跨线桥梁门洞支撑体系专项施工方案计算书.doc
跨线桥梁门洞支撑体系计算书一、计算依据1、建筑工程模板支撑系统安全技术规程DB29-203-20102、浇筑施工模板安全技术规范JGJ 162-20083、木结构设计规范GB50005-20034、钢结构设计规范GB50017-20035、混凝土结构设计规范GB50010-20106、建筑地基基础设计规范GB50007-2002二、计算参数1、支撑体系简述支撑系统采用15mm厚竹胶板、下部为100×150mm方木、H型钢纵梁、双拼I360工字钢横梁。2、门洞施工段梁体概况主跨跨中梁高1.8m，端部梁高2.6m；跨中底板厚度0.22m，端部底板厚度为0.5m；跨中腹板厚度0.4m，端部腹板厚度0.7m。桥梁主跨范围梁体为变截面，梁高、底板、腹板方程如下：桥面铺装结构：80mmC40防水混凝土2mm防水层80cm中粒式沥青混凝土40mm细粒式沥青混凝土；总厚度为202mm。梁顶设计标高为11.481m，现状地面标高为3.22m，施工过程中，道路限高4.5m。在门洞范围内，混凝土箱梁的高度为1.82.19m，所以梁底剩余净空为：11.481-3.22-0.202-2.19-4.5=1.369m。目前的设计支撑体系高度为：0.015+0.15+0.7=0.865m1.369m净空满足要求三、支撑系统各构件计算Ø 在门洞范围内，两侧箱梁断面几何尺寸如下：第一断面（跨中侧断面）：梁高1.81m，底板厚度0.22m，腹板厚度0.4m，顶板厚度为0.25m；第二断面（边墩侧断面）：梁高2.19m，底板厚度0.36m，腹板厚度0.528m，顶板厚度为0.25m；Ø 各构件的力学参数见下表：序号构件名称容重(kN/m3)弹性模量(N/mm2)1竹胶板12.5108002100×150cm小方木4100003H700型钢78.52060004钢管支撑78.52060001、15mm竹胶板采用15mm后竹制胶合板，单块板尺寸为2440×1220×15mm下部方木间距按0.3m，按单向板考虑，梁高按边墩断面的2.19m考虑。混凝土按两步浇筑，第一步浇筑至翼缘板以下。腹板位置均布荷载值： 箱室位置均布荷载值：施工人员及设备荷载：2.5kN/m2浇筑混凝土产生的冲击荷载：2kN/m2Ø 强度计算荷载组合值：腹板处：箱室处：Ø 变形计算荷载组合值：腹板处：箱室处：按三跨连续板考虑，强度计算简图如下：图1.1强度计算荷载分布图计算结果：图1.2 板顶应力图图1.3 板底应力图 强度计算满足要求。按三跨连续板考虑，变形计算简图如下：图1.4 挠度变形计算荷载简图计算结果：图1.5 板位移等值线图 变形满足要求2、100×150mm小方木方木截面100×150mm，间距300mm。下部采用H700型钢支撑，间距1m。Ø 强度计算线荷载取值：腹板位置：箱室位置：Ø 挠度变形计算线荷载取值：腹板位置：箱室位置：图2.1 强度计算简图图2.2 梁单元应力图12MPa 强度计算满足要求图2.3 挠度变形计算简图图2.4 小方木位移等值线图 变形满足要求3、H700型钢H700型钢截面尺寸为700×300×13×24mm，计算跨度按11.7m考虑。下部采用双拼I36b工字钢作为支撑，H700型钢在腹板下布置两根，在箱室范围每1m布置一根。Ø 强度计算线荷载取值：腹板位置：箱室位置：Ø 挠度变形计算线荷载取值：腹板位置：箱室位置：图3.1 腹板下方双拼H700型钢应力图205MPa 强度计算满足要求图3.2 腹板下方双拼H700型钢强度计算反力图图3.3 腹板下方双拼H700型钢位移等值线图 变形满足要求图3.4 腹板下方双拼H700型钢位移计算反力图图3.5 箱室下方H700型钢应力图205MPa 强度计算满足要求图3.6 箱室下方H700型钢强度计算反力图图3.7 箱室下方H700型钢位移等值线图 变形满足要求图3.8 箱室下方H700型钢位移计算反力图4、双拼I36b工字钢横梁采用双拼I36b工字钢，下部采用609×12mm钢管撑，钢管撑在腹板下设置一道，箱室范围内设置一道，间距为2m。图4.1 双拼I360b工字钢横梁强度计算简图图4.2 双拼I360b工字钢横梁应力图205MPa 强度计算满足要求图4.4 双拼I360b工字钢横梁强度计算反力图图4.3 双拼I360b工字钢横梁位移计算简图图4.3 双拼I360b工字钢横梁位移等值线图 变形满足要求5、609×12mm钢管撑计算通过横梁强度计算，得到支点最大反力为371.4kN。钢管撑高度为3.94m。图5.1 腹板下钢管支撑计算简图图5.2 腹板下钢管支撑应力图215MPa 强度计算满足要求6、地基梁计算作用于地基梁上的反力为310.1kN、232.6kN、371.4kN、232.6kN、310.1kN。荷载间距为2m。采用倒梁法计算。下部地基长度按12m考虑。地基梁断面尺寸为：0.8×0.5m。地基承载力满足要求线荷载值为：151.75×0.8=121.4kN图6.1 地梁计算结果 上下配置6根12mm钢筋。箍筋考虑采用双肢箍，箍筋直径为10mm，间距200mm进行布置。即可满足弯矩与剪力要求。attention to improving the quality and efficiency of development and pay more attention to security and reform the people's livelihood, more focus on maintaining social harmony and stability, and promote the development of township economy in a better and faster, create a new normal XX development and lay a more solid foundation for XX build a well-off society. Completed tasks this year, we must always pay special attention to the primary task of development. XX weak economic base, low levels of development, economic construction is the Center, we have to create conditions for faster economic development, accumulating more wealth, better people's lives. Effort should be made to this year's economic growth, revenue growth, people have maintained a high rate of income growth, GDP growth of more than 15 per cent respectively. Always grasp the fundamental impetus for reform. We are now "no soldiers behind" many indicators ranked in the bottom of the county from getting bigger. Only by going all out to hard work, hard work, innovation, reform does not adapt to institutional mechanisms, practices, it is possible to change the face of XX poor, into a well-off society together with people across the country. We want to break the old patterns of thinking, methods and organization of work, bravely and boldly into, making full use of all the advantages, comprehensive reforms, to make all its vitality for development impulse, let full play to all sources of wealth creation. Should always stability11
