Reliability-Based Casing Design

1995 ◽  
Vol 117 (2) ◽  
pp. 93-100 ◽  
Author(s):  
M. A. Maes ◽  
K. C. Gulati ◽  
D. L. McKenna ◽  
P. R. Brand ◽  
D. B. Lewis ◽  
...  
Keyword(s):  
Risk Analysis ◽  
Stochastic Modeling ◽  
Limit State ◽  
Design Criteria ◽  
Limit States ◽  
Gas Well ◽  
Quantitative Risk Analysis ◽  
Limit State Design ◽  
Reliability Based Design ◽  
Calibration Techniques

The present paper describes the development of reliability-based design criteria for oil and/or gas well casing/tubing. The approach is based on the fundamental principles of limit state design. Limit states for tubulars are discussed and specific techniques for the stochastic modeling of loading and resistance variables are described. Zonation methods and calibration techniques are developed which are geared specifically to the characteristic tubular design for both hydrocarbon drilling and production applications. The application of quantitative risk analysis to the development of risk-consistent design criteria is shown to be a major and necessary step forward in achieving more economic tubular design.

Reliability-Based Tubing and Casing Design: Principles and Approach

1997 ◽  
Vol 119 (4) ◽  
pp. 257-262 ◽  
Author(s):  
M. A. Maes ◽  
K. C. Gulati ◽  
P. R. Brand ◽  
D. B. Lewis ◽  
D. L. McKenna ◽  
...  
Keyword(s):  
Stochastic Modeling ◽  
Oil And Gas ◽  
Limit State ◽  
Design Principles ◽  
Gas Wells ◽  
Limit States ◽  
Risk Levels ◽  
Limit State Design ◽  
Reliability Based Design ◽  
Oil And Gas Wells

This paper describes the development of an LRFD format reliability-based design of tubulars used in oil and gas wells. The approach is based on the principles of limit state design. The paper identifies the applicable limit states of pipe performance, discusses stochastic modeling of the load and resistance variables, and describes calibration of the design check equations. The calibration considers various combinations of hardware configurations, loadings, and tubular application zones with their respective risk levels. Application of the design principles is illustrated with an example problem.

Consequence factors in the ultimate limit state design of shallow foundations

2011 ◽  
Vol 48 (2) ◽  
pp. 265-279 ◽  
Author(s):  
Gordon A. Fenton ◽  
D. V. Griffiths ◽  
Olaide O. Ojomo
Keyword(s):  
Limit State ◽  
Shallow Foundations ◽  
Resistance Factor ◽  
Shallow Foundation ◽  
Ultimate Limit State ◽  
Resistance Factors ◽  
Limit State Design ◽  
Reliability Based Design ◽  
Load And Resistance Factors ◽  
Load And Resistance Factor

The reliability-based design of shallow foundations is generally implemented via a load and resistance factor design methodology embedded in a limit state design framework. For any particular limit state, the design proceeds by ensuring that the factored resistance equals or exceeds the factored load effects. Load and resistance factors are determined to ensure that the resulting design is sufficiently safe. Load factors are typically prescribed in structural codes and take into account load uncertainty. Factors applied to resistance depend on both uncertainty in the resistance (accounted for by a resistance factor) and desired target reliability (accounted for by a newly introduced consequence factor). This paper concentrates on how the consequence factor can be defined and specified to adjust the target reliability of a shallow foundation designed to resist bearing capacity failure.

scholarly journals Experimental on the Residential Building of Earthquake Prone Areas using Shake Table Test

2019 ◽  
Vol 8 (6S4) ◽  
pp. 260-263
Keyword(s):  
Experimental Analysis ◽  
Seismic Analysis ◽  
Limit State ◽  
Residential Building ◽  
Shake Table Test ◽  
Design Criteria ◽  
Shake Table ◽  
Limit State Design ◽  
Load Combination ◽  
Real Earthquake

This paper highlights the experimental analysis on the Shake Table Test. The Shake Table is an equipment by which real earthquake conditions, forces and vibrations on any structure can be experimented, recorded and studied. When an earthquake occurs over an area it leads to the pause of the normal day to day life, havoc damages, loosing of human lives and failure of the structures. In this study the model is mounted is on the shake table and the vibrations are recorded. The Limit State Design criteria is considered from IS 456:2000 and for Seismic analysis the Load Combination is considered from IS 1893(PART-I):2002.

scholarly journals Reliability-based design of internal limit states for mechanically stabilized earth walls using geosynthetic reinforcement

2019 ◽  
Vol 56 (6) ◽  
pp. 774-788 ◽  
Author(s):  
Richard J. Bathurst ◽  
Peiyuan Lin ◽  
Tony Allen
Keyword(s):  
Reliability Index ◽  
Limit State ◽  
Closed Form Solution ◽  
Form Solution ◽  
Design Practice ◽  
Mechanically Stabilized Earth ◽  
Limit States ◽  
Reliability Based Design ◽  
Mechanically Stabilized

This paper demonstrates reliability-based design for tensile rupture and pullout limit states for mechanically stabilized earth (MSE) walls constructed with geosynthetic (geogrid) reinforcement. The general approach considers the accuracy of the load and resistance models that appear in each limit state equation plus uncertainty due to the confidence (level of understanding) of the designer at the time of design. The reliability index is computed using a closed-form solution that is easily implemented in a spreadsheet. The general approach provides a quantitative link between nominal factor of safety, which is familiar in allowable stress design practice, and reliability index used in modern civil engineering reliability-based design practice. A well-documented MSE wall case study is used to demonstrate the general approach and to compare margins of safety using different load and resistance model combinations. A practical outcome from the case study example is the observation that the pullout limit state is much less likely to control design than the ultimate tensile rupture state for walls with continuous reinforcement coverage. The more accurate “simplified stiffness method” that is used to compute tensile loads in the reinforcement under operational conditions is shown to generate a more cost-effective reinforcement option than the less accurate American Association of State Highway and Transportation Officials (AASHTO) simplified method.

Comparison of Seismic Design Provisions Using ASCE 43 With Conventional Design Based on ASCE 7 Seismic Loads

2016 ◽  
Author(s):  
Thomas W. Houston ◽  
Greg E. Mertz ◽  
Andrew Maham
Keyword(s):  
Seismic Design ◽  
Limit State ◽  
Seismic Loading ◽  
Wall Structure ◽  
Design Criteria ◽  
Performance Goals ◽  
Nuclear Facilities ◽  
Limit States ◽  
High Hazard ◽  
Target Performance

One graded approach for the design of nuclear facilities would design high hazard facilities to meet the provisions of ASCE 43 while low hazard facilities would be designed as conventional structures based on the seismic loading and design criteria in ASCE 7. In structures with an intermediate hazard it is not immediately obvious which standard provides a more conservative design. This paper presents a case study that compares the performance of an intermediate hazard structure with ASCE 7 seismic loading and criteria to the target performance goals described in ASCE 43 and DOE-STD-1020. The purposes of seismic design associated with ASCE 7 are; 1) to provide minimum design criteria for structures appropriate to their primary function and use considering the need to protect the health, safety, and welfare of the general public by minimizing the earthquake-related risk to life, and 2) to improve the capability of essential facilities and structures containing substantial quantities of hazardous materials to function during and after design earthquakes. Designs developed using the provisions of ASCE 7 are targeted to a collapse prevention limit state probability of 1% in 50 years. The goal of the earthquake provisions in ASCE 43 is to ensure that high hazard nuclear facilities can withstand the effects of earthquakes with desired performance, expressed as probabilistic Target Performance Goals and various limit, or damage, states. These Target Performance Goals range from 1×10−4 to 1×10−5 with limit states ranging from essentially linear response to short of collapse. There are requirements invoked by ASCE 7 that are different than the requirements of ASCE 43 which prevents a direct computation of performance based on comparing the seismic demand levels required by each standard. These differences include the use of building R values in ASCE 7 compared to component specific Fu values in ASCE 43, the use of different analyses methods, ASCE 7 upper bound limits on seismic forces for some components, the limitations on framing system types, among others. The effect of these differences on the performance achieved between the two standards is evaluated for the design of a reinforced concrete shear wall structure that is representative of the types of structures used in nuclear facilities.

scholarly journals Reliability of floors under impact vibration

1987 ◽  
Vol 14 (5) ◽  
pp. 683-689 ◽  
Author(s):  
Ricardo O. Foschi ◽  
Ashwani Gupta
Keyword(s):  
Limit State ◽  
Limit States ◽  
Concentrated Load ◽  
Static Loads ◽  
Finite Strip ◽  
Reliability Based Design ◽  
Set Up ◽  
Design Recommendation ◽  
Floor System ◽  
Impact Vibration

Uncomfortable vibrations is a serviceability limit state that must be taken into account in the design of residential floors. A finite strip analysis of a floor system, previously developed for static loads, is extended to dynamic problems. This analysis is applied to the problem of transient vibrations set up by a footfall impact, considering two persons on the floor: an impacter and a receiver. The floor response at the receiver's location is utilized in conjunction with human vibration tolerance data to determine a floor dynamic rating. The variability in this rating is assessed as a function of joist stiffness randomness, and a reliability-based design recommendation is developed: it limits the static deflection produced by a concentrated load of 1 kN, acting at midspan of a joist with the mean modulus of elasticity, to a maximum of 1 mm, independent of span length. Key words: vibrations, impact, floors, reliability, limit states design.

Reliability Based Design Criteria for Installation of Pipelines in the Bay of Campeche, Mexico: Part 2

2002 ◽  
Author(s):  
Robert Bea ◽  
Tao Xu ◽  
Ernesto Heredia-Zavoni ◽  
Leonel Lara ◽  
Rommel Burbano
Keyword(s):  
Limit State ◽  
Companion Paper ◽  
Design Criteria ◽  
Ultimate Limit State ◽  
Large Database ◽  
Reliability Based Design ◽  
Working Stress ◽  
Factor Design ◽  
Load And Resistance Factor ◽  
Ultimate Limit

Studies have been performed to propose reliability based design criteria for the installation of pipelines in the Bay of Campeche, Mexico. This paper summarizes formulations that were used to characterize the important Ultimate Limit State capacities of the pipelines during the installation period (collapse, bending, tension, combined, and propagating buckling). A large database of laboratory and numerical analysis ‘tests’ (more than 2,000 results) to determine pipeline capacities was assembled to help evaluate the Biases (ratio of measured/predicted capacities) in the analytical methods used to determine pipeline capacities. Given the formulations, target reliabilities, and installation demand characterizations summarized in a companion paper (Part 1), installation design criteria were developed for both Working Stress Design and Load and Resistance Factor Design formats.

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