Nonlinear Seismic Performance Evaluation of Flexural Slotted Connection Using Endurance Time Method

Abstract

The equivalent statistical methods, spectral analysis, and time history analysis are usually offered in the steel structure design regulations. Among these methods, the third one is more accurate; however, it requires more time to align the accelerometers due to a large number of analyses. In the endurance time (ET) method, incremental acceleration functions gradually and uniformly increases over time while their linear and nonlinear response spectra are proportional to the mean of the real seismic spectrum. These functions are used as input functions to analyze the nonlinear time history of structures, and the performance of structures is evaluated based on the maximum length of time they can meet specified performance goals. A three-story steel bending frame with (slotted web) SW and (web unslotted flange) WUF connection is examined through the performance time method in performance-based design. This article aimed at evaluating the seismic performance of these connections in the bending frame through endurance time analysis to predict the structural response in the probabilistic evaluation of the seismic performance of the structures. It is found that the endurance time analysis is justified with the seismic performance of the connections with low computational cost and proper accuracy. The results of comparing both SW and WUF connections indicated that the SW connection prevents the connection welding area from being failed due to transferring the plastic joint into the beam and in an area away from the column face and causes less damage compared to the WUF connection.

Dynamic Performance Evaluation of Concrete Building Using Low‐Yield Point Steel Shear Panels

“…Findings suggested a 25% increase in capacity of SSWs to harness disasters such as earthquake, storm, and explosion, compared to other systems such as moment shear frames (Figure 1). e SSW system had been used in research laboratories with a capacity of 6670 kN [6]. Reports supported the preliminary findings that the SSW system has high flexibility.…”

Experimental Study of the Aggregate Shapes in Self‐Compaction

“…e compaction of stone materials was done by hammering metal piles using a vibrating hammer (Figure 22). Piles with a diameter of 48 inches were inserted into the alternative material and pulled out at low speed [16,17]. Figure 23 shows a schematic of the piling and a view of the piling operation at the port of Tombak, respectively [18].…”

“…e structural system of this pier includes 3 caissons with a length and width of 30 and 21 meters. Figure 20 shows the plan and cross section of the LPG1 wharf [16]. Also, the geotechnical profile of the berths is presented in Table 2.…”

“…Material grading was selected from Shabanpour grading [2,3]. He found that, in addition to the aggregation of aggregates, the performance requirements for self-compacting aggregates need to be considered because the execution conditions can cause the materials to be in a very loose or very dense state [16]. In other words, the aggregation of the materials may be such that the difference between the maximum and minimum porosity ratios is small, but the way the materials are poured can cause the materials to be in a loose state.…”

Performance Evaluation of CFRP Strengthened Corrosion‐Proof Columns

“…Dimensions of the defect: the length and width of the defect are equal to 40 * 40 mm, respectively [20,21]. Moreover, the number 2 indicates the number of defects; it should be noted that the length of the defect on both sides decreases to 20 mm on both sides (Table 5).…”