# Shaking Table Test of High Pier and Small Radius Curved Bridge under Multi-point Excitation

Authors: Lei Yan; Guo Li; Kang An; Kefeng Yue; Zhi Lin
Journal: Advances in Civil Engineering
 (2021)

---

## Abstract

The non-uniform stratum and uneven surface have the complicated seismic spatial variability. The seismic response of high pier and small radius curved bridge caused by the seismic specificity of this kind of terrain has not been systematically studied. According to the multi-point excitation theory of long-span structures and the similar theory of shaking table test in model structures, a high pier with small radius curved girder bridge was used as the research object. The shaking table test of real bridge model was carried out to study the seismic response laws of this kind of bridge under multi-point excitation. The results show that the designed seismic wave expansion device can meet the test requirements. The frequency of the model structure decreases rapidly and the damping ratio increases during the whole test process. The local terrain effect amplifies the seismic response of high pier and small radius curved bridge. The seismic response of high pier and small radius curved bridge is affected by different frequency spectrum seismic waves, and there is a big difference. Based on the above results, the impact of multi-point excitation should be considered in seismic design of high pier with small radius curved bridge.


---

## Body

## 1. Introduction

High pier and small radius curves bridge has the advantages of strong terrain adaptability and less restrictions by the surrounding environment and traffic routes. Therefore, it can better achieve traffic interconnection in all directions, ensure smooth traffic routes, and improve urban traffic tension. At present, with the development of material properties and construction technology, curved bridges are developing towards higher and larger spans. However, the load on a curved bridge during an earthquake is actually a movement of the support over time. For structures with large spatial distribution, the ground motions at different points in the structural scale range during the same earthquake are different, and the amplitudes of the seismic waves at each pier may be different, and even the wave forms may vary. As a result, it caused high pier bridge with small radius curves to have the significant bending and torsional coupling effects and complex internal force distribution. Therefore, it is necessary to carry out multi-point incentive research for this kind of bridge.Cheng et al. [1] conducted a shaking table test of the scale model of the bridge based on a prototype of an interchange bridge damaged in the San Fernando earthquake. The seismic performance and the dynamic response of the structure at the expansion joint were studied. Fan [2] conducted long-term monitoring and tests on a curved bridge to study structural frequency changes and structural torsion effects. Gomez et al. [3] analyzed the influence of the input mode of ground motion, the restraint form of pier and beam, and the change of span on the seismic response of the small radius curve bridge. Yan et al. [4–6] carried out shaking table tests on various forms of curved bridges, studied the damage and failure modes of curved bridges under earthquake, and discussed the pounding response law of curved bridges under earthquake. The literature [7, 8] studied the influence of local irregular topography on ground motion when Rayleigh waves propagate and pointed out that Rayleigh waves have a significant amplification effect on solitary process topography. It is clearly pointed out in [9] that the seismic excitation received at the supporting point of a long-span structure within 50 m may be quite different.Zhang et al. [10] conducted a shaking table test on a bridge with a small radius curve considering the dynamic interaction between pile-soil and bridge structure, obtained the vibration response law of pile-soil and structure system, and discussed the failure characteristics and failure modes of the bridge. Lupoi et al. [11] conducted theoretical and experimental studies on the seismic response of long-span bridge structures under multi-point excitation and the results show that the seismic response of long-span bridge structures is closely related to the input mode of seismic waves and the site characteristics of the bridge supporting points. Wang et al. [12, 13] conducted a shaking table test on a long-span continuous rigid frame bridge and studied the seismic response law of the bridge structure under local site effect and multi-point excitation. Liu et al. [14, 15] studied the multi-point excitation failure mode of bridges across V-shaped canyons, explored the impact of spatial effects of ground motions on structures in rough terrain, and analyzed the influential factors of the frequency characteristics of ground motions in such terrains in detail. Xie et al. [16] carried out the shaking table test of multi-point excitation on the whole model of pile-soil-bridge and studied the influence of multi-point excitation on the seismic response of the structure.In summary, researchers have carried out some theoretical and experimental studies on the influence of the seismic response of bridge under multi-point excitation, but it is rare to study the dynamic response laws of high pier bridge with small radius curves considering the local site effect. Based on this, a 1/20 scale ratio high pier bridge with small radius curves test model has been designed and produced. Combined with the basic principles of structural dynamics, a seismic wave expansion device to achieve multi-point excitation in a single shaking table test has been designed and manufactured, and it was used to complete the shaking table test for a high pier and small radius curved bridge under multi-point excitation. The dynamic characteristics of high pier and small radius curved bridge under multi-point excitation, the relationship between seismic intensity, dynamic change factor and pier displacement response, the influence of local terrain effect on the overall response of curved bridge structure, and the law of pier strain response are studied in this paper. Through the study of this paper, it is expected to provide some theoretical reference for the seismic design theory of high pier and small radius curve bridge structure and related code research.


## 2. Research on Multi-Point Excitation Theory

Due to the different site and soil conditions where the bridge foundation is located, the characteristics of the seismic wave when it reaches each pier foundation are different in the actual vibration process of the bridge. Therefore, when analyzing the seismic response of long-span bridge structure, we should consider the influence of local terrain effect on the dynamic response of the structure caused by the input seismic wave excitation difference at each support point especially.In this paper, the dynamic change factora is defined to represent the change degree of local topographic effect on seismic amplitude. The value of this factor is related to the site characteristics and complexity of the structure. The motion equation of the structure under multi-point excitation is as follows [6]:(1)MjjMjzMzjMzzX¨jX¨z+CjjCjzCzjCzzX˙jX˙z+KjjKjzKzjKzzXjXz=0Pz,where the lower corner marks j and z represent the superstructure node and support node of the bridge, respectively. X, X˙, and X¨ are the absolute displacement, absolute velocity, and absolute acceleration vectors of each node of the bridge structure under seismic excitation respectively. M, C, and K are the mass matrix, damping matrix, and stiffness matrix of the bridge structure respectively. Pz is the seismic input load vector by the support node, which should include the seismic load of different supports.In order to facilitate internal force analysis of the structure, displacements of each node of the structure are decomposed as(2)XjXz=XjsXzs+Xjd0,where Xjs is the quasi-static displacement caused by the displacement of the bearing joint and Xjd is the quasi-dynamic displacement caused by the acceleration of the bearing. Ignoring all the dynamic terms, the first line of equation (1) can be expanded as(3)KjjXjs+KjzXzs=0.After changing equation (3), we can get(4)Xjs=−Kjj−1KjzXzs,where γ=Kjj−1Kjz is called quasi-static modal matrix, which represents the displacement of the superstructure caused by static displacement of the support.It is assumed that the damping force of the structure is only related to the relative velocity of the structure, andMjz = 0 when centralized mass models. Substituting equation (5) into equation (2), the first line is expanded into(5)MjjX¨jd+CjjX˙jd+KjjXjd=−MjjγX¨z.The above formula is the dynamic equation of the bridge structure under the condition of multi-point excitation.


## 3. Experimental Design

### 3.1. Design of Multi-Point Excitation Expansion Device with Single Shaking Table Test

To carry out non-uniform excitation test for irregular curved bridges due to their complicated stress and significant coupling effect of bending and torsion is necessary. It has been pointed out that the multi-point excitation analysis of seismic response should be considered when the bridge structure has many spans and long spans, uneven distribution of longitudinal mass, stiffness and linear shape of the bridge, large difference of adjacent pier height, large central angle and skew angle of curved bridge and inclined bridge, and irregular bridge with isolation bearing and damper.In this paper, based on the basic principle of structural dynamics and considering the requirements of actual test, an expansion device for realizing multi-point excitation with a single vibration table is made through theoretical analysis. The basic theory has been related to theoretical derivation in literature [5], which will not be repeated here. The device is composed of Q345 channel steel, angle steel, HRB335 steel bars with a diameter of 22 mm, high-strength bolts, steel plates, and universal wheels, etc. The design diagram and physical model of the extension device are shown in Figure 1.Figure 1
The expansion device. (a) The physical diagram of expansion device. (b) The design diagram of expansion device.
(a)(b)


### 3.2. Similarity Ratio of Model

According to the bearing capacity and geometric size of the shaking table, as well as the limited conditions such as test site, the geometric similarity ratio of the model is 1/20. Considering the effect of model gravity acceleration, the output capacity of shaking table, and the realization of artificial counterweight, the model acceleration similarity ratio is 2.5. In addition, the elastic modulus similarity ratio of the model concrete and steel is 0.64, and the remaining similarity ratio is derived from the three above basic similarity ratios. The similarity ratio of the experimental model is shown in Table1.Table 1
Similar constants.
PropertiesPhysical quantityDimensionSimilitude functionSimilitude parameterGeometricLength(L)Sl1/20Material propertiesElastic modulus(FL)−2SE1/1.57Strain—Sσ/SE1Stress(FL)−2Sσ= SE1/1.57Mass(F/LT)−2SσSl2/Sa1/1570Density(FL)−3Sσ/(SaSl)5.10Load performanceThe force(FL)−2SσSl21/628Dynamic propertiesTime(T)Sl0.5Sa−0.51/7.07Acceleration(LT)−2Sa2.5


### 3.3. Design of the Experimental Model

The shaking table test model for this experimental is a reinforced concrete high pier and small radius curved bridge with a scale ratio of 1 : 20. The example curved bridge is composed of circular curve + transition curve + transition curve + circular curve, and the length of each section is 18.65 m + 20m + 20 m + 18.65 m, respectively. The span combination is 2 × 35.7 m, the straight line length of the bridge is 71.4 m, the curve length is 77.3 m, and the pier height is 30 m. Part of the structure is a box girder with equal cross section, the pier is a rectangular single pier section, and the bottom and top of the pier are provided with 2.5 m solid sections. The layout of the model is shown in Figure2. The main girder of the model is an equal-section with single-box and single-chamber box girder, the girder height is 10 cm, and the wall thickness of box girder is 2.5 cm. The model bridge has hollow pier, and the height of pier is 155 cm. The high of solid section is 23 cm set at the top and bottom of the pier, and the wall of the hollow section is 5 cm. In order to meet with the anti-overturning demand of the irregular curved bridge, two anti-torsion supports were set at the top of the three piers, which were directly placed between the piers and the box girder.Figure 2
Experimental model.In shaking table test, the accuracy and visibility of test results are directly affected by the correctness of model material selection. The bridge span is 2 × 35.7 m, bridge straight line length is 71.4 m, and the curve length is 77.3 m, with 30 m high pier, the upper structure of cross section of box girder, such as piers for rectangular single pier cross section, with 2.5 m solid pier top and bottom section. The longitudinal reinforcement of model pier and girder is HRB335 ribbed bar with diameter of 6 mm, and the stirrup is HPB300 plain round bar with diameter of 6 mm. The spacing of stirrups was designed as 6 cm. The reinforcement skeleton of piers and girder is shown in Figures2 and 3. The ceramsite concrete was used to simulate the concrete of actual structure, and the test parameter of particle concrete is shown in Figure 3. According to the test results, the elastic modulus of ceramsite concrete is 2.2e4 N/mm2 and the strength grade is C25, which meets the test requirements.Figure 3
The test parameter of concrete material characteristic. (a) Test block. (b) Material property test.
(a)(b)


### 3.4. Selection of Seismic Waves

Imperial Valley wave (IVE) of class I site, El-Centro (ELC) and Lanzhou (LZ) seismic wave of class II site, and Taft wave of class III site were all selected for this test. The seismic wave excitation load is divided into six levels, and the peak acceleration of each level of seismic wave is 125 gal, 250 gal, 375 gal, 500 gal, 750 gal, and 1000 gal, respectively. During the loading process, according to the principle of peak acceleration from small to large, i.e., after loading 4 seismic waves under the peak acceleration of a certain level, the first-order frequency measurement of the structure is carried out, and then the next level seismic wave record is loaded. The stiffness of high pier and small radius curved beam bridge structure is weak in the direction of the connecting line of the head and tail piers, so more failure modes are likely to occur along the direction of seismic excitation. Based on this, the input direction of seismic wave in this experiment is the connection direction of the head and tail piers of curved bridge.


### 3.5. Layout of Measuring Points

The purpose of this test is to study the influence of multi-point excitation on the seismic response of curved bridge with high pier and small radius by measuring the dynamic response of points. During the test, the acceleration, displacement, and strain responses for the measuring points of the model were installed at the key position. Three types of sensors were installed at the key positions of the bridge model.(1)
8 acceleration sensors (PCB type series 380 GFB3G/30AY) were distributed in the shake table, girders, and top of piers to measure the vertical, longitudinal, and transverse acceleration, respectively.(2)
6 displacement sensors (891-II) were distributed in the shake table and top of piers to measure longitudinal and transverse displacement.(3)
24 strain gauges were distributed in steel bar at the bottom of the piers.


## 3.1. Design of Multi-Point Excitation Expansion Device with Single Shaking Table Test

To carry out non-uniform excitation test for irregular curved bridges due to their complicated stress and significant coupling effect of bending and torsion is necessary. It has been pointed out that the multi-point excitation analysis of seismic response should be considered when the bridge structure has many spans and long spans, uneven distribution of longitudinal mass, stiffness and linear shape of the bridge, large difference of adjacent pier height, large central angle and skew angle of curved bridge and inclined bridge, and irregular bridge with isolation bearing and damper.In this paper, based on the basic principle of structural dynamics and considering the requirements of actual test, an expansion device for realizing multi-point excitation with a single vibration table is made through theoretical analysis. The basic theory has been related to theoretical derivation in literature [5], which will not be repeated here. The device is composed of Q345 channel steel, angle steel, HRB335 steel bars with a diameter of 22 mm, high-strength bolts, steel plates, and universal wheels, etc. The design diagram and physical model of the extension device are shown in Figure 1.Figure 1
The expansion device. (a) The physical diagram of expansion device. (b) The design diagram of expansion device.
(a)(b)


## 3.2. Similarity Ratio of Model

According to the bearing capacity and geometric size of the shaking table, as well as the limited conditions such as test site, the geometric similarity ratio of the model is 1/20. Considering the effect of model gravity acceleration, the output capacity of shaking table, and the realization of artificial counterweight, the model acceleration similarity ratio is 2.5. In addition, the elastic modulus similarity ratio of the model concrete and steel is 0.64, and the remaining similarity ratio is derived from the three above basic similarity ratios. The similarity ratio of the experimental model is shown in Table1.Table 1
Similar constants.
PropertiesPhysical quantityDimensionSimilitude functionSimilitude parameterGeometricLength(L)Sl1/20Material propertiesElastic modulus(FL)−2SE1/1.57Strain—Sσ/SE1Stress(FL)−2Sσ= SE1/1.57Mass(F/LT)−2SσSl2/Sa1/1570Density(FL)−3Sσ/(SaSl)5.10Load performanceThe force(FL)−2SσSl21/628Dynamic propertiesTime(T)Sl0.5Sa−0.51/7.07Acceleration(LT)−2Sa2.5


## 3.3. Design of the Experimental Model

The shaking table test model for this experimental is a reinforced concrete high pier and small radius curved bridge with a scale ratio of 1 : 20. The example curved bridge is composed of circular curve + transition curve + transition curve + circular curve, and the length of each section is 18.65 m + 20m + 20 m + 18.65 m, respectively. The span combination is 2 × 35.7 m, the straight line length of the bridge is 71.4 m, the curve length is 77.3 m, and the pier height is 30 m. Part of the structure is a box girder with equal cross section, the pier is a rectangular single pier section, and the bottom and top of the pier are provided with 2.5 m solid sections. The layout of the model is shown in Figure2. The main girder of the model is an equal-section with single-box and single-chamber box girder, the girder height is 10 cm, and the wall thickness of box girder is 2.5 cm. The model bridge has hollow pier, and the height of pier is 155 cm. The high of solid section is 23 cm set at the top and bottom of the pier, and the wall of the hollow section is 5 cm. In order to meet with the anti-overturning demand of the irregular curved bridge, two anti-torsion supports were set at the top of the three piers, which were directly placed between the piers and the box girder.Figure 2
Experimental model.In shaking table test, the accuracy and visibility of test results are directly affected by the correctness of model material selection. The bridge span is 2 × 35.7 m, bridge straight line length is 71.4 m, and the curve length is 77.3 m, with 30 m high pier, the upper structure of cross section of box girder, such as piers for rectangular single pier cross section, with 2.5 m solid pier top and bottom section. The longitudinal reinforcement of model pier and girder is HRB335 ribbed bar with diameter of 6 mm, and the stirrup is HPB300 plain round bar with diameter of 6 mm. The spacing of stirrups was designed as 6 cm. The reinforcement skeleton of piers and girder is shown in Figures2 and 3. The ceramsite concrete was used to simulate the concrete of actual structure, and the test parameter of particle concrete is shown in Figure 3. According to the test results, the elastic modulus of ceramsite concrete is 2.2e4 N/mm2 and the strength grade is C25, which meets the test requirements.Figure 3
The test parameter of concrete material characteristic. (a) Test block. (b) Material property test.
(a)(b)


## 3.4. Selection of Seismic Waves

Imperial Valley wave (IVE) of class I site, El-Centro (ELC) and Lanzhou (LZ) seismic wave of class II site, and Taft wave of class III site were all selected for this test. The seismic wave excitation load is divided into six levels, and the peak acceleration of each level of seismic wave is 125 gal, 250 gal, 375 gal, 500 gal, 750 gal, and 1000 gal, respectively. During the loading process, according to the principle of peak acceleration from small to large, i.e., after loading 4 seismic waves under the peak acceleration of a certain level, the first-order frequency measurement of the structure is carried out, and then the next level seismic wave record is loaded. The stiffness of high pier and small radius curved beam bridge structure is weak in the direction of the connecting line of the head and tail piers, so more failure modes are likely to occur along the direction of seismic excitation. Based on this, the input direction of seismic wave in this experiment is the connection direction of the head and tail piers of curved bridge.


## 3.5. Layout of Measuring Points

The purpose of this test is to study the influence of multi-point excitation on the seismic response of curved bridge with high pier and small radius by measuring the dynamic response of points. During the test, the acceleration, displacement, and strain responses for the measuring points of the model were installed at the key position. Three types of sensors were installed at the key positions of the bridge model.(1)
8 acceleration sensors (PCB type series 380 GFB3G/30AY) were distributed in the shake table, girders, and top of piers to measure the vertical, longitudinal, and transverse acceleration, respectively.(2)
6 displacement sensors (891-II) were distributed in the shake table and top of piers to measure longitudinal and transverse displacement.(3)
24 strain gauges were distributed in steel bar at the bottom of the piers.


## 4. Result Analysis

### 4.1. Analysis of Structural Frequency and Damping Ratio

In the experiment, when the loading of each seismic wave was completed, the natural vibration characteristics of the model structure are tested. The fundamental frequency and damping ratio of the structure were calculated according to the structural dynamics formula, and it is shown in Figure4.Figure 4
The change of fundamental frequency and damping ratio.From Figure4, the first-order frequency of structure decreases rapidly under the action of lower level earthquake excitation. With the increase of load, the first-order frequency of the structure decreases slowly and the damping ratio increases. There are two reasons for the above results. On the one hand, because of some cracks and other damage in the structure of the model bridge during the vibration process, the stiffness of the model structure decreases, so the frequency of the model structure decreases. On the other hand, with the increase of the peak value of seismic wave input, the rubber bearing will slide on the top of the pier and the bearing will be destroyed, which will change the boundary conditions of the bridge structure, and the stiffness of the model structure will also decline seriously, which will also lead to the decrease of the frequency of the model bridge. The fundamental frequency of the structure in the final state is 2.40 times that of the initial state, and the damping ratio is 7.35 times that of the initial structure.


### 4.2. Analysis of the Effect of Multi-Point Excitation by the Expansion Device

In order to realize the research purpose of multi-point excitation on a single shaking table, an expansion device of shaking table was designed to effectively control the input seismic waves at the bridge foundation. After each input seismic wave, the acceleration time history curve of the shaking table and the S3 pier foundation on the expansion device was compared. Due to the length of the article, Figure5 only shows the comparison between IVE wave and ELC Earthquake wave, when the input peak value of local seismic wave is 500gal. Table 2 shows the dynamic change factor of the expansion device under different site types and different acceleration peaks.Figure 5
The comparison time history curves between shaking table and expansion device. (a) IVE-500. (b) ELC-500.
(a)(b)Table 2
The comparison peak acceleration between shaking table and expansion device.
Seismic waveIVEELCLZTAFTLocationSCC/SSCC/SSCC/SSCC/SInput peak acceleration (gal)1251332001.501211681.391231561.271241691.362502563891.522383351.412493321.332333211.383753706001.623654811.323784851.283595611.565004878861.824927991.625156991.364796841.437507589981.327219811.367429341.2673110011.37100098812571.27100611981.1996812441.2996713981.45From the analysis of Figure5 and Table 2, the dynamic change factor of the expansion device is 1.27–1.82 when the IVE wave was input, 1.18–1.62 when the ELC wave was input, 1.26–1.36 when the LZ wave was input, and 1.36–1.56 when the TAFT wave was input. Therefore, the designed expansion device has a certain change in the seismic wave input to the shaking table, and it is completely feasible to use it to realize non-uniform seismic wave input at different support points with a single shaking table.


### 4.3. Analysis of Local Terrain Effect on Seismic Response of Bridge

In order to study the effect of amplification of seismic amplitude caused by local terrain effect on seismic response of high pier and small radius curves bridge, Table3 shows the peak acceleration and displacement response of each pier when the El-Centro earthquake wave with peak acceleration of 500 gal was input and the dynamic change factor was 1.62.Table 3
Peak value of acceleration and displacement response of each pier.
LocationPier 1#Pier 2#Pier 3#DirectionRadialTangentialRadialTangentialRadialTangentialAcceleration (gal)323.615499.124235.436371.163593.977315.012Displacement (mm)10.43419.2047.167019.59720.36510.016Resultant displacement (mm)21.85520.86622.694From Table3, the maximum displacement response of the bridge pier is the tangential displacement of pier 3#, reaching 20.365 mm. The minimum displacement is the radial displacement of pier 2#, with a value of 7.167 mm. The peak acceleration and displacement at the top of pier 1# and pier 2# in radial are less than tangential, and the radial peak acceleration and displacement at the top of pier 3# are greater than tangential. The above results are determined by the placement of each pier. The resultant response and acceleration response of pier 3# are larger than pier 1# and pier 2#, and the reason is that the input at the bottom of pier 3# is caused by the amplification of local terrain effect on seismic excitation when a (dynamic change factor) is 1.6.


### 4.4. Analysis of the Displacement Response of Pier 3#

In order to study the correspondence between the model bridge structure dynamic response and the seismic wave input acceleration peak, as well as dynamic change factor, Figure6 shows the correspondence between the displacement response at the top of the pier 3# and the peak acceleration of the seismic wave input. Figure 7 shows the relationship between the displacement response at the top of the pier 3# and dynamic change factor.Figure 6
The relationship between displacement response and acceleration of pier 3#. (a) Radial. (b) Tangential.
(a)(b)Figure 7
The relationship between displacement response and dynamic change factor of pier #3. (a) Radial. (b) Tangential.
(a)(b)From Figure6, the radial and tangential displacement of pier 3# increase with the increase of the input acceleration peak value of seismic wave. Under the action of the four seismic waves, LZ wave makes the dynamic response generated by the structure more significant. Even with the same acceleration peak input, seismic waves at different sites will make the different dynamic response of the structure. Therefore, the structural dynamic response of different site types should be taken as the research object in the structural design. From the analysis in Figure 7, the dynamic change factor is an important factor affecting the dynamic response of pier 3#; that is to say, the multi-point excitation will have a greater impact on the dynamic response of the structure. Therefore, when designing irregular bridges, the transmission of seismic waves in different sites should be considered to lead to the change of the dynamic response of the structure.From Figure7, the radial displacement of pier 3# is larger than the tangential displacement, except for some cases. It can be seen from the analysis of the input direction of seismic wave that the angle between the input direction of seismic wave and the tangential direction of pier 3# is 45 degrees, so the radial and tangential displacement of pier #3 bridge pier should be basically equivalent; however, the test results are different from this.According to the analysis of the spatial layout characteristics of the model curved bridge, it is known that the displacement response of the top of pier 3# is not only related to the input direction of the seismic wave excitation, but also related to the curve of the girder and the section characteristics of the pier 3#. Under the action of seismic force, there is a tendency of torsional motion to girder, which causes the girder to undergo torsional motion vibration, so that the radial displacement is larger than the tangential displacement at the top of the bridge pier 3#.


### 4.5. Analysis of the Strain Response of Bridge

After each devastating earthquake, the more typical earthquake damage is the phenomenon that the damage to the bottom of the pier is due to excessive stress. This article only analyzes the strains at the bottom and middle of each pier under a representative El-Centro earthquake wave. The strain response of bridge pier is shown in Figure8.Figure 8
The strain response of bridge pier.From Figure8, the peak strain of pier 3# is greater than pier 1# and pier 2# under different acceleration peak inputs; it shows that considering the multi-point excitation results in an increase in the strain response of the piers. The maximum strain among the three piers is 1628με, all of which have not reached the yields strain of 1675με. The non-yielding steel bar of the bridge pier is due to the sliding isolation of the laminated rubber bearing between the girder and the pier; the inertia force of the girder under the earthquake cannot act on the pier, resulting in a small seismic load on the pier.


## 4.1. Analysis of Structural Frequency and Damping Ratio

In the experiment, when the loading of each seismic wave was completed, the natural vibration characteristics of the model structure are tested. The fundamental frequency and damping ratio of the structure were calculated according to the structural dynamics formula, and it is shown in Figure4.Figure 4
The change of fundamental frequency and damping ratio.From Figure4, the first-order frequency of structure decreases rapidly under the action of lower level earthquake excitation. With the increase of load, the first-order frequency of the structure decreases slowly and the damping ratio increases. There are two reasons for the above results. On the one hand, because of some cracks and other damage in the structure of the model bridge during the vibration process, the stiffness of the model structure decreases, so the frequency of the model structure decreases. On the other hand, with the increase of the peak value of seismic wave input, the rubber bearing will slide on the top of the pier and the bearing will be destroyed, which will change the boundary conditions of the bridge structure, and the stiffness of the model structure will also decline seriously, which will also lead to the decrease of the frequency of the model bridge. The fundamental frequency of the structure in the final state is 2.40 times that of the initial state, and the damping ratio is 7.35 times that of the initial structure.


## 4.2. Analysis of the Effect of Multi-Point Excitation by the Expansion Device

In order to realize the research purpose of multi-point excitation on a single shaking table, an expansion device of shaking table was designed to effectively control the input seismic waves at the bridge foundation. After each input seismic wave, the acceleration time history curve of the shaking table and the S3 pier foundation on the expansion device was compared. Due to the length of the article, Figure5 only shows the comparison between IVE wave and ELC Earthquake wave, when the input peak value of local seismic wave is 500gal. Table 2 shows the dynamic change factor of the expansion device under different site types and different acceleration peaks.Figure 5
The comparison time history curves between shaking table and expansion device. (a) IVE-500. (b) ELC-500.
(a)(b)Table 2
The comparison peak acceleration between shaking table and expansion device.
Seismic waveIVEELCLZTAFTLocationSCC/SSCC/SSCC/SSCC/SInput peak acceleration (gal)1251332001.501211681.391231561.271241691.362502563891.522383351.412493321.332333211.383753706001.623654811.323784851.283595611.565004878861.824927991.625156991.364796841.437507589981.327219811.367429341.2673110011.37100098812571.27100611981.1996812441.2996713981.45From the analysis of Figure5 and Table 2, the dynamic change factor of the expansion device is 1.27–1.82 when the IVE wave was input, 1.18–1.62 when the ELC wave was input, 1.26–1.36 when the LZ wave was input, and 1.36–1.56 when the TAFT wave was input. Therefore, the designed expansion device has a certain change in the seismic wave input to the shaking table, and it is completely feasible to use it to realize non-uniform seismic wave input at different support points with a single shaking table.


## 4.3. Analysis of Local Terrain Effect on Seismic Response of Bridge

In order to study the effect of amplification of seismic amplitude caused by local terrain effect on seismic response of high pier and small radius curves bridge, Table3 shows the peak acceleration and displacement response of each pier when the El-Centro earthquake wave with peak acceleration of 500 gal was input and the dynamic change factor was 1.62.Table 3
Peak value of acceleration and displacement response of each pier.
LocationPier 1#Pier 2#Pier 3#DirectionRadialTangentialRadialTangentialRadialTangentialAcceleration (gal)323.615499.124235.436371.163593.977315.012Displacement (mm)10.43419.2047.167019.59720.36510.016Resultant displacement (mm)21.85520.86622.694From Table3, the maximum displacement response of the bridge pier is the tangential displacement of pier 3#, reaching 20.365 mm. The minimum displacement is the radial displacement of pier 2#, with a value of 7.167 mm. The peak acceleration and displacement at the top of pier 1# and pier 2# in radial are less than tangential, and the radial peak acceleration and displacement at the top of pier 3# are greater than tangential. The above results are determined by the placement of each pier. The resultant response and acceleration response of pier 3# are larger than pier 1# and pier 2#, and the reason is that the input at the bottom of pier 3# is caused by the amplification of local terrain effect on seismic excitation when a (dynamic change factor) is 1.6.


## 4.4. Analysis of the Displacement Response of Pier 3#

In order to study the correspondence between the model bridge structure dynamic response and the seismic wave input acceleration peak, as well as dynamic change factor, Figure6 shows the correspondence between the displacement response at the top of the pier 3# and the peak acceleration of the seismic wave input. Figure 7 shows the relationship between the displacement response at the top of the pier 3# and dynamic change factor.Figure 6
The relationship between displacement response and acceleration of pier 3#. (a) Radial. (b) Tangential.
(a)(b)Figure 7
The relationship between displacement response and dynamic change factor of pier #3. (a) Radial. (b) Tangential.
(a)(b)From Figure6, the radial and tangential displacement of pier 3# increase with the increase of the input acceleration peak value of seismic wave. Under the action of the four seismic waves, LZ wave makes the dynamic response generated by the structure more significant. Even with the same acceleration peak input, seismic waves at different sites will make the different dynamic response of the structure. Therefore, the structural dynamic response of different site types should be taken as the research object in the structural design. From the analysis in Figure 7, the dynamic change factor is an important factor affecting the dynamic response of pier 3#; that is to say, the multi-point excitation will have a greater impact on the dynamic response of the structure. Therefore, when designing irregular bridges, the transmission of seismic waves in different sites should be considered to lead to the change of the dynamic response of the structure.From Figure7, the radial displacement of pier 3# is larger than the tangential displacement, except for some cases. It can be seen from the analysis of the input direction of seismic wave that the angle between the input direction of seismic wave and the tangential direction of pier 3# is 45 degrees, so the radial and tangential displacement of pier #3 bridge pier should be basically equivalent; however, the test results are different from this.According to the analysis of the spatial layout characteristics of the model curved bridge, it is known that the displacement response of the top of pier 3# is not only related to the input direction of the seismic wave excitation, but also related to the curve of the girder and the section characteristics of the pier 3#. Under the action of seismic force, there is a tendency of torsional motion to girder, which causes the girder to undergo torsional motion vibration, so that the radial displacement is larger than the tangential displacement at the top of the bridge pier 3#.


## 4.5. Analysis of the Strain Response of Bridge

After each devastating earthquake, the more typical earthquake damage is the phenomenon that the damage to the bottom of the pier is due to excessive stress. This article only analyzes the strains at the bottom and middle of each pier under a representative El-Centro earthquake wave. The strain response of bridge pier is shown in Figure8.Figure 8
The strain response of bridge pier.From Figure8, the peak strain of pier 3# is greater than pier 1# and pier 2# under different acceleration peak inputs; it shows that considering the multi-point excitation results in an increase in the strain response of the piers. The maximum strain among the three piers is 1628με, all of which have not reached the yields strain of 1675με. The non-yielding steel bar of the bridge pier is due to the sliding isolation of the laminated rubber bearing between the girder and the pier; the inertia force of the girder under the earthquake cannot act on the pier, resulting in a small seismic load on the pier.


## 5. Conclusion

In this paper, the shaking table test of reinforced concrete high pier and small radius curves bridge with a scale ratio of 1/20 was carried out, the seismic response law of the curved bridge under multi-point excitation was studied, and the following conclusions are obtained.(1)
Generally speaking, with the increase of seismic load level, the frequency of high pier and small radius curves bridge gradually decreases, and the damping ratio increases with the aggravation of the damage of structure.(2)
A clear working mechanism for the expansion device of shaking table is designed in this paper, which can effectively change the peak acceleration of seismic waves and realize the simulation of local terrain effect. It is feasible to complete the multi-point excitation test by a single shaking table.(3)
The differences of seismic wave between expansion device and shaking table show that different propagation law of seismic wave under the condition of the same site is not the same. Therefore, in the seismic design of high pier and small radius curved bridge, the effect of seismic wave characteristics on the supports of structure due to local terrain effects should be considered.(4)
After the amplification effect of local terrain effects on seismic waves, the seismic response of high pier and small radius curves bridge becomes more complicated. The displacement response of pier 3# is significantly increased compared with pier #1, indicating that there are significant differences in the seismic demand of different piers after the local terrain effect is taken into account, and the seismic design should be calculated according to the seismic requirements of different piers.(5)
The strain response of high pier and small radius curves bridge shows that local terrain effects can increase the strain response piers. In addition, the frictional slip of bearings can effectively reduce the transfer of the inertia force of the girder to the bridge pier, making the actual seismic force of the bridge pier smaller and effective, so as to avoid the formation of the plastic hinge of the bridge pier.



---

*Source: 6640755-2021-05-13.xml*