Plate Moment Research Articles

Retrofitting Bolted Flange Plate (BFP) Connections Using Haunches and Extended End-Plates

In Indonesia, one of the most common forms of connection is the Bolted Flange Plate (BFP) moment connection. Nevertheless, their current setups do not satisfy the strict requirements outlined in AISC 358-22. Therefore, this study uses advanced sub-assemblage numerical modeling simulations using ANSYS software to propose a novel way to integrate a half WF extended end-plate connection and trapezoidal haunch in order to fortify BFP moment connections, which does not meet the requirement required by AISC 358-22. Methodologically, the research entails comprehensive modeling and analysis of the proposed retrofit scheme. Six distinct connection models were scrutinized: the BFP-UR representing the existing connection extracted from a structure in Surabaya; the BFP-R4E and BFP-R4ES models, embodying connection retrofits with a half WF extended end-plate; and the BFP-RTR and BFP-RSTR models, embodying connection retrofits with a trapezoidal haunch. Additionally, the BFP-RTRE model integrates both an extended end plate and a trapezoidal haunch in the retrofit scheme. The analytical findings unveil that the proposed strengthening paradigm manifests heightened and superior rotational moment characteristics relative to the pre-reinforcement configuration, albeit encountering stiffness degradation attributable to buckling effects on the main beam. Notably, the analysis indicates that degradation ensues when rotational displacement exceeds 4%, with only the BFP-RTR and BFP-RSTR models exhibiting degradation at a 3% rotation threshold. Crucially, the connections demonstrate the capability to withstand 80% of the beam’s plastic moment under a 4% rotational displacement, thereby aligning with the stringent requisites delineated in AISC 341-22. Doi: 10.28991/CEJ-2024-010-08-03 Full Text: PDF

Post-earthquake fire performance of the gusset plate moment connection

PurposeIn this paper, the seismic behavior of the gusset plate moment connection (GPMC) exposed to the post-earthquake fire (PEF) is investigated.Design/methodology/approachFor this purpose, for the sake of verification, first, a numerical model is built using ABAQUS software and then exposed to earthquakes and high temperatures. Afterward, the effects of a series of parameters, such as gusset plate thickness, gap width, steel grade, vertical load value and presence of the stiffeners, are evaluated on the behavior of the connection in the PEF conditions.FindingsBased on the results obtained from the parametric study, all parameters effectively played a role against the seismic loads, although, when exposed to fire, it was found that the vertical load value and presence of the stiffener revealed a great contribution and the other parameters could not significantly affect the connection performance. Finally, to develop the modeling and further study the performance of the connection, the 4 and 8-story frames are subjected to 11 accelerograms and 3 different fire scenarios. The findings demonstrate that high temperatures impose rotations on the structure, such that the story drifts were changed compared to the post-earthquake drift values.Originality/valueThe obtained results can be used by engineers to design the GPMC for the combined action of earthquake and fire.

Laboratory and ultra-low cycle fatigue evaluation of the seismic performance of BFP connection with different amounts of pre-tension in bolts

Bolted Flange Plate Moment Connections (BFP) are one of the most practical connections, used as prequalified connections in special steel moment frames. Using three full-scale BFP connections designed according to AISC, this paper has explored the effects of bolt pre-tension levels experimentally under SAC cyclic loading protocol. The bolt pre-tension level has been defined as α coefficient to indicate the pre-tensioning level in three specimens. The bolts of the first specimen were not pre-tensioned, called snug-tightened bolts, and considered as reference connections. The bolt pre-tension levels of the second and third specimens were established in accordance with the minimum and allowable limits of AISC design code and ultimate strength of the bolt, called pre-tensioned and fully pre-tensioned, respectively. The moment capacity, total energy absorption, and strain variation of the bolts have been investigated. Meanwhile, using the ultra-low cycle fatigue failure index obtained from experimental specimens, the capacity of modeled BFP connections in finite elements has been compared with the laboratory samples in terms of failure location and connection capacity. The experimental results revealed that final resistance in BFP connections occurs in the cycle of 7% of the drift angle of SAC protocol loading, and the location of the connection failure is around the farthest hole from the column, which is consistent with the failure results from ultra-low cycle fatigue in finite element modeling for BFP connections. The measure of moment resistance in the pre-tensioned connection (Both connections were minimum pre-tensioned according to the regulation and ultimate strength of the bolt) has increased by about 50% compared to the without pre-tensioned connection. The amount of energy absorption of the pre-tensioned connection with the ultimate strength of the bolt has increased by 176% of the energy absorption capacity of the connection without pre-tensioned and 14% of the energy absorption capacity of the connection with the minimum allowable pre-tensioning of the regulation. The extent of energy absorption in the three connections was equal to 38, 92, and 105 KJ.

Seismic retrofitting of beam to double-I built-up column moment connections by lateral T-stiffeners: Experimental and numerical study

In the present paper, the retrofitting of welded flange plate moment connections joined to double-I built-up columns is discussed by presenting the design method and details of construction retrofitting. Some of the usual construction problems of this connection include the defective complete joint penetration groove weld at the connection of the flange plate and the column, the large out-of-plane deformations of the column cover plate at the level of the beam-to-column connection, and as a result, its inappropriate seismic performance and the connection's partially restrained behavior. Thus, an attempt is made to evaluate the advantages of strengthening this defective connection with the help of lateral T-stiffeners using analytical and experimental studies. For this purpose, the experimental specimen and the high-fidelity finite element model are considered for both retrofitted and defective connections by evaluating the proposed design method, cyclic behavior of connection, collapse potential of weld fasteners, and failure modes. The results indicate that by using the proposed retrofitting method, the connection is classified in the group of fully restrained connections, while also having the necessary strength and ductility to accept the conditions of the special moment-resisting frames according to AISC seismic provisions. By performing a sensitivity analysis on the T-stiffener, changing its dimensions and examining the damage indices, the accuracy of the proposed design method is proven. The examinations indicate that the aforementioned retrofitting method is a proper method for the introduced defective connection.

PERBANDINGAN ANALISIS STRUKTUR PELAT LANTAI BETON KONVENSIONAL DAN PELAT LANTAI HASILPERHITUNGAN SOFTWARE SAP 2000 (MENARA USM)

The floor slab is designed to behave as a diaphragm during an earthquake (Ultimate limit states). Floor slabs are designed in such a way that deflection and vibration are within serviceability limit states. The criteria for the maximum plate deflection are used according to SNI 2847-2019.
 The analysis carried out is to compare the work of conventional concrete floor slabs and floor slabs as a result of the output analysis from the SAP 2000 software. The goal to be achieved in this study is to analyze the structure of conventional concrete slabs with the results of computer software to obtain the difference in plate reinforcement spacing so that it will be obtained optimal distance. From the conclusions of the research that has been carried out, it is obtained that conventional concrete floor slabs are narrower than the results of the spacing of the reinforcement from the software results, for the SAP output the spacing is more tenuous. Based on these results, for the selection of reinforcement spacing, it is recommended to use the smallest spacing. obtained by Manual analysis is at moment 11 of Mu = 11.109 kNm with a diameter used for Ø 10-100 mm reinforcement, while analysis with SAP 2000 software is obtained at moment 11 for M11 = 9.876 kN.m with a diameter used for plain reinforcement Ø10-150 .Based on the plate moment obtained by Manual analysis is at moment 22 of Mu = 7.454 kNm with a diameter used for reinforcement Ø 10-150 mm, while analysis with SAP 2000 software is obtained at moment 22 of Mu = 6.507 kN.m with a diameter used plain reinforcement Ø10-200.

Pengembangan Program Aplikasi Analisis Pelat 2D dengan Metode Finite Difference Menggunakan Matlab

The rapid development of construction technology has an impact on application programs that are created to facilitate the calculation of structures in buildings, especially in designing plates in buildings. Program applications such as SAP 2000 software are often used in structural calculations but are costly. This study develops MATLAB to produce an application program for analyzing and modeling numerical data based on the matrix concept. The method used is the finite difference method which is a numerical approach method based on partial differential equations. This application program was developed by calculating the deflection, moment, and stress, which are displayed in the form of contour. This program was designed with the equations entered into the coding for each of the existing models. Then the results obtained are compared with the results of the calculation of the plate moment on PBI-1971.

Finite element analysis of long bolted extended end plate moment connections in cold formed steel tubular sections

Finite element analysis of long bolted extended end plate moment connections in cold formed steel tubular sections

Finite element analysis of long bolted extended end plate moment connections in cold formed steel tubular sections

Finite element analysis of long bolted extended end plate moment connections in cold formed steel tubular sections

Effects of a combined strength, flexibility and gait training intervention on gait kinematics of children and adolescents with Cerebral Palsy

Accurate assessment of the talo-crural (ankle) joint angle at physical examination is important for assessing extensibility of m. triceps surae (TS) in children with spastic cerebral paresis (SCP). The main aim of this study was to quantify foot flexibility during standardized measurements of TS muscle-tendon complex extensibility (i.e. based on foot-sole rotation) in SCP children, and typical developed (TD) ones. Additionally, we aim to define a method that minimizes the confounding effects of foot flexibility on estimates of talo-crural joint angles and TS extensibility.Children, aged 6–13 years, with SCP (GMFCS I-III, n = 13) and TD children (n = 14) participated in this study. Externally applied −1 Nm, 0 Nm, 1 Nm and 4 Nm dorsal flexion foot plate moments were imposed. Resulting TS origin-insertion lengths, foot sole (φFoSo) rotations, and changes in talo-crural joint angle (φTaCr) were measured. Foot flexibility was quantified as Δ(φTaCr -φFoSo) between the 0 Nm and 4 Nm dorsal flexion conditions.In both groups, φFoSo rotations of approximately 20° were observed between 0 Nm and 4 Nm dorsal flexion, of which about 6° (≈30%) was related to foot flexibility. Foot flexibility correlated to φFoSo (r = 0.69) but not to φTaCr (r = 0.11). For φFoSo no significant differences were found between groups at 4 Nm. However, for SCP children the mean estimate of φTaCr was 4.3° more towards plantar flexion compared to the TD group (p < 0.05). Normalized TS lengths show a higher coefficient of correlation with φTaCr (r2 = 0.82) than with φFoSo (r2 = 0.60), indicating that TS lengths are better estimated by talo-cural joint angles.In both SCP and TD children aged 6–13 year, estimates of TS length and extensibility based on foot sole assessments are confounded by foot flexibility. Assessments of TS extensibility at physical examination will be more accurate when based on measurements of talo-crural joint angles.

Seismic performance evaluation of slotted-weband bolt-flange plate moment connection

In this article, a steel moment connection of beam to the column called a slotted web and bolt flange plate moment connection is introduced and the seismic performance of the connection is assessed by modeling the finite element. The connection consists of two slots in the beam web and bolted plates to the beam flange at the area of connection of the beam to the column to create a plastic hinge in an area farther from the column face, thus reducing the plastic strain equivalent to the panel zone and welding the beam-to-column connection area. The beam is connected to the slab on the side so that no plastic hinge is created against the side buckling. A numerical study has been performed to find the effectiveness of the proposed connection parameters. The results showed that following the limitations in this study, the SW-BFP connection had better hysteresis behavior than the SW connection. The deformation capacity of the connection in the SW-BFP connection (slotted web and bolt flange plate moment connection) has increased up to 112% compared to the connection of the beam with the slot web (SW). The sheet bolted to the beam flange on both sides of the beam with the slot die causes the buckling modes to occur later and reduces the stress by 23.93% in the beam-to-column connection area and 20.94% in the connection panel zone compared to the SW connection. Also, adding bolt-to-beam plates to the SW connection reduces the plastic strain in the panel zone by 87%, while the strain value in the beam-to-column connection area has reached zero.

Lower limb kinematic, kinetic, and EMG data from young healthy humans during walking at controlled speeds

Understanding the lower limb kinematic, kinetic, and electromyography (EMG) data interrelation in controlled speeds is challenging for fully assessing human locomotion conditions. This paper provides a complete dataset with the above-mentioned raw and processed data simultaneously recorded for sixteen healthy participants walking on a 10 meter-flat surface at seven controlled speeds (1.0, 1.5, 2.0, 2.5, 3.0, 3.5, and 4.0 km/h). The raw data include 3D joint trajectories of 24 retro-reflective markers, ground reaction forces (GRF), force plate moments, center of pressures, and EMG signals from Tibialis Anterior, Gastrocnemius Lateralis, Biceps Femoris, and Vastus Lateralis. The processed data present gait cycle-normalized data including filtered EMG signals and their envelope, 3D GRF, joint angles, and torques. This study details the experimental setup and presents a brief validation of the data quality. The presented dataset may contribute to (i) validate and enhance human biomechanical gait models, and (ii) serve as a reference trajectory for personalized control of robotic assistive devices, aiming an adequate assistance level adjusted to the gait speed and user’s anthropometry.

Numerical 3D Finite Element Assessment of Bending Moment-Resisting Frame Equipped with Semi-Disconnected Steel Plate Shear Wall and Yielding Plate Connection

Steel plate shear walls (SPSWs) have advantages such as high elastic stiffness, stable hysteresis behavior, high energy absorption capacity, and decent ductility. However, one of the main drawbacks of SPSWs is their buckling under lateral loading. To address this issue, a simple and practical solution in the form of using a trapezoidal plate moment connection (PMC) and a narrow gap between the infill plate and columns is presented. The PMC will act as an energy absorber, similar to a yielding steel plate, and keep the other structural members in an elastic state. Extensive three-dimensional finite element (FE) models of the SPSW system were investigated under monotonic and cyclic loading. The results revealed that by separating the infill plate from the vertical boundary elements and using two vertical edge stiffeners at both edges of the wall, the same lateral bearing capacity of the conventional system can be achieved. In addition, by increasing the thickness of the PMC from 6.5 to 26 mm, the load-bearing capacity, energy dissipation, and elastic stiffness increased approximately 2, 2.5, and 3.2 times, respectively. It was also found that the flexural capacity ratio of the connection to the beam had little effect on the overall force–displacement behavior. However, it can affect the system failure mechanism. Finally, the tension field inclination angle for such SPSWs was proposed in the range of 30 to 35°.

Evaluation of the capacity of steel special bolted moment frame connections subjected to simulated column removal

The eight bolted stiffened extended endplate (8ES) and bolted flange plate (BFP) moment connection are two common rigid joints that are widely used in special steel moment frames (moment resisting frames with high ductility). In this study, to investigate these connections' behaviour and capacity, first, verification of finite element assumptions was carried out using the Abaqus software. Then, based on the verification models, by changing different parameters, 17 specimens were designed following the AISC Manual using two beams and three columns to determine the maximum capacity values in a column loss scenario. The finite element analysis represents that the 8ES connection's failure begins near the joint area and at the vicinity of the rib stiffener, and the BFP connections provided no warning of failure before brittle fracture of bolts at the large displacement due to catenary action mode. The plastic equivalent strain, Von-Mises stress, and middle column force–displacement curve were discussed. Finally, a formula is presented based on the numerical results to determine the displacement at the maximum capacity of these connections, a formula is presented based on the numerical results using the Least Square Method (LSM). Finally, the modification factors are presented for the theoretical formula to determine these connections' maximum capacity under column removal demands.

얇은 절곡단면을 사용한 콘크리트 충전형 합성부재를 위한 관통볼트 단부강판모멘트접합부의 거동

얇은 절곡단면을 사용한 콘크리트 충전형 합성부재를 위한 관통볼트 단부강판모멘트접합부의 거동

A.A. ILYUSHIN'S FINAL RELATION, ALTERNATIVE EQUIVALENT RELATIONS AND VERSIONS OF ITS APPROXIMATION IN PROBLEMS OF ELASTIC DEFORMATION OF PLATES AND SHELLS. PART 2: ALTERNATIVE EQUIVALENT RELATIONS OF A.A. ILYUSHIN

The finiterelationship between the forces and moments of plates and shells in the parametric form of the theory of small elastoplastic deformations is investigated of A.A. Ilyushin, to determine the load-bearing capacity of structures from a material without hardening. A geometric image of the exact yield surface in the space of generalized stresses is obtained. In the firstpart of the article the conclusion of the finalrelation is given. In the second and third parts, by introducing other parameters, alternative equivalent dependences of the finalrelationship have been developed and variants of its approximation for application in computational practice are considered. In the fourth part, additional properties of the finalrelationship are considered, the possibility and necessity of its use in problems of plastic deformation of plates and shells is shown.

A.A. ILYUSHIN S FINAL RELATION, ALTERNATIVE EQUIVALENT RELATIONS AND VERSIONS OF ITS APPROXIMATION IN PROBLEMS OF PLASTIC DEFORMATION OF PLATES AND SHELLS PART 1: A.A. ILYUSHIN S FINAL RELATION

The finite relationship between the forces and moments of plates and shells in the parametric form of the theory of small elastoplastic deformations is investigated of A.A. Ilyushin, to determine the load-bearing ca­pacity of structures from a material without hardening. A geometric image of the exact yield surface in the space of generalized stresses is obtained. In the first part of the article the conclusion of the final relation is given. In the second and third parts, by introducing other parameters, alternative equivalent dependences of the final rela­tionship have been developed and variants of its approximation for application in computational practice are considered. In the fourth part, additional properties of the final relationship are considered, the possibility and necessity of its use in problems of plastic deformation of plates and shells is shown.

Foot flexibility confounds the assessment of triceps surae extensibility in children with spastic paresis during typical physical examinations

Accurate assessment of the talo-crural (ankle) joint angle at physical examination is important for assessing extensibility of m. triceps surae (TS) in children with spastic cerebral paresis (SCP). The main aim of this study was to quantify foot flexibility during standardized measurements of TS muscle-tendon complex extensibility (i.e. based on foot-sole rotation) in SCP children, and typical developed (TD) ones. Additionally, we aim to define a method that minimizes the confounding effects of foot flexibility on estimates of talo-crural joint angles and TS extensibility.Children, aged 6–13 years, with SCP (GMFCS I-III, n = 13) and TD children (n = 14) participated in this study. Externally applied −1 Nm, 0 Nm, 1 Nm and 4 Nm dorsal flexion foot plate moments were imposed. Resulting TS origin-insertion lengths, foot sole (φFoSo) rotations, and changes in talo-crural joint angle (φTaCr) were measured. Foot flexibility was quantified as Δ(φTaCr -φFoSo) between the 0 Nm and 4 Nm dorsal flexion conditions.In both groups, φFoSo rotations of approximately 20° were observed between 0 Nm and 4 Nm dorsal flexion, of which about 6° (≈30%) was related to foot flexibility. Foot flexibility correlated to φFoSo (r = 0.69) but not to φTaCr (r = 0.11). For φFoSo no significant differences were found between groups at 4 Nm. However, for SCP children the mean estimate of φTaCr was 4.3° more towards plantar flexion compared to the TD group (p < 0.05). Normalized TS lengths show a higher coefficient of correlation with φTaCr (r2 = 0.82) than with φFoSo (r2 = 0.60), indicating that TS lengths are better estimated by talo-cural joint angles.In both SCP and TD children aged 6–13 year, estimates of TS length and extensibility based on foot sole assessments are confounded by foot flexibility. Assessments of TS extensibility at physical examination will be more accurate when based on measurements of talo-crural joint angles.

An analytical Solution for Bending Problem of micro Plate using New Displacement Potential Function

In this paper to include small scale effect, the augmented Love displacement potential functions (DPF) are developed for isotropic micro or Nano scales medium based on couple stress theory. By substituting the new DPF in equilibrium equations, governing equations are simplified to two linear partial differential equations of sixth and fourth order. Then the governing differential equations are solved for simply supported rectangular plate using the separation of variable method with satisfying exact boundary conditions without any simplification assumptions. Displacements, bending and torsional moments of rectangular plate are obtained for different length scale parameters, aspect and Poisson’s ratios. The obtained results are compared with other studies which show excellent agreement between them.

Methodology for Predicting the Alternate Block Shear Failure of Beams in Bolted Flange Plate and Double Tee Moment Connections

This study investigates the alternate block shear (ABS) failure in bolted flange plate (BFP) and double Tee moment connections. ABS, not yet included in the AISC 358 specifications, is a failure mode that combines full tensile fracture in the beam flange with shear failure in the beam web. After validation with experimental results, finite element (FE) models are developed to examine ABS failure in BFP and double Tee moment connections. The dimensionless ratio of connection length to beam depth ratio is considered the major parameter for identifying the governing failure mode. Experimental results available in the literature and FE results conducted in this study are compared with existing strength models to investigate their prediction capabilities. A proposed methodology is presented through a stiffness based model to predict the failure path and mode. Adding the ABS failure check to the current US building standards is recommended to ensure a safe design.

Investigation of force factors and stresses at singular points of plate elements in special cranes

The work addresses studying the possibilities of a numerical-analytical variant of the boundary elements method (BEM) in determining the internal force factors and stresses at singular points when bending thin isotropic plates. The simplest type of singularity has been investigated, a point of application of external concentrated forces and moments. The importance of a given problem is due to the fact that at these points the internal force factors tend towards infinity and it is not possible to determine the size using elementary methods. At the same time, these singular points are the significant stress concentrators (both tangential and normal), which is why calculating the limits to which the internal forces and moments tend is essential to analyze the strength of plate structures. In order to describe an external load, it is proposed to apply the Dirac delta function of two variables. The models of external loads are presented. A given proposal makes it possible to accurately calculate the limits to which the transverse forces, as well as bending and torsional moments, tend at singular points of thin plates. We simulated plate bending using the variational Kantorovich-Vlasov method, which is fully compatible with the models of external load. The internal force factors at the singular points of plates were determined while solving the boundary value problems, formed based on the algorithm of BEM. The MATLAB environment was used for programming and computation. Results of the calculations are characterized by high accuracy and reliability, in particular the errors in determining the deflections of plates at singular points do not exceed 2.0 % and the errors for bending moments are not above 3.0 %. Recommendations have been given to solving different types of boundary problems on bending the plates with singular points based on the proposed approach. It has been established that an accurate model of the external load in the form of concentrated forces and moments fundamentally enables determining the internal forces and moments at the singular points of thin plates applying an algorithm of the variational Kantorovich-Vlasov method. Up to now, there are no data on the importance of internal forces and moments at the singular points of plates. It is also shown that when calculating the internal forces and moments of plates, it is inappropriate to apply a single term from a series of the Kantorovich-Vlasov method; the errors amount to significant magnitudes of the order of 43‒44 %