FRP INTERNATIONALthe official newsletter of the International Institute for FRP in Construction

A Plea from the Editor:

Publish in FRP International

Members of IIFC, FRP International is your forum and link to colleagues conducting FRP-related research around the globe. It is your opportunity to communicate the outstanding work that you are doing in your lab and to announce new PhD students’ dissertations or other relevant news.

We welcome all form of short papers, technical reports or product evaluations, etc. and enforce no copyright; thus the material appearing in FRP International remains yours to publish in peer-reviewed venues (see article by McIntyre et al. in this issue).

FRP International is… well… international. Enhance the exposure of local or regional meetings (see summaries of a few such meetings in this issue) byreporting the activities of local or regional standardisation bodies.

If I may appeal to the membership: what would you like to see in FRP International? Send me your suggestions and articles: kharries@pitt.edu.

Without your, the membership of IIFC, input, FRP International will resort to publishing adorable pictures of my daughter. Or perhaps just white space…

Editor Kent A. Harries University of Pittsburgh, USA

IIFC Executive Committee President Jian-Fei Chen Queen’s University Belfast, UK

Senior Vice President Scott T. Smith Southern Cross University, Australia

Vice President and Treasurer Amir Fam Queen’s University, Canada

Vice Presidents Rudolf Seracino North Carolina State University, USA

Renata Kotynia Technical University of Lodz, Poland

Webmaster Peng Feng Tsinghua University, China

Members-at-Large Charles E. Bakis Pennsylvania State University, USA

Emmanuel Ferrier Université Lyon 1, France

Nabil Grace

Lawrence Technological Univ., USA

Tao Yu University of Wollongong, Australia

Conference Coordinators Xin Wang (APFIS 2015) Southeast University, China

Jian-Guo Dai (CICE 2016) Hong Kong Polytechnic University, China

Secretary Raafat El-Hacha University of Calgary, Canada

Vol. 12, No. 4, October 2015

FRPRCS-12 and APFIS-2015 On behalf of the FRPRCS Steering committee and the International Institute for FRP in Construction (IIFC), it gives us great

pleasure to invite you to participate in the Joint Conference of The 12th International Symposium on Fiber Reinforced Polymers

for Reinforced Concrete Structures (FRPRCS-12) & The 5th Asia-Pacific Conference on Fiber Reinforced Polymers in Structures

(APFIS-2015) which will take place in Nanjing, China, from December 14-16, 2015. For more information, please contact

frprcs-apfis2015@seu.edu.cn or visit the joint conference website at: http://iiuse.seu.edu.cn/frprcs12_apfis2015/

Zhishen Wu, Conference Chair

Gang Wu and Xin Wang, Conference Co-Chairs

International Institute for Urban Systems Engineering/School of Civil Engineering

Southeast University

FRP International • Vol. 12 No.4 2

Preliminary Announcement

8th International Conference on Fibre-Reinforced Polymer (FRP) Composites in Civil Engineering (CICE 2016), 14-16 December 2016, Hong Kong, China

Prof. Jin-Guang Teng and Dr. Jian-Guo Dai, The Hong

Kong Polytechnic University, Hong Kong, China

Conference co-chairs

Marking the 15th anniversary of the CICE conference

series, the 8th International Conference on Fibre-

Reinforced Polymer (FRP) Composites in Civil

Engineering (CICE 2016) will be held in Hong Kong,

China on 14-16 December 2016. Since its launch in

2001 in Hong Kong, the CICE conference series has

been held in Adelaide (2004), Miami (2006), Zurich

(2008), Beijing (2010), Rome (2012) and Vancouver

(2014). The 2016 conference will be jointly hosted by

the Department of Civil and Environmental

Engineering (CEE) and the Research Institute for

Sustainable Urban Development (RISUD) of The Hong

Kong Polytechnic University. Following the well-

established tradition of the series, CICE 2016 will

provide an international forum for all concerned with

the application of FRP composites in civil engineering

to exchange recent advances in both research and

practice, and to strengthen international collaboration

for the future development of the field.

Conference Topics

The structural use of FRP composites in civil

engineering has increased tremendously over the past

two decades, primarily for the strengthening of existing

structures but also increasingly for the construction of

new structures. The following list of topics is not

exhaustive, and all papers falling within the general

scope of the conference will be considered:

Materials and products

Bond behaviour

Confinement

Strengthening of concrete, steel, masonry and timber structures

Seismic retrofit of structures

Concrete structures reinforced or pre-stressed with FRP

Concrete filled FRP tubular members

Hybrid structures of FRP and other materials

All FRP structures

Smart FRP structures

Inspection and quality assurance

Durability

Life-cycle performance

Design codes/guidelines

Practical applications

Abstract Submission

Authors are invited to email abstracts of around 150

words by 1 November 2015 to:

cice2016@polyu.edu.hk. Abstract acceptance is

anticipated 1 January 2016 with full papers due 1 April

2016.

Mini-Symposia and Special Sessions

Interested researchers are invited to submit proposals

for mini-symposia on topics of special interest for

approval by the International Organizing Committee.

About Hong Kong

Hong Kong is located within the Pearl River Delta

region, which is one of the most developed regions in

China. Hong Kong is easily accessible by all means of

transport. The international airport of Hong Kong is

only 35 minutes away by taxi from downtown Kowloon

where the campus of The Hong Kong Polytechnic

University is located. Both Chinese and English are

official languages in Hong Kong. More information

about Hong Kong can be found at the following web

site: http://www.discoverhongkong.com/uk/index.jsp

FRP International • Vol. 12 No.4 3

Conference Report

ACIC 2015 – 7th Biennial Advanced

Composites in Construction Conference

Sue Keighley, NetComposites, UK sue.keighly@netcomposites.com

The seventh biennial Advanced Composites in

Construction (ACIC) conference took place 9 – 11

September 2015 at St. John’s College of Cambridge

University hosted by Prof. Janet Lees.

Organised by NetComposites Ltd, approximately 75

delegates, representing practising engineers, asset

managers, researchers and representatives of

regulatory bodies, gathered to exchange ideas and

discussion on current topics within the construction

industry, highlighting the use of fibre-reinforced-

polymer composite materials in new and existing

structures. The conference also looked at topics such as

strengthening, refurbishment and reinforcement

applications in traditional infrastructure. While most

were from the UK, delegates from across Northern

Europe, USA and Hong Kong participated.

Thirty four peer-reviewed papers were presented. Neil

Farmer of Tony Gee and Partners and Jan Pasfall of

Fibreline presented though-provoking keynote

addresses. Additionally, two panel discussions,

engaging all delegates, were held addressing the

current state of the composites industry and directions

for the future.

The next ACIC conference will be hosted by Dr. J.F.

Caron at the Université Paris Est, just east of Paris,

France marking the first time ACIC has been held

outside of the UK. More information on the conference

may be found at: www.acic-conference.com.

Conference proceedings containing the 36 presented

papers are available by contacting

sue.keighly@netcomposites.com.

Conference Report

9th Conference of Chinese FRP Application

Committee of China Civil Engineering

Society

Jian-Guo Dai, Hong Kong Polytechnic University jian-guo.dai@polyu.edu.hk

The 9th official conference of FRP Application

Committee of China Civil Engineering Society (CCES)

was successfully held in Chongqing, China 15-17 May,

2015. The conference was attended by more than 200

participants from Mainland China and overseas.

Ten keynote lecturers were delivered on FRP

composites and their applications in construction by

well-known experts including Prof. Xu-Hong Zhou

(Academician of the Chinese Academy of Engineering

and President of Chongqing University), Prof. Qing-Rui

Yue (Director of Central Research Institute of Building

and Construction, Metallurgical Corporation of China

and Chairman of Chinese FRP Application Committee),

Prof. Jian-Fei Chen (President of IIFC and Professor at

Queen’s University Belfast), Prof. Zhi-shen Wu (Ibaraki

University) and Prof Liang-Hua Xu (Director of Chinese

National Carbon Fiber Engineering and Technology

Center and Professor of Beijing University of Chemical

Technology). The proceedings was published as a

supplementary issue of “Industry Construction”, a core

journal in the construction field in China.

The FRP Application Committee established an award

committee to give a number of awards at each biennial

conference. During this conference, Prof. Peng Feng

from Tsinghua University and Prof Gang Wu from

Southeast University won the “2015 Distinguished

Young Scholar Award” for their outstanding

achievements on FRP research. Prof. Weichen Xue from

Tongji University was the winner of the “2015 FRP

Practical Application Award”, which recognizes his

efforts in promoting the applications of prestressed

FRP-reinforced concrete bridges in Chongqing Fengxi

Highway.

FRP International • Vol. 12 No.4 4

Conference Report

SMAR 2015 – Third Conference on Smart

Monitoring, Assessment and

Rehabilitation of Civil Structures

Renata Kotynia, Technical University of Lodz, Poland Alper Ilki, Istanbul Technical University Masoud Motavalli, EMPA

The third edition of biannual conference on Smart

Monitoring, Assessment and Rehabilitation of Civil

Structures – SMAR2015 – was held in Antalya, Turkey,

7 to 9 September 2015. This continued the successful

SMAR conference series started in 2011 in Dubai and

2013 in Istanbul co-organised by The Swiss Federal

Laboratories for Materials Science and Technology

(EMPA) and Istanbul Technical University (ITU).

This year’s SMAR conference was co-chaired by Prof.

Alper Ilki (ITU) and Prof. Masoud Motavalli (EMPA).

Authors from 34 countries presented innovative

materials and technologies for structural health

monitoring and rehabilitation. In addition to the

regular sessions, several special sessions such as

“Shape memory alloys for civil constructions”,

“Presentation competition for early stage researchers”,

and “Application of Earthquake Protection Systems in

Design and Retrofit Projects” were also included in the

conference program.

SMAR 2015 was sponsored jointly by the International

Society for Structural Health Monitoring of Intelligent

Infrastructure (ISHMII), the International Institute of

FRP in Construction (IIFC), the International Union of

Laboratories and Experts in Construction Materials,

Systems and Structures (Rilem) and the Turkish

Chamber of Civil Engineers. Additionally, nine

companies participated in the exhibition including two

Silver Sponsors (S&P and TCIP).

The conference was opened by Dr. Christina Bürgi

Dellsperger, the Swiss counsellor for economic affair of

the embassy of Switzerland in Ankara. Plenary sessions

reporting the activities of IIFC and ISHMII were

presented Prof. Renata Kotynia (TUL, Poland) and Prof.

Wolfgang Habel (Germany), respectively.

The CD-proceedings include 153 papers and 6 keynote

papers divided approximately as follows: structural

health monitoring (43 papers), performance and

damage assessment (19), damage control, repair and

strengthening and fire protection (43), seismic

retrofitting (4), durability issues related to harsh

environments (9), practical applications and case

studies (6), and visionary concepts (2). Two special

sessions contributed: shape memory alloys (15 papers)

and application of earthquake protection systems in

design and retrofit projects (4). The presentation

competition for early stage researchers contributed 8

papers. The competition was won Jaime Gonzalez,

young Marie Curie ESR from the University of Padua

with the presentation on Bond behaviour of basalt

FRCM composites applied on RC elements.

In the closing ceremony, two Mirko Ros medals were

awarded to best conference papers: in the field of

Monitoring and Assessment: Ductile Shear Failure in RC

Beams with Pseduoelastic Ni-Ti Spirals by Benito Mas,

Antoni Cladera, Carlos Ribas and Eva Oller; and in the

field of Rehabilitation of Civil Structures: A Simplified

Approach to Evaluate Retrofit Effects on Curved Masonry

Structures by Giancarlo Ramaglia, Gian Pierro Lignola

and Andrea Prota.

The next conference, SMAR2017, is planned to held in

Zurich, Switzerland in September 2017 co-organized by

EMPA and ITU.).

FRP International • Vol. 12 No.4 5

Technical Paper

This paper is reprinted with permission from the proceedings of ACIC 2015. This article should be cited as follows:

McIntyre, Bisby and Stratford, (2015) Elevated Temperature Performance of Concrete Beams Reinforced with FRP Bars, Proceedings of Advanced Composites in Construction 2015 (ACIC 2015), September 9-11, 2015, Cambridge, UK.

Elevated Temperature Performance of Concrete Beams Reinforced with FRP Bars

Emma R.E. McIntyre, Luke A. Bisby and Tim J. Stratford, University of Edinburgh, UK emma.mcintyre@ed.ac.uk

In conventional steel-reinforced concrete structures,

the critical temperature of the reinforcing bars, when

exposed to fire, is typically defined by a 50% reduction

in yield strength of the reinforcement [1,2]. If critical

temperatures for FRP reinforcing bars are defined on

this basis, as has been previously suggested in the

literature [2], their critical temperatures will be much

lower than for steel, due to complex softening and

pyrolysis of the polymer resins used in their

manufacture, at comparatively low temperatures. The

mechanical properties of FRP bars degrade at

temperatures close to their glass transition

temperature (Tg) [1,2]. In particular, the bond between

FRP bars and concrete is almost completely lost at

temperatures above Tg. However, despite bond

strength reductions at temperatures near Tg, the fibres

retain considerable tensile strength at much higher

temperatures. Thus, for FRPs to be effective in fire, a

strong FRP-concrete bond must be maintained; for

straight bars this requires maintenance of a “cool”

anchorage zone. This paper presents the use of cool

anchorage as a means of ensuring fire resistance for

FRP RC beams, and focuses on determining the critical

temperatures both to maintain anchorage and to cause

reinforcement rupture due to loss of tensile capacity.

Experimental Program

Three commercially available FRP bars have been used

in the current study; two glass FRPs and one carbon

FRP. These are denoted as BPG, PTG and PTC, and are

shown in Figure 1. Bar BPG has a nominal 10 mm

diameter with a double helical wrap and a fine sand

coating as its surface treatment, whereas bars PTG and

PTC have 9.5 mm nominal diameters and a coarse sand

surface treatment. Conventional 10 mm diameter

deformed steel bars were also studied for comparison.

Figure 1. (a) BPG (b) PTG, and (c) PTC Reinforcing Bars

Table 1. FRP Manufacturer Specified Properties

BPG PTG PTC

Bar # 3 3 3

Nominal Diameter (mm)

10 9.5 9.5

Fibre Type glass glass carbon

Fibre Content (% Weight)

83.6 83 not

specified

Resin vinyl ester modified

vinyl ester modified

vinyl ester Min. Tensile Strength (MPa)

1126 889 1431

Modulus of Elasticity (GPa)

63.2 53.4 120

Tensile Strain at Failure (%)

2.07 1.66 1.33

Manufacturer-specified characteristics of all three FRP

bars are given in Table 1. The Tg values for the

respective bars were determined by dynamic

mechanical analysis (DMA) and differential scanning

calorimetry (DSC), and by applying various accepted Tg

definitions under each test method [3]. Table 2 shows

the considerable variation in Tg values obtained from

various test methods and specific definitions.

Table 2. FRP Glass Transition Temperatures Determined by the Authors’ Testing

Glass Transition Temperature, Tg (°C)

Tga Tg

b Tgc Tg

d

BPG 86 109 136 149

PTG 83 107 153 156

PTC 64 86 108 157 a defined by onset of loss of storage modulus in DMA testing b defined by peak rate of loss of storage modulus in DMA testing c defined by peak phase change between elastic and viscoelastic response (Tan δ Peak) in DMA testing d defined by first notable thermal reaction in DSC testing

Concrete beams with a length of 1450 mm and a 150

mm square cross section, with a single tensile

reinforcing bar, were designed in accordance with ACI

440.1 [4]. These were cast with steel or FRP

reinforcement in either continuous or midspan-spliced

arrangements, with a midspan bar splice length of 420

mm (see Figure 2).

(a)

(b)

(c)

FRP International • Vol. 12 No.4 6

Figure 2. Reinforcement Detailing

Figure 3. Test Setup

Steel shear reinforcement (6mm diameter) was

included outside the constant moment region; with the

beams tested in 4-point bending as shown in Figures 2

and 3.The concrete had a 28-day cylinder strength of

34 MPa (with a standard deviation of 1.38 MPa). In the

beams reinforced with continuous FRP bars a single

strain gauge was placed on the tensile reinforcing bar

at midspan, while 3 strain gauges were placed evenly

along the midspan in the spliced FRP reinforced beams.

Linear potentiometers were used to measure

displacements and bar slip (Figure 3). A thermocouple

(TC) tree with 5 TCs was embedded in the concrete at

the centre of the each beam, allowing temperature

measurements to be taken at depths of 0, 20, 30, 75 and

120 mm from the heated soffit (Figure 3). Two

additional TCs were installed, either at one end of the

constant moment region (continuous reinforcement) or

at one end of the splice zone, at both 0 and 20 mm from

the soffit. Image correlation was also used for strain

and displacement measurement.

Beams were tested in duplicate at ambient temperature

or under sustained loads, with transient localised

heating of the constant moment region. Beams at

ambient were tested at 2 mm/min until failure,

whereas transient heated tests were loaded to

sustained service loads and then heated from below

with a propane-fired radiant panel until failure, or for

90 minutes if no failure occurred. For steel reinforced

beams, load level was chosen based on 50% of ultimate

capacity. Loads in excess of the GFRP creep rupture

limit (ACI 440.1) were used for GFRP reinforced beams,

and also CFRP beams as a comparison. The heated area

was controlled using insulation boards to ensure cold

anchorage for the flexural reinforcement outside the

heated zone (Figure 3). If no failure occurred during

heating the beam was left to cool for 60 minutes under

Table 3. Ambient Beam Test Results Table 4. Heated Beam Test Results

Name Fibre Type

Bar Continuity

Peak Capacity

(kN)

at Peak Capacity

Name Sustained

Load (kN)

Bar Strain at Ignition2

(%)

Time to

Failure (min)

Peak Bar

Temp.3

(˚C)

Residual Capacity

(kN)

Approx. Strain in Bars (%)

Midspan Disp. (mm)

SAc1 Steel Continuous 22.4 - 46.0 SHc1 10.7 - - 4994 25.0

SAc2 Steel Continuous 22.9 - 63.0 SHc2 10.9 - - 475 25.0

SAs1 Steel Spliced 24.4 - 22.2 SHs1 10.9 - - 474 21.7

SAs2 Steel Spliced 26.2 - 39.9 SHs2 10.8 - - 498 17.6

BPGAc1 Glass Continuous 34.8 1.43 45.6 BPGHc1 13.3 27.2 63 499 -

BPGAc2 Glass Continuous 35.5 1.27 30.3 BPGHc2 13.1 26.8 82 531 -

BPGAs1 Glass Spliced 36.7 1.28 25.5 BPGHs1 13.0 26.7 11 181 -

BPGAs2 Glass Spliced 35.9 1.32 26.4 BPGHs2 13.1 26.8 11 167 -

PTGAc1 Glass Continuous 30.6 1.06 39.0 PTGHc1 10.6 31.7 - 566 10.7

PTGAc2 Glass Continuous 34.2 failed gauge 41.3 PTGHc2 10.6 31.4 - 526 15.7

PTGAs1 Glass Spliced 27.4 1.42 24.6 PTGHs1 10.6 31.8 16 260 -

PTGAs2 Glass Spliced 27.8 1.29 24.0 PTGHs2 10.6 31.8 17 249 -

PTCAc1 Carbon Continuous 39.8 0.81 21.7 PTCHc1 17.6 30.2 - 556 34.1

PTCAc2 Carbon Continuous 37.4 >0.671 21.0 PTCHc2 17.6 30.0 - 560 30.7

PTCAs1 Carbon Spliced 36.3 0.67 15.7 PTCHs1 17.6 29.9 7 574 -

PTCAs2 Carbon Spliced 37.2 0.62 17.6 PTCHs2 17.6 30.0 7 104 - 1last recorded value as strain gauge failed 1 minute prior to failure of the beam 2 percentage of the manufacturers’ specified ultimate tensile strain

(calculated from a plane section analysis under specified service load) 3 Temperatures recorded from the lower surface of the bar at midspan 4 Measurement taken from upper surface of the reinforcing bar

FRP International • Vol. 12 No.4 7

sustained load before the load was released, and the

beam was allowed to cool to room temperature before

residual testing at a minimum of 2 weeks after heating.

Results and Discussion

Summarised test data for the ambient and heated tests

are shown in Tables 3 and 4 respectively, along with

beam designations based on test variables. Figures 4

and 5 show load deflection responses for ambient and

heated tests, respectively. SA-denoted beams,

continuous and spliced, experienced classical under-

reinforced flexural failures at large deformations.

Spliced beams displayed a stiffening effect due to the

presence of additional reinforcement in the midspan

region. Both PTGA and BPGA spliced beams failed

within the splice region, coincident with concrete cover

separation. Continuous PTGA and BPGA beams failed

due to tensile rupture of the bars at the location of

flexural shear crack, along with localised concrete

crushing. PTC beams failed due to a bond failure inside

the anchorage zones, wherein the CFRP bars’ surface

coating governed the behaviour and the bars slipped

inside the beams. The strains in the respective

reinforcing bars at peak loads are given in Table 3, and

indicate the utilization of the various types of

reinforcement at peak load (Table 1). Figure 5 shows

the central deflections of the beams during the heated

tests, through 90 minutes of heating and 60 minutes of

cooling. Some beams are not shown due to

malfunctioning of the deflection gauges during heating.

Time zero is the onset of heating, after beams had been

loaded (see Table 4). In all cases there is an increase in

deflection during initial heating. This is due to thermal

bowing of the beams resulting from the thermal

gradients that are generated upon heating. This is

followed by steady deflection increases, with differing

responses depending on the reinforcement type and

whether the reinforcement is continuous or spliced.

Detailed discussions of the heating and cooling

responses are not possible in the current paper.

However, SH beams displayed steady deflection during

heating with decreases in deflection during cooling, as

expected. PTCHc beams showed similar behaviour,

however deflections continued to increase, albeit at a

lower rate, during cooling; BPGHc beams failed by bar

rupture when the bar exceeded temperatures in the

range 349-531˚C; PTGHc beams survived the 90

minutes of heating, despite the bars experiencing

temperatures in the range 423-526˚C and the beams

displaying very large deflections. For the GFRP

continuous beams, there is an increase in central

displacement between 45-60 minutes into the heating

cycle. Interestingly, this coincides with the

decomposition of the FRP matrix, as determined by

TGA tests. The peak mass loss of the FRP samples

0

5

10

15

20

25

30

35

40

0 10 20 30 40 50 60

Load

(kN

)

Central Deflection (mm)

SAc1

SAc2

SAs1

SAs2

(a)

0

5

10

15

20

25

30

35

40

0 10 20 30 40 50 60

Lo

ad (

kN

)

Central Deflection (mm)

PTCAc1

PTCAc2

PTCAs1

PTCAs2

(b)

0

5

10

15

20

25

30

35

40

0 10 20 30 40 50 60

Lo

ad (

kN

)

Central Deflection (mm)

BPGAc1

BPGAc2

BPGAs1

BPGAs2

(c)

0

5

10

15

20

25

30

35

40

0 10 20 30 40 50 60

Load

(kN

)

Central Deflection (mm)

PTGAc1

PTGAc2

PTGAs1

PTGAs2

(d)

Cooli

ng

0

5

10

15

20

0 20 40 60 80 100 120 140

Def

lect

ion (

mm

)

Time (Minutes)

SHc1

SHc2

SHs1

SHs2

(a)

Cooli

ng

0

5

10

15

20

0 20 40 60 80 100 120 140

Def

lect

ion (

mm

)

Time (Seconds)

PTCHc1

PTCHc2

PTCHs2

(b)

0

5

10

15

20

0 20 40 60 80 100 120 140

Def

lect

ion

(m

m)

Time (Minutes)

BPGHc1

BPGHc2

BPGHs1

BPGHs2

(c)

Cooli

ng

0

5

10

15

20

0 20 40 60 80 100 120 140

Def

lect

ion

(m

m)

Time (Minutes)

PTGHc1

PTGHc2

PTGHs1

PTGHs2

(d)

Figure 4. Ambient Temperature Load-Deflection Responses for: (a) Steel, (b) PTC, (c) BPG, and (d) PTG reinforced beams

Figure 5. Heated Beam Deflection from the Onset of Heating for: (a) Steel, (b) PTC, (c) BPG, and (d) PTG reinforced beams

FRP International • Vol. 12 No.4 8

approximately occurred at 390˚C and 420˚C for PTG

and BPG GFRP bars, respectively.

All spliced FRP reinforced beams failed early during

heating due to splice failure in the midspan region, with

temperatures at the level of the reinforcement in the

splice in the range of Tg; somewhat above Tg in the case

of PTG bars. This may indicate a difference in the

response of carbon FRPs versus glass FRPs. In table 4,

the residual capacity of the beams is shown. The CFRP

beams showed more than 80% retention of residual

capacity despite the CFRP fibres in the heated zone

experiencing temperatures in the range 438-560˚C. In

comparison the GFRP reinforced beams, retained only

40% of their ambient capacity after heating despite

experiencing similar temperatures. This may be due to

degradation of the glass fibres as temperatures exceed

500˚C.

Conclusions

The tests have confirmed that cold anchorage for FRP

reinforced beams is essential to ensure that failure

does not occur due to loss of bond by their exposure to

temperatures exceeding their respective Tg values. The

spliced beam tests demonstrated that failure was likely

when the Tg range had been exceeded at the level of the

FRP reinforcement. Temperatures somewhat higher

than Tg were needed to cause failure for the PTG GFRP

reinforced beams, likely due to the sustained strain in

the FRP during heating being sufficiently low (30% of

ultimate) allowing anchorage to be maintained for a

short duration above Tg. The results further indicate

that thermal degradation of an FRP’s fibres themselves

may affect both fire endurance and residual capacity.

The following preliminary recommendations, for the

specific FRP bars tested herein, can be made:

1. If cool anchorage of the tensile reinforcement

cannot be provided, the limiting temperature should

be conservatively taken as the lowest of the

measured Tg values. Furthermore this requires a

clearly defined Tg value, as measurement techniques

can yield a relatively wide range of values.

2. Until more data is available, ‘cool anchorage’ should

be defined as a length of reinforcement that can

develop full ambient temperature capacity; this

must be maintained below the limiting temperature

noted in (1) above.

3. Where cool anchorage can be provided, and

sustained tensile strain in glass and carbon FRP is

less than 30% of ultimate at the onset of heating, the

experiments suggest critical temperature for FRP

bars may be defined based on reductions of tensile

properties of the fibres, rather than the polymer

matrix. Conservatively however, a limiting

temperature should be based on the onset of

decomposition of the polymer matrix, Td,onset, which

would be preferable when considering residual

capacity. It is hypothesised that this may be

applicable to all FRP bars but additional research is

needed before this concept should be applied in

design.

4. Surface treatment and secondary curing of the

coating on FRP bars should be carefully considered

both during manufacture and for the purposes of

design, since the longitudinal shear stress transfer

capacity of the bars’ coating may impede FRP

reinforcement being used to full effect, particularly

for CFRP bars.

Acknowledgements

The authors gratefully acknowledge the support of the

UK Engineering Physical Sciences Research Council

EPSRC and industry partners BP Composites and

Pultrall Inc. Bisby gratefully acknowledges the support

of Ove Arup and Partners and the Royal Academy of

Engineering. The authors are members of the

Edinburgh Research Partnership in Engineering

(ERPE).

References

1. McIntyre, E., Bilotta, A., Bisby, L., and Nigro, E. (2014) Mechanical Properties of Fibre Reinforced Polymer Reinforcement for Concrete at High Temperature presented at the 8th International Conference on Structures in Fire, Shanghai, China, 11-13 June, 2014

2. Bisby, L., Kodur, V. (2007) Evaluating the fire endurance of concrete slabs reinforced with FRP Bars: Considerations for a holistic approach, Composites Part B, 38, 547-558.

3. Bakis, C., Bisby, L., Lopez, M., Witt, S., Alkhrdaji, T. (2014) Interlaboratory evaluation of Tg of ambient-cured epoxies used in civil infrastructure presented at the 7th International Conference on FRP Composites in Civil Engineering, Vancouver, Canada, 20-22 August 2014

4. ACI440.1R-06, Guide for the Design and Construction of Structural Concrete Reinforced with FRP Bars, American Concrete Institute, 2006.

FRP International • Vol. 12 No.4 9

ASCE Journal of Composites

for Construction

The American Society of Civil Engineers (ASCE) Journal

of Composites for Construction (JCC) is published with

the support of IIFC. As a service to IIFC members and

through an agreement with ASCE, FRP International

provides an index of ASCE JCC. The ASCE JCC may be

found at the following website:

http://ascelibrary.org/cco/

ASCE JCC subscribers and those with institutional

access are able to obtain full text versions of all papers.

Preview articles are also available at this site. Papers

may be submitted to ASCE JCC through the following

link:

http://www.editorialmanager.com/jrncceng/

ASCE Journal of Composites for Construction

Volume 19, No. 4. August 2015.

New Anchorage Technique for FRP Shear-Strengthened RC T-Beams Using CFRP Rope Georges El-Saikaly, Ahmed Godat, and Omar Chaallal ______________

Comparative Study on Static and Fatigue Performances of Pultruded GFRP Joints Using Ordinary and Blind Bolts Chao Wu, Peng Feng, and Yu Bai ______________

Cracking Behavior of CFRP Laminate-Strengthened RC Beams with Premechanical and Postmechanical Environmental Damage Dawei Zhang, Shijun Shen, Yuxi Zhao, Weiliang Jin, and Tamon Ueda ______________

Performance of Concrete-Filled FRP Tubes under Field Close-in Blast Loading Yazan Qasrawi, Pat J. Heffernan, and Amir Fam ______________

FRP-Confined Clay Brick Masonry Assemblages under Axial Compression: Experimental and Analytical Investigations K. S. Nanjunda Rao and G. S. Pavan ______________

General Stress-Strain Model for Steel- and FRP-Confined Concrete Yu-Fei Wu and Yang Wei ______________

Durability of Bridge Deck with FRP Stay-in-Place Structural Forms under Freeze-Thaw Cycles Raouf Boles, Mark Nelson, and Amir Fam ______________

Bond Behavior between Near-Surface-Mounted CFRP Strips and Concrete at High Temperatures J. P. Firmo, J. R. Correia, D. Pitta, C. Tiago, and M. R. T. Arruda

______________

Unified Stress-Strain Model for FRP and Actively Confined Normal-Strength and High-Strength Concrete Jian C. Lim and Togay Ozbakkaloglu ______________

Experimental Study of a Large-Scale Ground Anchor System with FRP Tendon and RPC Grout Medium Kuangyi Zhang, Zhi Fang, Antonio Nanni, Jianhua Hu, and Guoping Chen ______________

Strengthening Long Steel Columns of S-Sections against Global Buckling around Weak Axis Using CFRP Plates of Various Moduli Allison Ritchie, Amir Fam, and Colin MacDougall ______________

Experimental Study on the Fatigue Endurance of the CFRP-Concrete Interface Ke Li, Shuang-Yin Cao, and Xin-Ling Wang ______________

ASCE Journal of Composites for Construction

Volume 19, No. 5. October 2015.

Fatigue Crack Propagation of Notched Steel Rebar in RC Beams Repaired with Externally Bonded CFRP Tyler Sobieck, Rebecca A. Atadero, and Hussam N. Mahmoud ______________

Analytical Solution for Externally Bonded Joints Considering Snap-Back Liang He, Yu-Fei Wu, and Yan Xiao ______________

Bond Durability of Basalt Fiber–Reinforced Polymer Bars Embedded in Concrete under Direct Pullout Conditions Ahmed El Refai, Farid Abed, and Ahmad Altalmas ______________

Compressive Strength of CFRP Composites Used for Strengthening of RC Columns: Comparative Evaluation of EBR and Grooving Methods Davood Mostofinejad and Niloufar Moshiri ______________

Rate of Reinforcement Corrosion and Stress Concentration in Concrete Columns Repaired with Bonded and Unbonded FRP Wraps G. Nossoni, R. S. Harichandran, and M. I. Baiyasi ______________

CFRP Shear Strengthening of Reinforced-Concrete T-Beams with Corroded Shear Links Shunde Qin, Samir Dirar, Jian Yang, Andrew H. C. Chan, and Mohammed Elshafie ______________

Analytical Modeling of Masonry-Infilled RC Frames Retrofitted with Textile-Reinforced Mortar L. Koutas, T. C. Triantafillou, and S. N. Bousias ______________

Experimental and Numerical Investigation of the FRP Shear Mechanism for Concrete Sandwich Panels K. Hodicky, G. Sopal, S. Rizkalla, T. Hulin, and H. Stang ______________

Analysis-Oriented Stress-Strain Model for Concrete under Combined FRP-Steel Confinement J. G. Teng, G. Lin, and T. Yu ______________

Stress Intensity Factors for Cracked Steel Girders Strengthened with CFRP Sheets Amer Hmidan, Yail J. Kim, and Siamak Yazdani ______________

FRP International • Vol. 12 No.4 10

FRP-Confined Concrete Composite Retrofit System for Structural Steel Columns Joel K. Linde, Michael J. Tait, Wael W. El Dakhakhni, and Saiedeh N. Razavi ______________

Earthquake Performance of Two Vintage URM Buildings Retrofitted Using Surface Bonded GFRP: Case Study Dmytro Dizhur, Sara Bailey, Michael Griffith, and Jason Ingham ______________

Aspects of Deformability of Concrete Shear Walls Reinforced with Glass Fiber–Reinforced Bars Nayera Mohamed, Ahmed Sabry Farghaly, and Brahim Benmokrane

Upcoming Conferences and Meetings

CAMX: Composites and Advanced Materials Expo, October 26-29, 2015, Dallas TX, USA. www.thecamx.org

PLSE 2015 – Second International Conference on Performance-based and Lifecycle Structural Engineering, 9-11 December 2015, Brisbane, Australia. plse2015.org

JOINT CONFERENCE

FRPRCS-12 12th International Symposium on Fiber Reinforced Polymer for Reinforced Concrete Structures, and

APFIS 2015 – 5th Asia-Pacific Conference on FRP in Structures, December 14-16, 2015, Nanjing, China.

http://iiuse.seu.edu.cn/frprcs12_apfis2015/

Composites in Construction Conference - Middle East, February 9-10, 2016, Dubai. http://mecompositesin.construction/?utm_source=newsletter&utm_medium=email&utm_campaign=register%20now

Concrete Solutions 2016, 5th International Conference on Concrete Repair, June 20-22, 2016, Thessaloniki, Greece. http://www.concrete-solutions.info/

7th International Conference on Advanced Composite Materials in Bridges and Structures, August 22-25, 2016 Vancouver, Canada. https://csce.ca/events/7th-international-conference-on-advanced-composite-materials-in-bridges-and-structures-august-22-24-2016/

CICE 2016 8th International Conference on FRP Composites in

Civil Engineering

December 14-16 2016, Hong Kong

CICE 2018 9th International Conference on FRP Composites in

Civil Engineering

July 2018, Paris

New Publication

ACI SP-301 Modeling of FRP Strengthening Techniques in Concrete Infrastructure

This CD contains 8 papers that were presented at a session sponsored by Joint ACI-ASCE technical committee 447 at the ACI Fall Convention, October 2011 in Cincinnati, Ohio. The papers cover the modeling for strengthening for flexure, shear, torsion, and confinement of concrete. Where applicable, the papers cover comparisons of modeling results with experimental tests performed around the world.

Document may be ordered at: http://www.concrete.org/store/productdetail.aspx?ItemID=SP301CD&Format=OPTICAL_DISK

IIFC Conference Proceedings Indexed

The IIFC is pleased to announce that Elsevier is now indexing post-2012 IIFC conference proceedings in the Scopus and Compendex indices.

FRP International • Vol. 12 No.4 11

International Institute for FRP in Construction

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FRP INTERNATIONALthe official newsletter of the International Institute for FRP in Construction

International Institute for FRP in Construction Council

Australia Poland R. Al-Mahaidi Swinburne University of Technology R. Kotynia Technical University of Lodz T. Aravinthan University of Southern Queensland Singapore M. Griffith University of Adelaide K.H. Tan National University of Singapore S.T. Smith Southern Cross University Switzerland T. Yu University of Wollongong T. Keller Swiss Federal Institute of Technology

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China T.J. Stratford University of Edinburgh J.G. Dai The Hong Kong Polytechnic University S. Taylor Queen’s University Belfast P. Feng Tsinghua University USA X. Wang Southeast University C.E. Bakis Pennsylvania State University Y.F. Wu City University of Hong Kong M. Dawood University of Houston W.C. Xue Tongji University R. Gentry Georgia Institute of Technology

Denmark N.F. Grace Lawrence Technological University J.W. Schmidt Technical University of Denmark I.E. Harik University of Kentucky

France K.A. Harries University of Pittsburgh E. Ferrier Université Lyon 1 Y. Kim University of Colorado Denver

Germany F. Matta University of South Carolina L. De Lorenzis Technical University of Braunschweig R. Seracino North Carolina State University

Iran B. Wan Marquette University M. Motavalli University of Tehran/EMPA, Switzerland J. Wang University of Alabama

Israel R. Eid Shamoon College of Engineering

Japan Z.S. Wu Ibaraki University S. Yamada Toyohashi University of Technology

International Institute for FRP in Construction Advisory Committee L.C. Bank City College of New York T.C. Triantafillou University of Patras, Greece A. Nanni University of Miami, USA T. Ueda (chair) Hokkaido University, Japan K.W. Neale University of Sherbrooke, Canada L.P. Ye Tsinghua University, China S.H. Rizkalla North Carolina State University, USA X.L. Zhao Monash University, Australia J.G. Teng Hong Kong Polytechnic University, China

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