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.
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)
Fire Resistance of Materials & Structures - Assessment of Structural in a Fur...Arshia Mousavi
This document is Seyed Mohammad Sadegh Mousavi's 6th homework on assessing the structural integrity of a furniture shop after a fire. It considers 14 fire scenarios with varying fire loads and growth rates to model temperature curves within concrete columns. Temperature profiles from the modeling are compared to nondestructive test results on the columns to determine the most probable fire scenario. The residual bearing capacity of the columns is then assessed based on the correlated maximum temperatures.
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.
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.
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
Fire Resistance of Materials & Structures - Analysing the Concrete StructureArshia Mousavi
Analysing the concrete structure for the following aims:
(a) Design the critical beam sections at room temperature, by determining the reinforcement, and then evaluate the fire endurance of the beam (with reference to the fire scenario studied in Homework 2) by means of the 500°C isotherm method. Both the static and the kinematic approach should be applied, and the differences between the two should be commented.
To ensure the ductility requirements at room temperature, the relative depth of the compression zone must not be larger than x/d = 0.40.
* Let us assume that the central column is removed: the new section and the corresponding structural scheme are indicated in the figure below. The total depth h2 becomes 60 cm.
(b) Repeat step (a) for the new section and structural scheme, and comment on the possible interaction with the boundaries.
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.
IRJET - Comparison of Seismic Behavior of Multi-Storey Structure with Com...IRJET Journal
This document compares the seismic behavior of multi-storey structures with composite columns and reinforced concrete columns. Three models are analyzed: a normal reinforced concrete building, a building with composite tube sections in the columns, and a building with I-sections and rebar in the columns. The models are analyzed using ETABS software and time history data from a 2009 earthquake. Parameters like base shear, storey drift, displacement, stiffness, and overturning moment are compared. The results show that the reinforced concrete model performs poorer in terms of base shear, drift, displacement, and stiffness compared to the composite column models. The I-section column model performs best by having the lowest base shear and drift values.
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)
Fire Resistance of Materials & Structures - Assessment of Structural in a Fur...Arshia Mousavi
This document is Seyed Mohammad Sadegh Mousavi's 6th homework on assessing the structural integrity of a furniture shop after a fire. It considers 14 fire scenarios with varying fire loads and growth rates to model temperature curves within concrete columns. Temperature profiles from the modeling are compared to nondestructive test results on the columns to determine the most probable fire scenario. The residual bearing capacity of the columns is then assessed based on the correlated maximum temperatures.
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.
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.
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
Fire Resistance of Materials & Structures - Analysing the Concrete StructureArshia Mousavi
Analysing the concrete structure for the following aims:
(a) Design the critical beam sections at room temperature, by determining the reinforcement, and then evaluate the fire endurance of the beam (with reference to the fire scenario studied in Homework 2) by means of the 500°C isotherm method. Both the static and the kinematic approach should be applied, and the differences between the two should be commented.
To ensure the ductility requirements at room temperature, the relative depth of the compression zone must not be larger than x/d = 0.40.
* Let us assume that the central column is removed: the new section and the corresponding structural scheme are indicated in the figure below. The total depth h2 becomes 60 cm.
(b) Repeat step (a) for the new section and structural scheme, and comment on the possible interaction with the boundaries.
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.
IRJET - Comparison of Seismic Behavior of Multi-Storey Structure with Com...IRJET Journal
This document compares the seismic behavior of multi-storey structures with composite columns and reinforced concrete columns. Three models are analyzed: a normal reinforced concrete building, a building with composite tube sections in the columns, and a building with I-sections and rebar in the columns. The models are analyzed using ETABS software and time history data from a 2009 earthquake. Parameters like base shear, storey drift, displacement, stiffness, and overturning moment are compared. The results show that the reinforced concrete model performs poorer in terms of base shear, drift, displacement, and stiffness compared to the composite column models. The I-section column model performs best by having the lowest base shear and drift values.
LT Calcoli poster at symposium on fusion technology SOFT 2010L.T. Calcoli s.r.l
LT Calcoli poster at symposium on fusion technology SOFT 2010.
https://www.youtube.com/watch?v=UP0JSVwUWZg
Check out the SOFT 2018 participation by following us at
https://twitter.com/LTCalcoli
https://www.linkedin.com/company/l.t.-calcoli-s.r.l./
This document contains calculations for wind loading on a steel lighting column according to EN 40-3-1:2013. It provides geometric data for 8 sections of the column and calculates the wind pressure, speed, and horizontal force on each section. The calculations are based on assumptions about topography, material properties, and the mass of the structure. Key parameters like exposure coefficient, characteristic wind pressure, and shape coefficient are determined for wind load analysis.
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.
IRJET- Effect of Core Wall on Torsional and Dynamic Behaviour of High –Rise F...IRJET Journal
This document discusses the effect of core walls on the torsional and dynamic behavior of high-rise flat slab structures. It analyzes 4 models of a 240m tall building with different structural systems using equivalent static and time history dynamic analysis. The models include a beam-slab system, flat slab system without a core wall, and flat slab systems with core walls in different locations. Results show that core walls can induce additional torsional effects and affect displacement, drift and vibration characteristics, especially with increased floor height. Therefore, additional structural elements like outriggers are necessary to limit responses in tall flat slab buildings.
Design of G+8 RCC Training Institute & Hostel Blockjeyanthi4
The building is located in seismic zone V and the basic wind speed in this location is 55m/s. The preliminary gravity and lateral load analysis are carried out manually for a typical 2D frame and compared with software results. The member sizes for beams and columns were found out from the preliminary manual analysis and design. 3D finite element modeling was carried out in ETABS for the building. Based on the analytical results (moment, shear force), the member sizes are finalized and design was carried out as per the codes IS 456, SP16, IS 13920. Ductile design and detailing is carried out as per IS 13920 & SP34.
Graduation Project (DESIGN AND ANALYSIS OF MULTI-TOWER STRUCTURE USING ETABS).khaledalshami93
The document describes the design and analysis of a multi-tower structure using ETABS software. It includes sections on the project location, modeling and analysis of the structure using ETABS, structural design including shear wall and beam design, post-tensioned slab design, construction management and risk assessment. The overall purpose is to analyze and design a multi-tower structure consisting of a hotel tower and office tower located in Amman, Jordan.
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.
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 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.
Wind Analysis and Design of G+11 Storied Building using STAAD-ProIRJET Journal
This document presents a study analyzing wind loads on a G+11 storied reinforced concrete building using STAAD-Pro software. A 3D model of the building was created in STAAD-Pro based on specified dimensions and material properties. Wind loads were estimated according to Indian code IS 875 (Part 3)-1987, taking into account basic wind speed, zone factor, and height factor. Static analysis was performed considering dead load, live load, and wind load. Results found that deflection and forces increased with height and were highest under wind load in the x-direction. The study concluded wind loads are more critical for tall structures and designs should consider loads in both directions to determine critical forces.
This document provides an overview of load calculations according to Eurocode standards. It discusses gravity loads such as self-weight, imposed loads, and snow loads. It also examines wind loads and outlines the 17 stages to calculate wind actions, including determining basic wind speed, exposure factors, internal and external pressure coefficients, and resulting wind forces. Load combinations are presented according to Eurocode 0 for different design situations.
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.
(1) The document provides calculations to determine the required base plate thickness for a column base connection according to Eurocode standards. It includes input parameters such as column forces, material properties, bolt sizes and locations.
(2) Three equations are solved simultaneously to determine the maximum pressure under the base plate, tension in the hold down bolts, and active concrete area.
(3) The calculated pressure and bolt tension exceed design values, requiring a redesign of the base plate length/width or use of higher strength concrete.
(4) The minimum required base plate thickness is then calculated based on the design bending moment and material yield strength.
The document discusses structural fire safety design approaches for tunnels, focusing on system-level considerations. It describes key aspects of tunnel geometry and ventilation systems. Numerical modeling is presented as an essential tool for performance-based design, allowing evaluation of different structural solutions against defined safety and performance objectives. Consideration of both structural and thermal behavior, as well as their interaction over time, is important for accurately assessing structural performance under fire conditions.
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.
laundry murah meriah yang ada di batam
hanya dengan uang 7000 pakaian anda akan bersih dan wangi
kami juga menerima jasa antar jemput GRATIS...!!!
no 081536469632
line ryangifari12345678
Community Resilience Mentorship InitiaiveSonny Neale
The document provides details on the Community Resilience Mentorship Initiative (CRMI) scoping project. The CRMI aims to identify, access, and mobilize wisdom and experience from past natural disasters in Australia through mentor/mentee relationships. It was designed by stakeholders from government agencies, non-profits, and communities to address the gap of lost experience and wisdom after disasters. The proposed model includes multi-year funding, hosting by a non-government organization, and governance by a steering committee of emergency management organizations and community representatives. Mentors would support mentees facing recovery challenges to empower self-directed recovery processes. The scoping project found the CRMI could help leverage existing knowledge, support indigenous recovery, and augment
Este documento fornece um plano de atividades para a leitura orientada do livro "A girafa que comia estrelas" com alunos do 2o ano. O plano inclui 8 sessões com diversas atividades como pesquisar sobre o autor José Eduardo Agualusa, antecipar a história, ler e discutir partes selecionadas, ilustrar personagens, prever eventos, resumir a história e elaborar cartazes sobre conservação da água. O objetivo é promover a compreensão e apreciação do livro recom
This document summarizes esophageal perforation and injuries. It discusses the etiology, which is most commonly due to instrumentation. Clinical features depend on time since injury and location, but often include chest pain, fever, and tachycardia. Diagnosis involves imaging like chest X-rays, contrast esophagrams, and CT scans. Treatment involves initial resuscitation, followed by either non-operative management using ICU care, CT-guided drainage, or nasogastric washing. Surgery aims to thoroughly debride and repair the perforation, sometimes using T-tube drainage or stent placement. Prognosis depends on early diagnosis and treatment.
Vikram Pawah new BMW India Head - Press ReleaseRushLane
Mr. Vikram Pawah has been appointed as the new President of BMW Group India, replacing Mr. Frank Schloeder who will return to BMW Group headquarters in Germany. Mr. Pawah brings over 25 years of experience in the automotive industry, including positions at Honda Cars India and Australia and most recently as Managing Director of Harley-Davidson India. Mr. Schloeder served over 3 years as Director of Marketing and acting President of BMW Group India, during which time the company increased sales and market share in the Indian luxury car segment.
The document discusses the nature and properties of light. It covers early theories on light as particles (Newton) and waves (Huygens). Maxwell's electromagnetic theory unified electricity, magnetism and light. The electromagnetic spectrum is introduced. Common light sources include the sun and artificial lamps. Materials can transmit, scatter, or absorb light depending on whether they are transparent, translucent, or opaque. Light interacts with materials through reflection, absorption, refraction, polarization and scattering. Key characteristics of light discussed are brightness, which depends on source and distance, and luminous intensity measured in candelas.
LT Calcoli poster at symposium on fusion technology SOFT 2010L.T. Calcoli s.r.l
LT Calcoli poster at symposium on fusion technology SOFT 2010.
https://www.youtube.com/watch?v=UP0JSVwUWZg
Check out the SOFT 2018 participation by following us at
https://twitter.com/LTCalcoli
https://www.linkedin.com/company/l.t.-calcoli-s.r.l./
This document contains calculations for wind loading on a steel lighting column according to EN 40-3-1:2013. It provides geometric data for 8 sections of the column and calculates the wind pressure, speed, and horizontal force on each section. The calculations are based on assumptions about topography, material properties, and the mass of the structure. Key parameters like exposure coefficient, characteristic wind pressure, and shape coefficient are determined for wind load analysis.
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.
IRJET- Effect of Core Wall on Torsional and Dynamic Behaviour of High –Rise F...IRJET Journal
This document discusses the effect of core walls on the torsional and dynamic behavior of high-rise flat slab structures. It analyzes 4 models of a 240m tall building with different structural systems using equivalent static and time history dynamic analysis. The models include a beam-slab system, flat slab system without a core wall, and flat slab systems with core walls in different locations. Results show that core walls can induce additional torsional effects and affect displacement, drift and vibration characteristics, especially with increased floor height. Therefore, additional structural elements like outriggers are necessary to limit responses in tall flat slab buildings.
Design of G+8 RCC Training Institute & Hostel Blockjeyanthi4
The building is located in seismic zone V and the basic wind speed in this location is 55m/s. The preliminary gravity and lateral load analysis are carried out manually for a typical 2D frame and compared with software results. The member sizes for beams and columns were found out from the preliminary manual analysis and design. 3D finite element modeling was carried out in ETABS for the building. Based on the analytical results (moment, shear force), the member sizes are finalized and design was carried out as per the codes IS 456, SP16, IS 13920. Ductile design and detailing is carried out as per IS 13920 & SP34.
Graduation Project (DESIGN AND ANALYSIS OF MULTI-TOWER STRUCTURE USING ETABS).khaledalshami93
The document describes the design and analysis of a multi-tower structure using ETABS software. It includes sections on the project location, modeling and analysis of the structure using ETABS, structural design including shear wall and beam design, post-tensioned slab design, construction management and risk assessment. The overall purpose is to analyze and design a multi-tower structure consisting of a hotel tower and office tower located in Amman, Jordan.
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.
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 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.
Wind Analysis and Design of G+11 Storied Building using STAAD-ProIRJET Journal
This document presents a study analyzing wind loads on a G+11 storied reinforced concrete building using STAAD-Pro software. A 3D model of the building was created in STAAD-Pro based on specified dimensions and material properties. Wind loads were estimated according to Indian code IS 875 (Part 3)-1987, taking into account basic wind speed, zone factor, and height factor. Static analysis was performed considering dead load, live load, and wind load. Results found that deflection and forces increased with height and were highest under wind load in the x-direction. The study concluded wind loads are more critical for tall structures and designs should consider loads in both directions to determine critical forces.
This document provides an overview of load calculations according to Eurocode standards. It discusses gravity loads such as self-weight, imposed loads, and snow loads. It also examines wind loads and outlines the 17 stages to calculate wind actions, including determining basic wind speed, exposure factors, internal and external pressure coefficients, and resulting wind forces. Load combinations are presented according to Eurocode 0 for different design situations.
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.
(1) The document provides calculations to determine the required base plate thickness for a column base connection according to Eurocode standards. It includes input parameters such as column forces, material properties, bolt sizes and locations.
(2) Three equations are solved simultaneously to determine the maximum pressure under the base plate, tension in the hold down bolts, and active concrete area.
(3) The calculated pressure and bolt tension exceed design values, requiring a redesign of the base plate length/width or use of higher strength concrete.
(4) The minimum required base plate thickness is then calculated based on the design bending moment and material yield strength.
The document discusses structural fire safety design approaches for tunnels, focusing on system-level considerations. It describes key aspects of tunnel geometry and ventilation systems. Numerical modeling is presented as an essential tool for performance-based design, allowing evaluation of different structural solutions against defined safety and performance objectives. Consideration of both structural and thermal behavior, as well as their interaction over time, is important for accurately assessing structural performance under fire conditions.
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.
laundry murah meriah yang ada di batam
hanya dengan uang 7000 pakaian anda akan bersih dan wangi
kami juga menerima jasa antar jemput GRATIS...!!!
no 081536469632
line ryangifari12345678
Community Resilience Mentorship InitiaiveSonny Neale
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Every industry focus to build and improve the
chimney to create the eco-friend organization as well as to
satisfy the strict environmental board.
IS: 4998 criteria for design of reinforced concrete chimneys
is using working stress method for chimney designing.
There are some limitations of working stress method. Also
the designing is difficult involving lengthy, cumbersome
and iterative computational effort.
So we should recognize this problem and we should use
some time saving techniques like interaction envelopes to
optimize the structural design.
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analyzed and designed by working stress method and limit
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TINCE2016 - Post-Fukushima seismic re-assessment of French Reactor Building ...Gildas POTIN
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h
m
Seg-
ment
Segment
Length
m
X1
mm
X2
mm2
Total
X2
mm2
X3
mm2
Weighted
Avg.
Thickness
mm
Volume of
concrete
m3
1. The document presents an analysis of optimizing the cost of reinforced concrete chimneys through the use of interior point methods in MATLAB.
2. The objective is to minimize total construction cost subject to constraints related to stresses, reinforcement percentages, and bearing capacity. Design variables include segment thicknesses, vertical and horizontal reinforcement amounts.
3. The optimization was run for a 66m chim
Seismic Performance Study on RC ChimneyIRJET Journal
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IRJET- Lateral Stiffness of Framed Structures for Lateral LoadsIRJET Journal
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Mechanical Design and Analysis of Steel Stack by Varying its Height with Cons...IRJET Journal
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Development and application of explicit methods in OpenSees for collapse simu...openseesdays
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Earthquake analysis on 2 d rc frames with different aspect ratios of masonry ...eSAT Journals
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A COMPARATIVE STUDY OF BS8110 AND EUROCODE 2 STANDARDS FOR DESIGN OF A CONTIN...IAEME Publication
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Building occupants’ comfort assessment in the PBWE frameworkFranco Bontempi
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TINCE2016 - Estimate of cracking and leaking rate of VERCORS mock-up - R. Vénier, L. Simeoni, A. Brison, R. Ragouin
1. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
Full paper Submission, TINCE-2016
Paris (France), September 5th
– 9th
, 2016
Estimate of cracking and leaking rate of VERCORS mock-up
Romain Vénier1
, Laure Simeoni2
, Antoine Brison3
and Romain Ragouin4
1
Project engineer and project leader, Dept. of Nuclear and Industrial structures, Tractebel Engie
– Coyne et Bellier, Lyon, France, (romain.venier@tractebel.engie.com)
2
Project engineer and project leader, Dept. of Nuclear and Industrial structures, Tractebel Engie
– Coyne et Bellier, Lyon, France (laure.simeoni@tractebel.engie.com)
3
Project engineer and project leader, Dept. of Nuclear and Industrial structures, Tractebel Engie
– Coyne et Bellier, Lyon, France (antoine.brison@tractebel.engie.com)
4
Project engineer and project leader, Dept. of Nuclear and Industrial structures, Tractebel Engie
– Coyne et Bellier, Lyon, France (romain.ragouin@tractebel.engie.com)
Introduction
The VERCORS project (French acronym for “Realistic verification of the behaviour of reac-
tor containments”) consists in designing and building a 1/3 scaled mock-up of the inner contain-
ment of a French nuclear reactor of type “P’4”. The mock-up is a prestressed-concrete building
dedicated to research purposes [MAS13]. Its overall dimensions are: height 25 m, diameter 15
m, thickness of cylinder wall 0.40 m.
Figure 1. Cross section of the VERCORS mock-up
2. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
A first benchmark was organized by EDF with three themes proposed:
1. Early-age behaviour of gusset zone of the containment;
2. Containment history: prediction of deformations, stresses and cracking history of the
whole containment during prestressing and first pressure test;
3. Leakage: estimate of air leakage during pressure test at the pressure peak of 5,2 bars
absolute
The paper deals with calculations carried out by Tractebel Engie – Coyne et Bellier for
themes 2 and 3. As regards results, we focus on cracking and leaking rate.
Model
ANSYS 11.0 software is used for modelling, calculations and post processing.
A finite element model is built, based upon construction drawings [ETP14]. Gusset, cylin-
drical wall, dome belt, dome, equipment hatch and personal hatch are modelled with solid ele-
ments. In typical zones, containment and dome are meshed with five elements in the thickness.
Global view Top view
Figure 2. Views of finite element model
Real routing of prestressing system (according to drawings) is discretised, using specific
software developed internally. Figures below show 3D plots of tendon layout.
3. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
Gamma tendons Horizontals tendons
Verticals tendons Dome tendons
Figure 3. Views of tendon layout of VERCORS mock-up
All steel rebars are also modelled, according to construction drawings.
4. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
Hatch view Top containment view
Figure 4. Views of steel reinforcement of VERCORS mock-up
Steel rebar and tendons discretisation are superimposed to the finite element model. In-
ternal software is used to determinate ratio of steel (rebars and tendons) going through each
concrete element. Then actual steel reinforcement pattern and prestressing tendons (cross sec-
tion and orientation) are taken into account via SOLID65 elements capabilities. There are no
specific steel rebar or prestressing element in finite element model of the VERCORS contain-
ment.
Sleeve of hatches are modelled with SHELL41 elements (3D-membrane-shell-4-node el-
ements).
The mesh is regular; the model has 39139 volume elements and 204 shell elements.
Hypotheses considered for calculations
For concrete and steel reinforcement and tendons mechanical characteristics, construction
data from site given by EDF are used (mean values). As regards concrete modulus, a creep
coefficient is taken into account, derived from creep strains studied (based on sample results
given by EDF).
Prestress losses are estimated in compliance with:
- Real routing of tendons and of course their deviations due to penetrations;
- Behaviour of material including creep and shrinkage deformations of concrete, and
steel relaxation of prestressing tendons.
Net tendon tension is computed at every point of every tendon. Thus, forces correspond-
ing to exact location of tendon discretized points are automatically computed at nearest points of
concrete volume elements, and then applied as a load to these points.
Concrete lifts are not modelled.
Gusset lower face is considered embedded in common raft: at level z = - 1.00 m, dis-
placements are set equal to zero, ux = uy = uz = 0.
No thermal computation is carried out (no thermal gradient taken into account).
5. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
Main characteristics considered are gathered in the table below.
Table 1. Main mechanical characteristics considered
Value Unit
Concrete
Young’s modulus E 20 500 MPa
Poisson’s ratio 0,2 -
Density 2500 kg.m-3
Thermal expansion
coefficient 1,17 10-5
°K-1
28-day concrete
compressive
strength 47,3 MPa
Steel rebars and
metallic hatches
Young’s modulus E 200 000 MPa
Poisson’s ratio 0,3 -
Density 7850 kg.m-3
Thermal expansion
coefficient 1,2 10-5
°K-1
6. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
Figure 5. Example of tension computed along two horizontal tendons
Computation methodology
Mechanical effects modelled are dead weight, creep and shrinkage at average prestress-
ing date, prestressing forces along every tendon, pressure (5,2 bar abs.). These actions are ap-
plied successively to the model, in order to remain coherent with what has been applied to the
real structure.
Cracking pattern at each step is calculated via an actual reinforced-concrete behaviour
computation, concrete behaviour law being set up at the beginning of the calculation.
Non-linear computation lasts 29 hours on a classic computer dedicated to finite element
calculations.
Main results: cracking
Stresses and strains are available at all nodes and all elements of the model, at all sub-
step required by benchmark rules (after dead weight, after creep and shrinkage [= before pre-
stressing], after prestressing [= before pressure test], at the peak of pressure test).
For theme 2, crack openings are estimated at each step as follows. Stresses are integrat-
ed in typical zones of the containment, giving normal efforts and bending moments on a typical
reinforced-concrete section. A reverse calculation leads to stresses in rebar, and via [ECO05]
formulae crack openings and spacings are computed. Total length of cracks in each zone is then
computed.
Results are gathered in tables below.
Table 2. Inner face cracks (include through cracks)
Area Total length (m) Max opening (mm) Spacing (m)
Gousset 19,32 0,061 0,173
Hatch area 0 0 0
7. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
Cylindrical part (wall) 6,58 0,052 0,237
Dome 0 0 0
Table 3. Outer face cracks (include through cracks)
Area Total length (m) Max opening (mm) Spacing (m)
Gousset 37,48 0,113 0,184
Hatch area 109,55 0,438 0,265
Cylindrical part (wall) 13,69 0,013 0,219
Dome 0 0 0
Plots of cracking pattern after at pressure 5,2 bar absolute are as follows.
Containment view Dome view
Figure 6. Percentage of cracking for each element of finite element model, at peak of pressure
test
Main results: leaking rate
To estimate the leaking rate, main steps of the methodology we follow are detailed below.
As a first step, values of total strains are extracted for each element of the finite element
model.
Secondly the equivalent geometric permeability of each element is calculated with a for-
mula:
keq = f( ) (1)
This formula is extracted from samples studied within thesis [MIV96]. Air permeability as-
says were realised on five reinforced concrete samples submitted to traction, the results of which
are analysed in reference [DAL04]. Two laws which represent this relation are established: one
is exponential and the other is affine.
8. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
Exponential law:
keq = a b
10-13
m², is the strain in % (2)
Linear law:
keq = (A + B) 10-13
m², is the strain in % (3)
Coefficients a, b, A and B can be deduced form interpretation of tests realised within thesis
[MIV96].
A minimal permeability kmin is taken into consideration.
Figure 7. Permeability of concrete according to strain
In our calculation we use the linear law. Coefficients A, B and kmin are determined form de-
tailed analyses of thesis [MIV96] and form our past experiences.
In a third step we estimate the leaking rate. The estimation is based on the porous medium
analytic formula, giving the mass flow by square meter of surface, in kg s-1
m-2
:
h
ppk
RT
M
Q ei
moy
22
2
(4)
With:
Dynamic viscosity (Pa.s)
k Geometric permeability (m2
)
R Perfect gas constant (J.K-1
)
M Molar mass of the fluid (kg)
h Thickness of wall (m)
pi Inner pressure (Pa)
pe Outer pressure (Pa)
Tmoy Mean temperature of fluid in the thickness of the wall h (K)
k
(m²)
(%)
kmin
k = a b
10-13k = (A + B) 10-13
9. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
For finite elements calculation, a formal analogy is done between the equation (4) and the
heat equation by conduction in a material:
Q = T/ x (5)
To quantify the leaking rate of VERCORS mock-up, a thermal finite elements model is
used and next steps are as followed:
- calculation of mean values of principal stains: 1, 2, 3 of each volumetric element;
- determination of the principal strains 1’, 2’, 3’ for each element in local coordinated
system;
- evaluation of local permeabilities k1 1’), k2 2’), k3 3’) (with an orthotropy hypothe-
sis).
The finite element model used for this thermal calculation is geometrically the same as the
one used for mechanical calculations. SOLID65 elements are replaced by SOLID90 elements,
which are typical volume elements used for thermal calculation, and thermal conductivities of
each element are input as local permeability.
Results are given in table below (in Nm3
/h).
Table 4. Calculated leaking rate of VERCORS mock-up
Global air leakage prediction at the 5,2 bar peak (Nm3
/h) 82,7
Area
gusset 1,8
hatch area 4,1
cylindrical part (wall) 60,7
dome 17,4
Overview of experimental results and discussion
VERCORS mock-up was built between July 2014 and April 2015. Presstressing occurred
between May 2015 and August 2015, and first pressure test was carried out in November 2015.
Experimental results of the first pressure test (measured temperatures, stresses, strains,
cracking, leaking rate) were given to the benchmark participants at the beginning of 2016.
As regards cracking, we decided to use [ECO05] formulae, known to lead to overestima-
tions of cracking but widely used in civil work studies – and which use is mandatory for new pro-
jets in Europe. Other refined formulae (Model Code 2010 for example) could have led to a more
accurate estimate of total amount of cracks (see tables below).
Besides, throughout our calculation many crushed elements appear after prestressing and
at the pressure peak in the hatch area, leading to important crack lengths and openings in this
zone. This phenomenon, compared to the real behaviour of the hatch area, has not been further
studied yet.
10. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
Table 5. Outer face cracks (include through cracks): actual and calculated values
Area Total length (m) Max opening (mm)
Gousset 37,48 0,113
Hatch area 109,55 0,438
Cylindrical part (wall) 13,69 0,013
Dome 0 0
Gousset 24,63 0,100
Hatch area 0 0
Cylindrical part (wall) 0 0
Dome 13,73 0,100
As regards leaking rate, many hypotheses can alter final results: actual material character-
istics, temperature, concrete defaults considered or not, permeability law etc. This can explain
the differences between real air leakage rate during pressure test and in our calculations (see
table below).
Table 6. Leaking rate of VERCORS mock-up: actual and calculated distributions
Global air leakage prediction at the 5,2 bar peak (Nm3
/h) 7,7 82,7
Area
gusset 56 % 1 %
hatch area 15 % 5 %
cylindrical part (wall) 25 % 73 %
dome 4 % 21 %
It also has to be noticed that we decided to set a minimal permeability kmin based on the
behaviour of a Belleville inner containment for our calculation. If we had followed Mivelaz studies
[MIV96], global leaking rate computed would have been Q = 35 Nm3
/h, closer to the actual val-
ue.
Still, we cannot imagine, with data given to the benchmark participants, how one calculator
could have managed to get the correct qualitative distribution of the leak, and especially the fact
that the gusset is the zone leaking the most.
References
[MAS13] Masson, B. and Alliard, P.-M. (2013), Objectives and design of the new experimental
program VERCORS based on a 1/3 scaled PWR containment building, Technical Innova-
tion in Nuclear Civil Engineering (TINCE 2013)
[MIV96] Mivelaz, P. (1996), Etanchéité des structures en béton armé, EPFL academic thesis no.
1539
[DAL04] Dal Pont, S. (2004), Lien entre la perméabilité et l’endommagement dans les bétons à
haute température, ENPC academic thesis
[ETP14] Eiffage construction drawings (formwork, reinforcement, prestressing)
11. 3rd
Conference on Technological Innovations in Nuclear Civil Engineering
TINCE 2016, Paris 5th
to 9th
September
[ECO05] Eurocode 2 EN 1992-1-1
Please fill in the blanks at the end of this extended abstract (the additional blue lines and
potential page it may generate are not accounted in the number of pages)
Preference: Poster X 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
X 7 - Special session VERCORS
Corresponding author: romain.venier@gdfsuez.com