STOCHASTIC EVALUATION OF OFFSHORE CARBON FIBRE REINFORCED CONCRETE PLATFORMS ON ALUMINUM GIRDERS


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TABLE OF CONTENTS

Title Page
Table of Contents
Abstract

CHAPTER ONE: INTRODUCTION
1.1       General
1.2       Problem statement and Justification of Study
1.2.1 Problem Statement
1.2.2 Justification of Study
1.3       Aim and Objectives
            1.3.1 Aim
            1.3.2 Objectives
1.4       Scope and Limitations
1.4.1 Scope
1.4.2 Limitations

CHAPTER TWO: LITERATURE REVIEW
2.1       Offshore Platforms and Corrosion Effect
2.2       Fibre Reinforced Polymeric Materials
2.3       Factors Affecting Marine Concrete Durability
2.4       Carbon Fibre Reinforced Plastic (CFRP)
2.5       Philosophy of Structural Reliability
2.5.1    Reliability of CFRP Decks
2.6       Reliability of Aluminium Bridge Girders
2.7       Determination of Design Loads on Fibre Deck Structures
2.7.1    Design load
2.8       Performance Criteria of Fibre Reinforced Plastics Components
2.9       Performance Objective of the CFRP Deck
2.10     General Principles in Design of Girder Structures
2.11     Statistical Parameters of Fibre Reinforced Polymeric Materials
2.12     Structural Safety
2.12.1  Safety Class
2.12.2  Partial coefficients
2.13 Probabilistic Design
2.14     The Fundamental Reliability Case of Alumadeck System
2.15     Reliability Based Design Method
2.16     Finite-Element Method
2.17     Stochastic Finite Element Method

CHAPTER THREE: METHODOLOGY
3.1       General
3.2       First Order Second Moment Reliability Method (FORM)
3.3       Parameters of the CFRP Deck
3.4       General Description
3.5       Performance Model of FRP Deck
3.5.1    Load Analysis
3.6       Performance Functions for Reliability Analysis
3.6.1    Bending Criterion

CHAPTER FOUR: RESULTS AND DISCUSSION
4.1Design Data and Specification
4.2 Design Geometry
4.2.1    Stress Pattern in the Slab Deck
4.2.2    Stress Pattern in the Slab Deck
4.2.3    Stress Pattern in the Slab Deck
4.2.4    Stress Pattern in the Slab Deck
4.2.5    Stress Pattern in the Slab Deck
4.2.6    Stress Pattern in the Slab Deck
4.2.7    Stress Pattern in the Slab Deck
4.2.8    Stress Pattern in the Slab Deck
4.2.9    Stress Pattern in the Slab Deck
4.2.10  Stress Pattern in the Slab Deck
4.3 Design Parameters Using FORM
4.4 Discussion of Results

CHAPTER FIVE: CONCLUSION AND RECOMMENDATION
5.1Conclusion
5.2 Recommendation
REFERENCES
APPENDIX




ABSTRACT

A stochastic evaluation of the performance of Carbon Fibre Offshore Plastics (CFRP) offshore platform consideringsubmerged and partially submerged environmental conditions wasanalyzed usingSwedish code,Boverket (2004). A Probability-based analysis using First Order Reliability Method (FORM) was used to determine the safety index of the deck considering varied load ratios, effective depths of the deck, and ultimate strength of Fibre Reinforced Plastics (FRP) tendons. The results generated from FORM indicates that the theoretical framework for risk assessment based on the Joint Committee for Structural Safety JCSS (2003) showed that the maximum safety index of the CFRP deck was shown to be 3.49 which is higher than the limit set by the JCSS (2003) code. Hence the deck can adequately transmit the given loading conditions when designed in accordance with Boverket (2004). Also the resultsof the Finite Elementanalysis carried out on the deck showed that the von-Mises stress was within acceptable limits, implying that the resisting moment of the CFRP deck was adequate. Hence, it is shown that the CFRP deck can be used in marine environment with increasing tidal loading as the CFRP wasalso able to resist failure due to compression. The flexural as well as shearing resistance are also within safety limits; and is about 500% greater than that of a steel reinforced concrete platform.However considering the serviceability limit state of deflection, the CFRP platforms did not show noticeable deformation in the geometry of the deck from the finite element analysis. The imposed load that can be sustained on a 150mm thick CFRP deck is 20kN/m2; while that of 200mm thick CFRP deck is 30kN/m2.




CHAPTER ONE

INTRODUCTION


1.1 General


Corrosion is a major problem on reinforcedconcrete structures especially in the case of macrocell formation, because it can cause local loss of the reinforcement cross-section inconjunction with subsequent cracking and spalling of concrete cover in the structure. With increasing deterioration,the serviceability will be impaired and the load bearing capacity decreases. The inspectionand maintenance strategies to detect such damages can be costly and economicplanning is mandatory. In off-shore structures, structural components are built to be embeddedinwater as in the case of harbours, oil rig platforms just to mention a few. It is however essential that proper design to safely carry the imposed loadingsbe considered. Mostimportantly, design for the durability and resistance to: chloride effect, salty water, de-icing salt, freeze thaw etc. must be thoroughly considered (Humphrey, 2003).

Once corrosion gets started due to chloride ingress, anodic areas can be detected throughpotential mapping. Potential mapping provides two-dimensional information about a structure.This kind of information can be used for a spatial evaluation of corroding areas. It has to be considered that potential fields are influenced by several parameters such as concretecover and resistivity, which always will have an effect on the spatial variability.

The potential consequences of the corrosion problem can be summed up in the continuous reduction in strength, stiffness, durability and designed life time of the concrete structural elements reinforced with conventional steel. Considerable percentages of many national budgets are assigned either for innovative research works that can come up with radical solutions including corrosion problem or for repair, strengthening and in some cases reconstruction of damaged concrete structures (Humphrey, 2003).....

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