measure altitude above a reference point.
Saudi Arabia stands as a titan in the global energy landscape, renowned for its abundant oil and gas resources. It's the largest exporter of petroleum and holds some of the world's most significant reserves. Let's delve into the top 10 oil and gas projects shaping Saudi Arabia's energy future in 2024.
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.
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
NUMERICAL SIMULATIONS OF HEAT AND MASS TRANSFER IN CONDENSING HEAT EXCHANGERS...ssuser7dcef0
Power plants release a large amount of water vapor into the
atmosphere through the stack. The flue gas can be a potential
source for obtaining much needed cooling water for a power
plant. If a power plant could recover and reuse a portion of this
moisture, it could reduce its total cooling water intake
requirement. One of the most practical way to recover water
from flue gas is to use a condensing heat exchanger. The power
plant could also recover latent heat due to condensation as well
as sensible heat due to lowering the flue gas exit temperature.
Additionally, harmful acids released from the stack can be
reduced in a condensing heat exchanger by acid condensation. reduced in a condensing heat exchanger by acid condensation.
Condensation of vapors in flue gas is a complicated
phenomenon since heat and mass transfer of water vapor and
various acids simultaneously occur in the presence of noncondensable
gases such as nitrogen and oxygen. Design of a
condenser depends on the knowledge and understanding of the
heat and mass transfer processes. A computer program for
numerical simulations of water (H2O) and sulfuric acid (H2SO4)
condensation in a flue gas condensing heat exchanger was
developed using MATLAB. Governing equations based on
mass and energy balances for the system were derived to
predict variables such as flue gas exit temperature, cooling
water outlet temperature, mole fraction and condensation rates
of water and sulfuric acid vapors. The equations were solved
using an iterative solution technique with calculations of heat
and mass transfer coefficients and physical properties.
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.
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Design of Various Types of Industrial Buildings and Their Comparison
1. International Refereed Journal of Engineering and Science (IRJES)
ISSN (Online) 2319-183X, (Print) 2319-1821
Volume 6, Issue 3 (March 2017), PP.55-71
www.irjes.org 55 | Page
Design of Various Types of Industrial Buildings and Their
Comparison
Swapnil D. Bokade1
, Prof.Laxmikant Vairagade2
1
Student, Department ofCivil (Structural Engineering) G.H. RAET, Nagpur, India
2
Assistantprofessor, Department of Civil (Structural Engineering), G.H. RAET, Nagpur, India
ABSTRACT :- In this paper Industrial Steel truss Building of 14m x 31.50m, 20m x 50m,
28m x 70m and bay spacing of 5.25m, 6.25m and 7m respectively having column height of 6m is compared
with Pre-engineering Buildings of same dimension. Design is based on IS 800-2007 (LSM)
Load considered in modeling are Dead load, Live Load, Wind load along with the combinations as specified in
IS. Analysis results are observed for column base as hinge base. Results of Industrial steel truss buildings are
compared with the same dimensions of Pre-Engineering Building
Keywords: -IS Code, Stadd Pro
I. INTRODUCTION
1.1 General
Any building structure used by industry to store raw materials or for manufacturing products of
industry is known as an Industrial Building. These buildings are used for workshop, warehouse etc. Steel is
extensively used in the construction of industrial building of larger spans where concrete construction is not
feasible or when construction tome is critical. The important elements of industrial buildings are purlins, rafters,
roof truss, wind bracing and columns. In India conventional steel constructions are most popular because of
their ease in construction, low cost, availability of manpower for erection & fabrication and availability of
standard specifications 7 codes of practice. For industrial building, the economy of the structure plays an
important role. For longer spans the design is optimized in order to minimize the use of materials, costs, and
installation efforts. Buildings are designed to reduce energy costs and to achieve a high degree of sustainability.
To reduce the costs, manufacturer adopted the Pre-Engineering Building concept. Pre-engineering Buildings is a
metal building that consist of light gauge metal standing seam roof an steel purlins spanning between rigid
frames with light gauge metal wall cladding.
II. DESIGN OF TRUSSES
2.1 Mathematical model I - The mathematical model under consideration is shown in figure (2.1) for
the truss having area of 14 m×31.50 m, having purling spacing of 1.489 m having bay spacing of 5.25 m and
building height is 6m. The column base is taken as Pinned support.
Figure 2.1: Mathematical Model of Industrial Building (Pinned support)
2.2 Loading Calculations
For the truss the dead load, live load, and wind load was considered. All of these were taken in
accordance with is IS 875:1987
2. Design Of Various Types Of Industrial Buildings And Their Comparison
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1.2.1 Dead load
a) Roofing material – GI sheeting with unit weight of 150 N/m2
.
b) Purlins – Assuming unit weight of purlin is 100 N/m2
.
c) Total dead load =150+100=250 N/m2
of plan area
= 0.250 kN/m2
of plan area
Dead load on plan area = load x spacing of purlin in plan x bay spacing
= 0.25 x1.489×cos (20) ×5.25
= 1.84 kN at each node
= 1.84/2 at end node
= 0.92 kN
1.2.2 Live load (As per IS 875:1987 part II)
As per IS 875:1987 part II when slope is greater than ≥100
then imposed load on purlin is 750 N/m2
less
20 N/m2
for every degree increase in slope in excess of 100
but not less than 400 N/m2
.
Live load =750 - 20× (20-10) =550 N/m2
In case of sloping roofs with sloping greater than 100
, members supporting the roof purlins, such as trusses,
beams, girders, etc. may be designed for two – thirds of the imposed load on purlins or roofing sheeting.
2/3rd
load = 2/3×550
= 366.67 N/m2
.
Live load on plan area = load x spacing of purlin in plan x bay spacing
= 366.67×1.489×cos (20) ×5.25
= 2.70 kN at each node
= 2.70/2 at end node
= 1.35 kN
2.2.3 Wind load (As per IS 875:1987 part III)
Basic wind speed for Amravati region (Vb) = 39 m/s.
Risk coefficient (k1) = 1
Terrain height & Structure size factor (k2) = 0.98
Topography factor (k3) = 1
Design wind speed (Vz) = Vb×k1×k2×k3
Design wind pressure (Pz) = 0.6 Vz2
Design wind pressure (Pz) = 38.222
Design wind pressure (Pz) = 876.46 N/m2
.
Internal pressure coefficient (Pi) = ±0.5
External pressure coefficient (Pe) – fig 3.2 shows the value of external pressure
Coefficient for wind angle (θ) = 200
ℎ
w
= 0.42
𝑙
𝑤
= 2.25
Roof angle (θ) = 200
2.3 Loading diagram:
2.3.1. Dead Load:
Figure 2.3.1: Dead Load on Truss
3. Design Of Various Types Of Industrial Buildings And Their Comparison
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2.3.2 Live Load:
Figure 2.3.2: Live Load on Truss
2.3.3 Wind Load:
Figure 2.3.3: Wind Load on Truss& Columns
2.4 Design of Purlin (ISMC):
Span 5.25 m.
Spacing of purlin = 1.489 m.
Dead load on plan area = 0.25×1.40 = 0.35kN/m.
Live load on plan area = 0.55×1.40 = 0.77 kN/m.
Wind load acting on roof area = -0.9×0.876×1.489
= -1.174kN/m
2.4.1 Loads normal to slope
Dead load Wdz = 0.35×cos (20) = 0.33 kN/m.
Live load Wlz = 0.77×cos (20) = 0.723 kN/m.
DL + LL = 0.33+0.723 = 1.053 kN/m.
2.4.2 Loads parallel to slope
Dead load Wdy = 0.35 x sin (20) = 0.12 kN/m.
Live load Wly = 0.77 x sin (20) = 0.26 kN/m.
2.4.3 Factored load combination
(Z direction)
WL + DL + LL = (1.2 x -1.173) + (1.2 x 0.33) + (1.2x 0.33)
= -0.144 kN/m.
DL + LL = (1.5 x 0.33) + (1.5 x 0.723)
=1.5795 kN/m
WL + DL = (1.2 x -1.173) + (1.2 x 0.33)
= -1.0116 kN/m.
4. Design Of Various Types Of Industrial Buildings And Their Comparison
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(Y direction)
DL + LL = (1.5 x 0.12) + (1.5 x 0.26)
= 0.57 kN/m.
2.4.4 Bending moment and shear force calculations
Mz = 1.5795 × 5.252
/8 = 5.503 kN-m
Since sag rod is introduced at 1/3rd
of span so Y-Direction moment will be very less
My = 0.57 x 5.252
/90
= 0.17 kN-m
Fz = 1.5795 x 5.25/2 = 4.146 kN.
Fy = 0.57 x 5.25/2 = 1.496 kN.
TRY ISMC 125
Section classification
i. d/tw = 125- 2(8.1 + 9.5)/5.0
= 17.6 < 42
ii. b/tf = 65/8.1
= 8.02 < 9.4 (section is plastic)
Check for shear calculations:
Z direction
Vd =
𝑓𝑦
γmo x 3
x h x tw =
250
1.1 x 3
x 125 x 5.0
= 82.009 kN.
0.6Vd = 49.205 > 4.146 kN. Ok.
Y direction
Shear capacity =
250
11.1 x 3
x x 2 x 65 x 8.1/103
= 13.69 > 1.496 kN. Ok.
Design capacity of the section
Mdz =
Zpz x fy
γmo
=
73.92 𝑥 103𝑥 250
1.1 x106
=17.25 KN-m ≤ 1.2 x Zez x fy /γmo
≤ 18.16 kN-m ok
Mdy =
Zpy x fy
γmo
= 14.93 x103
x 250/1.1 x106
= 3.39 KN-m. ≤ γf x Zey x fy / γmo
≤ 1.5 x 13.1 x 103
x 250 /1.1 x 106
≤ 4.46 kN-m ok
Interaction equation:
𝑀𝑧
𝑀𝑑𝑧
+
𝑀𝑦
𝑀𝑑𝑦
≤ 1.0
5.50
17.25
+
0.17
3.39
≤ 1.0
0.368 < 1.0 ok.
Hence overall member strength is satisfactory
Check for deflection
δ =
5𝑤𝑙4
384EI
=
5×0.723×52504
384×2×105×416.104
= 8.58 mm.
Allowable deflection =
𝑙
180
=
5250
180
= 29.16 mm. Ok.
Check for wind suction
Factored wind load Wz = 0.9 DL -1.5 WL
= 0.9×0.33 -1.51.173
= -1.4445 kN/m.
Wy = -0.9×1.173 x sin (20)
= -0.36 kN/m.
Buckling resistance of the section
Equivalent length = 5.25 m.
Moment Mz = wl2
/8
= 1.4445×5.252
/8
5. Design Of Various Types Of Industrial Buildings And Their Comparison
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= 4.976 kN-m
My = wl2
/90
= 0.11 kN-m.
Mcr =
π2𝐸𝐼𝑦
(𝐾𝐿)2
∗ ( 𝐺𝐼𝑡 +
π2𝐸𝐼𝑤
(𝐾𝐿)2
)
G =
𝐸
2(1+𝜇)
=
2 ∗ 105
2(1+0.3)
= 76.923 x103
It = ∑
𝑏𝑖∗𝑡𝑖3
3
= [
2∗65∗8.13
3
+
125−8.1 ∗53
3
]
= 27899.94 mm4
Iw = (1- Bf) × Bf × Iy × hf2
hf = 125-8.1
= 116.9 mm.
Bf =
𝐼𝑓𝑐
Ifc+Ift
= 0.5
Iw = (1-0.5) × 0.5×59.9×04
×16.92
= 2.04×109
mm6
.
Mcr =
π2∗2∗105∗59.9∗104
(5250)2
∗ (76.923 ∗ 103 ∗ 27899.9 +
π2∗2∗105∗2.04∗109
(5250)2
)
= 9.91 kN-m
λLT =
β𝑏𝑥𝑍𝑝𝑥𝑓𝑦
Mcr
=
1.0∗75.92∗103∗250
5.44
=1.38
ϕ2LT = 0.5× [1+ αLT*(λLT-0.2) + λ2
LT]
= 0.5× [1 + 0.21× (1.38-0.2+ 1.382
]
=1.576
χLT =
1
ϕLT+[ϕ2LT−λ2LT]0.5 ≤ 1.0
=
1
1.576 + [1.5762– 1.382]0.5
≤ 1.0
= 0.427 < 1.0
Fbd =
χLT∗fy
γmo
=
0.427×250
1.1
=97.04 N/mm2
Mdz = Zp× Fbd
= 75.93×103
×97.04
= 7.36 kN-m > 4.976 kN-m.
The buckling resistance Mdy of the section need not be found out , because the purlins is restrained by
cladding in the Z plane and hence instability is not considered for a moment about the minor axis.
Overall strength of the member
𝑀𝑧
Mdz
+
𝑀𝑦
Mdy
≤ 1.0
4.976
7.36
+
0.11
3.39
≤ 1.0
0.708 ≤ 1.0
2.5 Design of Purlin (Truss Purlin) for 5.25m span
6. Design Of Various Types Of Industrial Buildings And Their Comparison
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Figure 4.19: Elevation of Truss Purlin
2.5.1 Loading Calculation:
Span 5.25 m.
Spacing of purlin = 1.489 m.
Dead load on plan area = 0.25×1.40 = 0.35 kN/m.
Live load on plan area = 0.55×1.40 = 0.77 kN/m.
Wind load acting on roof area = -0.9×0.876×1.489
= -1.174 kN/m
Figure 4.23: Member showing Tension and Compression
Black Color Represents – TENSION
Blue color represents – Compression
Result From STADD:
Profile Length (Meter) Weight (kN)
ST Pipe33.70 mm 5.25 0.152
ST Pipe21.30 mm 3.77 0.035
ST Pipe33.70 mm 5.34 0.106
Total = 0.293
III. DESIGN OF PRE-ENGINEERING BUILDING
3.1 Introduction
In this section the design of various component of PEB has been considered.
The component include:-
i. Purlins
ii. Girt Rods
iii. Main frame
iv. Bracings
The Purlins have been designed as per IS 801:1975 which deals with cold formed steel sections. The
results of cold formed purlins are then compared with the results of channel purlins.For the design of main
frame, built up I sections have been used of which the web depth has been tapered section. The design of main
frame has been done as per IS 800:2007(LSM)Bracings are essentially made up of angle sections, pipe sections.
The design of Bracing is done in 3-D model and the results are then computed.
7. Design Of Various Types Of Industrial Buildings And Their Comparison
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3.2 Mathematical model I - The mathematical model under consideration is shown in figure (3.1) for
the Pre-engineered building having area of 14 m x 31.50 m,purling spacing of 1.489 m and bay spacing of 5.25
m and building height is taken as 6m. The column base is taken as Pinned support.
Figure 3.1: Mathematical model of an Industrial Building (Pinned Support)
3.3 Loading calculations
3.3.1 Dead load
d)Roofing material –GI sheeting with unit weight of 150 N/m2
.
e)Purlin – Assuming unit weight of purlin is 100 N/m2
.
f) Total dead load = 150+100 = 250 N/m2
of plan area
= 0.250 kN/m2
of plan area
Dead load on plan area = load x bay spacing
= 0.25 x 5.25
=1.3125 kN/m
3.3.2 Live load (As per IS 875:1987 part II)
As per IS 875 part II when slope is greater than > 100
then imposed load on purlin is 750 N/m2
less 20
N/m2
for every degree increase in slope in excess of 100
but not less than 400 N/m2
.
Live load =750 – 20 x (20-10)
=550 N/m2
In case of sloping roofs with sloping greater than 100
, members supporting the roof purlins, such as
trusses, beams, girders, etc. may be designed for two – thirds of the imposed load on purlins or roofing sheeting.
2/3rd
load = 2/3 x 550
=366.67 N/m2
.
= 0.366kN/m2
Live load on plan area = load x bay spacing
= 0.366 x5.25
= 1.9215kN/m
3.3.3 Wind load (As per IS 875:1987 part III)
Basic wind speed for Amravati region (Vb) =39 m/s.
Risk coefficient (k1) = 1
Terrain height & Structure size factor (k2) = 0.98
Topography factor (k3) = 1
Design wind speed (Vz) = Vb x k1 x k2 x k3
Design wind pressure (Pz) = 0.6 Vz2
Design wind pressure (Pz) = 38.222
Design wind pressure (Pz) = 876.46 N/m2
.
Internal pressure coefficient (Pi) = + _ 0.5
External pressure coefficient (Pe) – fig 3.2 shows the value of external pressure coefficient for wind angle (0)
= 00
ℎ
𝑤
≤ 0.5
8. Design Of Various Types Of Industrial Buildings And Their Comparison
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𝑙
𝑤
= 2.25
Roof angle ( ) = 200
.
3.4 Loading Diagram:
3.4.1 Dead load-
Figure 3.4.1: Dead Load on PEB
3.4.2 Live load –
Figure 3.4.2: Live Load on Truss
3.4.3 Wind load –
Figure 3.4.3: Wind Load on Truss & Columns
9. Design Of Various Types Of Industrial Buildings And Their Comparison
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3.5 Design of Z - Purlin :( 14m x 31.50m)
Span = 5.25m
Spacing of purlin = 1.489 m.
θ = 200
Figure 5.20: Cross Section of Z Purlin
Z purlin – (150 x 2.5):
Table 5.2: Sectional Properties of Z- Purlin
Parameter Abbreviation Value Unit
Flange Width b1 6.4 Cm
b2 6.6 Cm
Overall Depth D 15 Cm
Depth of Lip L1 1.8 Cm
L2 1.8 Cm
Thickness T 0.2 Cm
Centre of Gravity Y 7.51 Cm
Moment of Inertia Ixx 210.69 cm4
Sectional Modulus Zxxtop 28.06 cm3
Sectional Modulus Zxxbot 28.12 cm3
Centre of Gravity X 5.90 Cm
Moment of Inertia Iyy 49.14 cm4
Sectional Modulus Zyyleft 8.33 cm3
Sectional Modulus Zyyright 8.30 cm3
Cross Sectional Area A 6.16 cm2
Weight/m 4.84 Kg
3.5.2 Loading calculations
Dead load = 0.25 kN/m2
.
Live load = 0.55 kN/m2
.
Wind load = 876.46 kN/m2
.
Major loads in vertical plane
a) DL + LL = [(DL+LL) x cos (200
)] x spacing of purlin
= [(25+55) x 0.94] x 1.489
= 111.97 kg/m.
b) DL + WL = [(DL x cos(200
)) + (WL x Net coefficient pressure)] x spacing of
purlin
= [(25 x 0.94) + (87.6 x (-0.9)] x 1.489
= -82.40 kg/m.
Minor loads in inclined plane
a) DL + LL = [(DL+LL) x sin(200
)] x spacing of purlin
= [(25 + 55) x 0.342] x 1.489
= 40.73 kg/m.
10. Design Of Various Types Of Industrial Buildings And Their Comparison
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Bending moment calculations
Maximum spn moment, Mspan = 111.97 x 5.252
/8
= 385.77 kg-m
Maximum Span Moment over Sag Rod, Msag = 0.1071 x 40.73 x (5.25/3+1)2
= 7.52 kg-m
Maximum moment capacity of Section, Mmax = 0.6 x fy x zxx min
= 0.6 x 345 x 28.06 x 103
= 580.8 kg-m
Allowable stress in web of purlin (As per clause 6.4 of IS 801:1975)
Shear stresses in Web: h/t = 146/2 = 73 Not greater than
4590
345 x 10
= 78.14
Fv =
1275 x fy
(h/t)
with a maximum of 0.40 fy
= 1025 ˂ 1380 kg/cm2
.
Developed shear stress:
Fv = P x L/ Aw
= 111.97 x 525/ (146 x 2)
= 201.22 kg/cm2
Safe
Bending Stress in Web:
Maximum Bending stress, Fbw = 0.6 fy
= 2070 kg/cm2
Developed Bending Stress Vertical Plane, Mspan / Zxmin = 386/28.06 x 100
= 1375.62 kg/cm2
Safe
Developed Bending Stress Inclined Plane, Msag / Zymin = 7.52 /8.30 x 100
= 90.60 kg/cm2
Safe
Total Bending stress, fbw = 1375.62 + 90.60
= 1465.6 kg/cm2
˂ 2070 kg/ cm2
Safe
Combined Bending and Shear Stress in Web: (AS PER CLAUSE 6.4.3 OF IS 801-1975)
fbw 2
Fbw 2 +
fv2
Fv2 ≤ 1.0
1465.62
20702 +
201.222
10252 ≤ 1.0
0.73 ≤ 1.0 Safe
Deflection Check: (As per table 6 In IS 800:2007)
Permissible Deflection, Span/180 = 5250/180
= 29.16 mm.
For DL + LL =
5𝑤𝑙4
384 EI
= 25.01 mm.
For DL + WL =
5𝑤𝑙4
384 EI
= 18.4 mm.
IV. COMPARISON AND DISCUSSION
Table 4.1: Weight for 14m x 31.50m Steel Building Pinned Support at base using Channel purlin & Angle
Section Truss
1 Weight of truss and column 55.083 kN
2 Weight of purlin ISMC 125 47.088 kN
3 Tie Runner pipe 80x80x6 19.503 kN
4 Top Bracing LD 60x60x6 22.462 kN
5 Bottom Bracing LD 50x50x6 18.693 kN
6 Column Bracing LD 50x50x6 19.871 kN
Total 183.45 kN
Table 4.2:Weight for 14m x 31.50m PEB pinned supports at Base using Z purlins
1 Weight of PEB 56.042 kN
2 Weight of Z- Purlin 17.94 kN
3 Top Bracing LD 60x60x6 22.462 kN
4 Column Bracing LD 50x50x6 19.871 kN
11. Design Of Various Types Of Industrial Buildings And Their Comparison
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Total 116.315 kN
Figure 4.1: Weight Comparison for Truss Building and PEB Pinned at Base for14m x 31.50m
Table 4.3: Weight for 20m x 50m Steel Building Pinned Support at Base using Channel purlin & Angle
Section Truss
1 Weight of truss and column 111.546 kN
2 Weight of purlin ISMC 150 144.08 kN
3 Tie Runner pipe 90x90x6 28.151 kN
4 Top Bracing LD 65x65x6 39.834 kN
5 Bottom Bracing LD 55x55x6 36.256 kN
6 Column Bracing LD 55x55x6 29.85 kN
Total 389.717 kN
Table 4.4: Weight for 20m x 50m PEB Pinned supports at Base using Z purlins
1 Weight of PEB 118.836 kN
2 Weight of Z- Purlin 200x2.5 55.552 kN
3 Top Bracing LD 65x65x6 39.834 kN
4 Column Bracing LD 55x55x6 29.85 kN
Total 244.072 kN
Figure
4.2: Weight Comparison for Truss Building and PEB Pinned at Base for 20m x 50m
Table 4.5: Weight for 28m x 70m Steel Building Pinned Support at Base using Channel purlin &
Angle Section Truss
1 Weight of truss and column 292.622 kN
2 Weight of purlin ISMC 200 333.78 kN
3 Tie Runner pipe 100x100x6 56.478 kN
4 Top Bracing LD 65x65x6 63.926 kN
0
50
100
150
200
Truss PEB
WeightinkN
Weight Comparison for Truss Building and
PEB Pinned at Base
For 14m x 31.50m Truss & PEB
0
100
200
300
400
500
Truss PEB
WeightinkN
Weight Comparison for Truss Building and
PEB Pinned at Base
For 20m x 50m Truss & PEB
12. Design Of Various Types Of Industrial Buildings And Their Comparison
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5 Bottom Bracing LD 65x65x6 62.024 kN
6 Column Bracing LD 65x65x6 40.645 kN
Total 849.475 kN
Table 4.6: Weight for 28m x 70m PEB Pinned supports at Base using Z purlins
1 Weight of PEB 302.478 kN
2 Weight of Z- Purlin 200x2.5 84.88 kN
3 Top Bracing LD 65x65x6 63.926 kN
4 Column Bracing LD 65x65x6 40.645 kN
Total 491.929 kN
Figure 4.3: Weight Comparison for Truss Building and PEB Pinned at Base for 28m x 70m
Table 4.7: Weight for 14m x 31.50m Steel Building Pinned Support at Base using Channel purlin & Pipe
section Truss
1 Weight of truss 47.544 kN
2 Weight of Purlin ISMC 125 47.088 kN
3 Tie Runner Pipe 42.40 mm 4.005 kN
4 Top Bracing Pipe 60.30 mm 6.798 kN
5 Bottom Bracing Pipe 60.30 mm 6.812 kN
6 Column Bracing Pipe 60.30 mm 4.615 kN
Total 116.862 kN
Table 4.8: Weight for 14m x 31.50m PEB pinned supports at Base using Z purlins
1 Weight of PEB 56.042 kN
2 Weight of Purlin 17.94 kN
3 Top Bracing 6.798 kN
4 Column Bracing 4.615 kN
Total 85.395 kN
0
50
100
150
Truss PEB
WeightinkN
Weight Comparison for Truss
Building and PEB Pinned Support
at Base
0
200
400
600
800
1000
Truss PEB
WeightinkN
Weight Comparison for Truss Building and
PEB Pinned at Base
For 28m x 70m Truss & PEB
13. Design Of Various Types Of Industrial Buildings And Their Comparison
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Figure 4.4: Weight Comparison for Truss Building and PEB Pinned at Base for 14m x 31.50m
Table 4.9: Weight for 20m x 50m Steel Building Pinned Support at Base usingChannel purlin & Pipe
section Truss
1 Weight of truss 97.371 kN
2 Weight of purlin ISMC 150 144.08 kN
3 Tie Runner Pipe 40.30mm 11.131 kN
4 Top Bracing Pipe 60.30 mm 11.083 kN
5 Bottom Bracing Pipe 60.30 mm 11.989 kN
6 Column Bracing Pipe 60.30 mm 5.291 kN
Total 280.945 kN
Table 4.10: Weight for 20m x 50m PEB Pinned supports at Base using Z purlins
1 Weight of PEB 118.836 kN
2 Weight of Purlin 55.552 kN
3 Top Bracing Pipe 60.30 mm 11.083 kN
4 Column Bracing Pipe 60.30 mm 5.291 kN
Total 190.762 kN
Figure 4.5: Weight Comparison for Truss Building and PEB Pinned at Base for20m x 50m
Table 4.11: Weight for 28m x 70m Steel Building Pinned Support at Base usingISMC purlin & Pipe Section
Truss
1 Weight of truss 231.671 kN
2 Weight of purlin ISMC 200 333.78 kN
3 Tie Runner Pipe 60.30mm 20.036 kN
4 Top Bracing Pipe 60.30mm 16.418 kN
5 Bottom Bracing Pipe 60.30mm 17.257 kN
6 Column Bracing Pipe 60.30mm 5.813 kN
Total 624.975 Kn
Table 4.12: Weight for 28m x 70m PEB Pinned supports at Base using Z purlins
1 Weight of PEB 302.478 kN
2 Weight of Purlin 84.88 kN
3 Top Bracing Pipe 60.30mm 16.418 kN
4 Column Bracing Pipe 60.30mm 5.813 kN
Total 409.589 kN
0
50
100
150
200
250
300
Weight of TrussWeight of PEB
WeightinkN
Weight Comparison with Truss Purlin & Z
purlin Pinned Support at Base
For 20m x 50m Truss &
PEB
14. Design Of Various Types Of Industrial Buildings And Their Comparison
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Figure 4.6: Weight Comparison for Truss Building and PEB Pinned at Base for 28m x 70m
Table 4.13: Weight f or 14m x 31.50m Steel Building Pinned Support at Base usingTruss Purlin &
Pipe Section Truss
1 Weight of truss and Column 47.544 kN
2 Weight of Truss Purlin 21.096 kN
3 Tie Runner Pipe 42.40mm 4.005 kN
4 Top Bracing Pipe 60.30mm 6.798 kN
5 Bottom Bracing Pipe 60.30mm 6.812 kN
6 Column Bracing Pipe 60.30mm 4.615 kN
Total 90.87 kN
Table 4.14: Weight for 14m x 31.50m PEB Pinned supports at Base using Z purlins
1 Weight of PEB 56.042 kN
2 Weight of Z Purlin 17.94 kN
3 Top Bracing Pipe 60.30mm 6.798 kN
4 Column Bracing Pipe 60.30mm 4.615 kN
Total 85.395 kN
Figure 4.7: Weight Comparison for Truss Building and PEB Pinned at Base for14m x 31.50m
Table 4.15: Weight for 20m x 50m Steel Building Pinned Support at Base usingTruss Purlin & Pipe
Section Truss
1 Weight of truss and Column 97.371 kN
2 Weight of Truss Purlin 60.192 kN
3 Tie Runner Pipe 40.30mm 11.131 kN
4 Top Bracing Pipe 60.30mm 11.083 kN
5 Bottom Bracing Pipe 60.30mm 11.989 kN
6 Column Bracing Pipe 60.30mm 5.291 kN
Total 197.057 kN
Table 4.16: Weight for 20m x 50m PEB Pinned supports at Base using Z purlins
1 Weight of PEB 118.836 kN
2 Weight of Z Purlin 55.552 kN
3 Top Bracing Pipe 60.30mm 11.083 kN
4 Column Bracing Pipe 60.30mm 5.291 kN
Total 190.762 kN
0
200
400
600
800
Truss PEB
WeightinkN
Weight Comparison with Truss Purlin & Z
purlin Pinned Support at Base
82
84
86
88
90
92
Truss PEB
WeightinkN
Weight Comparison with Truss Purlin & Z
purlin Pinned Support at Base
15. Design Of Various Types Of Industrial Buildings And Their Comparison
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Figure 4.8: Weight Comparison for Truss Building and PEB Pinned at Base for20m x 50m
Table 4.17: Weight for 28m x 70m Steel Building Pinned Support at Base usingTruss Purlin & Pipe Section
Truss
1 Weight of truss and Column 231.671 kN
2 Weight of Truss Purlin 99.66 kN
3 Tie Runner Pipe 60.30mm 20.036 kN
4 Top Bracing Pipe 60.30mm 16.418 kN
5 Bottom Bracing Pipe 60.30mm 17.257 kN
6 Column Bracing Pipe 60.30mm 5.813 kN
Total 390.855 kN
Table 4.18: Weight for 28m x 70m PEB Pinned support at Base using Z purlins
1 Weight of PEB 302.478 kN
2 Weight of Z Purlin 84.88 kN
3 Top Bracing Pipe 60.30mm 16.418 kN
4 Column Bracing Pipe 60.30mm 5.813 kN
Total 409.589 kN
Figure 4.9: Weight Comparison for Truss Building and PEB Pinned at Base for 28m x 70m
V. DISCUSSION
From comparison between figures design of purlins following results are computed
1. Weight of Channel Purlinis very high as compared to Truss Purlin and Z Purlin
2. Weight of Truss Purlin is very less as compared to Channel Purlin but weight of Truss Purlin is Slightly
high as compared to Z Purlin
From the discussion stated above Weight of Z Purlin is slightly less compared to Truss Purlin. Thought the
weight of Truss Purlin is slightly higher compared to Z Purlin, Truss Purlins are cost effective because cost per
kg for Z Purlin is 80 to 90 Rs per Kg and Truss Purlins are 70 to 75Rs per Kg.
VI. CONCLUSION
In this Dissertation, Numerical study was carried out. The design of Various Component of Steel Truss building
and Pre-Engineering Building (PEB) is done and the following conclusions are drawn:-
186
188
190
192
194
196
198
Truss PEB
WeightinkN
Weight Comparison with Truss Purlin & Z
purlin Pinned Support at Base
For 20m x 50m Truss &
PEB
380
385
390
395
400
405
410
415
Truss PEB
WeightinkN
Weight Comparison with Truss Purlin & Z
purlin Pinned Support at Base
For 28m x 70m Truss &
PEB
16. Design Of Various Types Of Industrial Buildings And Their Comparison
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i. From the design it is clear that using angle section for Truss and channel section for purlins, Steel Truss
Building using pipe section and PEB is found to be economical compared to Steel Truss Building using
angle section. The Percentage saving in results are stated below in table
ii Also From comparison it is clear from the result that Weight of single Truss using Angle and Pipe both is
less Compared to PEB but due to Weight of Channel Purlin, Weight of Steel Truss Building is on higher
side.
Table 5.1: Showing the percentage saving in weight for PEB
For 14m x 31.50m
Pinned support
For 20m x 50m
Pinned support
For 28m x 70m pinned
support
% saving in Weight
for PEB
36.59% 37.37% 42.19%
% saving in Weight
for Steel Truss
Building using Pipe
section
50.47% 49.43% 53.98%
Weight of Truss = 183.457 kN
Weight of PEB = 116.315 kN
Difference in weight = Weight of Truss - Weight of PEB
= 67.142 kN
Percentage saving in weight = (67.142/183.45)×100
= 36.59%
ii. From the design it is clear that using Pipe section in Truss and channel section for purlins, PEB is found to be
economical compared to Steel Truss Building. The Percentage saving in results are stated belowFrom
comparison it is clear from the result that Weight of single Truss is less Compared to PEB but due to Weight of
Channel Purlin, Weight of Steel Truss Building is on higher side
Table 7.2: Showing the percentage saving in weight for PEB
iii. From the design it is clear that using Pipe section in truss and Truss purlin, Steel Truss Building is
found to be economical compared to PEB. The results of saving in percentage are shown belowFrom
Comparison it is clear that Weight of truss using Pipe section is less compared to PEB also Weight of Truss
Purlin is not very high. So Weight of steel Truss Building is less as Compared to PEB
Table 7.3: Showing the percentage saving in weight for Steel Truss Building
By using proper selection of material the Industrial Steel truss Building can be economical compared to PEB.
REFERENCES
Books
[1]. S. K. Duggal “Limit State Design of steel structure”
[2]. Prof. Dr. v. L. Shah and Prof. Mrs. Veena Gore (2013) “Limit State Design Of Steel
[3]. Structures”
[4]. N. Subramanian (2010) “Design of Steel Structures”
IS Codes
For 14m x 31.50m Pinned
support
For 20m x 50m Pinned
support
For 28m x 70m pinned
support
% saving in
Weight for
PEB
26.93% 32.09% 34.46%
For 14m x 31.50m Pinned
support
For 20m x 50m Pinned support
For 28m x 70m pinned
support
% saving in
Weight for Steel
Truss Building
6.02% 3.19% 4.57%
17. Design Of Various Types Of Industrial Buildings And Their Comparison
www.irjes.org 71 | Page
[5]. IS 800-2007 Indian standard code of practice for general construction in steel
[6]. IS 801-1975 Code of practice for use of Cold-formed light gauge steel structure member’s in general
building construction
[7]. IS 875(part 1) – 1987: Dead Loads
[8]. IS 875 (part 2) – 1987: Imposed Loads
[9]. IS 875 (part 3) – 1987: Wind Loads
Journals
[10]. Aijaz Ahmad Zende (2013) “Comparative Study of Analysis and Design of Pre-Engineered Buildings
and Conventional frames” IOSR Journal of Mechanical and Civil Engineering (2013) 2278-1684
[11]. C. M. Meera (2013) “Pre-Engineered Building Design of an Industrial warehouse” International
Journal of engineering sciences & Emerging Technologies (2013) 2231-6604
[12]. Jatin D. Thakar (2013) “Comparative Study of Pre-Engineered Steel Structure by Varying Width of
structure” International Journal of Advanced Engineering Technology (2013) 0976-3945
[13]. Mr. Roshan S. Satpute (2012) “ Building design Using Cold Formed Steel Structure” International
Journal of Engineering and Science (2013) 2319-183X