Numerical investigation of precast reinforced concrete beam–to–column joints by replaceable damper

Abstract

Keywords: Precast Concrete; Beam-to–Column steel joint; Replaceable damper; Numerical simulation; Finite Element Method

1. Introduction

The construction method of the precast specimens has increased widely by replacing them with the cast–in–sit reinforced concrete. Because of these significant advantages, which are the high quality of the specimen and making at the factories under traditional methods, with low cost. Also precast reinforced specimens could work even in the incompatible climate condition, and it has taken a little time for building, fewer workers need and has easily assembling possibility on-sit [1, 2]. Accordingly, the selec-

tion of the right technical method is very important for this aim. For the designer that’s very important to receive a resolution, which receives the specimen to required performance in situations of the load-bearing capacity, and ductility [3]. Using the damper could increase the energy dissipation capacity [4]. The two different types of beams– to–column joints were presented with Precast Seismic constructions methods [5]. In this study analysis has done by applying cyclic loading on the concrete beam and column joints, which column was reinforced by (I) steel, the failure was reined by the good performance of the beam,

*Corresponding author. *E-mail address: sepanta.naimi@altinbas.edu.tr Published by Yıldız Technical University Press, İstanbul, Türkiye This is an open access article under the CC BY-NC license (http://creativecommons.org/licenses/by-nc/4.0/).

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Figure 1. The type of connection between beam and column. also, the connection valency relates to the shear valency of the beam [6]. The experimental test showed the negligible residual displacement at joints of beam–to–column, that is effect of pre-stressing force presented by steel strands. Hence the new type of beam–to–column joint expanded [7, 8]. On the other hand, the economic situation for transportation is also one of the most substantial parameters in the constructions industry, so using precast concrete may be use for subway construction [9]. The damper with friction presented for energy dissipation, which joints are showed a good self–centering capacity. For improving the energy dissipation capacity and loading capacity of self– centering capacity of beam–to–column joint was applied the replaceable mild steel bars [10]. This investigation had been used two structures to investigate the reinforcement's costs and the materials were utilized in this test. by using the nonlinear method and Sta4Cad achieved that building was reinforced by shear wall and had been shown better performance than the jacketed one [11]. The bamboo–shaped energy dissipater was used to present the energy dissipation capacity of the precast specimens, that showed the good performance [12]. Many experiments conducted, which are illustrated excellent behavior in the self–centering capacity and without strength degradation. Most of the time welded steel plates are used in the precast components because the steel plate joints commonly are useful for the integration of precast concrete structures. More experiments are shown excellent behavior in the self–centering capacity and without strength degradation. Most of the precast components were used the welded steels, because of that the steel joints commonly are useful to the integration of precast concrete structures [13]. As well as investigated the self–centering joints by using friction dampers and it has presented them in the experimental research [14]. Using four different precast sample connections with rigid, pinned, semi-rigid and new type connection to test strength, ductility and stiffness, the new connection type performed well as a semi-rigid joint [15].

Figure 2. The damper shape. This paper has investigated the behavior of Precast Concrete beam–to–column steel joints by using the replaceable damper under cyclic loading procedure. The main efficiency of this simulation is comparing to the monolithic model. The easy construction, the stiffness amount, the plastic hinge, increasing the energy dissipation of them, the ductility, energy dissipation factor, and strength of the specimen have been tested.

Beam–to–column

The type of connection parts of the beam–to–column joint simulation is illustrated in Figure 1. The special-shaped replaceable dampers are designed for energy dissipation capacity, which is shown in Figure 2. The special-shaped beam connector applied for connecting the beam to the column and utilized the special-shaped column connector part, which are shown in Figure 3. They are fastened together by bolts. The reinforcement bars, stirrups employed for resisting concrete, and the steel gusset plates are used for resisting the column. The two special designed plates are used for covering the concrete inside of cavity of the special shaped beam connector, which is shown in Figure 4. The cross-section areas of the precast beam–to–column joint and RC frame are illustrated in Figure 5. The gusset plates are used to avoid from the damage in column. All the parts dimensions are shown in Table 1.

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The moment expending along of the beam spend and the bending moment of the beam next to the steel joints, MC1, and H steel at the free end MC2 [16]. MC1≤MCU1 MC2≤MCU2 The bending moment of concrete is shown by Mcu1 next to steel joints, and the bending moment of the concrete next to the H steel is shown by Mcu2 [16]. The bending moment of the proposed steel connection joint equation could be obtained with: Figure 3. The beam and column special shaped connectors.

Where L is the beam length, L1 is the connection steel joints length, L2 is the H steel length, and L3 is the concrete length without reinforcement and H steel [16]. The ultimate bending moment of the steel joint can receive by:

The dampers presented the bending moment of the steel joints after that, the ultimate bending moment in the damper's agreement with equation (5). In the tension and compression, the EDS of the dampers could be presented the bending moment capacity of the dampers [16].

Ai (i=1, 2, 3) is the DES area, Di (i=1, 2, 3) is the length between the DES, fi (i=1, 2, 3) is the stress at the EDS.

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ment at top of the column could be controlled by using the supported beam at the top of the column, and this supported beam is fixed by the reaction wall. The jack and anchorage parts is applied on the top of the column since the beam could be raised in the location. A 50 Ton actuator had been bounded in the strong floor to exert the cyclic loading at end surface of the beam.

4. Material Properties

The HRB400 steel used for reinforcement, and the Q345B, and Q235B was utilized for all steel parts and damper. The all-steels tension behavior tested [17]. The compressive strength of the concrete for the beam and the compressive strength of concrete for the column were tested [18]. All the materials were given in Table 2.

3. TEST STEP

The precast column boundary condition is located on the top and down by hinge support, and a 611 KN axial load is applied on the top of the column, which was equal to the 20% of the column bearing capacity. The displace-

A new precast beam–to–column joint was designed based on Geng et al. 2020 experimental models [19]. Also, the precast specimen compared with RC frame. The Z damper is applied in the PS-1 specimen, that is replaceable, and the concrete damages could be very slight. So, the damper could change after applying cyclic load. The same analysis can be done to obtain the characteristic of PS-1 joints as well. In this analysis the displacement-controlled loading has been used in every cyclic loading at this simulation. This procedure was repeated three times under displacement levels. The 5% drift amplitudes is shown in Figure 3. ±0.25%, ±0.5%, ±0.75%, ±1%, ±1.5%, ±2%, ±2.5%±0.3%, ±0.4%, and 0.5% respectively [20, 21].

Figure 5. (a) The cross-section area of the precast concrete beam to column, and (b) the RC frame.

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8. Conclusion

In this study the precast reinforced concrete beam–to– column joints with replaceable damper under cyclic loading has been studied. The precast specimen model with damper has shown a greater hysteric behavior than the RC frame.

1. The chord rotation of the PS-1 was 2.7% approximately,

and the RC-1 chord rotation was 2%, as well as the resistance of the PS-1 was increased than RC-1. 2. Therefore, the equivalent stiffness of the PS-1 specimen was not greater than the RC-1 frame. Because the damper has decreased the equivalent stiffness of the PS-1 specimen. The tangent stiffness of the PS-1 specimen has not been increased more than RC-1 specimens.

3. The analysis result is illustrated the good performance

of the Z-type damper with negligible deformation in the special-shaped strips of the Z-type damper after unloading. The Z type damper at the approximately 2.7% chord rotation wasn’t shown the fracture and big deformation on the strips.

Data Availability Statement

The authors confirm that the data that supports the findings of this study are available within the article. Raw data that support the finding of this study are available from the corresponding author, upon reasonable request.

Financial Disclosure

The authors declared that this study has received no financial support.

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