The document provides an overview of the ASCE 7 provisions for determining wind loads on structures. It discusses the three main design methods in ASCE 7: the simplified procedure, analytical procedure, and wind tunnel procedure. Key terms covered include basic wind speed, exposure categories, importance factor, velocity pressure coefficients, gust factor, and pressure coefficients. It also summarizes how to determine internal and external wind pressures on building components using equations and diagrams from ASCE 7.
This document provides an overview of wind load calculation procedures according to the International Building Code (IBC) 2012 and American Society of Civil Engineers (ASCE) 7-10 standards. It defines important terms related to wind loads and explains changes made in ASCE 7-10 from the previous ASCE 7-05 standard. The major wind load calculation procedures covered are the directional procedure for buildings of all heights, the envelop procedure for low-rise buildings, and the wind tunnel procedure. Steps of the directional procedure are outlined, including determining the risk category, basic wind speed, wind parameters, velocity pressure coefficients, and velocity pressure.
This document discusses the design of compression members subjected to axial load and biaxial bending. It introduces the concept of biaxial eccentricities and explains that columns should be designed considering possible eccentricities in two axes. The document outlines the method suggested by IS 456-2000, which is based on Breslar's load contour approach. It relates the parameter αn to the ratio of Pu/Puz. Finally, it provides a step-by-step process for designing the column section, which involves determining uniaxial moment capacities, computing permissible moment values from charts, and revising the section if needed. It also briefly mentions the simplified method according to BS8110.
The document provides information about calculating wind load on an industrial building located in Chennai, India. It gives the dimensions of the building as 15m x 30m with a frame span of 15m and column height of 6m. It outlines the process to calculate the design wind speed using factors for risk, terrain, and topography. It then calculates the design wind pressure and uses this to calculate the wind load on the walls and roof of the building, finding values of 28.8 kN for the walls and 38.7 kN for the roof.
This document provides information on the design of reinforced concrete beams, including:
1. It outlines the three basic design stages: preliminary analysis and sizing, detailed analysis of reinforcement, and serviceability calculations.
2. It describes how to calculate the lever arm, depth of the neutral axis, and required area of tension and compression reinforcement for singly and doubly reinforced beams.
3. It discusses considerations for preliminary sizing of beams, including required cover, breadth, effective depth, shear stress limits, and span-depth ratios. Trial calculations are suggested to determine suitable beam dimensions.
This document provides an overview of reinforced concrete design principles for civil engineers and construction managers. It discusses the aim of structural design according to BS 8110, describes the properties and composite action of reinforced concrete, explains limit state design methodology, and summarizes key elements like slabs, beams, columns, walls, and foundations. The document also covers material properties, stress-strain curves, failure modes, and general procedures for slab sizing and design.
This document discusses the design of two-way floor slab systems. It compares the behavior of one-way and two-way slabs, describing how two-way slabs carry load in two directions versus one direction for one-way slabs. Different two-way slab systems like flat plates, waffle slabs, and ribbed slabs are described. Methods for analyzing two-way slabs include direct design, equivalent frame, elastic, plastic, and nonlinear analysis. Design considerations like minimum slab thickness are discussed along with examples calculating thickness.
The document provides information on structural design basis according to EN1990:2002, including:
1. Design working life categories ranging from 10 to 100 years depending on the structure type.
2. Ultimate limit state concerns safety of people, structure, and contents. Design situations include persistent, transient, accidental, and seismic.
3. Ultimate limit state verifications include loss of equilibrium, internal failure, excessive ground deformation, and fatigue failure.
4. Combination factors and partial factors for actions are provided for ultimate limit state design.
Design of column base plates anchor boltKhaled Eid
This document discusses the design of column base plates and steel anchorage to concrete. It covers base plate materials and design for different load cases including axial, moment, and shear loads. It also discusses anchor rod types, materials, and design for tension and shear loading based on calculations of the steel and concrete breakout strengths according to building codes.
This document provides an overview of wind load calculation procedures according to the International Building Code (IBC) 2012 and American Society of Civil Engineers (ASCE) 7-10 standards. It defines important terms related to wind loads and explains changes made in ASCE 7-10 from the previous ASCE 7-05 standard. The major wind load calculation procedures covered are the directional procedure for buildings of all heights, the envelop procedure for low-rise buildings, and the wind tunnel procedure. Steps of the directional procedure are outlined, including determining the risk category, basic wind speed, wind parameters, velocity pressure coefficients, and velocity pressure.
This document discusses the design of compression members subjected to axial load and biaxial bending. It introduces the concept of biaxial eccentricities and explains that columns should be designed considering possible eccentricities in two axes. The document outlines the method suggested by IS 456-2000, which is based on Breslar's load contour approach. It relates the parameter αn to the ratio of Pu/Puz. Finally, it provides a step-by-step process for designing the column section, which involves determining uniaxial moment capacities, computing permissible moment values from charts, and revising the section if needed. It also briefly mentions the simplified method according to BS8110.
The document provides information about calculating wind load on an industrial building located in Chennai, India. It gives the dimensions of the building as 15m x 30m with a frame span of 15m and column height of 6m. It outlines the process to calculate the design wind speed using factors for risk, terrain, and topography. It then calculates the design wind pressure and uses this to calculate the wind load on the walls and roof of the building, finding values of 28.8 kN for the walls and 38.7 kN for the roof.
This document provides information on the design of reinforced concrete beams, including:
1. It outlines the three basic design stages: preliminary analysis and sizing, detailed analysis of reinforcement, and serviceability calculations.
2. It describes how to calculate the lever arm, depth of the neutral axis, and required area of tension and compression reinforcement for singly and doubly reinforced beams.
3. It discusses considerations for preliminary sizing of beams, including required cover, breadth, effective depth, shear stress limits, and span-depth ratios. Trial calculations are suggested to determine suitable beam dimensions.
This document provides an overview of reinforced concrete design principles for civil engineers and construction managers. It discusses the aim of structural design according to BS 8110, describes the properties and composite action of reinforced concrete, explains limit state design methodology, and summarizes key elements like slabs, beams, columns, walls, and foundations. The document also covers material properties, stress-strain curves, failure modes, and general procedures for slab sizing and design.
This document discusses the design of two-way floor slab systems. It compares the behavior of one-way and two-way slabs, describing how two-way slabs carry load in two directions versus one direction for one-way slabs. Different two-way slab systems like flat plates, waffle slabs, and ribbed slabs are described. Methods for analyzing two-way slabs include direct design, equivalent frame, elastic, plastic, and nonlinear analysis. Design considerations like minimum slab thickness are discussed along with examples calculating thickness.
The document provides information on structural design basis according to EN1990:2002, including:
1. Design working life categories ranging from 10 to 100 years depending on the structure type.
2. Ultimate limit state concerns safety of people, structure, and contents. Design situations include persistent, transient, accidental, and seismic.
3. Ultimate limit state verifications include loss of equilibrium, internal failure, excessive ground deformation, and fatigue failure.
4. Combination factors and partial factors for actions are provided for ultimate limit state design.
Design of column base plates anchor boltKhaled Eid
This document discusses the design of column base plates and steel anchorage to concrete. It covers base plate materials and design for different load cases including axial, moment, and shear loads. It also discusses anchor rod types, materials, and design for tension and shear loading based on calculations of the steel and concrete breakout strengths according to building codes.
STAAD.Pro 2006 is a structural analysis and design software. The document provides information about installing and getting started with STAAD.Pro 2006, including hardware requirements, contents of the installation CD, installing the software, selecting a copy protection method, and running the STAAD.Pro program and related programs.
This document presents an example of analysis design of slab using ETABS. This example examines a simple single story building, which is regular in plan and elevation. It is examining and compares the calculated ultimate moment from CSI ETABS & SAFE with hand calculation. Moment coefficients were used to calculate the ultimate moment. However it is good practice that such hand analysis methods are used to verify the output of more sophisticated methods.
Also, this document contains simple procedure (step-by-step) of how to design solid slab according to Eurocode 2.The process of designing elements will not be revolutionised as a result of using Eurocode 2. Due to time constraints and knowledge, I may not be able to address the whole issues.
This document provides an overview of mat foundations. It discusses common types of mat foundations including flat plate, flat plate thickened under columns, beams and slab, and slab with basement walls. It describes how to calculate the bearing capacity of mat foundations and differential settlement. Methods for structural design of mat foundations are presented, including the conventional rigid method and approximate flexible method. Examples are provided to illustrate how to design combined footings, calculate bearing capacity, and structurally design mat foundations.
1) The document discusses design considerations for columns according to ACI code, including requirements for different types of columns like tied, spirally reinforced, and composite columns.
2) It provides details on failure modes of tied and spiral columns and code requirements for minimum reinforcement ratios, number of bars, clear spacing, cover, and cross sectional dimensions.
3) Lateral reinforcement requirements are discussed, noting ties help restrain longitudinal bars from buckling while spirals provide additional confinement at ultimate load.
23-Design of Column Base Plates (Steel Structural Design & Prof. Shehab Mourad)Hossam Shafiq II
This document discusses the design of column base plates to resist both axial loads and bending moments. It provides equations to calculate stresses on the base plate and footing. It then gives an example of designing a base plate for a column supporting an axial load of 1735 kN and bending moment of 200 kN.m. The design process involves calculating eccentricity, base plate dimensions, stresses on the footing, required plate thickness, and checking bending in two directions. The example concludes by specifying a base plate of dimensions 750mm x 500mm x 40mm that satisfies all design requirements.
Ring or circular rafts can be used for cylindrical structures such as chimneys, silos, storage tanks, TV-towers and other structures. In this case, ring or circular raft is the best suitable foundation to the natural geometry of such structures. The design of circular rafts is quite similar to that of other rafts.
The document discusses design loads for structural elements. It introduces limit state design philosophy and different types of loads structures must withstand, including dead loads, live loads, snow loads and lateral loads. Load factors are applied to loads for ultimate and serviceability limit state design. Load paths and examples of load cases for different structural components are presented.
The lecture is in support of:
(1) The Design of Building Structures (Vol.1, Vol. 2), rev. ed., PDF eBook by Wolfgang Schueller, 2016
(2) Building Support Structures, Analysis and Design with SAP2000 Software, 2nd ed., eBook by Wolfgang Schueller,
The SAP2000V15 Examples and Problems SDB files are available on the Computers & Structures, Inc. (CSI) website: http://www.csiamerica.com/go/schueller
A raft foundation is a large concrete slab that interfaces columns with the base soil. It can support storage tanks, equipment, or tower structures. There are different types including flat plate, plate with thickened columns, and waffle slab. The structural design uses conventional rigid or flexible methods. It involves determining soil pressures, load eccentricities, moment and shear diagrams for strips, punching shear sections, steel reinforcement, and checking stresses. A beam-slab raft foundation design follows the same process as an inverted beam-slab roof.
This document discusses the calculation of wind loads for structural design. It provides background on wind loads and defines key terms. It outlines wind speed areas in Tanzania and the design procedure, which involves determining the site wind speed, characteristic wind pressure, external and internal pressures on the structure, and the net pressure. Examples are provided to demonstrate calculating wind loads. Load factors of safety and load combinations are also defined.
This document discusses the analysis and design of reinforced concrete footings. It describes different types of footings including isolated, combined, continuous, and raft foundations. It also covers design considerations such as minimum thickness, concrete cover, reinforcement sizes and spacing, and critical sections. An example is provided to demonstrate the step-by-step design of an isolated square footing, calculating loads, sizing the footing, checking effective depth, determining steel requirements, and verifying hook and dowel bar needs.
This document describes the design of a pile cap by a group of civil engineering students. It defines a pile cap as a concrete mat that rests on piles driven into soft ground to provide a stable foundation. It then provides two examples of pile cap design, showing dimensions, load calculations, reinforcement requirements and construction details. The document concludes that a pile cap distributes a building's load to piles to form a stable foundation on unstable soil. It acknowledges the guidance of professors in completing this project.
CE 72.52 - Lecture 7 - Strut and Tie ModelsFawad Najam
The document discusses the strut-and-tie approach for analyzing concrete structures. It begins with background concepts such as Bernoulli's hypothesis, St. Venant's principle, and the lower bound theorem of plasticity. It then discusses how axial stresses, shear stresses, and the interaction of stresses affect concrete sections. The document outlines the ACI approach to shear-torsion design and provides equations from ACI 318 for calculating the concrete shear capacity. It introduces the concept of modeling concrete as a truss system and compares this to flexural behavior in beams. The strut-and-tie method is presented as a unified approach for considering all load effects. Guidelines are provided for developing an appropriate strut-and-tie model and
This document discusses calculating the non-uniform soil pressure equation for a shell element in ETABS. It provides the depth, soil density, friction angle, and surface pressure. It then calculates the earth pressure coefficients Ka and K0 and derives the pressure equation as P=-6z+24 based on the given information and boundary conditions of zero pressure at the top and bottom of the 3m deep soil layer.
This document provides an overview of foundation design, including:
1) It defines the two major requirements of foundation design as sustaining applied loads without exceeding soil bearing capacity and maintaining uniform settlement within tolerable limits.
2) It differentiates between shallow and deep foundations, with shallow foundations including isolated, combined, strap, and strip footings and deep foundations including pile foundations.
3) It explains considerations for foundation design such as minimum depth, thickness, and determining bending moments and soil bearing capacity.
The document discusses different types of columns based on bracing, length, and reinforcement. It describes braced and unbraced columns, long and short columns, and tied, spiral, and composite columns. Requirements for minimum reinforcement, lateral ties, and selection of column size are also summarized.
1. The document discusses stresses in solids due to eccentric and combined loading, including bending and direct stresses.
2. It defines the core of a section as the area where a load can be applied without causing tensile stress. For a rectangular section, the core is a rhombus with diagonals of B/3 and D/3.
3. Wind loading on structures like walls and chimneys is also analyzed, calculating bending moments and resultant stresses. Maintaining compressive stresses only is important for structural integrity.
This document provides an overview of the design of steel beams. It discusses various beam types and sections, loads on beams, design considerations for restrained and unrestrained beams. For restrained beams, it covers lateral restraint requirements, section classification, shear capacity, moment capacity under low and high shear, web bearing, buckling, and deflection checks. For unrestrained beams, it discusses lateral torsional buckling, moment and buckling resistance checks. Design procedures and equations for determining effective properties and capacities are also presented.
This document discusses calculating wind and snow loads on solar photovoltaic (PV) systems according to standards from the American Society of Civil Engineers (ASCE). It provides examples of calculations for a residential solar installation in Colorado according to the 2012 International Building Code, which references ASCE 7-10 standards. The examples calculate wind and snow loads and compare them to the load capacities of SolarWorld solar modules to ensure compliance. Symbols and steps are outlined for determining design wind speeds, pressures, heights, exposures, and other factors to calculate wind and snow loads on the solar PV system using the methods specified in ASCE 7-05 and ASCE 7-10.
Modal analysis of Support bracket for air compressor systemIRJET Journal
This document summarizes a modal analysis of a supporting bracket for an air compressor system. The analysis was performed using finite element analysis in ABAQUS. The modal analysis determined the natural frequencies and mode shapes of the bracket. The first natural frequency was found to be 24.45 cycles/sec by FEA, which had 13.12% error compared to the analytical calculation of 21.24 cycles/sec. Additional modes were identified with frequencies up to 204.85 cycles/sec. A static analysis found stresses of 25.90 MPa by FEA and 26.64 MPa by analysis, demonstrating the design is safe under static loads. The modal analysis provides data to improve performance and avoid damage from vibration.
STAAD.Pro 2006 is a structural analysis and design software. The document provides information about installing and getting started with STAAD.Pro 2006, including hardware requirements, contents of the installation CD, installing the software, selecting a copy protection method, and running the STAAD.Pro program and related programs.
This document presents an example of analysis design of slab using ETABS. This example examines a simple single story building, which is regular in plan and elevation. It is examining and compares the calculated ultimate moment from CSI ETABS & SAFE with hand calculation. Moment coefficients were used to calculate the ultimate moment. However it is good practice that such hand analysis methods are used to verify the output of more sophisticated methods.
Also, this document contains simple procedure (step-by-step) of how to design solid slab according to Eurocode 2.The process of designing elements will not be revolutionised as a result of using Eurocode 2. Due to time constraints and knowledge, I may not be able to address the whole issues.
This document provides an overview of mat foundations. It discusses common types of mat foundations including flat plate, flat plate thickened under columns, beams and slab, and slab with basement walls. It describes how to calculate the bearing capacity of mat foundations and differential settlement. Methods for structural design of mat foundations are presented, including the conventional rigid method and approximate flexible method. Examples are provided to illustrate how to design combined footings, calculate bearing capacity, and structurally design mat foundations.
1) The document discusses design considerations for columns according to ACI code, including requirements for different types of columns like tied, spirally reinforced, and composite columns.
2) It provides details on failure modes of tied and spiral columns and code requirements for minimum reinforcement ratios, number of bars, clear spacing, cover, and cross sectional dimensions.
3) Lateral reinforcement requirements are discussed, noting ties help restrain longitudinal bars from buckling while spirals provide additional confinement at ultimate load.
23-Design of Column Base Plates (Steel Structural Design & Prof. Shehab Mourad)Hossam Shafiq II
This document discusses the design of column base plates to resist both axial loads and bending moments. It provides equations to calculate stresses on the base plate and footing. It then gives an example of designing a base plate for a column supporting an axial load of 1735 kN and bending moment of 200 kN.m. The design process involves calculating eccentricity, base plate dimensions, stresses on the footing, required plate thickness, and checking bending in two directions. The example concludes by specifying a base plate of dimensions 750mm x 500mm x 40mm that satisfies all design requirements.
Ring or circular rafts can be used for cylindrical structures such as chimneys, silos, storage tanks, TV-towers and other structures. In this case, ring or circular raft is the best suitable foundation to the natural geometry of such structures. The design of circular rafts is quite similar to that of other rafts.
The document discusses design loads for structural elements. It introduces limit state design philosophy and different types of loads structures must withstand, including dead loads, live loads, snow loads and lateral loads. Load factors are applied to loads for ultimate and serviceability limit state design. Load paths and examples of load cases for different structural components are presented.
The lecture is in support of:
(1) The Design of Building Structures (Vol.1, Vol. 2), rev. ed., PDF eBook by Wolfgang Schueller, 2016
(2) Building Support Structures, Analysis and Design with SAP2000 Software, 2nd ed., eBook by Wolfgang Schueller,
The SAP2000V15 Examples and Problems SDB files are available on the Computers & Structures, Inc. (CSI) website: http://www.csiamerica.com/go/schueller
A raft foundation is a large concrete slab that interfaces columns with the base soil. It can support storage tanks, equipment, or tower structures. There are different types including flat plate, plate with thickened columns, and waffle slab. The structural design uses conventional rigid or flexible methods. It involves determining soil pressures, load eccentricities, moment and shear diagrams for strips, punching shear sections, steel reinforcement, and checking stresses. A beam-slab raft foundation design follows the same process as an inverted beam-slab roof.
This document discusses the calculation of wind loads for structural design. It provides background on wind loads and defines key terms. It outlines wind speed areas in Tanzania and the design procedure, which involves determining the site wind speed, characteristic wind pressure, external and internal pressures on the structure, and the net pressure. Examples are provided to demonstrate calculating wind loads. Load factors of safety and load combinations are also defined.
This document discusses the analysis and design of reinforced concrete footings. It describes different types of footings including isolated, combined, continuous, and raft foundations. It also covers design considerations such as minimum thickness, concrete cover, reinforcement sizes and spacing, and critical sections. An example is provided to demonstrate the step-by-step design of an isolated square footing, calculating loads, sizing the footing, checking effective depth, determining steel requirements, and verifying hook and dowel bar needs.
This document describes the design of a pile cap by a group of civil engineering students. It defines a pile cap as a concrete mat that rests on piles driven into soft ground to provide a stable foundation. It then provides two examples of pile cap design, showing dimensions, load calculations, reinforcement requirements and construction details. The document concludes that a pile cap distributes a building's load to piles to form a stable foundation on unstable soil. It acknowledges the guidance of professors in completing this project.
CE 72.52 - Lecture 7 - Strut and Tie ModelsFawad Najam
The document discusses the strut-and-tie approach for analyzing concrete structures. It begins with background concepts such as Bernoulli's hypothesis, St. Venant's principle, and the lower bound theorem of plasticity. It then discusses how axial stresses, shear stresses, and the interaction of stresses affect concrete sections. The document outlines the ACI approach to shear-torsion design and provides equations from ACI 318 for calculating the concrete shear capacity. It introduces the concept of modeling concrete as a truss system and compares this to flexural behavior in beams. The strut-and-tie method is presented as a unified approach for considering all load effects. Guidelines are provided for developing an appropriate strut-and-tie model and
This document discusses calculating the non-uniform soil pressure equation for a shell element in ETABS. It provides the depth, soil density, friction angle, and surface pressure. It then calculates the earth pressure coefficients Ka and K0 and derives the pressure equation as P=-6z+24 based on the given information and boundary conditions of zero pressure at the top and bottom of the 3m deep soil layer.
This document provides an overview of foundation design, including:
1) It defines the two major requirements of foundation design as sustaining applied loads without exceeding soil bearing capacity and maintaining uniform settlement within tolerable limits.
2) It differentiates between shallow and deep foundations, with shallow foundations including isolated, combined, strap, and strip footings and deep foundations including pile foundations.
3) It explains considerations for foundation design such as minimum depth, thickness, and determining bending moments and soil bearing capacity.
The document discusses different types of columns based on bracing, length, and reinforcement. It describes braced and unbraced columns, long and short columns, and tied, spiral, and composite columns. Requirements for minimum reinforcement, lateral ties, and selection of column size are also summarized.
1. The document discusses stresses in solids due to eccentric and combined loading, including bending and direct stresses.
2. It defines the core of a section as the area where a load can be applied without causing tensile stress. For a rectangular section, the core is a rhombus with diagonals of B/3 and D/3.
3. Wind loading on structures like walls and chimneys is also analyzed, calculating bending moments and resultant stresses. Maintaining compressive stresses only is important for structural integrity.
This document provides an overview of the design of steel beams. It discusses various beam types and sections, loads on beams, design considerations for restrained and unrestrained beams. For restrained beams, it covers lateral restraint requirements, section classification, shear capacity, moment capacity under low and high shear, web bearing, buckling, and deflection checks. For unrestrained beams, it discusses lateral torsional buckling, moment and buckling resistance checks. Design procedures and equations for determining effective properties and capacities are also presented.
This document discusses calculating wind and snow loads on solar photovoltaic (PV) systems according to standards from the American Society of Civil Engineers (ASCE). It provides examples of calculations for a residential solar installation in Colorado according to the 2012 International Building Code, which references ASCE 7-10 standards. The examples calculate wind and snow loads and compare them to the load capacities of SolarWorld solar modules to ensure compliance. Symbols and steps are outlined for determining design wind speeds, pressures, heights, exposures, and other factors to calculate wind and snow loads on the solar PV system using the methods specified in ASCE 7-05 and ASCE 7-10.
Modal analysis of Support bracket for air compressor systemIRJET Journal
This document summarizes a modal analysis of a supporting bracket for an air compressor system. The analysis was performed using finite element analysis in ABAQUS. The modal analysis determined the natural frequencies and mode shapes of the bracket. The first natural frequency was found to be 24.45 cycles/sec by FEA, which had 13.12% error compared to the analytical calculation of 21.24 cycles/sec. Additional modes were identified with frequencies up to 204.85 cycles/sec. A static analysis found stresses of 25.90 MPa by FEA and 26.64 MPa by analysis, demonstrating the design is safe under static loads. The modal analysis provides data to improve performance and avoid damage from vibration.
This document summarizes revisions made to the gust effect factor formulation in ASCE7-95 wind load provisions. It discusses concepts of spatial and temporal wind averaging and introduces the new gust effect factor. The factor is derived based on considerations of peak gust wind speeds, turbulence intensity, structure size, and other factors. Examples are provided to illustrate using the new provisions to evaluate gust effect factors for flexible structures.
Parametric Study for Wind Design of Vertical Pressure Vessel as per Indian St...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.
International Journal of Modern Engineering Research (IJMER) covers all the fields of engineering and science: Electrical Engineering, Mechanical Engineering, Civil Engineering, Chemical Engineering, Computer Engineering, Agricultural Engineering, Aerospace Engineering, Thermodynamics, Structural Engineering, Control Engineering, Robotics, Mechatronics, Fluid Mechanics, Nanotechnology, Simulators, Web-based Learning, Remote Laboratories, Engineering Design Methods, Education Research, Students' Satisfaction and Motivation, Global Projects, and Assessment…. And many more.
CFD Analysis for Computing Drag force on Various types of blades for Vertical...IRJET Journal
This document discusses a computational fluid dynamics (CFD) analysis of drag forces on various blade profiles for vertical axis wind turbines (VAWTs). Three blade profiles were analyzed: a conventional airfoil blade (EPPLER863), the EPPLER863 profile with one-fourth of the trailing edge removed, and a Lenz2 type turbine blade profile. The CFD analysis found that the Lenz2 profile generated the maximum drag force of 11.21 Newtons and had the lowest drag coefficient of -7.5, indicating it is the most suitable option for VAWTs in urban areas with typical wind speeds of 6-10 m/s. Modifying the EPPLER863 profile was partially successful
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.
IJERA (International journal of Engineering Research and Applications) is International online, ... peer reviewed journal. For more detail or submit your article, please visit www.ijera.com
This document provides specifications for calculating wind loads on a wind turbine tower. It specifies the materials used in the tower as structural steel with ultimate and yield strengths. It describes the dead loads from tower materials and wind loads as dynamic loads depending on wind speed, structure shape and height, and topography. It assumes a cylindrical tower and lattice wind turbine and provides the basic wind speed, importance factor, surface roughness, velocity pressure coefficients, topographic factor, and force coefficients to calculate design wind loads and moments on the tower and turbine.
This document presents an optimization of an air receiver tank for a reciprocating air compressor using sequential linear programming (SLP) and fuzzy sequential linear programming (FSLP). Stress analysis is conducted using theoretical calculations, experiments, and finite element analysis to compare stress values on different parts of the tank. An objective function is formulated to minimize tank volume, subject to constraints on maximum allowable stresses. A fuzzy logic controller is developed to modify the SLP algorithm by adjusting move limits and constraint boundaries based on constraint feasibility. The fuzzy-based approach is found to be easier to execute than conventional SLP.
Pressure Vessel Optimization a Fuzzy ApproachIJERA Editor
Optimization has become a significant area of development, both in research and for practicing design engineers. In this work here for optimization of air receiver tank, of reciprocating air compressor, the sequential linear programming method is being used. The capacity of tank is considered as optimization constraint. Conventional dimension of the tank are utilized as reference for defining range. Inequality constraints such as different design stresses for different parts of tank are determined and suitable values are selected. Algorithm is prepared and conventional SLP is done in MATLAB Software with C++ interface toget optimized dimension of tank. The conventional SLP is modified by introducing fuzzy heuristics and the relevant algorithm is prepared. Fuzzy based sequential linear programming is prepared and executed in MATLAB Software using fuzzy toolbox and optimization tool box and corresponding dimension are obtained. After comparison FSLP with SLP it is observed that FSLP is easier in execution.
This a basic way to compare two or more codes weather it is a wind or earthquake or any other thing. hope this will help many people. for more u can contact me via linkedin.
Comparision of ASCE ASCE7-10 to ASCE7-16 Of Wind loadMANOJ744889
The 2016 version of ASCE 7 introduced several significant changes from the 2010 standard. It updated wind speed maps, added provisions for enclosure classification, rooftop equipment, solar panels, and canopies. It also expanded design wind pressure tables for components and cladding. The standard provided new commentary on designing buildings to withstand tornadoes.
Importance of Eccentric Wind Loading on Monopitch Module Mounting StructuresSgurrEnergy Pvt. Ltd.
This document discusses wind load design for solar panel mounting structures. It summarizes that current practice assumes uniform wind load distribution, but codes require eccentric distribution with the center of pressure 0.3w from the windward edge. A case study demonstrates that uniform distribution leads to deflections up to 3 times higher than allowed and member stresses over capacity. Proper eccentric distribution per codes increases material usage by 22% but ensures structural integrity for the 25-year design life. The document concludes by recommending eccentric load distribution per Indian codes for accurate mounting structure design.
IRJET- Analysis of Overhead Water Tank with Different Staging Height and Base...IRJET Journal
This document analyzes the behavior of a reinforced concrete overhead water tank with varying staging heights and base widths using STAAD Pro software. The analysis considers loads from the full water level, wind speeds of 44m/s, and an earthquake zone of III. Results are compared for bending moment, shear force, and displacement of columns and bracing beams. Charts show that as staging height and base width increase, bending moment, shear force, and displacement generally increase as well. The conclusions determine percentage increases in these parameters based on changes to the staging height and base width.
Design of duct for a three storey retail shopIRJET Journal
This document describes the design of a duct system for a three-story retail shop using the equal friction method. It involves calculating the required air flow rates based on the building specifications and climate. The ducts are sized to maintain equal pressure drops per unit length throughout the system. Rectangular ducts are selected for ease of fabrication. The duct sizes are calculated at each branch based on the air flow rates and design friction rates. The total pressure losses across each duct run are calculated considering friction losses and dynamic losses from fittings. The designed duct system is found to have a total pressure loss of 157.92 Pa which affects the selection of the evaporative cooling system's fan.
The document analyzes the effect of adding dimples to the surface of an airfoil wing. It discusses how dimples can delay flow separation and transition the boundary layer from laminar to turbulent, reducing pressure drag. The study models a wing with and without dimples using design software to analyze lift and drag at different angles of attack. The results show that a wing with dimples has an increased critical angle of stall and variations in lift and drag compared to a smooth wing. Future work could include building prototypes to validate the numerical analysis.
This document provides an overview of Module 5 of a Process Engineering Training Program on fan measurement and testing. The module covers topics such as fan pressure, fan curves, fan laws, controlling fan output, unsatisfactory fan performance, series fans, parallel fans, blade types, fan noise, and other gas pumping equipment. It includes definitions of key fan terms, equations, diagrams of fan setups and performance, and factors that affect fan operation. The module aims to teach trainees how to measure, analyze, and optimize the performance of industrial fans used in chemical processes.
Structural Analysis and Optimization of Buckling Strength through Stiffeners ...IRJET Journal
The document summarizes research on analyzing and optimizing the buckling strength of a vacuum chamber through stiffeners and thickness variation. A spherical pressure vessel is modeled in CATIA and analyzed in ANSYS. Various cases are considered: the original geometry, adding 1 stiffener, adding 1 stiffener with a saddle, increasing thickness to 18mm and 20mm, and adding 4 stiffeners with a saddle. Boundary conditions and loading are applied and buckling strength, hoop stress, and pre-stresses are analyzed. Results show stiffeners improve buckling strength more than thickness variation. Non-linear buckling analysis is proposed for future work. In conclusion, adding stiffeners prevents crack growth more effectively than changing
Performance Gain for Multiple Stage Centrifugal Compressor by usi.pdfbui thequan
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Wind provisions
1. Wind Loads:
The ASCE 7 Provisions
CE 694R – Fall 2007
T. Bart Quimby, P.E., Ph.D.
Quimby & Associates
A Beginner's Guide to ASCE 7-05
2. Permitted Design Methods
Method 1—Simplified Procedure
(ASCE 7-05 Section 6.4)
Low rise buildings. This is an outgrowth of work done
for/by the metal building industry.
Method 2—Analytical Procedure
(ASCE 7-05 Section 6.5)
The typically used procedure. This is the main focus of
this presentation.
Method 3—Wind Tunnel Procedure
(ASCE 7-05 6.6)
See ASCE 7-05 6.1.2
A Beginner's Guide to ASCE 7-05
3. Important Definitions
Basic Wind Speed
Building open, enclosed, partially enclosed
Low-Rise Building
See ASCE 7-05 6.2
A Beginner's Guide to ASCE 7-05
4. Exposure Categories
Exposure A – Deleted in ASCE 7-02 and later
Extremely sheltered. Large city centers with tall buildings.
Exposure B
Urban and suburban areas, wooded areas, areas with many
closely spaced obstructions.
Exposure C
Open terrain with scatter obstructions. Airports, areas that
are generally flat open country.
Exposure D
Flat, unobstructed areas and water surfaces outside
hurricane prone regions. This category includes smooth mud
flats, salt flats, and unbroken ice that extend 5,000 ft or 20
times the building height in the upwind direction.
See ASCE 7-05 6.5.6 & C6.5.6 (See images!)
A Beginner's Guide to ASCE 7-05
5. Determining Exposure
Wind Direction & Sectors (ASCE 7-05
6.5.6.1)
the exposure of the building or structure shall
be determined for the two upwind sectors
extending 45o
either side of the selected wind
direction.
the exposure resulting in the highest wind
loads shall be used to represent the winds
from that direction.
A Beginner's Guide to ASCE 7-05
6. ASCE 7-05 Wind Pressures
The basic form of the pressure equation:
p = qGC
Where
p = a wind pressure on a surface
q = velocity pressure. This is the pressure due to a moving
fluid on a flat plate
G = gust factor. The gust factor accounts for dynamic
interaction between the flowing air and the structure
C = pressure coefficient. The pressure coefficient accounts
for varying pressure across a surface.
A Beginner's Guide to ASCE 7-05
7. Velocity Pressure, q
qz =Velocity Pressure = 0.00256KzKzt KdV2
I (lb/ft2
)
Constant 0.00256
V = Basic wind speed in mph
I = Importance Factor (i.e. different MRI)
Kz = Exposure Coefficient
Kzt = Topographical Factor
Kd = Wind Directionality Factor
Evaluated at an elevation z:
qz = 0.00256V2
IKzKztKd
Evaluated at the building mean roof elevation, h:
qh = 0.00256V2
I KhKhtKd
See ASCE 7-05 6.5.10
A Beginner's Guide to ASCE 7-05
8. The Velocity Coefficient
Based on the average density of air at sea level.
P
1
2
V 2
1
2
[
0.0765
32.2
][
5280
3600
]2
V 2
0.00256V 2
See ASCE 7-05 C6.5.10
A Beginner's Guide to ASCE 7-05
9. Basic Wind Speed, V
Obtained from Wind Speed maps in ASCE 7-
05 Figure 6-1.
Determined by localized research using
approved probabilistic methods.
“The basic wind speed shall be increased
where records or experience indicate that the
wind speeds are higher than those reflected
in Fig. 6-1.” (ASCE 7-05 6.5.4.1)
See ASCE 7-05 6.5.4
A Beginner's Guide to ASCE 7-05
10. The Importance Factor, I
Category I: I = .87
MRI is 25 years
Category II: I = 1.00
MRI is 50 years
Category III & IV: I = 1.15
MRI is 100 years
Building Categories are listed in ASCE 7-05
Table 1-1.
See ASCE 7-05 6.5.5, Table 6-1 and Commentary 6.5.5
A Beginner's Guide to ASCE 7-05
11. Velocity Pressure Exposure
Coefficients, Kz and Kh
Modifies basic wind pressure for heights other
than 33 ft and exposures other than exposure
C.
Can compute K directly from equations in the
commentary for any height and/or exposure.
Good for spreadsheet or computer
programming.
For elevations less than 15 ft, use K15.
For elevations above gradient height use Kg.
See ASCE 7-05 6.5.6.6, Tables 6-2 and 6-3, and C6.5.6.6
A Beginner's Guide to ASCE 7-05
12. Kz & Kh Computation
Kz = 2.01(z/zg)2/a
K Computation
0.00
0.50
1.00
1.50
2.00
2.50
0 500 1000 1500 2000
Elevation, z (ft)
K
Exposure B
Exposure C
Exposure D
When z > zg use z = zg
When z < 15 use z = 15 ft
A Beginner's Guide to ASCE 7-05
13. Topographical Factor, Kzt
Kzt = 1.0 when:
H/Lh < 0.2, or
H < 15' for Exposures C & D,
or
H < 60' for Exposure B.
Kzt = (1+K1K2K3)2
See ASCE 7-05 6.5.7 & Commentary 6.5.7
A Beginner's Guide to ASCE 7-05
15. Kzt Multipliers by Equation
See ASCE 7-05 Figure 6.4
A Beginner's Guide to ASCE 7-05
16. Directionality Factor, Kd
This factor shall only be
applied when used in
conjunction with load
combinations specified
in Sections 2.3 and 2.4.
The wind load factors
changed when the
directionality factor was
extracted.
See ASCE 7-05 6.5.4.4 and
Table 6-4
A Beginner's Guide to ASCE 7-05
17. The Gust Factor, G
Factor accounting for:
Gustiness and turbulence
Gust frequency
Gust size
Integral scale longitudinal and lateral
Frequency of structure
Structural damping
Aerodynamic admittance
Gust correlation
A Beginner's Guide to ASCE 7-05
18. Gust Factor, G
For stiff buildings and stiff structures
G = 0.85
For flexible buildings and other structures
Calculate “by a rational analysis that
incorporates the dynamic properties of the
main wind-force resisting system.”
A Beginner's Guide to ASCE 7-05
See ASCE 7-05 6.5.8
19. Pressure Coefficients, C
The pressure coefficients are based on
The enclosure category of the structure
The location on a structure for which a pressure is to
be computed.
The pressure coefficients have been determined
experimentally from wind tunnel studies done on
regular shaped structures
The coefficient represents the ratio between measured
pressure and the computed basic velocity pressure.
C
Pmeasured
1
2
V 2
A Beginner's Guide to ASCE 7-05
20. Enclosure Classifications
A building is to be classified as one of the following:
Open
Ao > 0.8Ag for each wall
Partially Enclosed
Ao > 1.10 Aoi, and
Ao > min[4 sqft , 0.01Ag], and
Aoi/Agi < 0.20
Enclosed
A building that is neither open nor partially enclosed.
A Beginner's Guide to ASCE 7-05
See ASCE 7-05 6.2 & 6.5.9
21. Location of Pressure
ASCE 7 provides means for computing forces on
various surfaces.
The building envelope surfaces experience pressure
on both sides (i.e. external and internal).
A Beginner's Guide to ASCE 7-05
22. Internal Pressure Coefficients, GCpi
Internal pressure is fairly easy because the air is
relatively stagnant and the shape of the structure
does not affect it’s magnitude.
As gusting is not a concern internally, the gust factor
and the pressure coefficient are combined.
GCpi
The magnitude of the internal pressure coefficient is
strictly dependent on the enclosure classification.
The pressure can be both positive or negative (i.e.
suction) depending on the direction of the wind
relative to opening for partially enclosed or enclosed
buildings.
Both internal pressures must be considered.
See ASCE 7-05 6.5.11.1 & Figure 6-5
A Beginner's Guide to ASCE 7-05
24. External Pressure Coefficients, Cp
As external surfaces are subject to “flowing” air, the
pressure varies considerably on the building surface
depending on structural configuration and direction of
the wind.
Coefficients also depend on whether the resulting
forces are to be used to design/analyze:
Main Wind-Force Resisting Systems
Structural elements that support large areas exposed
to the wind
Components & Cladding
Structural elements that support small areas exposed
to the wind
See ASCE 7-05 6.5.11.2 & Figures 6-6, 6-7, and 6-8
A Beginner's Guide to ASCE 7-05
25. Buildings with Roofs Consisting of
Flat Surfaces
ASCE 7-05 Figure 6-6 gives the external
coefficients of wall and roof surfaces.
See ASCE 7-05 Figure 6-6
A Beginner's Guide to ASCE 7-05
26. Buildings with Roofs Consisting of
Flat Surfaces – Wall Cp
Wall pressure depends on whether the wall is
Windward
Same regardless of building plan dimensions
Leeward
Dependant on building plan dimensions
Side
Same regardless of building plan dimensions
See ASCE 7-05 Figure 6-6
A Beginner's Guide to ASCE 7-05
27. Buildings with Roofs Consisting of
Flat Surfaces – Roof Cp
Dependent on direction of wind relative to
ridge
Coefficients are given for various conditions.
Interpolation is used to find values of
conditions between those given.
See ASCE 7-05 Figure 6-6
A Beginner's Guide to ASCE 7-05
28. Wind Normal to Ridge
Wind NORMAL to ridge
Values given for different
building height to length
ratios and roof slope
angles.
Windward roof surfaces
Can be both positive
and negative on some
slopes. Both need
consideration as
separate load cases.
Leeward roof surfaces
All negative.
See ASCE 7-05 Figure 6-6
A Beginner's Guide to ASCE 7-05
29. Wind Parallel to Ridge
Parallel to ridge,
flat or nearly flat
Two different
h/L ranges,
both with
stepped
pressures.
Interpolate
between
ranges
See ASCE 7-05 Figure 6-6
A Beginner's Guide to ASCE 7-05
30. Domed Roofs
Pressure distributions are fairly complex.
Two load cases to be considered.
See ASCE 7-05 Figure 6-7
A Beginner's Guide to ASCE 7-05
31. Arched Roofs
Pressure coefficient depends on rate of rise
of the arch.
Pressure varies by along the arch.
See ASCE 7-05 Figure 6-8
A Beginner's Guide to ASCE 7-05
32. Components & Cladding
Elements of the structure that support local
peak loads need to be designed for these
pressures.
The magnitude of the force is dependent on
the wind area tributary to the component
The smaller the tributary area of a component
the more likely to see relatively high pressures
on their tributary areas.
A Beginner's Guide to ASCE 7-05
33. Some Local Effects
Wind
around a
corner
A Beginner's Guide to ASCE 7-05
Image from FEMA Multi
Hazard Seminar
34. Wind at a Corner
A Beginner's Guide to ASCE 7-05 Image from FEMA Multi
Hazard Seminar
35. Uplift on Roof
A Beginner's Guide to ASCE 7-05
Images from FEMA Multi
Hazard Seminar
36. Wall Components
For buildings
under 60 ft
See ASCE
7-05 Figure
6-17 for
building
greater than
60 ft tall.
A Beginner's Guide to ASCE 7-05
See ASCE 7-05 Figure 6-11A
37. Roof Components
Lots of different roof types with different
requirements.
Gable Roofs of various angles
Gable/Hip Roofs
Stepped Roofs
Multispan Gable Roofs
Monoslope Roofs
Sawtooth Roofs
A Beginner's Guide to ASCE 7-05
39. Finding Net Pressure
The net pressure is the vector sum of the
internal and external pressures.
Typical form:
p = qGCp – qi(GCpi)
Note the sign… positive pressure externally
opposes positive pressure internally (i.e. they
act in opposite directions).
A Beginner's Guide to ASCE 7-05
See ASCE 7-05 6.5.12
40. Sample Problem
V = 120 mph
Exposure C
Enclosed
A Beginner's Guide to ASCE 7-05