# Cracking Behaviour of Alkali-Activated Aluminosilicate Beams Reinforced with Glass and Basalt Fibre-Reinforced Polymer Bars under Cyclic Load

Authors: S. Nagajothi; S. Elavenil; S. Angalaeswari; L. Natrayan; Prabhu Paramasivam
Journal: International Journal of Polymer Science
 (2022)

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## Abstract

Cement is an essential material for concrete, which is mostly used worldwide second to the consumption of water. Due to the emission of CO2 into the atmosphere, the alternative material of geopolymer concrete was used. In this research work, silica and alumina content such as ground granulated blast furnace slag (GGBS), fly ash, and triggered by alkali activator solutions were used in geopolymer concrete. Due to the dwindling of river sand, alternative material of manufactured sand (M-Sand) was considered. To avoid corrosion problems in reinforced concrete structures, glass fibre reinforced polymer (GFRP) and basalt fibre-reinforced polymer (BFRP) bars were used as an alternative material for steel reinforcement in this work. As per the code, IS: 10262, the concrete mix design of M30 grade has arrived for the control mix and the same proportion was adopted for geopolymer concrete. Six beams of geopolymer and a concrete control beam of 100×160×1700 mm were cast and examined under a four-point cyclic load. Cyclic load results were compared with static load under ambient curing. Residual deflection, moment capacity, energy dissipation, and stress–strain behaviour results were compared and discussed. A sudden shear and premature failure were observed in FRP beams under static and cyclic bending tests.


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## Body

## 1. Introduction

The emission of greenhouse gases mainly causes an environmental impact on the atmosphere and impacts climate change. Many countries are entrusted with reducing the global carbon footprint issue, which makes climate change mainly caused by the cement production (expected to reach 550 million tonnes by 2020 as per the cement manufacturers association) in industries. The alternative material for cement is clinker-free binders such as geopolymer produced from the reaction between precursors of aluminosilicate materials and alkaline activator solution [1]. These alkali-activated materials show good mechanical properties, which include fire and acid resistance [2], thermal resistance [3] and durability properties [4] with less carbon dioxide emission and energy costs. The researchers reported that the by-product of ground granulated blast furnace slag (GGBS) and fly ash (FA) is the most preferred materials for producing geopolymer material using alkali activator solutions [5]. Ghina et al. used FA, GGBS, and silica fume in geopolymer concrete under ambient curing conditions and evaluated the mechanical properties, microstructural, and environmental impact. The authors inferred that the footprints of carbon emissions were decreased by more than 60% [6]. The flooding was caused due to the depletion of natural sand in quarrying activities and the urgent need to use a replacement material for concrete making. Manufactured sand (M-sand) from the waste of crushed granite aggregates has not shown any adverse effect on strength properties when replacing natural sand [7]. Traditional steel bars do not have corrosion resistance properties; it causes damage to the existing concrete structures in an aggressive environment [8]. To reduce the corrosion problem in steel bars, many techniques like an epoxy coating, galvanizing, decreasing permeability, waterproofing of concrete, etc., have been tried [9]. But none of the methods had properly solved the corrosion problem. The use of fibre-reinforced polymer (FRP) bars is an emerging technology in concrete structures instead of steel bars to resist corrosion. The FRP bars have the advantage of high corrosive resistance, easy handling, and non-conductivity properties over steel bars [10]. Glass, carbon, aramid, and basalt FRP bars are commonly used in the civil engineering sector.Kalpana and Subramanian have discussed the load-deflection, crack pattern and crack width using GFRP bars and steel bars in conventional concrete by varying the grade of concrete and concluded that GFRP bars reinforced beams in high-strength concrete showed better results compared with other bar reinforcement beams [11]. Osama Ahmed et al. studied the effect of stiffness, and flexural strength of BFRP reinforced concrete beams by varying the parameter like reinforcement ratio and revealed that an increase in reinforcement ratio improved the beam’s ultimate load-carrying capacity and stiffness [12]. Nagajothi and Elavenil reported the strength of geopolymer concrete by varying M-sand percentage under the heat curing process [13]. Zike et al. investigated durability using seawater and sea sand concrete along with BFRP and GFRP bars to avoid a shortage of resource material and corrosion problems [14]. Researchers used GFRP bars in geopolymer concrete externally wrapped in columns for an effective retrofitting technique [15]. Sarker concluded that the geopolymer concrete bond strength was higher than the ordinary Portland cement concrete for the same parameter [16].Many researchers studied the microstructural characterization and durability studies on geopolymer concrete, flexural behaviour of steel in conventional and geopolymer concrete, and flexural behaviour of FRP bars in conventional concrete. The lack of studies available on FRP bars in geopolymer concrete using manufactured sand induces to take this research. In this study, the geopolymer concrete beams flexural behaviour using GFRP and BFRP bars reinforcement under a four-point cyclic load test were carried out and the results of load-deflection behaviour, moment–curvature relation, stress–strain, crack spacing, crack propagation, average crack width, and several cracks were noted, and crack pattern was also discussed and compared with beams under static load.


## 2. Materials and Methods

### 2.1. Reinforcing Bars

The FRP bars of GFRP and BFRP bars for 12 mm and 10 mm diameter rods were used as main reinforcement bars and 8 mm diameter bars for shear reinforcement in geopolymer concrete and 12 mm and 10 mm diameter steel rods in control concrete. The properties of modulus elasticity, Poisson’s ratio, and tensile strength for BFRP, GFRP, and steel rods are given in Table1. Different sizes of GFRP and BFRP bars are presented in Figure 1.Table 1
Properties of reinforcement bars.
PropertiesBFRPGFRPSteelElastic modulus (GPa)9454200Poisson’s ratio0.230.240.27Tensile strength (MPa)513495515Figure 1
Different sizes of BFRP and GFRP bars.


### 2.2. Stirrups Used in Reinforcing Bars

The 8 mm diameter steel bars were used as stirrups in control concrete. At the same time, the 8 mm diameter BFRP and GFRP bars were used as stirrups in geopolymer concrete. As FRP bars are brittle, it is very difficult to bend FRP rods for stirrups. Hence the stirrups of FRP (GFRP and BFRP) rod were prepared by an amalgamation of vertical and horizontal bars using epoxy resin, and the joint was externally wrapped with FRP mats (GFRP and BFRP mats).


### 2.3. Ingredients for Concrete

The ingredients used for making geopolymer concrete are FA, GGBS, M-sand, coarse aggregate (20 mm, 12 mm, 8 mm), alkali activator solutions, and superplasticizer. FA and GGBS with a specific gravity of 2.13 and 2.85 correspondingly were used in geopolymer concrete obtained from the thermal power plant and Astra Chemicals, Chennai. The specific gravity of river sand, M-sand, and coarse aggregates are the same as those of 2.66, 2.72, and 2.73. The aggregates used for making geopolymer concrete were in the Saturated Surface Dry (SSD) condition.


## 2.1. Reinforcing Bars

The FRP bars of GFRP and BFRP bars for 12 mm and 10 mm diameter rods were used as main reinforcement bars and 8 mm diameter bars for shear reinforcement in geopolymer concrete and 12 mm and 10 mm diameter steel rods in control concrete. The properties of modulus elasticity, Poisson’s ratio, and tensile strength for BFRP, GFRP, and steel rods are given in Table1. Different sizes of GFRP and BFRP bars are presented in Figure 1.Table 1
Properties of reinforcement bars.
PropertiesBFRPGFRPSteelElastic modulus (GPa)9454200Poisson’s ratio0.230.240.27Tensile strength (MPa)513495515Figure 1
Different sizes of BFRP and GFRP bars.


## 2.2. Stirrups Used in Reinforcing Bars

The 8 mm diameter steel bars were used as stirrups in control concrete. At the same time, the 8 mm diameter BFRP and GFRP bars were used as stirrups in geopolymer concrete. As FRP bars are brittle, it is very difficult to bend FRP rods for stirrups. Hence the stirrups of FRP (GFRP and BFRP) rod were prepared by an amalgamation of vertical and horizontal bars using epoxy resin, and the joint was externally wrapped with FRP mats (GFRP and BFRP mats).


## 2.3. Ingredients for Concrete

The ingredients used for making geopolymer concrete are FA, GGBS, M-sand, coarse aggregate (20 mm, 12 mm, 8 mm), alkali activator solutions, and superplasticizer. FA and GGBS with a specific gravity of 2.13 and 2.85 correspondingly were used in geopolymer concrete obtained from the thermal power plant and Astra Chemicals, Chennai. The specific gravity of river sand, M-sand, and coarse aggregates are the same as those of 2.66, 2.72, and 2.73. The aggregates used for making geopolymer concrete were in the Saturated Surface Dry (SSD) condition.


## 3. Specimen Design, Details, and Preparation

### 3.1. Specimen Design

Based on mix designs and trail mixes, the adopted quantity of materials for geopolymer and control concrete are given in Table2. The ratio of alkaline activator solution to binder was 0.45 and 2.5 for Na2SiO3 to NaOH ratio. Conplast SP430 was taken as 1% of the binder to attain the desired workability in geopolymer concrete.Table 2
Quantity of materials adopted for geopolymer and control concrete.
Geopolymer concrete (kg/m3)Control concrete (kg/m3)MaterialsQuantityMaterialsQuantityFly ash304Cement380GGBS76M-sand660River sand660Coarse aggregate1189Coarse aggregate1189AAS171Water171Superplasticizer3.8Note: M-sand-Manufactured sand, AAS-Alkaline Activator Solutions.The geopolymer and control concrete test specimens were cast and tested according to the mix quantities. A cube size of150mm×150mm×150mm was used to calculate the compressive strength. The modulus of elasticity, the compressive strength of geopolymer, and control concrete are 19.10 GPa, 40.35 MPa, and 22.19 GPa, 38.95 MPa, respectively. The strength properties were validated by developing the Levenberg–Marquardt algorithm using MATLAB software [17].


### 3.2. Specimen Details

The size of beam specimens for a width of 100 mm, depth of 160 mm, and length of 1700 mm were taken [18]. Six reinforced beam specimens were cast and tested under static and cyclic load conditions. The geometry and reinforcement details of the beam are shown in Figure 2.Figure 2
Geometry and reinforcement details of the beam (all dimensions are in mm).Among the six beams, two were reinforced with BFRP bars with BFRP stirrups in geopolymer concrete, two were reinforced with GFRP bars with GFRP stirrups in geopolymer concrete, and the remaining two were reinforced with steel bars with steel stirrups in control concrete. In all six beams, two numbers of 12 mm diameter rods were positioned in the tension zone, two numbers of 10 mm diameter rods were positioned in the compression zone, and 8 mm stirrups rods spacing of 100 mm C/C [19]. The beams were designated as A–B–C. A denotes the bars like basalt, glass, and steel, B denotes the concrete type like geopolymer and control, and C denotes cyclic or static loading conditions. For example, BRGC-C denotes basalt reinforced geopolymer concrete under cyclic load, and BRGC-S denotes basalt reinforced geopolymer concrete under static load. The longitudinal reinforcement ratio adopted for all the beams is 2.4%.


### 3.3. Specimen Preparation

The aggregates (SSD condition) were mixed with the binders and an alkaline activator solution was poured into the mixer machine. Mixing was sustained for 5 minutes [20]; after that superplasticizer was added to this mix to attain the workability of concrete. The geopolymer concrete in a new state was placed in the beam mould in three equal layers and compacted by a vibrator. After 24 hours, the beam was demoulded and kept at ambient temperature for geopolymer concrete and water curing for control concrete is 28 days [21]. After the curing period, the beam was tested for finding the flexural behaviour of geopolymer concrete for the cyclic and static load. The BFRP and GFRP bars cages are shown in Figure 3(a) and 3(b).Figure 3
(a) BFRP reinforcement cages. (b) GFRP reinforcement cages.
(a)(b)


### 3.4. Test Setup and Procedure

Four-point static and cyclic bending tests were employed to examine the flexural behaviour of geopolymer concrete beams reinforced with BFRP, GFRP, and control concrete beams reinforced with steel. The beams were reared on a steel box girder of length 1700 mm and the effective span of the beam was 1500 mm. The beam was loaded at four points, each 250 mm away from the center to the load point. During the specimen test, the 1000 kN capacity of the universal testing machine (UTM) was used [22]. The schematic and test setup for the flexural test under the cyclic test are shown in Figures 4.Figure 4
(a) Test setup of the beam for the cyclic load (all dimensions are in mm). (b) Flexural test setup and instrumentation.
(a)(b)


### 3.5. Test Setup for Cyclic Load

FRP reinforced geopolymer concrete beams and steel-reinforced control concrete beams were tested to the ultimate load level under static and cyclic load. The load increment chosen was 3 kN and 5 kN for FRP reinforced beams and steel-reinforced beams, respectively, which was applied gradually to reach peak cyclic load of 6 kN, 9 kN, 12 kN, 15 kN, and 18 kN in each cycle for FRP beams and 10 kN, 15 kN, 20 kN, and 25 kN in each cycle for steel beams [23]. The specimen was loaded up to 18 kN and 25 kN for FRP and steel beams and the load was released in reverse order to reach 0 kN. This is considered one cycle and continues till the 5th cycle. After the 5th cycle, the load increased gradually like 3 kN and 5 kN for FRP and steel beams to reach the ultimate load level. At each load interval, residual deflection, moment capacity, energy dissipation, and stress–strain behaviour were also observed for all the beams examined under cyclic load. Compared with beams examined under static load conditions [24]. Mode of failure and crack behaviour for the first crack load and ultimate load level of the beams was also observed.


## 3.1. Specimen Design

Based on mix designs and trail mixes, the adopted quantity of materials for geopolymer and control concrete are given in Table2. The ratio of alkaline activator solution to binder was 0.45 and 2.5 for Na2SiO3 to NaOH ratio. Conplast SP430 was taken as 1% of the binder to attain the desired workability in geopolymer concrete.Table 2
Quantity of materials adopted for geopolymer and control concrete.
Geopolymer concrete (kg/m3)Control concrete (kg/m3)MaterialsQuantityMaterialsQuantityFly ash304Cement380GGBS76M-sand660River sand660Coarse aggregate1189Coarse aggregate1189AAS171Water171Superplasticizer3.8Note: M-sand-Manufactured sand, AAS-Alkaline Activator Solutions.The geopolymer and control concrete test specimens were cast and tested according to the mix quantities. A cube size of150mm×150mm×150mm was used to calculate the compressive strength. The modulus of elasticity, the compressive strength of geopolymer, and control concrete are 19.10 GPa, 40.35 MPa, and 22.19 GPa, 38.95 MPa, respectively. The strength properties were validated by developing the Levenberg–Marquardt algorithm using MATLAB software [17].


## 3.2. Specimen Details

The size of beam specimens for a width of 100 mm, depth of 160 mm, and length of 1700 mm were taken [18]. Six reinforced beam specimens were cast and tested under static and cyclic load conditions. The geometry and reinforcement details of the beam are shown in Figure 2.Figure 2
Geometry and reinforcement details of the beam (all dimensions are in mm).Among the six beams, two were reinforced with BFRP bars with BFRP stirrups in geopolymer concrete, two were reinforced with GFRP bars with GFRP stirrups in geopolymer concrete, and the remaining two were reinforced with steel bars with steel stirrups in control concrete. In all six beams, two numbers of 12 mm diameter rods were positioned in the tension zone, two numbers of 10 mm diameter rods were positioned in the compression zone, and 8 mm stirrups rods spacing of 100 mm C/C [19]. The beams were designated as A–B–C. A denotes the bars like basalt, glass, and steel, B denotes the concrete type like geopolymer and control, and C denotes cyclic or static loading conditions. For example, BRGC-C denotes basalt reinforced geopolymer concrete under cyclic load, and BRGC-S denotes basalt reinforced geopolymer concrete under static load. The longitudinal reinforcement ratio adopted for all the beams is 2.4%.


## 3.3. Specimen Preparation

The aggregates (SSD condition) were mixed with the binders and an alkaline activator solution was poured into the mixer machine. Mixing was sustained for 5 minutes [20]; after that superplasticizer was added to this mix to attain the workability of concrete. The geopolymer concrete in a new state was placed in the beam mould in three equal layers and compacted by a vibrator. After 24 hours, the beam was demoulded and kept at ambient temperature for geopolymer concrete and water curing for control concrete is 28 days [21]. After the curing period, the beam was tested for finding the flexural behaviour of geopolymer concrete for the cyclic and static load. The BFRP and GFRP bars cages are shown in Figure 3(a) and 3(b).Figure 3
(a) BFRP reinforcement cages. (b) GFRP reinforcement cages.
(a)(b)


## 3.4. Test Setup and Procedure

Four-point static and cyclic bending tests were employed to examine the flexural behaviour of geopolymer concrete beams reinforced with BFRP, GFRP, and control concrete beams reinforced with steel. The beams were reared on a steel box girder of length 1700 mm and the effective span of the beam was 1500 mm. The beam was loaded at four points, each 250 mm away from the center to the load point. During the specimen test, the 1000 kN capacity of the universal testing machine (UTM) was used [22]. The schematic and test setup for the flexural test under the cyclic test are shown in Figures 4.Figure 4
(a) Test setup of the beam for the cyclic load (all dimensions are in mm). (b) Flexural test setup and instrumentation.
(a)(b)


## 3.5. Test Setup for Cyclic Load

FRP reinforced geopolymer concrete beams and steel-reinforced control concrete beams were tested to the ultimate load level under static and cyclic load. The load increment chosen was 3 kN and 5 kN for FRP reinforced beams and steel-reinforced beams, respectively, which was applied gradually to reach peak cyclic load of 6 kN, 9 kN, 12 kN, 15 kN, and 18 kN in each cycle for FRP beams and 10 kN, 15 kN, 20 kN, and 25 kN in each cycle for steel beams [23]. The specimen was loaded up to 18 kN and 25 kN for FRP and steel beams and the load was released in reverse order to reach 0 kN. This is considered one cycle and continues till the 5th cycle. After the 5th cycle, the load increased gradually like 3 kN and 5 kN for FRP and steel beams to reach the ultimate load level. At each load interval, residual deflection, moment capacity, energy dissipation, and stress–strain behaviour were also observed for all the beams examined under cyclic load. Compared with beams examined under static load conditions [24]. Mode of failure and crack behaviour for the first crack load and ultimate load level of the beams was also observed.


## 4. Experimental Results and Observations

### 4.1. Load-Deflection Behaviour

Load-central deflection behaviour of FRP and steel rods reinforced beams under cyclic loads are plotted compared with static loading conditions. Load-central deflection of BRGC, GRGC, and SRCC beams under cyclic and static loads are shown in Figures5(a), 5(b), and 5(c), respectively. The load-carrying capacity of all the beams under static load increases compared with cyclic load [25]. Under cyclic load, the deflection of GRGC and BRGC beams in geopolymer concrete is higher than SRCC beams in control concrete. The patterns of load-deflection of FRP beams in geopolymer concrete are similar to the steel bars in control concrete beams. The stiffness values for all the beams under cyclic and static load are given in Table 3.Figure 5
(a) Load-central deflection of BRGC beams, (b) load-central deflection of GRGC beams, and (c) load-central deflection of SRCC beams.
(a)(b)(c)Table 3
Stiffness of beams under cyclic and static loads.
MaterialsBRGCGRGCSRCCStiffness-cyclic load (kN/mm)1.551.396.45Stiffness-static load (kN/mm)1.801.4912.35From Table3, it is observed that the stiffness is reduced under cyclic load for all the beams compared with the static load. There is a sudden increase in deflection due to stiffness reduction of beams after placing a particular load of 30 kN, 21 kN, and 21 kN for BRGC, GRGC, and SRCC, respectively. The percentage reduction and increase of stiffness in BRGC-C, SRCC-C, and GRGC-C beams are 13.9%, 47.8%, and –27.5%, respectively, under cyclic load compared with the static load.The residual deflection for BRGC-C, GRGC-C, and SRCC-C beams under cyclic load is given in Table4. The energy dissipation for BRGC-C, GRGC-C, and SRCC-C beams under cyclic load is given in Table 5.Table 4
Residual deflection of BRGC-C, GRGC-C, and SRCC-C under cyclic loads.
Cycles/materialsBRGC-C (mm)GRGC-C (mm)SRCC-C (mm)Cycle 12.793.951.25Cycle 22.814.071.26Cycle 33.204.161.31Cycle 43.464.541.32Cycle 53.685.511.37Table 5
Energy Dissipation of BRGC-C, GRGC-C, and SRCC-C under cyclic loads.
Cycles/materialsBRGC-C (kN mm)GRGC-C (kN mm)SRCC-C (kN mm)Cycle 156.8881.6833.83Cycle 216.9526.0815.68Cycle 310.119.113.89Cycle 49.7919.111.83Cycle 57.0316.4411.22From Table4, it is inferred that the residual deflection values are higher in FRP rods in geopolymer concrete compared with steel rods in control concrete. The increase in residual deflection for BRGC-C, GRGC-C, and SRCC-C beams is 32%, 30%, and 10%, respectively, from cycle 1 to cycle 5.From Table5, it is observed that the energy values for GRGC are higher than BRGC in geopolymer concrete and SRCC in control concrete due to its brittle nature. At the end of the 5th cycle, the energy values are reduced compared with initial energy dissipation values in all the beams. The reduction in energy dissipation percentages is 87.60%, 80%, and 66.83% for BRGC-C, GRGC-C, and SRCC-C under cyclic load from cycle 1 to cycle 5. The reduction of energy dissipation in FRP beams in geopolymer concrete is higher than in steel bars in control concrete.


### 4.2. Moment–Curvature Relationship

The moment–curvature relationship of FRP and steel bars under cyclic and static load are shown in Figures6(a), 6(b), and 6(c), respectively. Using the area moment theorem from equation (1), the curvature was calculated using measured deflections.
(1)∅d=8∂l2,∂=D2–D1+D32,where ∅d is the deflection curvature, l is distance between load points, D1 and D3 are the load point deflection, and sD2 is the central deflection.Figure 6
(a) Moment–curvature of BRGC beams. (b) Moment–curvature of GRGC beams. (c) Moment–curvature of SRCC beams.
(a)(b)(c)Figures6(a), 6(b), and 6(c) show that the moment–curvature relationship of BRGC and GRGC is similar in both cyclic and static loading conditions. The curvature value is almost the same under cyclic and static loading conditions. Also, the value of moment–curvature is smaller in cyclic load than the static load. In SRCC, the moment–curvature relationship pattern is different than FRP rods in geopolymer concrete.


### 4.3. Flexural Stress-Compressive and Tensile Strain Behaviour of Beams

The behaviour of flexural stress-compressive and tensile strain for BRGC, GRGC, and SRCC beams under cyclic and static load are shown in Figures7(a), 7(b), and 7(c), respectively. The maximum tensile strain in all the beams is slightly higher in static than cyclic load. The maximum compressive strain in all the beams under cyclic and static loads is almost equal. The residual compressive and tensile strain values for BRGC-C, GRGC-C, and SRCC-C under cyclic load are given in Table 6.Figure 7
(a) Stress–strain behaviour of BRGC beams. (b) Stress–strain behaviour of GRGC beams. (c) Stress–strain behaviour of SRCC beams.
(a)(b)(c)Table 6
Residual compressive and tensile strain for BRGC-C, GRGC-C, and SRCC-C beams under cyclic loads.
CyclesBRGC-CGRGC-CSRCC-CResidual strain (compression)Residual strain (tension)Residual strain (compression)Residual strain (tension)Residual strain (compression)Residual strain (tension)Cycle 10.000150.000490.000140.001930.000130.00078Cycle 20.000220.000750.000350.002020.000140.00087Cycle 30.000330.001240.000460.002170.000190.00100Cycle 40.000860.002160.000660.002310.000260.00123Cycle 50.000910.002310.000910.002980.000490.00136From Table6, it is observed that the residual compressive and tensile strain values show a slight increase from cycle 1 to cycle 5 under cyclic load conditions for all the beams. The residual compressive strain for BRGC-C and GRGC-C is increased around 6 times from cycle 1 to cycle 5. But in SRCC-C, it increases 3.8 times from cycle 1 to cycle 5. The residual tensile strain for BRGC-C, GRGC-C, and SRCC-C increased 4.7 times, 1.5 times, and 1.7 times, respectively, from cycle 1 to cycle 5.


### 4.4. Behaviour of Cracks, Failure Mode, and Crack Pattern

The crack behaviour of all the beams under static and cyclic load is given in Table7.Table 7
Behaviour of cracks under cyclic and static load.
Specimen IDFirst crack loadUltimate loadTotal no of cracks-firstTotal no of cracks-ultimateCrack propagation-firstCrack propagation-ultimateSpacing of cracks-firstSpacing of cracks-ultimateAvg. crack width-firstAvg. crack width-ultimate(KN)(KN)(Nos)(Nos)(mm)(mm)(mm)(mm)(mm)(mm)BRGC-C634.8071870127110950.020.2GRGC-C627.30617951371201200.080.38SRCC-C1544.5561572106153850.030.08BRGC-S933.45916105130128890.20.56GRGC-S632.4613135153197730.240.78SRCC-S1549.8051548116115710.090.30From Table7, it is observed that the ultimate load-carrying capacity of BRGC beams under static and cyclic load is almost equal. But for GRGC and SRCC beams, the load-carrying capacity is lesser in cyclic load than the static load. The total number of cracks and crack spacing in all the beams under cyclic load is higher than those under static load at the ultimate load level. But at first crack load, the total number of cracks and spacing of cracks in BRGC and GRGC beams under cyclic load is less than those under static load compared with SRCC beams.Compared to steel-reinforced control concrete beams, the crack propagation of FRP rods in geopolymer concrete beams are high due to the higher ductility of FRP bars for both static and cyclic loads. The observed crack spacing for BRGC-C, GRGC-C, and SRCC-C beams at ultimate load levels are 95 mm, 120 mm, and 85 mm, respectively, under cyclic load and for static load are 89 mm, 73 mm, and 71 mm, respectively. The average crack width at the ultimate load level decreases to 64%, 51%, and 73% BRGC-C, GRGC-C, and SRCC-C, respectively, compared with static load conditions.The average crack width and propagation of all the beams under cyclic load is decreased compared with static load at the ultimate load level. But at first crack load, average crack width and the crack propagation for FRP beams are decreased compared with steel bars. The average crack width of FRP bars in geopolymer concrete is higher than the steel bars in control concrete under static and cyclic loading conditions.The crack pattern and failure mode of BRGC-C, GRGC-C, and SRCC-C under cyclic load and BRGC-S, GRGC-S, and SRCC-S under static load are shown in Figure8(a) and 8(b). Initially, the cracks are developed in the tension zone of the constant bending moment (CBZ) place, and then new cracks are urbanised in other beams as load increases. The crack pattern for the beams of BRGC and GRGC bars under cyclic and static load is similar, i.e., pure shear failures have occurred. The sudden failure occurred after 95% of the ultimate load level reached cyclic and static loads. In SRGC beams, flexure and compression failure occurred.Figure 8
(a) Crack pattern and failure mode of BRGC-C, GRGC-C, and SRCC-C under cyclic load. (b) Crack pattern and failure mode of BRGC-S, GRGC-S, and SRCC-S under static load.
(a)(b)


### 4.5. Moment Capacity

During the experiment, the first crack appeared and the corresponding load were recorded for BRGC, GRGC, and SRCC beams under cyclic and static load. And also the ultimate moment attained for all the six beams was recorded. Bending moment at cracking state, ultimate state, and moment at serviceability state are given in Table8.Table 8
Bending moment at cracking, ultimate and service state.
Specimen IDExperimental moments (kNm)Cracking moment (Mcr)Ultimate moment (Mu)Service moment2000με(0.3 Mu)BRGC-C1.508.702.252.61GRGC-C1.506.831.52.05SRCC-C3.7511.143.753.34BRGC-S2.258.363.752.51GRGC-S1.508.102.252.43SRCC-S3.7512.455.003.74


#### 4.5.1. Cracking Moment

The cracking moments were predicted using equation (2). A summary of the predicted cracking moments compared with the experimental results is shown in Table 9.
(2)Mcr=frytIg,(3a)fr=0.62fc′ACIACIcommittee,2015,(3b)fr=0.6fc′ISISISISManual,2007,(3c)fr=0.4fc′CSACSA,2014.Table 9
Experimental and predicted cracking moments.
Specimen IDExperimental cracking moments (kNm)Predicted cracking moments (kNm)ACIISISCSABRGC-C1.505.124.963.30GRGC-C1.505.124.963.30SRCC-C3.758.107.845.23BRGC-S2.256.276.074.05GRGC-S1.505.124.963.30SRCC-S3.758.107.845.23When the applied moment reached the cracking moment capacity, a crack formed on the tension side of the beams and promulgated towards the top surface, the cracked concrete cannot carry tensile stress; this mainly causes a reduction in flexural rigidity.


#### 4.5.2. Service State

The flexural strength at the service stage (Ms) indicates the performance of any Fibre-reinforced geopolymer concrete/steel-reinforced control concrete beam. Two criteria have been used to establish the service bending moment. The first criterion is from ISIS-07 [26], which defines the service moment as the applied moment corresponding to a tensile strain of 2000 με. Steel-reinforced concrete control beams have 1.33 and 2.22 times higher Ms capacity than Basalt and Glass reinforced geopolymer concrete beams due to the larger modulus of steel bars’ elasticity. Since the higher modulus of elasticity of BRGC beam, Ms capacity has 1.66 times higher than GRGC beams. The second criterion is Bischoff’s [27] study, where the service moment is anticipated to be 30% of the ultimate moment (Mu). These estimations are comparable with each other.


#### 4.5.3. Ultimate Moment

The ultimate moment capacity of SRCC-C beams is only 1.28 and 1.63 times higher than BRGC-C and GRGC-C beams. Similarly, the ultimate moment capacity of SRCC-S beams is only 1.48 and 1.53 times higher than BRGC-S and GRGC-S beams.


## 4.1. Load-Deflection Behaviour

Load-central deflection behaviour of FRP and steel rods reinforced beams under cyclic loads are plotted compared with static loading conditions. Load-central deflection of BRGC, GRGC, and SRCC beams under cyclic and static loads are shown in Figures5(a), 5(b), and 5(c), respectively. The load-carrying capacity of all the beams under static load increases compared with cyclic load [25]. Under cyclic load, the deflection of GRGC and BRGC beams in geopolymer concrete is higher than SRCC beams in control concrete. The patterns of load-deflection of FRP beams in geopolymer concrete are similar to the steel bars in control concrete beams. The stiffness values for all the beams under cyclic and static load are given in Table 3.Figure 5
(a) Load-central deflection of BRGC beams, (b) load-central deflection of GRGC beams, and (c) load-central deflection of SRCC beams.
(a)(b)(c)Table 3
Stiffness of beams under cyclic and static loads.
MaterialsBRGCGRGCSRCCStiffness-cyclic load (kN/mm)1.551.396.45Stiffness-static load (kN/mm)1.801.4912.35From Table3, it is observed that the stiffness is reduced under cyclic load for all the beams compared with the static load. There is a sudden increase in deflection due to stiffness reduction of beams after placing a particular load of 30 kN, 21 kN, and 21 kN for BRGC, GRGC, and SRCC, respectively. The percentage reduction and increase of stiffness in BRGC-C, SRCC-C, and GRGC-C beams are 13.9%, 47.8%, and –27.5%, respectively, under cyclic load compared with the static load.The residual deflection for BRGC-C, GRGC-C, and SRCC-C beams under cyclic load is given in Table4. The energy dissipation for BRGC-C, GRGC-C, and SRCC-C beams under cyclic load is given in Table 5.Table 4
Residual deflection of BRGC-C, GRGC-C, and SRCC-C under cyclic loads.
Cycles/materialsBRGC-C (mm)GRGC-C (mm)SRCC-C (mm)Cycle 12.793.951.25Cycle 22.814.071.26Cycle 33.204.161.31Cycle 43.464.541.32Cycle 53.685.511.37Table 5
Energy Dissipation of BRGC-C, GRGC-C, and SRCC-C under cyclic loads.
Cycles/materialsBRGC-C (kN mm)GRGC-C (kN mm)SRCC-C (kN mm)Cycle 156.8881.6833.83Cycle 216.9526.0815.68Cycle 310.119.113.89Cycle 49.7919.111.83Cycle 57.0316.4411.22From Table4, it is inferred that the residual deflection values are higher in FRP rods in geopolymer concrete compared with steel rods in control concrete. The increase in residual deflection for BRGC-C, GRGC-C, and SRCC-C beams is 32%, 30%, and 10%, respectively, from cycle 1 to cycle 5.From Table5, it is observed that the energy values for GRGC are higher than BRGC in geopolymer concrete and SRCC in control concrete due to its brittle nature. At the end of the 5th cycle, the energy values are reduced compared with initial energy dissipation values in all the beams. The reduction in energy dissipation percentages is 87.60%, 80%, and 66.83% for BRGC-C, GRGC-C, and SRCC-C under cyclic load from cycle 1 to cycle 5. The reduction of energy dissipation in FRP beams in geopolymer concrete is higher than in steel bars in control concrete.


## 4.2. Moment–Curvature Relationship

The moment–curvature relationship of FRP and steel bars under cyclic and static load are shown in Figures6(a), 6(b), and 6(c), respectively. Using the area moment theorem from equation (1), the curvature was calculated using measured deflections.
(1)∅d=8∂l2,∂=D2–D1+D32,where ∅d is the deflection curvature, l is distance between load points, D1 and D3 are the load point deflection, and sD2 is the central deflection.Figure 6
(a) Moment–curvature of BRGC beams. (b) Moment–curvature of GRGC beams. (c) Moment–curvature of SRCC beams.
(a)(b)(c)Figures6(a), 6(b), and 6(c) show that the moment–curvature relationship of BRGC and GRGC is similar in both cyclic and static loading conditions. The curvature value is almost the same under cyclic and static loading conditions. Also, the value of moment–curvature is smaller in cyclic load than the static load. In SRCC, the moment–curvature relationship pattern is different than FRP rods in geopolymer concrete.


## 4.3. Flexural Stress-Compressive and Tensile Strain Behaviour of Beams

The behaviour of flexural stress-compressive and tensile strain for BRGC, GRGC, and SRCC beams under cyclic and static load are shown in Figures7(a), 7(b), and 7(c), respectively. The maximum tensile strain in all the beams is slightly higher in static than cyclic load. The maximum compressive strain in all the beams under cyclic and static loads is almost equal. The residual compressive and tensile strain values for BRGC-C, GRGC-C, and SRCC-C under cyclic load are given in Table 6.Figure 7
(a) Stress–strain behaviour of BRGC beams. (b) Stress–strain behaviour of GRGC beams. (c) Stress–strain behaviour of SRCC beams.
(a)(b)(c)Table 6
Residual compressive and tensile strain for BRGC-C, GRGC-C, and SRCC-C beams under cyclic loads.
CyclesBRGC-CGRGC-CSRCC-CResidual strain (compression)Residual strain (tension)Residual strain (compression)Residual strain (tension)Residual strain (compression)Residual strain (tension)Cycle 10.000150.000490.000140.001930.000130.00078Cycle 20.000220.000750.000350.002020.000140.00087Cycle 30.000330.001240.000460.002170.000190.00100Cycle 40.000860.002160.000660.002310.000260.00123Cycle 50.000910.002310.000910.002980.000490.00136From Table6, it is observed that the residual compressive and tensile strain values show a slight increase from cycle 1 to cycle 5 under cyclic load conditions for all the beams. The residual compressive strain for BRGC-C and GRGC-C is increased around 6 times from cycle 1 to cycle 5. But in SRCC-C, it increases 3.8 times from cycle 1 to cycle 5. The residual tensile strain for BRGC-C, GRGC-C, and SRCC-C increased 4.7 times, 1.5 times, and 1.7 times, respectively, from cycle 1 to cycle 5.


## 4.4. Behaviour of Cracks, Failure Mode, and Crack Pattern

The crack behaviour of all the beams under static and cyclic load is given in Table7.Table 7
Behaviour of cracks under cyclic and static load.
Specimen IDFirst crack loadUltimate loadTotal no of cracks-firstTotal no of cracks-ultimateCrack propagation-firstCrack propagation-ultimateSpacing of cracks-firstSpacing of cracks-ultimateAvg. crack width-firstAvg. crack width-ultimate(KN)(KN)(Nos)(Nos)(mm)(mm)(mm)(mm)(mm)(mm)BRGC-C634.8071870127110950.020.2GRGC-C627.30617951371201200.080.38SRCC-C1544.5561572106153850.030.08BRGC-S933.45916105130128890.20.56GRGC-S632.4613135153197730.240.78SRCC-S1549.8051548116115710.090.30From Table7, it is observed that the ultimate load-carrying capacity of BRGC beams under static and cyclic load is almost equal. But for GRGC and SRCC beams, the load-carrying capacity is lesser in cyclic load than the static load. The total number of cracks and crack spacing in all the beams under cyclic load is higher than those under static load at the ultimate load level. But at first crack load, the total number of cracks and spacing of cracks in BRGC and GRGC beams under cyclic load is less than those under static load compared with SRCC beams.Compared to steel-reinforced control concrete beams, the crack propagation of FRP rods in geopolymer concrete beams are high due to the higher ductility of FRP bars for both static and cyclic loads. The observed crack spacing for BRGC-C, GRGC-C, and SRCC-C beams at ultimate load levels are 95 mm, 120 mm, and 85 mm, respectively, under cyclic load and for static load are 89 mm, 73 mm, and 71 mm, respectively. The average crack width at the ultimate load level decreases to 64%, 51%, and 73% BRGC-C, GRGC-C, and SRCC-C, respectively, compared with static load conditions.The average crack width and propagation of all the beams under cyclic load is decreased compared with static load at the ultimate load level. But at first crack load, average crack width and the crack propagation for FRP beams are decreased compared with steel bars. The average crack width of FRP bars in geopolymer concrete is higher than the steel bars in control concrete under static and cyclic loading conditions.The crack pattern and failure mode of BRGC-C, GRGC-C, and SRCC-C under cyclic load and BRGC-S, GRGC-S, and SRCC-S under static load are shown in Figure8(a) and 8(b). Initially, the cracks are developed in the tension zone of the constant bending moment (CBZ) place, and then new cracks are urbanised in other beams as load increases. The crack pattern for the beams of BRGC and GRGC bars under cyclic and static load is similar, i.e., pure shear failures have occurred. The sudden failure occurred after 95% of the ultimate load level reached cyclic and static loads. In SRGC beams, flexure and compression failure occurred.Figure 8
(a) Crack pattern and failure mode of BRGC-C, GRGC-C, and SRCC-C under cyclic load. (b) Crack pattern and failure mode of BRGC-S, GRGC-S, and SRCC-S under static load.
(a)(b)


## 4.5. Moment Capacity

During the experiment, the first crack appeared and the corresponding load were recorded for BRGC, GRGC, and SRCC beams under cyclic and static load. And also the ultimate moment attained for all the six beams was recorded. Bending moment at cracking state, ultimate state, and moment at serviceability state are given in Table8.Table 8
Bending moment at cracking, ultimate and service state.
Specimen IDExperimental moments (kNm)Cracking moment (Mcr)Ultimate moment (Mu)Service moment2000με(0.3 Mu)BRGC-C1.508.702.252.61GRGC-C1.506.831.52.05SRCC-C3.7511.143.753.34BRGC-S2.258.363.752.51GRGC-S1.508.102.252.43SRCC-S3.7512.455.003.74


### 4.5.1. Cracking Moment

The cracking moments were predicted using equation (2). A summary of the predicted cracking moments compared with the experimental results is shown in Table 9.
(2)Mcr=frytIg,(3a)fr=0.62fc′ACIACIcommittee,2015,(3b)fr=0.6fc′ISISISISManual,2007,(3c)fr=0.4fc′CSACSA,2014.Table 9
Experimental and predicted cracking moments.
Specimen IDExperimental cracking moments (kNm)Predicted cracking moments (kNm)ACIISISCSABRGC-C1.505.124.963.30GRGC-C1.505.124.963.30SRCC-C3.758.107.845.23BRGC-S2.256.276.074.05GRGC-S1.505.124.963.30SRCC-S3.758.107.845.23When the applied moment reached the cracking moment capacity, a crack formed on the tension side of the beams and promulgated towards the top surface, the cracked concrete cannot carry tensile stress; this mainly causes a reduction in flexural rigidity.


### 4.5.2. Service State

The flexural strength at the service stage (Ms) indicates the performance of any Fibre-reinforced geopolymer concrete/steel-reinforced control concrete beam. Two criteria have been used to establish the service bending moment. The first criterion is from ISIS-07 [26], which defines the service moment as the applied moment corresponding to a tensile strain of 2000 με. Steel-reinforced concrete control beams have 1.33 and 2.22 times higher Ms capacity than Basalt and Glass reinforced geopolymer concrete beams due to the larger modulus of steel bars’ elasticity. Since the higher modulus of elasticity of BRGC beam, Ms capacity has 1.66 times higher than GRGC beams. The second criterion is Bischoff’s [27] study, where the service moment is anticipated to be 30% of the ultimate moment (Mu). These estimations are comparable with each other.


### 4.5.3. Ultimate Moment

The ultimate moment capacity of SRCC-C beams is only 1.28 and 1.63 times higher than BRGC-C and GRGC-C beams. Similarly, the ultimate moment capacity of SRCC-S beams is only 1.48 and 1.53 times higher than BRGC-S and GRGC-S beams.


## 4.5.1. Cracking Moment

The cracking moments were predicted using equation (2). A summary of the predicted cracking moments compared with the experimental results is shown in Table 9.
(2)Mcr=frytIg,(3a)fr=0.62fc′ACIACIcommittee,2015,(3b)fr=0.6fc′ISISISISManual,2007,(3c)fr=0.4fc′CSACSA,2014.Table 9
Experimental and predicted cracking moments.
Specimen IDExperimental cracking moments (kNm)Predicted cracking moments (kNm)ACIISISCSABRGC-C1.505.124.963.30GRGC-C1.505.124.963.30SRCC-C3.758.107.845.23BRGC-S2.256.276.074.05GRGC-S1.505.124.963.30SRCC-S3.758.107.845.23When the applied moment reached the cracking moment capacity, a crack formed on the tension side of the beams and promulgated towards the top surface, the cracked concrete cannot carry tensile stress; this mainly causes a reduction in flexural rigidity.


## 4.5.2. Service State

The flexural strength at the service stage (Ms) indicates the performance of any Fibre-reinforced geopolymer concrete/steel-reinforced control concrete beam. Two criteria have been used to establish the service bending moment. The first criterion is from ISIS-07 [26], which defines the service moment as the applied moment corresponding to a tensile strain of 2000 με. Steel-reinforced concrete control beams have 1.33 and 2.22 times higher Ms capacity than Basalt and Glass reinforced geopolymer concrete beams due to the larger modulus of steel bars’ elasticity. Since the higher modulus of elasticity of BRGC beam, Ms capacity has 1.66 times higher than GRGC beams. The second criterion is Bischoff’s [27] study, where the service moment is anticipated to be 30% of the ultimate moment (Mu). These estimations are comparable with each other.


## 4.5.3. Ultimate Moment

The ultimate moment capacity of SRCC-C beams is only 1.28 and 1.63 times higher than BRGC-C and GRGC-C beams. Similarly, the ultimate moment capacity of SRCC-S beams is only 1.48 and 1.53 times higher than BRGC-S and GRGC-S beams.


## 5. Statistical Analysis for Static Load

Figure9 represents the correlation analysis of static load and deflection of geopolymer concrete with FRP bars and control concrete with steel bars. Equations ((4a)–(4c)) are constructed to calculate the load properties of geopolymer concrete and deflection using regression analysis (Nagajothi and Elavenil 2018).[32] The multi-viable regression statistical analysis results are specified in equations ((4a)–(4c)) for BRGC-S, GRGC-S, and SRCC-S, respectively.
(4a)P=0.84+2.019δ−0.029δ2,(4b)P=1.567+0.986δ−0.008δ2,(4c)P=2.6+7.851δ−0.298δ2.Figure 9
Correlation analysis between static load and deflection using multi variables regression (a) BRGC-S, (b) GRGC-S, (c) SRCC-S.
(a)(b)(c)Where P is the static load of the geopolymer and control concrete beam,δ is the deflection of geopolymer and control concrete for the applied load.Considering equation (4a), Multiple factors 2.019 and –0.029 are observed along with different δ2 values using multi-viable regression, and 0.84 is the constant value based on BRGC-S experimental results.For GRGC-S and SRCC-S, a similar method was utilized to find forecast equations (4b) and (4c). The R2 (correlation coefficient) values for equations (4a), (4b), and (4c) are 0.995, 0.984, and 0.994, respectively. A 100% accuracy was found between static load and deflection for BRGC-S, GRGC-S, and SRCC-S in correlation quality.


## 6. Statistical Analysis for Cyclic Load

Figure10 represents the correlation analysis of cyclic load and deflection of geopolymer concrete with FRP bars and control concrete with steel bars. Equations ((5a)–(5c)) are constructed to calculate the load properties of geopolymer concrete and deflection using regression analysis. The statistical analysis results of multi-viable regression are specified in equations ((5a)–(5c)) for BRGC-C, GRGC-C, and SRCC-C, respectively.
(5a)P=0.817δ−0.019δ2,(5b)P=0.657δ−0.019δ2,(5c)P=3.333δ−0.015δ2.Figure 10
Correlation analysis between cyclic load and deflection using multi variables regression (a) BRGC-C, (b) GRGC-C, and (c) SRCC-C.
(a)(b)(c)WhereP is the cyclic load of the geopolymer and control concrete beam and δ is the deflection of geopolymer and control concrete for the applied load.Considering equation (5a), Multiple factors of 0.817 and –0.019 are observed along with different δ2 values using multi-viable regression based on BRGC-C experimental results.For GRGC-C and SRCC-C, a similar method was utilized to find forecast equations (5b) and (5c). The R2 (correlation coefficient) values for equations (5a), (5b), and (5c) are 0.938, 0.885, and 0.876, respectively. The accuracy of correlation quality between cyclic load and deflection for BRGC-C, GRGC-C, and SRCC-C was found to be less compared with static load and deflection for BRGC-S, GRGC-S, and SRCC-S.


## 7. Conclusions

Six geopolymer and control concrete beams were tested under cyclic load compared with the static load. The following observations are derived from the experimental results for FRP bars in geopolymer concrete and steel bars in control concrete.(i)
The ultimate load-carrying capacity of GRGC-C and SRCC-C beam under cyclic load is decreased by 15.7% and 10.5%, respectively, compared with GRGC-S and SRCC-S beams under static load. But for the BRGC-C beam, cyclic load showed a trivial increase in the load-carrying capacity of the BRGC-S beam under static load.(ii)
The percentage reduction of deflection in BRGC-C, GRGC-C, and SRCC-C beams is 34.5%, 53.2%, and 45.8%, respectively, at the ultimate load level under cyclic load compared with the static load.(iii)
The BRGC and GRGC rods in geopolymer concrete would take more load than steel in cyclic and static loading conditions as a premature failure has occurred in FRP bars. It will be avoided by the closer spacing of shear reinforcement and increase in bond strength.(iv)
Based on the experimental values, multi-viable regression using statistical analysis and formulas was urbanized to resolve the static load-deflection and cyclic load-deflection behaviour of BRGC and GRGC in geopolymer concrete and SRCC in control concrete.(v)
The prediction equations recommended by ACI, ISIS, and CSA overestimated the cracking moments of the beams (tested), signifying a new prediction equation must be developed for FRP bars in geopolymer concrete beams. Further studies must be carried out to increase the approval of the proposed technology in the construction industry.



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*Source: 6762449-2022-09-13.xml*