高架桥系梁施工技术交底

湖南浏至醴陵高速公路第十三合同段毛连湾高架桥〔K80+0〕系梁施工技术交底浙咏公路工程二0一0年七月制墩桩顶〔系梁顶〕标高系梁高〔m〕锁口标高设计桩底标高桩长〔锁口到设计桩底〕〔m〕0-078.2040-178.2040-278.4290-378.4291-01.668.1001-11.668.1001-268.1001-368.1002-01.663.1002-11.663.1002-284.6001.684.97263.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0262-384.6001.684.86363.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0263-085.6001.686.13566.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0263-185.6001.685.54166.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0263-284.9001.685.44166.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0263-384.9001.685.12566.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0264-086.3001.687.80866.30021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0264-186.3001.686.04166.30021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0264-285.8001.686.12066.30021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0264-385.8001.685.83666.30021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0265-086.2001.687.866.70021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0265-186.2001.686.00566.70021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0265-284.7001.685.84066.70021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0265-384.7001.685.88366.70021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0266-0.7001.6.90170.70021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0266-1.7001.6.970.70021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0266-285.7001.688.32765.70021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0266-385.7001.685.93665.70021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0267-091.1001.692.90270.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0267-191.1001.690.55570.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0267-288.1001.690.426.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.0267-388.1001.688.126.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.119.30519.14019.18319.20119.222.62720.23622.80220.45526.32624.026毛连湾高架桥底系梁施工技术交底毛连湾高架桥桩基已灌注24根。底系梁施工即将全面展开。为保证底系梁的施工质量。将对桥梁施工队进展如下交底。工程概况毛连湾高架桥整体线性处于R=2400m的圆曲线上底系梁分左、右幅径向布置。设计底系梁共13处。与设计代表协商1-2～1-3的底系梁取消改为桩柱一体。其中1-2作接桩处理。按桥柱尺寸施工。由于毛连湾桥系梁高程变更今将底系梁的顶、底面高程列出。详细见表一。施工工艺流程测量放线施工石线机械开挖基坑人工清底5cm石渣垫层10#砂浆铺底浇筑破桩头 测量放样〔桩中心点〕放出中心线、模板安装边线安装钢筋安装定型模板检查验收钢筋、模板浇筑砼拆模养护验收主要工序施工要求基坑开挖本工序主要是机械施工配合人工清底。基坑开挖一定要在底系梁边线外加宽一边最少1m另一边最少宽1.8m保证模板安装的工作面。在基坑周围开挖排水坑有集水井保证基坑不积水。人工清底要低于设计高程0.1m15#素砼封底找平。用墨斗弹出中心线、模板内边线。破桩头本工序主要用风镐机将设计高程以上超高局部的砼凿除。桩头周边凿到设计高程中间部份高出2-3cm。用水将桩基上面冲洗干净。测量放出中心点使整个系梁的几何空间位置满足设计要求。钢筋制作及安装立柱钢筋笼与桩基钢筋笼对接长度为1.6m焊前绑直按长、中、下三段单面焊每段焊长100mm。钢筋成形呈微锥形钢筋重叠补强变径区的受力才能。要保证桩基中心与立柱中心在同一个点的铅垂线上。立柱必须用风缆固定。系梁钢筋按设计图纸、按数量、规格、尺寸、位置安放并焊接结实。模板安装定型系梁模板用吊车员装到位。上下用对拉螺杆拉紧处围用斜支撑固定。浇筑砼模板安装验收后进展下道工序浇筑砼砼坍落度控制在90mm砼进仓采用斜形分层先两侧立柱孔然后系梁中心分层厚度≤50cm振动棒插入快拔出慢振动范围为0.5m严禁振动棒触振模板施工时振捣器绝对不能触碰模板及钢筋否那么会影响砼的外表质量最后工序为外表收光。预埋件的安装为便于今后对桩基进展沉降观测在桩基内侧25cm处预埋Φ20*60cm钢筋两根高出系梁外表1-1.5m。拆模浇筑24小时后拆模吊车、人工配合。模板拆卸过程中不准碰撞系梁。以免伤及系梁影响外表美观。砼养护用水浇进展常规养护外表覆盖草袋或麻袋养护时间以7天为宜。检验及验收开挖基坑、钢筋绑扎安装、立柱钢筋笼、模板安装每道工序完成后都要请监理工程师进展验收合格后才能进展下道工序的施工。浇筑砼7天后回弹仪检测合格前方可回填。质量基底的平面位置高程允许偏向规定如下：平面周线位置不小于设计要求。基底高程：土质±50mm石质+50mm-200mm轴线偏位25mm检查基底处理和排水情况是否符合要求检查施工和有关实验资料钢筋砼系梁质量：工程规定允许偏向砼强度在合格内轴线偏位〔mm〕30外形尺寸〔mm〕0+30倾斜度0．5顶面高程〔mm〕±10沉淀厚度符合设计要求平安措施基坑深度超过1.5m应按规定设置上下坡道或爬梯汛开挖时要放缓边坡作为排水措施。加强现场施工理施工现场工作人员必须戴好平安帽及其他平安防护用品。基坑周围必须设置围栏一般加高0.8m的围护栏挖出的土方运离基坑。机动车通行不得危及坑壁的平安以防坍塌。施工现场电工须持证上岗。施工地段设置各种警告标志间应有良好的照明设施车辆应限速行驶。严禁非驾驶员开车或