Civil engineering tends to propose solutions increasingly safe and at the same time designed to optimize materials. In the field of seismic design, Peak Response method offers a new approach for seismic linear design using response spectra. Traditional methods such as CQC+Newmark or CQC+SRSS lead sometimes to conservative solutions because of lack of information related to concomitance of sign of responses. Therefore structural solutions using these methods can be overdesigned. Peak Response method yields an interaction ellipsoidal envelop which defines the concomitance domain of a linear combination of two, or more, Normal random variables.
This paper aims at presenting the results obtained by applying the Peak Response method to the Finite Element Model for seismic analyses of EPR’s HNX (Nuclear Auxiliary Building). Then steel reinforcement quantities will be compared to those obtained by traditional method (CQC+SRSS) to highlight the differences between both methods.
GPR Probing of Smoothly Layered Subsurface Medium: 3D Analytical ModelLeonid Krinitsky
An analytical approach to GPR probing of a
horizontally layered subsurface medium is developed, based on the coupled-wave WKB approximation. An empirical model of current in dipole transmitter antenna is used.
Insights on modelling structures in fire and recent developments in OpenSeesopenseesdays
This document summarizes a presentation on modeling structures in fire using OpenSees. It discusses traditional approaches that focus on material behavior and their limitations. Recent large structural fires are presented that highlight failures of these approaches. The presentation emphasizes modeling the full mechanical response of structures to non-uniform and traveling fires using an integrated computational environment. This involves coupled models for fire, heat transfer, and thermo-mechanical response that can enable performance-based engineering analyses of tall buildings. OpenSees is highlighted as a tool for these integrated simulations.
Fire Resistance of Materials & Structures - Modelling of Fire ScenarioArshia Mousavi
A library room, whose structural elements are to be checked (in terms of bearing capacity, R criterion) in fire conditions.
The active protection measures of the room are as follows:
· NO automatic fire suppression;
· NO independent water supplies;
· Automatic detection and alarm systems, by smoke;
· NO automatic transmission to Fire Brigade;
· NO on site Fire Brigade.
· The library is provided with safe access routes and fire-fighting devices.
The thermal characteristics of the walls, floor and ceiling (thick layers) are as follows:
· Mass per unit volume: ρ = 1100 · (1 + F/50) [kg/m3]
· Specific heat: c = 950 [J/ (kg K)]
· Thermal conductivity: λ = 0.5 · (1 - L/50) [W/ (m K)]
Evaluate the possible fire scenario, in terms of temperature-time curve, following:
a) The parametric approach is given in the standard EN 1991-1-2 (with two alternative cooling stages);
b) The two/one-zone numerical model implemented in the Ozone 2.2.5 software according to the two following hypotheses for the vents opening (according to the Luxembourg Authorities):
- Scenario 1: windows are constantly 90% open from the beginning of the fire
- Scenario 2: double glazing failure: 50% opening beyond 200°C and 90% opening beyond 400°C
The document discusses formulas for calculating the gravitational effects of topographic-isostatic masses on airborne and satellite gravity gradiometry measurements. It derives integral formulas in ellipsoidal approximation for computing the gravitational potential, gradients, and tensor due to various topographic-isostatic models. The formulas separate the computations into spherical and ellipsoidal components. They are applied to calculate the gravitational tensor at GOCE satellite altitude using a 5-arcminute digital elevation model. The approach uses mass-lines to approximate ellipsoidal volume elements for numerical evaluation.
This document provides a calculation summary for a two-story home located in Iasi, Romania. It describes the structural model used, including dimensions and materials. It then outlines the assessments made for permanent, variable, and accidental actions on the structure according to relevant codes. These include loads from floors, walls, snow, and earthquakes. The results of the modal analysis are presented, showing bending moments, shear forces, and displacements to verify structural integrity under the defined load combinations.
Calculating the closure jacking-force of a large-span pre-stressed concrete c...IJERA Editor
Before closuring the mid-span of a large-span pre-stressed concrete continuous rigid frame bridge, imposing jacking-force could commendably eliminate the down-warping of main beam, horizontal deviation of main pier and the additional internal force caused by temperature differential and concrete shrink-creep. Two formulas deduced in this article to calculate the jacking-force have been applied to an engineering example to analyze and compare their applicability by combining with finite element simulation. The results showed that both formulas were practicable and could be as a simple computational method extended to other bridges with the same type.
GPR Probing of Smoothly Layered Subsurface Medium: 3D Analytical ModelLeonid Krinitsky
An analytical approach to GPR probing of a
horizontally layered subsurface medium is developed, based on the coupled-wave WKB approximation. An empirical model of current in dipole transmitter antenna is used.
Insights on modelling structures in fire and recent developments in OpenSeesopenseesdays
This document summarizes a presentation on modeling structures in fire using OpenSees. It discusses traditional approaches that focus on material behavior and their limitations. Recent large structural fires are presented that highlight failures of these approaches. The presentation emphasizes modeling the full mechanical response of structures to non-uniform and traveling fires using an integrated computational environment. This involves coupled models for fire, heat transfer, and thermo-mechanical response that can enable performance-based engineering analyses of tall buildings. OpenSees is highlighted as a tool for these integrated simulations.
Fire Resistance of Materials & Structures - Modelling of Fire ScenarioArshia Mousavi
A library room, whose structural elements are to be checked (in terms of bearing capacity, R criterion) in fire conditions.
The active protection measures of the room are as follows:
· NO automatic fire suppression;
· NO independent water supplies;
· Automatic detection and alarm systems, by smoke;
· NO automatic transmission to Fire Brigade;
· NO on site Fire Brigade.
· The library is provided with safe access routes and fire-fighting devices.
The thermal characteristics of the walls, floor and ceiling (thick layers) are as follows:
· Mass per unit volume: ρ = 1100 · (1 + F/50) [kg/m3]
· Specific heat: c = 950 [J/ (kg K)]
· Thermal conductivity: λ = 0.5 · (1 - L/50) [W/ (m K)]
Evaluate the possible fire scenario, in terms of temperature-time curve, following:
a) The parametric approach is given in the standard EN 1991-1-2 (with two alternative cooling stages);
b) The two/one-zone numerical model implemented in the Ozone 2.2.5 software according to the two following hypotheses for the vents opening (according to the Luxembourg Authorities):
- Scenario 1: windows are constantly 90% open from the beginning of the fire
- Scenario 2: double glazing failure: 50% opening beyond 200°C and 90% opening beyond 400°C
The document discusses formulas for calculating the gravitational effects of topographic-isostatic masses on airborne and satellite gravity gradiometry measurements. It derives integral formulas in ellipsoidal approximation for computing the gravitational potential, gradients, and tensor due to various topographic-isostatic models. The formulas separate the computations into spherical and ellipsoidal components. They are applied to calculate the gravitational tensor at GOCE satellite altitude using a 5-arcminute digital elevation model. The approach uses mass-lines to approximate ellipsoidal volume elements for numerical evaluation.
This document provides a calculation summary for a two-story home located in Iasi, Romania. It describes the structural model used, including dimensions and materials. It then outlines the assessments made for permanent, variable, and accidental actions on the structure according to relevant codes. These include loads from floors, walls, snow, and earthquakes. The results of the modal analysis are presented, showing bending moments, shear forces, and displacements to verify structural integrity under the defined load combinations.
Calculating the closure jacking-force of a large-span pre-stressed concrete c...IJERA Editor
Before closuring the mid-span of a large-span pre-stressed concrete continuous rigid frame bridge, imposing jacking-force could commendably eliminate the down-warping of main beam, horizontal deviation of main pier and the additional internal force caused by temperature differential and concrete shrink-creep. Two formulas deduced in this article to calculate the jacking-force have been applied to an engineering example to analyze and compare their applicability by combining with finite element simulation. The results showed that both formulas were practicable and could be as a simple computational method extended to other bridges with the same type.
The document discusses moment-area theorems used to analyze beams. It presents three equations: (1) the first moment-area theorem relating the slope at a point to the moment and area under the moment diagram between two points, (2) the second moment-area theorem relating the horizontal distance between a point and the centroid of the moment diagram area to the moment and area, and (3) an equation relating the slope to the moment and distance. It also gives an example problem using the theorems to determine the slope at two points on a beam.
This document contains calculations for wind loads and structural design of a steel warehouse. The wind calculations determine the basic wind velocity as 32 m/s. Mean wind velocity and turbulence intensity are also calculated. Using these values, peak velocity pressure is found to be 1521 Pa. Plastic analysis is performed to determine critical load combinations and failure mechanisms. The maximum plastic moment is found to be 829.89 kNm. Connection design calculations are provided for the primary beam to column connection including bolt shear, bearing, block tearing, and plate and web bearing capacities. Design is checked against Eurocodes.
This document summarizes the verification of the ETABS software for analyzing a three-story plane frame subjected to various code-specified lateral loads. The frame geometry, material properties, and load cases are described. Code parameters for UBC 1997 seismic, ASCE 7-02 seismic, and UBC 1997 wind loads are provided. ETABS calculates story shears that are then compared to theoretical hand calculations, showing an exact match in results. This verifies that ETABS is accurately analyzing this structure under the specified lateral loading conditions.
The document discusses response spectra, which are plots of the maximum response of single-degree-of-freedom oscillators versus their natural period when subjected to a specific ground motion. Response spectra allow characterization of earthquake ground motions and are commonly used in earthquake-resistant design. The analysis procedure using response spectra involves obtaining the spectral acceleration from the response spectrum curve based on an oscillator's period and calculating the maximum displacement, base shear, and overturning moment. This procedure can be extended to multi-degree-of-freedom structures. An example is provided to demonstrate using a response spectrum to determine interstory drifts and story shears in a two-story building.
Development and application of explicit methods in OpenSees for collapse simu...openseesdays
This document discusses the development and application of OpenSees, an open source software framework, for collapse simulation of large-scale structures. It describes challenges in simulating the seismic safety of super-tall buildings and the need for numerical simulation methods. It outlines improvements made to OpenSees over time, including a multi-layered shell element for modeling shear walls, GPU and HPC solvers to enable large-scale simulations, and explicit algorithms for collapse simulation. Examples of validating the multi-layered shell element and applying GPU solvers to simulate seismic damage of urban areas are also summarized.
Design of Various Types of Industrial Buildings and Their ComparisonIRJESJOURNAL
This document describes the design and analysis of different types of industrial buildings. It compares steel truss industrial buildings of varying dimensions (14m x 31.5m, 20m x 50m, 28m x 70m) to pre-engineered buildings of the same dimensions. The design is based on Indian code IS 800-2007 and considers dead load, live load and wind load combinations. Analysis results like member forces and bending moments are obtained and compared between the steel truss and pre-engineered building designs. Key building elements like purlins, rafters, trusses, bracing and columns are also designed and their sizes optimized.
Numerical modelling of RC columns with plain reinforcing barsopenseesdays
The document describes numerical models created in OpenSees to simulate cyclic tests on two reinforced concrete columns, one with plain reinforcing bars and one with deformed bars. Four different element types were used to model the columns: nonlinear beam-column, beam with hinges, with and without zero-length elements. Models that included zero-length elements simulating bond-slip effects matched experimental force-displacement curves most accurately. A trilinear steel model was also proposed to better represent the stress-strain behavior of plain reinforcing bars.
IRJET- Comparative Analysis of NBC 105:1994 and IS 1893:2016 Seismic Codes wi...IRJET Journal
This document compares the seismic analysis and design results of a G+21 reinforced concrete frame building according to the NBC 105:1994 code of Nepal and the IS 1893:2016 code of India. Nine models of the building are analyzed for different soil types using ETABS software. The results show that for soil types I and II, the IS code yields higher base shear, displacements, and inter-story drift ratios compared to the NBC code. However, for soil type III the NBC code results in higher base shear, displacements, and drift ratios. Both codes are also compared in terms of design load combinations, with the IS code having higher load factors leading to increased reinforcement demands compared to the NBC code.
Seismic Design of RC Diaphragms, Chords, and CollectorsRuangRangka
This document summarizes a presentation on seismic design of reinforced concrete diaphragms. It outlines the presentation topics which include an introduction to diaphragms, an overview of a case study building, calculating diaphragm forces from different methods, reviewing diaphragm components, using section cuts and simplified beam methods for analysis, and designing chords, collectors, and shear reinforcement. It also provides biographies of the presenters and describes assigning forces in structural analysis software.
This document summarizes a study that compares the effects of complex urban geometries versus simplified geometries on mesoscale modeling. Specifically, it examines the impacts on spatially averaged drag forces, velocities, turbulent kinetic energy, and shortwave radiation exchange. The study uses an Immersed Boundary Technique to compute velocity fields and a Simplified Radiosity Algorithm to compute radiative exchanges. Results show that while total solar radiation entering complex and simplified domains is the same, the distribution of radiation absorbed by roofs, walls, and ground surfaces differs between the geometries.
Contribution to the investigation of wind characteristics and assessment of w...Université de Dschang
M. Bawe Gerard Nfor, Jr. a soutenu sa thèse de Doctorat/Phd en Physique, option Mécanique-Énergétique ce 19 mai 2016 dans la salle des conférences de l'Université de Dschang. A l'issue de la soutenance, le jury présidé par le Prof. Anaclet Fomethe lui a décerné, à l'unanimité de ses membres, la mention très honorable.
Voici la présentation powerpoint qu'il a effectuée dans le cadre de cette soutenance.
Advances in fatigue and fracture mechanics by grzegorz (greg) glinkaJulio Banks
Professor Grzegorz (Greg) Glinka has made substantial contributions to the field of stress concentration evaluation using linear FEA results using the ESED (Equivalent Striain Energy Density). ESED aka Glinka methods allows the determination of strain-stress state at a point of local concentration by equating the strain energy from the linear FEA area in the material strain-stress curve to that of the actual strain-stress of the material using a models such as Ramberg-Osgood. The ESED method is more accurate than the Neuber requiring the equating of SED (Strain Energy Densities) of linear FEA results that Stress is proportional to strain even when the FEA predicts a stress greater than the ultimate strength of the material. One easy method of remember when to use ESED versus Neuber is that ESED, more accurate, should be use on the stress analysis of rocket structures and Neuber delegated to aerospace engines and components.
This document discusses Eurocode 2 and provides details on anchorage and lap splicing of reinforcement in slabs, columns, beams and footings according to Eurocode 2. It covers general provisions for anchorage length, including formulas and tables. It also discusses lap length, including design equations and tables providing lap length values for various bar sizes and bond conditions. The document is presented as a training material, with the contents covering anchorage length, lap splicing, and detailing of structural members like footings, beams, slabs and columns.
Structural Analysis of a Bungalow Reportdouglasloon
Taylor's University Lakeside Campus
School of Architecture, Building & Design
Bachelor of Science (Hons) in Architecture
Building Structures (ARC 2523 / BLD 60103)
Project 2: Structural Analysis of a Bungalow
The document provides calculations for the dead load, live load, and ultimate load on several beams (H'45, GJ'5, FC'5) in a building. It calculates the load contributions from slabs, walls, and the beam self-weight, then applies load factors to determine the ultimate load. It also calculates the reaction forces and draws the shear force and bending moment diagrams for each beam.
Dear Students/Parents
APEX INSTITUTE has been established with sincere and positive resolve to do something rewarding for ENGG. / PRE-MEDICAL aspirants. For this the APEX INSTITUTE has been instituted to provide a relentlessly motivating and competitive atmosphere.
We at 'Apex Institute' are committed to provide our students best quality education with ethics. Moving in this direction, we have decided that unlike other expensive and 5star facility type institutes who are huge investors and advertisers, we shall not invest huge amount of money in advertisements. It shall rather be invested on the betterment, enhancement of quality and resources at our center.
We are just looking forward to have 'word-of-mouth' publicity instead. Because, there is only a satisfied student and his/her parents can judge an institute's quality and it's faculty members coaching.
Those coaching institutes, who are investing highly on advertisements, are actually, wasting their money on it, in a sense. Rather, the money should be invested on highly experienced faculty members and on teaching gears.
We all at 'Apex' are taking this initiative to improve the quality of education along-with each student's development and growth.
Committed to excellence...
With best wishes.
S . Iqbal
( Motivator & Mentor)
Four experiments were conducted using a paint can hanging from a spring. In the first experiment, the paint can oscillated purely vertically, and PCA isolated this behavior in a single principal component, capturing 95% of the variance. When noise was added by shaking the cameras in the second experiment, PCA was still able to isolate the oscillatory behavior but with less accuracy. In experiments three and four where the paint can moved in both vertical and horizontal directions, PCA extracted the multidimensional behavior with the expected rank and reasonable accuracy.
The document contains solved examples of problems determining shear and bending moment diagrams for beams under various loading conditions. Key steps include drawing free body diagrams, applying equations of equilibrium, integrating to determine shear and bending moment as functions of position, and identifying maximum values. Maximum stresses are then calculated and used to design or select appropriate beam cross sections based on allowable stress values for given materials.
This document provides details on the structural design of buried pipelines under various loading conditions according to British standards. It outlines assumptions made, references used, and notes on the design process. The design involves selecting an appropriate pipe strength and bedding combination that can withstand permanent and transient loads over the pipe's 120-year design life. Various parameters are calculated, such as soil and water loads, and checked against the pipe's minimum crushing strength to ensure it satisfies the required safety factor.
TINCE2016 - Post-Fukushima seismic re-assessment of French Reactor Building ...Gildas POTIN
In response to the consequent events at Fukushima Daiichi Nuclear Power Plant following the 11th March 2011 Great East Japan Earthquake, the French electric utility company EDF launched a seismic re-assessment program implementation in accordance with the French Nuclear Safety Authorities. This program, called SND (S é isme Noyau Dur), aims mainly at reaching safety objectives concerning the resilience of the SSC (Structures, Systems & Components).
End of 2015 matched with the end of the first whole re-assessment of a still operating Reactor Building (RB) in France, for which innovative thinking have been necessary to optimize current methodologies and assess in detail the civil work robustness and the induced vibrations under high level of earthquake, corresponding to site SND.
Through the presentation of the keys hypotheses and methodologies used to carry out this significant study, a review based on the Tractebel and EDF knowledge of the French Reactor Buildings will propose some leads to adapt the future SND program to other Reactor Buildings.
Seismic critera & design requirements(myanmar national building code 2016)Myo Zin Aung
This document outlines seismic design criteria and requirements for buildings in the Myanmar Building Code 2016. It is based on standards from the US and modifies them to suit Myanmar's environment and natural hazards. The code provides seismic site classes and maps showing maximum ground motion. It requires geotechnical reports for certain seismic classes. Criteria address member design, foundations, materials, stress limits, and structural systems. Storey drifting is also addressed. The goal is to provide requirements for earthquake-resistant design and construction in Myanmar.
The document discusses moment-area theorems used to analyze beams. It presents three equations: (1) the first moment-area theorem relating the slope at a point to the moment and area under the moment diagram between two points, (2) the second moment-area theorem relating the horizontal distance between a point and the centroid of the moment diagram area to the moment and area, and (3) an equation relating the slope to the moment and distance. It also gives an example problem using the theorems to determine the slope at two points on a beam.
This document contains calculations for wind loads and structural design of a steel warehouse. The wind calculations determine the basic wind velocity as 32 m/s. Mean wind velocity and turbulence intensity are also calculated. Using these values, peak velocity pressure is found to be 1521 Pa. Plastic analysis is performed to determine critical load combinations and failure mechanisms. The maximum plastic moment is found to be 829.89 kNm. Connection design calculations are provided for the primary beam to column connection including bolt shear, bearing, block tearing, and plate and web bearing capacities. Design is checked against Eurocodes.
This document summarizes the verification of the ETABS software for analyzing a three-story plane frame subjected to various code-specified lateral loads. The frame geometry, material properties, and load cases are described. Code parameters for UBC 1997 seismic, ASCE 7-02 seismic, and UBC 1997 wind loads are provided. ETABS calculates story shears that are then compared to theoretical hand calculations, showing an exact match in results. This verifies that ETABS is accurately analyzing this structure under the specified lateral loading conditions.
The document discusses response spectra, which are plots of the maximum response of single-degree-of-freedom oscillators versus their natural period when subjected to a specific ground motion. Response spectra allow characterization of earthquake ground motions and are commonly used in earthquake-resistant design. The analysis procedure using response spectra involves obtaining the spectral acceleration from the response spectrum curve based on an oscillator's period and calculating the maximum displacement, base shear, and overturning moment. This procedure can be extended to multi-degree-of-freedom structures. An example is provided to demonstrate using a response spectrum to determine interstory drifts and story shears in a two-story building.
Development and application of explicit methods in OpenSees for collapse simu...openseesdays
This document discusses the development and application of OpenSees, an open source software framework, for collapse simulation of large-scale structures. It describes challenges in simulating the seismic safety of super-tall buildings and the need for numerical simulation methods. It outlines improvements made to OpenSees over time, including a multi-layered shell element for modeling shear walls, GPU and HPC solvers to enable large-scale simulations, and explicit algorithms for collapse simulation. Examples of validating the multi-layered shell element and applying GPU solvers to simulate seismic damage of urban areas are also summarized.
Design of Various Types of Industrial Buildings and Their ComparisonIRJESJOURNAL
This document describes the design and analysis of different types of industrial buildings. It compares steel truss industrial buildings of varying dimensions (14m x 31.5m, 20m x 50m, 28m x 70m) to pre-engineered buildings of the same dimensions. The design is based on Indian code IS 800-2007 and considers dead load, live load and wind load combinations. Analysis results like member forces and bending moments are obtained and compared between the steel truss and pre-engineered building designs. Key building elements like purlins, rafters, trusses, bracing and columns are also designed and their sizes optimized.
Numerical modelling of RC columns with plain reinforcing barsopenseesdays
The document describes numerical models created in OpenSees to simulate cyclic tests on two reinforced concrete columns, one with plain reinforcing bars and one with deformed bars. Four different element types were used to model the columns: nonlinear beam-column, beam with hinges, with and without zero-length elements. Models that included zero-length elements simulating bond-slip effects matched experimental force-displacement curves most accurately. A trilinear steel model was also proposed to better represent the stress-strain behavior of plain reinforcing bars.
IRJET- Comparative Analysis of NBC 105:1994 and IS 1893:2016 Seismic Codes wi...IRJET Journal
This document compares the seismic analysis and design results of a G+21 reinforced concrete frame building according to the NBC 105:1994 code of Nepal and the IS 1893:2016 code of India. Nine models of the building are analyzed for different soil types using ETABS software. The results show that for soil types I and II, the IS code yields higher base shear, displacements, and inter-story drift ratios compared to the NBC code. However, for soil type III the NBC code results in higher base shear, displacements, and drift ratios. Both codes are also compared in terms of design load combinations, with the IS code having higher load factors leading to increased reinforcement demands compared to the NBC code.
Seismic Design of RC Diaphragms, Chords, and CollectorsRuangRangka
This document summarizes a presentation on seismic design of reinforced concrete diaphragms. It outlines the presentation topics which include an introduction to diaphragms, an overview of a case study building, calculating diaphragm forces from different methods, reviewing diaphragm components, using section cuts and simplified beam methods for analysis, and designing chords, collectors, and shear reinforcement. It also provides biographies of the presenters and describes assigning forces in structural analysis software.
This document summarizes a study that compares the effects of complex urban geometries versus simplified geometries on mesoscale modeling. Specifically, it examines the impacts on spatially averaged drag forces, velocities, turbulent kinetic energy, and shortwave radiation exchange. The study uses an Immersed Boundary Technique to compute velocity fields and a Simplified Radiosity Algorithm to compute radiative exchanges. Results show that while total solar radiation entering complex and simplified domains is the same, the distribution of radiation absorbed by roofs, walls, and ground surfaces differs between the geometries.
Contribution to the investigation of wind characteristics and assessment of w...Université de Dschang
M. Bawe Gerard Nfor, Jr. a soutenu sa thèse de Doctorat/Phd en Physique, option Mécanique-Énergétique ce 19 mai 2016 dans la salle des conférences de l'Université de Dschang. A l'issue de la soutenance, le jury présidé par le Prof. Anaclet Fomethe lui a décerné, à l'unanimité de ses membres, la mention très honorable.
Voici la présentation powerpoint qu'il a effectuée dans le cadre de cette soutenance.
Advances in fatigue and fracture mechanics by grzegorz (greg) glinkaJulio Banks
Professor Grzegorz (Greg) Glinka has made substantial contributions to the field of stress concentration evaluation using linear FEA results using the ESED (Equivalent Striain Energy Density). ESED aka Glinka methods allows the determination of strain-stress state at a point of local concentration by equating the strain energy from the linear FEA area in the material strain-stress curve to that of the actual strain-stress of the material using a models such as Ramberg-Osgood. The ESED method is more accurate than the Neuber requiring the equating of SED (Strain Energy Densities) of linear FEA results that Stress is proportional to strain even when the FEA predicts a stress greater than the ultimate strength of the material. One easy method of remember when to use ESED versus Neuber is that ESED, more accurate, should be use on the stress analysis of rocket structures and Neuber delegated to aerospace engines and components.
This document discusses Eurocode 2 and provides details on anchorage and lap splicing of reinforcement in slabs, columns, beams and footings according to Eurocode 2. It covers general provisions for anchorage length, including formulas and tables. It also discusses lap length, including design equations and tables providing lap length values for various bar sizes and bond conditions. The document is presented as a training material, with the contents covering anchorage length, lap splicing, and detailing of structural members like footings, beams, slabs and columns.
Structural Analysis of a Bungalow Reportdouglasloon
Taylor's University Lakeside Campus
School of Architecture, Building & Design
Bachelor of Science (Hons) in Architecture
Building Structures (ARC 2523 / BLD 60103)
Project 2: Structural Analysis of a Bungalow
The document provides calculations for the dead load, live load, and ultimate load on several beams (H'45, GJ'5, FC'5) in a building. It calculates the load contributions from slabs, walls, and the beam self-weight, then applies load factors to determine the ultimate load. It also calculates the reaction forces and draws the shear force and bending moment diagrams for each beam.
Dear Students/Parents
APEX INSTITUTE has been established with sincere and positive resolve to do something rewarding for ENGG. / PRE-MEDICAL aspirants. For this the APEX INSTITUTE has been instituted to provide a relentlessly motivating and competitive atmosphere.
We at 'Apex Institute' are committed to provide our students best quality education with ethics. Moving in this direction, we have decided that unlike other expensive and 5star facility type institutes who are huge investors and advertisers, we shall not invest huge amount of money in advertisements. It shall rather be invested on the betterment, enhancement of quality and resources at our center.
We are just looking forward to have 'word-of-mouth' publicity instead. Because, there is only a satisfied student and his/her parents can judge an institute's quality and it's faculty members coaching.
Those coaching institutes, who are investing highly on advertisements, are actually, wasting their money on it, in a sense. Rather, the money should be invested on highly experienced faculty members and on teaching gears.
We all at 'Apex' are taking this initiative to improve the quality of education along-with each student's development and growth.
Committed to excellence...
With best wishes.
S . Iqbal
( Motivator & Mentor)
Four experiments were conducted using a paint can hanging from a spring. In the first experiment, the paint can oscillated purely vertically, and PCA isolated this behavior in a single principal component, capturing 95% of the variance. When noise was added by shaking the cameras in the second experiment, PCA was still able to isolate the oscillatory behavior but with less accuracy. In experiments three and four where the paint can moved in both vertical and horizontal directions, PCA extracted the multidimensional behavior with the expected rank and reasonable accuracy.
The document contains solved examples of problems determining shear and bending moment diagrams for beams under various loading conditions. Key steps include drawing free body diagrams, applying equations of equilibrium, integrating to determine shear and bending moment as functions of position, and identifying maximum values. Maximum stresses are then calculated and used to design or select appropriate beam cross sections based on allowable stress values for given materials.
This document provides details on the structural design of buried pipelines under various loading conditions according to British standards. It outlines assumptions made, references used, and notes on the design process. The design involves selecting an appropriate pipe strength and bedding combination that can withstand permanent and transient loads over the pipe's 120-year design life. Various parameters are calculated, such as soil and water loads, and checked against the pipe's minimum crushing strength to ensure it satisfies the required safety factor.
TINCE2016 - Post-Fukushima seismic re-assessment of French Reactor Building ...Gildas POTIN
In response to the consequent events at Fukushima Daiichi Nuclear Power Plant following the 11th March 2011 Great East Japan Earthquake, the French electric utility company EDF launched a seismic re-assessment program implementation in accordance with the French Nuclear Safety Authorities. This program, called SND (S é isme Noyau Dur), aims mainly at reaching safety objectives concerning the resilience of the SSC (Structures, Systems & Components).
End of 2015 matched with the end of the first whole re-assessment of a still operating Reactor Building (RB) in France, for which innovative thinking have been necessary to optimize current methodologies and assess in detail the civil work robustness and the induced vibrations under high level of earthquake, corresponding to site SND.
Through the presentation of the keys hypotheses and methodologies used to carry out this significant study, a review based on the Tractebel and EDF knowledge of the French Reactor Buildings will propose some leads to adapt the future SND program to other Reactor Buildings.
Seismic critera & design requirements(myanmar national building code 2016)Myo Zin Aung
This document outlines seismic design criteria and requirements for buildings in the Myanmar Building Code 2016. It is based on standards from the US and modifies them to suit Myanmar's environment and natural hazards. The code provides seismic site classes and maps showing maximum ground motion. It requires geotechnical reports for certain seismic classes. Criteria address member design, foundations, materials, stress limits, and structural systems. Storey drifting is also addressed. The goal is to provide requirements for earthquake-resistant design and construction in Myanmar.
Elastic response spectra are used to estimate the response of linear structures to earthquakes. They plot the peak response of oscillators with varying natural frequencies forced by the same ground motion. Site-specific spectra are developed using recorded ground motions for a site and account for local soil conditions, while code-based spectra provide a standardized approximation. Response spectra are useful for elastic design but have limitations for nonlinear or multi-mode systems.
Code approaches to seismic design of masonry infiled rc framesBinay Shrestha
Masonry infill (MI) increases the initial stiffness of reinforced concrete RC frames. Behavior of MI is difficult to predict because of significant variations in material properties and because of failure modes that are brittle in nature.
Aci 318 08-seismic-requirements-l e garciaAycin Mungan
The document summarizes key changes to seismic design requirements in ACI 318-08. Some notable changes include:
- Seismic design requirements are now based on Seismic Design Category (SDC) rather than seismic zone.
- Chapter 21 was reorganized according to SDC levels from A to F, with increasing requirements.
- New definitions related to Chapter 21 were added.
- Intermediate precast structural walls and two-way slab-column frames without beams have specific requirements.
- Special moment frame members have more stringent reinforcement detailing based on axial load level and member dimensions.
This publication provides a concise compilation of selected rules in the Eurocode 8, together with relevant Cyprus National Annex, that relate to the design of common forms of concrete building structure in the South Europe. Rules from EN 1998-1-1 for global analysis, regularity criteria, type of analysis and verification checks are presented. Detail design rules for concrete beam, column and shear wall, from EN 1998-1-1 and EN1992-1-1 are presented. This guide covers the design of orthodox members in concrete frames. It does not cover design rules for steel frames. Certain practical limitations are given to the scope.
This document discusses response spectra and design spectra. It begins by explaining how response spectra are developed by analyzing the response of single-degree-of-freedom systems to ground motion records and plotting the maximum response versus natural period. Design spectra are then developed as smooth versions of response spectra to account for uncertainties in natural period. The key differences between response and design spectra are also summarized.
This publication provides a concise compilation of selected rules in the Eurocode 8, together with relevant Cyprus National Annex, that relate to the design of common forms of concrete building structure in the South Europe. It id offers a detail view of the design of steel framed buildings to the structural Eurocodes and includes a set of worked examples showing the design of structural elements with using software (CSI ETABS). It is intended to be of particular to the people who want to become acquainted with design to the Eurocodes. Rules from EN 1998-1-1 for global analysis, type of analysis and verification checks are presented. Detail design rules for steel composite beam, steel column, steel bracing and composite slab with steel sheeting from EN 1998-1-1, EN1993-1-1 and EN1994-1-1 are presented. This guide covers the design of orthodox members in steel frames. It does not cover design rules for regularities. Certain practical limitations are given to the scope.
The document outlines guidelines for formatting a final year project proposal. It includes sections for the project title, student names and roll numbers, main text formatting, headings formatting, figures and tables, and references. Guidelines are provided for font type, size, indentation, spacing, capitalization, and other formatting rules to maintain a consistent structure and appearance.
This document provides basic principles for seismic conceptual design of buildings. It aims to present recent earthquake protection knowledge in a simple way for engineers, architects, building owners, and authorities. The editor's preface emphasizes that reducing disaster risk from earthquakes is a top priority around the world. The author, Professor Hugo Bachmann, has extensive experience researching seismic risk and behavior of buildings during earthquakes. He provides 35 basic principles to guide collaborative, code-compliant design of earthquake-resistant structures with minimal additional cost through appropriate bracing and reinforcement techniques.
A series of modules on project cycle, planning and the logical framework, aimed at team leaders of international NGOs in developing countries.
New improved version of Writing Project Proposals in February 2014.
TINCE2016 - Steel reinforcement calculations in RC members with account of te...Gildas POTIN
This document summarizes a methodology for calculating steel reinforcement in reinforced concrete members subjected to both mechanical loads and thermal gradients. The methodology accounts for tension stiffening effects between cracks. Results from case studies show that using this direct computational method provides similar reinforcement ratios as the standard method of applying a factored thermal load with a factor of 0.22 to 0.3, lower than the commonly used factor of 0.5. Accounting for tension stiffening more realistically reduces required reinforcement ratios.
TINCE2016 - Estimate of cracking and leaking rate of VERCORS mock-up - R. Vé...Gildas POTIN
This document summarizes calculations performed to estimate cracking and leakage rates for the VERCORS mock-up containment building. A finite element model was created to model the structure, reinforcement, and prestressing tendons. Calculations were performed to simulate dead weight, creep, shrinkage, prestressing, and internal pressure. Cracking patterns were estimated at each step. Leakage rate was calculated using permeability values corresponding to strain levels in each element. The calculated cracking lengths and leakage rate were higher than actual measured values, likely due to modeling assumptions. The study provides valuable data for benchmarking containment modeling methods.
1) The document analyzes the behavior of reinforced concrete beams with inclined cantilevers under static loading.
2) Ten beams were tested with variables including cantilever inclination angle (0 to 90 degrees), longitudinal steel ratio (1.24% and 2.48%), and failure mode (diagonal tension or shear-compression).
3) All beams failed in shear. Crack patterns showed diagonal cracks forming between the cantilever and midspan. Longitudinal steel ratio did not affect failure mode. Stirrups were essential to resist shear stresses.
Fire Resistance of Materials and Structures - Heat Transfer and Thermal AnalysisArshia Mousavi
A composite section (steel beam HE360A + concrete slab) subjected to a standard fire (ISO834) at the intrados of the steel beam. With reference to the provisions of EC1 (for the boundary conditions of convection and radiation), and EC4 (for the thermal properties of concrete and steel) determine:
1. The temperature distribution along axis AB at different time steps;
2. The temperature distribution along CD at different time steps;
3. The temperature at points A and M as a function of the fire duration.
And some comments about the important points:
a) Temperature differences in the steel profile: more massive zones (web-flange intersection) vs thinner plates (web) their evolution in time (initial fast heating vs smoother final stage);
b) Effect of the heat sink on the top flange of the steel beam; c) Shadow effect on the web and internal face of flanges;
d) Comparison at points A and M with the heating curves of a steel plate (th = 17.5 mm) exposed on one or two sides (see thermal analysis of steel structures and the related spreadsheet file);
e) Concrete response and its progression with or without the flange.
This document summarizes a dissertation analyzing the seismic performance of an irregular 11-story building with AAC blocks using the response spectrum method in ETABS. The objectives were to analyze and design the building economically according to codes while studying the effects of earthquake and wind loads. The methodology involved defining materials, loads, response spectra, and mass/diaphragm in ETABS to analyze and design the building. Results showed maximum displacements of 25.95mm, story shear of 3.138kN, and overturning moment of 75.980kNm. Reinforcement percentages ranged from 3.76% at the base to 0.8% in upper stories. The study concluded the AAC blocks provided a lighter and more econom
FE Analysis of Bolted Connections for Wind Turbine Towers by Yadneshwar S. JoshiYadneshwar Joshi
Analysis of bolted flange plate and friction connections, to assess the potential benefits from implementing them in wind towers.
To investigate the performance of a new friction connection and to compare it with conventional ring-flange connections
Comparative study for strength, ease of erection, man power and material consumption/cost
Fire Resistance of Materials & Structures - Analysing the Steel StructureArshia Mousavi
A library room, whose structural steel members are to be checked in fire conditions (in terms of bearing capacity, R criterion).
The aims of this project are as follows:
1. Design of the beam and the column at room temperature
a) design the beam capacity at the ULS and the check the deflection at the SLS (d ≤ L1/250 in the rare combination) b) design the column for its buckling resistance.
2. Design the beam fire protection (boards) for the required fire resistance under the quasi-permanent load
the combination and assuming a three-sided exposure (concrete deck on top)
suggested steps: design load under fire
ultimate load of the beam at time = 0
ductility class
global failure or just a critical section?
increased capacity of the critical sections by the adaptation factors degree of utilization of the structure (or the critical section)
critical temperature.
protection design & final check.
3. Design the column fire protection
for the required fire resistance under the quasi- permanent load combination (optional: accounting for the effect of the thermal elongation of the beam).
suggested steps: design load under fire
thermal elongation of the beam assessment of the equivalent. uniform moment critical temperature (spreadsheet file)
protection design & final check
If needed, the member cross-sections designed at room temperature may be adjusted in order to meet the required fire resistance (parts 2 and 3)
Finite element analysis of hyperbolic coolingsagmech24
Natural draught cooling towers are widely used in modern thermal and nuclear power plants. Because of their shear size and susceptibility to horizontal stresses, these towers with very thin shell thickness are unique constructions. The boundary conditions should be regarded as free at the top and fixed at the bottom. The cooling tower's material characteristics include a young modulus of 31GPa and a Poisson Ratio of 0.15. Finite Element Analysis was used to analyse these cooling towers for seismic and wind stresses. Wind loads on these cooling towers have been estimated in the form of pressures using the design wind pressure coefficients as supplied in IS: 11504-1985 code together with the design wind pressures at different levels as specified in IS: 875 (Part 3) - 1987 code. Ansys 18.2 was used to conduct the analysis. The study yields maximum deflection and maximum equivalent stress.
An approximate solution for plates resting on winkler foundationIAEME Publication
This document presents an approximate finite grid solution method for plates resting on a Winkler foundation. The method represents plates as a grid of intersecting beam elements, with each element using the exact stiffness matrix of a beam on a Winkler foundation. Shape functions are derived for the beam elements that include the effects of the foundation. Some example problems are solved using this finite grid representation and compared to known analytical solutions, showing accurate results. The method provides a computationally efficient way to solve general plate bending problems on an elastic foundation.
Analytical, Numerical and Experimental Validation of Coil Voltage in Inductio...ijeljournal
This paper presents, mathematical model of induction heating process by using analytical and numerical
methods. In analytical method, series equivalent circuit (SEC) is used to represent induction coil and work
piece. Induction coil and workpiece parameters (resistance and reactance) are calculated by standard
formulas along with Nagaoka correction factors and Bessel functions. In Numerical method, magnetic
vector potential formulation is done and finite element method (FEM) is used to solve the field equations.
Analytically and numerically computed parameters such as equivalent coil resistance, reactance, coil
voltage, work piece power are compared and found that they are in good agreement. Analytically and
numerically obtained coil voltages at different frequencies are validated by experimental results. This
mathematical model is useful for coil design and optimization of induction heating process.
Analytical, Numerical and Experimental Validation of Coil Voltage in Inductio...ijujournal
This document presents an analytical, numerical, and experimental validation of coil voltage in an induction melting process. It describes mathematical models using analytical and numerical methods to represent the induction coil and workpiece. The analytical method uses a series equivalent circuit to calculate coil and workpiece parameters. The numerical method uses finite element analysis and magnetic vector potential formulation to solve field equations. Analytically and numerically computed coil voltages are compared and found to be in good agreement. Experimental results also validate the computed coil voltages at different frequencies. The mathematical models provide a useful tool for coil design and optimization of induction heating processes.
Analytical, Numerical and Experimental Validation of Coil Voltage in Inductio...ijeljournal
This paper presents, mathematical model of induction heating process by using analytical and numerical methods. In analytical method, series equivalent circuit (SEC) is used to represent induction coil and work piece. Induction coil and workpiece parameters (resistance and reactance) are calculated by standard formulas along with Nagaoka correction factors and Bessel functions. In Numerical method, magnetic vector potential formulation is done and finite element method (FEM) is used to solve the field equations. Analytically and numerically computed parameters such as equivalent coil resistance, reactance, coil voltage, work piece power are compared and found that they are in good agreement. Analytically and numerically obtained coil voltages at different frequencies are validated by experimental results. This mathematical model is useful for coil design and optimization of induction heating process.
Analytical, Numerical and Experimental Validation of Coil Voltage in Inductio...ijeljournal
This paper presents, mathematical model of induction heating process by using analytical and numerical methods. In analytical method, series equivalent circuit (SEC) is used to represent induction coil and work piece. Induction coil and workpiece parameters (resistance and reactance) are calculated by standard formulas along with Nagaoka correction factors and Bessel functions. In Numerical method, magnetic vector potential formulation is done and finite element method (FEM) is used to solve the field equations. Analytically and numerically computed parameters such as equivalent coil resistance, reactance, coil voltage, work piece power are compared and found that they are in good agreement. Analytically and numerically obtained coil voltages at different frequencies are validated by experimental results. This mathematical model is useful for coil design and optimization of induction heating process.
ANALYTICAL, NUMERICAL AND EXPERIMENTAL VALIDATION OF COIL VOLTAGE IN INDUCTIO...ijeljournal
This paper presents, mathematical model of induction heating process by using analytical and numerical
methods. In analytical method, series equivalent circuit (SEC) is used to represent induction coil and work
piece. Induction coil and workpiece parameters (resistance and reactance) are calculated by standard
formulas along with Nagaoka correction factors and Bessel functions. In Numerical method, magnetic
vector potential formulation is done and finite element method (FEM) is used to solve the field equations.
Analytically and numerically computed parameters such as equivalent coil resistance, reactance, coil
voltage, work piece power are compared and found that they are in good agreement. Analytically and
numerically obtained coil voltages at different frequencies are validated by experimental results. This
mathematical model is useful for coil design and optimization of induction heating process.
ANALYTICAL, NUMERICAL AND EXPERIMENTAL VALIDATION OF COIL VOLTAGE IN INDUCTIO...ijeljournal
This document presents an analytical, numerical, and experimental validation of coil voltage in induction melting processes. It describes mathematical models using analytical and numerical methods to represent the induction coil and workpiece. Analytical methods use a series equivalent circuit and standard formulas to calculate coil and workpiece parameters. Numerical methods use finite element analysis and magnetic vector potential formulation to solve field equations. Analytically and numerically computed coil voltages are compared and found to be in good agreement. Experimental results also validate the computed coil voltages at different frequencies. The mathematical models provide a useful tool for coil design and optimization of induction heating processes.
This document describes a design procedure for prestressed concrete beams that aims to optimize the layout of ordinary reinforcement. The procedure is based on an analytical model that uses a unified approach to simulate the interaction between axial force, bending moment, and shear force in reinforced and prestressed concrete elements. The model assumes compressive and tensile stress fields in the concrete and reinforcement. It was validated against experimental test results and nonlinear finite element analyses. An example application of the full design procedure for a prestressed concrete bridge beam is also presented.
Verification for modeling of ultimate load for lightweight palm oil clinker r...IAEME Publication
The document describes research on modeling the ultimate load capacity of lightweight palm oil clinker reinforced concrete beams with web openings. Fifteen beam specimens were tested with variations in depth, opening location, and opening length. Response surface methodology was used to develop a model to predict ultimate load based on these parameters. The model showed good adaptability and accuracy in comparing predicted and experimental load capacities, allowing optimization of beam design.
This document contains homework assignments for a reinforced concrete structures course at Aalto University. It includes 5 assignments related to analyzing and designing column-supported slabs and reinforced concrete elements. The first 3 assignments involve forming calculation models, analyzing internal forces, and designing flexural reinforcement for column-supported slabs. The 4th assignment involves checking the capacity of a semi-circular cross-section under biaxial bending and normal force. The 5th assignment provides a problem to design a pile cap foundation using a strut-and-tie model, including forming the model, calculating design forces, sizing reinforcement, and providing a reinforced drawing. Solutions and guidance are provided for each problem.
Reinforced concrete Course Assignments, 2023.
Educational material for the RCS course. Design examples for reinforced concrete structures regarding beams and mast columns.
Similar to TINCE2016 - Response Spectrum Design using Peak Response method and Application to the UK-EPR - J.A. Canut & A. Parisis (20)
Electric vehicle and photovoltaic advanced roles in enhancing the financial p...IJECEIAES
Climate change's impact on the planet forced the United Nations and governments to promote green energies and electric transportation. The deployments of photovoltaic (PV) and electric vehicle (EV) systems gained stronger momentum due to their numerous advantages over fossil fuel types. The advantages go beyond sustainability to reach financial support and stability. The work in this paper introduces the hybrid system between PV and EV to support industrial and commercial plants. This paper covers the theoretical framework of the proposed hybrid system including the required equation to complete the cost analysis when PV and EV are present. In addition, the proposed design diagram which sets the priorities and requirements of the system is presented. The proposed approach allows setup to advance their power stability, especially during power outages. The presented information supports researchers and plant owners to complete the necessary analysis while promoting the deployment of clean energy. The result of a case study that represents a dairy milk farmer supports the theoretical works and highlights its advanced benefits to existing plants. The short return on investment of the proposed approach supports the paper's novelty approach for the sustainable electrical system. In addition, the proposed system allows for an isolated power setup without the need for a transmission line which enhances the safety of the electrical network
Rainfall intensity duration frequency curve statistical analysis and modeling...bijceesjournal
Using data from 41 years in Patna’ India’ the study’s goal is to analyze the trends of how often it rains on a weekly, seasonal, and annual basis (1981−2020). First, utilizing the intensity-duration-frequency (IDF) curve and the relationship by statistically analyzing rainfall’ the historical rainfall data set for Patna’ India’ during a 41 year period (1981−2020), was evaluated for its quality. Changes in the hydrologic cycle as a result of increased greenhouse gas emissions are expected to induce variations in the intensity, length, and frequency of precipitation events. One strategy to lessen vulnerability is to quantify probable changes and adapt to them. Techniques such as log-normal, normal, and Gumbel are used (EV-I). Distributions were created with durations of 1, 2, 3, 6, and 24 h and return times of 2, 5, 10, 25, and 100 years. There were also mathematical correlations discovered between rainfall and recurrence interval.
Findings: Based on findings, the Gumbel approach produced the highest intensity values, whereas the other approaches produced values that were close to each other. The data indicates that 461.9 mm of rain fell during the monsoon season’s 301st week. However, it was found that the 29th week had the greatest average rainfall, 92.6 mm. With 952.6 mm on average, the monsoon season saw the highest rainfall. Calculations revealed that the yearly rainfall averaged 1171.1 mm. Using Weibull’s method, the study was subsequently expanded to examine rainfall distribution at different recurrence intervals of 2, 5, 10, and 25 years. Rainfall and recurrence interval mathematical correlations were also developed. Further regression analysis revealed that short wave irrigation, wind direction, wind speed, pressure, relative humidity, and temperature all had a substantial influence on rainfall.
Originality and value: The results of the rainfall IDF curves can provide useful information to policymakers in making appropriate decisions in managing and minimizing floods in the study area.
Embedded machine learning-based road conditions and driving behavior monitoringIJECEIAES
Car accident rates have increased in recent years, resulting in losses in human lives, properties, and other financial costs. An embedded machine learning-based system is developed to address this critical issue. The system can monitor road conditions, detect driving patterns, and identify aggressive driving behaviors. The system is based on neural networks trained on a comprehensive dataset of driving events, driving styles, and road conditions. The system effectively detects potential risks and helps mitigate the frequency and impact of accidents. The primary goal is to ensure the safety of drivers and vehicles. Collecting data involved gathering information on three key road events: normal street and normal drive, speed bumps, circular yellow speed bumps, and three aggressive driving actions: sudden start, sudden stop, and sudden entry. The gathered data is processed and analyzed using a machine learning system designed for limited power and memory devices. The developed system resulted in 91.9% accuracy, 93.6% precision, and 92% recall. The achieved inference time on an Arduino Nano 33 BLE Sense with a 32-bit CPU running at 64 MHz is 34 ms and requires 2.6 kB peak RAM and 139.9 kB program flash memory, making it suitable for resource-constrained embedded systems.
Use PyCharm for remote debugging of WSL on a Windo cf5c162d672e4e58b4dde5d797...shadow0702a
This document serves as a comprehensive step-by-step guide on how to effectively use PyCharm for remote debugging of the Windows Subsystem for Linux (WSL) on a local Windows machine. It meticulously outlines several critical steps in the process, starting with the crucial task of enabling permissions, followed by the installation and configuration of WSL.
The guide then proceeds to explain how to set up the SSH service within the WSL environment, an integral part of the process. Alongside this, it also provides detailed instructions on how to modify the inbound rules of the Windows firewall to facilitate the process, ensuring that there are no connectivity issues that could potentially hinder the debugging process.
The document further emphasizes on the importance of checking the connection between the Windows and WSL environments, providing instructions on how to ensure that the connection is optimal and ready for remote debugging.
It also offers an in-depth guide on how to configure the WSL interpreter and files within the PyCharm environment. This is essential for ensuring that the debugging process is set up correctly and that the program can be run effectively within the WSL terminal.
Additionally, the document provides guidance on how to set up breakpoints for debugging, a fundamental aspect of the debugging process which allows the developer to stop the execution of their code at certain points and inspect their program at those stages.
Finally, the document concludes by providing a link to a reference blog. This blog offers additional information and guidance on configuring the remote Python interpreter in PyCharm, providing the reader with a well-rounded understanding of the process.
Comparative analysis between traditional aquaponics and reconstructed aquapon...bijceesjournal
The aquaponic system of planting is a method that does not require soil usage. It is a method that only needs water, fish, lava rocks (a substitute for soil), and plants. Aquaponic systems are sustainable and environmentally friendly. Its use not only helps to plant in small spaces but also helps reduce artificial chemical use and minimizes excess water use, as aquaponics consumes 90% less water than soil-based gardening. The study applied a descriptive and experimental design to assess and compare conventional and reconstructed aquaponic methods for reproducing tomatoes. The researchers created an observation checklist to determine the significant factors of the study. The study aims to determine the significant difference between traditional aquaponics and reconstructed aquaponics systems propagating tomatoes in terms of height, weight, girth, and number of fruits. The reconstructed aquaponics system’s higher growth yield results in a much more nourished crop than the traditional aquaponics system. It is superior in its number of fruits, height, weight, and girth measurement. Moreover, the reconstructed aquaponics system is proven to eliminate all the hindrances present in the traditional aquaponics system, which are overcrowding of fish, algae growth, pest problems, contaminated water, and dead fish.
Redefining brain tumor segmentation: a cutting-edge convolutional neural netw...IJECEIAES
Medical image analysis has witnessed significant advancements with deep learning techniques. In the domain of brain tumor segmentation, the ability to
precisely delineate tumor boundaries from magnetic resonance imaging (MRI)
scans holds profound implications for diagnosis. This study presents an ensemble convolutional neural network (CNN) with transfer learning, integrating
the state-of-the-art Deeplabv3+ architecture with the ResNet18 backbone. The
model is rigorously trained and evaluated, exhibiting remarkable performance
metrics, including an impressive global accuracy of 99.286%, a high-class accuracy of 82.191%, a mean intersection over union (IoU) of 79.900%, a weighted
IoU of 98.620%, and a Boundary F1 (BF) score of 83.303%. Notably, a detailed comparative analysis with existing methods showcases the superiority of
our proposed model. These findings underscore the model’s competence in precise brain tumor localization, underscoring its potential to revolutionize medical
image analysis and enhance healthcare outcomes. This research paves the way
for future exploration and optimization of advanced CNN models in medical
imaging, emphasizing addressing false positives and resource efficiency.
AI assisted telemedicine KIOSK for Rural India.pptx
TINCE2016 - Response Spectrum Design using Peak Response method and Application to the UK-EPR - J.A. Canut & A. Parisis
1. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
Full paper Submission, TINCE-2016
Paris (France), September 5th
– 9th
, 2016
Response Spectrum Design using Peak Response method and Application to the UK-EPR
Jordi Alerany Canut1
, Amanda Parisis2
1
Former intern in Tractebel Engie / Coyne et Bellier, Nuclear and Industry, 5 rue du 19 mars 1962, 92622
Gennevilliers – France (jordi.alerany-canut@tpi.setec.fr)
2
Tractebel Engie / Coyne et Bellier, Nuclear and Industry, 5 rue du 19 mars 1962, 92622 Gennevilliers –
France (amanda.parisis@tractebel.engie.com)
1-Introduction
For several years, civil engineering proposes solutions increasingly safe and at the same
time designed to optimize materials. Currently, seismic design has a major importance due to
the construction of new infrastructures in seismic zones. One of the most common methods to
perform linear seismic analysis is the response spectrum design that allows estimating the seis-
mic forces applied to the structure for each vibration mode. Then each modal peak response is
combined using, for example, the complete quadratic combination (CQC) method that provides
the absolute value for each response. Finally in order to combine the different seismic directions,
most standards propose the SRSS or the Newmark’s method. Nevertheless during the process
there is a lack of information concerning the concomitance of responses and their sign. As a
consequence, it must be assumed that the maximum responses do occur simultaneously with
any possible signs and hence resulting efforts are overestimated which leads to overdesign
structures. The simultaneous peak responses’ occurrence was studied by A.K.Gupta [GUP90],
L.Leblond [LEB80] and many others, leading to the definition of an interaction ellipsoid envelop.
The Peak Response method yields an interaction ellipsoidal envelop and it’s the basis of the
following article.
In the first part of the paper, a brief introduction to this method is proposed by presenting
the major points of the method and the discretization of an ellipsoid envelop. Thus, this part will
permit to underline the main problems related to the method and the use of shell elements (Nx,
Ny, Nxy, Mx, My, Mxy, Vx, Vy) in FEM. In the second part a solution to those problems is proposed
and applied to a FEM of the EPR’s HNX (Nuclear Auxiliary Building). Then, results obtained by
the traditional method (CQC+SRSS) are compared to those obtained by Peak Response meth-
od in terms of peak and total steel reinforcement. The final part will concern convex hulls, a new
2. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
approach aiming to reduce the number of load cases that should be considered when combining
results from Peak Response method and pseudo-static loads and/or concomitant static or pseu-
do-static loads.
2-Main features of the Peak Response method
The Peak Response method is widely explained in [LEB80], [NGU12] and [ALE15] thus
the following is simply a reminder of method’s major points.
In linear seismic analyses it is usual to consider that seismic action can be likened to a
normal random variable. Then when finding the maximum value “P” of a linear combination of 2
normal random variables (NRV) “x” and “y” (with Xi and Yi the elementary maximum responses
of NRV xi and yi, with ixx and iyy so jiij XXX and jiij YYY
), Eqs (2.1a) and (2.1b) can be deduced:
1 yx (2.1a)
21 2222
YYXX
i
iiij (2.1b)
Eqs (2.1a) and (2.1b) are in fact the tangential equations to the ellipse of Eq(2.2):
12
2
222
2
222
YX
YX
Y
y
yx
YX
YX
X
x jiijjiij
(2.2)
Therefore the concomitant peak values describe an interaction ellipse in 2D (Eq(2.2)) that
will be considered as an interaction ellipsoid in N dimensions (N > 2). This elliptical domain may
be enveloped by an order 2 polyhedron defined by p x 2p
points when combining a set of “p”
parameters. This discretization can be carried out using an “α” coefficient
Figure 1. Discretization of the elliptical domain for p=2, 8 points (η, ξ: local axis) (a-b) and for
p=3 , 24 points (1/8 of the polyhedron) (c)
(c)(a) (b)
3. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
The value of “α” is always 12 for an order 2 polyhedron and it corresponds to the loca-
tion of a vertex referring to semi-major axes (λ1, λ2) of the interaction ellipse (in local axes). The
following table presents the total number of points needed to define the polyhedron envelope
depending on the number of parameters:
Table 1: Number of vertices depending on the number of parameters.
Number of parameters p 2 3 4 5 6 7 8 9 10
Number of vertices p.2p
8 24 64 160 384 896 2048 4608 10240
By applying Peak Response method to shell elements with 8 efforts (Nx, Ny, Nxy, Mx, My,
Mxy, Vx, Vy) the total number of points is 2048 which is large. Consequently these seismic load
cases must be combined with static and pseudo-static concomitant load cases, so the total
amount of load cases will easily reach more than 200.000. This number is not negligible and
should be determined for over 80.000 elements (in Nuclear Plants’ FEM).
The first way to reduce load cases is to divide the 8 efforts in two groups, the first one
(Nx,Ny,Nxy,Mx,My,Mxy) will lead to the determination of the longitudinal steel reinforcement and the
second one (Nx,Ny,Nxy,Vx,Vy) will lead to the determination of the shear steel reinforcement.
Consequently the total number of points is now 384 + 160 = 544 that is quite lower than 2048.
The steel reinforcement design for EPR’s HNX (Nuclear Auxiliary Building) performed in (3), will
take into account this division.
3-Steel reinforcement design of EPR’s HNX
The Nuclear Auxiliary Building is a reinforced concrete building 32m large, 36,5m long and
46,7m high (Fig.2). The Finite Element Model used in this part is a preliminary version of EPR’s
HNX (Nuclear Auxiliary Building). This FEM is made using ANSYS and contains mainly “Sol-
id45”, “Shell43” and “Mass21” elements, the number of shell elements is 14352. In order to sim-
plify the structure, all nodes on the base have been embedded (these nodes should be linked to
springs for modeling soil-structure interaction for a design calculation).
Steel reinforcement is determined using the traditional method CQC+SRSS and the Peak
Response method. Results taken into account are mainly peak steel reinforcements in both di-
rections and on both faces, shear reinforcements and the theoretical steel mass that should be
implemented for the load case combination analyzed.
4. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
Figure 2. Top view of the HNX Building (a) and 3D view of the FEM (b).
Loads applied to the model are the self-weight (G) using a density of 2500kg/m3
and the
response spectra presented in Fig.3 considering a damping ratio of 7% for concrete parts. Note
that in this case, response spectra have been established using Eurocode 8 (FR version) even
though Nuclear Plants should be calculated using EUR’s response spectra. Therefore the load
combination is:
EdAGaULS :. (3.1)
Steel reinforcement design is based on ETC-C AFCEN standards and it’s performed us-
ing Tractebel Engie’s internal program “Ferrail” which applies Capra-Maury method for shell’s
steel reinforcement. Concrete characteristics used for design are, fck=30MPa, γc=1,2 ; αcc=1;
steel characteristics are, fyk=500MPa, γs=1,0 ;.
Figure 3. Response spectra (EC-8; zone 3; soil class C; St=1,0; ξ=0,07).
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
0 0.5 1 1.5 2 2.5 3 3.5 4
Se(m/s²)
T(s)
Response Spectra
Horizontal spectrum
Vertical spectrum
(a) (b)
5. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
Results :
As mentionnedd, the following results correspond to longitudinal reinforcement in both di-
rections and shear reinforcement calculated applying a traditional method (CQC+SRSS) and
Peak Response method. To facilitate the understanding of the results, Fig.4 presents axes crite-
ria for steel reinforcement design. Note that steel reinforcement is determined using local axes of
shell elements.
Figure 4. Local and global axes for shell elements (a); upper and lower face depending on local
axes for shell elements (b).
(a) (b)
A1X
CQC
(cm²/m)
A1X
Peak
Response
(cm²/m)
A2X
Peak
Response
(cm²/m)
A2X
CQC
(cm²/m)
6. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
Figure 5. Steel reinforcement depending on local axes and on shell faces (CQC vs Peak Re-
sponse).
It should be emphasized that steel reinforcements presented above correspond to theo-
retical quantities, no minimal steel reinforcement quantity has been considered and no smooth-
ing or actual installed reinforcement analysis have been performed. Then using these results,
AT
Peak
Response
(cm²/m²)
A1Y
CQC
(cm²/m)
A2Y
CQC
(cm²/m)
AT
CQC
(cm²/m²)
A1Y
Peak
Response
(cm²/m)
A2Y
Peak
Response
(cm²/m)
7. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
the theoretical total amount of steel reinforcement has been determined. Fig.6 shows the differ-
ence between peak reinforcements (in cm²/m & cm²/m²) and total amount of steel (in tons).
Figure 6. Comparison of peak steel reinforcement results (a) and comparison of total mass of steel
(right) (CQC vs Peak Response).
As shown in Fig.6, Peak Response method provides a lower quantity of steel reinforce-
ment than CQC+SRSS method. In this case, peak reinforcements decreased on average 22%
while the total mass of steel is reduced by 24% using Peak Response method. However this
reduction depends on the structure and on the seismic excitation hence it is not possible to an-
ticipate the reduction percentage. The results also will be mitigated by smoothing and installed
reinforcement analysis when exploiting the reinforcement charts.
4-Convex hull approach
Usually, in linear seismic analysis some loads due to seismic excitation (hydrodynamic
pressure, dynamic earth pressure) are treated apart from dynamic analysis. These also called
pseudo-static loads are applied to FEMs as a static load for each earthquake’s direction and
then can be combined with Newmark method resulting on 24 load combinations. Afterwards
pseudo-static efforts are combined with seismic analysis efforts.
Furthermore the Peak Response results must be combined with those 24 pseudo-static
load cases so the amount of load cases to be post-processed increases dramatically, see Tab.2.
Table 2: Load cases to be considered after combining Peak Response and pseudo-static results
Parameters 2 3 4 5 6 7 8
Load cases (Peak Response) 8 24 64 160 384 896 2048
Load cases (Peak Response +Pseudo-static) 192 576 1536 3840 9216 21504 49152
0
20
40
60
80
100
120
A1x (cm²/ml) A1y (cm²/ml) A2x (cm²/ml) A2y (cm²/ml) At (cm²/m²)
Peak reinforcement ULS-a (CQC vs Peak response)
-21% -34% -15% -28%
-12%
0
100
200
300
400
500
600
700
Mtot,As (t)
Total Mass of steel reinforcement ULS-a (CQC vs
Peak response)
CQC
Peak response
-24%
(a) (b)
8. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
In addition, if variable load cases are considered, the total amount of load cases will easi-
ly reach more than 200.000. It’s therefore necessary to apply a criterion in order to reduce the
number of load cases while saving those that are dimensioning. The new approach proposed in
this paper is the convex hull (see Fig.7).
Figure 7. Convex hull applied to 384 load cases for a couple of forces (F5, F6)
The convex hull approach is currently used in many field such as architectural, medical,
and entertainment. The first algorithms appeared in the early 1970s and some permit to create
convex envelopes in 3D, nevertheless the following concerns only the 2D approach. The princi-
ple of this method is quite simple: it consists in choosing points that form a convex envelope
according to a couple of axes. Since shell efforts are processed in groups of 6 or 5 efforts, see
(2), it’s necessary to repeat this envelope according to several couple of efforts. The couple of
axes proposed for applying the convex hull are, MX-NX ; MY-NY ; MXY-MX ; NX-NXY ; NXY-MXY for 6
efforts’ group (used for longitudinal reinforcement determination) and NX-VX ; NY-VY ; VX-VY for 5
efforts’ group (used for shear reinforcement determination).
To show how accurate can this approach be, it will be applied to EPR’s HNX model ana-
lyzed in (3). Given that peak reinforcements and total mass of steel have already been calculat-
ed using all the load cases, a comparison of these results with those obtained by the convex hull
approach shall be carried out.
Results :
Once applied convex hull Tractebel Engie’s internal program “Hybrid”, only 101 load cases
are retained from 384 for 6 efforts’ group and 59 out of 160 for 5 efforts’ group. Note that is not
possible to anticipate the final number of retained load cases. Reinforcement axes definition are
presented in Fig.4.
10. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
Figure 8. Steel reinforcement depending on local axes and on shell faces (Peak Response vs
Peak Response +Conv.hull).
As said, the results above are calculated using the internal program “Ferrail” thus these
steel reinforcement values are theoretical. After comparing the results obtained by post-
processing all load cases (384 for As,long/transv and 160 for As,Shear) and those obtained applying
convex hull (101 load cases for As,long/transv and 59 load cases for As,Shear), we can observe that
both are almost identical. Peak reinforcement values are the same in both sides so to realize
what the differences are, the total mass of steel reinforcement is calculated using the results
shown in Fig.8. A summary of the results is presented in Fig.9, please note that minimal steel
reinforcement has not been considered in this paper.
Figure 9. Comparison of peak steel reinforcement results (a) and comparison of total mass of steel
(b) (Peak Response vs Peak Response +Conv.hull).
AT
Peak
Response
(cm²/m²)
AT
Peak
Response
+
Conv.Hull
(cm²/m²)
0
20
40
60
80
100
120
A1x (cm²/ml) A1y (cm²/ml) A2x (cm²/ml) A2y (cm²/ml) At (cm²/m²)
Peak reinforcement ULS-a (Peak response vs Peak
response+Conv.Hull)
0%
0%
0%
0%
0%
0.0
100.0
200.0
300.0
400.0
500.0
600.0
Mtot,As (t)
Total Mass of steel reinforcement ULS-a (Peak
response vs Peak response+Conv.Hull)
Peak response
Peak response+Conv.Hull
-0,4%
(a) (b)
11. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
Notice that convex hull provides the dimensioning load case for most part of elements ex-
cept for some of them. Nevertheless the selected load cases for these elements are closer to the
dimensioning ones so the variation of the total mass of steel reinforcement is just -0.4% (see
Fig.9-b). It must be said that it is not possible to anticipate steel reinforcement variation however
the results of this paper and in [ALE15], show that convex hull approach leads to a variation of
the total mass of steel around -0.5% which is quite low. In other words, convex hull approach
provides dimensioning load cases by the time it reduces considerably the number of load cases
that must be post-processed. For other examples of this approach, see [ALE15].
Another criterion used to choose dimensioning load cases is the max-min approach. In this ap-
proach, for shell elements, there are 26 load cases that are selected to calculate the steel rein-
forcement. Load cases are selected using the following criteria, the maximum and minimum val-
ue of NX, NY, NXY, MX, MY, MXY, VX, VY, NP, MP, VP, with:
4/2/ 22
P XYYXYX NNNNNN , 4/2/ 22
P XYYXYX MMMMMM
and 22
P YX VVV . Then the last criteria are σ(+)max, σ(+)min, σ(-)max, σ(-)min, with
5,02/)( 22
YXXYYX where σX, σY, σXY, are stress values calculated on
the upper fiber; σ(-) can be determined as σ(+) but with σX, σY, σXY, as stress values calculated
on the lower fiber. The following presents a comparison of the total mass of steel reinforcement
obtained by applying the convex hull and the max-min approach. Then we have estimated the
amount of elements for which the dimensioning load case is retained.
Figure 10. Comparison of total mass of steel (a) and Comparison of dimensioning load cases
retained (b) (Peak Response vs Peak Response +Conv.hull vs Max-Min).
0
2000
4000
6000
8000
10000
12000
14000
16000
Dimensioning Load cases
retained for long-transv.
reinforcement
Dimensioning Load cases
retained for shear.
reinforcement
Dimensioning Load cases retained for long-transv. and shear
reinforcements
ULS Peak response
ULS Peak response Conv. Hull
ULS Peak response MAX-MIN
62%
100%
6,5%
100% 100% 97%
0.0
100.0
200.0
300.0
400.0
500.0
600.0
Mtot,As (t)
Total Mass of steel reinforcement ULS-a
100% 99,6% 95,8%
(a) (b)
12. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
As shown in Fig.10, even if the number of load cases retained using max-min approach is
very low (6,5%, Fig.10-b) the value of steel reinforcement calculated is very similar to the dimen-
sioning load case (95,8%, Fig.10-a). Anyway, for this example, the convex hull approach is more
precise than the max-min approach even if both provide accurate results.
Conclusions
In this paper CQC+SRSS and Peak Response methods are compared by analyzing the
reinforced concrete HNX building. According to the results presented, the application of Peak
Response method in seismic linear analysis using response spectra can lead to an important
reduction of steel reinforcement in concrete shell elements. However this reduction depends on
the structure and the seismic excitation thus general reduction factors cannot be proposed be-
forehand. The main issue of this method concerns the huge number of seismic load cases re-
sulting from Peak Response method. In this paper, a way to overcome this problem has been
presented by using convex hull, a novel approach in civil engineering that can be applied for
static and dynamic analysis. In the last part of this paper, convex hull is used to select the load
cases that will provide a very similar steel reinforcement amount of the dimensioning ones.
References
[LEB80] Leblond, L. (1980), “Calcul sismique par la méthode modale. Utilisation des réponses
pour le dimensionnement”, Théories et méthodes de calcul N°380, 119-127 (In French).
[GUP90] Gupta, A.K. (1990), “Response Spectrum Method In Seismic Analysis and Design
Structures”, Blackwell Scientific Publication, 1990,Chapter 4, 68-82.
[NGU12] Nguyen, Q.S. and Erlicher, S. and Martin, F. (2012), “Comparison of several variants
of the response spectrum method and definition of equivalent static loads from peak re-
sponse envelopes”, 15th World Conference on Earthquake Engineering, Lisbon, Portugal,
2012, 10p.
[SMI03] Smid, M. (2003), “Computing the convex hull of a planar point set”, Lecture notes, Car-
leton University, Ottawa (Canada), 33p.
[ALE15] Alerany Canut, J., Parisis, A. and Pecker, A. (2015), “Dimensionnement sismique des
structures par la méthode des Ellipses. Application à l’Ilot Nucléaire EPR-UK”, Final
Project, Ecole des Ponts ParisTech at Paris, France (In French), 108p.
13. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
Please fill in the blanks at the end of this extended full paper (the additional blue lines
and potential page it may generate are not accounted in the number of pages)
Preference: � Poster Oral
Topic: � 1 - Advanced Materials 2 - Design and Hazard Assessment
� 3 - Civil Works Construction � 4 - Long Term Operation & Maintenance
� 5 - Dismantling of civil works & Civil Works in Hostile Environment
� 6 – Geotechnical Design & Construction & Fluid Structure Interaction
Corresponding author: Jordi.alerany-canut@tpi.setec.fr