Probabilistic Modelling of Marine Bridge Deterioration
Chloride induced corrosion of steel reinforcement is
the main cause of deterioration of reinforced concrete marine
structures. This paper investigates the relative performance of
alternative repair options with respect to the deterioration of
reinforced concrete bridge elements in marine environments. Focus is
placed on the initiation phase of reinforcement corrosion. A
laboratory study is described which involved exposing concrete
samples to accelerated chloride-ion ingress. The study examined the
relative efficiencies of two repair methods, namely Ordinary Portland
Cement (OPC) concrete and a concrete which utilised Ground
Granulated Blastfurnace Cement (GGBS) as a partial cement
replacement. The mix designs and materials utilised were identical to
those implemented in the repair of a marine bridge on the South East
coast of Ireland in 2007. The results of this testing regime serve to
inform input variables employed in probabilistic modelling of
deterioration for subsequent reliability based analysis to compare the
relative performance of the studied repair options.
[1] V. Saraswathy, and H.W. Song, Evaluation of corrosion resistance of
Portland pozzolana cement and fly ash blended cements in pre-cracked
reinforced concrete slabs under accelerated testing conditions. Materials
Chemistry and Physics, 2007. 104(2-3): p. 356-361.
[2] D. McPolin et al., Obtaining progressive chloride profiles in
cementitious materials. Construction and Building Materials, 2005.
19(9): p. 666-673.
[3] U. Angst et al., Critical chloride content in reinforced concrete -- A
review. Cement and Concrete Research, 2009. 39(12): p. 1122-1138.
[4] M. Collepardi, A. Marcialis, and R. Turriziani, The kinetics of chloride
ions penetration in concrete, in Italian. Il Cemento, 1970. No.4: p. 157-
164.
[5] G. Tosi, New Corrosion Control Legislation is Introduced in the house
and Senate. Materials Performance, 2009. November 2009: p. pp 59.
[6] K. Tuutti, Service life of structures with regard to corrosion of
embedded steel Metal Construction, 1979. 1(Compendex): p. 293-301.
[7] R.E. Weyers, Service life model for concrete structures in chloride laden
environments. ACI Materials Journal, 1998. 95(Compendex): p. 445-
453.
[8] R.E. Melchers, and C.Q. Li, Reinforcement corrosion initiation and
activation times in concrete structures exposed to severe marine
environments. Cement and Concrete Research, 2009. 39(Compendex):
p. 1068-1076.
[9] European Standard Iistitution CEN, BS EN197-1:2000, Composition,
specifications and conformity criteria for common cements 2000.
[10] European Standard Iistitution CEN, BS EN 15167-1:2006,Ground
granulated blast furnace slag for use in concrete, mortar and grout ÔÇö
Part 1: Definitions, specifications and conformity criteria 2006.
[11] European Standard Iistitution CEN, BS EN 206-1: 2000, Concrete, Part
1: Specification, Performance, production and conformity. 2000.
[12] P.C. Ryan, et al., Repair, Monitoring & Experimental Work Associated
with Ferrycarrig Bridge, in Bridge Maintenance, Safety and
Management: Proceedings of the Fifth International IABMAS
Conference, R. Sause, D. Frangopol, and C. Kusko, Editors. 2010:
Philadelphia.
[13] British Standards Institution, BS 1881-111:1983. Method of Normal
Curing of Test Specimens. 1983, HMSO London.
[14] M.D.A. Thomas, and J.D. Matthews, Performance of pfa concrete in a
marine environment--10-year results. Cement and Concrete Composites,
2004. 26(1): p. 5-20.
[15] M. Nokken, et al., Time dependent diffusion in concrete--three
laboratory studies. Cement and Concrete Research, 2006. 36(1): p. 200-
207.
[16] E. Bastidas-Arteaga et al., Probabilistic lifetime assessment of RC
structures under coupled corrosion-fatigue deterioration processes.
Structural Safety, 2009. 31(1): p. 84-96.
[17] K.K.L. So, M.M.S. Cheung, and E.X.Q. Zhang, Life-cycle cost
management of concrete bridges. Bridge Engineering, 2009.
162(September 2009 BE3): p. 103-117.
[18] K.A.T. Vu and M.G. Stewart, Structural reliability of concrete bridges
including improved chloride-induced corrosion models. Structural
Safety, 2000. 22(Compendex): p. 313-333.
[19] M.G. Stewart and Q. Suo, Extent of spatially variable corrosion damage
as an indicator of strength and time-dependent reliability of RC beams.
Engineering Structures, 2009. 31(1): p. 198-207.
[20] Q. Suo, and M.G. Stewart, Corrosion cracking prediction updating of
deteriorating RC structures using inspection information. Reliability
Engineering & System Safety, 2009. 94(8): p. 1340-1348.
[21] K.A.T. Vu and M.G. Stewart, Predicting the likelihood and extent of
reinforced concrete corrosion-induced cracking. Journal of Structural
Engineering, 2005. 131(Compendex): p. 1681-1689.
[22] S.A. Mirza and J.G. MacGregor, Variations in Dimensions of reinforced
concrete members. 1979. 105(Compendex): p. 751-766.
[23] European Standard Iistitution CEN, BS EN 1992-1-1:2004, Design of
concrete structures ÔÇö Part 1-1: General rules and rules for buildings.
2004.
[24] R.E. Melchers, C.Q. Li, and W. Lawanwisut, Probabilistic modeling of
structural deterioration of reinforced concrete beams under saline
environment corrosion. Structural Safety, 2008. 30(5): p. 447-460.
[25] D.E. Choe et al., Seismic fragility estimates for reinforced concrete
bridges subject to corrosion. Structural Safety, 2009. 31(Compendex): p.
275-283.
[26] G. Morcous, Z. Lounis, and Y. Cho, An integrated system for bridge
management using probabilistic and mechanistic deterioration models:
Application to bridge decks. KSCE Journal of Civil Engineering, 2010.
14(Compendex): p. 527-537.
[27] M.G. Stewart, and D.V. Rosowsky, Structural safety and serviceability
of concrete bridges subject to corrosion. Journal of Infrastructure
Systems, 1998. 4(Compendex): p. 146-155.
[28] D.V. Val and M.G. Stewart, Life-cycle cost analysis of reinforced
concrete structures in marine environments. Structural Safety, 2003.
25(Compendex): p. 343-362.
[29] R. McGee, Modelling of durability performance of Tasmanian bridges,
in Applications of statistics and probability in civil engineering,
Melchers RE and M. Stewart, Editors. 2000: Rotterdam: Balkema. p. p.
297-306.
[30] M.G. Stewart, and D.V. Rosowsky, Time-dependent reliability of
deteriorating reinforced concrete bridge decks. Structural Safety, 1998.
20(Compendex): p. 91-109.
[1] V. Saraswathy, and H.W. Song, Evaluation of corrosion resistance of
Portland pozzolana cement and fly ash blended cements in pre-cracked
reinforced concrete slabs under accelerated testing conditions. Materials
Chemistry and Physics, 2007. 104(2-3): p. 356-361.
[2] D. McPolin et al., Obtaining progressive chloride profiles in
cementitious materials. Construction and Building Materials, 2005.
19(9): p. 666-673.
[3] U. Angst et al., Critical chloride content in reinforced concrete -- A
review. Cement and Concrete Research, 2009. 39(12): p. 1122-1138.
[4] M. Collepardi, A. Marcialis, and R. Turriziani, The kinetics of chloride
ions penetration in concrete, in Italian. Il Cemento, 1970. No.4: p. 157-
164.
[5] G. Tosi, New Corrosion Control Legislation is Introduced in the house
and Senate. Materials Performance, 2009. November 2009: p. pp 59.
[6] K. Tuutti, Service life of structures with regard to corrosion of
embedded steel Metal Construction, 1979. 1(Compendex): p. 293-301.
[7] R.E. Weyers, Service life model for concrete structures in chloride laden
environments. ACI Materials Journal, 1998. 95(Compendex): p. 445-
453.
[8] R.E. Melchers, and C.Q. Li, Reinforcement corrosion initiation and
activation times in concrete structures exposed to severe marine
environments. Cement and Concrete Research, 2009. 39(Compendex):
p. 1068-1076.
[9] European Standard Iistitution CEN, BS EN197-1:2000, Composition,
specifications and conformity criteria for common cements 2000.
[10] European Standard Iistitution CEN, BS EN 15167-1:2006,Ground
granulated blast furnace slag for use in concrete, mortar and grout ÔÇö
Part 1: Definitions, specifications and conformity criteria 2006.
[11] European Standard Iistitution CEN, BS EN 206-1: 2000, Concrete, Part
1: Specification, Performance, production and conformity. 2000.
[12] P.C. Ryan, et al., Repair, Monitoring & Experimental Work Associated
with Ferrycarrig Bridge, in Bridge Maintenance, Safety and
Management: Proceedings of the Fifth International IABMAS
Conference, R. Sause, D. Frangopol, and C. Kusko, Editors. 2010:
Philadelphia.
[13] British Standards Institution, BS 1881-111:1983. Method of Normal
Curing of Test Specimens. 1983, HMSO London.
[14] M.D.A. Thomas, and J.D. Matthews, Performance of pfa concrete in a
marine environment--10-year results. Cement and Concrete Composites,
2004. 26(1): p. 5-20.
[15] M. Nokken, et al., Time dependent diffusion in concrete--three
laboratory studies. Cement and Concrete Research, 2006. 36(1): p. 200-
207.
[16] E. Bastidas-Arteaga et al., Probabilistic lifetime assessment of RC
structures under coupled corrosion-fatigue deterioration processes.
Structural Safety, 2009. 31(1): p. 84-96.
[17] K.K.L. So, M.M.S. Cheung, and E.X.Q. Zhang, Life-cycle cost
management of concrete bridges. Bridge Engineering, 2009.
162(September 2009 BE3): p. 103-117.
[18] K.A.T. Vu and M.G. Stewart, Structural reliability of concrete bridges
including improved chloride-induced corrosion models. Structural
Safety, 2000. 22(Compendex): p. 313-333.
[19] M.G. Stewart and Q. Suo, Extent of spatially variable corrosion damage
as an indicator of strength and time-dependent reliability of RC beams.
Engineering Structures, 2009. 31(1): p. 198-207.
[20] Q. Suo, and M.G. Stewart, Corrosion cracking prediction updating of
deteriorating RC structures using inspection information. Reliability
Engineering & System Safety, 2009. 94(8): p. 1340-1348.
[21] K.A.T. Vu and M.G. Stewart, Predicting the likelihood and extent of
reinforced concrete corrosion-induced cracking. Journal of Structural
Engineering, 2005. 131(Compendex): p. 1681-1689.
[22] S.A. Mirza and J.G. MacGregor, Variations in Dimensions of reinforced
concrete members. 1979. 105(Compendex): p. 751-766.
[23] European Standard Iistitution CEN, BS EN 1992-1-1:2004, Design of
concrete structures ÔÇö Part 1-1: General rules and rules for buildings.
2004.
[24] R.E. Melchers, C.Q. Li, and W. Lawanwisut, Probabilistic modeling of
structural deterioration of reinforced concrete beams under saline
environment corrosion. Structural Safety, 2008. 30(5): p. 447-460.
[25] D.E. Choe et al., Seismic fragility estimates for reinforced concrete
bridges subject to corrosion. Structural Safety, 2009. 31(Compendex): p.
275-283.
[26] G. Morcous, Z. Lounis, and Y. Cho, An integrated system for bridge
management using probabilistic and mechanistic deterioration models:
Application to bridge decks. KSCE Journal of Civil Engineering, 2010.
14(Compendex): p. 527-537.
[27] M.G. Stewart, and D.V. Rosowsky, Structural safety and serviceability
of concrete bridges subject to corrosion. Journal of Infrastructure
Systems, 1998. 4(Compendex): p. 146-155.
[28] D.V. Val and M.G. Stewart, Life-cycle cost analysis of reinforced
concrete structures in marine environments. Structural Safety, 2003.
25(Compendex): p. 343-362.
[29] R. McGee, Modelling of durability performance of Tasmanian bridges,
in Applications of statistics and probability in civil engineering,
Melchers RE and M. Stewart, Editors. 2000: Rotterdam: Balkema. p. p.
297-306.
[30] M.G. Stewart, and D.V. Rosowsky, Time-dependent reliability of
deteriorating reinforced concrete bridge decks. Structural Safety, 1998.
20(Compendex): p. 91-109.
@article{"International Journal of Architectural, Civil and Construction Sciences:63190", author = "P.C. Ryan and A.J. O' Connor", title = "Probabilistic Modelling of Marine Bridge Deterioration", abstract = "Chloride induced corrosion of steel reinforcement is
the main cause of deterioration of reinforced concrete marine
structures. This paper investigates the relative performance of
alternative repair options with respect to the deterioration of
reinforced concrete bridge elements in marine environments. Focus is
placed on the initiation phase of reinforcement corrosion. A
laboratory study is described which involved exposing concrete
samples to accelerated chloride-ion ingress. The study examined the
relative efficiencies of two repair methods, namely Ordinary Portland
Cement (OPC) concrete and a concrete which utilised Ground
Granulated Blastfurnace Cement (GGBS) as a partial cement
replacement. The mix designs and materials utilised were identical to
those implemented in the repair of a marine bridge on the South East
coast of Ireland in 2007. The results of this testing regime serve to
inform input variables employed in probabilistic modelling of
deterioration for subsequent reliability based analysis to compare the
relative performance of the studied repair options.", keywords = "Deterioration, Marine Bridges, Reinforced Concrete,
Reliability, Chloride-ion Ingress", volume = "5", number = "12", pages = "786-7", }
