SAFETY ENGINEERING OF ANTHROPOGENIC OBJECTS SERVICE BEHAVIOUR OF THE SELF-STRESSED MEMBERS REINFORCED WITH FRP BARS

Fiber reinforced polymer (FRP) bars, as a structural reinforcement, are characterized by the number of advantages, such as: high strength-to-density ratio; absence of corrosion; resistance to the negative influence of the different aggressive mediums. Nevertheless, a wide practical application of such a bars finds an embarrassment because of the law modulus of elasticity (it varies from 30 GPa to 60 GPa), that leads to the development of the excessive crack opening as well as deflections under the loading. To enhance structural performance of the FRP reinforced concrete members, pretensioning of FRP bars can be considered as a good option. Opposite to the concrete members mechanical pretensioning, physico-chemical method of bars pretensioning based on the self-stressing concrete utilizing is considered. Influence of the controlled initial stress-strain state obtained during early age concrete expansion on the mechanical resistance of the self-stressed concrete members reinforced with both steel and FRP bars was studied.


INTRODUCTION
As it was stated in [1], physico-chemical method of reinforcing bars pretensioning based on the self-stressing concrete utilizing is considered as a good alternative to mechanical prestressing that characterized by the higher laboriousness, necessity in special equipment and devices as well as qualified personnel. The actual problem for self-stressed concrete members practical design is consisted in the development both of the adequate and universal analytical model for the prediction of the initial stress-strain state obtained at the early age concrete expansion stage and resistance models described such a members behavior subjected to the bending (with and without axial force), shear, etc. Modified strains development model (MSDM) for self-stressed concrete members restrained expansion strains assessment at the any time interval of the early age self-stressing concrete expansion stage was proposed by the authors [1,2]. The proposed model is extended on the different ratio of the any reinforcement type, and different reinforcement arrangement in the concrete cross-section as well as it allows to calculate early age induced strains for different types of the expansive concretes (shrinkage-compensating, self-stressing).
In general case, initial stress-strain state, obtained on the self-stressing stage, influences on the self-stressed member behavior under the static loading, mainly before cracking, as for traditional prestressed structures. Analysis of the numerous scientific papers [3,4] in the field of the self-stressed structures has shown that such a members were investigated mainly on the concrete restrained expansion stage and only a limited data presents theoretical and experimental results about such a members (conventionally reinforced with steel bars) resistance under the loading. As it was pointed in [5,6] because of the FRP low (close to the concrete) modulus of elasticity, FRP reinforcing bars can be effectively utilized with initial pretensioning only. Physico-chemical pretensioning of such a bars with self-stressing concrete can be considered as an effective method of the member prestressing. This paper presents theoretical and experimental results for self-stressed members resistance reinforced with FRP bars. Additionally, self-stressed beams reinforced with steel bars were tested for comparison of the effects from the obtained initial self-stressing on the concrete member resistance under the static loading in case of steel and FRP reinforcing bars utilizing. Analysis of the generalized behavior of the self-stressed concrete members under the loading was performed with hereby proposed diagram method utilizing.

INFLUENCE OF THE INITIAL STRESS-STRAIN ON THE SELF-STRESSED MEMBERS WITH DIFFERENT REINFORCEMENT TYPE BEHAVIOR UNDER THE LOADING. DIAGRAM METHOD
To analyze results obtained within static loading of the self-stressed beams with nonsymmetrical both FRP and steel reinforcement arrangement the «M-ε rt,x » diagram was proposed (where M is a bending moment; ε rt,x is a longitudinal tensile strain from the loading on depth of gravity center of the reinforcement in tension). The general view of the diagram is presented in the Fig. 2.1.

Fig. 2.1. Diagram for analysis of the initial stress-strain state influence on the behavior under the loading of the self-stressed non-symmetrically reinforced beams
Let's consider self-stressed beam under the monotonically increased load. Forces redistribution in the self-stressed beam cross-section under increasing load can be illustrated with the diagram presented in the Thus, to the flexural cracks formation, the total strains respect to cracking ε rt,crc on the depth of reinforcement gravity center, is considered as a sum of decompression starins ε dec and ultimate concrete tensile strains ε ctu . concrete modulus of elasticity to the static loading time; t iage of concrete immediately before static loading.

EXPERIMENTS EXPERIMENTAL SPECIMENS
Experimental studies were carried out on two series of self-stressed concrete beams with different type of reinforcing bars. Experimental beams cross-section geometry with reinforcement areas and arrangement are shown in Fig. 3.1. Fig. 3

REINFORCEMENT
Steel and FRP reinforcing bars characteristics are listed in Table 3.1 and Table 3.2 respectively.

EXPANSIVE CONCRETE
Self-stressed beams of the both series were made of self-stressing concrete with characteristics presented in Table 3.3.

EXPANSION (SELF-STRESSING STAGE)
Experimental values of the restrained strains and self-stresses in concrete on the depth of the cross-section gravity center immediately before static loading are listed in the  As it can be seen from the Table 4.1, all of the tested beams reached initial self-stresses from 1,8 to 3,5 MPa depending on the type, area and arrangement of the reinforcing bars. Reached pretensioning in reinforcing bars were at average 46 % from yield strain and 14 % from ultimate tensile strain for steel and FRP reinforcing bars respectively. It should be pointed that for the members prestressed with FRP reinforcing bars in accordance with [7], initial values of the prestress should be limited by the 24 % from the ultimate tensile strength.

STATIC LOADING STAGE. SELF-STRESSED MEMBERS BEHAVIOUR UNDER THE LOADING FAILURE MODES
Test results obtained within loading of the self-stressed beams are presented in Table 4.2. For beams of series I and series II, initial tiny cracks occurred at the load of 44 kN (7,1 kN·m) and 41 kN (8,2 kN·m) at average respectively in the pure bending region. With increasing of the bending moment up to 24 kN·m, in the FRP reinforced beams, multiple inclined flexural shear cracks occurred outside the pure bending region and extended to a distance approximately 20 mm from the top surface of the beam. When applied load reached 143,3 kN (28,7 kN·m) at average, diagonal tension flexural shear failure mode was reached, but to this time FRP reinforcing bars didn't reach its ultimate tensile strains (in accordance with test results: ε rt,frp =0,933 %). Taking into account that FRP reinforced self-stressed beams reinforcement ratio was equal to 1,6 % and 2,1 % for II-BECF-(1,2) and II-BECF-(3) respectively, that is considerably higher of the both balanced reinforcement ratio (ρ bal =0,3 %) and recommended in accordance with [7] reinforcement ratio 1,4· ρ bal =0,42 %. For the real reinforcement ratio of the tested beams, expected failure mode is due to crushing of the concrete in compression, but an observed failure mode had changed on the flexural shear without crushing of the concrete in compression. Moreover, registered within testing value of the ultimate moment was at average in 2 times higher than predicted value of the ultimate moment based on the mean and established in tests values of the materials charecteristics. In opposite to the FRP reinforced beams, failure mode and value of the ultimate load for steel reinforced self-stressed beams of series I was the same as it was predicted (ratio between predicted and established within loading ultimate bending moments was equal to 0,90). Characteristic modes of failure and crack patterns for beams of the both series I and series II are shown in the Fig. 4.1.  а) b) Fig. 4

.1. General view of the self-stressed beams crack patterns after test (а)series I; b)series II)
Based on the analysis of the obtained experimental results, it can be stated, that initial early age stress-strain state obtained on the expansion stage influenced on the beams behavior during loading. It was observed that for the both series I and series II self-stressed beams cracking load was near 30 % from the ultimate load (see Table 4.2). Flexural cracks development through the concrete cross-section depth was following: arised flexural cracks extended on the average depth about 180 mm and 195 mm (≈75 % from cross-section depth) for series I and series II beams respectively and saved this position almost up to the failure on the background of the gradually increasing cracks number and its opening. This effect is explained that in the self-stressed structures initial compressive stresses are saved in concrete under the crack. An observed cracks patterns in the member tensile zone (see Fig. 4.1) with an average distance between cracks 60±15 mm indicated about practically uniform distribution of the stresses longwise reinforcing bars in tension, that is inherent for prestressed structures.
Taking into account that decompression strains is a parameter that allows assess effectiveness of the initial self-stressing and to predict its further influence on the crack behavior of the beams, this parameter ( dec,exp   For the assessment of the effectiveness of the FRP reinforcing bars application in the prestressed (self-stressed) structures, «M-ε rt,x » diagram was utilized (see Fig. 2.1). It was assessed from the experimental results, that before loading in the beams of series I and series II were obtained almost equal values of the moments, created by the precompression forces to the end of the expansion stage ( CE M was at average 3 kN·m), but at the same time decompression strains in case of FRP bars utilizing were less approximately in two times in comparison with decompression strains registered in self-stressed beams with steel reinforcement (see Table 4.3). It was stated, that up to decompression point, resultant force in tensile zone of the cross-section is sustained by the reinforcing bars only (at this stage concrete is under the initial compressive stresses). Taking into account that steel and FRP bars are characterized by the different values of modulus of elasticity (FRP bars modulus of elasticity E frpm =45,2 GPa, that was close to the concrete modulus of elasticity E cm =25,7 GPa), a different values of the moment increment was observed for the same levels of the longitudinal tensile strains in reinforcement (in case of FRP reinforcement, such increments were sufficiently less). To obtain equal values of the moment increments in case of FRP and steel bars utilizing, required area of FRP reinforcement have to be increased considerably and can be found based on the optimization procedure (it consists in the assessment of the FRP reinforcement axial stiffness, that is necessary to provide desired values of the moment increments within decompression stage as well as initial self-stresses at the expansion stage). Nevertheless, it should be pointed that obtained self-stressing parameters in the members with FRP reinforcing bars not only lead to the cracking moment increasing, but change series II self-stressed beams post-cracking behavior: a number of cracks, comparable with cracks number in series I self-stressed beams with steel reinforcing bars was observed (N=9 and N=12 at average respectively), and maximum flexural crack width was not exceed 0,6 mm under the loading rate near 0,6·P ult .

CONLUSION
Influence of the initial self-stressing on the concrete member behavior under the monotonically increasing loading was studied with the proposed diagram method. Obtained within self-stressing concrete expansion stress-strain state in the both steel and FRP reinforced self-stressed beams positively influenced on these members behavior under the applied load. Nevertheless, a considerable difference in the behavior of the self-stressed beams with steel and FRP reinforcement was observed, especially up to decompression point: a sufficiently less values of the moment increment was observed in the FRP reinforced selfstressed beams (in comparison with steel reinforced beams) for the same levels of the longitudinal tensile strains in reinforcement because of the comparable low FRP bars modulus of elasticity, that is close to the concrete one. Moreover, to make more safe FRP reinforced self-stressed members, it is extremely required to find a ways of how to enhance concrete ductility (that is a topic for our further investigations) to avoid brittle failure modes of such a members due to the concrete in compression crushing (that in its turn is considered as a more safe failure mode in comparison with a failure mode due to FRP reinforcement in tension rupture).