Армирование колонн с использованием различных композитных материалов

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1. Introduction Reinforcing column structures using composite materials like carbon fiber reinforced polymer (CFRP) or glass fiber reinforced polymer (GFRP) is a well-established solution in the construction field. The effectiveness of these reinforcement methods has been proven and validated by several experimental researches [1-3]. Fiber reinforced polymers offer several advantages over traditional reinforcement methods, such as high strength to weight ratio, design flexibility, and cost effectiveness. However, there are also some limitations associated with these materials. Although composite materials are slightly durable than traditional materials, they are prone to cracking, splitting, and delaminating especially exposed to high temperatures. The challenge to overcome these limitations has led to the development of new composite materials such as Fiber Reinforced Cementitious Matrix (FRCM) that consist of fibers in the form of meshes and grids combined with inorganic matrices to guarantee high performances in harsh conditions like high temperatures [4]. The effectiveness of CFRP and GFRP as an internal reinforcement for concrete columns have been investigated by several authors. In [5], Hany Tobbi investigated the behavior of concentrically loaded Fiber-Reinforced Polymer reinforced concrete columns with varying reinforcement types. The results showed that the ultimate axial strain of columns reinforced with FRP is almost 30% lower than those reinforced with the same volume of traditional steel. He also discovered that columns internally reinforced with a combination of steel longitudinal bars and FRP transverse reinforcements exhibit good gains in terms of compressive strength and ultimate axial strain [6; 7]. Stainless steel (SS) is another material for reinforcement that has been used for strengthening concrete structures due to its favorable durability and accessibility. In comparison to fiber reinforced polymers, stainless steel reinforcement is usually applied by means of mecha- nical connectors (without the use of resins) or embedded with lime mortars [8]; its degradation on the long-term is much slower comparing it to that of composite materials or traditional steel [9]. Its complete reversibility can often be achieved, and the isotropy of the stainless steel may represent a solution for multi-directional loading actions, typical for a structure subjected to static and dynamic loads [10; 11]. Although a lot of researchers have investigated structural behavior of these materials individually as reinforcement methods [12-15], there is not much data then in reinforcement of column. In this paper, four different reinforcement methods from CFRP, GFRP, stainless steel and traditional steel are compared. The structural behavior of each specimen is assessed, and the amount of reinforcement in each specimen is calculated. 2. Experimental investigation This study is conducted through a combination of computation experimental methods in software ETABS 20. The mechanical properties of composite materials are determined by performing tensile, torsional and shear tests. Tests are conducted with different types of composite materials shown in Table 1 such as stainless steel, carbon fiber reinforced polymers (CFRP), and glass fiber reinforced polymers (GFRP). The results of these tests will be used to develop experimental structures for column reinforcement. Properties of materials. For design and analysis the following SI codes were used: - IS 456:2000 for reinforced cement concrete; - IS 875.1:1987 for dead load assignment; - IS 875.2:1987 for live load assignment; - IS 875:1987 for wind load assignment; - ACI 440.1.06 Guide for the Design and Construction of Structural Concrete Reinforced with FRP Bars. In this experiment M30 grade concrete is used as a binding material along with different types of reinfor- cing bars (Table 2). Table 1 Mechanical properties of different reinforcing materials Properties Steel bar Stainless steel GFRP CFRP Variant HYSD 415 Austenitic (304) E-class Woven include epoxy Specific mass density, gm/cm3 7.8 8 2.1 1.8 Modulus of elasticity, GPa 200 190 51 500 Yield strength, MPa 415 205 N/A N/A Tensile strength, MPa 485 515 1500 3400 Thermal expansion coefficient, (Сo)-1 11.7·10-6 17.3·10-6 10·10-6 0 Table 2 Mechanical properties of M30 grade concrete Parameter Unit Values Specific mass density Kg/m3 2548.53 Modulus of elasticity E MPa 27386.13 Poisson's ratio - 0.2 Thermal expansion coefficient (Сo)-1 0.000013 Shear modulus G MPa 11410.89 3. Analysis Tensile analysis. During the test, the load and the corresponding deformation was measured to determine the stress-strain behaviour of the material. The test results determined the ultimate percentage of rebar required to resist the load, elongation, and other mechanical properties of the material (Figure 1). To perform a tensile test of a rebar, the first step was to create a finite element model of the specimen. Here four specimens were created as a RC column of having cross section 450×450 mm2 and height of 3 m each. Each specimen consists of four different types of rebar (Figure 2). Изображение выглядит как линия, Параллельный, текст Автоматически созданное описание Figure 1. A model to analyze tension reinforcement in column Изображение выглядит как доска, линия, Прямоугольник, текст Автоматически созданное описание Figure 2. A model to analyze shear reinforcement in column Изображение выглядит как линия, диаграмма, График, скат Автоматически созданное описание Figure 3. A model to analyze flexural reinforcement Four different specimens made of HYSD415, austenitic stainless steel, GFRP and CFRP from left to right were subjected under a tensile load of 1000 kN and each column was meshed with enough nodes and elements to accurately capture the deformation and stress distribution of the specimen. As the load was applied, the deformation of the specimen was recorded, and the corresponding stress was calculated using the cross-sectional area of the rebar. Shear analysis. During this test, the rebars are subjected to a force perpendicular to the longitudinal axis until failure, with the results indicating the rebar's resistance to shear forces. Four single story RCC bays measu- ring 3 m in height and 4 m in width. Each bay made with M30 grade concrete and HYSD415 steel, austenitic stainless steel, GFRP and CFRP reinforcement respectively. A 500 kN horizontal load is applied as shown below. After applying load, the required reinforcement is calculated and compared among each variant. Torsional analysis. In this test four single story RCC bays are made. Each bay is made with M30 grade concrete and HYSD415 steel, austenitic stainless steel, GFRP and CFRP reinforcement respectively. A 300 кN horizontal load is applied as shown in the Figure 3. 4. Results From the tensile test analysis, the results presented in Figure 4 were obtained. Изображение выглядит как линия, текст Автоматически созданное описание Figure 4. Percentage of tensile reinforcement in different types of columns Изображение выглядит как текст, диаграмма, линия, Параллельный Автоматически созданное описание a b Изображение выглядит как текст, диаграмма, линия, Параллельный Автоматически созданное описание c d Figure 5. Variation of reinforcement of steel: a - stainless steel; b - GFRP; c - CFRP; d - in shear The diagram in Figure 1 presents information regarding the arrangement of columns and loads. By referring to Figure 4, it is illustrated that to withstand a tensile load of the same magnitude, traditional steel (HYSD415) necessitates 1.65% of the total cross-sectional area, whereas stainless steel, GFRP, and CFRP require only 3.14, 0.8, and 0.8% respectively. This disparity can be attributed to their varying ability to handle tensile stress. From the shear test analysis, the results presented in Figure 5 were obtained. Figure 1 was analyzed, and the outcomes have been displayed in Figure 4. Based on these findings, it can be deduced that to withstand a shear force of 500 кN, the column's steel percentage should be higher than that of GFRP and CFRP columns. However, for composite columns made of stainless steel, they failed or became overstressed (o/s), indicating that the cross-sectional area of that column must be increased. From the torsion test analysis, the results presented in Figure 6 were obtained. In Figure 2 the 300 kN load was applied on right beam column junction so as per moment frame mechanism a 300·4 = 1200 kNm torsion will be applied on left column. To resist that torsional force every composite column, made up with different reinforcing materials requires different percentage of reinforcement (shown in Figure 6). Изображение выглядит как текст, диаграмма, линия, Параллельный Автоматически созданное описание a b Изображение выглядит как текст, диаграмма, линия, Параллельный Автоматически созданное описание c d Figure 6. Variation of reinforcement of steel: a - stainless steel; b - GFRP; c - CFRP; d - in torsion From the result, stainless steel column requires more percentage of steel that other three columns as flexural stiffness is less than steel, CFRP and GFRP. 5. Conclusion Table 3 presents the comparison of different types of reinforcement materials, namely steel, stainless steel, GFRP, and CFRP, based on their percentage of reinforcement on the left and right columns of a structural element. Table 3 Deviation in percentage of reinforcement Type of reinforcement Left column, % Right column, % Average, % Deviation w.r.t steel Steel 3.88 4.86 4.37 0 Stainless steel o/s o/s N/A N/A GFRP 2.37 2.41 2.39 -1.98 СFRP 2.39 2.42 2.405 -1.965 From the results obtained: - the average percentage of reinforcement is found to be the highest for steel, followed by GFRP and CFRP, i.e. to withstand the same amount of load, the amount of steel reinforcement required would be more than that of GFRP and CFRP; - the deviation with respect to steel is for GFRP and CFRP, which shows that these materials are 1.98% and 1.965% lower than steel, respectively. This analysis can be helpful in selecting the appropriate reinforcement material for a particular application, considering the mechanical properties, cost, and other factors; - the combined cross-sectional area of two columns, each measuring 450×450 mm2, is 0.45m3. As a result, if GFRP and CFRP are utilized, the amount of reinforcement can be reduced by 1.98 and 1.965% respectively. This implies that when dealing with a substantial amount of concrete, the amount of reinforcement required will be considerably reduced; - regarding beams subjected to direct compressive stress of 500 kN, the composite beam with GFRP showed superior performance, as it required a smaller amount of rebars, followed by the steel and CFRP composite beams. However, in the case of stainless steel, the top and bottom reinforcement were unable to withstand the stress. This discrepancy in percentage can be attributed to the differences in yield stress among various types of rebars.

Об авторах

Галина Эриковна Окольникова

Российский университет дружбы народов; Национальный исследовательский Московский государственный строительный университет

Email: okolnikova-ge@rudn.ru
ORCID iD: 0000-0002-8143-4614

кандидат технических наук, доцент департамента строительства, инженерная академия, Российский университет дружбы народов; доцент кафедры железобетонных и каменных конструкций, Национальный исследовательский Московский государственный строительный университет

Москва, Российская Федерация

Светлана Болеславна Страшнова

Российский университет дружбы народов

Email: sstrashnova@mail.ru
ORCID iD: 0000-0002-2588-504X

кандидат химических наук, доцент, кафедра общей и неорганической химии, факультет физико-математических и естественных наук

Москва, Российская Федерация

Сиканьисиве Мерси Мабена

Российский университет дружбы народов

Email: mabhenasikha@gmail.com
ORCID iD: 0009-0005-9130-5823

магистрант, департамент строительства, инженерная академия

Москва, Российская Федерация

Станислав Викторович Страшнов

Российский университет дружбы народов

Автор, ответственный за переписку.
Email: shtrafnoy@gmail.com
ORCID iD: 0000-0002-6401-2524

кандидат технических наук, заведующий кафедрой прикладной информатики и интеллектуальных систем в гуманитарной сфере, институт русского языка

Москва, Российская Федерация

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