Abstract For a structural design to be satisfactory, generally four major objectives – utility, safety, economical and elegance must be fulfilled. This paper presents a study on behaviour and economical of roof trusses and purlins by comparison of limit state and working stress method. Roof trusses and purlins are therefore an integral part of an industrial building and the like for supporting the roofing system. This paper presents a study on behaviour and economical of fink type roof trusses, channel section purlins by comparison of limit state and working stress method. This study involves in examination of theoretical investigations of specimens in series. Overall two methods were designed and comparison of all the internal force, economical, and hence, to evaluate the co-existing moments and shear forces at the critical cross-section with same configuration area by keeping all other parameters constant. The theoretical data are calculated using Indian Standard code IS 875-1975 (part III), IS 800 – 2007 using limit state method, IS 800- 1984 using working stress method and the section properties of the specimens are obtained using steel table. The specimens are designed under uniformly distributed loading with simply supported condition. The research project aims to provide which method is economical, high bending strength, more load carrying capacity and high flexural strength. The studies reveal that the theoretical investigations limit state method design is high bending strength, high load caring capacity, minimum deflection and minimum local buckling& distortional buckling compare to the working stress method. But working stress method is most economical compare to the limit state method design. Keywords bending strength, deflection, limit state method, purlins, roof trusses, working stress method.
Explains in detail about the planning and designing of a G + 2 school building both manually and using software (STAAD Pro).
With the reference with this we could design a building of a school with 2 blocks and G + 2 building.
In this presentation i have gone through about various prospects and challenges that have been faced at the time of installation,its types,method of installation &its application.
Explains in detail about the planning and designing of a G + 2 school building both manually and using software (STAAD Pro).
With the reference with this we could design a building of a school with 2 blocks and G + 2 building.
In this presentation i have gone through about various prospects and challenges that have been faced at the time of installation,its types,method of installation &its application.
Prestressed concrete structures and its applications By Mukesh Singh GhuraiyaMukesh Singh Ghuraiya
1. What is Prestressed??
2. Principle of Prestressed
3. Method of prestressing
4. Prestressed concrete structures
5. Advantages/application of Prestressed concrete
6. Disadvantages of Prestressed concrete
7. Comparison of RCC and Prestressed Concrete Flat Slabs
Title: Millennium Bridge at London - Steel Structure Failure
This is 320 m span aluminum and steel bridge across the river Thames. This bridge has steel structure failure because it had vertical, lateral and torsional stiffness. The problem occurred because of side vibration of the bridge deck because of pedestrian lateral excitation. The main reasons for this failure were lateral stiffness of the deck and low damping potential which happens in steel structure only. This bridge was made of two dimensional cable truss. The stiffness in this bridge structure caused this failure in this bridge. Therefore, this bridge was closed for few days to fix the problem. It is therefore highly relates to steel structure failure and is suitable for the case study as well. This problem was rectified with help of installation of lateral dampers. All these characteristics of this bridge failures relates to steel structure failure.
Grillage Analysis of T-Beam bridge, Box culvert and their Limit State Design; components of Bridges and loads acting on bridges are presented in this slide.
What are methods of steel structure designnajeeb muhamed
There are three different methods for design of steel structure, i.e. simple design, continuous design and semi-continuous steel design.
Joints in structures have been assumed to behave as either pinned or rigid to render design calculations manageable.
In simple design the joints are idealised as perfect pins. Continuous design assumes that joints are rigid and that no relative rotation of connected members occurs whatever the applied moment.
The vast majority of designs carried out today make one of these two assumptions, but a more realistic alternative is now possible, which is known as semi-continuous design.
Prestressed concrete structures and its applications By Mukesh Singh GhuraiyaMukesh Singh Ghuraiya
1. What is Prestressed??
2. Principle of Prestressed
3. Method of prestressing
4. Prestressed concrete structures
5. Advantages/application of Prestressed concrete
6. Disadvantages of Prestressed concrete
7. Comparison of RCC and Prestressed Concrete Flat Slabs
Title: Millennium Bridge at London - Steel Structure Failure
This is 320 m span aluminum and steel bridge across the river Thames. This bridge has steel structure failure because it had vertical, lateral and torsional stiffness. The problem occurred because of side vibration of the bridge deck because of pedestrian lateral excitation. The main reasons for this failure were lateral stiffness of the deck and low damping potential which happens in steel structure only. This bridge was made of two dimensional cable truss. The stiffness in this bridge structure caused this failure in this bridge. Therefore, this bridge was closed for few days to fix the problem. It is therefore highly relates to steel structure failure and is suitable for the case study as well. This problem was rectified with help of installation of lateral dampers. All these characteristics of this bridge failures relates to steel structure failure.
Grillage Analysis of T-Beam bridge, Box culvert and their Limit State Design; components of Bridges and loads acting on bridges are presented in this slide.
What are methods of steel structure designnajeeb muhamed
There are three different methods for design of steel structure, i.e. simple design, continuous design and semi-continuous steel design.
Joints in structures have been assumed to behave as either pinned or rigid to render design calculations manageable.
In simple design the joints are idealised as perfect pins. Continuous design assumes that joints are rigid and that no relative rotation of connected members occurs whatever the applied moment.
The vast majority of designs carried out today make one of these two assumptions, but a more realistic alternative is now possible, which is known as semi-continuous design.
History, Motives, and Tactics of Abu Sayyaf (Research Paper Sample)Essay Tigers
This is a research paper sample written by our writers. You can order a custom written research paper like this on our website: http://www.essaytigers.com
Earthquake Resistance Design-Impact On Cost Of Reinforced Concrete BuilidingsIJMER
Earthquakes strike suddenly, violently and without warning at any time of the day or night.It
is highly impossible to prevent an earthquake from occuring, but the damage to the builiding can be
controlled through proper design and detailing. Hence it is mandatory to do the sesmic analysis and
design to structure against collapse. This study addresses the performance and variation of precentage
steel and concrete quantity of R.C framed structure in different seismic zones and influence on overall
cost of construction. This study mainly focuses on the comparision of percentage steel and concrete
quantities when the builiding is designed for gravity loads as per IS 456:2000 and when the builiding is
designed for earthquake forces in different seismic zones as per IS 1893:2002. A five storied R.C.C
framed structure has been analyse and designed using STAAD ProV8i. Ductile detailing has been done
in conformation with IS:13920
Review paper on “Various aspects of Weeders for Economical Cultivation”IJMER
International Journal of Modern Engineering Research (IJMER) is Peer reviewed, online Journal. It serves as an international archival forum of scholarly research related to engineering and science education.
Analyze Gear Failures and Identify Defects in Gear System for Vehicles Using ...IOSR Journals
Abstract: Gear defects are a major reason for poor quality and of embarrassment for manufacturers. 0 Inspection processes done on these industries are mostly manual and time consuming. To reduce error on identifying gear defects requires more automotive and accurate inspection process. Considering this lacking, this research implements a Gear Defect Recognizer which uses computer vision methodology with the combination of local thresholding to identify possible defects. The recognizer identifies the gear defects within economical cost and produces less error prone inspection system in real time. In order to generate data set, primarily the recognizer captures digital gear images by image acquisition device and converts the RGB images into binary images by restoration process and local threshold techniques. Later, the outputs of the processed image are the area of the faulty portion and compute the possible defective and non -defective gear as an output. Detection of bad quality plastic gears is critical for any manufacturing unit trying to make a mark in the market in terms of quality standard and cost. Here we explore the possibility of using image segmentation and algorithms like non-smooth surface detection algorithms to automate the process of defect detection. In these plastics we have picked industrial strength plastic gears used typically in applications like robotic arms where quality in paramount for the functioning of the device. In this paper review of various gear defects and the possible automated solutions using image processing techniques for defect detection is given. Keywords: Defect detection, image processing, computer vision, thresholding, counting number of teeth's.
Flexural behaviour of light gauge cold formed steel members comparison of i...eSAT Journals
Abstract Light – gauge steel evolved as a building material in the 1930’s and reached large scale usage only after the Second World War. In comparison with conventional steel construction, where standard hot rolled shapes are used, the cold formed light gauge steel structures are relatively new development. This paper presents a study on behaviour and economical of cold formed steel (CFS) built up channel section using different codes. This paper provides an experimental investigation for the bending strength of Cold – Formed light gauge steel plain (stiffened) rectangular sections. The test specimens were brake pressed from high strength structural steel sheets. In addition, the test strengths were compared with the design strengths calculated using the Indian Standard and Euro codes Specification for Cold –Formed steel structures. Flexural members are linear members in which axial forces act to cause elongation (stretch). The theoretical data are calculated using Indian Standard code IS 801-1975 and the section properties of the specimens are obtained using IS 811-1975. The specimens are designed under uniformly distributed loading with simply supported condition. The research project aims to provide which code of practice given more economical, high bending strength, more load carrying capacity and high flexural strength. The studies reveal that the theoretical investigations limit state methods (SI method) have high bending strength, high load caring capacity, maximum deflection and minimum local buckling& distortional buckling compare to the other codes. Keywords: Cold formed steel, built up channel section, limit state method, working stress method, bending strength, deflection
Analysis of High Rise Building Connection for Square Hollow Beam and Column U...ijtsrd
Most of the steel structures in India are made of conventional steel sections such as angle, channel and beam sections . However, new hollow steel sections such as square and rectangular hollow sections are gaining popularity in recent steel constructions due to a number of advantages such as its higher strength to weight ratio, better fire resistance properties, higher radius of gyration, lesser surface area, etc. This type of hollow sections can save cost up to 30 to 50 over the conventional steel sections Tata Steel brochure, 2012 17 . But unlike the conventional steel sections these hollow sections do not have standard connection details available in design code or in published literature. To overcome this problem the objective of the present study was identified to develop a suitable and economic connection detail between two square hollow sections which should be capable of transmitting forces smoothly and easy to be fabricated. To achieve the above objective, a square hollow beam to square hollow column connection was selected and modeled in commercial finite element software ABAQUS. This model was analyzed for nonlinear static pushover analysis considering a number of connection details. Following four alternative scheme of connection details were selected for this study i using end plate, ii using angle section, iii using channel sections, and iv using collar plates. The base model rectangular hollow beam welded to one face of the rectangular hollow column is also studied for reference. The performance of the selected connection details are compared and the best performing connection details is recommended for rectangular hollow beam to rectangular hollow column joints. The result shows that the load carrying capacity of the joint and the maximum deformation capacity is highly sensitive to the type of connection used. Also, the location of formation of plastic hinges in the structure which can beat joint or at beam depends highly on the type of connection used. Udit Dubey | Kapil Mandloi | Renu Tiwari "Analysis of High Rise Building Connection for Square Hollow Beam and Column Using Fem Software Abaqus" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-5 | Issue-6 , October 2021, URL: https://www.ijtsrd.com/papers/ijtsrd47704.pdf Paper URL : https://www.ijtsrd.com/engineering/civil-engineering/47704/analysis-of-high-rise-building-connection-for-square-hollow-beam-and-column-using-fem-software-abaqus/udit-dubey
International Journal of Engineering Research and Applications (IJERA) is an open access online peer reviewed international journal that publishes research and review articles in the fields of Computer Science, Neural Networks, Electrical Engineering, Software Engineering, Information Technology, Mechanical Engineering, Chemical Engineering, Plastic Engineering, Food Technology, Textile Engineering, Nano Technology & science, Power Electronics, Electronics & Communication Engineering, Computational mathematics, Image processing, Civil Engineering, Structural Engineering, Environmental Engineering, VLSI Testing & Low Power VLSI Design etc.
Analysis and Modeling of Steel Square Hollow Beam to Square Hollow Column Jointijtsrd
Most of the steel structures in India are made of conventional steel sections such as angle, channel and beam sections . However, new hollow steel sections such as square and rectangular hollow sections are gaining popularity in recent steel constructions due to a number of advantages such as its higher strength to weight ratio, better fire resistance properties, higher radius of gyration, lesser surface area, etc. This type of hollow sections can save cost up to 30 to 50 over the conventional steel sections. But unlike the conventional steel sections these hollow sections do not have standard connection details available in design code or in published literature. To overcome this problem the objective of the present study was identified to develop a suitable and economic connection detail between two square hollow sections which should be capable of transmitting forces smoothly and easy to be fabricated To achieve the above objective, a square hollow beam to square hollow column connection was selected and modeled in commercial finite element software ABAQUS. This model was analyzed for nonlinear static pushover analysis considering a number of connection details. Following four alternative scheme of connection details were selected for this study i using end plate, ii using angle section, iii using channel sections, and iv using collar plates. The base model rectangular hollow beam welded to one face of the rectangular hollow column is also studied for reference. The performance of the selected connection details are compared and the best performing connection details is recommended for rectangular hollow beam to rectangular hollow column joints. The result shows that the load carrying capacity of the joint and the maximum deformation capacity is highly sensitive to the type of connection used. Also, the location of formation of plastic hinges in the structure which can be at joint or at beam depends highly on the type of connection used. Md Faisal Iqbal | Prof. Afzal Khan "Analysis and Modeling of Steel Square Hollow Beam-to-Square Hollow Column Joint" Published in International Journal of Trend in Scientific Research and Development (ijtsrd), ISSN: 2456-6470, Volume-7 | Issue-4, August 2023, URL: https://www.ijtsrd.com/papers/ijtsrd59706.pdf Paper Url:https://www.ijtsrd.com/engineering/civil-engineering/59706/analysis-and-modeling-of-steel-square-hollow-beamtosquare-hollow-column-joint/md-faisal-iqbal
Cost Comparative Study On Steel Frame Folded Plate Roofing System Vs Conventi...IJERA Editor
Due to ever-increasing of construction materials, it becomes the foremost duty of a civil engineer to design economical and durable structures. In this project an attempt has been made to compare the cost of two types of roofing systems viz. conventional truss roofing system and steel frame folded plate roofing system. The steel frame folded plate roofing system, though found to be economical, is not widely practiced in India due to lack of knowledge regarding its analysis and design. On contrary to it, the conventional truss roofing system still remains as the widely adopted method of roofing for different types of buildings due to the available literature on its analysis, design and construction. The analysis and design of conventional truss roofing system and folded plate roofing system have been carried out for various spans. The analysis is carried out in STAAD.Pro 2004, which is based on stiffness method. Load calculations and design done manually, based on IS:875-1987, IS:800-1984 & SP:38(1987)
Mechanical properties of hybrid fiber reinforced concrete for pavementseSAT Journals
Abstract
The effect of addition of mono fibers and hybrid fibers on the mechanical properties of concrete mixture is studied in the present
investigation. Steel fibers of 1% and polypropylene fibers 0.036% were added individually to the concrete mixture as mono fibers and
then they were added together to form a hybrid fiber reinforced concrete. Mechanical properties such as compressive, split tensile and
flexural strength were determined. The results show that hybrid fibers improve the compressive strength marginally as compared to
mono fibers. Whereas, hybridization improves split tensile strength and flexural strength noticeably.
Keywords:-Hybridization, mono fibers, steel fiber, polypropylene fiber, Improvement in mechanical properties.
Material management in construction – a case studyeSAT Journals
Abstract
The objective of the present study is to understand about all the problems occurring in the company because of improper application
of material management. In construction project operation, often there is a project cost variance in terms of the material, equipments,
manpower, subcontractor, overhead cost, and general condition. Material is the main component in construction projects. Therefore,
if the material management is not properly managed it will create a project cost variance. Project cost can be controlled by taking
corrective actions towards the cost variance. Therefore a methodology is used to diagnose and evaluate the procurement process
involved in material management and launch a continuous improvement was developed and applied. A thorough study was carried
out along with study of cases, surveys and interviews to professionals involved in this area. As a result, a methodology for diagnosis
and improvement was proposed and tested in selected projects. The results obtained show that the main problem of procurement is
related to schedule delays and lack of specified quality for the project. To prevent this situation it is often necessary to dedicate
important resources like money, personnel, time, etc. To monitor and control the process. A great potential for improvement was
detected if state of the art technologies such as, electronic mail, electronic data interchange (EDI), and analysis were applied to the
procurement process. These helped to eliminate the root causes for many types of problems that were detected.
Managing drought short term strategies in semi arid regions a case studyeSAT Journals
Abstract
Drought management needs multidisciplinary action. Interdisciplinary efforts among the experts in various fields of the droughts
prone areas are helpful to achieve tangible and permanent solution for this recurring problem. The Gulbarga district having the total
area around 16, 240 sq.km, and accounts 8.45 per cent of the Karnataka state area. The district has been situated with latitude 17º 19'
60" North and longitude of 76 º 49' 60" east. The district is situated entirely on the Deccan plateau positioned at a height of 300 to
750 m above MSL. Sub-tropical, semi-arid type is one among the drought prone districts of Karnataka State. The drought
management is very important for a district like Gulbarga. In this paper various short term strategies are discussed to mitigate the
drought condition in the district.
Keywords: Drought, South-West monsoon, Semi-Arid, Rainfall, Strategies etc.
Life cycle cost analysis of overlay for an urban road in bangaloreeSAT Journals
Abstract
Pavements are subjected to severe condition of stresses and weathering effects from the day they are constructed and opened to traffic
mainly due to its fatigue behavior and environmental effects. Therefore, pavement rehabilitation is one of the most important
components of entire road systems. This paper highlights the design of concrete pavement with added mono fibers like polypropylene,
steel and hybrid fibres for a widened portion of existing concrete pavement and various overlay alternatives for an existing
bituminous pavement in an urban road in Bangalore. Along with this, Life cycle cost analyses at these sections are done by Net
Present Value (NPV) method to identify the most feasible option. The results show that though the initial cost of construction of
concrete overlay is high, over a period of time it prove to be better than the bituminous overlay considering the whole life cycle cost.
The economic analysis also indicates that, out of the three fibre options, hybrid reinforced concrete would be economical without
compromising the performance of the pavement.
Keywords: - Fatigue, Life cycle cost analysis, Net Present Value method, Overlay, Rehabilitation
Laboratory studies of dense bituminous mixes ii with reclaimed asphalt materialseSAT Journals
Abstract
The issue of growing demand on our nation’s roadways over that past couple of decades, decreasing budgetary funds, and the need to
provide a safe, efficient, and cost effective roadway system has led to a dramatic increase in the need to rehabilitate our existing
pavements and the issue of building sustainable road infrastructure in India. With these emergency of the mentioned needs and this
are today’s burning issue and has become the purpose of the study.
In the present study, the samples of existing bituminous layer materials were collected from NH-48(Devahalli to Hassan) site.The
mixtures were designed by Marshall Method as per Asphalt institute (MS-II) at 20% and 30% Reclaimed Asphalt Pavement (RAP).
RAP material was blended with virgin aggregate such that all specimens tested for the, Dense Bituminous Macadam-II (DBM-II)
gradation as per Ministry of Roads, Transport, and Highways (MoRT&H) and cost analysis were carried out to know the economics.
Laboratory results and analysis showed the use of recycled materials showed significant variability in Marshall Stability, and the
variability increased with the increase in RAP content. The saving can be realized from utilization of recycled materials as per the
methodology, the reduction in the total cost is 19%, 30%, comparing with the virgin mixes.
Keywords: Reclaimed Asphalt Pavement, Marshall Stability, MS-II, Dense Bituminous Macadam-II
Laboratory investigation of expansive soil stabilized with natural inorganic ...eSAT Journals
Abstract
Soil stabilization has proven to be one of the oldest techniques to improve the soil properties. Literature review conducted revealed
that uses of natural inorganic stabilizers are found to be one of the best options for soil stabilization. In this regard an attempt has
been made to evaluate the influence of RBI-81 stabilizer on properties of black cotton soil through laboratory investigations. Black
cotton soil with varying percentages of RBI-81 viz., 0, 0.5, 1, 1.5, 2, and 2.5 percent were studied for moisture density relationships
and strength behaviour of soils. Also the effect of curing period was evaluated as literature review clearly emphasized the strength
gain of soils stabilized with RBI-81 over a period of time. The results obtained shows that the unconfined compressive strength of
specimens treated with RBI-81 increased approximately by 250% for a curing period of 28 days as compared to virgin soil. Further
the CBR value improved approximately by 400%. The studies indicated an increasing trend for soil strength behaviour with
increasing percentage of RBI-81 suggesting its potential applications in soil stabilization.
Influence of reinforcement on the behavior of hollow concrete block masonry p...eSAT Journals
Abstract
Reinforced masonry was developed to exploit the strength potential of masonry and to solve its lack of tensile strength. Experimental
and analytical studies have been carried out to investigate the effect of reinforcement on the behavior of hollow concrete block
masonry prisms under compression and to predict ultimate failure compressive strength. In the numerical program, three dimensional
non-linear finite elements (FE) model based on the micro-modeling approach is developed for both unreinforced and reinforced
masonry prisms using ANSYS (14.5). The proposed FE model uses multi-linear stress-strain relationships to model the non-linear
behavior of hollow concrete block, mortar, and grout. Willam-Warnke’s five parameter failure theory has been adopted to model the
failure of masonry materials. The comparison of the numerical and experimental results indicates that the FE models can successfully
capture the highly nonlinear behavior of the physical specimens and accurately predict their strength and failure mechanisms.
Keywords: Structural masonry, Hollow concrete block prism, grout, Compression failure, Finite element method,
Numerical modeling.
Influence of compaction energy on soil stabilized with chemical stabilizereSAT Journals
Abstract
Increase in traffic along with heavier magnitude of wheel loads cause rapid deterioration in pavements. There is a need to improve
density, strength of soil subgrade and other pavement layers. In this study an attempt is made to improve the properties of locally
available loamy soil using twin approaches viz., i) increasing the compaction of soil and ii) treating the soil with chemical stabilizer.
Laboratory studies are carried out on both untreated and treated soil samples compacted by different compaction efforts. Studies
show that increase in compaction effort results in increase in density of soil. However in soil treated with chemical stabilizer, rate of
increase in density is not significant. The soil treated with chemical stabilizer exhibits improvement in both strength and performance
properties.
Keywords: compaction, density, subgradestabilization, resilient modulus
Geographical information system (gis) for water resources managementeSAT Journals
Abstract
Water resources projects are inherited with overlapping and at times conflicting objectives. These projects are often of varied sizes
ranging from major projects with command areas of millions of hectares to very small projects implemented at the local level. Thus,
in all these projects there is seldom proper coordination which is essential for ensuring collective sustainability.
Integrated watershed development and management is the accepted answer but in turn requires a comprehensive framework that can
enable planning process involving all the stakeholders at different levels and scales is compulsory. Such a unified hydrological
framework is essential to evaluate the cause and effect of all the proposed actions within the drainage basins.
The present paper describes a hydrological framework developed in the form of a Hydrologic Information System (HIS) which is
intended to meet the specific information needs of the various line departments of a typical State connected with water related aspects.
The HIS consist of a hydrologic information database coupled with tools for collating primary and secondary data and tools for
analyzing and visualizing the data and information. The HIS also incorporates hydrological model base for indirect assessment of
various entities of water balance in space and time. The framework would be maintained and updated to reflect fully the most
accurate ground truth data and the infrastructure requirements for planning and management.
Keywords: Hydrological Information System (HIS); WebGIS; Data Model; Web Mapping Services
Forest type mapping of bidar forest division, karnataka using geoinformatics ...eSAT Journals
Abstract
The study demonstrate the potentiality of satellite remote sensing technique for the generation of baseline information on forest types
including tree plantation details in Bidar forest division, Karnataka covering an area of 5814.60Sq.Kms. The Total Area of Bidar
forest division is 5814Sq.Kms analysis of the satellite data in the study area reveals that about 84% of the total area is Covered by
crop land, 1.778% of the area is covered by dry deciduous forest, 1.38 % of mixed plantation, which is very threatening to the
environmental stability of the forest, future plantation site has been mapped. With the use of latest Geo-informatics technology proper
and exact condition of the trees can be observed and necessary precautions can be taken for future plantation works in an appropriate
manner
Keywords:-RS, GIS, GPS, Forest Type, Tree Plantation
Factors influencing compressive strength of geopolymer concreteeSAT Journals
Abstract
To study effects of several factors on the properties of fly ash based geopolymer concrete on the compressive strength and also the
cost comparison with the normal concrete. The test variables were molarities of sodium hydroxide(NaOH) 8M,14M and 16M, ratio of
NaOH to sodium silicate (Na2SiO3) 1, 1.5, 2 and 2.5, alkaline liquid to fly ash ratio 0.35 and 0.40 and replacement of water in
Na2SiO3 solution by 10%, 20% and 30% were used in the present study. The test results indicated that the highest compressive
strength 54 MPa was observed for 16M of NaOH, ratio of NaOH to Na2SiO3 2.5 and alkaline liquid to fly ash ratio of 0.35. Lowest
compressive strength of 27 MPa was observed for 8M of NaOH, ratio of NaOH to Na2SiO3 is 1 and alkaline liquid to fly ash ratio of
0.40. Alkaline liquid to fly ash ratio of 0.35, water replacement of 10% and 30% for 8 and 16 molarity of NaOH and has resulted in
compressive strength of 36 MPa and 20 MPa respectively. Superplasticiser dosage of 2 % by weight of fly ash has given higher
strength in all cases.
Keywords: compressive strength, alkaline liquid, fly ash
Experimental investigation on circular hollow steel columns in filled with li...eSAT Journals
Abstract
Composite Circular hollow Steel tubes with and without GFRP infill for three different grades of Light weight concrete are tested for
ultimate load capacity and axial shortening , under Cyclic loading. Steel tubes are compared for different lengths, cross sections and
thickness. Specimens were tested separately after adopting Taguchi’s L9 (Latin Squares) Orthogonal array in order to save the initial
experimental cost on number of specimens and experimental duration. Analysis was carried out using ANN (Artificial Neural
Network) technique with the assistance of Mini Tab- a statistical soft tool. Comparison for predicted, experimental & ANN output is
obtained from linear regression plots. From this research study, it can be concluded that *Cross sectional area of steel tube has most
significant effect on ultimate load carrying capacity, *as length of steel tube increased- load carrying capacity decreased & *ANN
modeling predicted acceptable results. Thus ANN tool can be utilized for predicting ultimate load carrying capacity for composite
columns.
Keywords: Light weight concrete, GFRP, Artificial Neural Network, Linear Regression, Back propagation, orthogonal
Array, Latin Squares
Experimental behavior of circular hsscfrc filled steel tubular columns under ...eSAT Journals
Abstract
This paper presents an outlook on experimental behavior and a comparison with predicted formula on the behaviour of circular
concentrically loaded self-consolidating fibre reinforced concrete filled steel tube columns (HSSCFRC). Forty-five specimens were
tested. The main parameters varied in the tests are: (1) percentage of fiber (2) tube diameter or width to wall thickness ratio (D/t
from 15 to 25) (3) L/d ratio from 2.97 to 7.04 the results from these predictions were compared with the experimental data. The
experimental results) were also validated in this study.
Keywords: Self-compacting concrete; Concrete-filled steel tube; axial load behavior; Ultimate capacity.
Evaluation of punching shear in flat slabseSAT Journals
Abstract
Flat-slab construction has been widely used in construction today because of many advantages that it offers. The basic philosophy in
the design of flat slab is to consider only gravity forces; this method ignores the effect of punching shear due to unbalanced moments
at the slab column junction which is critical. An attempt has been made to generate generalized design sheets which accounts both
punching shear due to gravity loads and unbalanced moments for cases (a) interior column; (b) edge column (bending perpendicular
to shorter edge); (c) edge column (bending parallel to shorter edge); (d) corner column. These design sheets are prepared as per
codal provisions of IS 456-2000. These design sheets will be helpful in calculating the shear reinforcement to be provided at the
critical section which is ignored in many design offices. Apart from its usefulness in evaluating punching shear and the necessary
shear reinforcement, the design sheets developed will enable the designer to fix the depth of flat slab during the initial phase of the
design.
Keywords: Flat slabs, punching shear, unbalanced moment.
Evaluation of performance of intake tower dam for recent earthquake in indiaeSAT Journals
Abstract
Intake towers are typically tall, hollow, reinforced concrete structures and form entrance to reservoir outlet works. A parametric
study on dynamic behavior of circular cylindrical towers can be carried out to study the effect of depth of submergence, wall thickness
and slenderness ratio, and also effect on tower considering dynamic analysis for time history function of different soil condition and
by Goyal and Chopra accounting interaction effects of added hydrodynamic mass of surrounding and inside water in intake tower of
dam
Key words: Hydrodynamic mass, Depth of submergence, Reservoir, Time history analysis,
Evaluation of operational efficiency of urban road network using travel time ...eSAT Journals
Abstract
Efficiency of the road network system is analyzed by travel time reliability measures. The study overlooks on an important measure of
travel time reliability and prioritizing Tiruchirappalli road network. Traffic volume and travel time were collected using license plate
matching method. Travel time measures were estimated from average travel time and 95th travel time. Effect of non-motorized vehicle
on efficiency of road system was evaluated. Relation between buffer time index and traffic volume was created. Travel time model has
been developed and travel time measure was validated. Then service quality of road sections in network were graded based on
travel time reliability measures.
Keywords: Buffer Time Index (BTI); Average Travel Time (ATT); Travel Time Reliability (TTR); Buffer Time (BT).
Estimation of surface runoff in nallur amanikere watershed using scs cn methodeSAT Journals
Abstract
The development of watershed aims at productive utilization of all the available natural resources in the entire area extending from
ridge line to stream outlet. The per capita availability of land for cultivation has been decreasing over the years. Therefore, water and
the related land resources must be developed, utilized and managed in an integrated and comprehensive manner. Remote sensing and
GIS techniques are being increasingly used for planning, management and development of natural resources. The study area, Nallur
Amanikere watershed geographically lies between 110 38’ and 110 52’ N latitude and 760 30’ and 760 50’ E longitude with an area of
415.68 Sq. km. The thematic layers such as land use/land cover and soil maps were derived from remotely sensed data and overlayed
through ArcGIS software to assign the curve number on polygon wise. The daily rainfall data of six rain gauge stations in and around
the watershed (2001-2011) was used to estimate the daily runoff from the watershed using Soil Conservation Service - Curve Number
(SCS-CN) method. The runoff estimated from the SCS-CN model was then used to know the variation of runoff potential with different
land use/land cover and with different soil conditions.
Keywords: Watershed, Nallur watershed, Surface runoff, Rainfall-Runoff, SCS-CN, Remote Sensing, GIS.
Estimation of morphometric parameters and runoff using rs & gis techniqueseSAT Journals
Abstract
Land and water are the two vital natural resources, the optimal management of these resources with minimum adverse environmental
impact are essential not only for sustainable development but also for human survival. Satellite remote sensing with geographic
information system has a pragmatic approach to map and generate spatial input layers of predicting response behavior and yield of
watershed. Hence, in the present study an attempt has been made to understand the hydrological process of the catchment at the
watershed level by drawing the inferences from moprhometric analysis and runoff. The study area chosen for the present study is
Yagachi catchment situated in Chickamaglur and Hassan district lies geographically at a longitude 75⁰52’08.77”E and
13⁰10’50.77”N latitude. It covers an area of 559.493 Sq.km. Morphometric analysis is carried out to estimate morphometric
parameters at Micro-watershed to understand the hydrological response of the catchment at the Micro-watershed level. Daily runoff
is estimated using USDA SCS curve number model for a period of 10 years from 2001 to 2010. The rainfall runoff relationship of the
study shows there is a positive correlation.
Keywords: morphometric analysis, runoff, remote sensing and GIS, SCS - method
-
Effect of variation of plastic hinge length on the results of non linear anal...eSAT Journals
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Effect of use of recycled materials on indirect tensile strength of asphalt c...eSAT Journals
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Depletion of natural resources and aggregate quarries for the road construction is a serious problem to procure materials. Hence
recycling or reuse of material is beneficial. On emphasizing development in sustainable construction in the present era, recycling of
asphalt pavements is one of the effective and proven rehabilitation processes. For the laboratory investigations reclaimed asphalt
pavement (RAP) from NH-4 and crumb rubber modified binder (CRMB-55) was used. Foundry waste was used as a replacement to
conventional filler. Laboratory tests were conducted on asphalt concrete mixes with 30, 40, 50, and 60 percent replacement with RAP.
These test results were compared with conventional mixes and asphalt concrete mixes with complete binder extracted RAP
aggregates. Mix design was carried out by Marshall Method. The Marshall Tests indicated highest stability values for asphalt
concrete (AC) mixes with 60% RAP. The optimum binder content (OBC) decreased with increased in RAP in AC mixes. The Indirect
Tensile Strength (ITS) for AC mixes with RAP also was found to be higher when compared to conventional AC mixes at 300C.
Keywords: Reclaimed asphalt pavement, Foundry waste, Recycling, Marshall Stability, Indirect tensile strength.
Sachpazis:Terzaghi Bearing Capacity Estimation in simple terms with Calculati...Dr.Costas Sachpazis
Terzaghi's soil bearing capacity theory, developed by Karl Terzaghi, is a fundamental principle in geotechnical engineering used to determine the bearing capacity of shallow foundations. This theory provides a method to calculate the ultimate bearing capacity of soil, which is the maximum load per unit area that the soil can support without undergoing shear failure. The Calculation HTML Code included.
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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Industrial Training at Shahjalal Fertilizer Company Limited (SFCL)MdTanvirMahtab2
This presentation is about the working procedure of Shahjalal Fertilizer Company Limited (SFCL). A Govt. owned Company of Bangladesh Chemical Industries Corporation under Ministry of Industries.
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.
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
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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.
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It is now-a-days very important for the people to send or receive articles like imported furniture, electronic items, gifts, business goods and the like. People depend vastly on different transport systems which mostly use the manual way of receiving and delivering the articles. There is no way to track the articles till they are received and there is no way to let the customer know what happened in transit, once he booked some articles. In such a situation, we need a system which completely computerizes the cargo activities including time to time tracking of the articles sent. This need is fulfilled by Courier Management System software which is online software for the cargo management people that enables them to receive the goods from a source and send them to a required destination and track their status from time to time.
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.
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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.
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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.
Design and economical of roof trusses & purlins (comparison of limit state and working stress method)
1. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
_______________________________________________________________________________________
Volume: 03 Issue: 10 | Oct-2014, Available @ http://www.ijret.org 199
DESIGN AND ECONOMICAL OF ROOF TRUSSES & PURLINS
(COMPARISON OF LIMIT STATE AND WORKING STRESS METHOD)
A.Jayaraman1
, R Geethamani2
, N Sathyakumar3
, N Karthiga Shenbagam4
1
Assistant Professor, Department of Civil Engineering Bannari Amman Institute of Technology, Sathamangalam-
638401, India.
2
Assistant Professor, Department of Civil Engineering Bannari Amman Institute of Technology, Sathamangalam-
638401, India.
3
Assistant Professor, Department of Civil Engineering Bannari Amman Institute of Technology, Sathamangalam-
638401, India.
4
Assistant Professor, Department of Civil Engineering Bannari Amman Institute of Technology, Sathamangalam-
638401, India.
Abstract
For a structural design to be satisfactory, generally four major objectives – utility, safety, economical and elegance must be
fulfilled. This paper presents a study on behaviour and economical of roof trusses and purlins by comparison of limit state and
working stress method. Roof trusses and purlins are therefore an integral part of an industrial building and the like for supporting
the roofing system. This paper presents a study on behaviour and economical of fink type roof trusses, channel section purlins by
comparison of limit state and working stress method. This study involves in examination of theoretical investigations of specimens
in series. Overall two methods were designed and comparison of all the internal force, economical, and hence, to evaluate the co-
existing moments and shear forces at the critical cross-section with same configuration area by keeping all other parameters
constant. The theoretical data are calculated using Indian Standard code IS 875-1975 (part III), IS 800 – 2007 using limit state
method, IS 800- 1984 using working stress method and the section properties of the specimens are obtained using steel table.
The specimens are designed under uniformly distributed loading with simply supported condition. The research project aims to
provide which method is economical, high bending strength, more load carrying capacity and high flexural strength. The studies
reveal that the theoretical investigations limit state method design is high bending strength, high load caring capacity, minimum
deflection and minimum local buckling& distortional buckling compare to the working stress method. But working stress method
is most economical compare to the limit state method design.
Keywords bending strength, deflection, limit state method, purlins, roof trusses, working stress method.
-------------------------------------------------------------------***-------------------------------------------------------------------
1. INTRODUCTION
Industrial buildings are low rise steel structures,
characterized by their low height, lack of interior floors,
walls and partitions. Roof trusses are elements of the
structure composed of members subjected to direct stresses.
Sometimes the truss is also called an open web beam. It
consists of a triangular network of compression and tension
members. On the basis of structural behaviour, roof trusses
can be classified a simple roof trusses supported over
masonry walls, and roof trusses supported over columns and
connected to it with knee braces. Theoretically, truss
members are subjected only to direct tension and direct
compression. Purlins are beams provide over trusses to
support the roofing between the adjacent trusses .these are
placed in a tilted position over the principal rafters of the
trusses. Channel and angle sections are commonly used
purlins. Cold formed steel purlins are the widely used
structural elements in India. Practically „Z‟ sections are
provided, where the span of the roof purlins is sloped and
the length of the span is maximum. The main process of
cold formed steel structural elements involves forming steel
sections in cold state sheets at uniform thickness. The
thickness of steel member ranges from 0.4 mm to 6.4mm.
The cold forming operation increases the yield point and
ultimate strength of the steel sections (1)
. Light gauge steel
sections are also known as cold formed steel sections. These
sections are made from thin sheets of uniform thickness
without the applications of heat. The thickness of the sheet
used is generally between 1mm and 8mm. These types of
sections are extensively used in the building industry, as
purlins girts, light struts roof sheeting, and floor decking.
These sections become economical for light loads and to
form useful surfaces such as roof covering, wall panels.
Load carrying capacity should decreases with increase in
Length and Width to thickness (W/t) ratio. Due to minimum
thickness of cold rolled steel, considering the Local,
torsional & distortional buckling characteristics for its
behaviour study most of the failures occurs at 1/3 distance
for 1, 1.2mm elements & at centre for 1.6, 2mm elements.
the experimental investigation 2mm thick cold formed steel
“Long column with Web Stiffened” is preferable for “C
Section”(2)
. Various types of section may be manufactured
using light gauge steel. They includes angles, channel with
and without lips, hat section lipped Z Section etc.. Cold
Formed steel product such as Z-purlin has been commonly
2. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
_______________________________________________________________________________________
Volume: 03 Issue: 10 | Oct-2014, Available @ http://www.ijret.org 200
used in metal building industry more than 40 year in unites
state due to their wide range of application, economy, ease
of fabrication and high strength-to-weight ratios. Z- Purlins
are predominantly used in light load and medium span
situations such as roof systems (3) 4
. The design of industrial
building is governed mainly by functional requirements and
the need for economy of construction. In cross-sections
these buildings will range from single or multibay structures
of larger span when intended for use as warehouses or
aircraft hangers to smaller span buildings as required for
factories, assembly plants, maintenance facilities, packing
plants etc. The main dimensions will nearly always be
dictated by the particular operational activities involved, but
the structural designer‟s input on optimum spans and the
selection of suitable cross-sections profile can have an
important bearing on achieving overall economy. An aspect
where the structural designer can make a more direct
contribution is in lengthwise dimensions i.e. the bay lengths
of the building. Here a balance must be struck between
larger bays involving fewer, heavier main components such
as columns, trusses, purlins, crane beams, etc. and smaller
bays with a large number of these items at lower unit mass.
An important consideration in this regard is the cost of
foundations, since a reduction in number of columns will
always result in lower foundation costs. Light gauge cold
formed steel section channel section have high bending
strength, high load caring capacity, minimum deflection and
minimum local buckling & distortional buckling compare
to the built up channel section by same cross sectional area.
The numerical investigation of channel section is the
maximum bending moment, torsional moment and
deformation is higher than the built up channel section by
same cross sectional area(4)
. There are several failure modes
among which distortional buckling is one such failure mode
that affects the strength of the section. In order to assess the
influence of distortional buckling, a parametric study has
been conducted by varying the lip depth, which is the
influencing factor for distortional buckling strength (5)
.
Channels may be used as compression or flexural members.
Hat section and Z section are used as flexural members.
Hollow rectangular section used for variety of sections.
Built up I section using Light gauge steel with lower H/t
aspect ratio behaves significantly showing elastic and plastic
deformation both. With increment in H/t aspect ratio this
behaviour changes and shows failure in elastic zone (6)
.
Black bolts and high strength friction grip bolts may be used
for the connection of the light gauge sections. However,
high strength friction grip bolts are most suitable for the
connection of light gauge sections. Advances in
computational features and software have brought the finite
element method within reach of both academic research and
engineers in practice by means of general-purpose nonlinear
finite element analysis packages, with one of the most used
nowadays being ANSYS. The program offers a wide range
of options regarding element types, material behaviour and
numerical solution controls, as well as graphic user
interfaces (known as GUIs), auto-meshers, and sophisticated
postprocessors and graphics to speed the analyses. In this
paper, the structural system modelling is based on the use of
this commercial software. Several numerical modelling
issues related to potential convergence problems, loading
strategies and computer efficiency. The accuracy and
simplicity of the proposed model make it suitable to predict
and/or complement experimental investigations (7)
.most of
structural elements are analysis by using STADD pro and
ANSYS.
2. AIM OF THE STUDY
The main aim of the study provides which method is most
economical method and , high bending strength, more load
carrying capacity and high flexural strength by analysis of
both working stress and limit state method.
3 .EXPERIMENTAL INVESTIGATION
3.1 Materials
3.1.1 Light Gauge Steel Physical Properties:
The rolled steel sheet is used. The physical properties of
light gauge steel section given in Table 1.The properties
taken from the Indian Standard code IS 800-2007
Table 1 Physical properties light gauge steel section
Density of steel ( ᵨ ) 7850 kg / m3
Modulus of elasticity ,E 2 x 105
N / mm2
Poisson ratio 0.3
Modulus of rigidity , G 0.769 x 10 5
N / mm2
CO efficient of thermal
expansion (α )
12 x 10-6
3.1.2 Components of Roof Trusses:
Principal rafter, sling, principal tie, strut, tie, bottom chord
and top chord purlins, sag tie and bracing
3. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
_______________________________________________________________________________________
Volume: 03 Issue: 10 | Oct-2014, Available @ http://www.ijret.org 201
Fig 1 Components of roof trusses
3.1.2.1principal Rafter
Principal rafter is a post chord member in a roof truss and
boom is the principal compression member in arcane.
3.1.2.2 Stanchion
Column, stanchion or post is a vertical compression member
supporting floors or girders in a building. These
compression members are subjected to heavy loads.
3.1.2.3 Strut
Strut is a compression member used in the roof truss and
bracing. It is small span and lightly loaded compression
member. A strut may be continuous or discontinuous. A
continuous strut is a compression member which is
continuous over a number of joints, such as a top chord
member of a truss bridge girder, principal rafter of a roof
truss etc.
3.1.2.4 Purlins
Purlins are beams provide over trusses to support the roofing
between the adjacent trusses .these are placed in a tilted
position over the principal rafters of the trusses. Channel
and angle sections are commonly used purlins
3.1.2.5 Sag Tie:
The long middle tie member of the truss may sag because of
its self weight and to check this sag tie may be provided.
3.1.3 Loads on the Roof Truss:
roof truss are subjected to dead load, live load, wind load
and snow loads etc..
3.1.3.1 Dead Load:
The dead loads of the truss include the dead load of roofing
materials, purlins, trusses and bracing system.
3.1.3.2 Live Load:
The imposed load on sloping roofs with slops up to and
including 10 degree is to be taken as 0.75kN/m2
of plan area
.for roofs with slopes > 10degree,an imposed load
0.75kN/m2
< 0.02 kN/m2
for every degree increase in slope
over 10 degree ,subject to a minimum of 0.4 kN/m2
is to be
taken for roof membrane.
3.1.3.3 Snow Load:
This load various with the region in which the structure is
built. Actual load due to due to snow will depend upon the
shape of the roof and its capacity to retain the snow. In case
of roofs with slope greater than 50 degree, snow load may
be disregarded.
3.1.3.4 Wind Load:
The most critical load on an industrial building is the wind
load
Wind force (F) = (Cpe – Cpi) A Pd
3.1.4 Spacing of Roof Trusses:
the usual economical spacing ranges between 4 and 8m with
the lower limit for short truss spans and higher limit for long
spans of about 30 m or over. For span upto 18m spacing
should preferably be 4m but not exceed 5m. For spans from
18m to 25m the spacing should not exceed 6m.in our case
the spacing of trusses is limited to 6m.
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3.2 Theoretical Investigations of Roof Trusses and
Purlins
3.2.1 Design of Roof Trusses
The building is located in industrial area Coimbatore. Both
ends of the truss are hinged.
Span of the roof truss is = 18m
Spacing of the trusses is = 4m
Height of building is = 8m
Length of buildings is = 20m
Rise of the trusses = 1 in 4
Pitch of the roof trusses
Pitch (p) =
𝑑𝑒𝑝𝑡
𝑠𝑝𝑎𝑛 )
= 4.5m
Slope of the roof (ϴ ) = 26.56
Length along the slopping roof = 10.06m
Length of each panel let us divide the length in to four equal
parts length of each panel
Length of each panel =
𝑙𝑒𝑛𝑔𝑡 𝑜𝑓 𝑠𝑙𝑜𝑝𝑝𝑖𝑛𝑔 𝑟𝑜𝑜𝑓
4
= 2.52 m
Load calculation
3.2.1.1 Design of Dead Load:
The dead loads are taken from the steel table. The dead
loads of the truss include the dead load of roofing materials,
purlins, trusses and bracing system
Weight of roof covering (galvanised sheeting) = 150 N /m2
Weight of purlins = 100 N/m2
Weight of wind bracing = 15 N/m2
Self Weight of trusses (span / 3 +5)10 = 110 N/m2
Total dead load of roof trusses (Wd) = 375 N/m2
Load at each intermediate panel due to dead load = 3375 N
Load at each end panel due to dead load = 1687.5 N
Fig 2 Dead load at panel points
3.2.1.2 Design of Live Load:
The live loads are taken from the steel table and IS 875 –
1975
Live load = 750 – 20 x (26.56˚ – 10˚) = 418 N/m2
Load at each intermediate panel due to live load = 3800 N
Load at each end panel due to live load = 1900 N
Fig 3 Live load at panel points
3.2.1.3 Design of Wind Loads:
Let us assume industrial building to be 50 years and the and
the land to be plain and surrounded by small buildings.
Risk coefficient (k1) taken from IS 875- 1975 = 1 (life
of building 50 years)
Terrains category (k1) taken from IS 875- 1975 = 0.88
Topography factor (k3) taken from IS 875- 1975 = 1 (plain
ground)
Basic wind speed (Vb) for zone 5 = 39 m / s
Design wind speed (Vz) = k1 x k2 x k3 x Vb = 34.44 N /m2
Design wind pressure Pd = (0.6 x Vz
2
) = 711.66 N /m2
5. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
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Volume: 03 Issue: 10 | Oct-2014, Available @ http://www.ijret.org 203
An internal pressure coefficient depends upon the degree of
permeability of cladding to the flow of air. The internal air
pressure may be positive or negative depending on the
direction of flow of air in relation to opening in the building.
Building with small opening 0-5% the an internal pressure
coefficient + 0.2 or -0.2, Building with medium opening 5 –
20 % an internal pressure coefficient + 0.5 or -0.5 ,
Building with large opening above 20 % an internal
pressure coefficient + 0.7 or -0.7 .
An internal pressure coefficient + 0.5 or -0.5 because of
building with medium opening 5 – 20 m. An external
pressure coefficient + 0.7 or -0.7 depends upon the height
and width ratio wind ward and lee ward given in condition
IS 875 -1975. Part III
Wind force (F) = (Cpe – Cpi) x A x Pd = 8160 N
Load at each intermediate panel due to wind load =
3800 N
Load at each end panel due to wind load = 1900 N
Fig 3 Wind load at panel points
3.2.2 Theoretical Investigations of Purlins by
Working Stress Method
Purlins section is subjected to biaxial bending by dead load
and uniaxial bending by wind load, such bending is called
unsymmetrical bending. Purlins may be designed as simple,
continuous or cantilever beams. The simple beam design
yields the greatest moments and deflections. The bending
moment due to dead load and wind load are
Bending moment in x-x direction Mdx =
𝑤𝑑 𝑥 𝑐𝑜𝑠𝛳 𝑥 𝐵
10
=
0.54 kNm
Bending moment in y-y direction Mdy =
𝑤𝑑 𝑥 𝑠𝑖𝑛𝛳 𝑥 𝐵
10
=
0.279 kNm
Bending moment in wind direction Mwx =
𝑤𝑤 𝑥 𝐵
10
= 3.44 kNm
Where
B = Spacing of the truss
Wd = dead load, ww = wind load
Maximum Design moments Mxx = Mdx + Mwx = 2.90
kNm
Section modulus (Z) required =
𝑀𝑋
𝐵𝑒𝑏𝑑𝑖𝑛𝑔 𝑠𝑡𝑟𝑒𝑠𝑠 ( 0.66 𝑥 250)
=
0.27kNm
Selection of channel section 40% more than the actual
section modulus. There fore
Let us provide ISMC 100 @ 92 N/m, A = 1170mm2
Relevant Properties of channel section Zxx = 37.3 x 103
mm3, Zyy =7.5x 103 mm3
Check for bending stresses =
𝑀𝑥𝑥
𝑍𝑥𝑥
+
𝑀𝑦𝑦
𝑍𝑦𝑦
= 137.74 N
/mm2
6. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
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Volume: 03 Issue: 10 | Oct-2014, Available @ http://www.ijret.org 204
The actual bending stress is 165 N /mm2
and design bending
stress is 137.74 N /mm2
Hence section is safe 137.74 N /mm2
< 165 N /mm2
3.2.3 Theoretical Investigations of Purlins by Limit
State Method
Limit state method
Dead load = 375 N/m2
Wind load = 8160N
The component of dead load parallel to the roof = 375 x
2.52 x sin 26.56
The component of dead load normal to the roof = 375 x
2.52 x cos 26.56
Total load on purline normal to the roof = 13085.27 N/m
Factored load normal to the roof (p) = 19627.905 N/m
Factored load parallel to the roof (p) = 633.8 N/m
The limit state method normal and parallel to the roof load
diagram given below
Maximum bending moment in x- x direction =
𝑃𝐿
10
=
12.157 kNm
Maximum bending moment in y-y direction =
𝐻𝐿
10
= 12.157 kNm
Required plastic section modulus (Z) required let us try to
depth of the section =300 mm and width of flange = 90 mm
(Z) Required = + 2.5 (
𝐷𝑒𝑝𝑡 𝑜𝑓 𝑡𝑒 𝑠𝑒𝑐𝑡𝑖𝑜𝑛
width of the flange
) x (My(
𝛾𝑚𝑜
fy
)
(Z) Required = 62.76 x103
mm3
Selection of channel section 40% more than the actual
section modulus. There fore
Let us provide ISMC 150 @ 164 N/m
Area =1836mm2
, Moment of inertia Ixx = 697.2 x 104
mm4,
Iyy
= 103.2 x 104
mm4
,
Elastic section modulus Zez = 93 x 103
mm3
Plastic section modulus Zpz = bf x tf (h- tf) + tw (h – 2 tf /4)
= 83.34 x103
mm3
Design bending capacity of the section Mdz = Zpz x (
fy
𝛾𝑚𝑜
)
≤ 1.2 x Zez x (
fy
𝛾𝑚𝑜
)
Mdz = 18.94 x 106 Nmm
≤ 23 .94 x 106
Nmm
The actual bending moment is 12.157 kNm and design
bending capacity is 18.94 x 106 N
/mm 2,
hence section is safe
18.94 x 106
> 12.157 kNm
4. RESULT AND DISCUSSION
Overall two methods were designed and comparison of all
the internal force, and hence, to evaluate the co-existing
moments and shear forces at the critical cross-section with
same configuration area by keeping all other parameters
constant. The theoretical data are calculated using Indian
Standard code IS 800-1984 using working stress method, IS
800-2007 using limit state method, steel table and IS
875part (III) using calculation of wind load recommended.
The theoretical results of the limit state method is bending
moment and load caring capacity is 76.25 % and 41.35 %
higher than the working stress method. Actual deflection
and bending stress is same in both the method. But working
stress method is more economical method compare to the
limit state method. The working stress method, the total
weight of steel is required 1502 kg and total rate of cost is
RS 82,610. The limit state method the total weight of steel is
7. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
_______________________________________________________________________________________
Volume: 03 Issue: 10 | Oct-2014, Available @ http://www.ijret.org 205
required 2308 kg and total rate of cost is RS 126,940. In this
paper investigation, the limit state method is the total
quantity of weight of steel and rate of cost is 34.78% higher
than the working stress method. Comparison of rate of the
amount for panel length of truss and spacing of truss given
in table below
Table 2 Comparison of Weight and Amount by Working stress method and Limit state method for Spacing of the Truss
Spacing of the
truss in (m )
Limit state method Working stress method
Weight in (kg) Amount (RS) Weight in (kg) Amount (RS)
4m 57.65 3170.75 36.75 2021.25
8m 115.3 6341.5 73.5 4042.5
12m 172.95 9512.25 110.25 6063.75
16m 230.6 12683 147 8.85
20m 288.5 15853.75 187.75 10106.25
Comparison of weight and amount by working stress
method is 36.75 kg and RS 3170.25 centre to centre spacing
of the truss and Limit state method is centre to centre
Spacing of the truss 57.65 kg and rare of the amount is RS
2021.25. The result are shown in table .2 and given in figure
4.
Fig 4 cost between WSM & LSM spacing of Truss
Table 3 Comparison of Weight and Amount by Working stress method and Limit state method for panel length of the Truss
Panel length in ( m ) Limit state method Working stress method
Weight in (kg) Amount (RS) Weight in (kg) Amount (RS)
2.25 288.5 15867.5 187.75 10326.25
4.5 576.5 31212.5 375.5 20652.5
6.75 864.75 47602.5 559.25 30978.75
9 1153 63470 751 41305
11.25 1441.25 79337.5 938.75 51631.25
13.5 1729.5 95205 1126.5 61957.5
15.75 2017.75 111072.5 1314.25 72283.75
18 2306 126830 1502 82610
Comparison of weight and amount by limit state method is
288.5 kg and RS 15867.5 for per panel length and 20 m
length of truss and working stress method is 187.75kg and
rare of the amount is RS 10326.25. The result are shown in
table .3 and given in figure 5.
8. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
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Volume: 03 Issue: 10 | Oct-2014, Available @ http://www.ijret.org 206
Fig 5.cost between WSM & LSM panel length of the Truss
Fig 6 cost between WSM & LSM spacing of Truss
5. CONCLUSIONS
In this paper investigation the total roofing load
configuration is same in both the working stress and limit
state method. But area of section is 37% needed for limit
state method in compare to the working stress method.
The theoretical results of the limit state method is bending
moment and load caring capacity is 76.25 % and 41.35 %
higher than the working stress method. Actual deflection
and bending stress is same in both the method. But working
stress method is more economical method compare to the
limit state method. The working stress method, the total
weight of steel is required 1502 kg and total rate of cost is
RS 82,610. The limit state method the total weight of steel is
required 2308 kg and total rate of cost is RS 126,940. In this
paper investigation, the limit state method is the total
quantity of weight of steel and rate of cost is 34.78% higher
than the working stress method. The studies reveal that the
theoretical investigations limit state method design is high
bending strength, high load caring capacity, minimum
deflection and minimum local buckling& distortional
buckling compare to the working stress method. But
working stress method is cost wise most economical method
compare to the limit state method design.
The studies reveal that the theoretical investigations limit
state method design is high bending strength, high load
caring capacity, minimum deflection and minimum local
buckling& distortional buckling compare to the working
stress method. But working stress method is most
economical compare to the limit state method design.
0
500
1000
1500
2000
2500
2.25 4.5 6.75 9 11.25 13.5 15.75 18
Weigytinkg
Panel length in m
Comparison Between WSM & LSM Weight ratio per
panel length
LSM
WSM
9. IJRET: International Journal of Research in Engineering and Technology eISSN: 2319-1163 | pISSN: 2321-7308
_______________________________________________________________________________________
Volume: 03 Issue: 10 | Oct-2014, Available @ http://www.ijret.org 207
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