XX大桥改造工程可行性研究报告

.. 1 4 4 5 6 7 7 9 9 . ..％，图1.1栖霞大桥主桥总体照...图1.4XXX大桥主桥平面示意图（详图见附录图纸）..引桥上部结构采用先张法预应力空心板梁和后张法预应力T梁重车较多，交通非常繁忙。因此，对桥梁的使用性能和.省交通规划设计院有限公司承担了XXX大桥改造工程可行性研究报告的编制工.12.部颁《公路工程质量检验评定标准（第一册土建工程）》(JTG..且重车较多，交通繁忙。2006年江苏省交通规划设计院有限公司工程..图4.1.30号台护坡开裂图4.1.4盖梁混凝土破损图4.1.5挡块开裂破损图4.1.6横隔板混凝土脱落..图4.2.1吊杆系梁处封锚混凝土白化图4.2.5系梁底板露筋图4.2.4拱脚处开裂及主拱肋涂装失效图4.2.6桥面铺装出现坑洞..图4.2.7伸缩缝破损照....图5.1.1主桥中跨结构计算模型表5.1.1主跨跨中截面应力最大压应力（最大压应力（MPa）42.3-384.1最大拉应力（MPa）-415.5验算截面位置跨中拱肋跨中系梁跨中吊杆..表5.1.2主跨拱脚截面应力最大压应力（最大压应力（MPa）-177.2最大拉应力（MPa）-190.1验算截面位置拱脚处拱肋拱脚处系梁拱脚处吊杆b5.2.21条的规定，在使用荷载作用..表5.1.3承载能力组合II作用下系梁跨中截面承载能力验算表受力性质是否满足最小轴力23900偏心受拉是最大轴力23900偏心受拉是表5.1.4承载能力组合II作用下系梁拱脚处截面承载能力验算表受力性质是否满足最小轴力23900偏心受拉是最大轴力23900偏心受拉是N≤φfA式中：f—钢管混凝土的组合轴心受压强度设计值；bfcff..scf、f—分别为钢材的标准强度和设计强度；yf、f—分别为混凝土的抗压强度标准值和设计值。表5.1.5承载能力组合II作用下主拱肋跨中截面承载能力验算表受力性质是否满足最小轴力26511偏心受压是最大轴力28306偏心受压是表5.1.6承载能力组合II作用下主拱肋拱脚处截面承载能力验算表受力性质是否满足最小轴力偏心受压是最大轴力偏心受压是.dL222b5.2.21条的规定，在使用荷载作用..表5.1.7主桥中跨关键截面鉴定计算验算表应力限值应力限值-617.5-617.5验算截面位置跨中拱肋跨中系梁跨中吊杆拱脚处拱肋拱脚处系梁拱脚处吊杆最大压应力42.3-384.1-177.2最大拉应力-415.5-190.1验算结果满足满足满足满足满足满足f<Zf式中：f—计入活载影响修正系数的短期荷载变形计算值；df—变位限值；L2..dgdqbccss表5.1.8承载能力组合II作用下主拱肋跨中截面承载能力鉴定计算验算表最大轴力最小轴力轴力（kN）2830626511抗力（kN）折减后（kN）34281.734281.7受力性质偏心受压偏心受压是否满足是是..表5.1.9承载能力组合II作用下主拱肋拱脚处截面承载能力鉴定计算验算表最大轴力最小轴力轴力（kN）抗力（kN）折减后（kN）34281.734281.7受力性质偏心受压偏心受压是否满足是是表5.1.10承载能力组合II作用下系梁跨中截面承载能力鉴定计算验算表最大轴力最小轴力轴力（kN）抗力（kN）2390023900折减后（kN）2270522705受力性质偏心受拉偏心受拉是否满足表5.1.11承载能力组合II作用下系梁拱脚处截面承载能力鉴定计算验算表最大轴力最小轴力轴力（kN）抗力（kN）2390023900折减后（kN）2270522705受力性质偏心受拉偏心受拉是否满足V3.1.0进行，首先按照杠杆法计算两片拱肋的横向分布系数，..图5.2.1主桥边跨结构计算模型..表5.2.1主跨跨中截面应力验算截面位置验算截面位置最大压应力（MPa）跨中拱肋跨中系梁跨中吊杆-347-385表5.2.2主跨拱脚截面应力验算截面位置验算截面位置最大压应力（MPa）拱脚处拱肋拱脚处系梁拱脚处吊杆-333-360b5.2.21条的规定，在使用荷载作用..表5.2.3承载能力组合II作用下系梁跨中截面承载能力验算表受力性质是否满足最小轴力-22800-24600偏心受拉是最大轴力-19900-24600偏心受拉是表5.2.4承载能力组合II作用下系梁拱脚处截面承载能力验算表受力性质是否满足最小轴力-22800-26200偏心受拉是最大轴力-19900-26200偏心受拉是N≤φfAc..ffscf、f—分别为钢材的标准强度和设计强度；yf、f—分别为混凝土的抗压强度标准值和设计值。表5.2.5承载能力组合II作用下主拱肋跨中截面承载能力验算表受力性质是否满足最小轴力偏心受压是最大轴力22800偏心受压是表5.2.6承载能力组合II作用下主拱肋拱脚处截面承载能力验算表受力性质是否满足最小轴力23800偏心受压是最大轴力27300偏心受压是.dL222b5.2.21条的规定，在使用荷载作用..表5.2.7主桥边跨关键截面鉴定计算验算表应力限值应力限值-617.5-617.5验算截面位置跨中拱肋跨中系梁跨中吊杆拱脚处拱肋拱脚处系梁拱脚处吊杆最大压应力-347-333最大拉应力-385-360验算结果满足满足满足满足满足满足f<Zf式中：f—计入活载影响修正系数的短期荷载变形计算值；df—变位限值；L2..cdgqbdYY2dgdqbccss2..表5.2.8承载能力组合II作用下主拱肋跨中截面承载能力鉴定计算验算表最大轴力最小轴力轴力（kN）22800抗力（kN）折减后（kN）32499.532499.5受力性质偏心受压偏心受压是否满足是是表5.2.9承载能力组合II作用下主拱肋拱脚处截面承载能力鉴定计算验算表最大轴力最小轴力轴力（kN）2730023800抗力（kN）折减后（kN）32499.532499.5受力性质偏心受压偏心受压表5.2.10承载能力组合II作用下系梁跨中截面承载能力鉴定计算验算表最大轴力最小轴力轴力（kN）-19900-22800抗力（kN）-24600-24600折减后（kN）-23370-23700受力性质偏心受拉偏心受拉是否满足是是表5.2.11承载能力组合II作用下系梁拱脚处截面承载能力鉴定计算验算表最大轴力最小轴力轴力（kN）-19900-22800抗力（kN）-26200-26200折减后（kN）-24890-24890受力性质偏心受拉偏心受拉是否满足是是...涂装。新的涂装以耐久性好的涂料为佳。推荐采用优龙的重防腐涂料ES301。该.露出坚硬密实的部分，并保证位无油污、油强日常养护中对此类区域的检查和养护；对电位水平在-200～-300mv，钢筋锈土表面进行清洁处理，确保表面无油污、油脂、蜡状物等影响渗透涂刷表面迁移型钢筋阻锈剂；对于电位水平在-300～-400mv，钢筋锈蚀状态为锈蚀状态为有锈蚀活动性，严重锈蚀可能性极大和电位水平小于小于-500mv，.封加强钢筋，浇筑整体化钢纤维混凝土，待混凝土强度达到80%以上后，锯缝填...图6.2.1吊杆系梁处封锚混凝土白化图6.2.2吊杆在拱肋下缘受水侵蚀高的测量，以决定是否需要调整索力。全桥..在桥面上搭设脚手架在桥面上搭设脚手架打磨掉拱肋和风撑的原涂装先更换2根存在锚头白化的吊杆对更换下来的吊杆进行力学试验试验结果制定其他吊杆的维修方案重新涂刷主拱肋和风撑的防锈涂装层在图示拱肋指定位置粘贴滴水檐封闭半幅交通更换12号墩半幅伸缩缝拆除此半幅区域内的桥面铺装层检查桥面板存在病害处理病害或更换桥面板对不需更换的吊杆维修吊杆防水盖处理完毕重新做桥面铺装在系梁悬臂板处粘贴滴水檐封闭另外半幅交通按上述步骤对另外半幅进行维修处理对拱脚开裂处灌注化学材料开放主桥全桥交通图6.2.1主桥维修加固施工步骤图..垫实、纠偏、更换支座垫实、纠偏、更换支座维修伸缩缝重做渗水墩顶处的桥面连续维修破损横梁常规病害处理粘贴滴水檐图6.3.1引桥维修加固步骤图..图6.4.1XXX大桥施工期间交通组织示意图...表8.2.1XXX大桥改造工程费用测算表（按更换2根吊杆测算）材料项目钢筋阻锈剂表面迁移型钢筋阻锈剂轻质环氧树脂砂浆钢纤维混凝土混凝土水泥砂浆乳化沥青沥青混凝土沥青砂钢结构防锈涂料更换吊杆更换吊杆施工监控止水橡胶密封圈垫实支座纠偏支座更换支座疏通泄水管钢筋滴水檐2mm厚氯丁橡胶片塑料薄膜封膏高发泡聚乙烯板清理伸缩缝更换伸缩缝粘贴缺失钢板85000500000441.2221.025520.621912087.44863360.00352960.0022980.003630.00618856.00662472.00500000.002800.0045000.008000.008400.00610577.606540.002715.004.50318.00260000.00800.00m2m2m3m3m3m3mm3m3m2m2mm2m2m3m3mm块5440469.42..计划利润计划利润税金定额编制、管理费设计文件审查费工程质量监督费建设单位管理费设计费监理费预留费用试验研究费交通管制费合计（万元）828.72435237.55435237.55435237.55272023.47500000400000435237.555000.006200.007400.00435237.55435237.55272023.47500000.00400000.00...........J[14]-24039.2243.60-138.17-238.85J[16]-23392.0343.18458.23-242..-20550.40-26.76.J[39]-20544.21-26.76737.57-82.90703.19212.68I[39]-20551.23-26.52456.98-82.91814.27207.62J[40]-20521.26-26.52539.12-82.91310.69237.69I[40]-20528.15-26.65163.39-86.47421.28230.J[41]-20508.18-26.65220.89-86.47284.04252.28I[41]-20510.12-26.7631.50-86.34309.57248.48J[42]-20505.95-26.7643.82-86.34304.53253.29I[42]-20506.35-26.76-23.88-86.84304.75251.97J[43]-20502.22-26.76-11.55-86.84308.53256.66I[43]-20502.55-26.75-101.64-87.48303.30254.90J[44]-20495.74-26.75-81.10-87.48329.24262.40I[44]-20495.56-26.66-283.32-89.41293.08258.71J[45]-20478.36-26.66-229.93-89.41489.97277.44I[45]-20477.43-26.76-402.24-90.32450.12274.11J[46]-20474.84-26.76-394.03-90.32495.31277.26I[46]-20472.01-26.57-611.16-92.34388.07272.86J[47]-20449.52-26.57-537.23-92.34952.54300.91I[47]-20075.13-26.76757.14-94.79873.67296.47J[48]-20072.71-26.76765.35-94.79794.64299.61I[48]-20079.24-26.53501.28-97.05900.16294.73J[49]-20056.02-26.53583.42-97.05352.20323.70I[49]-20063.48-26.56141.55-101.63470.9531J[50]-20042.99-26.56219.59-101.63303.34343.21I[50]-20044.72-26.77-7.51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