# Experimental Research on Seismic Performance of a New-Type of R/C Beam-Column Joints with End Plates

Authors: Shufeng Li; Qingning Li; Haotian Jiang; Hao Zhang; Lizhong Zhang
Journal: Shock and Vibration
 (2017)

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## Abstract

This paper presents a new-type of fabricated beam-column connections with end plates. The joint details are as follows: the concrete beams are connected to column by end plates and six high strength long bolts passing through the core area. In addition, in order to increase the stiffness and shear strength, stirrups are replaced by the steel plate hoop in the core zone. To examine the fail behavior of the fabricated beam-column connection specimens, a quasi-static test is conducted for nine full-scale models to obtain the hysteresis curves, skeleton curves, ductility, energy dissipation capacity, and other seismic indicators. The experimental results show that all specimens failed in bending in a malleable way with a beam plastic hinge and the hysteresis curves are excellently plump for the end plate connections. From the seismic indexes, the fabricated connection specimens exhibit better seismic performance, which can provide reference for the application of prefabricated frame structure in the earthquake area.


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## Body

## 1. Introduction

The advantages of prefabricated frame structure include simple construction, flexible arrangement, and green environmental protection, which fully reflects the industrial character of modern architecture. In the frame structure, the node plays the role of load transmission, which is the key part of the seismic of structure. The postearthquake investigation found that, in most cases, the collapse of the frame structure is caused by the failure of the node, which shows that the node connection performance reliability of the prefabricated structure is poorer, so their application has been limited in earthquake area. In order to improve the overall seismic performance of the assembly structure, we need to carry on deeper theoretical and experimental research on the assembly node. In recent years, a lot of researches were conducted and achieved notable results. Mao et al. [1] put forward a new combination of bolt end plate connection steel beam-reinforced concrete column node and conduct simulated seismic loading test; the results showed that the steel beam-reinforced concrete column composite joint with high strength bolted end plate was used as a new-type of joint, which has excellent seismic performance and excellent construction performance. A novel type of composite joint was presented by Wang and Zhang [2]; some quasi-static tests were performed on flush and extended end plate joints. These blind bolted end plate composite joints to concrete-filled thin-walled steel tubular (CFTST) columns exhibited favorable seismic behavior and energy dissipation capacity. Wu et al. [3] proposed a new design of bolted beam-to-column connections for concrete-filled steel tubes (CFT) and conducted a series of cyclic loading experiments. Experimental results showed that the bolted connections had superior seismic resistance in stiffness, strength, ductility, and energy dissipation mechanisms. From the domestic and foreign researches [4–12], it can be found that the end plate bolt connection applied in steel structure and composite structure has better seismic performance. At present, the researches on the application of end plate bolt connection in concrete structure are less, so the research of seismic performance for such node has practical significance. Besides, prestressed concrete has been widely used in the assembly structure because of its advantages. Some research on unbonded prestressed concrete is conducted by domestic and foreign scholars. The United States early launched a PRESS research program; the experimental study of unbonded prestressed frame joints was carried out [13]. The experimental results showed that the unbonded prestressed tendons can significantly reduce the damage degree of the core area in the case of large lateral displacement. The mechanical properties of unbonded prestressed concrete frame joints under low cyclic loading tests were studied by Dong et al. [14]; the results indicated that the unbonded prestressed concrete frame joints have good seismic performance, and the ductility and deformation recovery ability are better than the cast-in-place frame node. Experiments on two concrete joints and two prestressed concrete frame joints were conducted under low frequency cyclic loading by Fu et al. [15]; the results demonstrated that the residual deformation of prestressed concrete assembly frame joints is less than that of cast in situ concrete joints, and the cracking resisting capacity, stiffness, and deformation recovering capacity of the core joint regions of the assembled specimens are better. From the experimental research, the unbonded prestressed concrete structure has the advantages of strong deformation recovering capacity, better cracking resisting capacity, high stiffness, and ductility. At present, it has been adopted in multistorey and high-rise structures, such as Paramount Building, Guangdong International Building, New Century Building, and Nanjing TV Tower. Based on the research results of scholars from different countries and the concept of restricted concrete, a new-type of fabricated beam-column connections with end plates is proposed in this paper. The normal stirrups in the beam and column are replaced by high strength spiral hoop. The partially prestressed concrete beams are adopted in all specimens. For the convenience of construction, the end plate and anchor plate are welded together by groove welding; ordinary reinforcements used in the beam are vertically welded on the end plate by the pier head and prestressed reinforcements passing through anchor plate are anchored inside the end plate by nuts, which can be seen in Figure 1.Figure 1
Concrete structure of beam.
(a)
Connection type of end plate and anchor plate
(b)
Welding form of normal stirrups and end plate
(c)
Prestressed reinforcement arrangement form


## 2. Experimental Program

### 2.1. Specimens

A total of nine full-scale fabricated beam-column connection specimens are selected for the test investigation, where RC-01 is cast-in-place concrete joint. All specimens are expected to exhibit strong-column-weak-beam behavior [16]. Compared with specimens #PAN-05 and #PAN-06, double stirrup confined concrete beams are used in the specimens #PAN-07 and #PAN-08, and four longitudinal reinforcements with the diameter of 6 mm are arranged at the four corners of stirrup to fasten the outer stirrup framework, as shown in Figure 3. The diameter of Grade HTH1100 spiral stirrup used in the specimens is 5 mm. The size of end plate is 400 mm × 30 mm × 710 mm. Grade HTH1080 bolts with 27 mm diameter are used for all connections. Besides, stirrups are replaced by 4 mm thick steel plate hoop in the core zone. The size and details of all specimens are shown in Figure 2 and listed in Table 1, respectively.Table 1
Arrangement of reinforcement of specimen.
Specimen
Strength of concrete
Section type
Section size (mm)
Longitudinal reinforcement
Stirrup spacing (mm)
Stirrup encryption area (mm)
Column
C60
Rectangle
400 × 400
16Φ22HRB600
50
30
RC-01
C60
Rectangle
450 × 380
12Φ22HRB600
50
30
#PAN-01
C35
Rectangle
450 × 200
4Φ20HTH10804Φ18HRB400
110
90
#PAN-02
C35
50
40
#PAN-03
C35
60
50
#PAN-04
C35
70
60
#PAN-05
C35
90
70
#PAN-06
C35
100
80
#PAN-07
C35
90 (double stirrup)
70 (double stirrup)
#PAN-08
C35
100 (double stirrup)
80 (double stirrup)Figure 2
Size and reinforcement of specimens (unit: mm).
(a)
Size and reinforcement of #PAN-01~06 specimens
(b)
Size and reinforcement of #PAN-07~08 specimens
(c)
Size and reinforcement of RC-01 specimensFigure 3
Double stirrup arrangement form.


### 2.2. Material Properties

According to the standard for test method of mechanical properties on ordinary concrete [17], material tests of concrete and high-performance grouting material are performed. Test results indicate that the concrete compressive cube strengths of beam and column are 28 Mpa and 41.9 Mpa, respectively. The flexural strength of G-1 high strength grouting material is 3.02 Mpa and the compressive strength is 41 Mpa. Besides, the mechanical properties of longitudinal reinforcement and spiral stirrup are also tested. The test values are listed in Table 2. In addition, the tensile test is conducted for the pier head. The results demonstrate that damage cannot occur at the welded pier head of the ordinary reinforcement, as shown in Figure 4.Table 2
Indexes of reinforcement mechanical performance.
Material property
Diameter
5
6
10
18
20
27
Yield strength/Mpa
1111.01
540.64
376.62
447.85
1160
1120
Ultimate strength/Mpa
1336.7
681.98
560.17
630.72
1230
1180
Strength-yield ratio
1.20
1.26
1.49
1.41
1.06
1.05
Percentage elongation after fracture
1.2
8.24
10.36
12.47
12
14Figure 4
Pier head material test.


## 2.1. Specimens

A total of nine full-scale fabricated beam-column connection specimens are selected for the test investigation, where RC-01 is cast-in-place concrete joint. All specimens are expected to exhibit strong-column-weak-beam behavior [16]. Compared with specimens #PAN-05 and #PAN-06, double stirrup confined concrete beams are used in the specimens #PAN-07 and #PAN-08, and four longitudinal reinforcements with the diameter of 6 mm are arranged at the four corners of stirrup to fasten the outer stirrup framework, as shown in Figure 3. The diameter of Grade HTH1100 spiral stirrup used in the specimens is 5 mm. The size of end plate is 400 mm × 30 mm × 710 mm. Grade HTH1080 bolts with 27 mm diameter are used for all connections. Besides, stirrups are replaced by 4 mm thick steel plate hoop in the core zone. The size and details of all specimens are shown in Figure 2 and listed in Table 1, respectively.Table 1
Arrangement of reinforcement of specimen.
Specimen
Strength of concrete
Section type
Section size (mm)
Longitudinal reinforcement
Stirrup spacing (mm)
Stirrup encryption area (mm)
Column
C60
Rectangle
400 × 400
16Φ22HRB600
50
30
RC-01
C60
Rectangle
450 × 380
12Φ22HRB600
50
30
#PAN-01
C35
Rectangle
450 × 200
4Φ20HTH10804Φ18HRB400
110
90
#PAN-02
C35
50
40
#PAN-03
C35
60
50
#PAN-04
C35
70
60
#PAN-05
C35
90
70
#PAN-06
C35
100
80
#PAN-07
C35
90 (double stirrup)
70 (double stirrup)
#PAN-08
C35
100 (double stirrup)
80 (double stirrup)Figure 2
Size and reinforcement of specimens (unit: mm).
(a)
Size and reinforcement of #PAN-01~06 specimens
(b)
Size and reinforcement of #PAN-07~08 specimens
(c)
Size and reinforcement of RC-01 specimensFigure 3
Double stirrup arrangement form.


## 2.2. Material Properties

According to the standard for test method of mechanical properties on ordinary concrete [17], material tests of concrete and high-performance grouting material are performed. Test results indicate that the concrete compressive cube strengths of beam and column are 28 Mpa and 41.9 Mpa, respectively. The flexural strength of G-1 high strength grouting material is 3.02 Mpa and the compressive strength is 41 Mpa. Besides, the mechanical properties of longitudinal reinforcement and spiral stirrup are also tested. The test values are listed in Table 2. In addition, the tensile test is conducted for the pier head. The results demonstrate that damage cannot occur at the welded pier head of the ordinary reinforcement, as shown in Figure 4.Table 2
Indexes of reinforcement mechanical performance.
Material property
Diameter
5
6
10
18
20
27
Yield strength/Mpa
1111.01
540.64
376.62
447.85
1160
1120
Ultimate strength/Mpa
1336.7
681.98
560.17
630.72
1230
1180
Strength-yield ratio
1.20
1.26
1.49
1.41
1.06
1.05
Percentage elongation after fracture
1.2
8.24
10.36
12.47
12
14Figure 4
Pier head material test.


## 3. Test Loading Device and History

In this test, pseudo static cyclic loading is used and loading method of column end is adopted. The schematic diagram of loading device is shown in Figure5. The test setup consists of a 100 T horizontal actuator applied at the column end and a 500 kN capacity hydraulic jack positioned vertically at the top of column. All specimens are subjected to an constant axial load of 800 kN at the top of the column through the hydraulic jack placed on the column top. Based on the Specification of Test Methods for Earthquake Resistant Building [18], the mixed load method of load and displacement is used in this test. The load-control is adopted and repeated once at each control point before the specimens yielded. The displacement control is used and repeated three times after the specimens yielded.Figure 5
Schematic view of the loading device.


## 4. Analysis on Test Results

### 4.1. Test Process

Under the action of low frequency cyclic loading, the shear failure occurs in the core area of the RC-01 because of the fault of the design, and the bending failure of beam end occurs to the #PAN series test specimen of monolayer stirrup with the similar destruction process. When the cracking load is reached, the vertical bending cracks appear in the beam region close to the core area, the crack width is about 0.05 mm, and it is completely closed after unloading. As the load increases, there are more cracks, whose length and width increase constantly with the oblique trend, and the distribution range gradually spreads away from the core zone. When reaching the yield load, the width of maximum crack is about 0.2 mm. In the stage of displacement control, the concrete protective layer falls off, but the concrete internal damage is not serious, which shows that the specimens have good deformation performance. When the horizontal displacement reaches about 150 mm, the bearing capacity of the joint decreases to 85% of the peak load, and the specimens have a visible plastic hinge destruction zone, and the test is stopped. The failure modes of double-layer stirrup specimens #PAN-07 and #PAN-08 and monolayer stirrup specimens are basically identical. The cracking load and ultimate load of the double ring specimen are relatively high; double ring specimens have small damage region at the same time; the main reason is that outer stirrup can better restrain concrete cover, which indicates that double-layer stirrups have a remarkable impact on concrete core. During the whole process of the test, there is no sign of separation between the end plate and the column and no buckling occurring to the end plate. The node core zone is in the state of three-dimensional stress under the restraint of steel plate hoop and there is no shear failure as well as slippage happening. After the test, it is found that the concrete cover of the joint core area is shed, but there are no obvious cracks inside the concrete, which can be seen in Figure6. No fracture and sealing off occur at the pier head between nonprestressed reinforcement and end plate. In addition, for specimen #PAN-02, slippage occurs to the pedestal during the loading because of the equipment problems, positive displacement, and negative displacement are asymmetric. Later, equipment is set again and reinforcing specimen is loaded again. For #PAN-06 and #PAN-07, in the load process, the prestressed tendons are separated from the nuts at 1Δy and 4Δy, respectively, where Δy is the yield displacement, for which the main reason is the fact that the length of the thread between prestressed reinforcement and nut is not enough. Compared with other test specimens, the specimens are suggested keeping at least three threads. Figure 7 shows the final damage state of different test specimens.Figure 6
Internal damage state of node core area.Figure 7
Specimens ultimate failure modes.
(a)
#PAN-01 ultimate failure diagram
(b)
#PAN-02 ultimate failure diagram
(c)
#PAN-03 ultimate failure diagram
(d)
#PAN-04 ultimate failure diagram
(e)
#PAN-05 ultimate failure diagram
(f)
#PAN-06 ultimate failure diagram
(g)
#PAN-07 ultimate failure diagram
(h)
#PAN-08 ultimate failure diagram
(i)
RC-01 ultimate failure diagram


### 4.2. Hysteresis Curve

The recorded force-displacement hysteresis curves for all specimens are shown in Figure8. The hysteresis curve of the RC-01 shows a certain pinch phenomenon because the shear failure occurs in the core area. However, the specimen has a certain bearing capacity after falling off of concrete cover and there is no phenomenon of mutation of bearing capacity, which indicates that high strength spiral stirrups can provide a better constraint effect for concrete core. For the fabricated node specimens, during the initial loading, the hysteretic curves are in the elastic stage and there are hardly residual deformations after unloading. With the cyclic increasing, the vertical bending cracks appear in the beam end; however because of the influence of the prestressed reinforcement, residual deformations are very small corresponding to unloading. After the nonprestressed reinforcement yielded, the following hysteresis curve is carried out under displacement control; there is no obvious bearing capacity drop in the cycles of the same displacement and the hysteresis loop is plump and stable, so the specimens have good energy dissipation capacity. When the specimens are close to failure, the bearing capacity has no obvious decrease after reaching the peak point; the main reason is that, under the constraint of the high strength spiral stirrup, the internal core concrete on the beam end can still bear a certain load. From the cyclic curves of #PAN-07 and #PAN-08, the force-displacement hysteresis curves are plump; the specimens exhibit higher bearing capacity and better seismic performance.Figure 8
P
-
Δ curve of specimens.
(a)
#PAN-01
(b)
#PAN-02
(c)
#PAN-03
(d)
#PAN-04
(e)
#PAN-05
(f)
#PAN-06
(g)
#PAN-07
(h)
#PAN-08
(i)
RC-01


### 4.3. Skeleton Curve

The skeleton curve derived from the hysteresis curve is a valuable tool for quantifying seismic performance index. Figure9 shows the backbone curves of all test specimens. As can be seen from Figure 9, the skeleton curves of all fabricated node specimens show the same tendency. The backbone curves increase linearly before the specimens yielded. Under the control of large displacement, there is no obvious bearing capacity degeneration and the limit displacement point is far away from the yield displacement point, which shows that the assembly joint has good deformation performance [19]. There is no big difference among the limit bearing capacity of the specimens; the main reason is that the final failure modes of all fabricated specimens are beam end bending failure instead of shear failure, which shows that the high strength spiral stirrup can better confine concrete and greatly improve the shear bearing capacity of the cross section. Conclusion can be made from skeleton curves of #PAN-07 and #PAN-08 that double-layer spiral stirrups used in the beam have remarkable influences on the bearing capacity.Figure 9
Skeleton curve of specimens.


### 4.4. Stiffness Degeneration

Stiffness degeneration refers to the phenomenon that the horizontal lateral resistant force decreases as the number of cycle goes up while maintaining the same peak displacement. The beam-column node is the key of the structural force transmission, whose degree of stiffness degeneration has a great influence on the overall structure seismic performance. The stiffness degeneration of the structural member can be obtained by the coefficient of bearing capacity decrease, which can be seen in (1), where Pji is the load value under the ith cycle when the relative lateral displacement Δ/Δy is j; Pj1 is the maximum load when Δ/Δy is j. (1)λi=PjiPj1.Figure10 presents the stiffness degeneration of prefabricated joints, where Δy is the displacement corresponding to the yield load; it can be seen that the prefabricated nodes have a longer horizontal branch after the test specimens yielded. When approaching damage, the cracks of the beam end plastic hinge region develop fully, the concrete protective layer falls off, and the strength decreases greatly. However, the stiffness degeneration coefficient of the specimens is beyond 0.9 and the specimens can bear certain load when destruction happens, which can play a better seismic behavior.Figure 10
Strength degradation curve of specimens.


### 4.5. Ductility Capacity

Ductility capacity is an important parameter for evaluating structure seismic capacity.The ductility coefficientμ is defined as the ratio of limit displacement Δu to yielding displacement Δy; the ultimate displacement is the corresponding displacement values when the bearing capacity drops to 85% of peak value, and the yield displacement is determined according to equivalent energy method [20]. The ductility coefficients of the specimens are shown in Table 3.Table 3
Load characteristic values and displacement ductility of specimens.
Specimen number
Yield loadPy/kN
Yield displacementΔy/mm
Limit loadPu/kN
Ultimate displacementΔu/mm
Ductility factorμ
RC-01
Front
193.07
36.26
227.02
132.91
3.67
Back
-
194.51
-
38.39
-
232.22
-
134.07
3.49
#PAN-01
Front
178.17
52.88
238.57
143.67
2.73
Back
-
181.16
-
50.84
-
256.12
-
141.66
2.79
#PAN-02
Front
164.75
53.15
230.93
141.13
2.66
Back
-
180.91
-
50.24
-
233.97
-
146.83
2.92
#PAN-03
Front
175.72
48.26
234.51
149.47
3.10
Back
-
185.20
-
57.05
-
247.91
-
145.67
2.55
#PAN-04
Front
180.63
55.23
242.66
148.54
2.69
Back
-
160.56
-
42.21
-
211.84
-
141.47
3.35
#PAN-05
Front
175.01
54.47
232.70
146.39
2.69
Back
-
167.47
-
47.66
-
237.11
-
142.75
3.00
#PAN-07
Front
-
201.46
50.30
255.515
145.12
2.89
Back
-
199.78
-
53.76
-
254.04
-
140.85
2.62
#PAN-08
Front
199.06
56.06
269.87
142.04
2.53
Back
-
192.31
-
53.19
-
258.73
-
139.86
2.63From Table3, the ductility coefficient of the prefabricated nodes is between 2.5 and 3.4 and the previous test’s ductility coefficient of the cast in situ reinforced concrete frame node is around 2.0 and 5.5 [21, 22]. In this test, the ductility coefficients of the prefabricated nodes are in the scope, showing the prefabricated joint has good deformation. Although the shear failure occurs in node core area, RC-01 exhibits better ductility under the constraint of high strength spiral stirrup, which demonstrates that the high strength spiral stirrup has a satisfactory effect on concrete.


### 4.6. Energy Dissipation

When the structure enters the elastic-plastic stage, the component’s energy dissipating capacity determines the seismic performance of the structure to a great extent and in the test, how much energy the component can be absorbed is reflected by the area surrounded by load-displacement curve. In this paper, the component’s energy dissipation is evaluated by equivalent viscous coefficienthe. The calculation formulas of equivalent viscous coefficient can be seen in (2), where SABCD is the area of hysteretic loop; SOBE and SODF are areas within OBE and ODF, as shown in Figure 11.(2)he=12πSABCDSOBE+SODF.Figure 12 shows the equivalent viscous damping coefficient of all specimens; during the initial loading, the prefabricated node is in the elastic stage; it has good deformation restoring capacity and smaller energy consumption. After the nonprestressed reinforcement yielded, the residual deformation appears and equivalent viscous coefficient increases obviously. The equivalent viscous coefficient of the cast-in-place concrete node is about 0.10 when reaching peak load [23]. The equivalent viscous coefficient of each prefabricated node is between 0.22 and 0.24, showing that the energy consumption capacity of the prefabricated node is superior to standard test specimens of the cast in situ concrete. For the double stirrup specimens, there is bigger energy consumption capacity and its equivalent viscous coefficient is about 0.27.Figure 11
Hysteresis loop energy.Figure 12
Equivalent viscous damping coefficient.


## 4.1. Test Process

Under the action of low frequency cyclic loading, the shear failure occurs in the core area of the RC-01 because of the fault of the design, and the bending failure of beam end occurs to the #PAN series test specimen of monolayer stirrup with the similar destruction process. When the cracking load is reached, the vertical bending cracks appear in the beam region close to the core area, the crack width is about 0.05 mm, and it is completely closed after unloading. As the load increases, there are more cracks, whose length and width increase constantly with the oblique trend, and the distribution range gradually spreads away from the core zone. When reaching the yield load, the width of maximum crack is about 0.2 mm. In the stage of displacement control, the concrete protective layer falls off, but the concrete internal damage is not serious, which shows that the specimens have good deformation performance. When the horizontal displacement reaches about 150 mm, the bearing capacity of the joint decreases to 85% of the peak load, and the specimens have a visible plastic hinge destruction zone, and the test is stopped. The failure modes of double-layer stirrup specimens #PAN-07 and #PAN-08 and monolayer stirrup specimens are basically identical. The cracking load and ultimate load of the double ring specimen are relatively high; double ring specimens have small damage region at the same time; the main reason is that outer stirrup can better restrain concrete cover, which indicates that double-layer stirrups have a remarkable impact on concrete core. During the whole process of the test, there is no sign of separation between the end plate and the column and no buckling occurring to the end plate. The node core zone is in the state of three-dimensional stress under the restraint of steel plate hoop and there is no shear failure as well as slippage happening. After the test, it is found that the concrete cover of the joint core area is shed, but there are no obvious cracks inside the concrete, which can be seen in Figure6. No fracture and sealing off occur at the pier head between nonprestressed reinforcement and end plate. In addition, for specimen #PAN-02, slippage occurs to the pedestal during the loading because of the equipment problems, positive displacement, and negative displacement are asymmetric. Later, equipment is set again and reinforcing specimen is loaded again. For #PAN-06 and #PAN-07, in the load process, the prestressed tendons are separated from the nuts at 1Δy and 4Δy, respectively, where Δy is the yield displacement, for which the main reason is the fact that the length of the thread between prestressed reinforcement and nut is not enough. Compared with other test specimens, the specimens are suggested keeping at least three threads. Figure 7 shows the final damage state of different test specimens.Figure 6
Internal damage state of node core area.Figure 7
Specimens ultimate failure modes.
(a)
#PAN-01 ultimate failure diagram
(b)
#PAN-02 ultimate failure diagram
(c)
#PAN-03 ultimate failure diagram
(d)
#PAN-04 ultimate failure diagram
(e)
#PAN-05 ultimate failure diagram
(f)
#PAN-06 ultimate failure diagram
(g)
#PAN-07 ultimate failure diagram
(h)
#PAN-08 ultimate failure diagram
(i)
RC-01 ultimate failure diagram


## 4.2. Hysteresis Curve

The recorded force-displacement hysteresis curves for all specimens are shown in Figure8. The hysteresis curve of the RC-01 shows a certain pinch phenomenon because the shear failure occurs in the core area. However, the specimen has a certain bearing capacity after falling off of concrete cover and there is no phenomenon of mutation of bearing capacity, which indicates that high strength spiral stirrups can provide a better constraint effect for concrete core. For the fabricated node specimens, during the initial loading, the hysteretic curves are in the elastic stage and there are hardly residual deformations after unloading. With the cyclic increasing, the vertical bending cracks appear in the beam end; however because of the influence of the prestressed reinforcement, residual deformations are very small corresponding to unloading. After the nonprestressed reinforcement yielded, the following hysteresis curve is carried out under displacement control; there is no obvious bearing capacity drop in the cycles of the same displacement and the hysteresis loop is plump and stable, so the specimens have good energy dissipation capacity. When the specimens are close to failure, the bearing capacity has no obvious decrease after reaching the peak point; the main reason is that, under the constraint of the high strength spiral stirrup, the internal core concrete on the beam end can still bear a certain load. From the cyclic curves of #PAN-07 and #PAN-08, the force-displacement hysteresis curves are plump; the specimens exhibit higher bearing capacity and better seismic performance.Figure 8
P
-
Δ curve of specimens.
(a)
#PAN-01
(b)
#PAN-02
(c)
#PAN-03
(d)
#PAN-04
(e)
#PAN-05
(f)
#PAN-06
(g)
#PAN-07
(h)
#PAN-08
(i)
RC-01


## 4.3. Skeleton Curve

The skeleton curve derived from the hysteresis curve is a valuable tool for quantifying seismic performance index. Figure9 shows the backbone curves of all test specimens. As can be seen from Figure 9, the skeleton curves of all fabricated node specimens show the same tendency. The backbone curves increase linearly before the specimens yielded. Under the control of large displacement, there is no obvious bearing capacity degeneration and the limit displacement point is far away from the yield displacement point, which shows that the assembly joint has good deformation performance [19]. There is no big difference among the limit bearing capacity of the specimens; the main reason is that the final failure modes of all fabricated specimens are beam end bending failure instead of shear failure, which shows that the high strength spiral stirrup can better confine concrete and greatly improve the shear bearing capacity of the cross section. Conclusion can be made from skeleton curves of #PAN-07 and #PAN-08 that double-layer spiral stirrups used in the beam have remarkable influences on the bearing capacity.Figure 9
Skeleton curve of specimens.


## 4.4. Stiffness Degeneration

Stiffness degeneration refers to the phenomenon that the horizontal lateral resistant force decreases as the number of cycle goes up while maintaining the same peak displacement. The beam-column node is the key of the structural force transmission, whose degree of stiffness degeneration has a great influence on the overall structure seismic performance. The stiffness degeneration of the structural member can be obtained by the coefficient of bearing capacity decrease, which can be seen in (1), where Pji is the load value under the ith cycle when the relative lateral displacement Δ/Δy is j; Pj1 is the maximum load when Δ/Δy is j. (1)λi=PjiPj1.Figure10 presents the stiffness degeneration of prefabricated joints, where Δy is the displacement corresponding to the yield load; it can be seen that the prefabricated nodes have a longer horizontal branch after the test specimens yielded. When approaching damage, the cracks of the beam end plastic hinge region develop fully, the concrete protective layer falls off, and the strength decreases greatly. However, the stiffness degeneration coefficient of the specimens is beyond 0.9 and the specimens can bear certain load when destruction happens, which can play a better seismic behavior.Figure 10
Strength degradation curve of specimens.


## 4.5. Ductility Capacity

Ductility capacity is an important parameter for evaluating structure seismic capacity.The ductility coefficientμ is defined as the ratio of limit displacement Δu to yielding displacement Δy; the ultimate displacement is the corresponding displacement values when the bearing capacity drops to 85% of peak value, and the yield displacement is determined according to equivalent energy method [20]. The ductility coefficients of the specimens are shown in Table 3.Table 3
Load characteristic values and displacement ductility of specimens.
Specimen number
Yield loadPy/kN
Yield displacementΔy/mm
Limit loadPu/kN
Ultimate displacementΔu/mm
Ductility factorμ
RC-01
Front
193.07
36.26
227.02
132.91
3.67
Back
-
194.51
-
38.39
-
232.22
-
134.07
3.49
#PAN-01
Front
178.17
52.88
238.57
143.67
2.73
Back
-
181.16
-
50.84
-
256.12
-
141.66
2.79
#PAN-02
Front
164.75
53.15
230.93
141.13
2.66
Back
-
180.91
-
50.24
-
233.97
-
146.83
2.92
#PAN-03
Front
175.72
48.26
234.51
149.47
3.10
Back
-
185.20
-
57.05
-
247.91
-
145.67
2.55
#PAN-04
Front
180.63
55.23
242.66
148.54
2.69
Back
-
160.56
-
42.21
-
211.84
-
141.47
3.35
#PAN-05
Front
175.01
54.47
232.70
146.39
2.69
Back
-
167.47
-
47.66
-
237.11
-
142.75
3.00
#PAN-07
Front
-
201.46
50.30
255.515
145.12
2.89
Back
-
199.78
-
53.76
-
254.04
-
140.85
2.62
#PAN-08
Front
199.06
56.06
269.87
142.04
2.53
Back
-
192.31
-
53.19
-
258.73
-
139.86
2.63From Table3, the ductility coefficient of the prefabricated nodes is between 2.5 and 3.4 and the previous test’s ductility coefficient of the cast in situ reinforced concrete frame node is around 2.0 and 5.5 [21, 22]. In this test, the ductility coefficients of the prefabricated nodes are in the scope, showing the prefabricated joint has good deformation. Although the shear failure occurs in node core area, RC-01 exhibits better ductility under the constraint of high strength spiral stirrup, which demonstrates that the high strength spiral stirrup has a satisfactory effect on concrete.


## 4.6. Energy Dissipation

When the structure enters the elastic-plastic stage, the component’s energy dissipating capacity determines the seismic performance of the structure to a great extent and in the test, how much energy the component can be absorbed is reflected by the area surrounded by load-displacement curve. In this paper, the component’s energy dissipation is evaluated by equivalent viscous coefficienthe. The calculation formulas of equivalent viscous coefficient can be seen in (2), where SABCD is the area of hysteretic loop; SOBE and SODF are areas within OBE and ODF, as shown in Figure 11.(2)he=12πSABCDSOBE+SODF.Figure 12 shows the equivalent viscous damping coefficient of all specimens; during the initial loading, the prefabricated node is in the elastic stage; it has good deformation restoring capacity and smaller energy consumption. After the nonprestressed reinforcement yielded, the residual deformation appears and equivalent viscous coefficient increases obviously. The equivalent viscous coefficient of the cast-in-place concrete node is about 0.10 when reaching peak load [23]. The equivalent viscous coefficient of each prefabricated node is between 0.22 and 0.24, showing that the energy consumption capacity of the prefabricated node is superior to standard test specimens of the cast in situ concrete. For the double stirrup specimens, there is bigger energy consumption capacity and its equivalent viscous coefficient is about 0.27.Figure 11
Hysteresis loop energy.Figure 12
Equivalent viscous damping coefficient.


## 5. Conclusion

A new-type of fabricated beam-column connection with end plates is presented. To investigate the seismic behavior of the prefabricated node, a quasi-static test is conducted for nine real-size beam-column connections. From the experimental results, the following conclusions can be drawn.(1)
From the seismic performance indices such as strength, ductility factor, and energy dissipation capacity, the strength degradation of the fabricated joint is not obvious, and the joint proposed in this paper exhibits favorable ductility and energy dissipation capacity.(2)
Under the constraint of the double-layer stirrup, #PAN-07 and #PAN-08 have larger bearing capacity, ductility, and energy dissipation capacity. When the plastic hinge failure appears in the beam end, the damage area is small and drop-out of concrete protective layer is not serious. So it is suggested that the double-layer stirrup can be arranged in the hinge region to improve the seismic performance of the structure.(3)
In this test, there are no fracture and sealing off in the weld pier head used in between ordinary reinforcement and end plate, so this connection form can achieve the purpose of force transmission under the action of load, which can be applied in practical engineering.



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*Source: 3823469-2017-05-04.xml*