湖南瀏至醴陵高速公路第十三合同段毛連灣高架橋〔K80+0〕系梁施工技術交底浙詠公路工程二0一0年七月制墩樁頂〔系梁頂〕標高系梁高〔m〕鎖口標高設計樁底標高樁長〔鎖口到設計樁底〕〔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毛連灣高架橋底系梁施工技術交底毛連灣高架橋樁基已灌注24根。底系梁施工即將全面展開。為保證底系梁的施工質量。將對橋梁施工隊進展如下交底。工程概況毛連灣高架橋整體線性處于R=2400m的圓曲線上底系梁分左、右幅徑向布置。設計底系梁共13處。與設計代表協商1-2～1-3的底系梁取消改為樁柱一體。其中1-2作接樁處理。按橋柱尺寸施工。由于毛連灣橋系梁高程變更今將底系梁的頂、底面高程列出。詳細見表一。施工工藝流程測量放線施工石線機械開挖基坑人工清底5cm石渣墊層10#砂漿鋪底澆筑破樁頭 測量放樣〔樁中心點〕放出中心線、模板安裝邊線安裝鋼筋安裝定型模板檢查驗收鋼筋、模板澆筑砼拆模養護驗收主要工序施工要求基坑開挖本工序主要是機械施工配合人工清底。基坑開挖一定要在底系梁邊線外加寬一邊最少1m另一邊最少寬1.8m保證模板安裝的工作面。在基坑周圍開挖排水坑有集水井保證基坑不積水。人工清底要低于設計高程0.1m15#素砼封底找平。用墨斗彈出中心線、模板內邊線。破樁頭本工序主要用風鎬機將設計高程以上超高局部的砼鑿除。樁頭周邊鑿到設計高程中間部份高出2-3cm。用水將樁基上面沖洗干凈。測量放出中心點使整個系梁的幾何空間位置滿足設計要求。鋼筋制作及安裝立柱鋼筋籠與樁基鋼筋籠對接長度為1.6m焊前綁直按長、中、下三段單面焊每段焊長100mm。鋼筋成形呈微錐形鋼筋重疊補強變徑區的受力才能。要保證樁基中心與立柱中心在同一個點的鉛垂線上。立柱必須用風纜固定。系梁鋼筋按設計圖紙、按數量、規格、尺寸、位置安放并焊接結實。模板安裝定型系梁模板用吊車員裝到位。上下用對拉螺桿拉緊處圍用斜支撐固定。澆筑砼模板安裝驗收后進展下道工序澆筑砼砼坍落度控制在90mm砼進倉采用斜形分層先兩側立柱孔然后系梁中心分層厚度≤50cm振動棒插入快拔出慢振動范圍為0.5m嚴禁振動棒觸振模板施工時振搗器絕對不能觸碰模板及鋼筋否那么會影響砼的外表質量最后工序為外表收光。預埋件的安裝為便于今后對樁基進展沉降觀測在樁基內側25cm處預埋Φ20*60cm鋼筋兩根高出系梁外表1-1.5m。拆模澆筑24小時后拆模吊車、人工配合。模板拆卸過程中不準碰撞系梁。以免傷及系梁影響外表美觀。砼養護用水澆進展常規養護外表覆蓋草袋或麻袋養護時間以7天為宜。檢驗及驗收開挖基坑、鋼筋綁扎安裝、立柱鋼筋籠、模板安裝每道工序完成后都要請監理工程師進展驗收合格后才能進展下道工序的施工。澆筑砼7天后回彈儀檢測合格前方可回填。質量基底的平面位置高程允許偏向規定如下：平面周線位置不小于設計要求。基底高程：土質±50mm石質+50mm-200mm軸線偏位25mm檢查基底處理和排水情況是否符合要求檢查施工和有關實驗資料鋼筋砼系梁質量：工程規定允許偏向砼強度在合格內軸線偏位〔mm〕30外形尺寸〔mm〕0+30傾斜度0．5頂面高程〔mm〕±10沉淀厚度符合設計要求平安措施基坑深度超過1.5m應按規定設置上下坡道或爬梯汛開挖時要放緩邊坡作為排水措施。加強現場施工理施工現場工作人員必須戴好平安帽及其他平安防護用品。基坑周圍必須設置圍欄一般加高0.8m的圍護欄挖出的土方運離基坑。機動車通行不得危及坑壁的平安以防坍塌。施工現場電工須持證上崗。施工地段設置各種警告標志間應有良好的照明設施車輛應限速行駛。嚴禁非駕駛員開車或