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1 Table of content of printouts: Introduction Materials and Properties of Polymer Matrix Composites Mechanics of a Lamina Laminate Theory Ply by Ply Failure Analysis FRP Strengthening of Metallic Structures Externally Bonded FRP Reinforcement for RC Structures: Introduction and Basics Flexural Strengthening Strengthening in Shear Column Confinement FRP Strengthening of Masonry FRP Strengthening of Timber Structures Design of Flexural Post-Strengthening of RC: Swiss Code 166 and Other Codes/Guidelines Design of FRP Profiles and all FRP Structures An Introduction to FRP Reinforced Concrete Monitoring and Testing of Civil Engineering Structures Composite Manufacturing Testing Methods

2 Externally bonded FRP reinforcement for RC structures: post strengthening Book Composite for Construction, L. C. Bank, Chapter 8

3 Reasons for strengthening Deterioration due to ageing Crashing of vehicles into bridge components Degradation such as corrosion of steel reinforcement Poor initial design and/or construction Lack of maintenance Accidental events such as earthquakes Increase in service loads Change to the structural system Large crack widths Large deformations

4 Advantages of FRP as compared with steel Low weight and therefore easier application Unlimited availability in FRP sizes Very flexible during installation High strength (although this strength cannot be exploited in unstressed applications) Good fatigue resistance Immunity to corrosion Life cycle cost can be competitive to steel

5 Disadvantages Performance under elevated temperatures Effect of UV radiation Application of FRP and adhesives need qualified personnel Adhesives are dangerous for people and environment Material behaviour: linear elastic to failure

6 Strengthening materials are available mainly in following forms: UD-Strips (thickness appr. 1 mm) made by pultrusion, Flexible sheets or fabrics (in one or two directions) and sometimes preimpregnated with resin. 6 (GPa) 4 CFRP AFRP GFRP 2 Mild steel

7 FRP Strengthening may replace: Steel plate strengthening, Concrete cast in-place or shotcrete jackets around existing elements, Steel jackets.

8 FRP-Strengthening Applications Type Application Fibre Dir. Schematic Flexural Tension and/or side face of beam Along long. axis of beam Section Shear Side face of beam (u-wrap) Perpendicular to long. axis of beam Section Confinement Around column Circumferential Section

9 Typical FRP applications as strengthening material: Flexural strengthening of slab (strips, sheets), Flexural strengthening of beam (strips, sheets, fabrics), Shear strengthening of beam (angles, sheets, fabrics), Shear strengthening and confinement of column (sheets, fabrics, shells), Wrapping of concrete tank (sheets, fabrics), Shear strengthening of beam-column joint (strips, sheets, fabrics).

10 FRP Materials Wet lay-up Used with flexible sheets Saturate sheets with epoxy adhesive Place on concrete surface Installation Techniques Epoxy Roller Resin acts as adhesive AND matrix

11 FRP Materials Installation Techniques Pre-cured Used with rigid, pre-cured strips Apply adhesive to strip backing Place on concrete surface Not as flexible for variable structural shapes Resin acts as adhesive

12 Post Strengthening using Steel Strips - Heavy - Corrosion - Requires scaffold - Requires many joints

13 Post Strengthening using CFRP Strips Introduced by Prof. Urs Meier (EMPA Switzerland) in 80 s Concrete Epoxy CFRP Strip (1 mm) - Light weight - Corrosion resistant - No scaffold - No joints

14 CFRP strips CFRP Fibers: vol% Strength: MPa E-Modul: GPa

15 CFRP Laminates (UD-Strips) for Post-Strengthening

16 Ibach Bridge, Switzerland 1991

17 Ibach Beridge, Switzerland 1991

18 Flexural strengthening of RC structures Strengthening of a concrete deck using CFRP strips on the top and underside of the deck

19

20 Flexural strengthening using CFRP strips of concrete girders in a Cement manufacturing building in Poland

21 Daily Job

22 CFRP strips provided by Swiss companies t / a

23 Shear strengthening of RC structures Shear strengthening of RC structures Duttweiler bridge ramp, Zurich, Switzerland

24 Installation of prefabricated CFRP L-shaped plates (shear strengthening) over existing CFRP strips (flexural strengthening)

25 Shear Strenghtening of Reinforced Concrete Structures Using CFRP-Laminates

26 Placing of CFRP fabrics for shear strengthening of DK 81 bridge above railway to Laziska power plant in Poland

27 Third International Conference on FRP Composites in Civil Engineering (CICE 2006) December , Miami, Florida, USA FLEXURAL BEHAVIOUR OF REINFORCED CONCRETE BEAMS STRENGTHENED WITH NEAR SURFACE MOUNTED CFRP STRIPS Renata Kotynia Renata Kotynia TECHNICAL UNIVERSITY OF LODZ, POLAND December 15 th 2006 Ma t er ials Sci ence & Technolog y

28 OBJECTIVES INCREASE EFFICIENCY OF STRENGTHENING f = 6 7 f =? EXTERNAL BONDING NSMR CFRP BONDING Renata Kotynia TECHNICAL UNIVERSITY OF LODZ, POLAND

29 Near Surface Mounting Reinforcement (NSMR) Flexural strengthening of a concrete deck in the region of negative bending moment using Near Surface Mounting Reinforcement (NSMR) technique by cutting a slot in the concrete deck and placing the CFRP into the slots; industry plant, Stuttgart, Germany

30 Seismic retrofitting Application of CFRP fabrics to concrete columns for seismic retrofitting of Reggio Emilia football stadium, Italy

31 Seismic retrofitting of column-beam joints of Aigaleo football stadium in Athens, Greece, using CFRP fabrics with steel anchorages

32

33 Cooling Towers

34 Main Reference: Bulletin 14

35 ISIS Canada Guidelines and Educational Modules Swiss Pre-Code SIA 166 (2004)

36 1. List of existing documents/guidelines/standards fib Bulletin 14 (2001). Externally bonded FRP reinforcement for RC structures. Technical report, International Federation for Structural Concrete. ACI 440.2R-02 (2002). Guide for the design and construction of externally bonded FRP systems for strengthening concrete structures. American Concrete Institute. JCSE (2001). Recommendations for upgrading of concrete structures with use of continuous fiber sheets. Concrete Engineering Series 41, Japan Society of Civil Engineers. JBDPA (1999). Seismic retrofit design and construction guidelines for existing reinforced concrete buildings and steel encased reinforced concrete buildings using continuous fiber reinforced materials. Japan Building Disaster Prevention Association. TR55 (2000). Design guidance for strengthening concrete structures using fibre composite materials. Technical Report No. 55 of the Concrete Society, UK. TR57 (2003). Strengthening concrete structures with fibre composite materials: acceptance, inspection and monitoring. Technical Report No. 57 of the Concrete Society, UK. ICE (2001). FRP composites Life extension and strengthening of metallic structures. Design and practice guide of the Institution of Civil Engineers, UK. ICBO (1997). A cceptance criteria for concrete and reinforced and unreinforced masonry strengthening using fiber-reinforced composite systems. International Conference of Building Officials Evaluation Service, Inc. 1 SIA E 166, SN Swiss code for post-strengthening.

37 Basis of design and safety concept Determination of the state of the (repaired) structure prior to strengthening: - Field inspection - Reviewing existing documents - Structural analysis Identification of deficiencies and a proper repair concept Verification of Ultimate Limit State (ULS) Verification of Serviceability Limit State (SLS)

38 Evaluation of Existing Structures Evaluation is important to (e.g. SIA 162/5 Erhaltung von Betontragwerken ): Determine concrete condition Identify the cause of the deficiency Establish the current load capacity Evaluate the feasibility of FRP strengthening

39 Evaluation of Existing Structures Evaluation should include: All past modifications Actual size of elements Actual material properties Location, size and cause of cracks, spalling Location, extent of corrosion Quantity, location of rebar

40 Evaluation of Existing Structures One of the key aspects of strengthening: State of concrete substrate Concrete must transfer load from the elements to the FRPs through shear in the adhesive Surface modification required where surface flaws exist

41 Basis of design and safety concept Accidental situation such as loss of FRP due to impact, vandalism or fire: assuming unstrengthened member with materials safety factors equal to 1.0 at ULS, Special design considerations: impact resistance, fire resistance, cyclic loading, extra bond stresses due to the difference in thermal expansion coeff between FRP and concrete,

42 Basis of design and safety concept Design should be such that brittle failure modes, such as shear and torsion are excluded. It should be guaranteed that: the internal steel is sufficiently yielding in ULS, so that the strengthened member will fail in a ductile manner, despite the brittle nature of concrete crushing, FRP rupture or bond failure.

43 Models for constituent materials and partial safety factors (fib report 2001) SLS verification For SLS verification, a linear response is considered for the constituent materials and partial safety factor of the materials: M 1.0 In the case of FRP: f E fk f Where E fk is the characteristic value of the secant modulus of elasticity.

44 ULS verification a) Full composite action between concrete and FRP EBR The design strength of the concrete:. f cd. f c ck Where: f ck : characteristic value of the compressive strength. α : reduce compressive strength under long term loading (=0.85). γ c : partial safety factor (=1.5).

45 For the steel reinforcement, a bilinear stress-strain relationship is considered: Where: yd f yd : design yield strength. f yk : characteristic yield strength. γ s : material safety factor (=1.15). f f yk s 0.20% 0.35% Design stress-strain curves of constitutive materials at ULS

46 The tensile stress-strain behavior of the FRP for ULS verification can be idealized by means of a linear response, defined as: E. f Where: Where: γ f : FRP material safety factor (=1.20 to 1.50). f E fd fu fu and E fu is the modulus of elasticity at ultimate, based on the characteristic values of the FRP tensile strength and ultimate strain. f f f fk f fk fuk f fd

47 Repair with FRP reinforcement Beam/One-Way Slab Strengthening Resistance Factors Material Bridge Building Steel S =0.90 S =0.85 Concrete C =0.75 C =0.6 FRP Carbon Glass frp = 0.75 frp = ISIS EC Module 4

48 b) Bond failure Assuming proper application of the FRP and the use of suitable materials, the bond failure will normally occur in the concrete. In the ULS verification, reference will be made to the design tensile or shear strength of the concrete, by introducing a material safety factor: 1. 5 In particular case, e.g. for high strength concrete, cb the shear strength of the adhesive can be lower than the shear strength of the concrete. In the ULS verification, reference will be made the design tensile or shear strength of the adhesive, by considering a material safety factor: 1. 5 a

49 Ductility requirements Minimum FRP strain at ultimate: for concrete types C35/45 or lower: fu , c for concrete types higher than C35/45: fu , c Where: ε fu,c : the FRP strain in the critical section at ultimate. ε 0 : initial strain prior to strengthening. 0 0

50 Minimum strain in steel reinforcement at ultimate: for concrete types C35/45 or lower: su , c for concrete types higher than C35/45: su , c Where ε su,c is the steel strain in the critical section at ultimate.

51

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