双柱式高墩桥梁整体稳定性的实用算法

doi:10.13229/j.cnki.jdxbgxb.20210784

Abstract

Abstract:

Based on the stiffness activation of the compression column， the influence of the axial force area on the critical bearing capacity of double column pier with two-story is studied. Some rules are found and the corresponding calculation method of the horizontal critical bearing capacity of double column bridge with high piers is established， so that the solution of the critical force of column bridge with high piers is greatly simplified. This paper deduces the calculation formula of the horizontal critical force for double column bridge with high piers. These formulas can take into account the influence of the tie beams between the piers， which can make up for the deficiency of the standardized calculation length coefficient method and provide a fast calculation method and formula for bridge engineering design. Finally， three examples are selected for finite element calculation. The calculation results show that this method has good precision and accuracy， which can be suitable for arbitrary node load distribution and used for engineering design and theoretical calculation.

Key words: bridge engineering, double column pier, axial force area ratio, overall stability, critical force, calculating length coefficient

CLC Number:

U441.2

Shu-wei LAN,Dong-hua ZHOU,Xu CHEN,Nan-ming MO. Practical calculation method for the critical bearing capacity of double column bridge with high piers[J].Journal of Jilin University(Engineering and Technology Edition), 2023, 53(4): 1105-1111.

Figures/Tables 10

Fig.1

Fig.2

Fig.3

Fig.4

Fig.5

Table 1

Compare results of column pier critical bearing capacity and calculated length factor（example 1）"

柱	分项 $P E = π 2 E I / h 2$	规范法①	本文方法②	Ansys③	①/③	②/③
AC	$P c r / P E$	0.278	0.332	0.320	0.869	1.038
BD		0.278	0.432	0.416	0.669	1.038
CE		0.491	0.083	0.080	6.138	1.038
DF		0.491	0.100	0.096	5.115	1.042
AC	$μ$	1.265	1.157	1.179	1.073	0.981
BD		1.265	1.014	1.034	1.223	0.981
CE		1.427	3.471	3.535	0.404	0.982
DF		1.427	3.162	3.227	0.442	0.980

Table 1

Fig.6

Table 2

Compare results of column pier critical bearing capacity and calculated length factor（example 2）"

柱	分项 $P E = π 2 E I / h 2$	规范法①	本文方法②	Ansys③	①/③	②/③
一层	$P c r / P E$	0.278	0.383	0.372	0.747	1.030
二层		0.410	0.083	0.080	5.125	1.038
三层		0.466	0.075	0.073	6.384	1.028
一层	$μ$	1.265	1.077	1.093	1.157	0.985
二层		1.562	3.471	3.535	0.442	0.982
三层		1.465	3.651	3.701	0.396	0.986

Table 2

Fig.7

Table 3

Compare results of column pier critical bearing capacity and calculated length factor（example 3）"

柱	分项 $P E = π 2 E I / h 2$	规范法①	本文方法②	Ansys③	①/③	②/③
一层	$P c r / P E$	0.434	0.364	0.374	1.160	0.973
二层		0.309	0.357	0.367	0.842	0.973
三层		0.198	0.220	0.226	0.876	0.973
四层		0.410	0.213	0.219	1.872	0.973
五层		0.466	0.206	0.212	2.198	0.972
一层	$μ$	1.265	1.381	1.363	0.928	1.013
二层		1.499	1.395	1.376	1.089	1.014
三层		1.499	1.421	1.402	1.069	1.014
四层		1.562	2.167	2.137	0.731	1.014
五层		1.465	2.203	2.172	0.674	1.014

Table 3

References 13

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Practical calculation method for the critical bearing capacity of double column bridge with high piers

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