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1、更多相关文档资源请访问http:/ 260米T型刚构及边跨施工支架设计摘要本桥采用的是大跨度预应力混凝土T型刚构，跨径为602m，采用悬臂浇筑法，共长120m。在设计过程中，首先列举了3种方案进行比选，根据具体的要求和地质条件，确定了T型刚构这种桥型。初步拟定了桥梁的各个尺寸和参数，以及施工方法悬臂浇筑法，确定施工步骤，划分桥梁单元：0#块，悬臂浇筑段，边跨段，合拢段。通过桥梁博士建模，拟定活荷载，进内力验算和配筋估算，同时选取3个截面，进行手算验算正常使用极限和承载能力极限，并且和桥梁博士的到的结果进行比对。详细模拟施工阶段，设计挂蓝施工进行悬臂浇筑，并分析几个重要施工阶段。依据施工阶段设计
2、钢筋，对钢筋的数量，竖弯，平弯等参数进行设计。将钢束信息输入桥梁博士后利用桥梁博士，对桥梁进行持久状况的承载能力极限验算、正常使用极限抗裂验算、持久状况应力验算和短暂状况应力验算、桥梁整体刚度验算，并且调节钢束参数使得各项验算满足规范要求。完成验算后，计算桥面行车道板，并且对其进行配筋，使得全桥成为三向预应力桥。对边跨支架进行设计，并且验算支架的承载能力和刚度。本次设计参考了很多规范，并且采用桥梁博士进行电算，节约了相当一部分的时间，使得设计具有相当的设计成果和实践性。设计过程中得到指导老师的悉心指导及帮助，使我的设计事半工倍，在此对设计界的前辈及指导老师表示衷心的感谢！由于设计时间仓促，加上
3、本人经验有限，设计中难免会有许多不足或缺点，请大家提出宝贵意见及建议。关键词：T型刚构；桥梁博士；挂蓝施工；边跨支架设计260 meter T rigid frame and the side span construction support designAbstractThe bridge is used in large span prestressed concrete T type rigid frame, the span is 60 2m, the cantilever casting method, a total length of 120m.In the design pr
4、ocess, the 3 schemes are compared and selected, according to the specific requirements and the geological conditions, determine the type of T type rigid frame. The initial formulation of various dimensions and parameters of the bridge, and the construction method - cantilever casting method, determi
5、ne the construction steps, divided bridge unit: 0# block, the cantilever section, side span closure segment. By Dr. bridge modeling, to live load, internal force and reinforcement calculation in estimating, the 3 section, the hand count checking serviceability limit and ultimate bearing capacity, an
6、d compared to results and Dr. bridge. Detailed simulations of the construction phase, the design of cantilever casting construction of hanging basket, and analyzes several important stages of construction. On the basis of the design of reinforced construction stage, the number of bars, vertical bend
7、ing, bending and other parameters of design. The information of steel beam bridge by Dr. bridge input postdoctoral, permanent status on the bearing capacity of the bridge limit checking, normal use ultimate cracking, permanent condition stress calculation and transient stress checking, whole bridge
8、stiffness checking and adjusting the parameters, the calculation of steel beam which can meet the requirements of specification. Finished checking, calculation of bridge deck, and the reinforcements of the whole bridge, become the three prestressed bridge. On the side span frame design, and checking
9、 computation of bearing capacity and stiffness of the frame.The design reference to a lot of specification, and using Dr. bridge computing, saves a considerable part of the time, which makes the design of considerable design results and practical. Get the guidance teachers and help in the design pro
10、cess, the design of my half times, the design industry veterans and guidance teachers expressed heartfelt thanks!Due to the design of the haste, with my limited experience, the design will inevitably have many disadvantages, please put forward valuable opinions and suggestions.Keywords: T type rigid
11、 frame; bridge; the construction of hanging basket of side span support design目录摘要IAbstractII第一章、桥型方案比选11.1设计资料11.2初步设计方案11.3桥梁设计原则11.4桥型方案21.4.1预应力混凝土T型刚构21.4.2预应力混凝土简支T梁31.4.3斜拉桥41.5地质条件41.6方案比选51.7预应力混凝土T型刚构详细尺寸6第二章、桥梁单元划分与模型建立82.1桥梁的单元划分82.2桥梁的初步施工模拟92.3桥梁博士信息输入92.3.1 车道荷载计算92.3.2 人群荷载标准值计算92.3.
12、3 冲击系数计算92.3.4荷载横向分布系数计算102.3.5 温度变化102.3.6 二期恒载112.4桥梁博士信息输入11第三章、内力组合计算123.1作用组合概况123.2承载能力极限状态设计组合133.2.1基本效应组合133.2.2偶然效应组合143.3正常使用极限状态设计153.3.1长期效应组合153.3.2短期效应组合153.4桥梁博士各组合效应153.4.1基本组合桥梁博士组合输出图形153.4.2长期组合桥梁博士组合输出图形163.4.3短期组合桥梁博士组合输出图形173.4.4桥梁博士数据导出173.5手算验算内力组合183.5.1验算8号截面183.5.2验算14号截面
13、183.5.3验算20号截面193.5.4手算结果和桥梁博士结果对照比较20第四章、截面配筋估算214.1 预应力钢筋的计算原则214.2按照正常使用极限状态下的应力要求计算214.2.1截面上下缘均配筋时214.2.2当截面只在下缘布置力筋时234.2.3当截面只在上缘布置配筋时：234.2.4上下缘预应力配筋的判别条件244.3按承载能力极限要求计算254.4手算预应力钢束配筋估算254.4.1计算8号截面配筋254.4.2计算14号截面配筋274.4.3计算20号截面配筋28第五章、施工阶段模拟305.1施工方案拟定305.1.1拟定施工方案305.1.2挂篮特点305.2施工阶段划分3
14、05.2.1基础，桥墩和0#块施工315.2.2悬臂挂篮施工315.2.3边跨现浇段施工315.2.4边跨合拢施工315.3挂蓝施工模拟315.4主要施工阶段及其内力图325.4.1桥墩与0#块325.4.2最大悬臂段浇筑完成325.4.3边跨现浇段完成时335.4.4完成边跨合拢时34第六章、预应力钢束356.1钢束的配束原理356.2钢束立面图，平面图，断面图366.3预应力钢束参数计算386.4钢束数量表406.5预应力损失及有效预应力计算416.5.1 预应力损失计算416.5.2由预应力钢筋与管道之间摩擦引起的应力损失416.5.3由锚具变形、钢筋回缩和接缝压缩值引起的应力损失416
15、.5.4由混凝土弹性压缩引起的应力损失426.5.5由钢筋松弛引起的预应力损失终极值436.5.6由混凝土收缩、徐变引起的预应力损失436.5.7 截面预应力损失合计和有效预应力446.6预应力钢束布置原则45第7章 截面强度验算467.1持久状况承载能力极限状态承载力验算467.1.1一般规定467.1.2正截面抗弯承载力验算467.1.3承载能力极限承载力验算结果487.1.4承载能力极限状态总结497.2持久状况正常使用极限状态抗裂验算497.2.1一般规定497.2.2正截面抗裂验算497.2.3正截面抗裂验算结果表507.2.4斜截面抗裂验算527.2.5斜截面抗裂验算结果547.2.6抗裂验算总结567.3持久状况构件的应力验算567.3.1 一般规定567.3.2正截面混凝土压应力验算567.3.3正截面验算结果567.3.4斜截面混凝土压应力验算587.3.
