Hybrid Krill Herd-ANN Model for Prediction Strength and Stiffness of Bolted Connections

The behavior of beam-to-column connections significantly influences the stability, strength, and stiffness of steel structures. This is particularly important in extreme non-elastic responses, i.e., earthquakes, and sudden column removal, as the fluctuation in strength and stiffness affects both supply and demand. Accordingly, it is essential to accurately estimate the strength and stiffness of connections in the analysis of and design procedures for steel structures. Beginning with the state-of-the-art, the capacity of three available component-based mechanical models to estimate the complex mechanical properties of top- and seat-angle connections with double-web angles (TSACWs), with variable parameters, were investigated. Subsequently, a novel hybrid krill herd algorithm-artificial neural network (KHA-ANN) model was proposed to acquire an informational model from the available experimental dataset. Using several statistical metrics, including the corresponding coefficient of variation (CoV), correlation coefficient (R), and the correlation coefficient provided by the Taylor diagram, this study revealed that the krill herd-ANN model achieved the most reliable predictive accuracy for the strength and stiffness of top- and seat-angle connections with double web angles.


Introduction
Steel beam-to-column connections are a fundamental component of steel structures, and their performance affects the overall structural behavior. Interest in utilizing bolted connections in steel constructions has significantly increased as a result of the uncertain and often inferior performance of welded connections during earthquakes [1][2][3][4][5][6]. According to Eurocode 3, Part 1-8, [7] a steel beam-to-column connection needs to have three essential characteristics: stiffness (S j,ini ), bending moment resistance (M j,Rd ), and plastic deformation capacity, ductility, or rotation capacity (ϕ u ). Generally, connections are subjected to complex loading and deformation interactions, and they serve as energy dissipation regions under extreme loading conditions. Experimental test results acknowledge that large variabilities are involved in the load-carrying capacity of welded steel beam-to-column connections. In fact, those variabilities are caused by different effects, such as [8]: • Complex 3-D loading scenarios (axial loads, biaxial and shear, and torsional effects) • Residual stresses as a result of welding, geometric imperfections, and strain hardening of column shear-panel zones, etc. • Differences in weld quality and details (thickness, number of weld passes, and weld material) • Post-weld treatment (removal, backing bar detail, heat treatment, and grinding) After the 1994 Northridge and the 1995 Kobe earthquake, widespread analytical studies and experimental tests were commenced to examine the viability of using bolted connections in steel structures in high-seismicity zones [9][10][11]. A review of past literature shows that semi-rigid connections may be considered for seismic application where a large spectrum of such behavior positively influences structure strength and stability [12][13][14]. This research acknowledges that semi-rigid connections are characterized by reliable flexibility and appropriate rotational capacity.
Bolted top-and seat-angle connections without (TSACs) or with web angles (TSACWs) have been extensively used in steel and composite structures because of their relatively high moment capacity and easy construction. These types of connections are mainly designed to resist gravity loads of determinate steel beams. A schematic layout is proposed in Figure 1. The angles may be bolted or welded to the supported beam as well as to the supporting column. While the entire load is assumed to be transmitted to the column through the bottom seat angle, the top angle is considered mandatory for stability considerations. Traditionally, top-and seat-angle connections have been designed as shear connections, assuming negligible rotational resistance. However, the inherent flexural resistance of these connections should not be ignored when an accurate analysis of semi-rigid steel frames is desired [15,16]. Modeling the actual mechanical properties is of great importance in taking advantage of the flexible features of semi-rigid connections, leading to a reliable analysis and design. The majority of modeling methods are established based on mechanical theories considering geometric and material properties, hereafter called "mechanical" approaches. The main challenge in these methods is defining an acceptable number of components and conceptualization from physical behavior to analytical equations. Instead, informational methods have shown brilliant promise as alternatives to mechanical methods. Generally, in this approach, the connection behavior can be accurately represented by directly extracting a complex M-ϕ curve relationship from the collected test data and subsequently analyzing it using a neural network or other optimization technique.
Over the past few years, a large number of studies have been performed in the area of modeling beam-to-column connections, from simplified global models to comprehensive finite element simulations [17][18][19][20][21][22]. Examples of simplified methods are analytical and empirical models where predictions will be made by determining key parameters (e.g., moment capacity, initial stiffness, etc.) and fitting a skeleton curve over these particular points [23]. In such an approach, the fundamental parameters can be extracted from experimental test data and represented with simple expressions, including polynomials, power functions, or a combination of these two expressions. In this model, the concern would be regarding the response of one component representative being the only basis of the connection's flexibility. Once primary deformation sources are recognized, moment capacity and initial stiffness are calculated from geometric and material properties.
The component-based mechanical model was first introduced to simulate the overall performance of beam-to-column connections by taking into account the analytical models of the different flexibility sources (column shear panel zone, angles, etc.) and the non-linear constitutive relations of different components. Wales et al. [24] proposed the componentbased method, and Tschemmernegg et al. [25] developed this technique by using three groups of springs for bolted and welded connections. Madas et al. [26] investigated the application of the component-based analytical model by assembling different component contributions to predict the M-ϕ curve. In another study, De Stefano et al. [27] investigated the application of the component-based technique for double-web-angle connections, considering geometric and material properties. This study was extended by Shen et al. [28] to double-web-angle connections, taking into account slip effects and gap elements. Eurocode 3 [7] was the first design regulation to implement the component-based model concept to calculate the design parameters of bolted beam-to-column connections. Although the component-based method has the advantage of adapting to different connection types using the same principles, there is little discussion in Eurocode 3 about applying this method to other connections.
Even though the component-based mechanical model can predict virtually any M-ϕ curve, it is not possible to extend it beyond the calibration range. Moreover, it fails to predict considerably different behavior due to various failure modes when connections with different material properties and geometric are concerned. Generally, simplified models are suitable for application in frame analysis programs with design purposes. Instead, it is possible to represent each component contribution, along with complex interactions among the connection's components, by using detailed finite element models. A detailed finite element approach has high accuracy in simulating the complex M-ϕ curve of connections [29][30][31][32]. Nevertheless, this method is computationally intensive and time-consuming.
In this study, three different mechanical models proposed by Eurocode 3 [7], Kong and Kim [33], and Pucinotti [34] were presented, and their ability to accurately estimate initial stiffness S j,ini, and the ultimate moment capacity M n for TSACWs were examined and compared against each other, with the support of experimental data from the literature (77 specimens in total). Successively, a comprehensive ANN approach, combined with a metaheuristic krill herd algorithm (KHA), was developed to extract an informational model for TSACWs. Two statistical models, multiple linear regression and a genetic algorithm combined with an ANN model, were also developed to evaluate the accuracy of the proposed KHA-ANN model.

Databank Development
Having recognized that different parameters contribute to the (M-θ) behavioral characterization of bolted beam-to-column connections, it is fundamental to first develop a consistent databank of test results for the examined connection typology. Experimental investigations and their results-when correctly extracted-notoriously allow for more robust and accurate classification of different behavioral features for beam-to-column connections, including S j,ini, and M n , but also hardening, non-linearities, progressive damage and degradation of mechanical parameters, rotation capacity, failure mechanism, and sequence. The same database is also strictly necessary for the development of the ANN model proposed herein.
In this paper, the preliminary verification of the component-based mechanical model for bolted TSACWs, as well as the training data to develop the ANN model, was carried out with the support of experimental data from the literature. Table 1 presents a summary of the significant geometrical and material properties for the examined TSACW connections. The complete data of TSACW specimens are available in [35][36][37].

Component-Based Mechanical Methods
Previous experimental research on the M-ϕ behavior of bolted-angle connections has revealed that the length in the vertical leg, the thickness of the top cleat, and the beam depth are the most critical features that affect connection and M-ϕ behavior [10,38,39]. The component-based mechanical approach characterizes the M-ϕ relationship through the superposition of the main components' contributions. All deformation sources are defined by a mathematical expression representative of individual connection components. Accordingly, it is crucial to classify all deformation sources and possible failure patterns. Then, the constitutive relationship of each deformation source is derived to identify its deformational properties. Finally, by considering compatibility and equilibrium, all components should assemble to achieve a reliable component-based model.
Generally, bolted beam-to-column connections have more deformation sources than welded, fully rigid connections due to different components. Bolting provides fewer restraints on column, beam, and connection components than welding, resulting in more flexibility. The angles are recognized to be a deformation potential for the semi-rigid connections, which affects overall connection behavior. Recent research [40][41][42] indicated that bolted beam-to-column connections exhibit complex behavioral features, leading to a more complicated response. Generally, the modeling method supposed to take into account among others: (i) flange cleat flexural effects at large displacements, (ii) high flexural and axial flexibility of bolts, (iii) strain hardening effects, and (iv) effect of the plastic hinge on the angle leg and beam flange.
Pucinotti [34] developed a simplified mechanical model for TSAC connections where the connection behavior is characterized by the flange cleat in flexural bending, bolt effects, and the effect of the unilateral contact between the column flange and top flange cleat. The fundamental deformation sources of top-and seat-angle connections are shown in Figure 2. In this simplified model, the joint is conceived as two rigid bars connected by two non-linear springs representing the axial response of angles. The two rigid bars AB and CD are representative of the column and the connected beam, respectively. The beam and column are supposed to be fully rigid, relative to the top angle. Considering Figure 2, AC is incorporated into the model to simulate the flexural response of the top cleat's outstanding leg, and a spring, BE, simulates the bolted effect. The AB part of the beam is schematized as an elastic beam supported by an assembly of elastic independent springs that represent the stiffness K t of the column web [24] where t wc = thickness of the web column; E = Young's modulus; H c = height of the column; B a = width of the outstanding leg. The BC part of the top cleat is schematized as an inelastic beam with linear strain hardening, while the BE part is schematized as an elastic-perfectly-plastic spring. The end C of the outstanding leg is free to translate vertically, but it must rotate by , where δ C is the vertical translation and H b is the height of the connected beam. δ C is calculated by applying the principle of virtual force from the mechanical model of Figure 2 as shown in the following equation where χ = curvature of the part BC of the top cleat, schematized as an inelastic beam; t a +t f c ; t a = thickness of the angle; t fc = thickness of the flange column; K ϕ = the rotational stiffness (as result of the top cleat and the stiffness Kt of the column web).
The mechanical model in the case of top-and seat-angle connections with web angles presents several additional components, in addition to top cleat deformation, equal to bolt rows of the web cleat, see Figure 3. The stiffness K tai of the column web in correspondence to the i-th bolt row is provided by the formula [24] where t wc = thickness of the web column; E = Young's modulus; H c = height of the column; B awi = width of the portion of the outstanding leg of the web angles. The BC portion of the outstanding leg of the web cleat is schematized as an inelastic beam with linear strain hardening. The BE segment is conceptualized as an elastic-perfectlyplastic spring. The end C of the outstanding leg of the web cleat is free to translate horizontally, but its rotation ϕ Cwi = 0. δCwi is obtained by the application of the principle of virtual forces where χ = the curvature of the part BC of the beam; N BE = axial load; K bwi = axial stiffness of the bolt i = Eπd 2 /4 t aw +t f c ; taw = thickness of the web angle; tfc = thickness of the flange column; K ϕwi = rotational stiffness; Lbwi = the length of bolt i.
Kong and Kim [33] have used curve-fitting software to obtain the effects of top and seat angles on the S j,ini value of TSACWs; they developed a semi-empirical equation as follows: In Equation (5), E is Young's modulus; l t is the length of the top angle; t t is the top angle thickness; t s is the thickness of the seat angle; d is the height of the beam; k t is the fillet size of the top angle; t cf is the thickness of the column flange; t bw is the thickness of the beam web; g t is the distance from the top angle heel to the center of the bolts; d b is the diameter of the bolts; n is the number of bolts; α = 1.0 mm; l p is the angle length of the web; ta is the angle thickness of the web; υ is Poisson's ratio; g c = g 1 − t a , as shown in Figure 4.  For a TSAC with a single web cleat, Kishi and Chen [43] elaborated a model proposal for the detection of the collapse mechanism in 1990. Kong and Kim [33] extended the model and presented the following equation for estimating the ultimate moment capacity M n of TSACW connections: In Equation (6), M os is the plastic moment capacity of the seat angle; M p is the plastic moment capacity of the top angle; V pt is the ultimate shear force acting on the top angle; d 2 is a parameter related to the depth of the beam and the thickness of top and seat cleats; V pa is a parameter that depends on the ultimate shear force at the upper and lower edges of the web cleat; d 4 is the distance between the plastic shear at the lower edge of the web cleat and the center of compression. These parameters are schematized in Figure 5. Eurocode 3 [29] implemented a component method to estimate the S j,ini of TSACs. In this method, the connection behavior is simulated by a series of different components, each representative of an elastic spring with a specific stiffness and strength. It is possible to calculate the overall stiffness by assembling these springs in a parallel-series configuration, as shown in Figure 6. In Eurocode 3, the following components consider the stiffness coefficients of the column shear panel zone (K 1 ), the column flange in tension (K 3 ), the column flange in compression (K 2 ), flexural stiffness of the column flange (K 4 ), top cleat flexural stiffness (K 6 ), tensile stiffness of the bolts (K 10 ), and, for non-preloaded bolts, their shear stiffness (K 11 ) and their bearing stiffness (K12). Therefore S j,ini of the TSAC is provided by where E is Young's modulus, z is the lever arm, K i is the i-th component stiffness coefficient, and n is the number of joint components. Z should be taken as the distance from the bolt row in tension and the mid thickness of the leg of the seat cleat on the compression flange. The Eurocode 3 does not include a mechanical model for the TSACW connection. Accordingly, an extension of Eurocode 3 for TSACWs is proposed in this study by the authors [44]. For a bolt row in a web cleat, the stiffness illustrated in Figure 7 should be considered. The overall stiffness of basic components illustrated in Figure 7 is represented by a single equivalent stiffness coefficient k eq calculated from the following equation where S j,ini is the initial stiffness for TSAC and z r is the distance between the center of compression cleat and bolt row r of the web cleat. Additionally, where k i,r is the stiffness coefficient representing component i relative to bolt row r, and Finally, the initial stiffness of TSACW can be calculated from the following equation In 2005, Eurocode 3 [7] propose an equation to estimate the M n of TSAC and TSACW connections where the Z is the lever arm and F Rd is the design resistance of weak joint components, which can be one of the following: the top cleat in bending (F tc,Rd ), the bolts in tension, the beam flange in tension and compression, and the beam web in tension.

Informational Approach
An informational-based method is recognized as an alternative method to simulate complex structural and material behaviors that are not simply estimated by conventional methods. This alternative method simulates the behaviors via the information contained in the tested specimens. Accordingly, this is an important evolution from mathematical equations to preserve data that contain the necessary information on mechanical characteristics. In this approach, the underlying mechanics information is extracted from the experimental test data and processed in the neural network's program. Subsequently, the trained networks can be employed in the simulation process. Several researchers have applied neural networks to describe the complex behavior of different materials [45][46][47]. The application of neural networks to predict the M-θ curve of top and seat connections and end-plate connections has been investigated by [48][49][50][51][52].
ANNs are mathematical models inspired by biological neural systems. The neural networks determine the outputs based on the model inputs through processing units called neurons. One of the most common types of neural networks is the feedforward network, in which neurons are placed in layers that include an input layer, one or more hidden layers, and an output layer. In each layer, the neurons are entirely connected, and the net input of a neuron is always the sum of the weighted outputs from all neurons in the previous layer. Each neuron uses a function called the activation function for its net input to determine its output [53,54]. To connect the nodes in each layer, a parameter called "weight" is used. All weights of an ANN are usually adjusted randomly as a default condition; consequently, network outputs will have an associated error. To minimize the output error, the optimal ANN weight should be determined using the training data. This optimization process is called training the network [55].

Krill Herd Algorithm
The KHA is an intelligent group algorithm for optimization in engineering disciplines [56]. This algorithm has been used to achieve more efficiency in civil engineering by referring to a novel metaheuristic algorithm to determine the weight optimization of each ANN model. In this algorithm, krill individuals search for food in different places and are presented as different decision variables. The objective is to calculate the distance between krill individuals and extra food availability, related to the cost. Therefore, the timedependent position of a krill individual is measured by functional processes, which include the process of foraging, the search displacement, and the physical random diffusion [56][57][58]. Figure 8 shows a basic representation of the KHA. In the process of the foraging motion, the krill individual's velocity is always affected by another krill's displacement in the multidimensional search space, where the velocity changes dramatically and dynamically based on the internal influence parameters, including the influence of the target group and the repulsive effect. The displacement description of a krill individual can be formulated by Equations (13)-(18) [57].
In these equations, θ max i represents the highest motion created and θ old i is the motion created. µ n represents the algebraic magnitude of the motion created, while the target effects are shown by local i and target i . f w and f b are the worst and best population positions, respectively. f i and f j are the ith and jth krill individual proportions. The current number and the highest number are provided by i max . To identify the neighboring members of each krill individual, a sensor distance parameter (SD i ) was used (as shown in Figure 9), following equation [57] where n p represents the number of krill individuals in the population, while x i and x j represent the position of ith and jth krill, respectively [57].

Training the KHA-ANN Model
To train the ANN for estimating two outputs of S j,ini and (M n /M p , beam ), a total number of 77 specimens from references [36,37] were considered. Up to 80% of selected samples (62) were used for training, while the 20% portion (15 specimens) was used to test the network. Several variables, including the ratio of moment inertia from column to connected beam, the thickness of the top and bottom flange cleat, the maximum thickness of the right or left web cleat, bolt size, and the ratio of Fy column to Fy beam, were introduced as the input parameters. The input and output, as well as their properties, are shown in Table 2. Figure 10 also shows the correlation matrix of the input variables.  The histogram graphs of the studied output parameters (S j,ini , and M n /M p beam ) indicate that they follow a normal distribution, as depicted in Figure 11. The histogram graphs of the studied output parameters (Sj,ini, and Mn/Mp beam) indicate that they follow a normal distribution, as depicted in Figure 11. The number of hidden layers and the total number of neurons in the hidden layers in an ANN depends on the problem's nature [50]. Generally, the trial-and-error method is used to obtain the ideal architecture, which best reflects laboratory data characteristics. The number of hidden layers and the total number of neurons in the hidden layers in an ANN depends on the problem's nature [50]. Generally, the trial-and-error method is used to obtain the ideal architecture, which best reflects laboratory data characteristics. In this research, an innovative method for calculating the number of neurons in hidden layers is taken into account, namely N H ≤ 2N I + 1 (20) where N H represents the number of neurons in the hidden layers and N I is the number of input variables. Since the number of influential input variables for the current study is equal to 6, the empirical Equation (20) shows that the number of neurons in hidden layers can be less than 13. Therefore, several networks with different topologies (with a maximum of 2 hidden layers and a maximum of 13 neurons) were trained and studied in this paper.
The hyperbolic tangent stimulation function and Levenberg-Marquardt training algorithm were used in all networks. The statistical indices used to evaluate the performance of different topologies are the age absolute error (AAE), variance account factor (VAF), and model efficiency (EF) that are defined as follows [51] where p i is the prediction of specimen i and o i is the observation of specimen i. After examining the different topologies of the networks, it was found that the lowest value of error characterizes the network with a 6-7-6-1 topology in EF, VAF, and AAE, and by the highest value of R 2 to estimate the two output parameters S j,ini , and (M n /M p,beam ), as shown in Table 3. It is necessary to mention that the error criteria for training and testing the selected data are calculated in the main range of variables and not in the normal range. In this study, as in for several structural engineering practice applications, the KHA was used as a new metaheuristic algorithm to determine the weight optimization of each ANN model, given that the (M n /M p , beam ) output has a numerical range of 0-1 while the S j,ini output is characterized by a numerical range of 1600-37,000 (kNm/rad). This means that there is a big difference between the two target outputs. For modulation, two separate ANNs were hence used in this study, each one with one output. Their essential characteristics are summarized in Table 4.  Figure 12 shows the optimal topology of a feedforward network with two hidden layers, six input variables (neurons), and one output parameter. The KHA has also been used to provide the least prediction error for the trained structure to optimize the weights and biases of the ANN model. The KHA parameters are also presented in Table 5.  Features of the KHA, shown in Table 5, are defined as follows: I. Number of krill: the required number of krill for starting the optimization; II.
Minimum number of krill herd: the minimum number of required krill in each group; III.
Maximum iteration: maximum interaction between krill in one group or one group with another group; IV.
Maximum induced speed: maximum induced speed between the two groups; V.
D max: maximum radius in each group.

Multiple Linear Regression and Genetic Algorithm
Multiple linear regression and genetic algorithm models were also developed to validate the feedforward KHA-ANN model's accuracy in this study. In multiple linear regression, two or more independent variables have a significant effect on the dependent variable, as shown in Equation (16) [59]: In the above equation, y is the dependent variable; x 1 , x 2 , . . . are the independent variables; a 1 , a 2 , a 3 , . . . are the coefficients of the regression equation. For input and output variables, different models of linear regression were investigated using MINITAB version 14.0 software. The following equations show multiple linear regression models for S j,ini and Mn/Mp outputs.
For another evaluation of the KHA-ANN model, the genetic algorithm combined with ANNs was considered. The features of the genetic algorithm are shown in Table 6.  Tables 7 and 8 show the comparison between different models with experimental data for estimating S j,ini, and M n , respectively. Concerning the calculated average "Avg." and standard deviation "STD" values, the results in Tables 7 and 8 indicate that the KHA-ANN model provides more reliable predictions for both S j,ini, and M n , compared to the Eurocode 3 [7], Kong and Kim [33], Pucinotti [34], multiple linear regression, and genetic algorithm formulations described earlier. Using the existing empirical models, S j,ini, and M n were either underestimated or overestimated however, the KHA-ANN predictions, conversely, was rely on underlying mechanism and characterized by minimum deviation. Figures 13 and 14 show the scatter graph that provided the relationship between test results and the proposed KHA-ANN model for estimating the S j,ini and M n parameters, respectively, compared to the mechanical and other informational models. The comparative results indicate that the KHA-ANN model offers a more reliable prediction for both the examined mechanical parameters, thus confirming the proposed model's high potential and accuracy.  The maximum, minimum, and average ratios of the test to theoretical Sj,ini and Mn parameters, along with the corresponding coefficient of variation CoV, calculated per the following equation, are provided in Table 9. The maximum, minimum, and average ratios of the test to theoretical S j,ini and M n parameters, along with the corresponding coefficient of variation CoV, calculated per the following equation, are provided in Table 9.

Accuracy of Proposed KHA-ANN-Model
where x i = Experimental S j,ini or M n Theoretical S j,ini or M n ; and x = ∑ n i=1 x i n .  Table 9 indicates that the proposed hybrid KHA-ANN model yields the most reliable results for mechanical properties prediction. The maximum and average ratio of the test to theoretical S j,ini and M n parameters estimated by the KHA-ANN model was the closest to unity, indicating robust predictive ability. Meanwhile, the minimum value estimated by this model for S j,ini and M n parameters was equal to 0.93, resulting in accurate yet conservative predictions, which is convenient for design purposes. The results also show that the ratio of the test's coefficient of variation to the theoretical values was estimated to be 0.97 and 0.98 for S j,ini and M n parameters, respectively, by the KHA-ANN model, indicating its superior accuracy to the other models considered in this study.
Another visual measure that can be taken into account for comparing the performance of the KHA-ANN model against the component-based mechanical model is the Taylor

Comparison and Discussion of the Mechanical and Informational Approaches
The plastic response of different components and their interactions are recognized as the main challenge of modeling the behavior of bolted beam-to-column connections. It is possible to represent the complex behavior of bolted connections, i.e., slippage, residual stress, and friction, using a detailed finite element method; however, integrating such an approach into the analysis and design process of a real structure becomes time-consuming and impractical. An informational model using ANNs and component-based mechanical models was developed in this research to represent the behavior of steel bolted beam-tocolumn connections. The features of these two distinct methods are discussed herein.
The constitutive contacts of all the components in bolted connections are set up through geometric and material properties using the principle of virtual forces. The efficiency of this approach depends on the accuracy of the relationships of the constitutive component and the number of components. By defining an acceptable number of components and subsequently conceptualizing the physical behavior as analytical equations, applying the mechanical model to different connection configurations is possible. Nevertheless, conceptualization typically resulted in equations that exclude several essential features of physical behavior. To properly simulate the mechanical properties of bolted angle connections, the main challenge is recognized as due to slippage, which affects the initial and hardening stiffness. Slippage is a possibility of the connection deforming before it starts to transmit forces. This has nothing to do with the capacity of the connection, only with its rigidity. Screwed connections with long holes (without pre-tensioning) are the best example of slippage.
Unlike the conventional mechanical modeling process that involves conceptualization from the observed behavior to the mathematical equations, in the informational base method, the information about essential behavior is extracted from the available experimental test data and processed using ANNs. Accordingly, there is no need for pre-defined mathematical equations, unlike the component-based mechanical method. The main advantage of the proposed methodology is that the ANN-based model can learn the complex M-θ relationship of the connection's components due to frictional slippage, buckling, slacking of fastened bolts, and fracture as the yielding of materials. However, the ANN model of the bolted connection is limited to only estimating the global response that includes the contribution of all components. Using this method, it is impossible to represent the contribution of individual components; therefore, it does not offer an insight into the underlying mechanics. This poses difficulties in applications and extensions to other beam-to-column connection configurations and material properties [60]. To improve network prediction quality, it is suggested that the ANN interpolates rather than extrapolates from a particular training set. Meanwhile, for training the ANN, it is recommended that all possible mixtures of design variables in practice be considered.
The results of observational and computational data for both S j,ini and M n /M p,beam outputs are shown in Figure 17 for all 77 specimens. Figure 17 indicates that samples having constant design variables (shown with green circles) caused an error in output results.
Overall, given that the performance and behavior of steel connections are non-linear, the application of ANNs optimized with metaheuristic algorithms can be effective. Moreover, the combination of ANNs and component-based mechanical models can be employed for beam-to-column connections with different configurations, so the advantages of the two methods are implemented, and their disadvantages are accounted for.

Concluding Remarks
In this research, three different mechanical models have been presented, and their capacities for estimating the mechanical properties of top-and seat-angle connections with double-web angles were examined. In the second phase of research, a novel hybrid krill herd algorithm-artificial neural network (KHA-ANN) model was proposed to acquire an informational model from the available experimental test dataset. The following conclusions have been drawn based on the results of this study: The proposed simplified mechanical models have sufficient accuracy in estimating the mechanical properties of bolted beam-to-column connections. This method's main challenge is defining a sufficient number of components and conceptualization from physical behavior to analytical equations. The component-based mechanical models can be applied to different connection configurations, provided that the fundamental components with their non-linear response are accurately identified. II.
The novel hybrid KHA-ANN model established an excellent agreement with the experimental database. The results suggest that the informational model may be a reliable alternative to the mechanical model for estimating the mechanical properties of bolted beam-to-column connections. Although this method has the valuable characteristic of being user-friendly, it was limited to only presenting the global response including the contribution of all components. Therefore, it does not offer an insight into the underlying mechanisms of individual components. III.
The results of the ANN model optimized by the krill herd algorithm acknowledged that this algorithm is quite successful in finding the optimal point of functions. This model has good potential compared to multilinear regression and genetic algorithm models where AAE, VAF, and EF statistical coefficients have higher values, indicating a lower error of this model. The maximum and average ratios of the test to theoretical S j,ini , and M n parameters estimated by the KHA-ANN model were the closest to unity, indicating robust predictive capability.