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¡¶½¨Öþ¿ÆѧÓ빤³Ìѧ±¨¡·[ISSN:1673-2049/CN:61-1442/TU]

¾í:

39¾í

ÆÚÊý:

2022Äê02ÆÚ

Ò³Âë:

97-110

À¸Ä¿:

ÇÅÁº¹¤³Ì

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2022-03-30

ÎÄÕÂÐÅÏ¢/Info

Title:

Analysis of Vertical Temperature Gradient Effects of Concrete Girder Bridges with Different Cross Sections

ÎÄÕ±àºÅ:

1673-2049(2022)02-0097-14

×÷Õß:

ÐÏ×Óº®¹,ÁõÓÀ½¡^1,2,ãÆп­¹,ÍõСÁú³,Áõ ½­¹

(1. ³¤°²´óѧ ¹«Â·Ñ§Ôº,ÉÂÎ÷ Î÷°² 710064; 2. ³¤°²´óѧ ¹«Â·´óÐͽṹ°²È«½ÌÓý²¿¹¤³ÌÑо¿ÖÐÐÄ,ÉÂÎ÷ Î÷°² 710064; 3. Öн»µÚ¶þ¹«Â·¹¤³Ì¾ÖÓÐÏÞ¹«Ë¾,ÉÂÎ÷ Î÷°² 710065 )

Author(s):

XING Zi-han¹, LIU Yong-jian^1,2, YAN Xin-kai¹, WANG Xiao-long³, LIU Jiang¹

(1. School of Highway, Chang'an University, Xi'an 710064, Shaanxi, China; 2. Engineering Research Center for Large Highway Structure Safety of Ministry of Education, Chang'an University, Xi'an 710064, Shaanxi, China; 3. CCCC Second Highway Engineering Co., Ltd, Xi'an 710065, Shaanxi, China)

¹Ø¼ü´Ê:

ÇÅÁº¹¤³Ì;  »ìÄýÍÁÁºÇÅ;  ζÈÌݶÈ;  ζÈЧӦ;  ЧӦ¶Ô±È;  ¿ç¾¶;  ½ØÃæÐÎʽ;  ½á¹¹Ìåϵ

Keywords:

bridge engineering;  concrete girder bridge;  temperature gradient;  temperature effect;  effect comparison;  span;  cross-section form;  structural system

·ÖÀàºÅ:

TU973.2

DOI:

10.19815/j.jace.2021.04090

ÎÄÏ×±êÖ¾Âë:

A

ÕªÒª:

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Abstract:

In order to analyze the difference of vertical temperature gradient patterns of concrete girder bridge in different specifications and evaluate the influence degree of vertical temperature gradient effect on concrete girder bridge, the vertical temperature gradient patterns of concrete girder bridge in different national and industrial codes were summarized. The differences of the effect calculation results were discussed from the gradient curve form and the temperature base values. More than 20 concrete girder bridges with different structural systems, spans and cross sections were selected to calculate the effect under two typical vertical positive temperature gradients, including the deformation of the bridge and the stresses in the section. The temperature effects were compared with the effect induced by the self-weight and the vehicle loads. The results show that there are significant differences in the form of gradient curve and the base value of temperature in different vertical temperature gradient patterns, which equally influence the calculation results of temperature effect calculation results. The greater the influence depth of the top temperature difference is, the greater the deformation and secondary bending moment of the bridge, and the greater the self-equilibrium pressure stress is at the bottom edge of the section when the bottom heating part is considered. Different pavement types and climate conditions lead to different temperature base values in bridges, which may lead to a 1.5-2.0 times difference of temperature effects. For the middle and small span concrete girder bridges with same structural system and cross section, the proportions of self-weight effect increase, and the proportions of vehicle and temperature effect decrease with the increase of span, but the relative proportions of temperature and vehicle effects basically remain unchanged. The temperature effect proportions of T-girders are higher than that of hollow slab and small-box girder with the same structural system and span, which are 0.6%-16.5%. The temperature effect accounts for a large proportion of some effect types. The deformation of the girder and the stress on the top edge of the section in the middle and small span simple-supported concrete girder bridge caused by the temperature effect are equivalent to that of the self-weight and vehicle effect. The stresses on the top edge of the section in the middle and small span continuous girder bridge caused by temperature gradient can exceed that of the self-weight and vehicle effect, or even the sum of them, and the stress on the bottom edge of the section at the pier can be equivalent to that of the self-weight and vehicle effect. The temperature stresses on the top edge of the long-span continuous box girder bridge are several times bigger than that induced by vehicle effect. Considering the influences of pavement type and climate condition, the proportion of temperature effect may be higher in the bridge with larger temperature base value.

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