Here are the key points about the history of pre-engineered buildings:- Pre-engineered systems were first used for farming structures and warehouses in the late 19th century in the United States. Standardized components were mass produced.- In the 1950s and 1960s, the use of pre-engineered buildings expanded to include industrial and commercial structures. Larger spans of up to 100 feet became possible. - Advances in steel production technologies like roll forming allowed for more efficient fabrication of standardized structural members. This further drove down costs.- In the 1970s and 1980s, pre-engineered buildings became a mainstream option for a variety of building types due to their speed and cost advantages over traditional
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The document presents a comparative study of pre-engineered building (PEB) and truss arrangement building systems for varying spans. The study was conducted by Roshni Ramakrishnan for their Master's thesis in Civil Engineering under the guidance of Dr. P. A. Dode at Datta Meghe College of Engineering. Three building plan dimensions - 15x30m, 40x80m, and 90x180m - were considered for an industrial pitched roof building and each was modeled and analyzed as a PEB and truss arrangement system using STAAD.Pro. Loads were applied according to Indian codes and the results were compared based on base reactions, displacements, member forces, and steel quantity.
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Similar to Here are the key points about the history of pre-engineered buildings:- Pre-engineered systems were first used for farming structures and warehouses in the late 19th century in the United States. Standardized components were mass produced.- In the 1950s and 1960s, the use of pre-engineered buildings expanded to include industrial and commercial structures. Larger spans of up to 100 feet became possible. - Advances in steel production technologies like roll forming allowed for more efficient fabrication of standardized structural members. This further drove down costs.- In the 1970s and 1980s, pre-engineered buildings became a mainstream option for a variety of building types due to their speed and cost advantages over traditional
Similar to Here are the key points about the history of pre-engineered buildings:- Pre-engineered systems were first used for farming structures and warehouses in the late 19th century in the United States. Standardized components were mass produced.- In the 1950s and 1960s, the use of pre-engineered buildings expanded to include industrial and commercial structures. Larger spans of up to 100 feet became possible. - Advances in steel production technologies like roll forming allowed for more efficient fabrication of standardized structural members. This further drove down costs.- In the 1970s and 1980s, pre-engineered buildings became a mainstream option for a variety of building types due to their speed and cost advantages over traditional (20)
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Here are the key points about the history of pre-engineered buildings:- Pre-engineered systems were first used for farming structures and warehouses in the late 19th century in the United States. Standardized components were mass produced.- In the 1950s and 1960s, the use of pre-engineered buildings expanded to include industrial and commercial structures. Larger spans of up to 100 feet became possible. - Advances in steel production technologies like roll forming allowed for more efficient fabrication of standardized structural members. This further drove down costs.- In the 1970s and 1980s, pre-engineered buildings became a mainstream option for a variety of building types due to their speed and cost advantages over traditional
- 1. Comparitive Study of Pre-Engineered Building and Truss Arrangement Building for Varying Spans Submitted in fulfillment of the requirements for the Degree of Master of Engineering in Civil Engineering (With Structural Engineering Subjects) By Roshni Ramakrishnan Under the Guidance of Dr. P. A. Dode Department of Civil Engineering Datta Meghe College of Engineering Sector 3, Airoli, Navi Mumbai-400708 University of Mumbai April 2022
- 2. CERTIFICATE This is to certify that the dissertation titled “Comparitive Study of Pre-Engineered Building and Truss Arrangement Building for Varying Spans” is a bonafide work of Roshni Ramakrishnan is submitted to the University of Mumbai in fulfillment of the requirement for the award of degree of Master of Engineering in Civil Engineering( with Structural Engineering Subjects). Dr. P. A. Dode Professor (Guide) Dr. P. A. Dode Dr. S. D. Sawarkar Professor and Head(Civil) Principal
- 3. DECLARATION BY THE CANDIDATE I hereby declare that the work presented in this Dissertation “Comparitive Study of Pre-Engineered Building and Truss Arrangement Building for Varying Spans” has been carried out by meunder the supervision of Professor Dr. P. A. Dode. This is my own contribution and has not been submitted by me to Mumbai University for the award of any diploma/degree. Roshni Ramakrishnan Date: Place: Airoli, Navi Mumbai
- 4. DATTA MEGHE COLLEGE OF ENGINEERING SECTOR 3,AIROLI,NAVI MUMBAI-400708 DISSERTATION APPROVAL SHEET This Dissertation entitled “Comparitive Study of Pre-Engineered Building and Truss Arrangement Building for Varying Spans” by Roshni Ramakrishnan is approved for the degree of Master of Engineering in Civil Engineering (with Structural Engineering Subjects). Internal Examiner External Examiner Date: Place: Airoli, Navi Mumbai
- 5. i ACKNOWLEDGEMENT This dissertation is made possible by the contribution of my supervisor Dr. P. A. Dode, Professor, Department of Civil Engineering. I’m deeply indebted to him for his outstanding supervision,encouragement and guidance throughout the period of my candidature. I’m grateful to Dr. P. A. Dode Professor and Head, Department ofCivil Engineering for his valuable advice, co-operation and encouragement. I also extend my gratitude to Dr.S.D.Sawarkar, Principal, Department ofCivil Engineering for his co-operation towards my completion of Master’s degree programme. I’m also thankful to all near and dear ones who supported me directly and indirectly in completion of my studies. Roshni Ramakrishnan
- 6. ii ABSTRACT Steel has been gaining massive popularity over RCC due to the very advantages it offers like malleability,re-usability,fire resistance and so on.Pre-Engineered building is a type of building system which employs built-up sections for the structural members which are engineered and manufactured at factories and assembled at site. This results in a good quality control and saves a lot of time. A rigorous study on past researchworks related to Pre-Engineered buildings showed a lack of research on the effectiveness of Pre-Engineered building system for smaller and larger span buildings and most comparitive works being between Pre-Engineered building system and conventional steel building system.Hence the present study focuses on comparison between PEB and Trussarrangement building system so as to arrive at an economic building system configuration for a building of a given span and size. For the research work, three plan dimensions 15x30m, 40x80m and 90x180m for an industrial pitched roof building are considered and each checked for a PEB and truss arrangement building configuration and a detailed comparitive study is undertaken. The software Staad.Pro connectedition is used for the 3D modelling of the building system and the Indian standards IS 800-2007, IS 875:Part 1:1987, IS 875:Part 2:1987, IS 875:Part3:2015, IS1893:2002 are used for the application of loads. The dissertation provides a detailed comparitive study of the analysis results,deformations and material take off and subsequently the effectiveness ofPre-Engineered building system for a building of a given span and size. The subsequent results are tabulated for easy interpretation of values forachieving the required aims and objectives.
- 7. iii CONTENTS S.No. CONTENTS Page No. ACKNOWLEDGEMENT i ABSTRACT ii LIST OF FIGURES v LIST OF TABLES vii ABBREVIATION vii 1. INTRODUCTION 1 1.1 General 1 1.2 History 2 1.3 Typical Structural Configuration of PEB 2 2. REVIEW OF LITERATURE 4 2.1 General 4 2.2 Review of published work 4 3. PROBLEM STATEMENT 18 3.1 General 18 3.2 Problem Statement 18 3.3 Aims and Objectives 19 3.4 Scope of work 19 4. MODELLING AND ANALYSIS 20 4.1 Skeletal modelling 20 4.2 Loads 20 4.3 Review of modelling and analysis with 21 4.4 Procedure to perform analysis 21 4.5 Numerical Problem 22 4.6 Models considered in analysis 22
- 8. iv 4.7 Summary 22 5. DETAILED METHODOLOGY 29 5.1 Dead Loads 29 5.2 Live Loads 30 5.3 Wind Load Calculations(IS 875 (PART 3)) 31 5.4 Seismic parameters considered(IS 1893 - 2002/2016) 33 5.5 Servicibility Checks 33 6. RESULTS AND DISCUSSIONS 61 6.1 Introduction 61 6.2 Results and discussions 61 6.3 Comparison of Base Reactions 62 6.4 Comparison of displacements 65 6.5 Comparison of Member Forces 73 6.6 Comparison of Steel Takeoff 77 7. CONCLUSIONS 82 7.1 General 82 7.2 Summary and Conclusions 82 7.3 Future Scope of Work 84 REFERENCES 85 PUBLICATIONS 88
- 9. v LIST OF FIGURES FIG. NO. TITLE PAGE NO. Fig.1.1 Various parts of Pre-Engineered Building 2 Model 1a) PEB for plan dimensions 15x30m(Refer STAAD.Pro File PEB1) 23 Model 1b) Truss bldg for plan dimensions 15x30m(Refer STAAD.Pro File CSB1) 24 Model 2a) PEB for plan dimensions 40x80m(Refer STAAD.Pro File PEB2) 25 Model 2b) Truss bldg for plan dimensions 90x180m(Refer STAAD.Pro File CSB2) 26 Model 3a) PEB for plan dimensions 90x180m(Refer STAAD.Pro File PEB3) 27 Model 3b) Truss bldg for plan dimensions 90x180m(Refer STAAD.Pro File CSB3) 28 Fig.5.1 Steel column layout plan and shedule at Base Level for PEB1 35 Fig.5.2 Steel column layout plan and shedule at Rafter Level for PEB1 36 Fig.5.3 Rafter and bracing layout paln and shedule for PEB1 37 Fig 5.4 Gable end elevation for PEB1 38 Fig 5.5 Intermediate bay elevation for PEB1 39 Fig 5.6 Column plan layout and shedule at base level for CSB1 40 Fig.5.7 Shedule of bracings and tie members for CSB1 41 Fig.5.8 Section at gable end for CSB1 42 Fig 5.9 Section at mid span for CSB1 43 Fig 5.10 Column layout plan and shedule at base level for PEB2 44 Fig 5.11 Column layout plan and shedule at rafter level for PEB2 45 Fig 5.12 Shedule of rafters and bracings for PEB2 46 Fig 5.13 Section at gable end for PEB2 47 Fig5.14 Section at mid span for PEB2 48 Fig 5.15 Column plan layout and shedule at Base level for CSB2 49
- 10. vi Fig 5.16 Shedule of bracings and tie members for CSB2 50 Fig 5.17 Section at gable end for CSB2 51 Fig 5.18 Section at mid span for CSB2 52 Fig 5.19 Column plan layout and shedule at base level for PEB3 53 Fig 5.20 Column plan layout and shedule at Rafter level for PEB3 54 Fig 5.21 Shedule of rafters and bracings of PEB3 55 Fig 5.22 Section at gable end of PEB3 56 Fig 5.23 Column plan layout and shedule at base level for CSB3 57 Fig 6.1 Comparitive Study of Rafter deflections between PEB and CSB building models 72 Fig 6.2 Comparitive Study of Column deflections between PEB and CSB building models 72 Fig 6.3 Comparitive Study of Fx between CSB and PEB models 76 Fig 6.4 Comparitive Study of Fy between CSB and PEB models 76 Fig 6.5 Comparitive Study of Fz between CSB and PEB models 77
- 11. vii LIST OF TABLES TABLE. NO. TITLE PAGE NO. TABLE 5 WIND LOAD CALCULATIONS FOR COLUMNS AND RAFTERS 32 TABLE 6.17 NODAL DISPLACEMENT SUMMARY FOR PEB3 (COLUMN) 71 TABLE 6.18 NODAL DISPLACEMENT SUMMARY FOR CSB3(COLUMN) 71 TABLE 6.19 BEAM FORCE DETAIL SUMMARY FOR PEB1 73 TABLE 6.20 BEAM FORCE DETAILSUMMARY FOR CSB1 73 TABLE 6.21 BEAM FORCE DETAIL SUMMARYFOR PEB2 74 TABLE 6.22 BEAM FORCE DETAIL SUMMARYFOR CSB2 74 TABLE 6.23 BEAM FORCE DETAIL SUMMARY FOR PEB3 75 TABLE 6.24 BEAM FORCE DETAIL SUMMARY FOR CSB3 75 TABLE 6.25 STEEL TAKEOFF FOR MODELS 77
- 12. viii ABBREVIATIONS PEB Pre-Engineered Building CSB Conventional Steel Building RCC Reinforced Cement Concrete Cpe External Wind Pressure Cpi Internal Wind Pressure Fx Force in x direction Fy Force in y direction Fz Force in z direction Mx Moment about x axis My Moment about y axis Mz Moment about z axis L/C Load Combination
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