Seismic experimental study on a concrete pylon from a typical medium span cable-stayed bridge

doi:10.1007/s11709-018-0464-8

Front. Struct. Civ. Eng.

2018, Vol. 12

Issue (3) : 401-411 https://doi.org/10.1007/s11709-018-0464-8

RESEARCH ARTICLE

Seismic experimental study on a concrete pylon from a typical medium span cable-stayed bridge

Yan XU¹(

), Shijie ZENG², Xinzhi DUAN³, Dongbing JI⁴

¹. State Key Laboratory for Disaster Reduction in Civil Engineering, Tongji University, Shanghai 200092, China
². Department of Bridge Engineering, Tongji University, Shanghai 200092, China
³. Shanghai Municipal Planning and Design Research Institute, Shanghai 200031, China
⁴. Jiangsu Province Communications Planning and Design Institute Limited Company, Nanjing 210014, China

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Abstract

According to the current seismic design codes of bridges in China, cable-stayed bridges have been usually required to remain elastic even subjected to strong earthquakes. However, the possibilities of pylon plastic behavior were revealed in recent earthquake damages. The lack of due diligence in the nonlinear seismic behavior of the pylon has caused a blurry understanding about the seismic performance of such widely built though less strong earthquake experienced structures. In light of this point, a 1/20 scaled concrete pylon model which from a typical medium span cable-stayed bridge was designed and tested on the shaking table longitudinally. The dynamic response and seismic behavior of the pylon were measured, evaluated and compared to reveal its vulnerable parts and nonlinear seismic performance. The results show that most parts of the concrete pylon remain elastic even under very strong excitations, which means a sufficient safety margin for current pylon longitudinal design. The most vulnerable parts of the pylon appeared first at the pylon bottom region, cracks opening and closing at the pylon bottom were observed during the test, and then extended to the lower column and middle column around the lower strut.

Keywords cable-stayed bridge pylon shaking table test seismic behavior

Corresponding Author(s): Yan XU

Just Accepted Date: 30 January 2018 Online First Date: 29 March 2018 Issue Date: 22 May 2018

Cite this article:

Yan XU,Shijie ZENG,Xinzhi DUAN, et al. Seismic experimental study on a concrete pylon from a typical medium span cable-stayed bridge[J]. Front. Struct. Civ. Eng., 2018, 12(3): 401-411.

URL:

https://academic.hep.com.cn/fsce/EN/10.1007/s11709-018-0464-8
https://academic.hep.com.cn/fsce/EN/Y2018/V12/I3/401

Tab.1 Dynamic similarity coefficient of the test model (test/real bridge)

Fig.1 Simplified pylon model

$h j$ (m)	$m j$ (t)	$φ j 1$
0.1575	0.14	0.0023
0.3150	0.22	0.0089
0.6300	0.28	0.0338
0.9450	1.12	0.0728
1.2350	0.26	0.1197
1.5250	0.26	0.1758
1.8150	0.26	0.2396
2.1050	0.26	0.3100
2.3950	0.26	0.3857
2.6850	0.93	0.4654
2.9850	0.26	0.5510
3.2850	0.26	0.6389
3.5850	0.26	0.7283
3.8850	0.26	0.8185
4.1850	0.26	0.9092
4.4850	0.13	1.0000

Tab.2 Additional mass distribution and first-order mode

Fig.2 Structural configuration and layout of the model (unit: mm)

Fig.3 Test model in construction. (a) False work construction; (b) cable-pylon connection; (c) balanced dead load state

Tab.3 Test loading cases

Fig.4 Test ground motions. (a) El Centro wave-0.1 g; (b) Tcu076 wave-0.1 g; (c) site-specific ground motion-0.1 g

Fig.5 The scaled acceleration spectrum of the employed records

Fig.6 Locations where cracks first appeared

Fig.7 Locations where cracks increased

Fig.8 Locations where cracks remained after the last run. (a) Lower column; (b) middle column lower part

Fig.9 The first two mode shapes. (a) First mode; (b) second mode

Fig.10 Maximum acceleration distribution along the pylon height. (a) El Centro wave; (b) Tcu076 wave; (c) site-specific wave

Fig.11 Comparison of recorded displacement and integration of recorded acceleration

Fig.12 Variations of displacement response with increase of PGA. (a) Mass block; (b) deck

Fig.13 Maximum steel strain along the column height in the bottom area. (a) El Centro wave; (b) Tcu076 wave; (c) site-specific wave

Fig.14 The strain development of the outmost longitudinal bars with increase of PGA. (a) Strain above the pylon base 0.06 m; (b) strain above the pylon base 0.18 m

Fig.15 Relationship of section moment vs. curvature at pylon bottom

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