Прочность нормальных сечений изгибаемых железобетонных элементов, поврежденных коррозией и усиленных внешним композитным армированием

Полный текст

1. Introduction 1.1. Problems of Corrosion of Reinforced Concrete Structures Buildings and structures may contain flexural reinforced concrete elements that are exposed to aggressive corrosion loads, which leads to deterioration of concrete and reinforcement, causing premature onset of limit states [1-4]. Corrosion of reinforced concrete is a complex set of chemical processes, as a result of which the strength and deformation properties are significantly changed [5-7]. One of the key problems in construction is exposure to chloride environments, which is recognized as hazardous and is widespread in practice. Studies conducted by various methods, including expert surveys, analysis of project documentation and field observations, show that about 3/4 of enterprises in chemical, metallurgical and other industries, as well as in the field of transportation and in coastal areas, are exposed to aggressive environments containing chlorides [8-10]. 1.2. Existing Models of Corrosion Damage At the moment, the processes of determining the stress-strain state of structures damaged by corrosion under the combined action of service and environmental loads have been sufficiently investigated. The works of V.M. Bondarenko, V.I. Rimshin, N.K. Rosental, A.I. Popesko, I.G. Ovchinnikov, G.A. Smolyago, V.P. Selyaev, V.P. Chirkov, P.S. Mangat, G.C. Gaal, R. Al-Hammoud, C. Andrade and others [1-16] are devoted to this subject. In the model of corrosion damage of concrete, it is possible to partially apply the dissipative resistance theory of V.M. Bondarenko [5], according to which the cross-section of the element is divided into three zones. The first zone represents the area of complete material failure of thickness Z*. The second zone is a transitional zone of partial concrete damage of thickness σ. The third zone is the area of concrete undamaged by corrosion of thickness p (Figure 1). Figure 1. The change of strength characteristics of concrete along the cross section and the relationship between the depth of corrosion and stresses S o u r c e: made by V.I. Rimshin, L.A. Suleymanova, P.A. Amelin According to the theory, the stress in corrosion-damaged concrete is described by the following relationship [4-6]: σcorr =σb ( )t K z( ), (1) where σb ( )t is the stress-strain model of undamaged concrete; K z( ) is the function of damage for layer of thickness z. Coefficient K varies between 0 and 1 and is defined in general form as: i=3 K( )=z a zi i , (2) i=0 where z is the vertical coordinate measured from the stress axis of the corrosion-damaged concrete element; ai are the coefficients of the power series, which are found at fixed values of Ki . According to the model, the conditions for determining parameters are the following: at z= p K p( )=1 dz |z p= = 0, (3) at z p K> ∗ (p+ =δ) K1. Given that z = p +σ→К ( p+σ)= 0, coefficientsa0, a1, a2 are equal to: 2 (4) a0=1- p ; δ (5) p a1=2 2 ; δ (6) dk∗ a2=-. (7) Rebar corrosion changes the geometric characteristics of reinforcement to a greater extent than the physical and mechanical characteristics of steel. The calculated cross-sectional area of damaged steel reinforcement is presented as [15]: As* =As -As , (8) where Аs is the cross-sectional area of rebar before corrosion; Аscor is the calculated area of corrosion damage of rebar cross-section determined from Table 1. Table 1 Models of corrosion development along the rebar cross-section and calculated area of corrosion damage Rebar corrosion type Illustration Function for determining the corrosion area of rebar, Ascor Absence of critical concentration 0 Continuous uniform corrosion πδs (2r -δs ) Continuous non-uniform corrosion δ2 rδs - s 4 Ending of the Table 1 Rebar corrosion type Illustration Function for determining the corrosion area of rebar, Ascor Local and pitting corrosion δ 4r S o u r c e: made by V.I. Rimshin, L.A. Suleymanova, P.A. Amelin Note. r is the original radius of rebar, δs is the depth of corrosion damage. The depth of corrosion of steel reinforcement in the studies of I.G. Ovchinnikov is determined by the following relationship [16]: 0, t ≤ tinc δs = δs,0 (t -tinc ) , (9) T+(t -tinc ) , t > tinc where δs,0 , Т are experimental constants of damage; tinc is the corrosion initiation time. The time duration of the incubation period is determined based on the Fick’s law [15]: 2 1 a tinc = , (10) 12D 1- CCcrs where D is the coefficient of chloride diffusion, а is the thickness of the protective layer of concrete, Cs is the chloride concentration at concrete surface. 1.3. Existing Prerequisites for Composite Strengthening of Reinforced Concrete Elements A relevant problem in long-term operation of buildings and structures is the extension of the remaining service life of damaged reinforced concrete elements. In construction practice, the process of inspection of technical condition of reinforced concrete structures is performed simultaneously with the aim to increase the bearing capacity of the elements for resisting higher load values. Along with the existing methods of strengthening of structures, such as increasing the cross-section and reinforcement, application of steel casings, the method of external polymer composite reinforcement is used. The development and application of strengthening methods for intact reinforced concrete structures with external composite reinforcement became possible owing to theoretical and experimental works of V.I. Rimshin, D.R. Mailyan, V.I. Morozov, S.I. Merkulov, P.P. Polsky, J.F. Bonacci, A.H. Al-Saidy and others [17-23]. The tensile behavior of composite materials is characterized by their elastic deformation up to fracture. Composite fibers differ from steel in that they are not ductile and their failure is brittle. The stress of composite materials depends on their strain according to Hooke’s equation: σ f =E f ε δf s,0 , (11) where E f is the elastic modulus of the composite material; ε f is the fiber strain at a specific moment in time. This affects the strengthening design of reinforced concrete structures with external reinforcement made of composites, as restrictions are imposed on the magnitude of elastic deformations of concrete and steel. However, at the moment, the problem of determining the load-bearing capacity of previously damaged flexural reinforced concrete elements due to contact with aggressive chloride environment during operation is studied to a small extent. Which is the subject of this scientific study. The objects of this study are flexural reinforced concrete elements damaged by aggressive chloride environment and strengthened with external composite reinforcement. The aim of the study is to develop a methodology for calculating the strength of the normal sections of flexural reinforced concrete elements subjected to aggressive chloride environment and strengthened with external polymer composite reinforcement. 2. Methods In this paper, a mathematical iterative method is used for determining the unknowns, which is reduced to the sequential application of the Picard’s method. The Picard’s method, when used as a tool for partitioning the cross-section of a reinforced concrete element, is an iterative approach used for analysis and modeling of damaged structures. It involves successive refinement of the cross-section characteristics by dividing it into sub-elements and iteratively calculating their properties. In general, the formula of the iterative Picard’s method is defined by the following relationship: y t ( ) = +y0 tt0 f x y x( , ( ))dx. (12) Below is the solution algorithm: Ø Initial conditions such as cross-sectional configurations of the reinforced concrete element, including dimensions, shape, position and number of rebars, geometric parameters of damage such as depth and length of cracks are specified. Ø The cross-section is divided into several zones (sub-elements), taking into account both damaged and undamaged areas. Ø An initial approximation of y is selected (adopted at first as a constant) and substituted in the righthand side of the differential equation: dy dx/ = f (x y, ). Ø The equation is integrated with respect to x, which yields y in terms of x in the second approximation, and the specified numerical values are substituted into it. The result is rounded to the specified number of decimal places or significant digits. Initially, the mechanical properties of each subelement are evaluated. Iterative calculation of the stress-strain state is performed for each sub-element, taking into account the interaction between them. The sub-element characteristics are updated based on the calculation results, gradually refining the model. Ø The iterative process is repeated until convergence is achieved, when changes in the characteristics become insignificant. The results are verified to ensure that the model is adequate and the calculations are correct. Ø Integral characteristics of the entire section, such as moment of inertia, static moment, stiffness and bearing capacity, are determined on the basis of the iterative calculations. The Picard’s method in this context provides accurate modeling and analysis, which is essential for assessing the condition of a structure and making decisions about its repair or strengthening. 3. Results and Discussion The methodology of strength analysis of flexural elements assumes initial determination of flexural strength M of the undamaged structure using the following analytical relationships: N +σ's As' +σs As +b z0 σ pdz +b h/2σcdz = 0; (13) -h/2 z0 M +σ's A zs' c +σs A zs p +b z0 σpzdz +b h/2σczdz = 0. (14) -h/2 z0 Further, to calculate the strength of normal sections damaged by corrosion and elements with cracks, a special case of the diachronic deformation model of V.V. Belov and S.Ye. Nikitin is used [24; 25]. This model takes into account: Ø changes in strength and deformation characteristics of concrete in compression and tension; Ø development of corrosion in rebars; For the normal section, the resultant systems of equations of the diachronic model of deformation for corrosion-damaged reinforced concrete elements comprise the conditions of static equivalence ΣNcor = 0 and ΣM cor = 0, as well as kinematic relationships under all-round aggression: δ1 x x N cor =bh/2σbdegr ( )y y∂ + 2δ2 δ1σbdegr ( )y y b∂ + -( 2δ2) δ1σb ( )y y∂ +A`s,corE`sεb -A Es,cor sεs ; (15) Mstr =b bdeg ( )y ydy+ bdeg ( )y ydy + 1 + (b- 2δ2 ) x σb ( )y ydy + As', cor Es`εb h -a` - As,cor Esεs h -a` ; (16) δ1 2 2 εbmm = - -xx a , (17) εs h where h is the height of the rectangular section; b is the width of the rectangular section; εbm is the strain of the reinforcement in tension, in the middle section; Es is the elastic modulus of the reinforcement; a`is the distance from the resultant force in the reinforcement to the closest section edge; εbm is the concrete strain, in the middle section; σbdegr ,σb are the concrete stresses in the damaged and undamaged zones respectively; δ1, δ2 are the depths of damage of the concrete section in the compression zone and side edges. The calculation methodology is based on a number of assumptions and hypotheses, including the assumption of constant external load on the element and concentration of aggressive environment around the section throughout the entire observation period. Corrosion of reinforcement by section reduction and polynomial stress-strain relationship of concrete are also taken into account. It is assumed that the axis of the center of gravity passes through the middle of the beam section height. The contribution of external composite strengthening of flexural element is determined by adding the forces in the composite reinforcement at a distance h/ 2 from the location of the axis of symmetry to the equilibrium equations (15) and (16), as shown in Figure 2. As a result, the following relationships are obtained: δ1 N str = bb ( )y ∂y+ 2 b ( )y ∂y+ - b ( )y ∂ +y h/2 +A`s,corE`sεb - As,corEsεs - A Ef f ε f ; (18) δ1 x x M str =bσbdegr ( )y y y∂ + 2δ2 δ1σbdegr ( )y y y∂ + -(b 2δ2) δ1σb ( )y y y∂ + h/2 2 2 εbm = x m - , (20) ε f h x where Af is the cross-sectional area of the composite material; E f is the elastic modulus of the composite material; εmf is the strain of the composite material, in the middle section. In order to perform the iterative calculation, equations (17) and (18) defining axial force Nstr and bending moment M x str, are 1 expressed in terms of flexural stiffness D, curvature and fiber rx strain at the starting point ε : 1 N str =D13 +D33ε0; (21) r x M =D 1 +D ε . (22) str 11 13 0 Figure 2. Model of the normal section r x S o u r c e: made by V.I. Rimshin, L.A. Suleymanova, P.A. Amelin Taking into account the forces of the polymer composite material, the flexural stiffness values are equal to: of strengthened damaged rectangular element δ1 D11 = bEbdegr ( )y vb y y + 2 Ebdeg ( )y v y y + - ( )y y y h/2 2 2 +A`s,corα`sE`svs h-a` - As,corαs E svs h-a - A f α f E f h 2 2 2 2 ; (23) δ1 D13 = bEbdegr ( )y vb y y+ 2 Ebde ( )y vb y y+ - E ( )y v y y h/2 +A`s,corα`sE`svs h- -a` As,corαsEsvs h2-a -A f α f E f h2 ; 2 (24) δ1 degr degr D33 = bEb ( )y vb y + 2 Eb ( )y vb y + - b ( )y v y h/2 1 1 +A`s,corα`sE`svs -As,corαsEsvs -A f α f E f , (25) where Ebdegr, Eb are the elastic moduli of concrete in damaged and undamaged zones respectively; Es, E`s are the elastic moduli of reinforcement in tension and compression zones respectively; E f is the elastic modulus of the polymer composite material; α α α`s, s, f are the adjustment factors of geometrical characteristics of compressed, stretched and polymer composite reinforcement; v vb, s are the coefficients of the secant modulus of concrete and reinforcement of a particular region. 4. Conclusion In this study, the general relationships of stress-strain state changes in corrosion-damaged flexural reinforced concrete elements, which are strengthened with external polymer composite reinforcement, were determined. The results of the study allowed to formulate the following conclusions: 1. A methodology for calculating the strength of flexural reinforced concrete elements has been developed, including the initial determination of the load-bearing capacity of undamaged structure using analytical relationships. 2. To estimate the strength of normal sections of corrosion-damaged reinforced concrete elements, a diachronic deformation model was used, which takes into account the changes in strength and deformation characteristics of concrete and reinforcement due to corrosion. 3. The developed methodology includes stress-strain models of corrosion-damaged reinforced concrete elements and application of external polymer composite reinforcement, which makes it possible to accurately determine flexural stiffness and strength characteristics of structures. 4. The proposed methodology is based on a number of assumptions, including constant external load and concentration of aggressive environment around the cross-section throughout the observation period, which ensures the stability of the calculations. 5. It is established that exposure to aggressive chloride environment is a critical factor contributing to the corrosion of concrete and reinforcement, which leads to premature failure of reinforced concrete structures. 6. In order to obtain accurate results, the Picard’s mathematical iterative method, designed for approximate solutions of differential equations, was applied, which provides high accuracy and reliability of the results. These conclusions emphasize the significance of the developed methodology and its potential for improving practices of protection and strengthening of reinforced concrete structures in aggressive environments.

Об авторах

Владимир Иванович Римшин

Национальный исследовательский Московский государственный строительный университет

Автор, ответственный за переписку.
Email: v.rimshin@niisf.ru
ORCID iD: 0000-0003-0209-7726
SPIN-код: 9629-5322

член-корреспондент Российской академии архитектуры и строительных наук, доктор технических наук, профессор кафедры жилищно-коммунального комплекса, Институт инженерно-экологического строительства и механизации, Национальный исследова- тельский Московский государственный строительный университет

Москва, Россия

Людмила Александровна Сулейманова

Белгородский государственный технологический университет им. В.Г. Шухова

Email: ludmilasuleimanova@yandex.ru
ORCID iD: 0000-0002-1180-558X
SPIN-код: 7156-3920

доктор технических наук, профессор кафедры строительства и городского хозяйства

Белгород, Россия

Павел Андреевич Амелин

Белгородский государственный технологический университет им. В.Г. Шухова

Email: p.amelin@inbox.ru
ORCID iD: 0000-0002-7104-3214
SPIN-код: 8237-9002

ассистент кафедры строительства и городского хозяйства

Белгород, Россия

Список литературы

Дополнительные файлы