Scholarly article on topic 'RC Beams Strengthened with Mechanically Fastened Composites: Experimental Results and Numerical Modeling'

RC Beams Strengthened with Mechanically Fastened Composites: Experimental Results and Numerical Modeling Academic research paper on "Civil engineering"

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Academic research paper on topic "RC Beams Strengthened with Mechanically Fastened Composites: Experimental Results and Numerical Modeling"

Polymers 2014, 6, 613-633; doi:10.3390/polym6030613

OPEN ACCESS

polymers

ISSN 2073-4360

www.mdpi.com/journal/polymers

Article

RC Beams Strengthened with Mechanically Fastened Composites: Experimental Results and Numerical Modeling

Enzo Martinelli, Annalisa Napoli, Bruno Nunziata and Roberto Realfonzo *

Department of Civil Engineering, University of Salerno, Via Giovanni Paolo II 132,

Fisciano (SA) 84084, Italy; E-Mails: e.martinelli@unisa.it (E.M.); annapoli@unisa.it (A.N.);

bnunziata@unisa.it (B.N.)

* Author to whom correspondence should be addressed; E-Mail: rrealfonzo@unisa.it;

Tel.: +39-089-964085; Fax: +39-089-968739.

Received: 18 December 2013; in revised form: 17 February 2014 /Accepted: 19 February 2014 /

Published: 5 March 2014

Abstract: The use of mechanically-fastened fiber-reinforced polymer (MF-FRP) systems has recently emerged as a competitive solution for the flexural strengthening of reinforced concrete (RC) beams and slabs. An overview of the experimental research has proven the effectiveness and the potentiality of the MF-FRP technique which is particularly suitable for emergency repairs or when the speed of installation and immediacy of use are imperative. A finite-element (FE) model has been recently developed by the authors with the aim to simulate the behavior of RC beams strengthened in bending by MF-FRP laminates; such a model has also been validated by using a wide experimental database collected from the literature. By following the previous study, the FE model and the assembled database are considered herein with the aim of better exploring the influence of some specific aspects on the structural response of MF-FRP strengthened members, such as the bearing stress-slip relationship assumed for the FRP-concrete interface, the stress-strain law considered for reinforcing steel rebars and the cracking process in RC members resulting in the well-known tension stiffening effect. The considerations drawn from this study will be useful to researchers for the calibration of criteria and design rules for strengthening RC beams through MF-FRP laminates.

Keywords: FRP composites; external strengthening; structural rehabilitation

1. Introduction

The use of mechanically-fastened (MF) fiber-reinforced polymer (FRP) systems has recently emerged as an effective solution for the flexural strengthening of reinforced concrete (RC) beams. The technique consists of pre-cured FRP laminates with enhanced bearing strength, which can be fastened to the external surface of concrete members through a variety of steel anchors, i.e., nails or powder actuated fasteners ("PAF"), anchor bolts, concrete screws or a combination thereof. Unlike the externally-bonded (EB) FRP method, the MF-FRP system is particularly fit for emergency repairs, where the ease of installation and reversibility are primary requirements; also, it is less vulnerable to fail prematurely by FRP delamination, which abruptly reduces the flexural strength gain and affects the beam ductility.

Figure 1a shows the laminates currently available in the market; they are glass- and carbon-vinyl ester pultruded strips with enhanced transverse and bearing strength by means of embedded fiberglass mats [1]. The width and thickness of the laminates are 102 and 3.2 mm, respectively. They may be pre-drilled with holes at the required fastener spacing to receive fasteners, but they can be easily field drilled or cut into shorter lengths using standard carpenter tools.

Figure 1b depicts the types of anchors used to secure the laminate to concrete. The PAF system consists of pins embedded into base materials by means of a gunpowder charge; the installation requires times shorter than for concrete screw/wedge bolts and wedge anchors. Pre-drilling holes in the concrete is strongly recommended in order to reduce detrimental cracking phenomena. The use of the PAF system is particularly suitable when the compression strength of the concrete is less than 27 MPa. The presence of hard aggregates can prevent the fasteners from fully penetrating the concrete substrate [2].

Figure 1. Components of the mechanically-fastened fiber-reinforced polymer (MF-FRP) system: (a) FRP strip; (b) fasteners.

M^^W^^^WPSfc \6-J13 E-Glass

4 in (1016 mm) wide

42.5 gr (1.5 or) Mat

-V* ¿is

Wedge anchor (b)

Wedge bolts are single-piece, heavy duty anchors that are driven into pre-drilled holes. Driving of the wedge bolt can be performed with a common rotary drill or impact wrench. As for the PAFs, the efficiency of wedge bolts is dependent on the presence of hard aggregates. Preliminary studies [3] indicate that this use is not recommended for concrete with a compression strength greater than 27 MPa and with hard aggregates in the mix design.

In spite of longer installation times, wedge anchors can be used for any type of concrete; they are driven through the laminate into predrilled holes until the nut and washer are firmly secured against the laminate. The anchors are typically tightened by turning the nut with an electrical drill with torque control, according to the specifications of fastener manufactures.

A recently published state-of-the-art review of the experimental research has provided compelling evidence of the effectiveness and viability of using MF-FRP laminates to rehabilitate RC beams and slabs [4]. It has shown that with an appropriate fastener layout and FRP laminate properties, the strength increases are comparable to those of EB-FRP-strengthened members, but with greater displacements exhibited at collapse. Furthermore, experimental tests have proven that the mechanically-fastened composite system is an effective technique for improving the flexural capacity of corrosion-damaged RC beams [5]. Finally, applications of the MF-FRP technique to wood and timber structural members have been reported [6,7].

Several analytical and numerical studies have been carried out throughout-years with the aim of predicting the behavior of RC members strengthened in bending with MF-FRP systems: a state-of-the-art review on this topic has been recently published by Napoli et al. [8]. As highlighted therein, the first analytical models were based, for the sake of simplicity, on the hypothesis of the "conservation of plane sections" between the concrete and the FRP, as generally accepted for EB-FRP-strengthened members. Despite their ease of application, such models have often provided inaccurate predictions which were primarily attributed to ignoring the slip between the concrete and FRP strip. Therefore, novel proposals accounting for the concrete-FRP interfacial behavior were recently formulated by Lee et al. [9] and Nardone et al. [10]. In particular, Lee et al. [9] experimentally calibrated a reduction factor for the FRP strain estimated by assuming a perfect bond (no slip). Nardone et al. [10], instead, modeled the slip by means of a linear function of the position along the longitudinal axis of the FRP laminate, with a maximum value at the first fastener and zero slip at midspan for the case of symmetric loads.

Finite-element (FE) models were also developed to simulate the behavior of MF-FRP-strengthened RC beams and slabs. To this aim, the first work Napoli et al. [11] formulated a FE procedure in which a continuous connection was assumed throughout the interface between the FRP laminate and RC beam, in spite of the discrete nature of mechanical anchors. Although this assumption led to results as accurate as in the case of EB-FRP systems, it introduced a certain level of approximation, especially in the case of either coarse or unequally-spaced fasteners. Thus, the authors have recently developed a novel FE model which is based on the explicit assumption of discrete connection between concrete and FRP. Such a model, already detailed and validated in Martinelli et al. [12], is used in this study to simulate experimental tests available in the literature and relative to MF-FRP-strengthened RC beams and one-way slabs; most of these tests are included in a more general database published by Brown et al. [4].

The numerical simulations discussed herein were mainly aimed at investigating the influence of some specific aspects on the structural response of MF-FRP-strengthened members, such as the bearing stress-slip relationship assumed for the FRP-concrete interface, the stress-strain law considered for reinforcing steel rebars and the cracking process in RC members, which is often disregarded in modeling methods. The considerations drawn from this study will be useful to researchers for the calibration of criteria and design rules for the strengthening RC beams through MF-FRP laminates.

2. Outline of the Proposed 1D-FE Model

This section presents the key features of the novel 1D finite-element model formulated for simulating the flexural behavior of RC beams strengthened by MF-FRP. Such a model, deeply described in [12], is based on a discrete connection between the RC beam and the FRP strip, and can be potentially used for analyzing other similar modeling problems, such as those related to the external reinforcement of masonry or wood members.

2.1. Assumptions and Formulation of the Finite Element

The proposed finite element is obtained by assembling the following three components (see Figure 2):

- a 1D element that represents the behavior of Euler-Bernoulli's RC beam;

- a rod element that simulates the mechanical behavior of an FRP laminate;

- two springs that simulate the behavior of the fasteners and are only translational in the direction of the beam axis.

Figure 2. Key components of the proposed 1D finite-element

1 2 n-2 n-1 n

Y/////,

WA WAj

The relevant displacement and force components of the finite element "e", whose nodes are labelled as "a" and "b" are collected in the two following vectors u(e) and fe), respectively, and represented in Figure 3:

u(e) =

ufa Nfa

ua Na

Pa Ma

va . f(e)=. Va

ufb Nfb

ub Nb

Pb Mb

. vb . . Vb ,

By introducing the stiffness matrix, of the finite element "e" and the vector of equivalent nodal forces,f0(e), the following matrix relationship between vectors u(e andfe can be written:

f(e) = k(e)u(e) + f0(e) (2)

The matrix,

and the vectorf0 , can be both determined by taking into account the contributions corresponding to the three abovementioned components (beam, rod and springs). Details about the model formulation are omitted herein for the sake of brevity and can be found in [12].

Figure 3. Force and displacement components for the proposed finite element.

2.2. Nonlinear Analysis Procedure

RC beams with MF-FRP plates can be discretized through the n aforementioned finite elements, and the following relevant assumptions have been implicitly considered:

- the flexural stiffness of the FRP laminate is neglected, and only the axial one is considered;

- equal vertical displacements occur in the connected RC slab and FRP laminate elements;

- shear deformations of the RC slab are neglected.

The generic finite element is then used for nonlinear analyses through a fiber discretization of the beam cross-section and by implementing an iterative convergence procedure based on the "tangent" value approach to account for material nonlinearity, including concrete, steel and the concrete-FRP interface, as already demonstrated for the case of EB-FRP-strengthened RC members [13].

Figures 4 and 5 depict the generalized stress-strain laws considered in the numerical analyses to simulate the behavior of concrete in compression [14] and tension [15] and of steel rebars, respectively, whereas the FRP strip was simulated through an elastic-brittle behavior.

Figure 4. Stress-strain law for concrete.

Figure 5. Alternative stress-strain laws for steel reinforcing bars: "accurate" (a) and "simplified" (b) bilinear models.

Ssy Ssh

.....r'

Ssy Ssh

As shown in Figure 5, two stress-strain (os-ss) relationships have been taken into account for simulating the behavior of steel rebars. The first one (Figure 5a) is characterized by an initial elastic behavior, a yielding phenomenon with constant stress and, then, by a hardening response; particularly, a parabolic branch was considered after the yielding plateau, which was assumed to develop up to the hardening strain, ssu. The elastic-plastic os-ss law of Figure 5b, instead, is of a bilinear type and represents a possible simplification of the more accurate relationship shown in Figure 5a. It is highlighted that in the numerical analyses, the values of ssh, ssu and ultimate strength (ft) were always assumed equal to 0.003, 0.07 and 1.20 f, respectively, where fy is the yield strength of longitudinal steel rebars. More details about the considered stress-strain laws can be found in [12].

Figure 6, instead, shows the bearing stress-interface slip (f) relationships employed to simulate the response of the connecting devices, i.e., of shot or screwed fasteners. In particular, the trilinear laws selected in the case of screws with (w/) and without (w/o) washers (Models 2b and 3 in Figure 6) are those proposed by the authors in a previous study [16]; the other ones, used in the case of shot or screwed fasteners w/ washer (Models 1 and 2a in Figure 6), are those found by Elsayed et al. [17].

Figure 6. Bearing stress-slip relationship describing the FRP strip-concrete interaction.

screw w/washer

screw w/washer

screw w/o washer

shot w/washer

Model 1--Model 2a — Model 2b -Model 3

i i i i i i i 5 10 15 20 25 30 35

Slip, s (mm)

It is highlighted that although three of the four Of-s laws exhibit a softening branch, the actual values of the interfacial slip observed in the modeling of the MF-FRP-strengthened beams never fall in such a branch; therefore, modeling issues related to strain localization can be overcome.

A nonlinear solution procedure can be implemented to determine the response of the structural system under self-weight and other external loads. First of all, the distributed loads corresponding to the beam self-weight are applied in force control, and then, the procedure works in the displacement control for simulating the effect of the imposed external loads. The analysis foresees several steps of imposed displacement increments and, in each step, an iterative search of the forces corresponding to the imposed displacement. In particular, at the i-th analysis step, the j-th iteration firstly provides an "elastic prediction" of the solution, based on the tangent stiffness matrix KT,i( - 11, at the end of the previous iteration:

A\JjFq (3)

/Ur (j) -

KT (j -1)

where AAel is the current value of the elastic incremental force multiplier, Fq is a global vector

describing the "shape" of the external load applied to the beam and AUei,P is the vector of the elastically predicted displacement increments (at the j-th iteration of the i-th load step).

Equation (3) can be solved through classical numerical procedures of the finite element modeling (FEM) based on imposing that one of the AUel,P components (i.e., the mid-span deflection) is equal to the controlled displacement increment Awr(j.

For each element, the local displacement increment Auel,P, can be obtained through AUel,P, and then, the elastic prediction of the j-th iteration can be completed by determining both the local stress increment Aoel,P, and the corresponding local strain vector, eel,P.

Then, the "plastic correction" can be performed by evaluating the stress increments, Aopl,P, actually corresponding to the current strain increments, eel,P - £el,i-1, where the latter is the strain vector at convergence of the (i - 1)-th analysis step. The "plastic correction" ends as the nonlinear stress increment, Aopl,P, is determined and the corresponding stiffness matrix is updated by considering the actual nonlinear response of the three components mentioned in Subsection 2.1.

At the end of this sub-step and after having assembled the new local stiffness matrices, hP, the global tangent matrix, KT,i(j), and the corresponding external force increment, AFpl,i(j), can be obtained:

/Fpl/J) - KT/J)/Uei/J) (4)

Then, the (j + 1)-th iteration can be carried out for determining the force and displacement increment according to a relationship similar to Equation (3). The iteration procedure proceeds for the current analysis step, until two following iterations yield displacement increments, whose difference is the smaller of a given tolerance 5:

At the end of the i-th analysis step, the failure conditions of both materials (possibly achieving the ultimate strain) and fasteners (possibly attaining the ultimate slip value) should be checked. If either of such materials or one of the fasteners achieves such a conventional failure condition, the analysis finishes; otherwise the analysis proceeds with the (i + 1)-th step, as described above.

3. The Database

A wide database was assembled from the literature, which collects a total of 93 four point-bending tests performed on RC beams/slabs externally strengthened with MF-FRP laminates. Figure 7 shows a schematic of the tests under consideration. It is highlighted that the considered database represents a further updating of that which was recently published in [12].

Figure 7. The configuration of four point-bending tests collected from the literature.

■^Vi T

,,i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i i,

b —i

Table 1 summarizes the relevant geometrical and mechanical properties of the test specimens and the experimental load values measured at yielding and peak conditions. Table 2, instead, provides information about the MF-FRP strengthening layouts.

In addition to the symbols clarified in Figure 7, the other labels included in Tables 1 and 2 are reported in the following:

- fc = average value of concrete cylinder compressive strength;

- fy = average value of yield strength of longitudinal steel reinforcement, when obtained by tensile tests (alternatively, information about the steel grade is provided);

- Fy = experimental value of the force measured at the beam yielding during the test;

- Fmax = experimental value of the peak force measured during the test;

- Lf, Ef, ff = length, elastic modulus and tensile strength of the employed FRP strip, respectively;

- da, La = diameter and shank length of the employed fasteners (shot, screw or wedge), respectively, which were provided or not with steel washer.

The fasteners were arranged on single or multiple rows (N = 1, 2, 4) according to aligned ("-a") or staggered ("-s") configurations or combinations thereof ("a-s").

As observed from the tables, test specimens have different sizes of cross-section, with values of the height-to-width (h/b) ratios spanning from 0.5 ("slab-type") to 1.67 ("beam"-type"); the clear lengths range from 1067 mm (small-scale members) to 3505 mm (large-scale members).

Table 1. The geometry and mechanical properties of considered test specimens and main results.

Source Test Lc (mm) Ls (mm) b x h (mm2) A's As (mm2) (mm2) d (mm) fc (MPa) Steel type fy (MPa) F 1 1 y KN F 1 max KN

U-W-2 3505 1372 186 210

U-W-4 2134 686 377 427

U-W-5 2642 940 268 344

Borowicz (2002) [18] U-W-6 3353 1295 305 x 305 143 1013 51 44.7 Grade 60 193 243

U-W-7 3454 1346 185 234

U-W-8 3505 1372 182 233

U-W-9 3505 1372 202 257

Source Test Le Ls b x h d fe Steel type Fy 1 y F 1 max

(mm2) (mm2) (mm2)

(mm) (mm) (mm) (MPa) fy (MPa) KN KN

M-F-D10-1 157 25 41 540 51 ?D

M-F-D10-2 157 25 3S 540 70 ??

M-F-D12-1 22б 2б 3S 550 79 ЯЯ

M-F-D12-2 22б 2б 39 550 75 ЮЗ

M-F-D16-1 402 2S 40 530 10б 13D

M-F-D16-2 402 2S 39 530 110 132

Ebead (2011) [19] 2250 S50 150 x 250 101

M-P-D10-1 157 25 37 540 44 ЗЗ

M-P-D10-2 157 25 3S 540 39 6D

M-P-D12-1 22б 2б 3б 550 68 ?Я

M-P-D12-2 22б 2б 39 550 68 Sl

M-P-D16-1 402 2S 3б 530 101 ЮЗ

M-P-D16-2 402 2S 41 530 - llD

Ekenel et al.

S-4-F 1S29 304 254 x 165 143 214 45 27.б 414 57 ?2

(2005) [20]

C0-PAF-32 SЗ 122

C0-PAF-52 SЗ l34

C0-EAB 9D l32

C0-TAB 9D 1ЗЗ

C1-PAF-32 SD ЯЗ

El-Maaddawy C1-PAF-52 SD 1D9

2S00 1200 250 x 275 339 100 34 30.5 500

(2013) [5] C1-EAB SЗ 12З

C1-TAB SЗ 12Я

C2-PAF-32 ?З S4

C2-PAF-52 ?З S?

C2-EAB ?З 11D

C2-TAB ?З 12S

C0-F50-32 SD S6

C0-F100-32 SЗ S?

C0-F100-32-2 SЗ SS

C0-F50-52 SЗ Я4

C0-F100-52 SЗ ЯD

C1-F50-32 SD ЯD

C1-F100-32 SD S?

C1-F100-32-2 SD SS

El-Maaddawy et al.

C1-F50-52 1250 550 150 x210 226 100 30 32 53S SD ЯD

(2013) [21]

C1-F100-52 ?D S1

C2-F50-32 ?D SD

C2-F100-32 ?З S1

C2-F100-32-2 SD S4

C2-F50-52 ?D ?б

C2-F100-52 ?D ?S

C3-F50-52 бЗ ?4

C3-F100-52 ?D S3

Galati et al. (2007) [22]

M-F-P-2 2200 б00 200 x 250 22б 22б 29 31.5 4б2 S7 131

Source Test Lc Ls b x h A's As d fc Steel type F 1 1 V F 1 max

(mm) (mm) (mm ) (mm ) (mm) (MPa) fy (MPa) KN KN

D-1 1168 483 42 52 61

D-2 1168 483 42 52 58

E-1 1168 483 42 51 55

E-2 1168 483 42 51 61

J-1 1168 483 42 50 54

L-1 1067 432 42 55 56

T-1 1067 432 42 56 62

T-2 1067 432 42 59 67

T-3 1067 432 42 54 61

Lamanna

F-1 1168 483 153 x 153 143 254 50 21 Grade 60 48 52

(2002) [23]

G-1 1168 483 21 49 50

K-1 1168 483 21 47 50

M-1 1067 432 21 53 55

N-1 1067 432 21 57 57

P-1 1067 432 21 60 62

Q-1 1067 432 21 56 56

R-1 1067 432 21 56 62

R-2 1067 432 21 56 59

U-1 1067 432 21 53 55

Lamanna et al. F-42-S-102-1R 42 59 67

1067 432 153 x 153 143 254 39 Grade 60

(2001) [24] F-21-S-102-2R 21 56 59

S-4-Y-AL32 225 255

I-4-N-AL32 233 253

I-4-Y-AL32 239 269

I-4-Y-AL32-R 234 279

I-8-Y-AL32 248 273

Bank et al. (2002)

H1.5-4-YAL32 249 262

Lamanna et al. 3353 1118 305 x 305 143 1013 51 35.3 Grade 60

H1.5-4-Y-AL42D 244 273

(2004) [25,26]

H1.5-4-Y-AL47D 249 293

H1.5-4-Y-AL47D-3 249 285

H1.5-4-Y-AL47D-3R 249 283

H1.5-8-Y-AL32 266 266

H1.0-4-Y-AL47D-5 219 243

Lee et al. 1 1370 610 200 x 150 157 226 40 34.5 Grade 60 79 84

(2007) [27] 2 1370 610 200 x 150 157 226 40 34.5 Grade 60 78 92

6-L 185 203

Martin and

6-S 196 211

Lamanna 3353 1219 305 x 305 143 1013 51 48 Grade 60

10-L 182 206

(2008) [28] 12-L 192 213

MF-1-L 42 61

Napoli et al. MF-1-S 41 56

3048 1219 305 x 152 - 380 25 26.7 Grade 60

(2008) [11] MF-2-L 36 56

MF-2-S 35 50

Note: 1 The experimental values indicated in the published papers are reported in italics, whereas the remaining results have been approximately found by the authors.

Table 2. Details on the strengthening layouts. N-a, aligned; -s, staggered.

Source Test bf (mm) f (mm) Lf (mm) Ef (GPa) ff (MPa) Fastener type da (mm) La (mm) Washer # rows

U-W-2 3404 494 2-a

U-W-4 2134 494 2-a

Borowicz (2002) [18] U-W-5 U-W-6 U-W-7 U-W-8 102 3.2 2642 3251 3048 2997 56.5 494 743 743 743 PAF 4.5 47 YES 2-a 2-a 2-a 2-a

U-W-9 6.4 3404 743 2-a

M-F-D10-1 2200 2-a

M-F-D10-2 2200 1-a/2-a

M-F-D12-1 2200 2-a

M-F-D12-2 2200 1-a/2-a

M-F-D16-1 2200 2-a

Ebead (2011) [19] M-F-D16-2 M-P-D10-1 M-P-D10-2 M-P-D12-1 M-P-D12-2 M-P-D16-1 M-P-D16-2 102 3.2 2200 1350 1350 1350 1350 1350 1350 72 1003 Screw 4.76 37 YES 1-a/2-a 2-a 1-a/2-a 2-a 1-a/2-a 2-a 1-a/2-a

Ekenel et al. (2005) [20] S-4-F 102 3.2 1778 62 531 Wedge anchor 9.5 40.3 YES 1-s

C0-PAF-32 PAF 4 32 NO 2-a

C0-PAF-52 PAF 4 52 NO 2-a

C0-EAB Wedge 8 55 YES 1-s

C0-TAB Screw 8 55 NO 1-s

C1-PAF-32 PAF 4 32 NO 2-a

El-Maaddawy (2013) [5] C1-PAF-52 C1-EAB C1-TAB C1-PAF-32 C1-PAF-52 C1-EAB C1-TAB 102 3.2 2600 62 852 PAF Wedge Screw PAF PAF Wedge Screw 4884488 52 55 55 32 52 55 55 NO YES NO NO NO YES NO 2-a 1-s 1-s 2-a 2-a 1-s 1-s

C0-F50-32 51 32 1-a

C0-F100-32 102 32 1-a

C0-F100-32-2 102 32 2-a

C0-F50-52 51 52 1-a

C0-F100-52 102 52 1-a

C1-F50-32 51 32 1-a

C1-F100-32 102 32 1-a

El-Maaddawy C1-F100-32-2 102 32 2-a

et al. C1-F50-52 51 3.2 1050 62 852 PAF 4 52 NO 1-a

(2013) [21] C1-F100-52 C2-F50-32 C2-F100-32 C2-F100-32-2 C2-F50-52 C2-F100-52 C3-F50-52 C3-F100-52 102 51 102 102 51 102 51 102 52 32 32 32 52 52 52 52 1-a 1-a 1-a 2-a 1-a 1-a 1-a 1-a

Source Test bf (mm) f (mm) Lf (mm) Ef (GPa) ff (MPa) Fastener type da (mm) La (mm) Washer # rows

Galati et al. (2007) [22] M-F-P-2 102 3.2 2100 62 835 Wedge anchor 12 100 YES 1-s/2-a

D-1 1117 13.8 232 4 22 2-a

D-2 1117 13.8 232 4 22 2-a

E-1 1117 13.8 232 4 22 2-a

E-2 1117 13.8 232 4 22 2-a

J-1 1117 13.8 232 3.7 27 1-a

L-1 1016 13.8 232 4.5 32 1-a

T-1 T-2 3.2 1016 1016 13.8 13.8 232 232 3.7 3.7 32 32 1-a 1-a

Lamanna (2002) [23] T-3 F-1 G-1 102 1016 1117 1117 13.8 13.8 13.8 232 232 232 PAF 3.7 3.7 3.7 32 27 27 YES 1-a 1-a 2-a

K-1 1117 13.8 232 3.7 32 1-a

M-1 1016 13.8 232 3.7 32 1-a

N-1 1016 17.0 351 3.7 32 1-a

P-1 6.4 1016 15.5 204 3.7 27 1-a

Q-1 1016 27.3 561 3.7 32 1-a

R-1 3.2 1016 13.8 232 3.5 27 2-a

R-2 1016 13.8 232 3.5 27 2-a

U-1 51 1016 13.8 232 3.7 32 1-a

Lamanna et al. (2001) [24] F-42-S-102-1R F-21-S-102-2R 102 3.2 1016 13.8 232 PAF 3.5 3.7 27 32 YES 2-a 1-a

S-4-Y-AL32 102 15.2 325 32 2-a

I-4-N-AL32 102 26.3 695 32 2-a

I-4-Y-AL32 102 26.3 695 32 2-a

I-4-Y-AL32-R 102 26.3 695 32 2-a

Bank et al. I-8-Y-AL32 204 26.3 695 32 4-a

(2002) Lamanna et al. H1.5-4-YAL32 H1.5-4-Y-AL42D 102 102 3.2 3048 57.2 57.2 828 828 PAF 4.5 32 42 YES 2-a 2-a

(2004) [25,26] H1.5-4-Y-AL47D H1.5-4-Y-AL47D-3 H1.5-4-Y-AL47D-3R H1.5-8-Y-AL32 H1.0-4-Y-AL47D-5 00000 M M M M M 57.2 57.2 57.2 57.2 56.9 828 828 828 828 916 47 47 47 32 47 2-a 2-a 2-a 4-a 2-a

Lee et al. 1 102 3.2 1370 68.3 848 PAF 3.5 25 YES 2-a

(2007) [27] 2 102 3.2 1370 68.3 848 PAF 3.5 32 YES 2-a

Martin and Lamanna (2008) [28] 6-L 6-S 10-L 12-L 102 3.2 3251 57.7 805 Screw 12.7 50.8 YES 1-a 1-s 1-a 1-a

MF-1-L 2718 1-s

Napoli et al. (2008) [11] MF-1-S MF-2-L MF-2-S 102 3.2 2108 2718 2413 62 852 Screw 9.5 44.5 NO 1-s 1-s 1-s

The concretes used for producing members are characterized by medium-high values of the compressive strength, fc, which can have an influence on the strengthening performance.

The laminates employed for the MF-FRP system have different mechanical properties, determined by mainly varying the combinations of carbon/glass fibers and the amount of embedded fiberglass mats adopted for their manufacturing.

As observed, the mechanical fastening mostly consists of shot fasteners (namely "PAF"), with diameters ranging from 3.5 to 4.5 mm and lengths from 22 to 52 mm.

Screw anchors were also frequently used, for which the diameters span from 4.76 to 12.7 mm and the lengths from 37 to 55 mm. Only in a few cases, instead, the mechanically fastening was performed by using wedge anchors [5,20,22]; in [20,22], they were installed into the concrete by using epoxy resin as a gap filler. In the case of the specimen M-F-P-2 [22], the FRP laminate was both bonded and mechanically fastened to the concrete substrate. In the case of the specimen S-4-F [20], instead, which was pre-cracked prior to being strengthened with the MF-FRP strip, the use of wedge anchors was coupled with end anchor spikes; also, such a member was subjected to a cyclic test unlike the other 92 tests, all monotonic.

4. Application of the FE Model

The FE model has been used for performing numerical simulations of experimental tests collected in the database of Tables 1 and 2. As already mentioned, these analyses were mainly devoted to investigate some specific aspects of the structural response, which may have a varying significance in the modeling of MF-FRP-strengthened beams. In particular, the influence of the following aspects was explored:

(a) uncertainty on the actual mechanical properties of steel rebars and mainly on the fy value, which is not always provided in the literature papers, and the choice of the stress-strain law to use for simulating the response of such rebars;

(b) selection of the bearing stress-slip interface law to model the effect of the partial interaction between concrete and FRP laminate; and

(c) the cracking process in RC members, related to the different tensile response of concrete, which is generally neglected in modeling methods.

The authors highlight that the numerical analyses have been carried out for all beams listed in Table 1, but, for the sake of brevity, only some of the most representative ones have been chosen in the paper. Furthermore, in order to better show the effect of the three considered parameters on a specific beam, the test, MF-1-L [11] has been selected herein.

4.1. Influence of Mechanical Properties and Stress-Strain Behavior of Steel Rebars

As shown in Table 1, many papers do not provide the actual mechanical properties of the used rebars, as obtained by tensile tests, but only indicate the denomination of the employed steel according to the American Society for Testing and Materials (ASTM) specifications. Thus, some mismatches between experiments and predictions may be related to uncertainties on the steel rebars' properties and mainly on the yield strength value, fy.

Figure 8a,b depicts the numerical simulations obtained for three tests, namely P-1 [23], -1 and -2 [27]. For these analyses, the behavior of the steel rebars was modeled according to the stress-strain

relationship of Figure 5a and by plugging two alternative values of the yield strength, i.e., fy = 420 MPa, which is the lowest strength attributable to Grade 60 steel and a slightly increased value equal to 475 MPa; then, an ultimate strength f = 1.2-f was always considered. In these tests, the concrete-FRP interface was modeled through the o-s law proposed by Elsayed et al. [17], i.e., Model 1 of Figure 6 which is the only one available for the case of shot fasteners; the tension stiffening effect was taken into account by considering C = 1 in Equation (6).

Figure 8. Influence of the mechanical properties (a,b,e) and stress-strain law (c,d,f) of steel rebars.

70 60 50

Elsayed model 90

c ^ 40

420 MPa 0 h 30

475 MPa 20

(a) 10

1-2 [27]

Displacement (mm)

Elsayed model

475 MPa 420 MPa 25 mm exp La = 32 mm

10 20 Displacement (mm)

Elsayed model

-num accurate steel law

— num simplified steel law -•— exp

20 30 40 Displacement (mm)

70 60 50

h 20 10 0

T-1 [23]

Elsayed model

-num_accurate steel law

- - num_simplified steel law

— exp (d)

Displacement (mm)

70 60 50

~ 40 ai

¡3 30 o

20 10 0

M-F-1-L [11]

Trilinear model

-num_fy = 420 MPa

— num_fy = 475 MPa

—exp (e)

20 30 40 50 60 Displacement (mm)

c r rc30

M-F-1-L [11]

Trilinear model

-num accurate steel law

--num simplified steel law

-exp (f)

20 30 40 50 60 Displacement (mm)

The comparisons of Figure 8a,b highlight the good accuracy of the performed modeling, thus implying that uncertainties on the steel rebars' properties are well covered by the range chosen for fy. In fact, for the test, P-1, the numerical simulation obtained by considering fy = 420 MPa reproduces the experimental curve well in terms of initial stiffness but underestimates the flexural response at the peak condition; conversely, the numerical curve resulting from fy = 475 MPa approximates the post-yield behavior better. By looking at the plot of Figure 8b, instead, it is noted that each numerical simulation accurately reproduces one of the two experimental curves; such curves differ from each other for the length of the used fastener (La = 25 or 32 mm).

A further aspect of interest in the modeling of the steel rebars' behavior deals with the approximation level achieved when the elastic plastic stress-strain law (Figure 5b) is used in place of the more accurate one shown in Figure 5a. To this aim, the experimental-numerical comparisons shown in Figure 8c,d can be observed, which were obtained for specimens U-W-8 [18] and T-1 [23]. As for the tests P-1, -1 and -2, the behavior of the FRP-concrete interface was modeled through the Of-s law proposed by Elsayed et al. [17] for the case of "PAF" systems. As expected, Figure 8c,d confirms a rather slight dependence of the numerical curves on the model type used for steel rebars; therefore, the elastic-plastic law can be successfully chosen for the simulations of all tests.

The low influence of mechanical properties and the stress-strain behavior of steel rebars can be finally verified by observing the experimental-numerical comparisons in Figure 8e,f, obtained for specimen MF-1-L [11]. In this test, the behavior of the FRP-concrete interface was modeled through the Oj-s law proposed by Realfonzo et al. [16] and suitable for fasteners w/o washers (i.e., Model 3 in Figure 6); the tension stiffening effect was taken into account by considering C = 1 in Equation (6). As shown, the post-yield behavior of the experimental curve is better simulated by considering fy = 475 MPa in the numerical analysis, whereas no appreciable influence is noted by changing the stress-strain model for steel rebars.

4.2. Influence of the Bearing Stress-Slip Interface Law

As mentioned earlier, Elsayed et al. [17] and Realfonzo et al. [16] recently proposed nonlinear bearing stress-slip models to describe the effect of the partial interaction between the concrete and the FRP laminate. These models, depicted in Figure 6, were experimentally calibrated through direct shear (DS) tests performed on MF-FRP/concrete joints with a single connector.

In particular, among the proposals by Elsayed et al., one model was found from joints having a shot fastener with a 47-mm shank length, a 3.7-mm shank diameter and a 13-mm washer; the other one, instead, was defined for a screwed fastener with a 37-mm shank length, a 4.8-mm shank diameter and a 16-mm washer.

The trilinear models proposed by Realfonzo et al. were found from a screwed fastener w/ or w/o washer; the screw adopted in the DS tests had a 45-mm shank length, a 6-mm shank diameter and a 32-mm washer (when used).

Comparisons between experimental and numerical force-deflection curves are shown in Figure 9, which allow one to better investigate the sensitivity of the structural response with the use of different bearing stress-slip relationships. It is highlighted that in these tests, the tension stiffening effect was taken into account by considering C = 1 in Equation (6).

Figure 9. Influence of the bearing stress-slip by Ebead [19] (a-d) and Napoli et al. [11] (e-

interface law: numerical simulations of tests h).

180 160 140 ) 120 k100 80 60 40 20 0

180 160 140 120 100 80 60 40 20 0

70 60 50

2 40 £

M-F-D12-1 [19]

-num_Trilinear model

— num_Elsayed model —•—exp

10 20 30

Displacement (mm)

M-F-D16-1 [19]

-num Trilinear model

— num Elsayed model —•— exp

10 20 30

Displacement (mm)

70 60 50

h 20 10 0

M-F-1-S [11]

-num_Trilinear model

— num_Elsayed model -exp

20 30 40 50 60 Displacement (mm)

- - num_No-slip model -num_Trilinear model

— num_Elsayed model -exp

20 30 40 50 60 Displacement (mm)

180 160 140 ~ 120 100 Si 80

60 40 20 0

180 160 140

~ 120 §

CI o n 0 h

80 60 40 20 0

70 60 50 40

70 60 50

20 10 0

M-F-D12-2 [19]

-num Trilinear model

— num Elsayed model —•— exp

10 20 30

Displacement (mm)

M-F-D16-2 [19]

-num_ Trilinear model

— num_ Elsayed model —•—exp

10 20 30

Displacement (mm)

M-F-2-S [11]

-num_Trilinear model

— num_Elsayed model -exp

20 30 40 50 60 Displacement (mm)

M-F-2-L [11]

- - num_No-slip model

num_Trilinear model

— num_Elsayed model -exp

20 30 40 50 60 Displacement (mm)

In the plots of Figure 9a-d, obtained for some tests performed by Ebead [19], the behavior of the screws w/ washer was modeled by using the respective f laws provided by Elsayed et al. ("Elsayed model") and Realfonzo et al. ("Trilinear model"), i.e., Models 2a and 2b in Figure 6. As observed, both simulations well reproduce the initial stiffness of the experimental curves, since the two bearing stress-slip models overlap each other for low values of interfacial slips (Figure 6). Then, increasing the relative displacement between the concrete and FRP strip, a greater force per fastener is calculated with the trilinear of-s law which in turn leads to overestimating of the flexural strength of the beams. Thus, although differences between the two simulations are rather negligible, the numerical predictions obtained by assuming the "Elsayed model" better predict the three experimental curves; this evidence may be partially justified by the fastener type used in the tests by Ebead [19], which is the same employed by Elsayed et al. [17] in the DS tests.

In Figure 9e-h, the behavior of screws w/o washer in tests by Napoli et al. [11] was modeled by using Model 3 in Figure 6 by Realfonzo et al. [16] and, for comparison, Model 1 by Elsayed et al. [17], though suitable for fasteners w/ washer. Furthermore, in order to better highlight how the use of a proper bearing stress-slip law improves the fitting of the experimental results, in Figure 9g,h the results of numerical simulations obtained by implementing a "no-slip" model of the MF-FRP connection are reported.

In the case of tests MF-1-S and MF-1-L, the plots show a very good agreement between experimental results and numerical predictions, which are rather accurate in simulating the cracking onset in concrete and yielding in steel rebars. In the cases of tests MF-2-L and MF-2-S, the numerical responses before steel yielding are characterized by a slightly greater stiffness with respect to the experimental ones. In all cases, since small values of interfacial slips are activated for these members, the numerical simulations do not significantly change with the use of the two o-s relationships, thus implying that both of them are suitable for modeling MF-FRP-strengthened slabs.

4.3. Influence of the Tension-Stiffening Effect

The simulation of the cracking processes of RC members is a challenging issue, especially in the case of 1D numerical models. Such processes are characterized by the onset of cracking in concrete subjected to tensile stresses: since the actual tensile strength of concrete is generally affected by significant levels of randomness, the prediction of the cracking onset is often a critical issue. Furthermore, the well-known tension-stiffening effect significantly influences the flexural response of RC members in the post-cracking stage.

As mentioned earlier, since the present proposal is based on a continuous (smeared) crack FE model, the tension stiffening effect has been simulated by a conventional softening branch in the tensile stress-strain law of concrete, which is expressed by the following equation [15]:

where fct is the nominal tensile strength, Ect the Young modulus of concrete in tension and C a conventional exponent controlling the post-peak softening branch of concrete.

It is worth highlighting that the shape of the post-peak tensile branch strongly depends on the values of the C exponent in Equation (6). Since this exponent is intended at a "material level" simulation of the tension-stiffening effect (which is rather a structural effect), no constitutive correlation can be figured out for C, but its value should be calibrated depending on the geometric and mechanical properties of the RC member under consideration. In this study, the tension stiffening effect is investigated by considering three fairly different values of such a C exponent, spanning over a range from 0.5 to 50 and covering tensile behaviors of concrete from rather resilient (C = 0.5) to very brittle (C = 50).

Figure 10 shows the resulting numerical simulations for some tests reported in [11,18,23,25,26]. It is highlighted that the behavior of fasteners has been simulated by using: Model 1 by Elsayed et al. [17] for tests U-W-6 and T-1; the trilinear oj-s Models 2b and 3 by Realfonzo et al. [16] for test M-F-1-L and I-4-N-AL32, respectively.

Figure 10. Influence of the tension-stiffening effect: numerical simulations of tests by Borowicz [18] (a); Lamanna [23] (b); Napoli et al. [11] (c); Bank et al. and Lamanna et al. [25,26] (d).

Displacement (mm) Displacement (mm)

Displacement (mm) Displacement (mm)

Observing these plots, it is noted that the effect of a different tensile response of concrete is particularly relevant in terms of flexural stiffness in the post-cracking regime. However, a lower tension-stiffness effect (simulated by assuming C = 50) has an influence on the bending moment of the beam at yielding. Particularly, it results in the most accurate simulations in terms of initial stiffness

when shot fasteners are used (see Figure 10a,b,d). In fact, the installation of such a connector type generally induces significant pre-cracking in the concrete, which is well reproduced by a lower contribution of the tension-stiffening effect.

5. Conclusions

A finite element model was developed and used by the authors to simulate the flexural behavior of RC beams externally strengthened by mechanically fastened FRP laminates.

Several numerical analyses were carried out by using experimental results collected in a wide database assembled from the literature. Such analyses were aimed at investigating the influence of some specific aspects on the structural response of MF-FRP strengthened members, such as stress-strain laws implemented for steel rebars, bearing stress-slip laws assumed for the FRP-concrete interface and the cracking process, with emphasis on the tension stiffening effect developing in RC members.

From the experimental-numerical comparisons, the following considerations were drawn and can be generalized in the modelling of MF-FRP-strengthened members:

(a) as expected, a rather slight dependence of the performed analyses on the stress-strain model used for steel rebars is observed; thus, a simplified elastic-plastic law can be successfully chosen in the simulation of tests;

(b) since small values of interfacial slips are activated in the case of MF-FRP-strengthened beams, the numerical simulations do not significantly change with the use of two different bearing stress-slip relationships, thus implying that both of them are suitable in the modeling of these members;

(c) the use of a lower tension-stiffening effect has an influence on the bending moment of the beam at yielding and provides the most accurate simulations in terms of initial stiffness when shot fasteners are used. In fact, the installation of such a connector type generally induces significant pre-cracking in the concrete, which is well reproduced by a lower contribution of the tension-stiffening effect. For the case of fastening with concrete screws or wedge anchors, instead, the implementation of the tension-stiffening effect with the C exponent equal to one generally provides the most accurate simulation of the experimental results.

Conflicts of Interest

The authors declare no conflict of interest. References

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