引水隧洞施工组织设计方案

'目录施工组织设计文字说明．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．第一章概述．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．第二章施工准备．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．1、施工现场调查．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．2、施工队伍、机械设备和有关材料的准备及组织进场．．．．．．．．．．3、临时工程．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．4、技术准备．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．第三章总体施工部署安排．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．1、施工组织管理机构及主要人员安排．．．．．．．．．．．．．．．．．．．．．．．．2、施工总体部署．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．3、总工期安排．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．4、劳动力组织及任务划分．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．第四章分项工程施工顺序．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．1、总体施工顺序．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．2、工程各工区施工顺序．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．第五章主要分项工程施工方案和方法．．．．．．．．．．．．．．．．．．．．．．．．．1、土石方开挖．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．2、石方洞挖．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．3、砼施工．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．4、灌浆施工．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．． 第六章质量保证体系．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．1、质量方针和质量目标．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．2、主要措施．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．第七章安全保证措施和文明施工．．．．．．．．．．．．．．．．．．．．．．．．．．．．．1、安全保证措施．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．2、搞好文明施工．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．第八章环境保护措施．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．第九章雨季及讯期施工安排．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．附件一施工总平面布置图．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．附件二项目经理部组织机构框图．．．．．．．．．．．．．．．．．．．．．．．．．．附件三施工总进度表．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．附件四质量保证体系框图．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．．． 施工组织设计本施工组织设计，系依据业主提供的该电站工程初步设计报告及附图及我公司组织有关人员对施工现场进行的实地调查的基础上编制而成的。工程设计施工总工期为18个月，若我方中标，我们将在业主规定的时间内及时进场组织施工，并进一步提供更详尽的施工组织安排。第一章概述本工程主要由进口钢筋砼启闭塔、引水隧洞（包括2个支洞）、调压竖井等组成。进口位于库内左岸的山坡上，岩石为风化泥岩夹砂岩，属Ⅲ类围岩；进口设置钢筋砼启闭塔，由进口和闸门段组成。进水口底板高程为640.00m，顶板采用椭圆曲线，边墙也采用椭弧曲线与隧洞相接；进口尺寸为5×5m，闸门启闭平台高程686.00m，其上设有启闭机室。本工程引水隧洞洞长5239.420m，坡降i=0.306%，其中在洞2+224.110和洞3+806.590处分别设置了一号和二号施工支洞。主洞采用圆形断面双层钢筋C20砼衬砌，Ⅲ类围岩开挖断面面积30.19m2，洞径为6.2m，衬砌厚0.50m；Ⅳ类围岩段开挖断面面积34.21m2，洞径为6.6m，衬砌厚度为0.7m；成型断面洞径3.0m；在Ⅲ围岩段洞内每隔3m预埋回填灌浆孔,灌浆压力为2~3kg/cm2，在Ⅳ围岩范围内进行全断面固结灌浆，排距2.5m，孔深3m,灌浆压力为6~8kg/cm2。施工支洞采用城门墙式，净宽4m，拱顶净高3.5m。衬砌厚度50cm。 调压竖井设在洞5+029.110处，井顶高程为705.10，井底高程为630.30，井高74.8米。井半径为6米，开挖段衬砌厚度为2m，开挖断面积为227m2。 第二章施工准备1、施工现场调查我公司接到电站工程初步设计报告后，立即组织了一个经验丰富的由各专业技术人员参加的现场调查组，对施工现场和工程沿线的地形地貌、工程地质、水文地质、交通运输等情况做进一步的调查研究和踏勘，初步确定了施工队伍、机械设备、临时道路、临时设施、水源管路等，以便于管理、有利于施工组织出发，做出较切合实际的工程施工部署和施工方法及计划安排。2、施工队伍、机械设备和有关材料的准备及组织进场2．1我方接到业主的中标通知书后，立即组织力量较强的先遣队伍进场，做好有关方面的准备工作，完成队伍的设营、临时房屋的搭建、临时便道、栈桥的修筑。同时组织施工队伍、机械设备陆续调迁上场，做好开工前的各项准备工作，我方接到开工通知令后，将立即展开施工。2．2设备、人员、材料运到现场，主要是以大平板车、汽车为主。主要施工机械设备见主要施工机械设备表。3、临时工程临时便道、临时房屋、水、电、仓库、储料场和砼搅拌站等设施，依据业主提供的资料，结合我方现场实际调查情况进行安排，临设布置详见总平面布置图。4、技术准备4．1中标后，我方将组织工程技术人员更进一步地做好施工设计图纸的审核和现场调查核对工作，以便按照工程施工技术规范及业主的要求，提供更为详尽的施工方法和安排。 4．2参照业主提供的测量技术资料，首先进行贯通复测，根据贯通工程的要求，复测将建立不低于四等精度的平面和；高程独立控制网。为了与原工程设计衔接，测区将利用原测量网中的一点座标和一条边的方位及一个起始点的高程。复测成果经测量工程师确定无误后，组织进行施工定位放线，埋设桩橛，对重点的点和线，埋设永久桩和护桩，确保工程位置的准备无误。4．3依据业主提供的参考资料和现场踏勘调查情况，对各种工程材料做进一步的核实并取样鉴定，及时向监理工程师提供实验结果，在合格的基础上作好各种配合比的选定试验工作。对外购的成品、半成品等各种材料及时按规定取样检验，确定采购厂、点。 第三章总体施工部署安排1、施工组织管理机构及主要人员安排本工程设项目经理部，实行项目法管理，下设三部，即：工程部、质检部、财物部。下辖施工一队、二队、三队、四队、五队和测量队，其中施工一队负责引水隧洞进口（包括启闭塔）、施工二队负责施工支洞一的两个工作面、施工三队负责施工支洞二的两个工作面、施工四队负责引水隧洞出口施工，施工五队负责调压井工程施工，测量队负责各整个工区的施工测量工作。项目经理部对工程实施全面、全过程的施工组织管理，严格履行合同条款，按期保质保量完成规定的工程施工任务。项目经理部组织管理机构及主要人员安排见组织机构框图、人员安排表。2、施工总体部署各工区临时临时建房工作量如下：a、引水隧洞进口（包括启闭塔）：临时建房500m2。b、施工支洞一洞口：临时建房800m2。c、施工支洞二洞口：临时建房800m2。d、引水隧洞出口（包括调压竖井）：临时建房1200m2。具体生活、生产设施布置详见施工总体布置图。3、总工期安排本工程总工期为18个月，主要包括土石方开挖、隧洞衬砌、隧洞灌浆工程等。为了更有利的保证施工进度，在施工计划安排上着重引水隧洞进口（包括启闭塔）的施工，以确保工期。3．1施工准备期 从进场起，计划用15天时间陆续完成场地平整、场内交通、施工生产生活房屋建筑、临时设施等建设，并同时尽快完成洞口土方明挖。3．2主体工程施工期引水隧洞进口工区：从第1个月中旬至第4个月底共3个半月完成土石方明挖；继而同时进行隧洞洞挖掘进和进口启闭塔施工，至第12个月中旬计7个半月后停止洞挖掘进；掘进后进行C20砼衬砌，计划至第16个月底完成衬砌，衬砌后一个月即可进行灌浆施工，灌浆施工与第17个月底完成；与此同时启闭塔及进口其它工程从第6个月底至第11个月底完成施工任务。引水隧洞出口工区：完成准备工作后，用30天的时间完成洞口的土石方开挖；隧洞洞挖掘进从第3个月至第9个月底完成；掘进后进行C20砼衬砌，至第15个月底完成衬砌工作，衬砌后一个月即可进行灌浆施工，灌浆施工与第16个月底完成。支洞一工区：在完成准备工作后，用一个月的时间完成洞口的土石方开挖；后立即进行隧洞开挖，从第2个月上旬至第8个月底计6个月完成施工；开挖后进行洞内C20砼衬砌施工，至第14个月中旬完成衬砌工作，衬砌后一个月即可进行灌浆施工，灌浆施工与第15个月底完成。支洞二工区：在完成准备工作后，用一个月的时间完成洞口的土石方开挖；后立即进行隧洞开挖，从第2个月上旬至第8个月底计6个月完成施工；开挖后进行洞内C20砼衬砌施工，至第14个月中旬完成衬砌工作，衬砌后一个月即可进行灌浆施工，灌浆施工与第15个月底完成。调压井工区：调压井工程在进场完成准备工作后，立即开始上调压井公路的施工，计划从第1个月中旬至第4个月底完成公路和井口回车场的开挖施工；从第4个月开始进行调压井导井（2m×2m ）开挖，至第6个月上旬完成导井开挖；竖井扩挖从第6个月上旬开始至第7个月中结束；C20砼衬砌及塔身施工在开挖全部完成后及时进行，计划从第7个月中旬至第12个月中完成，井身部分灌浆工作在第9个月开始，至第12个月中旬结束，塔身回填及其它工作在第12个月至第14个月中旬完成。各工区灌浆施工可在砼衬砌施工保证龄期后及时进行，整个隧洞工程回填灌浆在第17个月底全面完成。3．3收尾工程工程第17个月下旬完成收尾工程，撤离工地。施工进度计划详见施工总进度计划表。4、劳动力组织及任务划分本工程平均上场人数180人，高峰期人数250人，共投入五个施工队，其中一队负责引水隧洞进口工区的施工，二队负责引水隧洞出口工区的施工，三队负责一号支洞工区的施工，四队负责二号工区的施工，五队负责调压竖井工区的施工。1个测量专业队，负责隧洞施工的全线的测量工作。引水隧洞进口工区的施工为进口启闭塔工程及引水隧洞进口段工程；引水隧洞出口工区的施工为隧洞出口段工程；一号、二号支洞工区各为其支洞出口施工段沿引水隧洞两端的隧洞工程；调压竖井工区的施工为调压井公路及调压井工程。 第四章分项工程施工顺序1、总体施工顺序____县____电站引水隧洞工程的施工是____电站工程能否按期，顺利完工的关键和重点，本着突出重点攻难点的原则，在施工安排上，要围绕着关键线路的施工为中心，争取早开工、早进洞、稳扎稳打、均衡施工，尽可能的缩短引水系统的施工工期，使工程尽早竣工投产。因此，施工总进度计划必须围绕着关键线路的施工来进行安排，优化各工点、各施工工序之间的衔接和组合，力争以最短的时间，保质保量完成工程施工任务，为电站的全面竣工和按时发电创造条件。2、工程各工区施工顺序2．1引水隧洞进口工区施工顺序：准备工程－－洞口明挖――引水隧洞进口段开挖（同时施工进口启闭塔工程）――隧洞C20衬砌――隧洞回填、固结灌浆。2．2引水隧洞出口工区施工顺序：准备工程－－洞口明挖――引水隧洞出口段开挖――与调压井贯通――隧洞C20衬砌――隧洞回填、固结灌浆。2．3支洞一、支洞二工区施工顺序：准备工程――洞口明挖――支洞隧洞开挖――支洞隧洞C20衬砌――隧洞回填、固结灌浆――两工作面开挖主洞――主洞隧洞C20衬砌――主洞隧洞回填、固结灌浆。2．4调压井工区施工顺序：准备工程――调压井公路开挖及调压井石方明挖――调压井导井开挖――调压井扩挖――调压井C20砼衬砌――调压井塔身施工――调压井回填、固结灌浆。 第五章主要分项工程施工方案和方法本工程引水隧洞洞线较不长，工期较紧。为保证工程施工进度，在施工布置上要求，各工区工点，统一指挥，相互协调，有效利用工作面，合理安排各工序平行、交叉作业，力争以最短的工期，保质保量完成工程施工任务。各主要分项工程施工方案及方法：1、土石方开挖土石方开挖包括隧洞进口、隧洞出口、洞口明挖及调压井石方明挖。土方明挖采用分级开挖方式，每级高度10~15m，采用PC200挖掘机挖土装车，辅以松动爆破相结合，5T自卸车运土到弃碴场弃碴。石方明挖采用梯级开挖，台阶3~5m，气腿式风钻凿岩，边坡采用预裂爆破，1.0m3挖掘机配合5T自卸车运至碴场弃碴。各洞口施工前先做好仰坡上截水沟以及洞口山坡的危石清理工作，洞口明挖完成后，做好洞口仰坡支护和加固，以利进洞。2、石方洞挖本工程隧洞开挖均采用新奥法施工技术。隧洞围岩以Ⅲ类围岩为主，Ⅳ围岩相对较少，洞身成洞条件较好，自稳能力较高，地下水埋深较深，虽有几条碎裂带与隧洞斜交但总体说来，隧洞工程地质条件较好。因此，在进行隧洞施工时，我们采用全断面爆破法施工，应用新奥法原理进行施工。一、光面爆破1．钻孔机具配备和钻孔安排钻孔机具主要由施工方法决定，由于选定采用全断面爆破法施工，因此我们选用手持气腿式风钻凿岩。根据经验，中等断面隧洞的炮眼直径常为40mm。炮眼深度2.5m。炮眼密度为2~3个/m2。 对于光面爆破来说，准确的打眼是十分重要的。再好的爆破设计如果炮眼打得很不规矩，也得不到预期的爆破效果。虽然直接影响光面爆破效果的是周边眼和内圈炮眼，但是实际上，从周边眼和内圈眼特别采取如下措施：a、打眼前，要先放好断面中线，水平。并在开挖面画好轮廓线，再按设计图布置炮眼位置。b、开眼位置应准确，最大偏离不宜大于5mm。一般情况下，周边眼不应有偏向轮廓线内的误差。c、周边眼一般应以0.05（小于3m深的炮眼）的斜率外插打出。这是为了保证钻机厚度所必须的。也就是说，正常情况下，钻爆法开挖的隧洞必然纵向轮廓呈锯齿形：锯齿形的齿高，一般也称为“两炮衔接的台阶”通常应是必需的最小值。而且也成为衡量光爆质量的指标之一。所以设计纵向开挖轮廓线的正确画法应是锯齿形，而不应是一条直线。也就是说，必需的齿高＆值是不能算作超挖的。本工程＆采用15cm。d、辐射状外插的周边眼，其间隔应均匀。内圈炮眼至周边炮眼的排距误差应不大于5~10cm。眼深超过2.5m时，应使内圈炮眼于周边眼有相同的斜率倾角。e、各炮眼应直线钻进，眼底应尽量落在同一平面上。打好的炮眼按图验收，不合格的原则上应填死重打。输水隧洞开挖炮眼布置图 2、装药结构装药结构的设计。通常指周边炮眼，在软弱围岩条件下，也包括内圈炮眼。装药结构应满足以下要求：与设计的单孔装药量，装药集中度相适应。装药中心相当于临界深度，及相应的线装药密度。正确的不偶合系数值，及较理想的不偶合装药结构。起爆体的位置，起爆方向，起爆方法及起爆时差等符合爆破设计的技术要求。国内外都研制了适用于光面爆破的专用炸药。根据国内可能提供的器材，我们取得的一定经验，可以实际推广应用的器材主要有：a、1#，2#岩石销铵炸药加工的小直径药卷。药卷直径可以是20mm，22mm，25mm，药卷长度可以由20cm到60cm。b、低密度，低爆速炸药。c、传爆线或传爆线束为主要装药。传爆线现在还只能用标准传爆线。d、起爆器材，一般应使用毫秒雷管及传爆线网。大断面一次爆破时，最好采用毫秒雷管与分秒雷管或半秒雷管配套起爆，近年来我们使用传爆管毫秒雷管效果较好。 任何情况下，无论采用何种装药结构时，炮眼口都要求用炮泥妥加堵塞。堵塞长度一般不宜小于20cm。装药结构图结构形式示意图说明间隔不耦合装药毫秒微差导爆管雷管导爆索炮泥φ25mm小药卷导爆管炮泥φ32mm药卷φ32mm药卷1、此图为光爆眼装药结构图；2、孔外雷管延时；3、导爆索起爆。耦合连续反向起爆装药结构此图为掏槽眼、辅助眼、底眼装药结构⑴、炸药及其性能掏槽眼：φ32mm2#岩石铵梯炸药辅助眼：φ32mm2#岩石铵梯炸药光面眼：φ20mm2#岩石铵梯炸药；炸药性能见表。炸药性能表炸药名称密度g/cm爆力ml爆速m/s列爆距cm猛度mm每节药重g每节药长φ22mm2#岩石铵梯炸药0.85∽1.01≥3202900∽3000≥5≥1270200φ32mm2#岩石铵梯炸药0.95∽1.1≥320≥3200≥5≥12150200φ32mm2#乳化炸药1.05∽1.31≥3204000∽5000≥10≥16150200注：若施工中遇到有水现象，改用2#乳化炸药。⑵、起爆材料①材料：采用1∽16段非电毫秒延期导爆管雷管，8# 纸质雷管，导火索。调压井导井和竖井的开挖采用1∽10段毫秒电雷管爆破。②起爆方法：用导火索，8#纸质雷管引爆导爆管雷管、导爆管雷管起爆炸药。⑷、每循环装药量（Q）Q＝q.S.L.η式中：q─隧洞取1.7，施工支洞断面取1.3。⑸、循环实际装药量（Q实）Q实＝Σn×N×G①、隧洞开挖：Q实＝（14×8.5+6×9+5×11）×0.15+17×4×0.07＝38.96②、施工支洞：Q实＝55.2⑹、实际单位炸药消耗量Ｑ实＝q实消.S.L.η①、隧洞开挖：q实消＝1.72②、支洞开挖：q实消＝1.29钻爆设计⑴炮眼数目炮眼数目的多少直接影响每一循环凿岩工作量、爆破效果、循环进尺、隧洞成型的好坏。暂按下式计算炮眼数目，在施工中，根据具体情况再作调整，以达到最佳爆破效果。炮眼数目N，按下式计算：N=q•s/rη式中：q——炸药单耗量，取q=1.3kg/m3s——开挖面积，s=30.19m2r——每米长度炸药的重量，2号岩石销铵炸药r=0.78kg/mη——炮眼装药系数，取η=0.7经计算，N=67，光面爆破需多增加周边眼21只，共计88只。⑵每个炮眼的装药量①掏槽眼Q1=η•L•r式中：η——炮眼装药系数，取η=0.8L——眼深，L=2.5mr——每米长度炸药量，r=0.78kg/m经计算Q1=1.56取Q1=1.5kg②辅助眼Q2=η•L•r=0.7*2.3*0.78=1.25kg取Q2=1.20kg⑶光面爆破参数 针对Ⅺ类岩石初次选用如下爆破参数，在施工中可按照选定的参数总结每次爆破效果，测量半孔率和轮廓不平整度，不断调整光爆参数周边孔间距a=(15～10)d=(15～10)*43mm=645～430mm密集系数m=a/W=0.65～1.0,Ⅺ类可选为0.8～0.7,最小抵抗线W=600～400mm岩石坚固系数f不偶合系数k装药量q(g/m)炮孔间距a(cm)最小抵抗线W(m)2～42～2.450～1250.4～0.30.4～0.34～61.6～1.8100～2000.45～0.350.45～0.356～101.4～1.6150～2500.5～0.40.55～0.45⑷装药起爆光面爆破宜采用细药卷，起爆时注意以下事项：①周边孔应该同时起爆才能保证光面爆破效果；②起爆顺序为先掏槽孔，再辅助孔，辅助孔起爆后再起爆周边孔，底孔最后起爆；③底孔内装一个粗药卷，以克服岩体挟制作用；④为了减少超挖和降低工程造价，开挖过程中，加强断面量测，并及时处理个别欠挖部位，修整开挖断面，获得良好的经济效果。3、光面爆破的施工施工方案的确定：隧洞开挖的施工方案，诸如：全断面一次爆破，半断面正台阶法，各种分部开挖方法等等，各爆破方法之间有着颇为密切的关系。譬如，软弱围岩条件下钻爆法开挖的隧洞，只有采用光面爆破或预裂爆破，才有可能采用全断面或大断面法施工。不同施工方法时，将参照采用的爆破方案列于表C。不同施工方法时的爆破方案表C硬岩中硬岩软岩 Ⅰ上半断面光面爆破下半断面光面爆破全断面光面爆破上半断面光面爆破下半断面光面爆破上半断面光面爆破下半断面预裂爆破全断面光面爆破Ⅱ上半断面预留光面层光面爆破，下半断面预裂爆破上半断面光面爆破下半断面预裂爆破上半断面光面爆破下半断面预裂爆破全断面光面爆破Ⅲ光面爆破预留光面层光面爆破光面爆破预留光面层光面爆破光面爆破，预裂爆破预留光面层光面爆破二、量测技术方案1、量测项目根据技术规范隧洞工程的量测及监控要求。我们初步确定三个量测项目：①山体变形（地表下沉）量测；②隧洞周边收敛位移（净空水平）量测；③拱顶下沉量测。2、量测断面和测点的布置①断面的间距量测断面的布置数量与地质条件和工程性质有关。一般50~100m布设一个。拱顶下沉。周边收敛及围岩内位移，原则上应在同一个断面内进行。地质条件变化显著时，其间距应缩短，拱顶下沉，水平收敛位移量测间距见下表D。表D围岩类别量测断面间距（m） Ⅴ30~50Ⅳ50~100Ⅲ100~200Ⅱ自定注：①施工的初期阶段或地质变化显著，位移及下沉量大时可取表中较小的间距，根据情况还可以更小一些；②当施工进展到一定程度，地质良好变化不大，且位移及下沉量较小时，可取表中较大数值，根据情况也可以再加大。地质下沉量测沿隧洞纵向的量测断面间距如表E。表E覆盖厚度(h)和隧洞开挖宽度(D)的关系量测断面间距（m）D181次/1周5、量测记录与处理①量测记录 不论变形量大小，正确地掌握开挖后的初读数是最重要的，应尽早量测取初始读数。原则上要在开挖后12小时内尽早进行读取初始读数，在迫不得已的情况下也要在24小时内进行。位移量测按表F记录，如采用水准基点观测其记录按抄平标准办理。位移量测记录表表F第页共页测点编号设里程位置时间年月日观测百分表读数10——2（mm）变化速度(mm/天)总位移值(mm)日期12345平均值②数据处理与分析位移速度一般每日仅有若干毫米。因此，现场应及时将各项量测情况填入记录中，并根据量测结果绘制相关曲线和图表，应用数据，判断危险状态。当量测结果出现异常时，监察人员应及时分析原因，提出处理意见，抱监理工程师批准后实施。⑴量测数据的整理根据量测结果，最后应绘制下列曲线的散布点图：a拱顶下沉量随时间变化曲线；b水平收敛量随时间变化曲线； c地表下沉曲线；d位移速度随时间变化曲线等等。⑵判断危险状态根据我们的经验，当喷砼表面出现大量明显裂纹时，或当隧洞支护上任何部位的实测收敛达到《我国规定的允许洞周收敛量（草案）》表列数据的70%，或用回归方程分析进行预报的总收敛量接近该表所列数据，而此时收敛速度仍无明显下降（减少）时即处于危险状态，必须采取补强措施，并改变原设计参数，当实测最大收敛量远小于该表所列数据时，可适当降低原设计参数。另外，还可用回归分析，研究变量间的关系，由此预测和控制变量的变化范围。由于牵涉基础理论较多，这里不在赘述。2．1隧洞洞挖隧洞洞长5239.420m，采用全断面爆破方法开挖，利用自制凿岩台车，手持气腿式风钻钻孔，周边采用光面爆破，导爆管起爆，2＃岩石硝铵炸药爆破。其爆破参数、作业循环进度及炮眼布置图见后表。隧洞开挖石碴运输：由于隧洞断面较小，大型机械设备无法进入施工，故只有采用中小型机械配合人工装碴，自卸车运输出碴。施工用风：采用20m3压风机布置于每个洞口，用3寸风管铺设管路至工作面。隧洞掘进作业循环进度表表5－2序号项目作业时间h循环作业时间(h)123456789101112 1测量0.52钻孔3.53装药爆破1.04通风排烟0.55排险0.56出碴6.0隧洞开挖后，及时进行监控量测，分析围岩变形位移情况，为确定后续开挖方法，混凝土模筑衬砌时间提供可靠的依据。施工用水：采取就近利用洞口水源并铺设供水管路至工作面。隧洞通风：隧洞通风除尘必须满足洞内施工需求。掘进中采用单一的压入式通风即可满足通风要求，满足工作面所需空气。隧洞排水：因隧洞为单一坡度设计，在上坡施工时，采用挖排水沟利用隧洞单向纵坡自然排水；在下坡施工时，采用每隔50m设挖集水坑，将隧洞内的水集入集水坑后用水泵逐级抽排出隧洞。隧洞开挖施工断面布置下图。 隧洞开挖断面布置示意图一、图例：⑴排水沟⑸照明线、信号线⑵φ50水管⑹三相动力线⑶φ108风管⑺φ1000风筒(压入)⑷高压动力电缆⑻φ1000风筒(压出)为了加快引水隧洞施工进度，提高出渣效率，在隧洞主线每隔200m扩挖2m，扩挖长度15m，设立错车洞。2．2调压竖井井挖调压竖井井挖采用先导井后扩挖的方式进行，首先在调压井断面的中心部位自上而下打2m×2m 的导井，手持气腿式风钻钻孔，导井出碴由抓岩井装吊桶，卷扬机提升至卸料平台卸除后，由ZL50装载机装5T自卸车出碴。导井贯通后，自上而下进行扩挖，手持气腿式风钻钻孔，采用光面爆破，导爆管起爆，2＃岩石硝铵炸药爆破，人工配合扒碴，由导井溜至出口段隧洞，机械配合人工装碴，自卸车运输出碴。开挖示意图见后附图。其爆破参数见表5－3、5－4。导井钻爆参数表5－3掏槽方式掏槽眼排距(m)眼距(m)排距(m)眼深(m)单孔装药量(kg)V型掏槽0.4×0.60.80.620.96扩挖钻爆参数表5－4最小抵抗线(m)孔距(m)排距(m)光爆层厚度(m)光爆孔距(m)线装药量(g/m)0.810.80.60.8315实际施工中将根据爆破效果修定爆破参数。3、砼施工3．1隧洞C20砼衬砌隧洞C20砼衬砌在隧洞掘进完成后及时进行。搅拌站在各洞口就近设置，0.35m3搅拌机拌合，自卸车运送，钢铁模成型， 基岩清理采用风镐，人工撬挖松动岩石，高压风水冲洗仓面干净，根据实际情况安排水泵进行仓面排水，施工缝处理方法为砼初凝后用高压水进行缝面冲毛，局部辅以人工凿毛。水平施工缝浇筑前铺设2cm厚同标号砂浆，以利于新老砼结合。采用钢拱架钢模板衬砌，每6m为一仓。先利用钢筋台车根据测量控制点绑扎、焊接钢筋，再将钢拱架支撑并相互固定，同时制作好挡头模板；浇筑时人工入仓，先浇筑底仓，接着边墙，再拱顶，边浇边组装钢模板，插入式振捣器振捣密实，人工养护。衬砌作业循环进度见表5－5。衬砌循环作业循环图表序号工序名称作业时间(h)循环作业时间备注6121824303642481清基冲洗22钢筋制安63立模44砼浇筑65养护246拆模3隧洞砼衬砌施工工艺框图二次开挖养生拆模养护安装砼输送泵及管路生产砼、运输砼灌注砼经纬仪检测台车就位钢筋加工绑扎钢筋岩面清理施工缝处理清底出碴 4、灌浆施工隧洞衬砌完毕，砼达到一定的强度后即可进行，并根据设计要求对隧洞进行回填灌浆和固结灌浆。隧洞制浆站选在洞口交通方便的地方，隧洞内设中转站，再将浆液输送到灌浆所在点。材料要求和灌浆设备(1)水泥：用于回填灌浆的水泥标号为425#，用于固结灌浆的水泥标号为525#，固结灌浆采用纯水泥浆。（2）水：灌浆用水要符合JGJ63-89的规定，拌浆水的温度不高于40℃。（3）灌浆设备，见表灌浆设备表名称规格或型号单位数量空气压缩机4L－20／8台6 凿岩机YT－27台38注浆泵HB－80／10台6搅拌机JZ750台6灌浆施工1、钻孔根据设计图纸进行布眼，在钻孔过程中严格按照设计的孔位、深度、孔径、钻孔顺序和孔斜施工，并做好施工记录，钻孔结束后必须有监理工程师鉴认后，才可进入下道工序。除非监理人另有规定，固结灌浆孔钻进作业应在砼覆盖的情况下进行，钻孔灌浆须在相应部位砼达到100%设计强度后方可进行施工。钻孔冲洗和压水试验⑴、灌浆孔必须进行冲洗，可根据现场情况和监理工程师要求，采用风水联合冲洗、大流量水冲洗等方法。⑵、冲洗水压采用80%的灌浆压力，当压力超过1Mpa时，采用1Mpa；冲洗风压采用50%灌浆压力，当压力超过0.5Mpa时，采用0.5Mpa。⑶、裂隙冲洗应冲至回水澄清后10min结束，且总时间：单孔不少于30min，串通孔不少于2h。⑷、压水试验：采用简易压水试验，为了节省时间和费用，压水试验结合裂隙冲洗进行。压水20min，每5min测读一次压水流量，取最后的流量值作为计算流量。2、制浆⑴、制浆材料必须称量，其误差应小5%，以确保浆液质量。⑵、浆液必须搅拌均匀，测定浆液密度和黏滞度等参数，并做好记录。⑶、纯水泥浆液搅拌时间应大于3min。浆液在使用前应过筛，放至时间不超过4h。3、回填灌浆回填灌浆施工工艺流程见图。回填灌浆施工流程图达到规定压力下停止吸浆，再灌5min调整浆液配合比，由稀至浓逐渐改变浆液制备封孔抹平拔出灌浆管关闭灌浆阀和灌浆机开启灌浆阀进行灌浆开启灌浆机安设灌浆管钻灌浆孔，钻入围岩10cm按设计预埋灌浆孔位 (1)回填灌浆在衬砌混凝土达到100%设计强度后进行。(2)在素混凝土衬砌中的回填灌浆孔，可采用直接钻孔的方法；在钢筋混凝土衬砌中的回填灌浆孔采用在预埋管中钻孔的方法，孔深深入岩石10cm，并记录混凝土厚度和空腔尺寸。(3)遇有围岩塌陷、溶洞、超挖较大等情况时，需制定特殊灌浆措施，并报送监理人审批。(4)回填灌浆按划分的灌浆区段分序加密进行，分序序数和分序方法应根据地质情况和工程要求确定，并报送监理人审批。(5)回填灌浆的压力和浆液水灰比应按施工图纸的要求或监理人的指示确定。回填灌浆分两序，第一序灌奇数排孔，第二序灌偶数排孔。灌浆压力200-300Kpa，灌浆压力由小到大。一序孔可灌注水灰比0.6(或0.5):1的水泥浆，二序孔可灌注1:1和0.6(或0.5):1两个比级的水泥浆。空隙大的部位应灌注水泥砂浆，砂子粒径不超过3mm，掺砂量不应大于水泥重量的200%。(6)回填灌浆在设计的压力下，灌浆孔停止吸浆，再延续灌浆5分钟即可结束。(7)回填灌浆因故中断时，应及早恢复灌浆，中断时间大于30min，应设法清洗至原孔深后恢复灌浆，此时若灌浆孔仍不吸浆，则应重新就近钻孔进行补灌浆。4、固结灌浆固结灌浆工艺流程见图。启动灌浆机清理已灌浆孔浆液制备达到规定压力下吸浆小于0.4L/min，持续30min调整浆液浓度，由稀至浓逐渐改变冲洗至清，再持续10min封孔抹平拔出灌浆管关闭灌浆阀和灌浆机开启灌浆阀进行灌浆安设灌浆管冲洗灌浆孔按设计深度钻灌浆孔按设计标出灌浆孔位 (1)在该部位的回填灌浆结束后7-14天后进行固结灌浆。(2)固结灌浆孔的钻孔应按施工图纸指定的孔位采用风钻进行钻孔，孔径不小于38mm，孔深和孔向均应满足施工图纸要求。(3)固结灌浆按施工图纸要求或监理人指示，按分序加密的原则划分灌浆单元，按“环间分序、环内加密”的原则进行，遇有地质条件不良地段，可增为三序，并报经监理人批准。(4)固结灌浆压力为500-800Kpa。(5)按《水工建筑物水泥灌浆施工技术规范》SL62-94要求，水灰比可分七种比级：5:1、3:1、2:1、1:1、0.8:1、0.6:1、0.5:1。不论岩石单位吸水率大小，起始小灰比皆采用5:1，一般情况下由稀到浓，不应越级。当停止吸浆或吸浆保持稳定且不超过0.4立升/分，继续最大压力灌注30分钟即可结束。(6)灌浆质量检查应在灌浆完毕28天后钻孔作压水试验，检查单位吸水率，要求W<0.05，检查孔数不应小于灌浆孔总数的10%。7、灌浆检查⑴、回填灌浆质量检查应在该部灌浆结束7天后进行，检查孔数量不少于灌浆孔总量的5%。 ⑴、回填灌浆检查孔合格标准：在设计规定的压力下，在10min时间里，孔内注入水灰比2∶1的浆液不超过10L，即认为合格。⑵、固结灌浆质量检查压水试验的方法，在设计的压力下单位吸水量W≤0.01L／min时即为合格；在该部位灌浆结束3天后进行，检查孔的数量不少于灌浆孔总数的5%，其孔段合格率应在80%以上，不合格孔段的透水值不超过规定数值的50%，即认为合格，否则，进行补灌处理。3．2进口启闭塔C20砼施工引水渠底板结构简单，仓面准备工作完成以后，绑扎钢筋和立模，并在仓面上立运输脚手架，人工推胶轮车运输砼，Ф100振捣器振捣，收仓后抹面，两侧挡墙采用浆砌石。进口闸墩圆弧段采用圆弧木模，直线段采用钢模，Ф10拉条和方木进行支撑和对拉、斜拉，钢筋采用常规方法施工，分层浇筑上升，每层3m高。进口段先进行钢筋施工，分底板、侧墙、顶拱三层绑扎、焊接，侧墙采用钢模板，Ф12拉条内拉、方木对撑，顶拱用模板，钢木排架支撑，上游端头侧模板顶预留进料口和进人口，最后封口，泵送砼入仓，Ф50振捣器振捣。闸门段、渐变段（方变圆）采用钢模、木模相结合，木模由木工厂加工成型现场拼装，支撑采用井字形钢木排架，泵送入仓，仓外振捣。闸门段以上砼施工采用人工绑扎钢筋，立钢模，砼运输采用提升架运输。人工入仓，插入式振捣器振捣密实，人工养护。3．3调压井C20砼施工调压井C20砼施工在开挖完成后进行，砼衬砌自下而上进行施工。浇筑时，用吊盘作工作平台，由卷扬机控制随断面提升。作业人员立于工作平台上进行扎钢筋、立模等工作，模板采用钢模板。浇筑砼时，砼由设置于一 定高程和搅拌机拌合，经溜槽集料于吊罐，吊罐由卷扬机运送至工作平台，卸于平台上的集料斗内，由四方向出料至胶轮车，人工卸料至仓内，插入式振捣器振捣，每仓为3m。调压塔施工采用满堂红支架立模，模板采用厂家订做的定型模板，设立塔吊吊运混凝土进行施工。 第六章质量保证体系1、质量方针和质量目标1．1质量方针为：科学管理、精心施工、过程受控、质量一流1．2质量目标为：⑴让业主满意，是我们一切工作的出发点和归宿。⑵工程质量达到优质等级。⑶杜绝各类重大质量事故。具体控制目标为：⑴工程创优计划：优良工程。⑵单元工程合格率100％，单元工程优良率85％以上。2、主要措施2．1严格执行ISO－9000标准，实施对整个工程全施工过程各个环节的质量管理和质量控制。2．2各项目施工均按照国家水电工程施工验收规范和安全规范，设计图纸、设计要求以及业主要求或监理工程师的要求组织实施。2．3成立独立于指挥部各部门之外的不受控工程进度和造价影响和质量保证部门，即质安部。2．4提出本工程的质量计划，明确各个参于施工人员的职责，规定各工序、各环节、各过程的施工程序和质量要求，逐项完成落实，达到整体质量优良。2．5工程竣工验收和阶段性验收按国家有关规定和合同要求，向建设单位提交工程施工质量检查成果和竣工报告，以备查用。2．6做好工程移交后的服务工作。质量保证体系框图见后附。 第七章安全保证措施和文明施工1、安全保证措施1．1施工必须安全。必须坚持“安全第一”的方针，做到管生产必须管安全。建立安全生产保证体系，项目部成立安全工作领导小组，配2名专职安全监察员，施工队设专职安全员1名，机台、工班设兼职安全员1名，逐级签订安全承包责任制，自上而下形成一个完整的安全保证体系。1．2建立各项安全保证措施和安全操作技术规程，严格执行安全监督值班制度、安全奖惩制度，推行安全生产责任制，落实安全教育和管理制度，对事故苗头坚持“三不放过”原则，查出原因及时纠正，杜绝事故的发生。1．3开展安全生产竞赛活动，运用系统工程技术，开展安全预防、预测活动和施工安全全过程的安全生产管理。1．4搞好现场安全标准化作业，挂牌施工，各道口、危险区设置醒目的安全警告牌。1．5施工人员进入工地，必须按规定佩戴各工种的安全防护用品，未佩戴安全防护用品，穿拖鞋或赤脚者不得进入施工现场。1．6各类机械操作手，特殊工种工作人员必须持证上岗，并严格按照操作规程进行操作，并签订安全生产责任状，各类机械操作手严禁酒后上机作业或带病作业。1．7隧洞内施工必须要有良好的通风、照明条件，使隧洞内空气畅通，如隧洞内进行爆破施工，要有专人负责，清点炮数与装炮数量是否一致，以便处理瞎炮，处理时必须待洞内空气无异味才能进行，瞎炮处理彻底后，并清除所有松动石头，才能进行施工。1．8 隧洞内的施工用电采用软橡胶电缆，并在每班施工前进行严格检查，有无破皮漏电现象，照明灯应配防护罩。1．9所有用电均采用三相四线制，电杆间距不得大于20m，埋入深度不得少于1.2m。1．10电器机具及临时用电要有专人管理，施工现场常设电工值班，并制定好安全用电责任制。1．11所有的电器机具如：打夯机、抽水机、搅拌机、钻孔机、电锯等不得一人单独作业，必须有两人以上进行合闸开机。1．12电闸箱必须装漏电保护器，并实行“一机一闸”制，用后拉闸锁箱，电闸箱要防雨防潮，保持干燥。1．13电源线必须按规定架空，不得附地而设，需要附地必须采用胶皮软线并经常进行检查，有无破坏漏电现象。1．14严格按照国家安全生产规程、安全用电规程及操作规范作业，确保此项工程无重大事故的发生。2、搞好文明施工2．1____电站位于____县境内，施工过程中，必须了解当地风俗习惯，树立尊重民风民俗的团结思想，爱护群众，保护群众的利益，同当地群众打成一片。坚持互助互利的原则，充分调动地方群众的积极性，发挥地方人力、地材优势，带动当地经济的发展，同时，减少外界干扰，保证施工顺利进行。2．2拥政爱民，搞好同当地各级政府的关系，积极响应当地政府的各种号召，遵守地方政府的法规政令，树立起一个守纪律，严管理的施工队伍的形象，取得当地政府和群众的理解、关心和支持。2．3保护施工沿线地域生态平衡，减少环境污染。施工队伍人进场安营扎寨到竣工验收撤离的每一个环节，都必须考虑对周围环境的各种污染，针对不同环节，制定防护措施，确保环境不受污染不留隐患。 第八章环境保护措施____电站位于____县内，工程施工区为长形峡谷地带，群山环抱，山势陡峭，因此，为了保护自然环境，美化环境，减少环境污染，维护群众利益，保护河流水质，在施工过程中必须切实做好环境保护，措施得力可行。1、认真学习国家环境保护法，切实做好环境保护工作，掌握和熟悉环境保护设计意图，如设计未考虑环境设计时，在施工阶段配合业主做好补充设计，并认真组织实施，严格禁止盲目施工。2、隧洞施工过程中产生的大量石方，除部分用于回填外，严格按施工设计，弃之于弃场。3、隧洞施工过程中产生的废水和油污，不准直接排放入河，而应先进集水坑沉淀过滤后再排放，沉淀物定期清理，拉出掩埋，保护杨溪水的水质。4、加强施工区内施工人员的管理工作和卫生防疫工作，定期进行人员的身体检查和环境消毒措施，搞好文明施工，做好住地环境卫生和个人卫生，遵守当地乡规民约，尊重民风民俗，保护自然生态，为工程的顺利进展创造条件。 第九章雨季及汛期施工安排工程所在地区处在北回归线附近，自然地理区属于亚热带季风气候区。在春末夏初受北方冷空气南下影响，多降锋面雨；夏末秋初受南方海洋台风影响，多降暴雨，因此在施工过程中必须认真切实做好雨季及汛期施工的防护措施，保证工程的优质、安全、顺利的进行。1、雨季及汛期来临前，首先应做好防洪排水工作，机械、设备、机具、材料等停放于洪水位以上的位置，以免洪水来临时被淹没或冲毁。尤其是水泥等材料，一定要码放堆高，存放入高地势的水泥库内。2、进行混凝土露天浇筑施工时，做好防雨设施，如遇下雨，必须停止砼作业。一定要按设计及规范要求做好施工缝的处理，避免雨水浸泡，做好防雨防洪措施，避免不必要的损失。3、注意天气气象预报，与气象单位保持必要的联系，做好每日气象预报记录，以便正确合理地安排施工和指导施工。 隧洞施工工艺流程图施工准备确定施工方法（修改施工方案）（改变开挖步骤）开挖否是否符合管理标准是装运石碴开挖程序掘进准备欠挖补救炮眼布置砼衬砌钻眼结束装药起爆系统联结检查 设备、人员撤离起爆除尘、排险 主要施工机械设备表序号机械设备名称型号、规格单位数量备注1挖掘机1m3台72装载机ZL50C台63自卸车5T台254空压机20m3台75空压机10m3台56凿岩机YT27台607通风机轴流式55kw台68搅拌机JZC350台109搅拌机JS500A台510卷扬机10T台211卷扬机5T台212卷扬机3T台313磨钎机S3ST台614钢筋切割机QT40－1台615钢筋弯曲机WJ－40－1台2 16智能全站仪台217隧洞收敛仪QJ－85台16 续表序号机械设备名称型号、规格单位数量备注18隧洞拱顶位移计SGW－84台1619吊罐3m3台420提升架组221井架16m付122稳车JZ10／800台423稳车JZ5／500台224抓岩机MZQ2－0.11台225吊泵MBD50／200台126电焊机台1227其他加工设备套228氧焊设备套629塔吊台1 ____组织机构框图项目经理部财物部质检部财务组材料组宣传组办公室工程部试验组监督组统计组安全组技术组 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