系梁技術(shù)交底

1、湖南省瀏陽至醴陵高速公路第十三合同段毛連灣高架橋（K80+640）系梁施工技術(shù)交底浙江八詠公路工程有限公司二0一0年七月制墩號樁頂（系梁頂）標(biāo)高系梁高（m）鎖口標(biāo)高設(shè)計樁底標(biāo)高樁長（鎖口到設(shè)計樁底）（m）0-078.2040-178.2040-278.4290-378.4291-01.668.1001-11.668.1001-268.1001-368.1002-01.663.1002-11.663.1002-284.6001.684.97263.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.16419.305

2、19.14019.18319.20119.26422.62720.23622.80220.45526.32624.0262-384.6001.684.86363.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.0263-085.6001.686.13566.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.536

3、21.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.0263-185.6001.685.54166.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.0263-284.9001.685.44166.10021.87221.76320.03519.44119.34119.02521.50819.741

4、19.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.0263-384.9001.685.12566.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.0264-086.3001.687.80866.30021.87221.76320.03519.44119.34119.025

5、21.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.0264-186.3001.686.04166.30021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.0264-285.8001.686.12066.30021.87221.76320.03519.441

6、19.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.0264-385.8001.685.83666.30021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.0265-086.2001.687.86466.70021.87221.763

7、20.03519.44119.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.0265-186.2001.686.00566.70021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.0265-284.7001.685.84066.700

8、21.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.0265-384.7001.685.88366.70021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.0266-089.7001.6

9、89.90170.70021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.0266-189.7001.689.96470.70021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.026

10、6-285.7001.688.32765.70021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.0266-385.7001.685.93665.70021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.455

11、26.32624.0267-091.1001.692.90270.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.0267-191.1001.690.55570.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.236

12、22.80220.45526.32624.0267-288.1001.690.42664.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.26422.62720.23622.80220.45526.32624.0267-388.1001.688.12664.10021.87221.76320.03519.44119.34119.02521.50819.74119.82019.53621.16419.30519.14019.18319.20119.264

13、22.62720.23622.80220.45526.32624.026毛連灣高架橋底系梁施工技術(shù)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(zhì)量。將對橋梁施工隊進(jìn)行如下交底。一、 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(shè)計底系梁共13處。與設(shè)計代表協(xié)商1-21-3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(xì)見表一。二、 施工工藝流程測量放線 施工石線 機(jī)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

14、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(yǎng)護(hù) 驗收三、 主要工序施工要求1、 基坑開挖本工序主要是機(jī)械施工，配合人工清底?；娱_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(shè)計高程0.1m，15#素砼封底找平。用墨斗彈出中心線、模板內(nèi)邊線。2、 破樁頭本工序主要用風(fēng)鎬機(jī)將設(shè)計高程以上超高部分的砼鑿除。樁頭周邊鑿到設(shè)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(shè)計要求。3、 鋼筋制作及安裝立柱鋼

15、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(bǔ)強(qiáng)變徑區(qū)的受力能力。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(fēng)纜固定。系梁鋼筋按設(shè)計圖紙、按數(shù)量、規(guī)格、尺寸、位置安放并焊接牢固。4、 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。5、 澆筑砼模板安裝驗收后，進(jìn)行下道工序，澆筑砼，砼坍落度控制在90mm，砼進(jìn)倉采用斜形分層，先兩側(cè)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(yán)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，否則會影響砼的表

16、面質(zhì)量，最后工序為表面收光。6、 預(yù)埋件的安裝為便于今后對樁基進(jìn)行沉降觀測，在樁基內(nèi)側(cè)25cm處預(yù)埋20*60cm鋼筋兩根，高出系梁表面1-1.5m。7、 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(zhǔn)碰撞系梁。以免傷及系梁，影響表面美觀。8、 砼養(yǎng)護(hù)用水澆進(jìn)行常規(guī)養(yǎng)護(hù)，表面覆蓋草袋或麻袋，養(yǎng)護(hù)時間以7天為宜。四、 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(jiān)理工程師進(jìn)行驗收，合格后才能進(jìn)行下道工序的施工。澆筑砼7天后，回彈儀檢測合格后方可回填。五、 質(zhì)量標(biāo)準(zhǔn)基底的平面位置高程允許偏差規(guī)定如下：1. 平面周線位置不小于設(shè)計要求。2. 基底高程：土質(zhì)

17、±50mm 石質(zhì) +50mm，-200mm3. 軸線偏位25mm4. 檢查基底處理和排水情況是否符合要求5. 檢查施工和有關(guān)實驗資料鋼筋砼系梁質(zhì)量標(biāo)準(zhǔn)：項目規(guī)定允許偏差砼強(qiáng)度在合格標(biāo)準(zhǔn)內(nèi)軸線偏位（mm）30外形尺寸（mm）0，+30傾斜度05%頂面高程（mm）±10沉淀厚度符合設(shè)計要求六、 安全措施1、 基坑深度超過1.5m應(yīng)按規(guī)定設(shè)置上下坡道或爬梯汛期開挖時要放緩邊坡作為排水措施。2、 加強(qiáng)現(xiàn)場施工管理，施工現(xiàn)場工作人員必須戴好安全帽及其他安全防護(hù)用品。3、 基坑周圍必須設(shè)置圍欄，一般加高0.8m的圍護(hù)欄，挖出的土方運離基坑。機(jī)動車通行不得危及坑壁的安全，以防坍塌。4、 施工現(xiàn)場電工須持證上崗。5、 施工地段設(shè)置各種警告標(biāo)志，夜間應(yīng)有良好的照明設(shè)施，車輛應(yīng)限速行駛。6、 嚴(yán)禁非駕駛員開車或試車，嚴(yán)禁駕駛員酒后駕車，施工機(jī)械由專人操作。7、 專