Comparison of the seismic-resilient design of seismically isolated reinforced concrete frame structures using two codes

The current work presents a simplified multi-mode nonlinear static procedure based on normalizing the deformation demands (called NMP) for estimating the seismic demands of structures with significant higher mode effects. The proposed procedure is conceptually based on the extended N2 (where N stands for nonlinear analysis and 2 for two mathematical models) method (Kreslin and Fajfar in Earthquake Engineering & Structural Dynamics 40:1571–89, 2011). However, the modal combination procedure used in the proposed method to take the higher mode effects into account is different. The NMP procedure generally encompasses two major steps. First, the structure is pushed using a conventional pushover procedure, namely the basic N2 method, the first-mode pushover analysis, or a pushover analysis with a triangular or a uniform load pattern, which mostly controls the responses at the lower part of the structures. Second, the modal story displacements and drifts computed based on the modal response analysis concept for all the modes of interest are algebraically added. These combined responses are normalized based on the predetermined target displacement. The final responses are the envelope of the results obtained from the two aforementioned steps. The approach used in the second step can preserve the signs of modal responses. Therefore, the effects of sign reversal due to the contribution of higher modes are included in the proposed method. Moreover, the NMP procedure mitigates the computational burden compared to nonlinear response history analysis or adaptive pushover procedures. In order to evaluate the accuracy of the proposed procedure in estimating the seismic demands of structures, it is applied to two sets of steel structures including three special moment frames (SMFs) with 6-, 12-, and 18-story heights, and a 12-story SMF with soft stories as the first set and the 9-, and 20-story SAC steel moment frames as the second set. Comparing the results of the NMP procedure with those obtained by the nonlinear response history analysis (NL-RHA) as the benchmark solution and two other pushover approaches, including a conventional first-mode-based pushover analysis and the extended N2 method, demonstrate the sufficiency of the NMP procedure in accurately estimating the global and local response quantities.

A simplified normalized multi-mode nonlinear static procedure (NMP) for seismic performance evaluation of building structures

Considering a common practical engineering structure, namely, a concrete-filled steel tube (CFST)-steel frame-core tube structure, the rigid connections between the steel beams and the columns/core...

https://www.tandfonline.com/doi/pdf/10.1080/13467581.2021.1908898

Shaking table test of a supertall building with hinged connections connecting a gravity load resisting system to a lateral force resisting system


 In this paper, the seismic behavior of existing reinforced concrete tall building is investigated by the linear and nonlinear dynamic analysis. The selected reinforced concrete structure was designed according to “Turkey Seismic Code-2007” (TEC-2007). A typical 41 story reinforced concrete building is designed. Turkey Building Earthquake Code-2018 (TBEC-2018) is utilized for evaluating the seismic performance of the selected building. Natural earthquake acceleration record selected and adjusted for compatibility with the adopted design spectrum, is used. A performance analysis according to the TBEC-2018 in a 41-story reinforced concrete shear wall-framed structure in Istanbul where active fault lines are located. The selected reinforced concrete shear wall unsymmetrical plan tall building is located in Istanbul, Turkey. The performance goals of the reinforced concrete shear wall structure are evaluated by applying procedures of the TBEC-2018 and nonlinear dynamic analysis. According to the Code, the reinforced concrete shear wall building is not expected to satisfy life safety performance levels under design earthquake.

/pdf/seismic-performance-of-a-high-rise-building-by-using-linear-ofbd3oil7r.pdf

Seismic Performance of a High-Rise Building by Using Linear and Non-Linear Methods

Various structural factors that contribute to damage during an earthquake are vertical irregularities, irregularities in strength and stiffness, mass irregularities, torsional irregularities, and so on. Over the past decade, performance-based design (PBD) procedures have become one of the most critical areas in earthquake engineering. The pushover procedure is divided into two parts; the first is the displacement target for the erected building. The target is the estimated displacement of the top of the building when exposed to the design earthquake excitation. Then a pushover analysis is carried out on the building until the top removal is equal to the target displacement. Second is the type of controlled force in which the total amount of force acting is estimated and applied to the structure, and analysis is carried out. The various performance levels for a building are expressed in terms of the base shear carried versus the roof displacement. If all the plastic hinges formed are within the CP limit, the structure is said to be safe. On the other hand, if the plastic hinge formed exceeds the CP limit, the structure is said to have collapsed. This paper proposes a 2D reinforced concrete frame with three models with variations of vertical irregularity. This paper aims to see the nonlinear behavior of reinforced concrete frames with vertical irregularities through the pushover method using SAP2000 software. Furthermore, the analysis results show that the skeleton is susceptible to increasing vertical irregularity. As the vertical irregularity increases, the percentage of the plastic hinge crossing the boundary increases. The analysis results also show that model 2 has better behavior.

/pdf/non-linear-behavior-of-reinforced-concrete-frame-structure-1nnepgds.pdf

Non-Linear Behavior of Reinforced Concrete Frame Structure with Vertical Irregularities

Combination model for conventional pushover analysis considering higher mode vibration effects

The utility model discloses a concrete combined shear wall, which comprises a concrete wall body and a plurality of PVC (polyvinyl chloride) concrete pipes, wherein the PVC concrete pipes are in separated arrangement along the length direction of the concrete wall body, the PVC concrete pipe is vertically buried into the concrete wall body, each concrete wall body at the two sides of a PVC concrete pipe array comprises a grid net formed by steel bars, and the two grid nets are connected through tensioning steel bars The concrete combined shear wall has the advantages that the self weight is low, the steel material consumption is low, the cost is lower, and in addition, the sufficient integral anti-seismic capability of the structure can be ensured

Concrete combined shear wall

The invention discloses a concrete composite shear wall and a construction method thereof. The concrete composite shear wall comprises a concrete wall body and a plurality of PVC (Poly Vinyl Chloride) concrete pipes which are separately arranged along the length direction of the concrete wall body and are vertically embedded into the concrete wall body; two grid nets formed by steel bars are respectively arranged in the concrete wall body in each of two sides of a PVC concrete pipe array; the two grid nets are connected with each other through steel tie bars. The concrete composite shear wall is low in self weight, low in consumption of steel and low in cost, and is capable of ensuring that the structure has enough overall earthquake resistance.

Concrete composite shear wall and construction method thereof

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Combination model for conventional pushover analysis considering higher mode vibration effects

Concrete combined shear wall

Concrete composite shear wall and construction method thereof