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Experimental and numerical study on
thermo-mechanical behaviour of carbon fibre reinforced
polymer and structures reinforced with CFRP
Phi Long Nguyen
To cite this version:
UNIVERSITE CLAUDE BERNARD - LYON 1 Président de l’Université
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M. le Professeur Philippe CHEVALIER M. Fabrice VALLÉE
Mme Dominique MARCHAND COMPOSANTES SANTE
Faculté de Médecine Lyon Est – Claude Bernard
Faculté de Médecine et de Maïeutique Lyon Sud – Charles Mérieux
Faculté d’Odontologie
Institut des Sciences Pharmaceutiques et Biologiques Institut des Sciences et Techniques de la Réadaptation Département de formation et Centre de Recherche en Biologie Humaine
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COMPOSANTES ET DEPARTEMENTS DE SCIENCES ET TECHNOLOGIE Faculté des Sciences et Technologies
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Abstract
Carbon fibre reinforced polymer (CFRP) is one of common solutions in repairing / reinforcing/ strengthening/ retrofitting structures in civil engineering due to its advantages in mechanical properties, durability and workability. However, recent issues have raised concerns for fire performance of CFRP and CFRP reinforced structures. Throughout the literature, there are several investigations on the evolution of mechanical performance of CFRP and CFRP reinforced structures during or after exposing to different levels of temperature which are close to temperatures obtained during a fire. However, the results are scatter due to the diversity of materials used, the difference in test protocols, and limitation in test facility for elevated temperature use. Analytical and numerical studies are also conducted with parametric investigation to observe, improve, and propose recommendations for design guideline. Additionally, missing gap in experimental data has a significant influence on the applicability of the available results.
This research characterizes the behaviours of CFRPs and of concrete structure reinforced with CFRP material under three separated conditions concerning elevated temperature and mechanical loading that are close to different cases of fire application. The experimental and numerical methods used in this research are to further investigate the status of each material during the case studies. Particularly, residual test is used to study the mechanical performance of specimens cooled after exposing to elevated temperature respecting the evaluation of the remained behaviour of CFRP reinforced structures at post-fire situation for repairing/ retrofitting purpose. Two thermo-mechanical tests are used to study the mechanical performance of specimens at different elevated temperatures and their thermal performance at different mechanical statuses respecting the fire situation for predicting and designing purpose. The two final cases focus on the influence of loading order on the results to confirm the validity of experimental mechanical data obtained at different temperatures when applying for evaluating the fire performance of CFRP reinforced structure where mechanical effects and then temperature effects are combined.
In the first experimental part, 86 tests on two types of CFRP (one pre-fabricated in factory and one manually fabricated in laboratory) were studied in the temperature range from 20°C to 712°C. The performance of CFRP material is generally reduced as the temperature increases. The thermo-mechanical and residual ultimate strengths of P-CFRP gradually decrease from 20°C to 700°C, while its Young’s modulus varies less than 10% from 20°C to 400°C and then significantly decreases at 600°C. The identified thermo-mechanical performance of CFRP was lower than its residual performance, especially at temperature beyond 400°C. Furthermore, the elevated temperature and mechanical load are experimentally shown to be relevant and thus the loading order has a small effect on the material performance under thermo-mechanical conditions. A new analytical model, proposed for the evolution of thermo-mechanical ultimate strength in function of temperature, has shown the ability to fit with two studied CFRPs and with those tested under similar thermo-mechanical condition in the literature.
influence on its ability to resist elevated temperature rise, which is close to fire, with the reduction rate depending on the used adhesive and reinforcement method. The modification of adhesive used also affects to the thermo-mechanical performance of CFRP reinforced concrete structure. Other experimental tests on insulated CFRP have shown ability to extend the thermal performance in terms of duration and failure temperature of this material. It is also shown that with the restriction from direct-contact with air, the studied CFRP material can resist to higher temperature level.
Résumé
Le polymère renforcé de fibres de carbone (CFRP) est l'une des solutions courantes pour réparer/ renforcer/ fortifier/ rétrofiter les structures en génie civil en raison de ses avantages dans les propriétés mécaniques, la durabilité et la maniabilité. Cependant, des problèmes d'incendie récents ont soulevé des inquiétudes quant à la performance au feu du CFRP et des structures renforcées par CFRP. Dans la littérature, il existe plusieurs études sur l'évolution de la performance mécanique de CFRP et des structures renforcées par CFRP pendant ou après l'exposition à différents niveaux de température qui sont proches des températures obtenus durant un feu. Cependant, les résultats sont dispersés en raison de la diversité des matériaux utilisés, de la différence dans les protocoles d'essai et de la limitation de l'installation d'essai pour une utilisation à température élevée. Des études analytiques et numériques sont également menées avec une étude paramétrique pour observer, améliorer et proposer des recommandations pour les directives de conception. Cependant, le manque de données expérimentales a une influence significative sur applicabilité des résultats disponibles.
Cette recherche caractérise les comportements des CFRP et de la structure renforcée avec du matériau CFRP dans trois conditions distinctes concernant la température élevée et la charge mécanique qui sont proches des différents cas d'application au feu. Les méthodes expérimentales et numériques sont utilisées pour mener cette recherche afin d'étudier plus en détail l'état de chaque matériau au cours des études de cas. En particulier, l'essai résiduel est utilisé pour étudier la performance mécanique des spécimens refroidis après exposition à température élevée en respectant l'évaluation du comportement résiduel des structures renforcées en CFRP en situation post-incendie à des fins de réparation / renforcement. Deux essais thermomécaniques sont utilisés pour étudier la performance mécanique des échantillons à différentes températures élevées et leur performance thermique à différents états mécaniques en respectant la situation d'incendie pour la prédiction et la conception. Les deux derniers cas portent sur l'influence de l'ordre de chargement sur les résultats pour confirmer la validité des données mécaniques expérimentales obtenues à différentes températures lors de l'évaluation de la performance au feu de la structure renforcée par CFRP où les effets mécaniques et puis les effets thermiques sont combinés.
Dans la première partie expérimentale, 86 essais sur deux types de CFRP (un préfabriqué en usine et un fabriqué manuellement en laboratoire) ont été étudiés dans la plage de température de 20°C à 712°C. La performance du matériau CFRP est généralement réduite lorsque la température augmente. Les résistances thermomécaniques et résiduelles du P-CFRP diminuent graduellement de 20°C à 700°C, tandis que le module de Young varie de moins de 10% de 20°C à 400°C et ensuite diminue significativement à 600°C. La performance thermomécanique identifiée de CFRP a été inférieure que sa performance résiduelle, en particulier à une température supérieure à 400°C. En outre, la température élevée et la charge mécanique sont expérimentalement pertinentes et l'ordre de chargement a donc un faible effet sur les performances du matériau dans des conditions thermomécaniques. Un nouveau modèle analytique, proposé pour l'évolution de la résistance ultime thermomécanique en fonction de la température, a montré sa capacité à s'adapter à deux CFRP étudiés et à ceux testés dans des conditions thermomécaniques similaires dans la littérature.
mécanique du béton renforcée par CFRP à température élevée est beaucoup plus faible que sa performance dans des conditions résiduelles. L'état mécanique de la structure en béton renforcée par CFRP influe également sur sa capacité à résister à une élévation de température élevée, proche du feu, le taux de réduction dépend de la méthode de collage et du renforcement utilisée. La modification de l'adhésif utilisé affecte également la performance thermomécanique de la structure en béton renforcée par CFRP. D’autres essais supplémentaires sur les CFRP isolés ont montré une capacité à augmenter les performances thermiques en termes de durée et de température de rupture de ce matériau. Il est également montré qu'avec la restriction du contact direct avec l'air, le matériau CFRP étudié peut résister à un niveau de température plus élevé.
List of Publications
Publications until May 2018:
International journal articles:
1. Phi Long NGUYEN, Xuan Hong VU, and Emmanuel FERRIER, Characterization of pultruded carbon fibre reinforced polymer (P-CFRP) under two elevated temperature-mechanical load cases: Residual and thermo-mechanical regimes, Construction and Building Materials, vol. 165, pp. 395– 412, Mar. 2018. (Impact factor 2016 of JCBM : 3.169)
2. Phi Long NGUYEN, Xuan Hong VU, and Emmanuel FERRIER (2018). Elevated temperature behaviour of carbon fibre-reinforced polymer applied by hand lay-up (M-CFRP) under simultaneous thermal and mechanical loadings: experimental and analytical investigation. Fire Safety Journal100 (2018) 103-117, DOI: 10.1016/j.firesaf.2018.07.007 (Elsevier, Impact factor 2017: 1.888).
3. Phi Long NGUYEN, Xuan Hong VU, and Emmanuel FERRIER. Thermo-mechanical Performance of Carbon Fibre Reinforced Polymer (CFRP), with and without Fire Protection Material, under Combined Elevated Temperature and Mechanical Loading Condition. Submitted to Composites Part B: Engineering in 04th April 2018, under review 06th April 2018.
4. Phi Long NGUYEN, Xuan Hong VU, and Emmanuel FERRIER (2018). Effect of reinforcement methods: externally bonding reinforcement (EBR) and near surface mounted (NSM) on the thermo-mechanical performance of CFRP reinforced concrete structure under elevated temperatures. (In preparation).
5. Phi Long NGUYEN, Xuan Hong VU, and Emmanuel FERRIER (2018). Experimental study on the influence of adhesive on the thermo-mechanical performance of near surface mounted (NSM) CFRP reinforced concrete structure under elevated temperatures. (Submitted to Engineering Structures journal on September 13th 2018, under review from September 14th 2018).
Conference proceedings:
1. Phi Long NGUYEN, Xuan Hong VU, and Emmanuel FERRIER (2016). An Experimental Study On The Thermomechanical And Residual Behaviour Of The P-CFRP Subjected To High Temperature Loading. In Proceedings of the Eighth International Conference on Fibre-Reinforced Polymer (FRP) Composites in Civil Engineering, (Hong Kong, China: The Hong Kong Polytechnic University), pp. 797–803.
2. Phi Long NGUYEN, Xuan Hong VU, and Emmanuel FERRIER (2017). Behaviour of Carbon Fiber Reinforced Polymer (CFRP), with and without fire protection material, under combined elevated temperature and mechanical loading condition. In Proceedings of SMAR 2017, Fourth Conference on Smart Monitoring, Assessment and Rehabilitation of Civil Structures, (Zurich, Switzerland: ETH Zurich), p. ID109.
3. Phi Long NGUYEN, Xuan Hong VU, and Emmanuel FERRIER (2017). Experimental study on the thermo-mechanical behavior of Hand-made Carbon Fiber Reinforced Polymer (H-CFRP) simultaneously subjected to elevated temperature and mechanical loading. In Proceedings of the 4th Congrès International de Géotechnique - Ouvrages -Structures, (Ho Chi Minh City, Vietnam, Springer publisher, 2017), pp. 484–496.
simultaneously subjected to elevated temperature and mechanical loading. In Proceedings of Next Generation Design Guidelines for Composites in Construction, (Budapest, Hungary, 2017)
5. Phi Long NGUYEN, Xuan Hong VU, and Emmanuel FERRIER (May 2018). Experimental study on transient thermal performance of P-CFRP under tensile loading and close-to-fire condition. In Proceedings of 4th Conference of Science Technology, Ho Chi Minh University of Transport, Vietnam
6. Phi Long NGUYEN, Xuan Hong VU, and Emmanuel FERRIER (June 2018). Experimental and numerical study on thermomechanical behaviour of carbon fiber reinforced polymer (CFRP) and structures reinforced with CFRP. In Proceedings of « RUGC2018 - Les 36èmes Rencontres Universitaires de Génie Civil de l’AUGC », (Sainte Etienne, France)
7. Phi Long NGUYEN, Xuan Hong VU, and Emmanuel FERRIER (June 2018). Numerical Modeling of Thermal Behaviour of CFRP Reinforced Concrete Structure Exposed To Elevated Temperature. In Proceedings of the Tenth International Conference on Structure in Fire (Titanic Belfast, UK).
Acknowledgements
First of all, I would like to express my gratitude to my parents, my wife and my little daughter, and also my extended family in Ho Chi Minh City, Vietnam. Their daily and endlessly supports have strengthened my motivation for this research.
This doctoral thesis concludes the major part of the work, which I have carried out at the Laboratory of Composite Materials for Construction (LMC2), Claude Bernard Lyon 1 University since September 2015 until July 2018. I would never have had the strength to pursue this work successfully without the guidance, encouragement, help, and support of every laboratory member.
I would like to express my sincere gratitude to my supervisors, Professor Emmanuel FERRIER and Associate Professor Xuan Hong VU, for their patient guidance, enthusiastic encouragements and useful advices of this research work. Without them, being my supervisors, this thesis would never be a complete piece of work. Their wide knowledge and ways of thinking have been of great value to me. Under their supervisions, I have gained a lot of knowledge and experience in fire concerned domain of FRP and its application and I have also learned how to work as a real researcher. It was a pleasure to work under the supervision of all of you.
I also would like to thank Professor Baljinder Kandola, Professor Mark F. Green, Professor Luke Bisby, Professor Catherine A. Davy, and Associate Professor Hélène Carré who have participated in the jury of my Ph.D. thesis’s defence in order to evaluate and provide comments on my research works. Especially, Professor Mark F. Green and Professor Luke Bisby who have spent their value time to thoroughly evaluate my PhD thesis. All their comments, evaluation, as well as recommendations are tremendous motivations for me to keep moving forward in scientific research career.
I would like to express my appreciation to the doctoral scholarship from the Ministry of Education and Training of Vietnam (Project 911) for supporting and providing the funding for the work. I also would like to thanks the companies, partners of LMC2, for their financial support in materials, equipment and also recommendations for the experimental works.
My grateful thanks are also extended to the lab-mates and staffs and especially Mr. Emmanuel JANIN and Mr. Norbert COTTET, the technicians of the Civil Engineering Department of the IUT Lyon 1 and of the LMC2, University Lyon 1 for their supports.
My time at Lyon was enriched due to many Vietnamese friends who are like me living away from home. I am grateful for the time we share the happiness, sadness, and difficulty with each other during last three years.
Lyon, July 14th 2018
Abstract Résumé List of P Acknow Table of List of s CHAPT 1.1. 1.2. 1.2 1 1 1 1 1 1 1.2 1 1 1 1 1 1.2 1.2 1.2 1.3. 1.4. 1.5. CHAPT 2.1. 2.1 2.1 t ... ... Publications . wledgements . f contents ... symbols and TER 1 : L General of Material p Conc .1. 1.2.1.1. P 1.2.1.2. E 1.2.1.3. T 1.2.1.4. E 1.2.1.5. E 1.2.1.6. C FRP a .2. 1.2.2.1. T 1.2.2.2. R 1.2.2.3. T 1.2.2.4. T 1.2.2.5. C Behav .3. Interf .4. FRP-.5. Analytical Conclusion Objectives TER 2 Exp General .... Gene .1. Exper .2. ... ... ... ... ... notations .... Literature rev f fire ... roperties at e rete ... Physical and Evolution of Thermal exp Evolution of Evolution of Conclusion . and CFRP ... Tensile perfo Relation "str Tensile prop Tensile resis Conclusion . viour of poly face concrete Concrete stru l material mo n ... s of this Ph.D perimental a ... ral ideas for rimental test
Table
... ... ... ... ... ... iew ... ... elevated tem ... d chemical ph f the physical pansion ... f thermal pro f mechanical ... ... ormance of f ress-strain" d erties evolut tance ... ... ymer adhesiv e/ adhesive/ F ucture bond . odels ... ... D. thesis ... approach: M ... fire situation t for fire apple of con
... ... ... ... ... ... ... ... mperature ... ... henomena in l properties o ... operties of co properties o ... ... fibre reinforc depending on tion ... ... ... ves ... FRP ... ... ... ... ... Material scale ... n ... lication ...ntents
... ... ... ... ... ... ... ... ... ... n the heated c of the concre ... oncrete ... of concrete .... ... ... ced polymer n temperature ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... ... concrete ... ete during the2.2. 2.2 2.2 2.2 2.2 2.3. 2.3 2 2 2 2 2.3 2 2 2 2.3 2 2 2.4. 2.4 2 2 2 2.4 2 2 2 2 2.5. 2.5 2.5 2.6. 2.6 2 Test appar Therm .1. Laser .2. Therm .3. Ball-j .4. Test progr Resid .1. 2.3.1.1. P 2.3.1.2. P 2.3.1.3. P 2.3.1.4. P Therm .2. 2.3.2.1. P 2.3.2.2. P 2.3.2.3. P Therm .3. 2.3.3.1. P 2.3.3.2. P Presentatio Pultru .1. 2.4.1.1. M 2.4.1.2. S 2.4.1.1. S Manu .2. 2.4.2.1. M 2.4.2.2. C 2.4.2.3. P 2.4.2.4. S Test summ Pultru .1. Manu .2. Test result Pultru .1. 2.6.1.1. T ratuses ... mo-mechanic r extensomet mocouples ... joint loading rams ... dual test (RR Phase 1 - Th Phase 2 - Th Phase 3 - Th Phase 4 - Re mo-mechanic Phase 1- The Phase 2 - Th Phase 3 - Th mo-mechanic Phase 1: mec Phase 2: ther on of the use uded CFRP . Material des Sample desc Sample prep ually-fabricat M-CFRP com Carbon texti Polymer mat Sample prep mary ... uded CFRP . ually-fabricat ts ... uded CFRP . Tensile tests ... cal machine . ter ... ... g heads ... ... R) ... hermal loadin hermal exposu hermal releas sidual loadin cal test 1: sta ermal loading hermal exposu hermo-mecha
2 2 2 2 2.6 2 2 2 2 2 2.7. 2.7 2 2 t 2 2 p 2 C 2 2.7 2 2 2 2 2.7 2.8. 2.8 2.8 2.9. CHAPT 3.1. 3.1 2.6.1.2. R 2.6.1.3. T 2.6.1.4. T 2.6.1.5. F Manu .2. 2.6.2.1. T 2.6.2.2. R 2.6.2.3. T 2.6.2.4. T 2.6.2.5. F Discussion P-CF .1. 2.7.1.1. S 2.7.1.2. E to temperatur 2.7.1.3. E 7 2.7.1.4. D performance 2.7.1.5. E CFRP at 400 2.7.1.6. E M- C .2. 2.7.2.1. S 2.7.2.2. E 2.7.2.3. E 2.7.2.4. D Synth .3. Analytical Comp .1. Propo .2. Conclusion TER 3 Exp Small scal Prese .1. Residual test Thermo-mec Thermo-mec Failure mode ually-fabricat Tensile tests Residual test Thermo-mec Thermo-mec Failure mode n ... RP series .... Stress-strain Evolution of re ... Evolution of 78 Dependent of P-CFRP . Effect of the 0°C ... Effect of hea FRP series .. Stress-strain Evolution of Evolution of Dependent c hesis of expe l model ... parison with osed analytic n ... perimental a le CFRP rein entation of th ts... chanical test chanical test es ... ted CFRP .... at 20°C ... ts... chanical testi chanical testi es ... ... ... relationship f the ultimate ... f thermal res correlation ... ermal exposu ... ating rate on ... relationship f mechanical f thermal resi orrelation be erimental resu ... analytical m cal model for ... approach: St nforced concr he materials u ... 1 (TM1) ... 2 (TM2) ... ... ... ... ... ing regime 1 ing regime 2 ... ... ... p ... e strength an ... sistance acco between t ... ure duration ... thermal resis ... p of M-CFRP resistance at istance at dif etween mech ults ... ... models ... r CFRP at th ... tructure scale rete structure used - test de ... ... ... ... ... ... ... ... ... ... ... ... ... d the Young ... ording to the temperature ... n on the ther ... stance at 25% ... P at constant t different te fference mec hanical and te ... ... ... ermo-mecha ... es ... es ... esign and pre
3.2 3.2 3 3 3.2 CHAPT 4.1. 4.2. 4.2 4.2 4.2 4.2 4 4 4.2 4 4 4.2 4 4 4 4 4.2 4.3. 4.3 4.3 4.3 4.3 4.3 tem 4.4. CHAPT 5.1. Test p .3. Test r .4. 3.2.4.1. H 3.2.4.2. I Conc .5. TER 4 Nu Introductio Model 1-C Nume .1. Heat .2. Struc .3. Mater .4. 4.2.4.1. T 4.2.4.2. M Boun .5. 4.2.5.1. T 4.2.5.2. S Nume .6. 4.2.6.1. M 4.2.6.2. T 4.2.6.3. T 4.2.6.4. T Conc .7. Model 2- i Gene .1. Detai .2. Nume .3. Param .4. Discu .5. mperature con Conclusion TER 5 Co Conclusion program ... results and d Heat transfer Insulated M-lusions ... umerical mod on ... CFRP reinfor erical model transfer mod tural analysi rial propertie Thermal prop Mechanical p ndary conditi Thermal ana Stress analys erical results Mechanical p Thermal ana Thermal-mec TM2 perform 162 lusions ... insulated CF rality about t ils of the mod
List of symbols and notations
V : Normal stress, MPa W : Shear stress, MPa H : Strain
U : Density, kG/m3, g/cm3
U(T) : Density at temperature T, kG/m3, g/cm3
fc : Compressive strength of concrete, MPa
T, T : Referenced temperature, qC O : Thermal conductivity, W/m.qC Cp : Specific heat, J/kg.K
fw : Applied load ratio
Fc : Control force, N
Fr : Rupture force, N
Fw : Applied force, N
E : Young’s modulus, GPa
NAS : Nominal adhesive shear stress, MPa
S : Contact region between concrete block and CFRP plates via adhesive Tg : Glass transition temperature, qC
Tc : Combustion temperature, qC
Td : Decomposition temperature, qC
Tm : Melting temperature of polymer, qC
Ta : Ambient temperature, qC
Tt : Target temperature, qC
tw : Exposure duration time (waiting time), minute
Tr : Rupture temperature, qC
DSC : Differential scanning calorimetry DMA : Dynamic mechanical analysis EBR : Externally bonding reinforcement FE : Finite element
P-CFRP: Pultruded carbon fibre reinforced polymer
M-CFRP: Manually fabricated carbon fibre reinforced polymer NSM : Near surface mounted reinforcement
RR : Residual regime
TM1 : Thermo-mechanical regime 1: thermo-mechanical test at constant temperature TM2 : Thermo-mechanical regime 2: thermo-mechanical test at constant mechanical load TGA : Thermal gravimetric analysis
Chapter 1:
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n of the fire:
most essentia (or fuel) and 834 or AST as a function nts in order t
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 The ISO but with not indic compari presente With: The Equ (Figure (about 8 by a less cellulosi natural f -O 834 standar h a decreasin
cate the actu ison indicatin ed as followin g
53
T
șg = t = t Tabl uation 1 cha 3): first, the 800°C), follo s rapid incre ic fires. The fire in buildin ISO curve is addition, the heat load an Figure rd, a logarith ng rate, will b ual length of ng the severi ng equation10
34log 8t
= gas tempera time after thele 1: Main va Time, min 0 5 10 15 30 60 aracterizing flashover du owed by the o ase in tempe e curve ISO ngs. Indeed, s a theoretica ere is only o nd ventilation 3: Different hm curve in w be used for l f time during ity of a fire w in term of tim
1 20
ature in the fi e start of the alues of conv Temperatu 20 576 687 739 842 945 the standard uring which other hand, t erature up to 834 with th the followin al curve, wh one ISO curv n. However,temperature
which the tem laboratory te g which a co which the co me and temp
fire compartm test (in minu
ventional tem ure, qC Tim 6 7 9 2 d curve ISO a very rapid the period in 1200°C. Th he practical ng can be not hich may be ve for all typ
a publicatio e curves (Den mperature in sting. The va omponent res omponent ca perature: ment (in °C) utes). mperature - ti me, min Te 90 120 180 240 300 360 O 834 shows d increase in n which the fi his curve is in advantage i ted: exceeded for pes of buildin on of the Nat noël, 2007) ncreases cont alue of fire r sists to fire i an resist. The ime curve - I mperature, q 1006 1049 1110 1153 1186 1214 s two distinc temperature fire is fully d ntended to re s certain, sh r a limited ti ngs, regardle tional Resear tinuously alo resistance du in a building e ISO-834 cu Eq ISO 834 qC ct phases du e occurs or a developed, ch epresent the hows deviati ime in an ac ess of the co rch and Safe
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 (IN (A - ISO a f - ISO - ISO be - Th tim 1.2. M This subse adhesives, 1.2. Concrete i this researc temperatur according t followings 1.2.1.1. Concrete is properties cement (M hydration r formed are The role of In concrete - Fre - Th wa - Th rea Based on t - Ev po spe tem too - No ev ag Aggregates of aggrega NRS) shows Aussel et al., 2 O curve mus fire, the temp O curve doe O curve invo gins to decre he temperatu me. Material pro ection descr concrete/adh Concrete 1. s used as a s ch. Therefor re, especiall to the tempe s. Physic s made up of (mechanical Missemer, 20 reactions for e calcium sil f this H-S-C e, water exist ee water in th he adsorbed w ater can be re he chemicall action. the evaporab vaporable wa ossible betwe eed of tempe mperature w o fast, the va on-evaporabl aporation re gregates of t s constitute t ates can be u that only 6% 2007). st be taken in perature varie s not take int olves an ever ease after the ure is uniform
operties at e
ribes previo hesive/FRP I
substrate that re, this sectio ly the ordin erature as we
cal and chem
f three essen l, physical an 012). Cemen r passing anh licate hydrat is dominatin ts in various he capillarie water: this w egarded as a y bound wa ility (or abili ater refer ma een 30°C and
erature rise. hen the heat apour may be le water cor quires a pro the concrete the skeleton used: limesto % of fires la nto account f es by locatio to account th r increasing e bulk of the m in the com elevated tem ous studies Interface and t is reinforce on presents a nary concre ll as the crac mical phenom tial compone nd chemical, nt and wate hydrous cem tes, denoted ng in the cem forms: s: it is easier water is chem structural ele ater: it is the ity to evapor inly free wat d 120°C. Ma Indeed, the ting rate is lo e trapped in t responds to longed heati and on the ce of concrete one, silica, sa asting more t for every co on; he phase of " temperature fuel is burne mpartment; t mperature on concrete d FRP-concre ed/ repaired b an observatio ete. The ph cking and da mena in the ents: cement , thermal pro er confer res ment in a har C-S-H and p ment paste res
r to evaporate mically or ph
ement that is e water cons rate), there ar ter and adsor any authors proportion o ow. This res the concrete. the interlay ing material ementitious and occupy and-lime, sa than an hour mpartment, pre-flashove . In practice, ed;
the only par
e, FRP and ete structure by the comp on regarding hysical, therm amage mecha heated conc t, aggregates operties) are sistance to c rdened ceme portlandite, d sistance. e water at a t hysically bon s capable of t sisting hydra re two types rbed water fr observe that of free evapo sults in a larg er water and that cannot material. about 60-80 andstone, bas
and the focu even if it is v er" of a real f , it is proved rameter on w d CFRP, be bonding. osite materia the concrete mal and m anisms are br rete and water. O primarily du concrete. Th ent paste. Th denoted by C temperature r nded to the su transmitting ates created of water (Mi reely, the eva t the evapora orated water ger mass los d chemically
be without c 0% of its vol salt, expande
cus can reach very large. I fire;
d that the tem which they d
ehaviour of
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 aggregat against t When c within c Thermal physicoc (Fares, 2 as follow -When p variation illustrate Figur
tes have stro the siliceous oncrete is su oncrete. The a. Cha l gravimetr chemical cha 2010; Hager ws: Between 30 ettringite (3C Between 13 •2H2O) is ob Dehydration water begins Between 450 Between 60 dehydration chemically b From 650°C From 1300° complete de physic-chemi ns in mass in ed in Figure re 4: therma differ ong bonds w aggregates a ubjected to t ese transform anging of the ric analysis anges that o , 2004; Miss 0°C and 120 CaOڄA2O3ڄ3C 30°C and 17 bserved. n C-S-H gel s to escape fr 0°C and 550 00°C and 70 of calcium bound water C endothermi °C, the cons struction of t ical transform n fuction of t 4. (a) l gravimetric rent cement p
ith the ceme are neutral w temperatures mations can c cement past (TGA) or ccur in the c semer, 2012; 0°C, the free CaSO4ڄ32H2 70°C: the en observed bef rom the conc °C decompo 00°C the C-m hydrate wi drain. ic decomposi stituents (the the material. mations men emperature o c analysis (T pastes in a s
ent paste due with the ceme s increase, d cover both th te: r differenti cement paste ; Nguyen, 20 e water and 2O) breaks do ndothermic r fore 100°C i crete osition of the -S-H decom ithin the co ition of lime e paste and . ntioned abov or following
TGA) (a) and study of Ye et
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 During the C-S-H. In During a t mineral str temperatur a). This lo with the h multiplying which subs aggregate physical be contain abo material be 570°C, th accompani (Nguyen, 2 Figure 1.2.1.2. This subse mentioned Measuring results sho performanc concrete a presents th increase in part of the the matrix incompatib different co 7 shows th e cooling pha addition, a n b. Evolut temperature ructure which re of 650°C, ss relates to humidity of g its volume sequently lea concretes h ehaviour wit out 20% of c etween 120° he transform ied by swel 2013). e 5: Thermo-Evolut ection display d physical pro a. Porosi g the water p owed an in ce concrete and 0.9% for he evolution n porosity ca bound water x. These mic bilities betwe omponents ( he evolution ase, there is s new training p tion of aggre rise, the ag h is changed 700°C. This the processi f the air du e by 2.5. For ad to a decre heated beyon th the impos combined wa °C-600°C. Th mation of qu lling (volum -gravimetric tion of the ph ys the evolut operties inclu ty porosity or m ncrease in p (Nguyen, 2 r high perfor n of total wa an be the res r) increases t cro-cracks m een deformat aggregate, m of the pore silicates rehy portlandite is egates ggregates un d with temper s temperature ing of calcite uring the co rming a new ease in residu nd 700°C. F sed temperatu ater which is his removal uartz aggreg me change of analysis of t hysical prop tion of the ph ude porosity, mercury heate porosity with 2013). Accor rmance conc ater porosity sult of two p the pore volu may originate
tions and the matrix, aggreg distribution ydration proc s observed (N ndergo physi rature. The l e is the begin e (CaCO3) t ooling phas portlandite ual strength r For quartzit ture is found s capable of p of water can gate from f 1 to 5.7% the aggregat perties of the hysical prop , permeabilit ed concretes h the tempe rding Fares, crete betwee y of concret processes: st ume of the m e from the d ermo-mechan gate/matrix i of an ordina cess which le Nguyen, 201 icochemical imestone agg nning of a m to CO2 and e and trans leads to an i regarding th te aggregate d (Figure 5b) partially redu n lead to cle D-phase to %) which m es: a) limesto e concrete du perties of the ty, and mass
s has been th erature for , there is an en 105°C and es with tem tarting the w material and t dehydration o nical stresses interface) of ary concrete eads to the fo 13). changes. Th gregates are mass loss of a CaO. Free li sform portla increase of c e heat resista e (siliceous), ). The structu ucing the rele eavage of the ȕ-phase is ay cause a
one; b) silica
uring the hea
concrete du loss. he subject of ordinary co n increase o d 400°C (Fa mperature (M water evapora the occurrenc of the cemen s (related to the cementit after a merc formation of his is essent quite stable about 40% (F ime (CaO) m andite (Ca(O cracks in the ance of the l , a relativel ure of these ease resistan e aggregates s produced. damage in a (Nguyen, 2 ating
uring the heat
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 The pro and mer Figure 6 Fig Permeab concrete water/ce permeab temperat significa of the m and aggr portion of in rging of smal 6: Evolution gure 7: Pore b. Perm bility is comm e depends fu ement ratio ( bility with te ture (Figure ant at higher matrix due to regates. ncreasingly l ll pores whic of the total p concr e distribution meability monly used fundamentally (W/C) and th emperature s 8 and Figur temperature the dehydra large pores o ch then create porosity of a rete (BHP, R n evolution fo to assess the y on the ce he concrete a showed an in e 9). This in es , can be at ation of C-S-of larger dia e larger pore a plain concr Rc = 110 MPa for ordinary c e water-trans ement paste aging (Fares, ncrease in th ncrease, whic ttributed from -H and incom ameters could es. rete (BO, Rc = a) (Missemer concrete (Rc sport properti porosity w , 2010). Mos he permeabil ch is small at m the capilla mpatible def d be explain = 36 MPa) a r, 2012). = 36 MPa) ( ies of concre which in turn st studies on lity of the m t temperature ary water by formation bet ned by the d and a high-pe (Missemer, 2
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Figure Figure 9: The materi At high tem - Ma - Mi de - Th he - Inc During the progressive loss during loss is cate 150°C to (Nguyen, 2 e 8: Permeab Change in t ial damage a mperature an atrix damage icro-cracking formation in hermo-mecha ating such as crease of per c. Mass l e heating, the e dehydratio g the heating egorized into 300°C rapid 2013). bility of mort fun the permeabi and permeab nd under the e due to dehy g of the ma ncompatibilit anical dama s fire). rmeability of loss e concrete m on of the cem g, as well as o three areas d mass loss tars (HPM: h ction of the t ility of differe
ility are deep different com ydration. atrix, the ma ties. ge due to th f the concrete mass is subjec ment paste hy the curve of s: from 20°C happens, a high perform temperature ent concretes 2007) ply related, e mbined effec atrix/aggrega hermal grad e (this facilit cted to a dec ydrates. Figu f the velocity C to150°C, a and then abo
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Figur Figure 1 ordinary showed 400°C d to the E influenc M30C: high-p concre re 10: Mass d. Den 11 shows the y concrete (O a small dec due to the the Eurocodes E ced by the los Ȩሺȟሻ ൌ Ȩ Ȩሺȟሻ ൌ Ȩ Ȩሺȟሻ ൌ Ȩ Ȩሺȟሻ ൌ Ȩ ordinary cal -performance ete with silic
loss during t nsity e measureme OC) in the N crease in the ermal expans EN 1992-1-2 ss of water a ȨሺʹͲrሻ ൌ ȨሺʹͲrሻǤ ሺ ȨሺʹͲrሻǤ ሺ ȨሺʹͲrሻǤ ሺ Figure 1 lcareous agg e concrete w ca-limestone the heating a ents of bulk d National Pro e density of sion of the m 2: 2004 (EN nd is defined ൌ referenced ͳ െͲǡͲʹሺȟ ͺ Ͳǡͻͺ െͲǡͲ͵ Ͳǡͻͷ െͲǡͲ 1: Apparent gregate conc with limestone aggregates, f limestone ag
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 1.2.1.3. Subjected of the con expansion temperatur their quant The harden 0.2%) then attributed b reduction o Kaplan, 19 transition f rate (Figur expansion. Figure 1 Therm to a tempera ncrete is dete coefficient i re rise. It str tity. a. Therm ned cement p n the mater by the movem of the capilla 996). The con
from the exp re 13). This . 12: Thermal mal expansio ature change ermined by t is defined as rongly depen mal expansion paste expand ial undergoe ments and vo ary forces of ntraction pha pansion phas shows the expansion of mecha n e, concrete un the thermal s the percenta nds on the pr n of the harde ds in a first st es shrinkage olume expan f water on the ase is due to se to the pha influence of f hardened c anical cases undergoes the expansion o age of chang roperties of ened cement tage up to ab e (Figure 12 nsion of wate e solid due t o the departur ase of contra f the initial cement paste (Bazant and ermal deform of the matrix ge in length these compo t paste bout 150°C ( 2). The initi er molecules o the increas re of the wat action of the kinetic wate in function o d Kaplan, 19 mation. This x and the agg
of a specime onents includ
maximum ex al expansion (in all its for se of the tem ter contained material dep er of the ma of temperatu 96). thermal def gregate. The en by a degr ding their na xpansion obs n phase is g rms) as well mperature (Ba d in the mate epends on the aterial on its
ure in four dif
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 Figure Aggrega used to aggregat limeston aggregat quartz i Figure 1 temperat Figu e 13: Influen b. Ther ates have dif
make concr tes depends ne aggregate te but highe nto ȕ-quartz 14 shows ch
ture rise and
ure 14: Evolu
nce of the hea
rmal expansi fferent therm ete expand t on the min e has a lower er than the b z around 57 hanges in th d are unable t
ution with tem
ating rate on ion of aggreg mal expansion the reached neralogical n r thermal ex basalt granul 0°C is acco he thermal e to reverse du mperature lin quartz; d n the thermal gates ns in compar temperature nature of th xpansion coe late (Nguyen ompanied by expansion o uring the coo
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 Thermal e volume. It of concrete lightweigh made: - Th - Th - Be ch Figur The oppos deformatio the level behaviour One conse the cement c. Therm expansion of strongly dep e (Kodur, 20 ht concrete, l hermal deform he main facto eyond 600°C hemical decom re 15: Therm 1.Quartz, 2 site change on incompati of aggregate between agg equence of th t paste /aggre mal expansion f concrete is pends on nat 014; Menou, limestone, b mation of the or for therma C, most con mposition of al deformati 2. Sandstone, of the ther ibilities whic es and tang gregates and his damage i egate interfac n of concrete mainly link ture of aggre 2004). Figu asalt and qu e concrete is al expansion cretes have f various com ion of concre 3. Limeston rmal expansi ch cause ten gential stress cement past is the appear ce where the e ked to aggre egates, initial ure 15 shows uartzite. Base s not linearly is the nature low expans mponents
etes with diffe ne, 4.Basalt, 5 ion of the nsile stresses ses at ceme te could ther rance of crac e materials ha egates which l water conte s the thermal ed on these dependent o e of the aggre sion and som
ferent types of 5.Expanded aggregates a in the ceme ent paste/agg refore cause cks in matrix ave poor mec
h occupy abo ent thermal a l deformation results, follo on the temper egates. metimes a sl of aggregates clays, 6. Cem
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 a) A cr 1.2.1.4. This sub temperat Thermal heat) tra that ma content, ambient perform (W/C) a increase thermal and emp material and dev cement-p variation 17. This conditio Figure rack in the c . Evo bsection sum ture. a. Ther l conductivit ansferred per agnitude dep and type o temperature ance concret and the use o es, the therm conductivity pirical relatio l and the deh velopment of paste and ex n of the mea s variation o ons and meas
a) e 16: Observ ement paste olution of the mmarizes ev rmal conduc ty is the abil r unit area an pends on se of aggregate e is betwee te is general of different b mal conductiv y of ordinary onships (Kod hydration in f cracks, cau xpansion of asured data o n a reported surement tech vations of con and the past
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 Figure 1 The specif material te exothermic physic-che material to 500°C), an 2014; Ngu The concre on aggrega J/kg.K to 1 rise of tem different te aggregate, while with between 6 limestone. temperatur (EN 1992-content of 17: Variation b. Specif fic heat or h emperature b c reactions in emical transf o about 100 nd the transfo uyen, 2013). ete specific-h ate types (K 1700J/kg.K a mperature du emperature o the concret h the limeston 00°C and 80 The drying res ranging fr -1-2)). Figur the concrete n in thermal fic heat heat capacity by one degre n the materia formations at 0°C), dehydr formation fro heat at ambie Kodur, 2014) at room temp ue to endothe of two conc te specific-h ne concrete 00°C becaus g effect wa from 100°C t re 19 also sh e. conductivity (K y (J/kg.K) is ee. This amo al. Consequen t elevated tem ration in C-om Į-quartz-ent temperat ). The speci perature (Min ermic reactio cretes with d heat increase (or carbonat se of the hea as taken int to 200°C is d hows that the
y of normal s Kodur, 2014)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Figure Figure Accordin concrete these fib to the d concrete steel fib attribute 1.2.1.5. In gener with inc microstr e 18: Specific e 19: Specific ng to Kodu e (Kodur, 20 bre products dehydration o e reduces in bres shows a ed to the addi . Evo
ral, the comp creasing temp
ructure of co
c heat at diffe
c heat as a fu
ur, the presen 014). For exa releases mic of the chemi the tempera high specifi itional heat a olution of me pressive stre perature. Che ncrete (Nguy ferent temper function of te (0%; 1.5% nce of fibre ample, for co cro-channels ically bound ature ranging ic heat in the absorbed to t echanical pro
ength, the ten emical transf yen, 2013). ratures of two 2013). emperature of % and 3%) (E es also has oncrete adde from its eva d water decr g from 600°C e temperatur the water of d operties of c nsile strength formations d o concretes w of concretes w EN 1992-1-2) a minor infl ed with polyp aporation; an reases. For th C to 800°C. re ranging fr dehydration concrete h and elastic during heatin with differen
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 In the liter function of in the beha residual tes researchers those from tension is alignment thermal gra There are This decre 2014). In a same param experimen pieces; typ the test con cycle); pre depending decreases resistances these resul results wh test" may i a. Tensile rature there a f temperatur aviour of str st (after cool s presented m splitting or mainly rela of the spec adients, etc… studies show ease was attr addition, cha meters as fo ntal condition pe of test (spl nducted at ro esence of fib on the tem when the te s ranging fro lts are all hig hich show th increase with
Figur
e strength are few resul re. This can b ructures. Thi
ling) and fro the results o r bending tes
ated to the imen, flexur …).
wing that the ributed to th anges in the t or the compr ns such as th litting, flexu oom tempera bres added to mperature (F emperature in om 35% to 1 gher than the hat the tensil h elevated tem re 20: Differe ts concernin be explained is property c m a technica of changes in t (Hager, 20 difficulty o ral bending, e tensile stre hermal dama tensile streng ressive stren he duration, ral or direct ature on a spe o the concret Fares, 2010) ncreases. Up 00%, smalle values given e strength o mperature (F ent tensile str ng the evoluti d by the sma can be obtain al point of vi n the tensile 004; Mindegu of achieving influence o ength of con age of the co gth of the co ngth: nature o the heating tension); tes ecimen whic te... Figure 2 . In this fig p to 300°C, er than the v n by the Euro of the concre Figure 21). rength result
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 Figur The com In gener residual (Nguyen deforma matrix c and 250 thereby 2009). temperat 2004; M 1.2.1.6. This sec behaviou experien propertie dehydrat Among chemica temperat hydrates the mat temperat pored-pr cause de thermal, -re 21: Evolu b. Com mpressive str
ral, the resul condition) d n, 2013). Thi ation incomp cracking, and 0°C, the dryi improve the For more in ture, it is re Mindeguia, 20 . Con ction synthes ur of concret nces several es. These tion, portlan these param ally bound to ture rise, wa s. This repre terial and th
ture rise, the ressure and t e-structuring , mechanical Increases in Occurrence Variations in A modifica modulus wit tion of the te (dir mpressive str ength of con lts from the decreases wi is is attribute patibilities b d the increa ing phase an e compactne nformation o commend to 009; Missem nclusion
sises the mai te at high tem physical a physic-chem ndite de-hydr meters, water o the hydrate ater gradually sents the ma he thermal s e combinatio the deformat g of the har properties a pore size, po and develop n thermal pro ation (which th increasing ensile strengt rect high-tem rength ncrete at high literature sh th increase o ed to the com between cem se in concre nd the begin ess of the m on the evolu o consult the mer, 2012; Ng n observatio mperatures. nd chemica mical transfo roxylation, q (in the form ed-cement) h y escapes fro ain cause of stresses indu on of physic tion-incompa rdened ceme and mechanic orosity and p ment of micr operties such h is typically g temperature th in function mperature tes h temperatur howed that t of temperatu mbined effec ment paste a ete porosity) nning of the material and t ution of com e works of ( guyen, 2013;
ons and expe It is shown al changes w formations a quartzite-pro m of free wa has a signific om the mater loss in mass uced by the -chemical tr atibility betw ent paste and cal transfer o permeability ro-cracks h as thermal ly a decreas e. n of tempera st), (Hager, 2 es has been the compress ure, especiall ct of physica and aggrega (Mindeguia e dehydration therefore its mpressive stre Bazant and Tshimanga, erimental resu that under h which strong are water-in ocessing pha ater, capillar cant influence rial, loses th s of the conc e evaporated ransformation ween the har
d aggregates of concrete m of concrete. conductivity se) in comp ture of concr 2004). studied exten sive strength y beyond the al and chemic ates (these i a, 2009). Ho n cause a sh compressiv ength of con Kaplan, 199 2007). ults concerni igh temperat gly modify nto-steam p ase and lime ry water, ads e to concrete e bound free crete, causing d-water pres ns including dened cemen s. This brea material as fo y (decrease) a pressive stre rete by direc nsively in th h of concrete e temperatur cal transform incompatibil owever, betw hrinkage of ve strength ( ncrete at hig 96; Fares, 20
ing the evolu ture conditio its thermo-processing, estone de-car sorbed water e behaviour. e water and d g the volume ssure in the g water evapo nt-paste and akdown dire ollowings:
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 - Fu me int These abov reactions ( scatter of protocols a study on th elevated te 1.2.2 The polym material th reinforcing properties at room tem by CFRP. 1.2.2.1. In strength is exploite FRP comp the therma transition o the comme and Hu, 2 reaches the mechanica contributio contributio temperatur 2010). Fur temperatur intrinsicall 500°C and et al., 2009 The carbon retain mos around the mainly att temperatur change of individual combined significant substantial at tempera urthermore, t echanical pr ternal pressu ve mentione (dehydration) the tensile and various he difference emperature" o FRP and C 2. mer reinforce hat is popu g concrete a in corrosion mperature w Tensil hening reinfo d for its tens posites with al load, mos occurs in a n ercial produc 016; Foster e transition t al properties on of the m on reduces to re Td ( from rthermore, th res close to ly resistant t d its tensile st 9). Figure 22 n fibres are st of their s e glass transit tributed to th res is genera these proper fibre can m with the re tly decrease l part of its te atures above the phenom rocess (whic ure of the por ed changes a ) and the occ
strength of experimenta e in behaviou or "test at ro CFRP ed with carb ularly used i and steel str n resistance a working cond le performan orced concret sile capacity thermosettin st thermosett narrow range cts used in ci and Bisby, temperature (Young's m matrix to th o zero after 250°C to 50 he mechanic glass trans to high temp trength bega 2a also show hardly affec trength at 4 tion tempera he degradati ally controll rties, for exa maintain their
esin in a co as shown in ensile streng its glass tra
enon of bur ch causes th res). are irreversib currence of m concrete su al parameters ur of the con om temperat on fibre (Ca in engineeri ructures due and fatigue. T dition is vario nce of fibre r te structures y. This sectio ng polymer m ting resins a e of about se ivil infrastru 2008; Mous of the polym modulus, ten he composite total decomp 00°C (Mouri cal propertie ition temper peratures. Fo an only slight ws the evolut cted by eleva 400°C. Thus ature of the m ion of the m led by the f ample the re r mechanical omposite, th n Figure 22b. th. This is du ansition tem rsting can b hermal stress ble behaviou microstructu ubjected to h s. To the bes ncretes tested ture on heate arbon Fibre R ing applicati e to its adv The research ous in types reinforced po (or other str on summariz matrix as tem and amorpho everal tens of ucture applic ssa et al., 20 mer matrix, t nsile strength e tensile st position of t itz and Gibs es of fibres, rature Tg of or example, tly to decrea tions of stren ated tempera , at low tem matrix), the s matrix. And fibre, There einforcing ra l strength at he strength . At tempera ue to the sof mperature. Th be attributed ses) and the urs due to th ural (cohesive high temper st of author’ d to two diff ed-cooled spe Reinforced P ion. In con antages in h h about the m of CFRP an olymer (FRP ructures), the zed the evolu mperature in ous polymer f degrees. Th ations, varie 012a). When the matrix b h) are reduc trength grad the matrix, c on, 2006; M in general, f the matrix carbon fibre se from 400° ngth of some ature up to 1 mperatures ( stiffness redu the compos are also sev ate, the fibre
t high tempe of the com atures around ftening and d hus, the mec
d to two pro thermo-flui e nature of i e failure). Fin atures, beca s knowledge ferent protoc ecimens." Polymer - C struction, C high tensile/ mechanical p d the type of P) e fibre reinfo ution of mec ncrease. Whe rs show a m he glass tran s between 50 n the temper becomes soft ced significa dually becom characterized Mouritz et al., are not sign x. Several fi e modulus d °C (Feih and e fibres at el 1000°C, whe between 20° uction of a FR ite tensile s veral other /matrix bond eratures, how mposite at hi d 400°C, mo degradation o chanical load ocesses: the id process ( irreversible inally, there ause of diffe e, it lacks a cols, "direct t CFRP) is a c CFRP is com / weight rat performance f structure re forced polym chanical prop en being sub major transiti nsition tempe 0°C and 90° rature in the ten and the m
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 degraded the comp (a) Figure . 1.2.2.2. The redu resistanc temperat the "stre temperat Wang et temperat reinforce All tests desired t test is mechani pair of d furnace mechani deforma temperat the auth almost l İ") curve
d and the ind posite (Green ) e 22: Evoluti . Rela uction of me ce and rigidi ture. Accord ess-strain" r ture. t al. conducte tures ranging ement in con s were carrie temperature. assessed mo ical loading, displacemen (heated part ical load w ation data fo tures, the res hors found t inear until fa e of a CFRP dividual fibre n et al., 2007 ion of ultima ation "stress echanical be ity) is also o ding to the a elationship, ed experimen g from 20°C ncrete structu ed out in the . After half a onotonous m the tempera nt transducers t). These tra was applied. or most of t sin is burnt in that the "str failure of the specimen at e can be over 7). ate strength o temperat s-strain" dep ehaviour of F observed thr available rese mainly due nts by pullin C to600°C (W ures. They co e condition an hour of w mechanical ature of the s s was used t ansducers sta . However, tests at elev
n the test tub ess-strain" r specimens. t 200°C. erloaded and of bare fibres ture (Green e pending on t FRP compos rough the va earch data, f to technica ng on cylindr Wang et al., onsist of car of thermally waiting to get loads under specimen is k to measure t arted measur the displa ated temper bes leading th relationship Figure 23 be broken grad (b)
s (a) and com et al., 2007) temperature site exposed ariation of th few experime al difficulty rical specime 2007). Thes rbon or glass y stable state t a uniform t r tension un kept constan the deformat ring the defo acement sen ratures (beyo he fall of the even at elev elow shows ually inducin mposite FRP to high tem he stress-stra ental studies in measurin ens of pultrud se specimen fibres and a e. The sampl temperature ntil failure. nt (direct high tion of the c ormation at nsor system ond 350°C). transducers vated tempe an example ng ultimately P (b) dependi mperature (in ain relation s provide dat ng deformati ded CFRP an ns were used a polyester re le is first he within the m During the h-temperatur cylinder part
("ı-1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 Figure 23: The stress matrix) in limits of th points of th curves sho displaceme maximum loss of the the duratio in thicknes addition, e to 625°C) demonstrat loses their fibres show Figure : Stress-strai s-strain relat direct tensil hese results a he test speci own in Figur ent" curves p temperature mechanical on of 5 minu ss and that a exposure to h of the matr ted that the weight at a t w almost no m 24: Relation in relationsh tionship was e tests under are that the ob
men but on t re 24 reflect present nonli e in this study performanc utes is suffici an extension high tempera rix in the tu pure epoxy temperature mass reducti n "stress-disp ip of CFRP o (Wan s also inves r high tempe btained tensi the grips of the trend of inearities in y). Accordin e of fibres fr ient to achiev of this peri atures causes ubes due to t materials an of 367°C (F ion in temper placement cr CFRP, ( obtained by ng et al., 200 stigated on erature up to ile modulus the traction f the "stress-the temperat ng to the auth from the oxid
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 Figu Residua (Foster above (d after bei test will gauges w that the the diffi was obs being ex the mov specime measure ure 25: Part Figure 26 l linear "stre and Bisby, 2 direct test at ing heated to now be call were used to strain gauge culties in me erved that th xposed to 40 vement of tw ens. Accordin e deformation ial decompos exposur 6: Mass loss ess-strain" cu 2005). The s t high tempe o the desired led “residual o measure the es were detac easuring of s he epoxy poly 00°C (for 3 h wo clamping ng to Cao et n at elevated sition (left) a re to elevated in test speci urves of lam significant d erature) is th d temperatur l” regime. In e deformatio ched before strain for FR ymer matrix hours). Yu an brackets on t al. (Shengh temperature
and total dec d temperatur
imens with te
minate CFRP difference in hat the test s re and then c n the previou on of the test the rupture o RP composite of the tested nd Kodur (Y the tensile m hu Cao et al. e up to 200°C composition res, (Wang e emperature, ( P and GFRP this study i specimen we cooled to roo us study (Fos t specimens. of most GFR es including d specimens Yu and Kodu machine to e ., 2009), it w C. (right) of the t al., 2011) (Foster and B have also b in compariso ere imposed om temperatu ster and Bisb
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 Figure 27 to hig Recently, t following from 20°C results of t performanc mechanica at 540°C a 1.2.2.3. Because o results for resistance. materials ( study are h the tensile this modu modulus r temperatur evolution o value at 20 also be fou The availa 2005, 200 decreased Figure 30 temperatur of GFRP c 2014). How significant : " Tensile s gh temperatu the author of both the the C to 700°C. the mentione ce. It is also al condition a and 570°C in Tensil of difficulties r the change However, t (CFRP, GFR high tempera modulus of ulus is very retains about res due to t of the CFRP 00°C). Acco und in the stu able results o 08) showed up to 400°C . However, re of exposu composite mo wever, accor tly for tempe
stress - strain ures (tests ca f the present ermo-mechan The details ed study, the o shown that and 500°C in two conditio le properties s in experim es in mechan there are cha RP polyester ature direct te GFRP remai marked wh t 30% of it the damage P Young's m ording to the udy of Saafi, of residual t that the res C and that of it should b re. Finally, t odulus as the rding to these ratures abov n" Curves of arried out on study (Nguy nical procedu of research residual perf t the P-CFRP n the residual ons, respectiv evolution ments (inabil nical proper anges in You resin matrix ests (see sect ins constant en the temp ts initial val of strain m modulus is sim se authors, a but with a lo tests carried sidual modu f the GFRP c be noted th two analytica e increase of e models, it c v200°C. f CFRP comp n heated-coo yen et al., 20 dure and resi are further e formance of P decreased l condition, w vely. lity to meas rties of FRP ung’s modul x) (Wang et tions mention up to a temp perature incr lue. The res measurement milar to that a degradatio ower amplitu d out on " h ulus of CFR composite pr hat the dispe
al models pr f temperature can be seen t posites (left) led cylinders 18) perform idual procedu explained in P-CFRP is h 50% of its while its You
sure the defo P composites lus as a func t al., 2007). ned above), perature of 40 reases progr sults are no sensors. At t of GFRP (a n of CFRP a ude (Saafi, 2 heated-cooled RP composit resented a sig ersion of te roposed by S e were observ that the comp
and GFRP ( s), (Foster an
med two serie ure as the te the chapter higher than it strength at 3 ung’s modul formation of s mainly rel ction of the The tests car Figure 28. It 00°C. In add ressively. At t available temperature a loss of abo and GFRP Y 002), Figure d specimens" te (resin epo gnificant red est results in
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 F Figu a) Figur Yu and tensile p and Kod for both 47% for Figure 28: Y ure 29: Mode re 30: Varia Kodur studie properties of dur, 2014). T h CFRP rods r CFRP (Figu Young’s mod els of Saafi a elev tion in the re G ed the influe f pultruded C The results sh and strips ( ure 31a) rods
dulus depend nd Bisby for vated temper esidual tensil GFRP (b) (Fo ence of temp CFRP strips howed that a (Figure 31a,b s and approxi ding on the te r the degrada ratures, (Ade b le modulus w Foster and Bis
eratures betw and rods fo at 400°C, the b). At 500°C imately 67% emperature o ation of the Y elzadeh et al., b)
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 Figure Hamad et a temperatur (Hamad et diameter) r modulus ob Figure 32 Although a composite relatively temperatur conducted and 12.7 m 28). This c rate. This i to the effe (deformati there are c the high-te 31: Variatio al. investigat re condition al., 2017). A reduced 50% btained at 23 2: Residual e
all the ment materials at large differe re in the var on two type mm), showed can be attribu is also due to ects of temp on of instrum currently no emperature b a) on of tensile m
ted the resid ranging from According to % of their mo 3°C. elastic modu ioned studie t elevated tem ence in deg ious works. es of test spe d a differenc uted to the d o a lack of ex perature on mentation, in available sta behaviour for rod modulus of p temperature ual mechani m 23°C to 4 o the results o odulus at abo ulus for FRP es show a de mperatures (o gradation lev In the study ecimens of G ce of Young difference in xperimental the accurac nstrumentatio andards spec r composite m pultruded CF e (Yu and Ko ical propertie 450°C with d of the previo out 375°C (F bars under e ecrease of th over 200°C vel of prope y of Wang e GFRP (same g’s modulus the compos data, as well cy of the str on/substrate cifying the te materials. In b) strip FRP rod (a) p dur, 2014) es of FRP ba deformation us research, Figure 32) in elevated temp he Young's m or 300°C or erties of com t al. (Wang material) bu reduction lev ition of the m l as various e rain measure sliding). Fro est procedur addition, it p pultruded CF ars (CFRP an measured by CFRP and G n comparison peratures (H modulus of t 400°C). It i mposite mat et al., 2007) ut of differen vel with tem materials tes experimental ements at el om the review re related to appears that FRP strip (b) nd GFRP) at y local exten GFRP bars (1 n with their Hamad et al., the CFRP an is clear that t terial as fun ), the results nt diameters mperature (se sted, their rei l techniques
levated temp w from resea
the determin the high tem
