Temperature Effect Analysis Of A Prestressed Concrete Continuous Rigid Frame Bri
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Abstract： In this paper， the temperature effect of a large prestressed concrete continuous rigid frame bridge is analyzed. By comparing the different specifications to calculate the longitudinal temperature stress value， the temperature stress of beam are discussed.
Keywords： concrete； rigid frame bridge； temperature effect； analysis
1 Summary
A super-large rigid frame bridge， the main bridge is （85+170+85） m. The beam adopts single cell chamber box section. Beam bottom adopts Parabola to make the transition seamless. The main piers adopt double thin-wall pier. The foundation adopts diameter bored piles. The main beam uses C50 concrete. C40 concrete is used in the main piers. The bearing adopts C30 concrete. Bored pile uses C25 concrete. Bridge deck pavement thickness is 10 to 16 cm， using C40 steel fiber reinforced concrete.
2 The comparative analysis of different temperature gradient modes
2.1 Calculation model
The bridge uses Midas/Civil to establish plane finite element model， and the whole bridge were divided into 350 units， including 1～192 units for the main girder beam body， 193～350 units for thin-wall piers， caps and pile foundation. The whole finite element model is shown in figure 1.
2.2 Results and analysis of different temperature gradient modes
In order to study the distribution of temperature stress of full bridge in different temperature gradient modes， selecting temperature gradient modes in the rules and regulations of the countries listed in table 1 is analyzed.
2.2.1 The calculation results under the action of the Working Condition 1
The longitudinal temperature stress calculation results of the background bridge’s beam and the lower edge under the action of the working condition 1 are shown in figure 2 to figure 3.The figures show that， under the action of the working condition 1， top flange is under pre`ssure. The pier top and mid-span have the maximum stress. The maximum compressive stress of the lower cloud point flange of girder appears in the end position， while the region of mid-span appears the tensile stress.
2.2.2 The calculation results under the action of the Working Condition 2
The longitudinal temperature stress calculation results of the background bridge’s beam and the lower edge under the action of the working condition 2 are shown in figure 4 to figure 5.The figures show that， under the action of the working condition 2， top flange is under pressure. The pier top and mid-span have the maximum stress. Basically the lower cloud point flange of girder is pulled， and the maximum tensile stress appears in the mid-span.
2.2.3 The calculation results under the action of the Working Condition 3
The longitudinal temperature stress calculation results of the background bridge’s beam and the lower edge under the action of the working condition 3 are shown in figure 6 to figure 7.The figures show that， under the action of the working condition 3， top flange is under pressure. The pier top and mid-span have the maximum stress. The lower cloud point flange of girder at the top end and the pier area is under pressure， other sections are pulled. The maximum tensile stress appears in the mid-span.
2.2.4 The calculation results under the action of the Working Condition 4
The longitudinal temperature stress calculation results of the background bridge’s beam and the lower edge under the action of the working condition 5 are shown in figure 10 to figure 11.The figures show that， under the action of the working condition 5， top flange and the tower cloud point flange are pulled. And the pier top has the maximum compressive stress.
2.2.5 The calculation results under the action of the Working Condition 5
The longitudinal temperature stress calculation results of the background bridge’s beam and the lower edge under the action of the working condition 6 are shown in figure 12 to figure 13.The figures show that， under the action of the working condition 6， top flange is pulled， and the tension stress is evenly distributed along the whole bridge. In addition to the end of the lower cloud point flange of girder， the remaining sections are under pressure.
The main beam’s temperature stress results of the key section under different working conditions are in Table 2.
3 Conclusion
（1） Section temperature stress distribution under working conditions 1 to 4 of these four heating modes has certain similarities： top flange is under pressure. The maximum compressive stresses are distributed in the pier top and mid-span. The maximum tensile stresses of the lower cloud point flange appear in the mid-span.
（2） Section temperature stress distribution under working conditions 5 to 6 of these two cooling modes has much difference： The top flange and the tower cloud point flange of the working condition 5 are pulled， and the pier top has the maximum compressive stress. Under the action of the working condition 5， the top flange is pulled， and in addition to the end of the lower cloud point flange， the remaining sections are under pressure.
（3） Temperature stress values calculated by different specifications are ??quite different. In the heating mode formulated on four kinds of specification， temperature stress calculated from The British Standard BS5400 is the smallest. In two kinds of cooling mode， the tensile stress of the top flange calculated from JTG D60-2004 is larger than the tensile stress calculated from The British Standard BS5400.
（4） The results are quite different when we choose different temperature gradient modes to calculate. So When we design， we should determine the appropriate temperature variation curve according to the geographical environment and climatic conditions of the structure.
Reference
[1] Wei Guangping. Research for Temperature Fields and Temperature Stresses of prestressed concrete Single-Box Girder Bridge[J]. Chengdu： Journal of Southwest Jiaotong University， 1989.
[2] Zhao Jianfeng. Study On Temperature Field And Its Effect Of Long-span Concrete Single-Box Girder Bridge[D]. Master degree thesis. Chengdu： Southwest Jiaotong University， 2007.
[3] Liu Xingfa. Temperature Stress Analysis of Concrete Structures[M]. Beijing： China Communications Press， 1991.