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FRP-Strengthened Metallic Structures [Hardback]

(Monash University, Australia)
  • Format: Hardback, 290 pages, height x width: 234x156 mm, weight: 566 g, 30 Tables, black and white; 137 Illustrations, black and white
  • Pub. Date: 13-Sep-2013
  • Publisher: CRC Press
  • ISBN-10: 0415468213
  • ISBN-13: 9780415468213
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FRP-Strengthened Metallic StructuresLarger Image
  • Format: Hardback, 290 pages, height x width: 234x156 mm, weight: 566 g, 30 Tables, black and white; 137 Illustrations, black and white
  • Pub. Date: 13-Sep-2013
  • Publisher: CRC Press
  • ISBN-10: 0415468213
  • ISBN-13: 9780415468213
Other books in subject:
Permanent link: https://www.kriso.lt/db/9780415468213.html
Keywords:
"Preface A significant amount of metallic structures are aging. The conventional method of repairing or strengthening aging metallic structures often involves bulky and heavy plates that are difficult to fix and prone to corrosion, as well as to their own fatigue. Fibre-reinforced polymer (FRP) has great potential in strengthening metallic structures, such as bridges, buildings, offshore platforms, pipelines, and crane structures. The existing knowledge of the carbon fibre-reinforced polymer (CFRP)- concrete composite system may not be applicable to the CFRP-steel system because of the distinct difference between the debonding mechanism of the former and latter, alongside the unique failure modes for steel members and connections. Several design and practice guides on FRP strengthening of metallic structures were published in the UK, United States, Italy, and Japan. However, the following topics are not covered in detail: bond behaviour between FRP and steel, strengthening of compression members, strengthening of steel tubular members, strengthening against web crippling of steel sections, and strengthening for enhanced fatigue and seismic performance. The present book not only contains descriptions and explanations of basic concepts and summarises the research performed to date on the FRP strengthening of metallic structures, but also provides some design recommendations. Comprehensive, topical references appear throughout the book. It is suitable for structural engineers, researchers, and university students who are interested in the FRP strengthening technique"--

"This book comprehensively covers the behavior and design of fiber reinforced polymer strengthened metallic structures based on existing international research. It begins by outlining the applications, existing design guidance, and the special characteristics of FRP composites within the context of their use in the strengthening of metallic structures. It addresses the bond behavior between FRP and metal, and the strengthening of members, then looks at bending, compression and concentrated forces, and the improvement of fatigue performance. It serves as a detailed resource for engineers, researchers, and graduate students"--

Preface xiii
Acknowledgments xv
Notation xvii
Author xxv
1 Introduction 1(16)
1.1 Applications of FRP in strengthening metallic structures
1(1)
1.2 Improved performance due to FRP strengthening
2(1)
1.3 Current knowledge on FRP strengthening of metallic structures
2(9)
1.4 Layout of the book
11(1)
References
11(6)
2 FRP composites and metals 17(12)
2.1 General
17(1)
2.2 Fibre-reinforced polymer
17(2)
2.2.1 Carbon fibre-reinforced polymers
18(1)
2.2.2 Glass fibre-reinforced polymers
19(1)
2.3 Adhesives
19(2)
2.4 Cast/wrought iron, steel, and aluminium
21(3)
2.4.1 Cast/wrought iron
21(1)
2.4.2 Steel
21(1)
2.4.3 Aluminium
22(2)
2.5 Future work
24(1)
References
25(4)
3 Behaviour of the bond between FRP and metal 29(38)
3.1 General
29(1)
3.2 Testing methods
29(3)
3.2.1 Methods of bond test
29(3)
3.2.2 Methods of strain measurement
32(1)
3.3 Failure modes
32(4)
3.3.1 Typical failure modes
32(2)
3.3.2 Key parameters affecting failure modes
34(2)
3.4 Bond-slip model
36(11)
3.4.1 Strain distribution
36(1)
3.4.2 Bond-slip curves
37(5)
3.4.3 Bond-slip model
42(3)
3.4.4 Estimation of bond strength and effective bond length
45(2)
3.4.4.1 Hart-Smith (1973) model and Xia and Teng (2005) model for bond between CFRP plate and steel
45(1)
3.4.4.2 Modified Hart-Smith model (Fawzia et al. 2006) for bond between CFRP sheets and steel
46(1)
3.5 Effect of temperature on bond strength
47(7)
3.5.1 Influence of subzero temperature on bond strength
47(1)
3.5.2 Influence of elevated temperature on bond strength
48(3)
3.5.3 Theoretical analysis of effect of elevated temperature on bond
51(3)
3.6 Effect of cyclic loading on bond strength
54(1)
3.7 Effect of impact loading on bond strength
55(3)
3.7.1 Effect of impact loading on material properties
55(1)
3.7.2 Effect of impact loading on bond strength
56(2)
3.8 Durability of bond between FRP and metal
58(3)
3.9 Future work
61(1)
References
62(5)
4 Flexural strengthening of steel and steel-concrete composite beams with FRP laminates 67(54)
J.G. Teng
A. Fernando
4.1 General
67(3)
4.2 Failure modes
70(6)
4.2.1 General
70(1)
4.2.2 In-plane bending failure
71(1)
4.2.3 Lateral buckling
72(1)
4.2.4 End debonding
73(1)
4.2.5 Intermediate debonding
74(1)
4.2.6 Local buckling of plate elements
74(2)
4.3 Flexural capacity of FRP-plated steel/composite sections
76(10)
4.3.1 General
76(1)
4.3.2 FRP-plated steel sections
77(2)
4.3.3 FR P-plated steel-concrete composite sections
79(5)
4.3.3.1 Neutral axis in the concrete slab
81(2)
4.3.3.2 Neutral axis in the steel beam
83(1)
4.3.4 Effects of preloading
84(1)
4.3.5 Moment-curvature responses
85(1)
4.4 Lateral buckling
86(1)
4.5 Debonding failures
87(14)
4.5.1 General
87(1)
4.5.2 Interfacial stresses in elastic FR P-plated beams
87(3)
4.5.3 Cohesive zone modelling of debonding failure
90(2)
4.5.4 End debonding
92(3)
4.5.4.1 General
92(1)
4.5.4.2 FE modelling
92(1)
4.5.4.3 Analytical modelling
93(1)
4.5.4.4 Suppression through detailing
94(1)
4.5.5 Intermediate debonding
95(3)
4.5.6 Local buckling
98(3)
4.5.6.1 Design against flange and web buckling
98(2)
4.5.6.2 Additional strengthening against local buckling
100(1)
4.6 Other issues
101(2)
4.6.1 Strengthening of beams without access to the tension flange surface
101(1)
4.6.2 Rapid strengthening methods
101(1)
4.6.3 Fatigue strengthening
101(2)
4.7 Design recommendation
103(3)
4.7.1 General
103(1)
4.7.2 Critical sections and end anchorage
103(1)
4.7.3 Strength of the maximum moment section
104(2)
4.7.3.1 Moment capacity at in-plane failure
105(1)
4.7.3.2 Moment capacity at lateral buckling failure
105(1)
4.7.3.3 Design against local buckling
105(1)
4.8 Design example
106(7)
4.8.1 Geometric and material properties of the beam
106(1)
4.8.2 In-plane moment capacity of plated section
106(5)
4.8.3 Suppression of end debonding
111(1)
4.8.4 Design against local buckling
112(1)
4.9 Conclusions and future research needs
113(1)
References
114(7)
5 Strengthening of compression members 121(54)
5.1 General
121(1)
5.2 Methods of strengthening
121(4)
5.3 Structural behaviour
125(4)
5.3.1 Failure modes
125(4)
5.3.2 Load versus displacement curves
129(1)
5.4 Capacity of FRP-strengthened steel sections
129(17)
5.4.1 CFRP-strengthened CHS sections
129(11)
5.4.1.1 Modified AS 4100 model
129(6)
5.4.1.2 Modified EC3 model
135(3)
5.4.1.3 Design curves
138(2)
5.4.2 GFRP-strengthened CHS sections
140(1)
5.4.3 CFRP-strengthened SHS sections
141(3)
5.4.3.1 Bambach et al. stub column model
141(2)
5.4.3.2 Shaat and Pam' stub column model
143(1)
5.4.4 CFRP-strengthened lipped channel sections
144(2)
5.4.4.1 Modified EC3 stub column model
144(1)
5.4.4.2 Modified AISI-DSM stub column model
145(1)
5.4.5 CFRP-strengthened T-sections
146(1)
5.5 Capacity of CFRP-strengthened steel members
146(7)
5.5.1 CFRP-strengthened SHS columns
146(4)
5.5.1.1 Fibre model and FE analysis
146(1)
5.5.1.2 Shaat and Fam column model
147(3)
5.5.2 CFRP-strengthened lipped channel columns
150(3)
5.5.2.1 Modified EC3 column model
150(2)
5.5.2.2 Modified AISI-DSM column model
152(1)
5.6 Plastic mechanism analysis of CFRP=strengthened SHS under large axial deformation
153(5)
5.6.1 Equivalent yield stress due to CFRP strengthening
154(1)
5.6.2 Plastic mechanism analysis
155(3)
5.7 Design examples
158(10)
5.7.1 Example 1: CFRP-strengthened CHS stub column
158(3)
5.7.1.1 Solution using the modified AS 4100 model given in Section 5.4.1.1
158(2)
5.7.1.2 Solution using the modified EC3 model given in Section 5.4.1.2
160(1)
5.7.2 Example 2: CFRP-strengthened SHS stub column with local buckling
161(3)
5.7.3 Example 3: CFRP-strengthened SHS stub column without local buckling
164(1)
5.7.4 Example 4: CFRP-strengthened SHS slender column
165(3)
5.8 Future work
168(2)
References
170(5)
6 Strengthening of web crippling of beams subject to end bearing forces 175(36)
6.1 General
175(2)
6.2 Cold-formed steel rectangular hollow sections
177(9)
6.2.1 Types of strengthening
177(2)
6.2.2 Failure modes
179(1)
6.2.3 Behaviour
179(2)
6.2.4 Increased capacity
181(2)
6.2.5 Design formulae
183(3)
6.2.5.1 Design formulae for unstrengthened RHS
183(2)
6.2.5.2 Design formulae for CFRP-strengthened RHS (if web buckling governs for unstrengthened RHS)
185(1)
6.2.5.3 Design formulae for CFRP-strengthened RHS (if web yielding governs for unstrengthened RHS)
186(1)
6.3 Aluminium rectangular hollow sections
186(8)
6.3.1 Types of strengthening
186(1)
6.3.2 Failure modes
187(1)
6.3.3 Behaviour
187(2)
6.3.4 Increased capacity
189(1)
6.3.5 Design formulae
189(5)
6.3.5.1 Modified AS 4100 formulae for unstrengthened aluminium RHS
189(1)
6.3.5.2 Modified AS 4100 formulae for CFRP-strengthened aluminium RHS
189(2)
6.3.5.3 AS/NZS 1664.1 formula for web bearing capacity of aluminium RHS
191(1)
6.3.5.4 Modified AS/NZS 1664.1 formula for web bearing capacity of CFRP-strengthened aluminium RHS
192(2)
6.4 LiteSteel beams
194(5)
6.4.1 Types of strengthening
194(1)
6.4.2 Failure modes and behaviour
194(1)
6.4.3 Increased capacity
195(2)
6.4.4 Design formulae
197(2)
6.4.4.1 Modified AS 4100 formulae for unstrengthened LiteSteel beams
197(1)
6.4.4.2 Modified AS 4100 formulae for CFRP-strengthened LiteSteel beams
198(1)
6.5 Open sections
199(3)
6.5.1 Types of strengthening
199(1)
6.5.2 Failure modes and increased capacity
199(1)
6.5.3 Design formulae
200(2)
6.5.3.1 Modified Young and Hancock (2001) formulae for CFRP-strengthened channel section
200(1)
6.5.3.2 Modified AS 4100 formulae for CFRP-strengthened I-section
201(1)
6.6 Design examples
202(6)
6.6.1 Example 1 (cold formed RHS)
202(3)
6.6.1.1 Solution according to AS 4100 given in Section 6.2.5 for unstrengthened RHS
202(2)
6.6.1.2 Solution according to modified AS 4100 given in Section 6.2.5 for CFRP-strengthened RHS
204(1)
6.6.2 Example 2 (aluminium RHS)
205(2)
6.6.2.1 Solution according to modified AS 4100 given in Section 6.3.5
205(1)
6.6.2.2 Solution according to modified AS 1664.1 given in Section 6.3.5
206(1)
6.6.3 Example 3 (LiteSteel beams)
207(13)
6.6.3.1 Solution according to modified AS 4100 given in Section 6.4.4 for unstrengthened LSB
207(1)
6.6.3.2 Solution according to modified AS 4100 given in Section 6.4.4 for CFRP-strengthened LSB
208(1)
6.7 Future work
208(1)
References
208(3)
7 Enhancement of fatigue performance 211(42)
7.1 General
211(1)
7.2 Methods of strengthening
211(4)
7.3 Improvement in fatigue performance
215(3)
7.4 Fatigue crack propagation
218(2)
7.5 Prediction of fatigue life for CCT (centre-cracked tensile) steel plates strengthened by multiple layers of CFRP sheet
220(14)
7.5.1 Boundary element method approach
220(8)
7.5.1.1 Boundary element method
220(2)
7.5.1.2 BEM model of CCT steel plates strengthened by multiple layers of CFRP sheet
222(5)
7.5.1.3 BEM simulation results
227(1)
7.5.2 Fracture mechanics approach
228(6)
7.5.2.1 Fracture mechanics formulae for CCT steel plates
228(1)
7.5.2.2 Average stress in steel plate with CFRP sheet
229(2)
7.5.2.3 Effective stress intensity factor in steel plate with CFRP sheet
231(2)
7.5.2.4 Fatigue life of CCT steel plates strengthened by multiple layers of CFRP sheet
233(1)
7.6 Stress intensity factor for CCT steel plates strengthened by CFRP
234(14)
7.6.1 Existing approaches
234(2)
7.6.2 Stress intensity factor for CCT steel plates without CFRP
236(1)
7.6.3 Influence on stresses in steel plate due to CFRP
236(2)
7.6.4 Influence of crack length and CFRP bond width on SIF
238(3)
7.6.5 SIF for CCT steel plates strengthened by CFRP
241(2)
7.6.6 Influence of key parameters do SIF reduction due to CFRP strengthening
243(5)
7.7 Future work
248(1)
References
248(5)
Index 253
Prof. Xiao-Ling Zhao obtained his BE and ME from Shanghai JiaoTong University, China, both his PhD and Doctor of Engineering from The University of Sydney, while his MBA (Executive) was jointly awarded by The University of Sydney and University of New South Wales. He was appointed as chair of structural engineering at Monash University in 2001. Prof. Zhao has received fellowships from The Royal Academy of Engineering UK, Swiss National Science Foundation, Humboldt Foundation, Japan Society for Promotion of Science and Chinese "1000-talent" program. He chairs the International Institute of FRP for Construction working group on FRP Strengthened Metallic Structures.