大跨度斜拉桥预应力混凝土索塔关键问题研究
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摘要
本文针对大跨度斜拉桥预应力混凝土索塔的两个关键问题展开研究。
对于索塔拉索锚固区小半径U形预应力筋的实测伸长值比理论伸长值偏大这一现象,主要做了以下几个方面的工作：
1、分析影响小半径U形预应力筋伸长值的各种因素,指出了小半径U形预应力筋伸长值的构成特点。
2、从研究张拉过程中小半径U形预应力筋在波纹管内的位置变化入手,得出预应力筋由理想状态至波纹管变形前几何长度的变化量,引入系数ξ(挤压系数),给出了小半径U形预应力筋附加伸长值的计算公式。
3、指出将由波纹管变形引起的预应力筋几何伸长值简单地处理为πS(S为波纹管产生径向压缩变形量)是不妥的,此种处理夸大了由波纹管变形引起的预应力筋几何伸长值,并提出了小半径U形预应力筋因波纹管变形引起的几何伸长值的计算公式。
4、提出了能够体现各种效应和因素影响的小半径U形预应力筋理论伸长值的计算方法。通过多个模型数据对此计算方法进行校验,结果表明：实测伸长值与理论伸长值的偏差基本可控制在规范规定的±6%以内,完全能够满足小半径U形预应力筋张拉的控制要求。
5、通过拟合优度检验,肯定了计算小半径U形预应力筋的理论伸长值时取用变量—挤压系数ξ的合理性。
为获得索塔拉索锚固区塔壁预应力计算公式,主要做了以下几个方面的工作：
1、以力法为手段,依据拉-压杆模型的优化原理,确立了体内单锚的拉-压杆模型。
2、以单锚拉-压杆模型为基础,首次利用拓扑优化成果(Ft2=0),经过力法计算,自下而上全面解答了前壁的拉-压杆模型,揭示出相邻拉索竖向分力间既相互干扰又相对独立的事实,从而,准确反映在拉索竖向分力作用下前壁拉、压应力区的分布状况。
3、通过对实例的研究,提出α3=23.3°,简化了前壁拉-压杆模型,且具有较好的工程精度。
4、创造性地利用几何关系完全确定了拉索侧壁竖向分力作用下拉-压杆模型各杆件的力值和位置,首次建立了在拉索竖向分力作用下完整的索塔锚固区侧壁拉-压杆模型。
5、在对大量索塔水平向尺寸数据进行统计、分析的基础上,建立了可信的水平向系列模型；对水平向系列模型的形状拓扑成果进行矢量化处理,确立了全面的索塔水平向拉-压杆模型,总结出模型参数依塔柱前壁宽厚比变化的规律,给出了拉索水平向分力作用下最大拉杆力值的计算公式。
6、在索塔拉索锚固区竖向拉-压杆模型和水平向拉-压杆模型研究的基础上,提出了全面反映拉索竖向和水平向作用的塔壁预应力的计算方法,定量设计塔壁预应力筋,指导索塔结构的尺寸拟定和预应力筋布置,大大简化了塔壁预应力的设计。
Two key issues in prestressed concrete pylons of long-span cable-stayed bridges were studied in this thesis.
In view of the phenomenon that the actual elongation of small radius U-shaped prestressing tendons in anchorage zone of pylons is slightly greater than the theoretic elongation, the following researches were mainly done:
The factors that influence the elongation of the U-shaped tendons were analyzed and the constitution feature of the tensioning elongation of the U-shaped tendons was pointed out.
Based on the research of the position change of small radius U-shaped prestressing tendons in the corrugated pipe during the tensioning process, the variation in geometric length of the tendons from the ideal state to that before the deformation of corrugated pipe was obtained. The compression factor ξ was introduced, and the formula to calculate the additional elongation of the U-shaped tendons was presented.
The results show that expressing the geometry elongation induced by the deformation of the corrugated pipe as πS (S was the radial compression deformation of the corrugated pipe) is inappropriate, which exaggerats the geometry elongation of the corrugated pipe. Thus, a calculation method of the geometry elongation of small radius U-shaped prestressing tendons which caused by the deformation of the corrugated pipe was proposed.
A general calculation method for the theoretical elongation of small radius prestressing tendons was developed, which could reflect the variety of effects and factors. The developed method for calculating the tensioning elongation was verified by the data obtained by field tests. The results show that the deviation of between measured value and calculated value of elongation can be controlled within the range (±6%) from the technical specification, which can fully satisfy the control requirements of tensioning small radius prestressing tendons.
Using the compression factor ξ as a variable in the calculation of the theoretical elongation of small radius prestressing tendons was reasonable through the test of goodness of fit.
The following aspects were mainly done for getting the formula to calculate the prestressing force in the wall of box pylon:
According to the optimization principle of strut-and-tie model(STM), the STM of single anchor was established by means of force method.
On the basis of the STM of single anchor, using firstly topology optimization result (Ft2=0)and force method, the STM in the facade wall was comprehensively solved. The relation of interference and independence between vertical components of the adjacent cables was revealed. Thus, the distribution of compressive and tensile stresses in the facade wall under the action of vertical component of cable force was accurately reflected.
By the example study, the parameter α3=23.30was determined, and the STM in the facade wall was simplified with better engineering precision.
The force and position of each member of the STM under the action of vertical component of cable force in the side wall were originally determined by using the geometric relationship of members in the STM. The whole STM of pylon anchorage zone in the side wall under the action of vertical component of cable force was firstly established.
Based on the mathematical statistics and analysis of a large number data of horizontal dimension of pylons, a series of credible horizontal models were established. By vectorizing shape topology results of horizontal models, the whole horizontal STM of pylon was established. The variation rule of model parameters with width-thickness radio of the facade wall was explored, and the calculation formula of the maximum rod force under the action of horizontal component of cable force was presented.
On the basis of study on vertical STM and horizontal STM of pylon anchorage zone, the general calculation formula of the prestressing force in the pylon wall was proposed, which can serve to design tendons for the pylon wall quantitatively and to determine pylon size and arrangement of prestressing tendon, which can greatly simplify the tendons design for the pylon wall.
对于索塔拉索锚固区小半径U形预应力筋的实测伸长值比理论伸长值偏大这一现象,主要做了以下几个方面的工作：
1、分析影响小半径U形预应力筋伸长值的各种因素,指出了小半径U形预应力筋伸长值的构成特点。
2、从研究张拉过程中小半径U形预应力筋在波纹管内的位置变化入手,得出预应力筋由理想状态至波纹管变形前几何长度的变化量,引入系数ξ(挤压系数),给出了小半径U形预应力筋附加伸长值的计算公式。
3、指出将由波纹管变形引起的预应力筋几何伸长值简单地处理为πS(S为波纹管产生径向压缩变形量)是不妥的,此种处理夸大了由波纹管变形引起的预应力筋几何伸长值,并提出了小半径U形预应力筋因波纹管变形引起的几何伸长值的计算公式。
4、提出了能够体现各种效应和因素影响的小半径U形预应力筋理论伸长值的计算方法。通过多个模型数据对此计算方法进行校验,结果表明：实测伸长值与理论伸长值的偏差基本可控制在规范规定的±6%以内,完全能够满足小半径U形预应力筋张拉的控制要求。
5、通过拟合优度检验,肯定了计算小半径U形预应力筋的理论伸长值时取用变量—挤压系数ξ的合理性。
为获得索塔拉索锚固区塔壁预应力计算公式,主要做了以下几个方面的工作：
1、以力法为手段,依据拉-压杆模型的优化原理,确立了体内单锚的拉-压杆模型。
2、以单锚拉-压杆模型为基础,首次利用拓扑优化成果(Ft2=0),经过力法计算,自下而上全面解答了前壁的拉-压杆模型,揭示出相邻拉索竖向分力间既相互干扰又相对独立的事实,从而,准确反映在拉索竖向分力作用下前壁拉、压应力区的分布状况。
3、通过对实例的研究,提出α3=23.3°,简化了前壁拉-压杆模型,且具有较好的工程精度。
4、创造性地利用几何关系完全确定了拉索侧壁竖向分力作用下拉-压杆模型各杆件的力值和位置,首次建立了在拉索竖向分力作用下完整的索塔锚固区侧壁拉-压杆模型。
5、在对大量索塔水平向尺寸数据进行统计、分析的基础上,建立了可信的水平向系列模型；对水平向系列模型的形状拓扑成果进行矢量化处理,确立了全面的索塔水平向拉-压杆模型,总结出模型参数依塔柱前壁宽厚比变化的规律,给出了拉索水平向分力作用下最大拉杆力值的计算公式。
6、在索塔拉索锚固区竖向拉-压杆模型和水平向拉-压杆模型研究的基础上,提出了全面反映拉索竖向和水平向作用的塔壁预应力的计算方法,定量设计塔壁预应力筋,指导索塔结构的尺寸拟定和预应力筋布置,大大简化了塔壁预应力的设计。
Two key issues in prestressed concrete pylons of long-span cable-stayed bridges were studied in this thesis.
In view of the phenomenon that the actual elongation of small radius U-shaped prestressing tendons in anchorage zone of pylons is slightly greater than the theoretic elongation, the following researches were mainly done:
The factors that influence the elongation of the U-shaped tendons were analyzed and the constitution feature of the tensioning elongation of the U-shaped tendons was pointed out.
Based on the research of the position change of small radius U-shaped prestressing tendons in the corrugated pipe during the tensioning process, the variation in geometric length of the tendons from the ideal state to that before the deformation of corrugated pipe was obtained. The compression factor ξ was introduced, and the formula to calculate the additional elongation of the U-shaped tendons was presented.
The results show that expressing the geometry elongation induced by the deformation of the corrugated pipe as πS (S was the radial compression deformation of the corrugated pipe) is inappropriate, which exaggerats the geometry elongation of the corrugated pipe. Thus, a calculation method of the geometry elongation of small radius U-shaped prestressing tendons which caused by the deformation of the corrugated pipe was proposed.
A general calculation method for the theoretical elongation of small radius prestressing tendons was developed, which could reflect the variety of effects and factors. The developed method for calculating the tensioning elongation was verified by the data obtained by field tests. The results show that the deviation of between measured value and calculated value of elongation can be controlled within the range (±6%) from the technical specification, which can fully satisfy the control requirements of tensioning small radius prestressing tendons.
Using the compression factor ξ as a variable in the calculation of the theoretical elongation of small radius prestressing tendons was reasonable through the test of goodness of fit.
The following aspects were mainly done for getting the formula to calculate the prestressing force in the wall of box pylon:
According to the optimization principle of strut-and-tie model(STM), the STM of single anchor was established by means of force method.
On the basis of the STM of single anchor, using firstly topology optimization result (Ft2=0)and force method, the STM in the facade wall was comprehensively solved. The relation of interference and independence between vertical components of the adjacent cables was revealed. Thus, the distribution of compressive and tensile stresses in the facade wall under the action of vertical component of cable force was accurately reflected.
By the example study, the parameter α3=23.30was determined, and the STM in the facade wall was simplified with better engineering precision.
The force and position of each member of the STM under the action of vertical component of cable force in the side wall were originally determined by using the geometric relationship of members in the STM. The whole STM of pylon anchorage zone in the side wall under the action of vertical component of cable force was firstly established.
Based on the mathematical statistics and analysis of a large number data of horizontal dimension of pylons, a series of credible horizontal models were established. By vectorizing shape topology results of horizontal models, the whole horizontal STM of pylon was established. The variation rule of model parameters with width-thickness radio of the facade wall was explored, and the calculation formula of the maximum rod force under the action of horizontal component of cable force was presented.
On the basis of study on vertical STM and horizontal STM of pylon anchorage zone, the general calculation formula of the prestressing force in the pylon wall was proposed, which can serve to design tendons for the pylon wall quantitatively and to determine pylon size and arrangement of prestressing tendon, which can greatly simplify the tendons design for the pylon wall.
引文
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