Analysis of progressive damage to reinforced ordinary and high performance concrete in relation to loading
|
|
- Abner Blake
- 6 years ago
- Views:
Transcription
1 Materials and Structures/Matériaux et Constructions, Vol. 31, January-February 1998, pp nalysis of progressive damage to reinforced ordinary and high performance concrete in relation to loading. Konin, R. François and G. rliguie Laboratoire Matériaux et Durabilité des Constructions, INS-US, Toulouse, France SCIENTIFIC REORTS aper received: July 17, 1996; aper accepted: November 12, 1996 B S T R C T This paper deals with the effect of loading on the microstructure of reinforced high performance and normal concrete. In the case of reinforced concrete structures, cracking is the only visible sign of mechanical degradation and is accompanied by microscopic damage to the concrete. To account for this damage, experiments on three different concretes with compressive strengths (f c28 ) of 45 Ma, 80 Ma and 100 Ma were carried out. The loadless initial state of concrete and the damage state after loading were described using the single replica technique observed on SEM. The way in which the microcracks extended was revealed, with predominantly aggregate bond failure and crack branching occurring with cracks spreading out around the coarse aggregate under stable progressive fracture conditions. n increase in the specific area of microcracks was seen to result from an increase in load. This phenomenon could have an influence on the durability properties of reinforced concrete structures. R É S U M É Cet article traite de l influence du chargement mécanique sur la microstructure des bétons armés courants et à hautes performances. Dans le cas des ouvrages en béton armé, la fissuration qui est le seul signe visible de la dégradation mécanique est accompagnée par un endommagement microscopique du béton. our caractériser cet endommagement, un programme de recherche a été mené sur 3 bétons différents dont les résistances caractéristiques (f c28 ) sont de 45 Ma, 80 Ma et 100 Ma. L endommagement initial et l endommagement dû à la sollicitation mécanique sont caractérisés par la méthode de la simple réplique au MEB. Le développement de la microfissuration dans le cas où la propagation de la fissure est stable, correspond préférentiellement à des ruptures aux interfaces pâte-granulat et à une fissure s insinuant dans la pâte en pontant les granulats. Un accroissement de la densité de microfissuration a été mesuré en fonction de l accroissement du niveau de chargement. Cet endommagement pourrait avoir une influence sur la durabilité des ouvrages en béton armé. 1. INTRODUCTION Corrosion of rebars is the major cause of the deterioration of reinforced concrete structures. During the corrosion process, the increase in volume of rust products creates tensile stresses causing the secondary cracking and spalling of concrete. This can result in a reduced load-bearing capacity and thus considerably reduce the service life of concrete structures. mong the many factors affecting reinforced concrete s durability, chloride penetration remains one of the major causes of embedded steel corrosion. It is well-known that high strength concrete (HSC) offers better performance in terms of durability. However, in the case of reinforced concrete structures, the penetration of chlorides does not depend only on concrete transfer properties, but also on the loading applied, the state of strains, mainly characterized by the presence of cracking, and the exposure to an aggressive environment. Cracks, most of which are clearly visible, have readily been identified as playing a role in the development of this phenomenon. From this perspective, rule books tend to emphasize the significance of crack widths as a Editorial note rof. Ginette rliguie is a RILEM Senior Member and Chairlady of TC 163-TZ on Interfacial Transition Zone and roperties of Transfer and a member of TC 154-EMC on Electrochemical Techniques for measuring Metallic Corrosion in Concrete /98 RILEM 27
2 Materials and Structures/Matériaux et Constructions, Vol. 31, January-February 1998 criterion for durability. These rules led to an increase in the quantity of steel reinforcement (50 kg/m 3 in 1950 to 160 kg/m3 in 1990) in concrete in order to control this cracking. The increased cost resulting from such measures has led to research being undertaken on the matter. The most recent developments with respect to ordinary reinforced concrete show that cracks are not the major factor in the corrosion process, as long as their width does not exceed 0.5 mm. The concrete cover quality and the cover width seem to play the most significant role. Nevertheless, in the case of ordinary concrete, there is a correlation between the quality of concrete and cracking, with cracking providing the only visible indication of concrete damage. reas of the concrete structure affected by cracking imply that there is damage and that the concrete is of poorer quality. In order to take into account these different parameters, experiments on reinforced concrete elements were performed over a long period. These investigations compared ordinary and high strength concretes in order to quantify the durability properties in the presence of cracks. The results presented in this paper deal with the study of both initial damage and damage after loading in the pre- or post-cracking stage for ordinary concrete (45 Ma), HSC (80 Ma) and VHSC (100 Ma). The final objective of this study will be to determine the relative importance of the different parameters in reinforced concrete durability and to establish the influence of the service cracking on rebar corrosion development. 2.2 Test methods Two set-ups were used. The first one involved cm cylinders of concrete reinforced with a centered rebar protruding from one side of the sample (Fig. 1). The reinforcing steel was loaded in tension. Because of the pull-out of the steel, the loading led to the formation of longitudinal cracking. The initial state of the concrete was assessed using the replica technique [1]. The microscopic damage due to loading both before and after the appearance of the macroscopic crack was also assessed by the replica technique. In the following comments, this model is referred to as the longitudinal model. The second set-ups used prismatic samples of cm also reinforced with a centered rebar which protruded from each side of the concrete (Fig. 2). The steel bar was subjected to a tensile stress on both sides. This loading led to the formation of one or many transverse cracks in relation to the loading level. The changing state of damage was also assessed using the replica technique. In the following comments, this model is referred to as the transverse model. 2. EXERIMENTL ROGRM 2.1 Reinforced concrete specimens ll batches of samples were made up using the same three concrete compositions. These concrete compositions (Table 1) were designed to obtain concretes of 45, 80 and 100 Ma as characteristic compressive stresses (f c28 ). The cement used was an OC CEMI 52,5R. The first composition was used to make control specimens (ordinary concrete), while the second composition produced a high strength concrete (HSC) and the third composition produced a very high strength concrete (VHSC). In the second and third compositions, part of the cement was replaced by silica fume. Fig. 1 Sample with longitudinal crack. Table 1 Concrete Composition Control group HSC VHSC Gravel (kg/m 3 ) Sand (kg/m 3 ) Cement (kg/m 3 ) Silica fume (kg/m 3 ) Superplasticizer (kg/m 3 ) (3%) (4%) Water (kg/m 3 ) (0.50) (0.35) (0.25) Compressive stress (Ma) (f c28 ) Fig. 2 Sample with transverse crack. The two models led to two different types of cracking, but probably also to two different types of microcracking as both stress fields in the concrete, due to the load applied to the reinforcement, were significantly different. In the case of the transverse model, the concrete surrounding the reinforcement was subjected to a tensile 28
3 Konin, François, rliguie stress field, whereas in the case of the longitudinal model, the stress field in the concrete was more complex and a large part of the concrete was not in a tension state. In this paper, only the results obtained with the transverse model are presented. 2.3 Conservation mode ll samples were kept for 10 days in the curing room prior to the loading test. Then, they were kept in a closed container, in a saline and humid atmosphere subjected to wet and dry cycles every two weeks. Salt fog (35 g/l of NaCl) was generated by means of 4 sprays located in each upper corner of the confined chamber. 2.4 Experimental method Macroscopic and microscopic damage were monitored on the outside wall of the samples. The macroscopic observations led to the elaboration of cracking maps. The single replica technique was used to assess the evolution of the concrete s microstructure. For each sample, three levels of loading corresponding to the unloaded state, the pre-cracking state and the post-cracking state were studied (Table 2). Table 2 Tensile stress applied Control group HSC VHSC* Unloaded state Loaded state before cracking 30 kn 30 kn 30 kn Loaded state until cracking 52.5 kn 60 kn 46.5 kn * For the VHSC, the smaller concrete cover (about 30 mm for VHSC vs. 42 mm for HSC and ordinary concrete) led to a decrease in the breaking load and since the sawing was carried out just before the loading test, the initial state of VHSC corresponds to the case of the bulk concrete not being affected by selfdesiccation. 3. CONCRETE DMGE 3.1 Macroscopic damage - Cracking map Initial state (prior to loading) We noticed that cracks were not visible on the surface of the samples Damage after loading The cracks due to the tensile stress applied to the reinforcement were basically located near the central part of the sample. The number of cracks appearing on the sample seems to depend on the strength of the concrete and on the concrete cover. The cracking map for each sample is shown in Fig. 3. The width of the visible cracks is between 0.05 mm and 0.1 mm. Fig. 3 Cracking maps of the specimens. 3.2 Microscopic damage The progression of the microcracking was studied by the replica technique and quantified by total projections [2]. The latter process can be summarized as follows. The SEM images were digitized and the microcracking thus extracted was mapped. Two essential parameters characterize the microcracking: firstly, the specific area quantifying the significance of the microcracking network, and secondly, the degree of orientation quantifying the microcracking anisotropy. For each concrete, progress in microcracking in relation to load was studied. For this purpose, an area liable to crack during loading was selected, and the sixty views taken thereof as the load was increasing enabled a correlation between load and cracking density to be established Test method Each replica (corresponding to an area of 3 cm 2 ) magnified by 200 was divided into 918 fields measuring µm 2. For each concrete, we quantified an area of about 19.6 mm 2 (corresponding to 60 views per replica). Some previous work [3] provides justification for this choice to quantify the microcracking of concrete samples. This research work was conducted with both less significantly microcracked samples (S v < 0.5 mm -1 ) and more significantly microcracked samples (S v > 1.5 mm -1 ) (Fig. 4). s a result, by taking into account the time required to analyze each replica, the number of views used to analyze a replica was usually fixed at 60 statistical views (Fig. 5). The drawbacks of this method are as follows: Firstly, it is obvious that this method does not allow the evolution of the same area in relation to the loading to be studied because it is not possible to obtain the same position of the replica in the sample holder from one replica to another. 29
4 Materials and Structures/Matériaux et Constructions, Vol. 31, January-February 1998 Fig. 5 Map of 60 statistical views. Fig. 4 Specific area of microcracking in relation to the number of views. R R Fig. 6 aste () aggregate () or paste () rebar (R) interface for unloaded OC sample (polished until 5 µm as grain size). Is it damaged or not? Fig. 7 aste () aggregate () or paste rebar (R) interface for cracked OC sample (polished until 14 µm as grain size). Is it damaged? Total rea mm mm 0.390/mm 0.248/mm Dens. m [=135] Dens. M [=45] Sv 0.496/mm µ % Fig. 8 Microcracking map for OC sample before loading. Fig. 9 Microcracking map and analysis for HSC sample before loading. 30
5 Konin, François, rliguie Fig. 10-a Microcrack in the paste () (view no. 52). Fig. 10-b Microcrack at the paste () aggregate () interface (view no. 42). Fig. 11 Microcracking map for VHSC sample before loading. Fig. 12-a aste () aggregate () interface for VHSC in the unloaded case (view no. 32); interface is not damaged. Fig. 12-b aste () aggregate () interface for VHSC in the unloaded case (view no. 50); interface is not damaged. Secondly, the coordinates were predetermined, so the value of the specific area of microcracking depends on the position of the replica. Thirdly, assessing microcracking is a subjective matter dependent on the user; it is thus necessary to have a reference (a view of the initial state) to establish the difference between the states of microcracking. For these reasons, we proceeded to carry out an analysis of 60 views side by side allowing for the following: changes in the same area to be studied in relation to loading, regardless of the position, as there were no predetermined coordinates, problems in extracting microcracking at the pasteaggregate interface to be avoided; Figs. 6-7 show the Total rea mm mm 0.356/mm 0.226/mm Dens. m [=45] Dens. M [=175] Sv 0.453/mm µ % Fig. 13 Microcracking map and analysis for OC sample in pre-cracking stage. aste Fig. 14-a View no. 4, no microcrack observed. Fig. 14-b View no. 8, microcrack at the interface (-aggregate, -paste). Fig. 14-c View no. 12, microcrack in the paste (aste). 31
6 Materials and Structures/Matériaux et Constructions, Vol. 31, January-February 1998 Total rea mm mm 0.422/mm 0.269/mm Dens. m [=135] Dens. M [=60] Sv 0.538/mm µ % Fig. 15 Microcracking map and analysis for HSC sample in pre-cracking stage. Fig. 16-a View no. 6, microcrack at the paste-aggregate interface. Fig. 16-b View no. 12, microcrack at the paste ()-aggregate () interface. significance of the degree of polishing on the characterization of the paste-aggregate interface. This is not a statistical analysis but a local study of the microcracking in the concrete Initial state (prior to loading) For ordinary concrete (OC): The results are the same as those reported in previous work [4, 5] and enable us to conclude that there is no initial microcracking in the paste or at the paste-aggregate interface (at 0.1 µm resolution) in the reinforced concrete samples (Fig. 8). For HSC: The results reveal the presence of microcracks due to self-desiccation. It can be observed that the Total rea mm mm 0.595/mm 0.379/mm Dens. m [=120] Dens. M [=45] Sv 0.757/mm µ. 9.31% Fig. 17 Microcracking map and analysis for VHSC sample in pre-cracking stage. Fig. 18-a aste-aggregate interface in the pre-cracking stage (view no. 32); interface is damaged (-aggregate, -paste). Fig. 18-b aste-aggregate interface in the pre-cracking stage (view no. 50); interface is damaged (-aggregate, -paste). paste-aggregate interface is damaged (Fig. 10). The specific area of microcracking is about 0.50 mm -1 (Fig. 9). For VHSC: The results [6] reveal the absence of microcracks in the paste (Fig. 11) due to self-desiccation. Other tests showed that self-desiccation leads to the formation of microcracks whose specific area is about 0.3 mm -1. This does not contradict our results since this previous density means that microcracks are found only in 6 or 7 views out of 60 statistical views. For this specific work, the set of 60 views are all adjacent. Therefore, it is possible that the observed zone does not present any microcrack (Figs. 12-a and 12-b). 32
7 Konin, François, rliguie Total rea mm mm 0.913/mm 0.582/mm Dens. m [=90] Dens. M [=175] Sv 1.163/mm µ % Fig. 19 Microcracking map and analysis for OC sample in the post-cracking stage. aste C C aste Fig. 20-a Crack and microcrack in the paste (view no. 12). Fig. 20-b Crack at the paste ()-aggregate () interface (view no. 14). Fig. 20-c Microcrack in the paste (view no. 18). Total rea mm mm 0.855/mm 0.544/mm Dens. m [=5] Dens. M [=90] Sv 1.089/mm µ % Fig. 21 Microcracking map and analysis for HSC sample in the post-cracking stage. Fig. 22-a Increase of the damage at the paste-aggregate interface (view no. 8). Fig. 22-b Iincrease of the damage at the paste-aggregate interface (view no. 42) Damage after loading in the pre-cracking stage (prior to aggressive environmental action) For OC: The results reveal the presence of microcracks at the paste-aggregate interface (Fig. 14). Increasing the load leads to an increase in the density of microcracking. The specific area is about 0.45 mm -1 (Fig. 13). For HSC: The results reveal that the tensile stress applied to the reinforced samples leads to a slight increase in the density of microcracks (Fig. 16). The specific area of microcracking is about 0.54 mm -1 (Fig. 15). For VHSC: The results reveal that the tensile stress applied to the reinforced samples leads to an increase in 33
8 Materials and Structures/Matériaux et Constructions, Vol. 31, January-February 1998 Total rea mm mm 1.537/mm 0.979/mm Dens. m [=80] Dens. M [=170] Sv 1.957/mm µ % Fig. 23 Microcracking map and analysis for VHSC sample in the post-cracking stage. C Fig. 24-a Crack and microcrack in the paste (view n 32), (-aggregate, C-crack, -paste). Fig. 24-b Increase of the damage at the interface and along the aggregate (view no. 50) (-aggregate, C-crack, -paste). the density of microcracks which are basically located at the paste-aggregate interface (Fig. 18). The specific area of microcracking is about 0.76 mm -1 (Fig. 17) Damage after loading in the post-cracking stage (prior to aggressive environmental action) For OC: The tensile stress applied to the reinforced steel leads to the formation of a macrocrack going from one paste-aggregate interface to another (Fig. 20) and to an increase in the density of microcracks which are both located in the paste and at the paste-aggregate interface (Fig. 19). The specific area of microcracking is about 1.16 mm -1. For HSC: The tensile stress applied leads to the formation of a macrocrack located in the paste and to an increase in the density of microcracks going from one paste-aggregate interface to another (Fig. 22). The specific area of microcracking is about 1.09 mm -1 (Fig. 21). For VHSC: The tensile stress applied to the reinforcement leads to the formation of a macrocrack going from one interface to another (Fig. 24-a) and to an increase in the density of microcracks which are basically located at the paste-aggregate interface(fig. 24-b). The specific area is about 2.0 mm -1 (Fig. 23). C 4. DISCUSSION s evidenced in some previous work, no desiccation or self-desiccation microcracks are visible on the ordinary concrete, contrary to the HSC in which microcracking is probably due to the formation of the superficial hydrous gradients during the drying of the samples (the replicas were made on polished and dry surfaces). The type of fracture [7] (in compressive or tensile stress) of HSC and VHSC is clearly revealed by the significant microcracking observed before the fracture of these samples (Fig. 25). It is often claimed that HSC is a more homogeneous material than OC and hence prone to a more brittle behavior. This is supported by the fact that the mechanical properties of aggregates and the mortar mix are less at variance than in the case of OC (however, in the case of this research program, the compressive strength of coarse aggregates is about 177 Ma). The difference, as compared with mortar, is significant (after a curing of 10 days). Hence, we conclude that the coarse aggregates still act as rigid inclusions in HSC and VHSC. Thus, during application of the load, microcracking for HSC and VHSC (Fig. 24) is mainly located at the paste- Fig. 25 Variation of the specific area of microcracking for each concrete with the loading. 34
9 Konin, François, rliguie aggregate interface, similarly to OC, even if it is generally assumed [8] that the use of silica fume to produce these concretes leads to a resorption of the interfacial transition zone (ITZ). Nevertheless, the macrocrack is partially located in the paste. 5. CONCLUSION This study confirms that self-desiccation and desiccation microcracking are absent from initial ordinary concrete and that the tensile loading applied on reinforced bars leads to damage to the paste as well as to the ITZ. In the case of HSC and VHSC, the damage can mainly be seen to be located at the paste-aggregate interface. The same results were reported by Taerwe [9] for some HSCs subjected to stable compressive loading. Other results were reported by Masse [10] in a study attempting to characterize the link between the fatigue of HSC and transport properties. The fatigue test leads to damage mainly located at the paste-aggregate interface. For HSC and VHSC, an increase in loading leads to a significant increase in the density of microcracking. This damage could lead to increased penetration of aggressive ions, such as chloride ions, as already shown in the case of ordinary concrete [11]. research program concerning this last point is in progress at LMDC. The first result of chloride penetration [12] obtained on HSC (80 Ma) shows that there is an increase in chloride penetration linked to the microstructural effect due to mechanical loading. This increase is small because of the absence of ITZ in the case of HSC, as opposed to the case of ordinary concrete where the presence of the ITZ, along with the increase in microcracking with the load, leads to a strong loading impact on the chloride penetration. REFERENCES [1] Ollivier, J.., non destructive procedure to observe the microcracks of concrete by scanning electron microscope, C.C.R. 15 (6) (1985) [2] Ringot, E., utomatic quantification of microcracks network by stereological method of total projections in mortar and concrete, C.C.R 18 (1) (1988) [3] Yssorche, M.., Microfissuration et durabilité des Bétons à Hautes erformances, Thèse de doctorat INS Toulouse (1995) [4] François, R. and Maso, J.C., Microfissuration initiale d un béton de structure, nnales de l ITBT 457 (1987). [5] François, R. and rliguie, G., Reinforced concrete: Correlation between cracking and corrosion, in Second CNMET/CI International Conference on Durability of Concrete, S vol. II., Montreal 08/1991. [6] François, R., Konin,. and rliguie, G., Evolution of the microstructure of reinforced HC in relation to the loading and the influence on durability, in 4th International Symposium on utilization of High-strength / High-performance concrete, roceedings of an international conference, May 1996 (aris) no [7] Wecharatama, M. and Chimamphant, S., Bond strength of deformed bars and steel fibers in HSC, roceedings of the MRS Symposium, Boston, [8] Gjo ry, O., Monteiro, E. and Mehta,. K., Effect of condensed silica fume on the steel-concrete bond, CI Materials Journal (Nov-Dec. 1990) [9] Taerwe, L. R., Bond fracture and crack propagation in high strength concrete, roceedings of Third International Symposium on Utilization of High-strength Concrete, Lillehammer, June [10] Masse,., DE US, [11] François, R. and Maso, J.C., Effect of damage in reinforced concrete on carbonation or chloride penetration, C.C.R. 18 (6) (1988) [12] Konin,., François, R. and rliguie, G., Influence of the service load on durability of reinforced concrete in the presence of chlorides, MRS Fall Meeting, 27/11-01/12/
Bond between Reinforcement and Concrete Influence of Steel Corrosion
Bond between Reinforcement and Concrete Influence of Steel Corrosion Mohammed Sonebi 1 Richard Davidson 2 David Cleland 3 ABSTRACT The investigation into the deterioration of the bond between concrete
More informationBond of reinforcement in eccentric pullout silica fume concrete specimens
Materials and Structures/Matériaux et Constructions, Vol. 31, December 1998, pp 707-713 Bond of reinforcement in eccentric pullout silica fume concrete specimens Bilal S. Hamad 1, Saad M. Sabbah 2 (1)
More informationEffects of microstructure on restrained autogenous shrinkage behavior in high strength concretes at early ages
Materials and Structures/Matériaux et Constructions, Vol. 35, March 2002, pp 80-84 SCIENTIFIC REPORTS Effects of microstructure on restrained autogenous shrinkage behavior in high strength concretes at
More informationEffect of different geometric polypropylene fibers on plastic shrinkage cracking of cement mortars
Materials and Structures/Matériaux et Constructions, Vol. 35, April 2002, pp 165-169 Effect of different geometric polypropylene fibers on plastic shrinkage cracking of cement mortars Y. Ma, M. Tan and
More informationResearch for Anti-cracking Ability of Mill Cut Steel Fiber Concrete
Research for Anti-cracking Ability of Mill Cut Steel Fiber Concrete Shanghai Research Institute of Building Sciences Group Shanghai municipal Engineering Institute 1997 Research for Anti-cracking Ability
More information6.4.1 Concrete mix design. The four concrete mixes were designed using the absolute volume method as shown below:
Chapter No. (6) Materials and Test Methods 6.4.1 Concrete mix design The four concrete mixes were designed using the absolute volume method as shown below: 6.4.1.1 Mix No. (1): f cu = 3MPa, w/c =.32 162
More informationIN THE APPLICATION INVENTOR(S) ABUL KALAM AZAD AND IBRAHIM YAHYA AHMED HAKEEM FOR ULTRA-HIGH PERFORMANCE CONCRETE REINFORCEMENT BARS
Attorney Docket No. 4000.4 IN THE APPLICATION OF INVENTOR(S) ABUL KALAM AZAD AND IBRAHIM YAHYA AHMED HAKEEM FOR ULTRA-HIGH PERFORMANCE CONCRETE REINFORCEMENT BARS APPLICANT: King Fahd University of Petroleum
More informationThe Joining Method for Permanent Formwork
The Joining Method for Permanent Formwork Q. JIN 1, C.K.Y. Leung 2, and W.L. Chung 3 1,2,3 Department of Civil and Environmental Engineering of HKUST, HKSAR, China ABSTRACT: In this paper, the combined
More informationEFFECT OF SHORT METALLIC FIBERS IN MIXED REINFORCED HRFRC BEAMS : AN EXPERIMENTAL STUDY
EFFECT OF SHORT METALLIC FIBERS IN MIXED REINFORCED HRFRC BEAMS : AN EXPERIMENTAL STUDY A.Si-Larbi,E.Ferrier,P.Hamelin Laboratoire Mécanique, matériaux & structures, Université Claude Bernard, Lyon I,
More informationEffect of Nano-sio 2 on Crack Width in ITZ (SEM Observation)
2012, TextRoad Publication ISSN 2090-4304 Journal of Basic and Applied Scientific Research www.textroad.com Effect of Nano-sio 2 on Crack Width in ITZ (SEM Observation) Ehsan Adili, Mohammad Reza Sohrabi
More informationBEHAVIOUR OF HIGH STRENGTH CONCRETE REINFORCED WITH DIFFERENT TYPES OF STEEL FIBRE
BEHAVIOUR OF HIGH STRENGTH CONCRETE REINFORCED WITH DIFFERENT TYPES OF STEEL FIBRE Emdad K.Z. Balanji, M. Neaz Sheikh, Muhammad N.S. Hadi School of Civil, Mining and Environmental Engineering, University
More informationINFLUENCE OF WATER IMMERSION ON THE BOND BEHAVIOR BETWEEN CFRP AND CONCRETE SUBSTRATE
Singapore, 19-21 st July 2017 1 INFLUENCE OF WATER IMMERSION ON THE BOND BEHAVIOR BETWEEN CFRP AND CONCRETE SUBSTRATE Yunfeng Pan 1, Guijun Xian 1*, Jian-Fei Chen 2 and Hui Li 1 1 School of Civil Engineering,
More informationREHABILITATION AND STRENGTHENING OF EXISTING RC STRUCTURES WITH UHPFRC: VARIOUS APPLICATIONS
REHABILITATION AND STRENGTHENING OF EXISTING RC STRUCTURES WITH UHPFRC: VARIOUS APPLICATIONS Dr Lionel Moreillon (1) and Dr Philippe Menétrey (1) (1) INGPHI SA Ingénieurs en Ouvrages d art, Lausanne, Switzerland
More informationDAMAGE RESISTANCE OF REINFORCED CONCRETE STRUCTURES THAT UTILIZE HIGH PERFORMANCE HYBRID FIBER REINFORCED (HYFRC) COMPOSITES
DAMAGE RESISTANCE OF REINFORCED CONCRETE STRUCTURES THAT UTILIZE HIGH PERFORMANCE HYBRID FIBER REINFORCED (HYFRC) COMPOSITES Claudia P. Ostertag Civil & Environmental Engineering Department, University
More informationFiber Reinforced Concrete
Fiber Reinforced Concrete Old Concept Exodus 5:6, And Pharaoh commanded the same day the taskmasters of the people, and their officers, saying, Ye shall no more give the people straw to make brick, as
More informationCEOS.FR EXPERIMENTS FOR CRACK CONTROL OF CONCRETE AT EARLY AGE
CEOS.FR EXPERIMENTS FOR CRACK CONTROL OF CONCRETE AT EARLY AGE Jean-Michel Torrenti (1), Laurie Buffo-Lacarrière (2), Francis Barré (3) on behalf of CEOS.FR Program Partners (www.ceosfr.org) (1) UPE, IFSTTAR,
More informationAn Experimental Study on Corrosion Protection Performance of HPFRCCs with Fine Cracks
An Experimental Study on Corrosion Protection Performance of HPFRCCs with Fine Cracks Le Anh Dung 1, Koichi Kobayashi 2, Keitetsu Rokugo 3 123 Department of Civil Engineering, Gifu University, Yanagido
More informationExperimental investigation of the use of CFRP grid for shear strengthening of RC beams
Journal of Asian Concrete Federation Vol. 2, No. 2, Dec. 2016, pp. 117-127 ISSN 2465-7964 / eissn 2465-7972 http://dx.doi.org/10.18702/acf.2016.12.2.2.117 Experimental investigation of the use of CFRP
More informationWATER PERMEABILITY OF CRACKED CEMENTITIOUS COMPOSITES
WATER PERMEABILITY OF CRACKED CEMENTITIOUS COMPOSITES MICHAEL LEPECH & VICTOR C. LI Advanced Civil Engineering Materials Research Laboratory Department of Civil and Environmental Engineering University
More informationA NEW CORROSION TREATMENT FOR PRESTRESSED REBARS: THE DIRECT INJECTION OF A CORROSION INHIBITOR BY AN ULTRASONIC PUMP
A NEW CORROSION TREATMENT FOR PRESTRESSED REBARS: THE DIRECT INJECTION OF A CORROSION INHIBITOR BY AN ULTRASONIC PUMP E. Cailleux & V. Pollet CSTC-WTCB-BBRI Avenue Pierre Holoffe 21 B-1342 Limelette Belgium
More informationMICROSTRUCTURE AND DURABILITY OF SELF-COMPACTING CONCRETES CONTAINING PP FIBRES
MICROSTRUCTURE AND DURABILITY OF SELF-COMPACTING CONCRETES CONTAINING PP FIBRES Mariusz Kalinowski and Jan Trägårdh Swedish Cement and Concrete Research Institute (CBI), SE-100 44 Stockholm, Sweden Abstract
More informationEXPRESS BRIDGE DECK AND LIGHT DUTY BRIDGE
EXPRESS BRIDGE DECK AND LIGHT DUTY BRIDGE Yves Brugeaud (1) (1) MATIERE SAS, Paris, France Abstract Bridges and prefabricated beams in concrete pre-stressed by pre-tensioning or made of reinforced concrete
More informationShear Behavior of RC Slender Beams with Corrosion-Damaged Stirrups
: Shear Behavior of RC Slender Beams with Corrosion-Damaged Stirrups Authors Ahmed El-Sayed, Raja Hussain, Ahmed Shuraim Publication date 2014 Conference 4th Annual International Conference on Civil Engineering,
More informationEffect of Hydrocarbon Solutions on Polymer Concrete
Dr. Sanaa Abdul Hadi Applied Sciences Department, University of Technology/Baghdad. Mustafa Hassan Omar Applied Sciences Department, University of Technology/Baghdad. Email:entaomritofi8@yahoo.com Received
More informationDurability Properties of High Performance Fiber Reinforced Cementitious Composites Incorporating High Volumes of Fly Ash
Proceedings of the EUROCOALASH 2012 Conference, Thessaloniki Greece, September 25-27 2012 http:// www.evipar.org/ Durability Properties of High Performance Fiber Reinforced Cementitious Composites Incorporating
More informationSHEAR STRENGTH OF ASR-DETERIORATED RC MEMBERS AND SHEAR REINFORCING EFFECT OF REPAIR BY ADDING REBAR
VIII International Conference on Fracture Mechanics of Concrete and Concrete Structures FraMCoS-8 J.G.M. Van Mier, G. Ruiz, C. Andrade, R.C. Yu and X.X. Zhang (Eds) SHEAR STRENGTH OF ASR-DETERIORATED RC
More informationShih-Ho Chao 1, A. M., ASCE
ACHIEVING GREEN CONCRETE THROUGH THE USE OF HIGH PERFORMANCE FIBER REINFORCED CONCRETE Shih-Ho Chao 1, A. M., ASCE ABSTRACT Concrete is one of the most widely used materials for infrastructure all over
More informationStructural behavior of reinforced concrete frame-wall components
Materials and Structures/Matériaux et Constructions, Vol. 31, November 1998, pp 609-615 Structural behavior of reinforced concrete frame-wall components Y. L. Mo 1 and C. J. Kuo 2 (1) Professor (2) Graduate
More informationRapport sur les causes techniques de l effondrement du viaduc de la Concorde
Rapport sur les causes techniques de l effondrement du viaduc de la Concorde Annexe A8 Essais de chargement en laboratoire réalisés à l Université McGill Rédigé par : Denis Mitchell, ing., Ph.D. William
More informationINTERNATIONAL JOURNAL OF APPLIED ENGINEERING RESEARCH, DINDIGUL Volume 1, No 2, 2010
Micro Mechanical Measurement of Concrete Strain to Evaluate Principle Strain Distribution in Steel Fiber Reinforced Cement Concrete Moderate Deep Beams across it s width and depths Vinu R. Patel, I. I.
More informationCONCREEP 10. September 21-23, 2015 Vienna, Austria. SPONSORED BY RILEM Engineering Mechanics Institute of ASCE
CONCREEP 1 Mechanics and Physics of Creep, Shrinkage, and Durability of Concrete and Concrete Structures PROCEEDINGS OF THE 1TH INTERNATIONAL CONFERENCE ON MECHANICS AND PHYSICS OF CREEP, SHRINKAGE, AND
More informationStudy on high performance roller compacted concrete
Materials and Structures/Matériaux et Constructions, Vol. 33, July 2000, pp 398-402 TECHNICAL REPORTS Study on high performance roller compacted concrete A. C. Bettencourt Ribeiro 1 and I. R. de Almeida
More informationAssoc.Prof.BOONCHAI STITMANNAITHUM. Department of Civil Engineering, Faculty of Engineering Chulalongkorn University, Thailand
Modeling of Chloride Penetration into Concrete Structures under Flexural Cyclic Load and Tidal Environment Assoc.Prof.BOONCHAI STITMANNAITHUM Department of Civil Engineering, Faculty of Engineering Chulalongkorn
More informationAN APPLICATION OF HPFRCC AND FIBER NET FOR RECOVERING STRENGTH OF RC MEMBERS DETERIORATED BY CHLORIDE INDUCED CORROSION
BEFIB2012 Fibre reinforced concrete Joaquim Barros et al. (Eds) UM, Guimarães, 2012 AN APPLICATION OF HPFRCC AND FIBER NET FOR RECOVERING STRENGTH OF RC MEMBERS DETERIORATED BY CHLORIDE INDUCED CORROSION
More informationREPAIRED REINFORCED CONCRETE BEAMS WITH NORMAL AND HIGH STRENGTH CONCRETE
Diyala Journal of Engineering Sciences ISSN 1999-8716 Printed in Iraq Vol. 06, No. 02, pp. 21-37, June 2013 REPAIRED REINFORCED BEAMS WITH NORMAL AND HIGH STRENGTH Emad Yassin Khudhair Engineering College,
More information3D fatigue analysis of RC bridge slabs and slab repairs by fiber cementitious materials
D fatigue analysis of RC bridge slabs and slab repairs by fiber cementitious materials P. Suthiwarapirak & T. Matsumoto The University of Tokyo, Tokyo, Japan. ABSTRACT: The present paper considers the
More informationSeismic Behavior of Low Strength RC Columns with Corroded Plain Reinforcing Bars
Seismic Behavior of Low Strength RC Columns with Corroded Plain Reinforcing Bars C. Goksu 1, B. Demirtas 2, C. Demir 1, A. Ilki 3 and N. Kumbasar 4 1 PhD Candidate, Civil Engineering Faculty, Istanbul
More informationDebonding Behavior of Skew FRP-Bonded Concrete Joints
CICE 2010 - The 5th International Conference on FRP Composites in Civil Engineering September 27-29, 2010 Beijing, China Debonding Behavior of Skew FRP-Bonded Concrete Joints J. G. Dai (cejgdai@polyu.edu.hk)
More informationCementitious materials with mineral additions: impact on the selfhealing kinetics and the products formation
Cementitious materials with mineral additions: impact on the selfhealing kinetics and the products formation K. Olivier 1,2, A. Darquennes 1, F. Benboudjema 1, R. Gagné 2, Louis, G. 3, Betrancourt, D.
More informationFiber Reinforced Concrete (FRC)
Progress in Fiber Reinforced Concrete (FRC) Concrete is relatively brittle, and its tensile strength is typically only about one tenths of its compressive strength. Regular concrete is therefore normally
More informationEffect of aggregates on drying shrinkage microcracking in cement-based composites
Materials and Structures/Matériaux et Constructions, Vol. 35, September-October 2002, pp 453-461 Effect of aggregates on drying shrinkage microcracking in cement-based composites J. Bisschop 1 and J. G.
More informationAssessment of microcrack development in concrete materials of different strengths
Materials and Structures / Matériaux et Constructions, Vol. 37, December 2004, pp 724-731 SCIENTIFIC REPORT Assessment of microcrack development in concrete materials of different strengths M. Elzafraney
More informationBONDING CHARACTERISTICS OF CPC AND RC UNDER UNIAXIAL TENSION
BONDING CHARACTERISTICS OF CPC AND RC UNDER UNIAXIAL TENSION - Technical Paper - Raktipong SAHAMITMONGKOL *1 and Toshiharu KISHI *2 ABSTRACT Bond of RC and CPC under tension were tested. Effects of cross
More informationFlexural behavior of reinforced concrete beams with cementitious repair materials
Available online at www.rilem.net Materials and Structures 38 (April 2005) 329-334 Flexural behavior of reinforced concrete beams with cementitious repair materials S. K. Park and D. S. Yang Department
More informationEnvironmentally-friendly concretes for sustainable building
Environmentally-friendly concretes for sustainable building V. Corinaldesi & G. Moriconi Department SIMAU, Università Politecnica delle Marche, Ancona, Italy Abstract The concept of sustainable development
More informationFRACTURE ENERGY OF NORMAL STRENGTH CONCRETE,
Fracture Mechanics of Concrete Structures, Proceedings FRAMCOS-2, edited by Folker H. Wittmann, AEDIFICATIO Publishers, D-79104 Freiburg (1995) FRACTURE ENERGY OF NORMAL STRENGTH CONCRETE, ~~~ ~~~ STRENGTH
More informationSTEEL CORROSION IN CONCRETE: A COMPREHENSIVE EXPERIMENTAL PROGRAM AND PRELIMINARY RESULTS Steel corrosion in concrete
STEEL CORROSION IN CONCRETE: A COMPREHENSIVE EXPERIMENTAL PROGRAM AND PRELIMINARY RESULTS Steel corrosion in concrete C.Q. LI, M. CLEVEN and F. ISAAC Department of Civil Engineering, Monash University
More informationFORMULATION OF REPAIR MORTAR BASED ON MIXTURE OF DUNE SAND AND ALLUVIAL SAND
ANKARA - TURKIYE FORMULATION OF REPAIR MORTAR BASED ON MIXTURE OF DUNE SAND AND ALLUVIAL SAND a* Lakhdari Mohammed Fataha *and Zaidi Alia Laghouat University, Faculty of Technology, Civil Engineering Department,
More informationBOND OF REINFORCEMENT IN FIBRE REINFORCED CONCRETE
BOND OF REINFORCEMENT IN FIBRE REINFORCED CONCRETE Klaus Holschemacher, Dirk Weiße Leipzig University of Applied Sciences (HTWK Leipzig), Germany Abstract This paper outlines the experimental programme
More informationINVESTIGATION OF CURING PERIOD OF CEMENTITIOUS ADHESIVE AND PERFORMANCE OF RUST PREVENTION
Geotec., Const. Mat. & Env., DOI: https://doi.org/10.21660/2018.43.3717 ISSN: 2186-2982 (Print), 2186-2990 (Online), Japan INVESTIGATION OF CURING PERIOD OF CEMENTITIOUS ADHESIVE AND PERFORMANCE OF RUST
More information65 mm 2 mm 65 mm D6 SD295A D6 SUS34 D13 SD39 SD39 15mm mm Series 1: Stirrup Series 2 : Main rebar 45 a = 45 mm SUS34 D25 SD39 2 mm mm 2
コンクリート工学年次論文集,Vol.36,No.1,214 MECHANICAL CHARACTERISTICS OF RC BEAMS WITH CORRODED STIRRUPS OR MAIN REINFORCEMENTS -Technical Paper- Visal ITH *1, Koji MATSUMOTO *2 and Junichiro NIWA *3 ABSTRACT This
More informationLATEST ACHIEVEMENT IN TECHNOLOGY AND RESEARCH OF RETROFITTING CONCRETE STRUCTURES
LATEST ACHIEVEMENT IN TECHNOLOGY AND RESEARCH OF RETROFITTING CONCRETE STRUCTURES Ueda T, Hokkaido University, Japan Wu Z, Ibaraki University, Japan Kanakubo T, Tsukuba University, Japan Abstract Major
More informationICDS12 International Conference DURABLE STRUCTURES: from construction to rehabilitation LNEC Lisbon Portugal 31 May - 1 June 2012 DURABLE STRUCTURES
Numerical tool for durability assessment of concrete Structures subjected to aggressive environment Jonathan MAI NHU 1 Alain SELLIER 2 Patrick ROUGEAU 1 Frédéric DUPRAT 2 Manuela SALTA 3 1 CERIB Centre
More informationCOMPARISON OF REACTIVITY OF CEMENTITIOUS ADDITIONS ON PROPERTIES OF MICRO CONCRETE
COMPARISON OF REACTIVITY OF CEMENTITIOUS ADDITIONS ON PROPERTIES OF MICRO CONCRETE M. Lanez (1), M. N Oudjit (1) and A. Bali (2) (1) USTHB, Built Environment Laboratory; Civil Engineering Faculty, BP 32
More informationEffect of Compressive Strength on Bond Behaviour of Steel Reinforcing Bar in Fiber Reinforced Concrete
Research Article International Journal of Current Engineering and Technology E-ISSN 2277 4106, P-ISSN 2347-5161 2014 INPRESSCO, All Rights Reserved Available at http://inpressco.com/category/ijcet Effect
More informationEffects of Corrosion on Reinforced Concrete Beams with Silica Fume and Polypropylene Fibre
Effects of Corrosion on Reinforced Concrete Beams with Silica Fume and Polypropylene Fibre S.Shanmugam, V.G. Srisanthi, and S.Ramachandran Abstract Reinforced concrete has good durability and excellent
More informationResearch on Weight Reduction of PC Composite Members Using Ultra High Strength Fiber Reinforced Cementitious Composites (UFC)
Research on Weight Reduction of PC Composite Members Using Ultra High Strength Fiber Reinforced Cementitious Composites (UFC) H. Murata 1), J. Niwa 2), and C. Sivaleepunth 3) 1) Master course 2nd year
More informationPrediction of Chloride Permeability of High Performance Concrete
Prediction of Chloride Permeability of High Performance Concrete M. Iqbal KHAN Saleh ALSAYED Assistant Professor Professor King Saud University King Saud University Riyadh 1141, KSA Riyadh 1141, KSA Summary
More informationFailure of Heterogenous Composites due to Thermal Stresses in Presence of Pre-Cracks
Failure of Heterogenous Composites due to Thermal Stresses in Presence of Pre-Cracks EL-SHEIKHY Refat* and NAKA Masaaki** Abstract Heterogeneous composite plates including inclined cracks were exposed
More informationK. M. Nemati and P. J.M. Monteiro
EFFECT OF CONFNEMENT ON THE FRACTURE BEHAVOR OF CONCRETE UNDER COMPRESSON K. M. Nemati and P. J.M. Monteiro Department of Civil Engineering Division of Structural Engineering, Mechanics, and Materials
More informationElectrochemical Chloride Extraction Treatment of Concrete and the. Influences on the Microstructure
Fourth International Conference on Sustainable Construction Materials and Technologies http://www.claisse.info/proceedings.htm SCMT4 Las Vegas, USA, August 7-11, 2016 Electrochemical Chloride Extraction
More informationEXPERIMENTAL STUDY ON CHLORIDE PENETRATION DEPTH IN CRACKED REINFORCED CONCRETE
Int. J. Struct. & Civil Engg. Res. 2013 Hoang Quoc Vu et al., 2013 Research Paper ISSN 2319 6009 www.ijscer.com Vol. 2, No. 2, May 2013 2013 IJSCER. All Rights Reserved EXPERIMENTAL STUDY ON CHLORIDE PENETRATION
More informationICRI 2017 Spring Convention March 15-17, 2017
ICRI 2017 Spring Convention March 15-17, 2017 Evaluating Shrinkage Cracking Potential of Concrete Using Ring Test Bruce G. Menu, PhD candidate, Laval University, Canada Marc Jolin, professor, Laval University,
More informationMechanisms of Bond Failure Between Existing Concrete and Sprayed Polymer Cement Mortar with CFRP Grid by Acoustic Emission
Mechanisms of Bond Failure Between Existing Concrete and Sprayed Polymer Cement Mortar with CFRP Grid by Acoustic Emission Junlei Zhang 1, Kentaro Ohno 2, Ryo Kikuchi 1, Tran Vu Dung 1, Kimitaka Uji 3
More informationInvestigation of Chloride Ingress in Cracked Concrete Treated with Water Repellent Agents
Hydrophobe V 5 th International Conference on Water Repellent Treatment of Building Materials Aedificatio Publishers, 299-310 (2008) Investigation of Chloride Ingress in Cracked Concrete Treated with Water
More informationTensile Bond Between Substrate Concrete and Normal Repairing Mortar under Freeze Thaw Cycles
4 th International Conference on the Durability of Concrete Structures 24 26 July 2014 Purdue University, West Lafayette, IN, USA Abstract Tensile Bond Between Substrate Concrete and Normal Repairing Mortar
More informationCORROSION MONITORING IN REINFORCED CONCRETE BY ACOUSTIC EMISSION
Abstract CORROSION MONITORING IN REINFORCED CONCRETE BY ACOUSTIC EMISSION MASAYASU OHTSU and YUICHI TOMODA Kumamoto University, 2-39-1 Kurokami, Kumamoto 860-8555, JAPAN Cracking of concrete due to corrosion
More informationConstruction of bridge slab ends repair system
Construction of bridge slab ends repair system Shungo Matsui 1*, Atsuo Ogawa 2, Tatsuo Ogata 3, Toshiyuki Kanda 4,Atsuro Kano 4, Masakatsu Kunikawa 4, Saiji Fukada 5 and Yoshiyuki Momiyama 1 1 West Nippon
More informationSHEAR BEHAVIOR OF RC BEAMS USING U-SHAPED UFC PERMANENT FORMWORK WITH SHEAR KEYS OR BOLTS
- Technical Paper - SHEAR BEHAVIOR OF BEAMS USING U-SHAPED PERMANENT FORMWORK WITH SHEAR KEYS OR BOLTS Puvanai WIROJJANAPIROM *1, Koji MATSUMOTO *2, Katsuya KONO *3 and Junichiro NIWA *4 ABSTRACT Shear
More informationBENDING BEHAVIOR OF PRECAST BRIDGE SLABS IN UHPFRC UNDER STATIC AND CYCLIC LOADINGS
BENDING BEHAVIOR OF PRECAST BRIDGE SLABS IN UHPFRC UNDER STATIC AND CYCLIC LOADINGS J.-P. Charron, F. Lachance and B. Massicotte Research Center on Concrete Infrastructures (CRIB), Polytechnique Montreal,
More informationLecture Notes. Elasticity, Shrinkage and Creep. Concrete Technology
Lecture Notes Elasticity, Shrinkage and Creep Concrete Technology Here the following three main types of deformations in hardened concrete subjected to external load and environment are discussed. Elastic
More informationRapport sur les causes techniques de l effondrement du viaduc de la Concorde
Rapport sur les causes techniques de l effondrement du viaduc de la Concorde Annexe A9 Analyse non-linéaire du porte-à-faux du viaduc de la Concorde Rédigé par : Denis Mitchell, ing., Ph.D. William D.
More informationFundamentals of Concrete
Components Cement Water Fine Aggregate Coarse Aggregate Fundamentals of Range in Proportions Advantages of Reducing Water Content: Increased strength Lower permeability Fundamentals of Increased resistance
More informationRELATIONSHIP BETWEEN CRACKING AND ELECTRICAL RESISTANCE IN REINFORCED AND UNREINFORCED CONCRETE.
RELATIONSHIP BETWEEN CRACKING AND ELECTRICAL RESISTANCE IN REINFORCED AND UNREINFORCED CONCRETE. J. Pacheco (1), B. Šavija (1), E. Schlangen (1) and R.B. Polder (1,2) (1) Faculty of Civil Engineering and
More informationEffect of Strength and Fiber Reinforcement on Fire Resistance of High-Strength Concrete Columns
Effect of Strength and Fiber Reinforcement on Fire Resistance of High-Strength Concrete Columns V. K. R. Kodur 1 ; Fu-Ping Cheng 2 ; Tien-Chih Wang 3 ; and M. A. Sultan 4 Abstract: In this paper, results
More informationA. HIGH-STRENGTH CONCRETE (HSC)
EFFECTS OF SILICA FUME ON PROPERTIES OF HIGH-STRENGTH CONCRETE Nasratullah Amarkhail Graduate School of Science and Technology, Department of Architecture and Building Engineering Kumamoto University Kumamoto
More informationDevelopment of Simulation Model of Chloride Ion Transportation in Cracked Concrete
Journal of Advanced Concrete Technology Vol., No., 85-9, February 5 / Copyright 5 Japan Concrete Institute 85 Scientific paper Development of Simulation Model of Chloride Ion Transportation in Cracked
More informationCorrosion Process in Reinforced Concrete Identified by Acoustic Emission
Materials Transactions, Vol. 48, No. 6 (2007) pp. 1184 to 1189 Special Issue on Advances in Non-Destructive Inspection and Materials Evaluation #2007 The Japanese Society for Non-Destructive Inspection
More information6 AN ORIGINAL METHOD TO DETERMINE THE NON LINEAR CHLORIDE BINDING ISOTHERM FROM BULK SPECIMENS OF MORTAR
6 AN ORIGINAL METHOD TO DETERMINE THE NON LINEAR CHLORIDE BINDING ISOTHERM FROM BULK SPECIMENS OF MORTAR J.P. BIGAS1, F. LAMBERT2, J.P. OLLIVIER3 ' LMSC, Cergy Pontoise, France DESD SCCD, CEA, Cadarache,
More informationOpen Access Different Damaged Shaft Lining Concrete Resistance to Sulfate Corrosion
Send Orders for Reprints to reprints@benthamscience.ae The Open Construction and Building Technology Journal, 2014, 8, 377-381 377 Open Access Different Damaged Shaft Lining Concrete Resistance to Sulfate
More informationBehavior of ECC/Concrete Layer Repair System Under Drying Shrinkage Conditions
Behavior of ECC/Concrete Layer Repair System Under Drying Shrinkage Conditions Mo Li and Victor C. Li Advanced Civil Engineering Materials Research Laboratory, Department of Civil and Environmental Engineering,
More informationINFLUENCE OF REINFORCING STEEL CORROSION ON FLEXURAL BEHAVIOR OF RC MEMBER CONFINED WITH CFRP SHEET
Session 12 Management of concrete structures INFLUENCE OF REINFORCING STEEL CORROSION ON FLEXURAL BEHAVIOR OF RC MEMBER CONFINED WITH CFRP SHEET Takashi Yamamoto, Atsushi Hattori and Toyo Miyagawa Department
More informationFire resistance design guidelines for high strength concrete columns. Kodur, V.K.R. NRCC-46116
Fire resistance design guidelines for high strength concrete columns Kodur, V.K.R. NRCC-46116 A version of this document is published in / Une version de ce document se trouve dans : ASCE/SFPE Specialty
More informationHeat exposure tests on various types of fibre mortar
Heat exposure tests on various types of fibre mortar Mohammed Ezziane*, ** Laurent Molez** Raoul Jauberthie** Damien Rangeard** * Département Génie Civil, Laboratoire LMPC Université de Mostaganem, 27000,
More informationWater Penetration into Micro-cracks in Reinforced Concrete
Restoration of Buildings and Monuments Vol. 20, No. 2, 85 94 (2014) DOI 10.12900/RBM14.20.2-0008 Water Penetration into Micro-cracks in Reinforced Concrete P. Zhang 1,2, F. H. Wittmann 1,3*, M. Haist 2,
More informationMITIGATING AUTOGENOUS SHRINKAGE IN HPC BY INTERNAL CURING USING SUPERABSORBENT POLYMERS
MITIGATING AUTOGENOUS SHRINKAGE IN HPC BY INTERNAL CURING USING SUPERABSORBENT POLYMERS J. Piérard, V. Pollet, and N. Cauberg Belgian Building Research Institute (BBRI CSTC WTCB), Belgium. Abstract When
More informationHIGH STRENGTH SELF-COMPACTING CONCRETE AT ELEVATED TEMPERATURE
HIGH STRENGTH SELF-COMPACTING CONCRETE AT ELEVATED TEMPERATURE Tao Jin, Liu Xian and Yuan Yong Tongji University, Shanghai, China Abstract The effects of high temperature on strength and stress-strain
More informationCONSIDERATIONS ON THE THRESHOLD CHLORIDE CONTENT VALUES ON THE CORROSION OF STEEL BARS IN CONCRETE
CONSIDERATIONS ON THE THRESHOLD CHLORIDE CONTENT VALUES ON THE CORROSION OF STEEL BARS IN CONCRETE N.Otsuki*, Tokyo Institute of Technology, Japan T. Nishida, Tokyo Institute of Technology, Japan M. Madlangbayan,
More informationBEHAVIOUR OF SPIRAL REINFORCED LIGHTWEIGHT AGGREGATE CONCRETE COLUMNS
BEHAVIOUR OF SPIRAL REINFORCED LIGHTWEIGHT AGGREGATE CONCRETE COLUMNS M. H. Myat*, National University of Singapore, Singapore T. H. Wee, National University of Singapore, Singapore 32nd Conference on
More informationEffect of Distribution in Cross Sectional Area of Corroded Tensile Reinforcing Bars on Load Carrying Behaviour of RC Beam
Effect of Distribution in Cross Sectional Area of Corroded Tensile Reinforcing Bars on Load Carrying Behaviour of RC Beam Takashi Yamamoto 1*, Satoshi Takaya 1 and Toyo Miyagawa 1 1 Kyoto University, JAPAN
More informationDesign of concrete structures for durability and strength to Eurocode 2
Materials and Structures/Matériaux et Constructions, Vol. 32, June 1999, pp 323-330 Design of concrete structures for durability and strength to Eurocode 2 H.-U. Litzner and A. Becker German Concrete Society,
More informationIntroduction of a Japan Concrete Institute Guideline: Practical Guideline for Investigation, Repair and Strengthening of Cracked Concrete Structures
Journal of Civil Engineering and Architecture 9 (2015) 213-224 doi: 10.17265/1934-7359/2015.02.010 D DAVID PUBLISHING Introduction of a Japan Concrete Institute Guideline: Practical Guideline for Investigation,
More informationChloride penetration into concrete in marine environment Part II: Prediction of long term chloride penetration
Materials and Structures/Matériau et Constructions, Vol. 32, June 1999, pp 354-359 SCIENTIFIC REPORTS Chloride penetration into concrete in marine environment Part II: Prediction of long term chloride
More informationInfluence of type of aggregate and surface roughness on the interface fracture properties
Materials and Structures / Matériaux et Constructions, Vol. 37, June 2004, pp 328-334 Influence of type of aggregate and surface roughness on the interface fracture properties G. Appa Rao 1 and B. K. Raghu
More informationStudy the behavior of Flyash blended Steel Fiber Reinforced Concrete exposed to Corrosive Environment
International Journal Scientific Engineering and Applied Science (IJSEAS) -3 Issue-3,March 207 Study the behavior Flyash blended Fiber Reinforced Concrete exposed to Corrosive Environment Priyanka R. Singh,
More informationExperimental Study on Bonding Strength of High Strength Concrete Subjected to Elevated Temperatures
Experimental Study on Bonding Strength of High Strength Concrete Subjected to Elevated Temperatures DILEEP KUMAR U 1, MOHAMMADZUBER 2 1 Assistant Professor, Department civil Engineering, 2MOHAMMADZUBER
More information5th Pan American Conference for NDT 2-6 October 2011, Cancun, Mexico. Scanning Electron Microscopy to Examine Concrete with Carbon Nanofibers
Scanning Electron Microscopy to Examine Concrete with Carbon Nanofibers Shane M. PALMQUIST 1, Edward KINTZEL 2, Keith ANDREW 2 1 Department of Engineering, Western Kentucky University; Bowling Green, Kentucky,
More informationMODELLING OF LEACHING EFFECTS ON FIBRE-REINFORCED CONCRETE PROPERTIES
3-5 June 29, Toulouse, France MODELLING OF LEACHING EFFECTS ON FIBRE-REINFORCED CONCRETE PROPERTIES G. Camps (1), A. Sellier (2), A. Turatsinze (2), G. Escadeillas (2) and X. Bourbon (1) (1) ANDRA, Parc
More informationAn Experimental Study on Effect of Steel Corrosion on the Bond Slip Performance of Reinforced Concrete
5th International Conference on Durability of Concrete Structures Jun 30 Jul 1, 2016 Shenzhen University, Shenzhen, Guangdong Province, P.R.China An Experimental Study on Effect of Steel Corrosion on the
More informationA STUDY ON LONG-TERM PERFORMANCE OF CONCRETE OVER 50 MPa IN COMPRESSIVE STRENGTH
A STUDY ON LONG-TERM PERFORMANCE OF CONCRETE OVER 50 MPa IN COMPRESSIVE STRENGTH A DISSERTATION Submitted to Kyushu University in partial fulfillment of the requirements for the degree of Doctor of Engineering
More information