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Journal of Failure Analysis and Prevention

, Volume 13, Issue 5, pp 634–642 | Cite as

Multi-Failure Mode Assessment of Buried Concrete Pipes Subjected to Time-Dependent Deterioration, Using System Reliability Analysis

  • M. Mahmoodian
  • A. M. Alani
Technical Article---Peer-Reviewed

Abstract

This article presents a reliability-based methodology for assessment of corrosion-affected, reinforced concrete sewers, considering serviceability and ultimate strength as limit state functions for multi-failure mode assessment. A stochastic model for system failure analysis is developed, which relates to key factors that affect concrete corrosion in a concrete sewer system in Harrogate in the United Kingdom. A time-dependent Monte Carlo simulation method is employed to quantify the probability of failure of concrete sewers with 70-cm diameter due to two categories of failure modes (serviceability and ultimate strength). Factors that affect the failure due to concrete corrosion are also studied by way of parametric sensitivity analysis.

Keywords

System reliability analysis Multi-failure mode assessment Time-dependent deterioration Concrete sewers Monte Carlo simulation Concrete durability 

List of Symbols

a

Depth of the equivalent rectangular stress block (mm)

A

Acid-consuming capability of the wall material

\( A_{\text{s}} \)

Area of tension reinforcement in length b (mm2/m)

b

Unit length of pipe (1000 mm)

\( B_{1} \)

Crack control coefficient for effect of spacing and number of layers of reinforcement

c

Average rate of corrosion (mm/year)

\( C_{1} \)

Crack control coefficient for type of reinforcement

\( d \)

Distance from compression face to centroid of tension reinforcement (mm)

\( d_{\text{b}} \)

Diameter of rebar in inner cage (mm)

[DS]

Dissolved sulfide concentration (mg/l)

\( f^{\prime}_{\text{c}} \)

Design compressive strength of concrete (MPa)

\( f_{\text{y}} \)

Design yield strength of reinforcement (MPa)

F

Crack width control factor

\( F_{\text{c}} \)

Factor for effect of curvature on diagonal tension (shear) strength in curved components

\( F_{\text{d}} \)

Factor for crack depth effect resulting in increase in diagonal tension (shear) strength with decreasing \( d \)

\( F_{\text{N}} \)

Coefficient for effect of thrust on shear strength

\( h \)

Overall thickness of member (wall thickness) (mm)

\( i \)

Coefficient for effect of axial force at service load stress

k

Acid reaction factor

J

pH-dependent factor for proportion of H2S

w

Width of the stream surface

P

Perimeter of the exposed wall

\( M_{\text{s}} \)

Service load bending moment acting on length b (N mm/m)

\( M_{u} \)

Factored moment acting on length b (N mm/m)

\( N_{\text{s}} \)

Axial thrust acting on length b, service load condition (+ when compressive, − when tensile) (N/m)

\( N_{u} \)

Factored axial thrust acting on length b (+ when compressive, − when tensile) (N/m)

S

Slope of the pipeline

t

Elapsed time

u

Velocity of the stream (m/s)

\( V_{\text{b}} \)

Basic shear strength of length b at critical section

\( {{\Upphi}} \)

Average flux of H2S to the wall

\( \phi_{\text{f}} \)

Strength reduction factor for flexure

\( \phi_{\text{v}} \)

Strength reduction factor for shear

\( \Updelta \)

Reduction in wall thickness due to corrosion (mm)

\( \Updelta_{\hbox{max} } \)

Maximum permissible reduction in wall thickness (structural resistance or limit) (mm)

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Copyright information

© ASM International 2013

Authors and Affiliations

  1. 1.School of EngineeringUniversity of GreenwichLondonUK

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