察汗孟隧道施工方案

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察汗孟隧道起讫桩号K10+165~K10+350，全长185m，为双连拱隧道。该隧道建筑限界为：2×(0.75+0.5+3.75×2+0.75+0.75)+3=23.50米，净高7.00米，限界高度5.0米。进、出口洞门型式均采用削竹式洞门。K10+180~K10+215、K10+230~K10+260及K10+270~K10+325为V类衬砌段，共计120米；K10+215~K210+230和K10+260~K10+270为Ⅲ类衬砌段，共计25米。进、出口明洞长分别为15米和25米。隧址区属构造侵蚀中低山-丘陵区，构造侵蚀中低山位于香日德河谷两侧，海拔一般在3000-3300米之间，山势较低缓，中低山相对比高小于300米，属中-浅切割区，山峰耸立，山脊线呈和缓状起伏，大部分基岩裸露，少数为破残积覆盖，山体坡度在25°-55°之间，侵蚀切割较强烈，冲沟发育，沟谷多呈“U”型宽谷；丘陵区多依附在中低山体边缘及香日德河两岸，相对比高小于150m,丘顶浑圆，丘坡或缓或陡。隧址区位于香日德河西岸一近东西向突出小山梁，东侧延伸至河边，山顶最高点高出两侧阶地面30-52m，海拔高程3160m，地形中间高南北低，山体坡度在20°-44°之间，上部基岩裸露，下部斜坡为第四系全新统风积物覆盖，坡度在10°-25°之间，粉土揭露厚约5.2-8.3m下伏坡积砾砂与中粗砂互层，地表植被不发育。隧区出露地层较单一，基岩主要为华力西期侵入岩，覆盖层主要为第四系全新统的风积物（Q4eol）、坡积物（Q4dl）层。属典型的大陆荒漠化气候区，具有高寒干旱，少雨多风、气候温差大、四季不分明、冬季漫长、季节气候及日气温相差大，降水量远远小于蒸发量，日照时间长。气压较低，风沙盛行的特点。察汗孟隧道V级围岩长115米，Ⅲ类围岩长75米。该隧道进口端纵坡为2.65%，出口端纵坡为-1.42%，平曲线均位于直线段上。二施工准备修筑便道和隧道施工生产、生活区的建立及电力的供应方案的实施是重点。40 1场地布置2施工用电3机械设备4材料储备（未确定施工进场日期暂不定）计划储备40天的材料。砂m3、m3碎石、钢筋吨、水泥吨。确保材料充足。三工程进度调整计划四施工测量1导线测量设计院交桩后，施工测量做专门的精密三角控制网，后视方向长度不宜小于300米。洞内导线采用中线法测量。用直接穿线法进行控制，均可满足贯通误差要求。中导洞贯通后，施工中线及高程的实际贯通误差已调整，并根据调整后的高程及中线进行放样。2水准测量在隧道进出口各设一个水准点，经复测将水准点引至洞口，进行高程控制，按四等水准测量精度控制，洞内水准路线由洞口高程控制点向洞内部设，按200米间距控制。洞内施工用的临时水准点每100米设立一个临时水准点，并定期复核。3隧道断面测量采用索佳SET22DⅡ全站仪进行测量，采用自动炮孔放样测量系统进行控制断面炮孔放样。防止断面超挖、欠挖。五明洞及洞口段施工1边、仰坡施工40 施工顺序：测量→截水沟→明洞、边仰坡开挖→边仰坡防护。明洞、边仰坡施工前，先进行测量放样，放出明洞边仰坡坡顶线，截水沟位置，施做坡顶截水沟，然后，按设计坡度从上向下分层开挖，分层依设计施做边仰坡防护，在开挖过程当中尽量避免对边、仰坡的的扰动及减少边仰坡的裸露时间。土方用挖掘机开挖，人工配合刷坡，软石用风钻打眼，小型松动爆破，自卸车运渣。隧道断面范围以外的仰坡及边坡采用锚喷网防护，回填面以上采用格子梁或挂三维网进行坡面防护。洞口回填坡口线与自然坡面顺接，挖方边坡及回填坡面按生态护坡处理，植花草绿化美化洞口。隧道断面以内部分保留核心土。待中隔墙衬砌及Φ108×6mm管棚施工完成后，主洞开挖时再挖除核心土。边仰坡喷锚结束后，施工两侧主洞管棚。2明洞及洞门施工明洞段土石方开挖至上台阶标高，预留主洞核心土，待主洞管棚施工完后，再进行明洞段的施工。施工内容主要包括：明洞地基加固、明洞段仰拱（包括C15砼回填），边墙基础、拱墙衬砌、洞门、防排水、拱背回填、坡面防护等。仰拱及下边墙基础砼采用组合钢模板人工立模浇筑。边墙及拱部砼施工，采用9m长整体液压钢模台车做内模，搭满堂支架，外模采用组合钢模板。首先施工明洞仰拱（包括C15片石砼回填），边墙基础钢筋砼，待混凝土达到强度要求后，拆模并进行施工缝凿毛，同时绑扎明洞结构钢筋，然后施工上部边墙及拱部钢筋混凝土。混凝土由两侧对称灌注。钢筋在洞外加工场下料成型、现场绑扎，混凝土由拌和楼生产，并经输送泵直接输送入模，插入式振捣器及附着式振捣器振捣密实，拱墙混凝土一次整体浇筑成型。明洞衬砌混凝土浇筑完成后拱部混凝土达到设计强度的70%以上，方可拆除内模板及拱架。待混凝土强度达到设计要求后，40 拱墙被按设计要求完成防、排水层。然后两侧进行对称、分层回填碎石土及M7.5浆砌片石，到设计标高后再施作坡面防护工程和明洞截、排水设施。3洞口段施工先施作洞顶截水沟，通过管棚，隧道进洞采用留核心土法施工。施工顺序：测量放线→超前管棚→注浆→安装拱架→喷砼→开挖→出渣→进入下一循环施工方法：上断面采用环形开挖预留核心土，施作边坡及仰坡临时防护工程，非核心土部分开挖至成洞面，在拱顶范围以外30cm环向设置φ108×6mm管棚，环向间距为50cm，进、进口管长均为30米。倾角为仰角1°，与路线中线平行。通过注浆对洞口段范围的岩体进行固结，以提高洞口岩体的稳定性。洞口段进尺控制在0.5~1.0m，能满足安装一榀型钢拱架即可，拱架略向内倾斜，然后用中空锚杆和砂浆锚杆向内倾斜安装，并与拱架焊接牢固。若围岩稳定性差，可在洞口增加几榀拱架连成一体。拱架安装好后，用纵向钢筋连接成一体，然后锚喷初期支护，喷砼至27cm厚形成假拟洞门。然后开挖进洞。具体措施如下：（1）制定实施细则并进行技术交底。（2）洞口段施工尽量避开雨天，如确需在雨天施工采取以下措施：a工地进行防洪检查，完善排水设施，保持排水系统畅通。b指定专人巡查坡顶临时排水沟，发现积水或水沟阻塞的地方，及时疏通排水。c加强与气象部门联系，时刻注意天气变化。d土石方边坡开挖自上而下分层进行，分层防护，上层防护检查，合格后方可开挖下一层，防止边坡受雨水冲刷损坏、失稳。（3）混凝土冬季施工a冬季施工混凝土时，预先做好冬季施工的各项准备工作，对各项设施和材料提前采取防雪、防冻等措施，对钢绞线的张拉，制定专门的安全措施。40 b钢筋的加工、焊接等工作安排在室内进行。预加应力张拉设备及仪器等在使用时的环境温度条件下进行配套校验。c浇筑混凝土时适当掺用引气剂、引气型减水剂等，提高混凝土的抗冻性。d当用于拌制混凝土的、各项材料不能满足需要时，采用对拌合用水加热的方法，如仍不能满足需要，则采用对骨料直接加热的方法，提高其温度。e尽量缩短混凝土的运输时间，并在运输工具上对其进行蒸汽加热养护（4）做好边仰坡外的截水沟、洞口排水沟。在洞口低洼积水处设集水井及抽水机，准备一定数量的砂袋防洪物资等。（5）做好量测监控，观测洞口地表下沉、拱顶下沉及净空水平收敛位移情况。六洞身段开挖施工根据中导坑开挖情况，应制定好施工防排水措施，及时将洞内积水排出洞外。根据本隧道设计结构形式，围岩特性及围岩特点，本隧道开挖采用三导坑法开挖施工，先施工中导坑，贯通后依次施工侧导坑、错开30米施工主洞。主洞上台阶进尺40~50米时，分左右两部分开挖下台阶，施做仰拱并及时回填，尽快封闭成环。进度60m/月。中导坑贯通、中隔墙浇筑完后，按设计右洞作为先行洞进行施工，依次右洞、左洞侧导坑进洞，初期支护；右洞，左洞上半部、下半部开挖、支护进洞。根据隧道穿越区工程地质条件上台阶采用人工钻眼，下台阶采用多功能作业台架配合人工水平钻孔楔形掏槽法，上下断面分别爆破。具体施工顺序如下：1中导洞施工1）中导洞断面采用5.982×5.89（宽×高），开挖顶面高过中隔墙12cm。底部以中隔墙设计标高为准，拱部施作Φ42×3.5mm注浆小导管，环向间距40 40cm,长度3.5m，且在钢管尾部焊Φ6加劲箍。在中导洞开挖断面挂Φ8钢筋网，I14型钢拱架间距75cm，100x75cm梅花形布置Φ22药卷锚杆，喷射C25砼，砼厚12cm。并留一榀拱架裸露，作为假洞。2）假拟洞门做好后即开挖中导洞。从进口端进洞。采用正台阶法开挖施工，先开挖上半部3.5m高。开挖后，拱部采用φ25中空注浆锚杆，两侧采用φ22早强砂浆锚杆支护、挂φ8钢筋网，然后采用I14钢拱架支撑作临时支护。当上台阶进尺达10m左右时，开挖下台阶。先拉中槽，然后马口跳槽开挖，采取长短马口结合。首轮过后开挖长度以5m为宜前50米循环进尺控制在0.5~1.0m以内，能满足安装一片型钢拱架即可。开挖后及时湿喷C25砼、然后锚杆施工，挂网、架设I14钢拱架，喷射C25砼至12cm厚。中导洞初支完成后浇筑中隔墙。3）中隔墙砼浇筑，模板采用钢模，确保中墙表面平整。循环浇筑长度10m。为确保模板的稳定，左右模板间设横向拉杆。在中隔墙底部和顶部视情况打入适当长度的锚杆，预留0.5m与中隔墙钢筋焊接，以增强其抗倾覆的能力。中隔墙砼浇筑时，应注意预埋排水管，并注意各管间的连接。同时注意预埋拱墙及仰拱主筋的锚固段钢筋，使拱墙连成整体。2侧壁导坑的施工中隔墙衬砌完成后，先开挖出口端右侧侧壁导坑。侧壁导坑开挖后及时进行初期支护和临时支护。视围岩监测结果确定是否做边墙衬砌砼，为确保隧道防水系统良好，减少不必要的焊接接缝，优先考虑全断面衬砌；若围岩较差，侧边墙二次模筑先行施工。侧导坑超前10m左右，然后进行主洞开挖。3洞身开挖施工施工顺序：超前管棚或超前钢管→注浆→测量→上、下部打眼→装药→上、下部分段爆破→通风、找顶→初喷砼封闭岩面→出渣→施作径向注浆锚杆→注浆→上、下部立拱架（无）、挂钢筋网→复喷至设计厚度→下一循环。40 施工方法：上台阶采用人工手持风钻钻孔，下台阶采用多功能作业台架配合人工钻孔，采用装载机装渣，自卸汽车出渣。循环进尺控制在1.0m。施工中严格坚持“管超前、严注浆、弱爆破、短进尺、强支护、快封闭、勤量测”的施工原则。根据监控量测结果及时调整台阶长度。初期支护紧跟开挖工作面。为了避免初期支护型钢拱架拱脚下沉，应增加锁脚锚杆。加强围岩监控量测，以观察拱顶下沉和拱脚收敛情况，若变形速率突然增大，应立即停止开挖工作，查明原因，及时采取补强支护措施。施工技术措施a严格按钻爆设计进行布眼、装药。b周边眼采用不耦合间隔装药，将炸药分段绑在竹片上。c各部位钻眼一定要定人司钻，控制好炮眼方向，禁止打残眼。D严格控制超、欠挖，拱墙角以上1米内“严禁欠挖”d遵循“管超前、严注浆、短进尺、弱爆破、少扰动、强支护、勤量测、紧封闭”的施工原则，加强监控量测、数据处理和信息反馈，做到信息化施工。e做好洞内临时排水沟，禁止有坑洼积水浸泡边墙基础。七钻爆设计及作业1设计原则采用光面爆破。根据地质条件、开挖断面、开挖进尺、爆破器材等条件编制爆破设计。钻爆参数是一动态的参数，应根据围岩变化及时调整，进行动态管理。a根据围岩特点合理选择周边眼间距及周边眼的最小抵抗线，辅助炮眼交错均匀布置，周边眼与辅助眼眼底在同一垂直面上，掏槽眼加深15cm。b严格控制周边眼的装药量，采用间隔装药，使药量沿炮眼均匀分布。40 c选用低密度、低爆速、低猛度的炸药乳化炸药。塑料导爆管采用导爆索起爆起爆。d局部开挖，采用浅眼爆破。2钻爆参数的选择通过爆破试验确定爆破参数，试验时参照下表《光面爆破参数表》。光面爆破参数表岩石种类周边眼间距E（cm）周边眼最小抵抗线V（cm）相对距E/W周边眼装药参数（kg/m）硬岩55~7070~850.8~1.00.30~0.35中硬岩45~6060~750.8~1.00.20~0.30软岩30~5040~600.5~0.80.07~0.153掏槽方式采用中空直眼或斜眼掏槽。直眼掏槽操作较简单，钻孔方向易掌握；当石质较硬时，考虑采用斜眼掏槽，以便减少钻眼数量。4装药结构及堵塞方式a装药结构：周边眼采用小直径药卷间隔装药，岩石很软时采用导爆索。其余炮眼采用集中装药。b堵塞方式：所有装药炮眼用炮泥堵塞，周边眼堵塞长度不小于26cm。采用预裂爆破法时，应从药包顶端起堵塞，不得只在眼口堵塞。5爆破效果监测a超欠挖检查。b开挖轮廓是否圆顺，开挖面是否平整检查。c爆破进尺是否达到爆破设计要求。d爆出石渣块是否适合装渣要求。e两次爆破衔接台阶不大于15cm。6爆破设计优化40 每次爆破后检查爆破效果，分析原因及时修正爆破参数，提高爆破效果，改善技术经济指标。a根据岩层节理裂隙发育、岩性软硬情况，修正眼距、用药量，特别是周边眼。b根据爆破后石渣的块度修正参数。石渣块度小，说明辅助眼布置偏密，块度大说明炮眼偏疏，用药量过大。c根据爆破振速检测，调整单段起爆炸药量及雷管段数。d根据开挖面凹秃情况修正钻眼深度，爆破眼眼底基本上落在同一断面上。八施工支护本隧道根据围岩特性和隧道结构型式，采用复合式支护。施工工序：先施作超前支护（超前管棚）→开挖→初喷→安设系统锚杆→立拱架→挂钢筋网→复喷1喷射混凝土施工工序：清理岩面→初喷混凝土→挂钢筋网等→复喷至设计厚度施工方法：（1）喷射砼采用6m3/h湿喷机，湿喷料由洞外拌和楼集中拌料，运料车运到工作面。（2）喷砼：喷射砼前，用高压风将岩面粉尘和杂物进行清理，喷射作业应分段、分片、由两侧拱脚自下而上顺序进行。初喷厚度不小于4~6cm。型钢拱架安装好后进行复喷砼作业，喷至设计厚度。（3）施工技术措施及注意事项a原材料杂质含量不超标，砂、石料、水泥、水的计量误差≯2%，速凝剂、减水剂等外加剂的计量误差≯0.5%。b设置控制喷砼厚度的标志。喷射前处理危石，检查开挖断面净空尺寸是否欠挖。40 c采用自动计量拌合楼拌制砼，经试验坍落度满足要求后方可施喷。d用高压风吹净岩面。e喷嘴与岩面垂直，距喷射面0.6～1.2m。f掌握好风压，减少回弹，喷射压力0.1～0.15MPa。g施工中经常检查出料弯头、输料管和管路接头，处理故障时断电、停风、发现堵管时立即停风关机。2锚杆施工本隧道LS5类衬砌为采用Ф25中空注浆锚杆L=3.5m，环纵间距均为100×75cm；LS3类衬砌采用Ф22砂浆锚杆为L=2.5m，纵横间距均为120×120cm，中隔墙中空注浆锚杆L=3m,纵向间距为120cm）（1）中空注浆锚杆施工顺序：锚杆孔定位→钻孔→锚杆安装→孔口封闭→注浆→孔口封堵。中空注浆锚杆施工工艺见表《中空注浆锚杆施工工艺框图》a利用测量方法依设计定出锚杆孔位并作标记，风钻钻孔，孔的方向尽量与岩层层面垂直，孔深应略大于设计值。b钻孔完成后检查孔深、有无塌孔。如塌孔严重，则需另行钻孔，原孔用0.5：1的浓浆填塞密实。c检查合格后用高压水将孔内岩屑冲洗干净。d装入锚杆（杆体需除锈，泄浆孔数量足够）及垫板，安好排气管（锚杆孔为水平向或向下倾斜时排气管进入孔内长度为0.1～0.15m，锚杆孔向上倾向时排气管应到达孔底），用快凝砂浆或锚固剂封好杆体与孔壁之间的空隙。e待封口砂浆达到一定强度后，开始注浆。排气管回浆正常后，将排气管折起绑扎，结束注浆并封好孔口。（2）砂浆锚杆：施工顺序：锚杆孔定位→钻孔→注浆→锚杆安装→孔口封堵40 a利用测量方法依设计定出锚杆孔位并作标记，风钻钻孔，孔的方向尽量与岩面垂直，孔深应略大于设计值。b钻孔完成后检查孔深、有无塌孔。如塌孔严重，则需另行钻孔，原孔用0.5：1的浓浆填塞密实。c检查合格后用高压水将孔内岩屑冲洗干净。d按设计比例拌和锚杆浆液，边墙部注浆时将注浆管伸入锚杆孔底部，边注浆边拔管，保证孔内浆液饱满。e装入锚杆，在浆液终凝后装上垫板并拧紧螺帽。（3）施工技术措施：a开挖初喷后尽快施作锚杆，然后复喷。b严格依设计加工锚杆，使用前锚杆杆体除锈除油。c锚杆布置形式符合设计要求，按要求定出锚杆位置，锚杆间距离允许误差±50mm。锚杆注浆浆液比符合设计要求，锚杆杆体露出岩面长度不大于喷层厚度。确保孔内浆液饱满。锚杆垫板与孔口砼密贴。g锚杆安设后不得随意敲击，其端部3天内不得悬挂重物。3钢筋网施工LS5衬砌主洞初期支护钢筋网采用φ8钢筋，中导洞也采用φ8钢筋，LS3型衬砌段采用φ6钢筋，网格间距均为20×20cm。施工方法：预先在洞外加工成1×1m或0.8×0.8m的大片，锚杆施作好后进行钢筋网的铺装，钢筋网应随高就底紧帖初喷面，用冲击孔打浅孔埋膨胀螺栓，钢筋网固定于螺栓上，并于锚杆尾部焊接。施工技术措施1)钢筋网安装一定要稳固，喷砼时不得晃动。2)生锈的钢筋必须按要求进行除锈。3)钢筋网按单层施工，局部围岩稳定性差处可设双层网。4I14钢拱架40 LS5型衬砌段设计初期支护采用I14工字钢加强，间距为75cm/榀；LS5型衬砌中导洞临时支护采用I14工字钢加强，间距为75cm/榀。施工顺序：初喷拱架制作→安装→纵向连接钢筋加固→锁脚系统锚杆→喷砼（1）型钢拱架制作：型钢拱架在洞外加工房按设计加工，每节两端焊上连接钢板，用螺栓连接。（2）安装：采用正台阶法开挖施工，根据开挖方法先安装拱部，为了使拱部拱架便于与下部连接，上部拱脚开挖高度应低于上部开挖底线15～20cm，安装拱部时在拱脚处垫上钢板和砂垫层并用锁脚锚杆锁固。下部边墙拉中槽跳马口开挖，及时安装边墙拱架。安装好的拱架用纵向连接钢筋连成一体。（3）安装好的拱架在拱脚处打好锁脚锚杆，每侧拱脚至少4根。（4）横向高程误差为±5cm，倾斜度≯2°，左右纵向误差±5cm。（5）拱架安装好后，在岩壁与拱架之间用砼预制块填塞作为传力点，间距视现场实际情况控制在0.8～1.0m。（6）型钢拱架与围岩之间的超挖用喷砼回填，保护层厚度不小于4cm。5超前支护本隧道V类围岩均采用Φ42×3.5超前小导管；进出口采用Φ108×6mm注浆管棚。施工顺序：孔口定位→钻孔→导管安装→孔口封闭→焊接注浆管→注浆→孔口封堵。施工方法：（1）管棚施工在进、出口拱顶开挖轮廓线以外设Φ108×6mm钢管，环向间距50cm，倾角为仰角1°，每端62根。钢管接头采用丝扣连接，丝扣长15cm.为使钢管接头错开，编号为奇数的第一节管采用3m钢管，偶数第一节管采用6m钢管。以后每节均采用6m钢管。40 管棚施工与明洞上半部开挖配套施工，明洞开挖到拱顶管棚位置时，放样定位，安装潜孔钻操作平台，用潜孔钻钻孔。钻孔顺序由高孔位向低孔位进行，钻孔孔径比管径大2～3cm，必须保证孔口方向准确。（2）超前小导管施工进洞后Φ42×3.5采用风钻钻孔，尾部焊上Φ6加劲箍。钢管以10~15°外倾角打入围岩。（3）注浆孔口钻孔完成后，插入导管，安装注浆管和出气孔，注浆孔口处用锚固剂与麻丝缠绕，使之与钻孔孔壁充分挤压塞紧，实现注浆管的止浆和固定。锚固剂有足够强度后，方可进行注浆。注浆压力为0.5～1.0MPa。出气孔流出浆液后，方可停止压浆，浆液水灰比为0.5:1.5～1.0:1.5之间。超前小导管应采用水泥-水玻璃浆液，水玻璃浓度35波美度，模数为2.4。超前小导管要求从工字钢腹板穿过或尾部焊接与钢拱架上。九防、排水工程1防排水设计原则根据隧道埋深较浅，隧道防排水设计“以排为主，防、排、截、堵相结合”的综合治理原则，达到排水畅通、防水可靠、经济合理、不留后患的目的。同时为防止地表汇水冲蚀洞口工程，在洞顶设置洞顶排水沟，在边、仰坡以外5米处设置洞外截水沟，将水排入路基水沟或天然冲沟中。2防排水措施1）防水措施40 在初期支护与二次衬砌之间敷设一层EVA/ECB共挤复合土工布防水板，作为第一道防水措施；拱部及边墙二次衬砌采用抗渗性能不低于S8的混凝土，作为第二道防水措施。防水板敷设应从边墙下部设置引水管处至拱部到中墙顶部连续继续施作，全隧道满铺，施工时要注意保护防水板的完整性。二次衬砌变形缝，纵向施工缝（拱部与中隔墙）均用中埋式橡胶止水带，环向施工缝，用带注浆管橡胶膨胀止水条止水。2）排水措施：按照地下水与地面水分开引排的原则进行设计，隧道开挖后，根据各类围岩地下水发育的状况，在颜面环向布设Ω型弹簧排水管，以引排围岩渗漏水至基底纵向水管内，使隧道初期支护内排水良好，为了有效地排除二次衬砌背后积水，消除二次衬砌背后的静水压力，在初期支护与防水板之间背后按10m的纵向间距设置塑料盲沟，再将盲沟与边墙底部的纵向排水管相连接，然后通过横向引水管，将水引入中心水沟排除洞外，中心水沟的纵坡与隧道纵坡一致。在洞内路面外侧设置了预制边水沟以排除路面积水，边沟纵坡与隧道纵坡一致，对于有超高的路面段根据路面超高情况设置边水沟。3）洞内路基排水：为了防止路面底层地下水上升到路面影响行车安全，在路面平整层下设置了横向塑料盲沟以排除隧道底部渗水。在无仰拱衬砌地段塑料盲沟纵向间距为10m,在有仰拱地段则仅在施工缝，变形缝处设置，地下水丰富地段可适当减小其间距，横向排水盲沟与中心水沟连通。纵向排水沟采用HDPE双壁打孔波纹管，横向排水盲沟采用MF7塑料盲沟。（2）洞内路面水隧道内的路面水通过路面横坡排至路面排水沟中。3防排水施工方法本隧道排水工程包括中央排水管、弹簧排水管、沉砂池、中央检查井、中边墙纵向排水管、检查井和路面排水系统。排水系统的施工应与相应的施工项目交叉进行施工。（1）中隔墙纵向排水管应与中隔墙砼浇筑同时进行，并连接好环向Ф50水管。（2）墙背弹簧排水管在初期支护完成后进行。（3）边墙纵向排水管在边墙初期支护完成后进行。（4）洞内防水卷材在初期支护和Ф50弹簧管完成后进行。40 （5）中央排水管及检查井，待仰拱完成后与仰拱回填协调进行，并在路面施工前完成。（6）路面侧向排水沟及电缆沟，待模筑砼完成后，路面砼施工前完成。防排水结构物施工应严格按设计要求执行，结构物的材料、断面形状、尺寸、位置和埋设深度与设计一致，水沟坡面整齐平顺，各种接头应密封牢固，不得出现松动，墙背沟，管内杂物应清除干净，防止堵塞，铺设防水层时，应清洗喷射砼表面，并保证表面不得有锚杆头或钢筋断头外露，对凹凸不平部位应有修凿，喷补，使砼表面平顺，喷层表面漏水，应及时引排。十洞身模筑衬砌砼隧道内二次衬砌砼采用C30砼。在围岩和初期支护变形基本稳定后进行二次衬砌；洞口加强段二次衬砌在基本稳定后可提前施工。为了保证砼“尺寸准确、内实外美、不渗不漏”，衬砌施工时，其中线、标高、断面尺寸和净空大小必须满足设计要求，在进行模板加工时，将设计的衬砌轮廓线扩大5cm，确保衬砌不侵入隧道建筑限界，模板采用整体式液压钢模衬砌台车，模板台车长度为9m，并预留沉落量（5cm）。当砼强度达到要求或在拆模时混凝土表面和棱角不被损坏并承受自重，并不承受外荷载情况下可拆模。如围岩压力较大的拱墙，封顶和封口的砼应达到设计强度100%。为防止单洞衬砌施工时中墙失稳，故在单洞模筑施工时，另外一洞加支撑，确保稳定，砼拌和后，采用输送泵直接输送入模。拱圈浇筑顺序应从两侧拱脚向拱顶对称进行，间歇及封顶的层面应成辐射状，并一次成形。浇筑仰拱砼时必须将基底石渣、污物和基坑内积水排除干净，仰拱砼浇筑后及时进行仰拱回填。再进行拱圈浇筑，浇筑完后，养护≮14天。浇筑后及时用C10片石砼回填。1拱墙衬砌施工施工顺序：断面测量→初期支护面处理→纵向、环向弹簧透水管安装→40 铺挂防水板→钢模台车定位→管线预埋件固定→砼生产、运输→砼灌注、振捣→脱模养护。a模板台车模板采用整体式液压钢模衬砌台车，b依设计安装纵向、环向电缆、电线钢管豫埋件，并检查是否通顺，预埋管件安装前除锈，管内壁除刺以免划伤电缆、电线，安装排水管，铺防水板。f砼浇筑：在模板台车上开工作窗，模内侧安设附着式振捣器，浇筑过程中利用插入式振稻器配合附着式振捣器振捣使砼密实。2主要技术措施（1）隧道二次衬砌应在围岩变形基本稳定后开始，即隧道周边位移速率小于0.1～0.2mm/d或拱顶下沉速率小于0.07～0.15mm/d，此时可进行二次衬砌工作；当发现净空位移量过大或收敛速度无稳定趋势等特殊情况需提前施作二次衬砌时，应征得监理工程师和设计的同意。（2）隧道衬砌前必须对中线、标高、断面尺寸和净空大小进行检查，满足设计要求。（3）为防止衬砌背后脱空，采取以下方案：a根据施工方法、灌注部位、结构尺寸等因素，选用合理、适用的混凝土配合比。b严格控制混凝土搅拌、运输、浇筑时间、确保浇筑过程中混凝土的和易性。c对衬砌背后脱空部位压注与衬砌同标号水泥砂浆填充密实。为防止后期处理时打孔注浆损伤防水层，衬砌时间隔4米预埋两排Ф25钢管作为注浆管和排气管。（4）认真做好自动计量拌和楼过程控制，确保混凝土的质量符合设计要求。40 （5）自动计量拌和楼的料仓上加罩格筛，控制碎石的最大粒径，以防混凝土输送管堵塞和损坏输送泵，造成质量和机械事故。（6）衬砌台车定位要准确，锁定牢固，接头密贴上一次衬砌面，保证每环之间的搭接错台控制在3mm内，保持衔接和衬砌轮廓的正确。（7）灌注混凝土时严格按规范和操作细则施工，浇筑拱顶混凝土时，根据现场情况预埋一定数量的钢管，混凝土强度达到70%后进行回填注浆，保证拱顶部混凝土密实。（8）洞内围岩有明显的软硬变化处，可能引起衬砌沉降变形，因此在软硬变化处以及设计要求处，设置沉降缝。（9）依设计预留好紧急电话箱、消火栓箱、灭火器箱等，要十分注意预埋件和相关洞室的里程和高度，使其准确无误，洞室立模要稳固，在混凝土灌注过程中不能出现跑模现象。十一隧道内砼路面工程隧道路面工程采用沥青复合路面，沥青表面层厚度为4cm细粒式改性沥青混凝土AC-13，中面层为5cm中粒式改性沥青混凝土AC-16，下面层采用22cm厚C35水泥砼面板，28天龄期弯拉强度不小于5MP，基层为20cm厚C15砼调平层（无仰拱段）或C15混凝土填充层(有仰拱段)，沥青砼表面层和中面层之间必须洒粘层乳化沥青，洒布量为0.15kg/㎡，中面层与水泥砼下面层之间洒布透层乳化沥青，洒布量宜为0.4-0.5kg/㎡。注意洞口水泥砼路面与沥青砼路面过渡段的预留，为了防止反射裂缝，应在过渡板两端铺筑宽1.5米长7.85米的玻璃纤维格栅，玻璃纤维格栅其径向抗拉强度不得小于60KN/m.伸长率小于3%，含胶量20-40%，耐温性-100~280℃，幅宽1.5-4米，弹性模量76GPa，网格尺寸为12mm×12mm，单位面积重量450g/㎡。施工工序：基层质量检查验收→测量放线→基层整修→立模→安设钢筋→报验→砼运输→摊铺、振捣提浆→人工整平→养护→拆摸→锯伸缩缝40 →填缝→刻槽→养护。施工方法：砼由洞外自动计量拌和楼生产，砼运输罐车运砼，人工摊铺砼，整平，并拉槽。隧道内路面采用沥青复合式路面，施工技术措施：1基层质量验收合格后，方可进行砼面层的施工。2测量放线：根据设计图纸放出立模中心线、边线、胀缝、缩缝、纵坡转折点桩位，若桩位有松动现象，及时进行复测。3立模：模板采用可滑动的槽钢钢模，模板的顶面与砼顶面设计高程齐平，模板底面与基层紧贴，定模完成后在内侧面均匀涂刷脱模剂。4安放角隅和边缘钢筋：安放边缘和角隅钢筋后，按设计用钢筋骨架固定，防止砼浇筑时钢筋移位。5混凝土面板整修：混凝土脱水后还应进行机械磨光、人工精抹等。6机械磨光：圆盘磨光机粗抹能起到提浆、粗平及表层致密作用。它能通过挤压研磨作用消除表层孔隙，增大表层密实度，使表层残留水和浆体不均匀分布现象得到改善，以减少不均匀收缩。粗抹是决定路面大致平整的关键，用3m直尺沿纵、横向检查，通过检查，采取高处多磨、低处补原浆的方法进行，边磨光边找平。7接缝：纵向缩缝：采用切缝法，在砼强度达到设计强度的25%～30%时，用切缝机切割。纵向施工缝：平行于线路中心线，对已浇筑的砼板的缝壁涂刷沥青。浇筑邻板时，缝的上部切割成规定深度的缝槽。横向缩缝：采用机械切缝法，在砼强度达到设计强度的20%～30%时，用切缝机切割及时施作，避免产生裂纹。胀缝：胀缝施工时缝中不能连浆，下部设置胀缝板，上部浇筑填缝料。40 横向施工缝：每天工作结束时设置横向施工缝，横向施工缝宜与胀缝或缩缝位置吻合，尽量减少施工缝数量。填缝：砼面板所有的接缝凹槽用经监理工程师批准的填缝材料和填缝方法填缝。8刻槽：刻槽是为保持路面的粗糙度，提高路面的抗滑性能。刻槽采用专用的刻槽机进行，确保槽深槽宽一致。刻槽应在路面板施工三天后进行，这样才不至于刻槽时将路面拉裂。9养护：隧道内砼路面施工完毕后及时养生，养生用稻草将路面覆盖，保持路面湿润，或喷洒塑料薄膜养护剂等经监理工程师批准的方法进行养护。十二软弱破碎带施工从隧道纵断面设计图及地质报告来看，全隧无大型构造断层，局部围岩节理裂隙发育，为了安全、顺利通过此地带，特制定以下措施：1施工原则：早预报、先治水、管超前、短进尺、弱爆破、强支护、紧封闭、勤量测，步步为营，以防为主，稳步前进。2加强超前地质预报工作，进一步判明地质情况，获取施工中掌握的参数，采取相应的处治措施。3施工前切实掌握破碎带的情况，包括破碎带的宽度、填充物、地下水以及隧道轴线与断层构造线方向的组合关系，以便采取相应措施。4施工方法：隧道破碎带地段采用微台阶留核心土法开挖，尽量采用风镐开挖，掘进循环进尺控制在0.8～1.0m。采用爆破法掘进时，应严格掌握炮眼数量、深度和装药量，尽量减少爆破对围岩的震动。5辅助施工措施：采用超前注浆管棚加固围岩，及时施作喷、锚、网支护，并辅以型钢拱架加强措施，构成强支护体系，及时形成封闭结构。640 早施作仰拱及隧底填充封闭，二次衬砌根据围岩稳定情况尽早施作。施工缝、沉降缝作特殊处理。当衬砌砼强度达到规范要求强度后才能拆模。7加强监控量测，当量测结果显示围岩和支护体系变形异常时，须及时分析原因，采取相应的加强支护措施。8根据位移量测结果，评价支护的可靠性和围岩的稳定状态，及时调整支护参数，确保施工安全。十三施工通风、降尘及管线布置1施工通风：因该隧道较短，地质构造并无有害气体出现的可能，只考虑安装直径50cm的风管通风。2降尘方法及措施（1）降尘方法采用水幕降尘器降尘。水幕降尘器喷水颗粒细，产雾量大，能够封锁整个隧道断面，除降尘外还可以吸收易溶于水的有害气体（So2、NH3等）。另外采用隧道干式除尘机除尘，用于装渣时的除尘。（2）降尘措施a放炮后进行喷雾、洒水、找顶、清帮。b出渣前用水淋湿全部石渣和附近岩壁。c洞内施工人员佩带防尘面罩，渗水地段穿戴雨衣。3管线布置洞内三管二线悬挂在边墙上，线型整齐，符合安全要求。十四施工防排水隧道内的临时防、排水与永久防、排水相结合，以“防、截、排、堵相结合，因地制宜、综合治理”的原则进行。1洞口段排水修筑洞口边、仰坡顶截水沟、排水沟等排水建筑物，截引地表水，防止地表水顺坡漫流，使洞口附近无积水。并与路基排水系统相连接，组成系统的排水体系。40 2洞内排水该隧道为双向坡度，应在隧道施工过程中，做好隧道临时排水系统。十五供水、供电1供水采用高位水池。高位水池设在隧道洞口顶面附近，设一个高位水池，确保水压不低于0.3MPa，水池储备量计划100立方米，同时做好防渗漏以及防沉淀物阻塞出水管。水池高度设立高于工作面35米以上，洞内供水管采用Ф80的水管。工作面用高压软管连接，软管长度控制在30米以内，分水器与凿岩机间连接的橡胶皮管长度控制在10米范围内。2供电隧道供电采用400/230V三相四电系统两端供电，动力设备采用三相380V，洞内照明，成洞地段可用220V，一般作业地段不宜大于36V。变压器根据工程计划安排，于隧道进口K10+165左侧，设一台630KVA变压器，采用高压至洞口，并确保作业地段有足够的照明，洞外照明按一般建筑工地要求设置，施工用电由业主架线至工地，同时配备200KW、100KW、50KW各一台材油发电机备用。十六隧道监控量测1监控量测的目的实施监控量测的目的具体包括：a通过监控量测了解各施工阶段地层与支护结构的动态变化，把握施工过程中结构所处的安全状态，判断围岩稳定性，支护、衬砌可靠性。b用现场实测的结果弥补理论分析过程中存在的不足，并把监测结果反馈设计、指导施工，为修改施工方法、调整围岩级别、变更支护设计参数提供依据。c通过监控量测对工程施工可能产生的环境影响进行全面的监控。d通过监控量测进行大跨隧道日常的施工管理，确保施工安全和施工质量。40 e通过施工现场的监控量测，确定二次衬砌的合理施作时间。f通过监控量测了解该工程条件下所表现、反映出来的一些地下工程规律和特点，为今后类似工程或该工法本身的发展提供借鉴、依据和指导作用。2监控量测计划监控量测的项目主要根据工程的地质条件、围岩类别、跨度、埋深、开挖方法和支护类型等综合确定。而且，在隧道工程中进行量测，绝不是单纯地为了获取信息，而是把它作为施工管理的一个积极有效的手段，因此量测信息应能：确切的预报破坏和变形等未来的动态，对设计参数和施工流程加以监控，以便及时掌握围岩动态而采取适当的措施（如预估最终位移值、根据监控基准调整、修改开挖和支护的顺序、时机等）。满足作为设计变更的重要信息和各项要求，如提供设计、施工所需的重要参数（初始位移速度、作用荷载等）。根据以上所述并结合隧道的实际情况，将地质与预期支护观察、地表下沉量测、水平净空收敛量测、拱顶下沉量测、锚杆轴力作为施工监控量测项目。同时配备选测项目所需的设备，必要时实施选测项目。主要监控量测项目有：（1）地质和初期支护状况观察方法及工具岩性、结构面产状及支护裂缝观察或描述、地质罗盘及规尺等。布置方式及量测时间开挖后及初期支护后进行，应在每次爆破后进行。（2）水平收敛及拱顶下沉量测量测目的：监视隧道拱顶绝对下沉量，掌握断面的变形动态，判断支护结构的稳定性。量测设备用高精度水准仪和数字收敛仪进行量测。量测的目的是了解：A拱顶下沉范围，量值；40 B拱顶下沉随工作面推进的规律；C拱顶下沉稳定的时间。量测方法：各种类型的收敛仪。布置方式：观测点每20米设置一处，当隧道水平位移收敛速度为0.1~0.2mm/天，拱顶下沉位移速度为0.1mm/天时，可认为围岩已基本稳定。量测频率：爆破后24小时内进行，0~18m内1~2次/天；18~36m内1次/天；36~90m内1次/2天；>90m则一次/周。（3）底板下沉量测布置方法及工具：采用水平仪及水准尺进行量测，每20米布置一个量测点。量测频率：量测时间应控制在仰拱开挖后12个小时内进行，第1~15天，每天观测一次，第16~1个月，每两天一次，1~3个月内，每周1~2次，大于三个月，1~3次/月。（5）锚杆内力量测量测目的：量测锚杆中的变形，求出锚杆轴力。与收敛量测一起研究和修正锚杆的设计参数。量测频率:爆破后24小时内进行，0~18m内1~2次/天；18~36m内1次/天；36~90m内1次/2天；>90m则一次/周。（6）围岩内部位移量测量测布置方法及工具：在洞内钻孔安设读点杆式位移计，在每一类围岩段选择一个断面测设3~11个测点。量测频率:爆破后24小时内进行，0~18m内1~2次/天；18~36m内1次/天；36~90m内1次/2天；>90m则一次/周。3量测频率与结束标准（1）量测频率量测频率根据隧道施工技术规范及监测数据的变化情况而定。40 （2）结束标准根据收敛速度判别：一般地段：收敛速度＞5mm/d时，围岩处于急剧变化状态，加强初期支护系统；收敛速度＜0.2mm/d时,围岩基本达到稳定。浅埋地段:加强初期支护强度和刚度,严格控制过大变形。各量测项目持续到变形基本稳定后2周结束,软弱围岩大变形地段位移长时间不能稳定时,延长量测时间。4监测数据的统计分析与信息反馈（1）隧道周边允许位移值的制定根据以往的成功经验,利用隧道周边允许位移值对本隧道的拱顶下沉、净空收敛位移值进行管理。初期支护结构允许相对位移(%)埋深围岩类别＜50m50～300m＞300mⅢ0.20～0.800.60～1.601.00～3.00V0.15～0.500.40～1.200.80～2.00注:①相对位移指实测位移值与两点距离之比或拱顶下沉实测值与隧道宽度之比。②脆性围岩取表中较小值,塑性围岩取表中较大值。（2）监控量测项目的管理基准根据既有成功经验,变形管理等级标准见下页表《位移管理等级表》。现场监测时,可根据监测结果所处的管理阶段来选择监测频率:一般Ⅲ级管理阶段监测频率可放宽些；Ⅱ级管理阶段频率为1-2次/天或更多。位移管理等级表管理等级管理位移施工状态ⅠUo