乌石冲水库工程地质勘察报告

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乌石冲水库工程地质勘察报告

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'湖北省　罗田县乌石冲水库除险加固工程（初步设计阶段）工程地质勘察报告武汉丰达地质工程有限公司二O一一年五月项目名称：乌石冲水库大坝整险加固工程地质勘察委托单位：罗田县小型水库整险加固和溢洪道扩挖工程项目部承担单位：武汉丰达地质工程有限公司证书等级：甲　级总经理：冯晓腊总工程师：李广英审核：李广英工程负责：李小青报告编写：付　茹目　录 1　前　言11.1工程概况11.2任务来源与要求31.3完成的主要工作量42　坝区工程地质条件52.1地形地貌52.2地层岩性52.3地质构造与地震72.4水文地质条件73　坝基、坝肩岩体及坝体填筑料工程地质特征93.1坝基及坝肩岩体结构特征及特透水性93.2坝体心墙料的工程地质特征与透水性103.3坝壳代料层的工程性质与透水性134　大坝主要工程地质问题及评价144.1坝基及坝肩的渗漏问题与评价144.2坝体心墙质量问题与评估154.3坝壳代料层的质量问题与评估174.4大坝蚁害175溢洪道的工程地质条件及评价186输水工程质量问题及评价197结　论20 1　前　言1.1工程概况乌石冲水库位于巴水水系双庙河上游，建设地点罗田县三里畈镇乌石冲村，是三里畈镇人民政府并归口水电管理站管理的是一座以灌溉为主，兼有防洪、养殖的小（二）型水库，地理位置东经115度14分、北纬30度49分，距罗麻公路4公里。该水库于1965年10月动工兴建，1967年1月竣工投入运行。承雨面积1.5平方公里，多年平均降雨量1370mm，洪水标准为30年一遇设计，300年一遇校核，设计洪水位111.6m，校核洪水位112.78m，正常蓄水位107.40m，死水位99.50m，历史最高水位111.50m，总库容60.38万m3，其中兴利库容29.84万m3，调洪库容21.68万m3，死库容8.86万m3，已淤积库容0.9万m3。水库有效灌溉农田600余亩，年产鲜鱼1500公斤。乌石冲工程建成至今发挥了较大的经济效益，可灌溉乌石冲、走马岗、新桥、双庙等四个村的1200亩农田，水产养殖面积65亩。保护下游耕地2700亩，人口12000人，以及海军某基地公路、罗麻公路、三一八国道和双庙、新桥集镇，是三里畈镇的重要水利工程。水库枢纽工程由大坝、溢洪道、灌溉输水管等建筑物组成。（1）大坝：坝型为粘土心墙代料坝，坝顶长120.0m，坝顶宽4.1m，最大坝高22.8m，坝顶高程112.8m，大坝上游坡比为1：2.5、1：3.5，采用块石护坡；下游坡比为1：1.95、1：2.5、1：1.85，为草皮护坡；坝脚排水设施为块石堆砌反滤坝，坡比为1：1.7。在下游坡面高程100.4m处，建有浆砌过坝渠，主渠分东西两条，总长7.0公里，灌区有效灌溉面积1200亩。（2）溢洪道：位于主坝右侧山坳，为开敞式宽顶堰，原设计净宽3.5m，现状实际宽度2.5m，堰顶高程107.9m，原设计最大下泄流量32.9m3/s，现实际最大下泄流量32.05m3/s，堰顶未护砌，出口无消能设施，冲刷非常严重。（3）输水管：位于大坝的右侧，结构型式为浆砌条石方涵，进水口高程99.5m，断面尺寸0.65m×0.65m，管长96.0m，最大输水流量0.76m3/s，进口为斜拉活塞闸门控制，活塞闸门尺寸Φ0.32m。乌石冲水库始建于1965年1013 月，水库工程两年基本建成，由于搞群众运动一窝风的工程，造成质量差，标准低，资金困难，只有少许器材，大坝未完工就开始蓄水运行。1972年冬季对大坝进行整险加固，工程项目是翻接心墙1.0m，大坝加高1.5m，使得水库工程才达到设计标准。1994年10对大坝进行第二次整险加固，主要工程内容：一是对大坝外坡加固整形培厚2.5m；二是溢洪道扩宽1.0m。1998年3月对大坝进行第三次整险加固，主要工程是对外坝坡东西两头做排水沟及腰沟。总之，水库工程运行以来，对水库大坝进行了三次续建和整险加固，但工程仍存在多处安全隐患。目前存在的主要问题有：（1）大坝坝身单薄，坝体填筑材料质量差，碾压质量差。上游坡沉陷2处，面积共400m2；护坡块石风化破碎严重，块石质量差，块石护砌严重变形，受水流冲涮已部分散落；下游坡比不符合规范要求，坝坡沉陷，坡面不平整，多处脱坡、塌坑；过坝渠内平台，高程100.4m，且距坝右52.0m处出现散浸，面积12.0m2，并有滑坡痕迹，坝左反滤坝顶上部有明显散浸。坝基有明显渗流，反滤坝坝脚淘空两处，危及大坝安全。（3）溢洪道结构不完整，堰体两侧及底板均未护砌，出口无消能设施，冲刷非常严重，溢洪道外西干渠涵管基础被淘空。（4）输水管启闭设备老化、施锈蚀严重，启闭不灵活。输水管进口活塞闸门及拉杆严重老化、锈蚀，已无法正常运用，输水管型式为浆砌条石方涵，在迎水坡面高程104.5m处且垂直于输水管部位的条石断裂穿洞，致使输水管漏水严重，同时带走坝体土料，形成上游坡沉陷。（5）坝身排水设施不完整，排水不畅。过坝渠破损，漏水严重，直接危及坝脚。（6）大坝周围白蚁活动频繁，坝身及坝区白蚁危害严重。（7）水库基础设施差，无通讯设施，无水文测报系统，无大坝观测系统，管理处无房屋，无办公设施，无技术人员。以上这些问题严重影响大坝安全，从而制约了工程效益的正常发挥，如不及时解决，枢纽工程就不能正常运行，对大坝安全、下游人民生命财产和工农业生产构成严重威胁，一旦失事，将给人民生命财产带来重大损失。13 1.2任务来源与要求受湖北省罗田县小型水库整险加固和溢洪道扩挖工程项目部委托，武汉丰达地质工程有限公司承担了八一水库除险加固（安全鉴定阶段和初步设计阶段）工程地质勘察工作。针对工程险情和勘察目的，于2009年04月进行了现场工程地质调查、测绘、槽探、探坑取样及室内试验工作，初步查明了大坝存在的安全隐患及主要工程地质问题。2009年08月上级主管部门对本工程进行了安全鉴定，大坝安全类别为三类坝。根据大坝安全鉴定意见，2011年03月对本工程进行初步设计阶段工程地质勘察，进一步获取了有关岩土及水文地质参数。本次勘察工作的任务是：（1）坝区所处区域地质环境和地震基本烈度；（2）大坝坝基工程地质条件；（3）坝体及坝基岩土体物理力学性质指标和渗透系数；（4）溢洪道工程地质条件；（5）天然建筑材料调查。1.3完成的主要工作量初步设计阶段勘察工作以了解坝体及坝基岩土体物理力学性质及透水性为重点，共布钻孔7孔，勘探剖面3条，完成的主要工作量见表1-1所示。本次勘探工作所用地形图、原始工程剖面图及图件的高程由罗田水利局提供。本次工作全部钻孔严格按照堤防封孔要求进行，甲方派专员进行了现场监督，封孔材料由甲方提供。地质勘察工作主要执行国家标准《水利水电工程地质勘察规程》（GB50287-99）、《中小型水利水电工程地质勘察规范》（SL55-2005）及《水利水电工程地质制图标准》（DL/T55351-2006），同时参照了《岩土工程勘察规范》（GB50021-2001）及有关的工作规程。本次地勘工作中，得到了罗田县水利水电局、武汉志宏水利水电规划设计院和罗田县小型水库整险加固和溢洪道扩挖工程项目部等单位的大力支持，在此谨表谢意。13 表1-1完成的主要工作量工　作　项　目单　位工作量测　绘1：1000工程地质测绘km20.5钻探取样及现场试验钻　探米/孔144.8/7土　样组22标贯试验段8注水试验段8压水试验段25水位观测次/孔14/7室内试验土体物理力学试验组20渗透试验组11室内资料整理及报告编写工程地质和钻孔平面布置图张1地质剖面图张4渗透剖面图张1钻孔柱状图张7工程地质勘察报告编写份12　坝区工程地质条件2.1地形地貌乌石冲水库位于巴水水系双庙河上游，建设地点罗田县三里畈镇乌石冲村，距罗麻公路4公里。水库区地貌属大别山南部低山区。承雨面积1.5平方公里，多年平均降雨量1370mm，总库容60.38万立方米。13 坝址处在剥蚀低山～丘陵地貌，属大别山脉。地貌上呈山谷窄缓河谷地貌特征，河流蜿蜒曲折，呈“S”型，回旋发育，河谷呈“U”字形状，坝址两侧山体浑厚，山顶尖圆，山脊线波状起伏，地形坡度15°～30°，海拔高程约在110～200m之间。坝址下游由窄变宽，地形起伏不平。水库坝型为粘土心墙坝，坝顶长120.0m，坝顶宽4.1m，最大坝高22.8m，坝顶高程112.8m，上游坡为块石护坡；下游坡为草皮护坡；坝脚排水设施为块石堆砌反滤坝，坡比为1：1.7。浆砌过坝渠分东西两条，总长7.0公里。溢洪道位于主坝右侧山坳，为开敞式宽顶堰，宽2.5m，堰顶高程107.9m。输水管位于大坝的右侧，输水管进水口高程99.5m，结构型式为浆砌条石方涵。大坝下游为拦河后开垦的大片农田，地面高程50.0～90.0m。2.2地层岩性根据《中华人民共和国区域地质调查报告（罗田幅1：20万，1974）》区域地质资料和实地查勘：坝址地层较单一，主要出露岩层为大别～吕梁期酸性侵入岩（r1-2）和少量第四系残坡积物和冲洪积物及人工堆积物。（1）基岩坝址出露岩层为大别～吕梁期酸性侵入岩（r1-2）片麻状花岗岩，灰～灰白色，在区域变质和混合岩化作用下，岩石发生了强烈的变化，具有明显片麻状构造和混合岩化特征。主要矿物有奥长石、钾长石、石英、黑云母等。混合岩化作用自南向北逐渐加强，引起钾长石含量增高，粒度加大。多具他形粒状结构，条纹长石结构，片麻状～斑杂状构造。（2）人工堆积层（Q4m1）坝区人工堆积层（Q4m1），主要为人工填筑的坝体，分为坝体心墙、坝壳代料、坝体护坡和反滤坝。心墙土质主要为低液限粘土，代料土质主要为含细粒土砂或粉土质砂，护坡和反滤坝为砂、碎石和块石等。填筑心墙的低液限粘土主要取自大坝下游山谷间的陆相沉积层或冲洪积层。含细粒土砂取自库区和坝区河流两岸的风化砂和全风化带砂石。碎石和块石均取自两岸山体较新鲜的岩石。（3）第四系上更新统残积（Qed1）粉粘土坝区残积土（Qed1），呈褐色～黄褐色，主要成13 份为粉质粘土、粉土、砂砾及片麻岩风化物。岩性不均匀，结构松散，孔隙度较大，湿、呈稍密状。主要分布在库岸的缓坡地带上。因为本区为古老地块，长期遭受风化剥蚀，其残积层较厚，并在部份沟谷斜坡地带形成坡积层，但一般厚度不大。（4）第四系全新统河流冲、洪积层（Qa1）冲、洪积层（Qa1），分布在坝前方、坝后方河床中，平面呈条带状。灰色～灰黑色～灰褐色，主要成份为粉土，夹少量砂、粘土及有机质，饱和、密实。2.3地质构造与地震（1）地质构造据区域地质资料，库区在大地构造单元上地处秦岭褶皱系阳隆起大别山隆褶束山腹地，经历多次地壳运动，各期构造形迹迭加复合，地质构造复杂。区域构造形迹以一组北东向的倒转向斜、倒转背斜等褶皱构造以及一组北东向冲断层为主要特征。受这一区域构造带影响，坝址区的基岩片麻理走向与大坝走向大角度相交，对坝基岩体透水性有较大影响。据现场地质调查，坝址没发现明显断裂构造，坝址两侧末发现不良地质体，两侧岩性为片麻状花岗岩。坝区岩体中裂隙极为发育，多为长大张性裂隙，且局部呈构造裂隙密集带出现，从而对坝基渗漏产生影响。（2）地震本区为太古界古老的变质岩系和岩浆岩及其混合岩组成。大地构造处于古老的结晶地块—淮阳地盾，为相对稳定地块，新构造运动表现为大面积间歇性缓慢降升的特点，未见明显的差异运动，也未见第四系断层。依据《中国地震动参数区划图》（GB18306-2001），区内地震动峰值加速度为0.05g，地震动反应谱特征周期为0.35s，相应的地震基本烈度为Ⅵ度。2.4水文地质条件坝区位于中纬度地带，属北亚热带湿润气候区，四季分明，气候温和，光照充足，雨量充沛。在降雨分布上具有区域与时段相对集中、且强度不均的特点，4～8月占全年降雨量的65%以上，多年平均降雨量1370mm，冬季有时会有积雪出现。坝址区含水层根据其埋藏条件和含水层的性质可划分为孔隙含水层、裂隙含水层以及孔隙～裂隙混合含水层三种类型。13 孔隙含水层主要为第四系松散堆积层，分布于大坝两岸的残坡积层以及坝前、坝后的河流冲积层，厚度数米。孔隙～裂隙含水层主要分布在基岩强风化带上部，坝基厚度一般数米。基岩裂隙水分布在上述强风化带以外的基岩中，其含水量主要受节理裂隙的发育程度控制，一般含水量较少，水力联系差，局部节理裂隙密集带含水量较大。微风化与新鲜完整岩体为相对隔水层，仅部分节理裂隙带破坏其局部的隔水性能。地下水的补给方式主要为大气降水，次为地表水向下入渗补给，地下水向低洼地带迳流排泄。基岩裂隙潜水为坝区广泛分布的地下水类型，随裂隙发育程度和地貌特征的变化，一般为弱透水性。强风化片麻岩（砂土状）孔隙含水层，为弱～中等透水性。松散堆积层孔隙含水层，坝区分布较少，仅分布于坝下游一级阶地的冲、洪积低液限粘土质砂、含泥砂和少量砂卵石层中，具中等透水性。由于大坝坝基和坝肩部位地段具一定透水性的强风化岩层未完全清除，强风化和弱风化层岩石中的透水带和断层及裂隙密集带形成的集中透水带未进行彻底处理，所以坝基和坝肩出现渗漏现象，在水库高水位时期坝下游出现多处渗水点和带。坝址区库水及地下水对混凝土无腐蚀性。13 3　库区工程地质评价乌石冲水库位于巴水水系双庙河上游的三里畈镇乌石冲村，水库区地貌属大别山南部中低山区，地貌上呈山谷窄缓河谷地貌特征，河流蜿蜒曲折。坝址下游由窄变宽，地形起伏不大。坝址地层较单一，主要出露岩层为大别～吕梁期酸性侵入岩－片麻状花岗岩和少量第四系残坡积层、冲洪积层及人工堆积物。片麻状花岗岩，分布于大坝两侧及坝基，灰～灰白色，具有明显片麻状构造和混合岩化特征，岩体裂缝发育。坝址地层因裂隙发育等多种因素导致地表岩体局部风化严重，风化厚度变化大，对坝基的渗漏有一定影响。库区为太古界古老的变质岩系和岩浆岩及其混合岩组成，大地构造处于古老的结晶地块～淮阳地盾，为相对稳定地块，新构造运动表现为大面积间歇性缓慢降升的特点，未见明显的差异运动，也未见第四系断层。根据现场踏勘，坝址两侧山体浑厚，没发现明显断裂构造，亦未见不良地质体及不良地质现象，库坝区具有较好的稳定性。（1）库区渗漏评价乌石冲水库属低山丘陵区水库，库水面不大。库盆、库岸地基岩性主要为片麻状花岗岩，库岸地形极为宽厚，微风化岩体透水性微弱，无邻谷渗漏之忧。（2）库岸稳定评价库区周边基岩裸露，正常蓄水位以下均为岩质岸坡，边坡坡度一般在30°～40°。库区地质现象主要表现为库岸在风化裂隙和卸荷裂隙的作用下局部崩塌掉块，水库经过40多年的运行，库岸边坡已趋于稳定，未发现大的岸坡坍塌、滑坡等岸边再造问题，库岸整体稳定。（3）水库淤积评价库区出露岩石主要为片麻状花岗岩岩体，其抗风化性较差，地表出露岩体均有风化，且植被较差，大雨季节仍存在一定水土流失问题，为库区主要固体径流来源，所以库区存在一定的淤积问题。（4）水库浸没评价库区周边低山环绕，库岸地形宽厚，出露地层主要为片麻状花岗岩，正常高水位持续时间有限，基本不存在水库浸没的地质条件，可不考虑水库浸没问题。13 4　坝基及坝肩岩体工程地质特征及透水性4.1坝基及坝肩岩体结构特征坝基及坝肩岩体风化较强烈，裂隙较发育，岩体普遍较破碎，构成坝基渗漏的主要通道。在透水性方面，强风化带与弱风化带及微风化带基岩有较明显的差别，表现在岩体结构上，强风化岩体多呈散体～碎裂结构，部分呈碎块状结构特征；弱风化岩体多呈碎裂～次块状结构特征；微风化带岩体一般较新鲜完整，主要是块状结构。强风化带岩石结构较松散、孔隙率较高；岩体构造裂隙、片麻理面多张开，次生风化张性裂隙发育，岩体裂隙连通率增大，形成较顺畅的渗水通道，透水性亦增大。弱风化带矿物颗粒胶结较紧密，次生风化裂隙不发育，其透水性主要受岩体中的构造裂隙控制。弱风化带透水性一般较强风化带差。微风化带岩体一般较新鲜完整、胶结好，透水性差，具有较好的防水功能。坝址区岩体风化程度较高，根据岩体风化带划分标准，坝址岩体从剖面上可划分为强风化带、弱风化带及微风化带，各风化带厚度和透水性具明显的差异特征。坝址区钻孔揭露岩体各风化带厚度见表4-1。表4-1　坝址区钻孔揭露岩体各风化带厚度统计表孔号孔　位孔口高程（m）强风化带(m)弱风化带(m)微风化带(m)厚度下限高程厚度下限高程揭露厚度下限高程ZK01大坝左坝肩112.85.398.74.794.02.291.8ZK02大坝坝基112.81.587.34.083.31.881.5ZK03大坝右坝肩112.86.599.35.194.22.092.2ZK04大坝下游坡105.952.686.353.982.452.080.45ZK05大坝上游坡106.002.888.404.583.902.281.70ZK06溢洪道上游107.552.8103.653.899.852.897.05ZK07溢洪道下游107.583.3103.484.598.983.095.9813 钻孔揭示坝基、坝肩岩石风化特征：钻孔ZK01～ZK05均揭示有强风化带片麻状花岗岩，厚度约1.5～6.5m，强度极低，风化裂隙发育，岩芯多呈松散砂状、碎石状，岩芯采取率极低。弱风化片麻状花岗岩各钻孔均有揭示，厚度3.9～4.7m，岩芯呈块状、短柱状，强度较低，岩芯采取率较低，裂隙较为发育，对坝基的渗漏有较大影响。微风化带以灰白色片麻状花岗岩为主，细粒结构，岩芯多呈块状、柱状，坚硬、完整，可见少量裂隙发育。4.2坝基及坝肩岩体的透水性坝基、坝肩基岩具较大厚度的强风化带，钻孔揭示强风化黑云钾长片麻岩岩芯呈松散风化砂夹碎石、角砾，钻进时部分循环水漏失。弱风化带岩体一般呈碎石状、块状，较破碎，裂隙面、片麻理面均张开。强风化带及弱风化带是岩体透水的主要通道，强风化岩体较弱风化岩体的透水性大。微风化带岩体一般较新鲜完整、胶结好，具有较好的防水功能。基岩压水试验成果见表4-2所示。坝基、坝肩段（ZK01～ZK05）14段压水试验中，弱透水性5段，其量值在4.8～8.5Lu；中等透水9段，量值在13.3～26.7Lu；透水率在20Lu以上有2段（ZK01、ZK03）。压水试验成果表明，坝基及坝肩强风化及弱风化岩体透水率一般在10Lu以上，具中等透水性；微风化带岩体透水率一般在10Lu以下，具弱透水性。表4-2坝区基岩岩体钻孔压水试验成果表孔号试验段位　置试验段风化程度透水率（Lu）渗透性分　级深度(m～m)长度(m)ZK01大　坝左坝肩9.3～14.14.8强风化23.3中等透水14.1～18.84.7弱风化15.2中等透水18.8～21.02.2微风化6.6弱透水ZK02大　坝坝　基24.5～29.55.0强风化17.5中等透水29.5～31.31.8弱风化4.8弱透水ZK03大　坝右坝肩7.5～12.55.0强风化26.7中等透水13.5～18.65.1弱风化14.7中等透水18.6～20.62.0微风化5.7弱透水13 ZK04大　坝下游坡17.5～19.62.1强风化17.3中等透水19.6～23.53.9弱风化13.3中等透水23.5～25.52.0微风化7.6弱透水ZK05大　坝上游坡14.5～16.62.1强风化18.5中等透水16.6～20.43.8弱风化15.2中等透水20.4～22.62.2微风化8.5弱透水ZK06溢洪道上　游1.6～3.92.3强风化20.2中等透水3.9～7.73.8弱风化13.9中等透水7.7～10.52.8微风化5.1弱透水ZK07溢洪道下　游1.3～4.12.8强风化23.8中等透水4.1～8.64.5弱风化16.2中等透水8.6～11.63.0微风化7.5弱透水5　坝体填筑料工程地质特征5.1坝体心墙工程地质特征与透水性根据钻孔揭示，心墙物质成分极不均一，根据颗粒组成可分为含砂粘土、含砂壤土，局部含强风化岩碎石及砾石，个别钻孔还揭示局部心墙为含植物根茎的耕植土夹层。砾石、碎石及砂含量具有不均匀特征，局部相对密集构成强透水带，对坝体的防渗极为不利，是坝体渗漏的通道之一。1、心墙颗粒组成钻心墙土样室内颗粒分析试验成果见表5-1所示，心墙为含砂粘性土、含砂壤土。从试验结果看，大于0.075mm的粗粒含量均值为47.3%，粉粒含量均值为32.32%，粘粒含量均值为21.48%。粗颗粒含量较高，粘性成份相对较少，这对心墙防渗效果有较大影响。13 表5-1　心墙料颗粒分析试验成果统计表颗粒组成（%）统计值砾（mm）砂粒（mm）粉　粒（mm）粘粒（mm）粗中细粗中细＞2020.0-5.05.0-2.02.0-0.50.5-0.250.25-0.0750.075-0.050.05-0.005＜0.005均　值2.074.4513.5811.2314.878.1824.1421.48最小值01.89.88.312.65.619.618.7最大值3.26.616.515.416.810.427.125.22、心墙物理力学性质心墙样室内土工试验成果见表5-2所示，心墙主要物理力学性质指标均值分别为：土粒比重2.68、含水率21.1%、湿密度1.93g/cm3、干密度16.3g/cm3、孔隙比0.647；液限32.4%、塑限14.4%、塑性指数18.0、液性指数0.372、压缩系数0.324MPa-1、压缩模量5.14MPa；快剪内聚力32.7kPa、内摩擦角20.0°。13 表5-2心墙物理力学性质指标成果统计表土样编号土的物理性质指标可塑性压缩快剪强度土粒比重含水率湿密度干密度孔隙比饱和度液限塑限塑性指数液性指数压缩系数压缩模量粘聚力内摩擦角GsWρρdeSrWLWpIpILav1-2Es1-2Cф－%g/cm3g/cm3－－%%－－MPa-1MPakPa度ZX012.6921.51.981.630.6518831.914.617.30.400.4044.0934.317.8ZX022.719.82.001.670.6178633.716.717.00.180.3185.0835.716.5ZX032.6820.91.971.630.6458630.814.816.00.380.315.3130.521.6ZX042.722.21.981.620.6668928.415.912.50.500.2925.7128.622.9ZX052.6921.62.011.650.6279231.213.517.70.460.3185.1231.320.3ZX062.722.81.971.600.6839035.412.922.50.440.3155.3436.919.7ZX072.6821.71.981.630.6478937.513.424.10.340.344.8538.818.4ZX082.6920.81.961.620.6588533.415.717.70.290.3524.7134.216.7ZX092.6919.51.971.650.6328329.212.117.10.430.2576.3627.524.9ZX102.6919.71.961.640.6438232.414.318.10.300.3374.8729.321.4均　值2.6921.11.981.630.6478732.414.4180.3720.3245.1432.720.0最小值2.6819.51.961.60.6178228.412.112.50.180.2574.0927.516.5最大值2.722.82.011.670.6839237.516.724.10.50.4046.3638.824.913 3、心墙透水性坝体心墙为含砂粘土、含砂壤土，间夹碎石及砾石。心墙物质组成及其密实度具有明显的不均一性，且随机性较大，对心墙的透水性影响较大；在砂、碎石及砾石等粗颗粒含量较高且密实度相对较松散的部位，心墙透水性相对较高。钻孔原状心墙样渗透试验成果见表5-3所示，心墙渗透系数在5.75×10-5～3.24×10-4cm/s之间，具中等透水性～弱透水性。心墙现场注水试验成果表见表5-4所示，心墙渗透系数在5.96×10-5～2.22×10-4cm之间，心墙具中等透水性～弱透水性。表5-3心墙室内渗透试验成果统计表序号试　样渗透系数（cm/s）渗透性分级1ZK01-26.29×10-5弱透水2ZK02-22.76×10-4中等透水3ZK02-47.15×10-5弱透水4ZK02-55.75×10-5弱透水5ZK03-13.24×10-4中等透水表5-4心墙现场注水试验成果表孔号试验深度（m）渗透系数（cm/s）渗透性分级ZK013.00～8.004.57×10-4中等透水ZK023.00～8.004.76×10-4中等透水10.0～15.09.23×10-5弱透水17.0～22.03.47×10-4中等透水ZK032.00～7.005.15×10-4中等透水均值3.77×10-45.2坝壳代料层的工程性质与透水性坝壳代料以细粒砂壤土为主，间夹强风化片麻岩碎石、偶见块石，为附近山体片麻岩风化砂搬运填筑形成。1、代料颗粒组成28 室内颗分试验成果如表5-5所示，代料粗粒组分分布不均，代料砂、砾含量较高，大于0.075mm的粗粒含量达65.9%、粉粒含量为27.07%、粘粒含量7.03%。表5-5代料颗分试验成果表颗粒组成（%）统计值砾（mm）砂粒（mm）粉　粒（mm）粘粒（mm）粗中细粗中细＞2020.0-5.05.0-2.02.0-0.50.5-0.250.25-0.0750.075-0.050.05-0.005＜0.005均　值13.3511.688.6712.237.8212.158.2718.87.03最小值9.87.66.88.35.18.65.816.45.7最大值17.217.211.215.510.415.912.322.18.52、代料物理力学性质坝壳代料物理力学性质试验成果如表5-6所示，代料物理力学性质指标均值分别为：土粒比重2.70、含水率15.4%、湿密度1.97g/cm3、干密度1.71g/cm3、孔隙比0.579；快剪内聚力7.7kPa、内摩擦角29.0°。表5-6代料物理力学性质指标统计成果表项　目　土的物理性质指标快剪强度土粒比重含水率湿密度干密度孔隙比饱和度粘聚力内摩擦角GsWρρdeSrCф　－%g/cm3g/cm3－－kPa度均　值2.7015.41.971.710.57971.37.729.0最小值2.6913.21.951.680.554645.624.7最大值2.7117.81.991.730.6058010.733.53、代料密实度现场标准贯入试验结果见表5-7所示：坝壳代料标准贯入击数为8～14击，呈较松散～稍密状态。现场试验结果说明坝壳代料的密实程度不满足《碾压式土石坝设计规范》（SL274-2001）规范规定坝壳砂土应呈密实状态的要求。28 表5-7代料标准贯入试验成果统计表孔号试段深度（m）标贯击数（击）状态密度ZK043.00～3.3011稍　密8.00～8.3012稍　密13.0～13.314稍　密ZK053.00～3.308较松散8.00～8.3012稍　密13.0～13.314稍　密4、代料透水性现场坝壳代料注水试验成果如表5-8所示：上游坡（ZK05）坝壳代料渗透系数为7.88×10-4～1.68×10-3cm/s之间，为中等透水体；下游坡（ZK04）坝壳代料渗透系数为1.79×10-3～2.26×10-3cm/s之间，为中等透水体。按规范要求，坝壳代料渗透系数必须＞1.0×10-3cm/s，根据上述现场试验成果，现场4段注水试验中，坝壳代料渗透系数有2段在10-3cm/s量级，满足规范要求，2段在10-4cm/s量级，不满足规范要求。因此坝壳代料透水性不符合《碾压式土石坝设计规范》（SL274-2001）规定心墙坝坝壳料质量指标。表5-8代料现场注水试验成果表孔号试段深度（m）试验段岩性渗透系数（cm/s）渗透性分级ZK043.00～8.00砂壤土2.26×10-3中等透水10.0～15.0砂壤土1.79×10-3中等透水ZK053.00～8.00砂壤土1.68×10-3中等透水10.0～15.0砂壤土7.88×10-4中等透水5.3坝址岩土体的物理力学性质指标建议值根据现场原位试验、室内物理力学试验成果，在统计分析的基础上，结合相关规程规范、宏观地质判断以及工程经验类比，坝址岩土体物理力学性质指标建议值见表5-9所示。28 表5-9　坝址区岩土体物理力学性质指标建议值岩土名称饱和重度(kN/m3)粘聚力C(kPa)内摩擦角Φ(o)渗透系数（10-4cm/s）强风化基岩24.0-24.550030-352.0-2.5弱风化基岩25.8-25.92200-300038-441.5-2.0微风化基岩26.4-26.64000-450048-521.0-1.5心　墙18.1-19.629.0-48.019.8-31.04.3-4.7坝壳代料18.3-20.34.7-8.822.7-31.811.5-12.4排水棱体（反滤坝）25.0-25.5040-451006　大坝主要工程地质问题及评价6.1坝基及坝肩的渗漏问题与评价1、坝基与坝肩岩土体的透水性28 坝基及坝肩岩体风化较强烈，裂隙较发育，岩体普遍较破碎，构成坝基渗漏的主要通道。在透水性方面，强风化带与弱风化带及微风化带基岩有较明显的差别，表现在岩体结构上，强风化岩体多呈散体～碎裂结构，部分呈碎块状结构特征；弱风化岩体多呈碎裂～次块状结构特征；微风化带岩体一般较新鲜完整，主要是块状结构。强风化带矿物因风化蚀变而胶结较差，结构松散，岩石孔隙率较高，加之岩体构造裂隙、片麻理面多张开，次生风化张性裂隙发育，岩体裂隙连通率增大，形成较顺畅的渗水通道，透水性亦增大。弱风化带矿物风化蚀变程度相对较低，矿物颗粒胶结较紧密，次生风化裂隙不甚发育，其透水性主要受岩体中的构造裂隙控制，弱风化带透水性一般较强风化带差。微风化带岩体一般较新鲜完整、胶结好，透水性差，具有较好的防水功能。基岩压水试验统计成果表明，坝基及坝肩强风化及弱风化岩体透水率在13.3～26.7Lu之间，具中等透水性。微风化带岩体透水率在在4.8～8.5Lu之间，具弱透水性，坝基及坝肩存在渗漏问题。2、坝基与坝肩历史渗漏情况大坝运行至今，大坝渗漏较严重。水库由于心墙清基不彻底，导致坝基常年渗水，大坝输水管由于运行多年，漏水较严重，排水体反滤质量一般，现渗水位置有所偏移，排水体效果不佳。水库大坝坝脚外为低洼水田，坝脚排水沟常年出现散浸并夹带黄色锈水，水温低，水稻等作物无法生长，多年来一直有明流流出，分析认为是坝基渗水，坝基强风化带、弱风化带岩体渗漏是主要原因之一。6.2坝体心墙质量问题与评估1、心墙状况乌石冲水库建于1965年，边规划、边设计、边施工，施工质量没有达到设计要求。河床部分和大坝两端清基不彻底，当时施工用的粘土质量很差，由于粘土用量大，数量根本无法保证，主坝心墙填筑的粘土是采瓦泥。按照设计要求筑坝心墙土与坝壳土应同高程铺土碾压夯实，实际施工中，往往不同步，当代料土高于心墙时，心墙形成沟槽，两侧代料土料流入槽中，心墙尺寸不足；当心墙高于代料土时，出现夯实不到位问题。且当时无机械碾压，只采用人工石硪夯实，填筑质量当时也只是由现场技术人员处理判定，未做任何施工检测工作，导致整个坝体防渗效果不好。下游坡反滤坝顶平台以上至过坝渠以下的坝坡形成散浸带，且有明显积水。大坝在运行过程中经历了1969年、1979年、1983年、1991年、1998年和2003年共六次较高洪水位，历史最高水位发生在1979年7月，库水位达到109.4m,外坝坡出现大面积散浸，造成滑坡，后于1980年进行加坝2.0m，并回填滑坡坡面，1996年进行培坡加固。大坝为陡坡窄心墙代料坝，防渗采用粘土心墙，心墙坡比1：0.15。现场坑探及钻探（ZK02）揭示大坝心墙距坝顶0.5m，心墙顶高程为112.30m（28 坝顶高程112.8m），比设计洪水位111.6m高0.70m，比校核洪水位112.78m低0.48m，比正常蓄水位107.40m高4.90m，心墙顶高不满足大坝防渗设计要求。2、心墙物质组成及分布特征心墙物质成分极不均一，心墙中含少量碎石、砾石及风化砂。根据心墙颗粒分析试验结果，大于0.075mm的粗粒含量均值为47.3%，粉粒含量均值为32.32%，粘粒含量均值为21.48%。心墙料粗粒组分含量较高，粘性成份相对较少，并且具不均匀的特征，局部相对密集常形成相对较强的透水带，为心墙渗漏的主要通道之一，对心墙的防渗效果有重要影响，对于埋深较大的粗粒组分富集带，高水位持续运行下，存在渗透破坏的可能。3、心墙的质量钻孔揭示心墙呈较松散～稍密实状态，可塑～硬塑状。心墙主要物理力学性质指标均值为：土粒比重2.68、含水率21.1%、湿密度1.93g/cm3、干密度16.3g/cm3、孔隙比0.647；液限32.4%、塑限14.4%、塑性指数18.0、液性指数0.372、压缩系数0.324MPa-1、压缩模量5.14MPa；快剪内聚力32.7kPa、内摩擦角20.0°。4、心墙透水性渗透试验成果显示心墙渗透系数在10-4cm/s～10-5cm/s量级之间，具中等透水性～弱透水性；现场注水试验成果显示，心墙渗透系数在10-4cm/s～10-5cm/s量级之间，心墙具中等透水性～弱透水性，心墙渗透系数不满足规范要求。综上所述，坝体心墙单薄，心墙顶高不足。心墙物质组成极不均一，粗粒组分含量高、粘性成份相对较少，心墙渗透系数不满足规范要求。6.3坝壳代料层的质量问题与评估坝壳代料以细粒土质砂为主，间夹强风化片麻岩碎石、偶见块石，为附近山体风化岩砂搬运填筑形成，在体内部碎石、块石随机分布，物质成分极不均一。1、代料颗粒组成室内颗分试验成果显示，代料粗粒组分分布不均，代料砂、砾含量较高，大于0.075mm的粗粒含量达65.9%、粉粒含量为27.07%、粘粒含量7.03%。2、代料物理力学性质室内土工试验显示，代料主要物理力学性质指标均值分别为：土粒比重2.70、含水率15.4%、湿密度1.97g/cm3、干密度1.71g/cm328 、孔隙比0.579；快剪内聚力7.7kPa、内摩擦角29.0°。3、代料密实度现场标准贯入试验成果显示，坝壳代料标准贯入击数为9～14击，呈较松散～稍密状态。坝壳代料的密实程度不满足《碾压式土石坝设计规范》（SL274-2001）中坝壳砂土应呈密实状态的要求。4、代料透水性现场坝壳代料注水试验成果如表5-8所示：上游坡（ZK05）坝壳代料渗透系数为7.88×10-4～1.68×10-3cm/s之间，为中等透水体；下游坡（ZK04）坝壳代料渗透系数为1.79×10-3～2.26×10-3cm/s之间，为中等透水体。按规范要求，坝壳代料渗透系数必须＞1.0×10-3cm/s，根据上述现场试验成果，现场4段注水试验中，坝壳代料渗透系数有2段在10-3cm/s量级，满足规范要求，2段在10-4cm/s量级，不满足规范要求。因此坝壳代料透水性不符合《碾压式土石坝设计规范》（SL274-2001）规定心墙坝坝壳料质量指标。6.4大坝蚁害根据大坝运行资料记载，大坝坝体附近白蚁活动频繁。水库大坝白蚁危害严重，屡挖不绝。蚁穴对大坝的安全极为有害，一旦穿透大坝坝壳及心墙，将成为大坝渗漏的天然通道，直接危及大坝的安全。7溢洪道的工程地质条件及评价溢洪道位于主坝右侧山坳，为开敞式宽顶堰，宽度2.5m，堰顶高程107.9m，原设计最大下泄流量32.9m3/s，现实际最大下泄流量32.05m3/s。溢洪道自运行以来共发生10次溢洪，最大过水深2.0m，发生在1979年7月，冲毁下游农田5亩，淘空溢洪道外西干渠涵管基础和河堤。溢洪道不完整，原设计净宽3.5m，实际开挖宽度2.5m，溢洪道欠宽1.0m；因村组机耕路通过溢洪道，将原溢洪道用土方回填，将原溢洪道底抬高0.8m，不能满足泄洪要求。溢洪道底部未衬砌，两侧无挡水墙，出口无消能设施，冲刷非常严重。溢洪道处堰顶及出口处均有通村机耕路，但28 无交通桥，泄水时给当地居民通行及防汛带来不便。现场踏勘溢洪道基础为0.5～1.5m厚松散覆土层，松散、孔隙大，漏水较严重，不能满足防渗要求。溢洪道两侧山坡直立陡峭，为强风化～弱风化黑云钾长片麻岩，松散、破碎易坍塌，且未护砌，山坡不稳定，存在滑坡潜势，雨水季节时，可能会产生滑坡、堵塞行洪。钻孔ZK06、ZK07揭示，溢洪道进口段基础为强风化黑云钾长片麻岩，中部及下游段基础为弱～微风化黑云钾长片麻岩。强风化岩体厚1.1～1.3m，岩芯呈松散砂状、碎块状；弱风化岩体厚3.6～4.0m，岩芯呈碎石状、块状、短柱状，强度较低，岩芯采取率较低。微风化黑云钾长片麻岩，揭露厚度2.5～2.6m，细粒结构，完整、坚硬，胶结好，岩芯多呈块状、柱状。现场压水试验结果如表7-1所示，强风化～弱风化岩透水率为13.5～14.7Lu，为中等透水体；微风化岩体透水率为6.9～8.8Lu，属弱透水体。溢洪道结构不完整，基础为强风化黑云钾长片麻岩，松散、破碎，岩石漏水较严重，为中等透水体，不满足溢洪道基础防渗要求。表7-1　溢洪道基岩岩体钻孔压水试验成果表8输水工程质量问题及评价输水管位于大坝的右侧，结构型式为浆砌条石方涵，进水口高程99.5m，断面尺寸0.65m×0.65m，管长96.0m，最大输水流量0.76m3/s，进口为斜拉活塞闸门控制，活塞闸门尺寸Φ0.32m。（1）输水管建成已来一直没有维修，输水管壁严重老化，断裂、破损，漏水严重，漏水常年从涵洞内流出，输水管因漏水带走坝体土料，对坝体产生了较大安全隐患，不能正常运用。（2）输水管闸门、启闭机都是七十年代产品，启闭机老化、陈旧落后，螺杆锈蚀严重，防护涂层油漆脱落，启闭机存在机械运转磨损严重，运行越来越差，启闭不灵活，且无高度指示；启闭机座损坏，运行不易控制。28 （3）启闭机房面积小、破旧。（4）拉杆严重锈蚀，因拉杆锈蚀变形，已多次更换拉杆。（5）输水管闸门锈蚀严重，止水橡皮老化漏水，常年漏水。（6）输水管基础为弱风化～微风化片麻状花岗岩岩石，基础较为坚固。10　天然建筑材料10.1粘土场粘土料场位于大河岸月山庙粘土料场，该料场场地开阔，剥离层较薄，开采较为方便，交通便利，距长冲畈水库20km。该料场地层岩性特征为：表层0～0.4m为灰褐色耕植土，硬塑～坚硬状；0.4～1.8m，棕黄色、褐黄色砂质粘土，可塑～硬塑状，土中偶见灰白色条带；1.8～2.6m，深褐色、棕褐色砂质粘土，土中含砂量比上部稍高。现场地下水调查表明，料场土体地下水位埋深4m以下。该料场土的物理力学性质指标为：湿容重19.7kN/m3、干容重16.1kN/m3，液限含水量为48.9%，塑限含水量为22.4%，塑性指数为26.5；击实后的力学指标为：凝聚力40kPa，内摩擦角22°，最大干密度1.63g/cm3，最优含水量21.3%。料场面积约为8000m2，剥离层0.3～0.4m，可利用厚度2.0～2.5m，总储量约18000m3，储量能满足工程加固要求。10.2坝壳代料坝壳代料场选在水库大坝右侧上游2.0km处一山体上，料场地层岩性为第四系残坡积物及强风化状黑云二长片麻岩，由试验成果可知，击实后的最大干密度为1.84g/cm3，最优含水量13.8%；击实后的剪切试验成果为C=1kPa，φ=40°。料场面积为12000m2，可开采的平均厚度为6m，开采储量在72000m328 以上，可满足工程加固要求。该料场开采较方便，运输需修简易公路，运距在2.0km左右。10.3砂料、块石料及碎石料砂料可就近到罗田县白庙河乡砂料厂直接购买，该料厂距长冲畈水库20km。料场砂料为片麻岩强风化砂土料，砂粒以中粗砂为主，矿物成份以石英为主、长石次之，强度高，储量丰富，质量优良，能满足规程要求。块石、碎石可就近到白庙河乡石料厂直接购买，白庙河乡石料厂距长冲畈水库20km，碎石料的直径应控制在20mm范围之内。7结　论（1）乌石冲水库区地貌属大别山南部低山区。坝址所处区域为古老变质岩区，新构造运动相对微弱，在大地单元上属于相对稳定的构造区。库区地震动峰值加速度为0.05g，地震动反应谱特征周期为0.35s，地震基本烈度为Ⅵ度。（2）库区出露的地层为大别～吕梁期酸性侵入岩（r1-2）片麻状花岗岩和少量的第四系残坡积层和河流冲、洪积物以及人工堆积层，岩体风化带具有明显的垂直分带性，强风化～弱风化带岩体是坝基及坝肩渗漏的主要原因之一。（3）库区没发现明显断裂构造，坝址两侧末发现不良地质体。基岩具有明显的片麻构造和混合岩化特征，在区域变质和混合岩化作用下，岩体局部风化严重，强风化厚度较大，岩体裂缝极为发育，局部呈构造裂隙密集带出现，透水性较强，从而对坝基渗漏产生影响。（4）坝体心墙单薄，心墙顶高不满足大坝防渗设计要求；心墙料物质组成极不均一，粗粒组分含量高、粘性成份相对较少，对坝体防渗有不利影响。（5）坝壳代料层以含细粒土砂为主，间夹强风化片麻岩碎石、偶见块石，呈较松散及稍密状态，不满足《碾压式土石坝设计规范》（SL274-2001）规定坝壳砂土应呈密实状态的要求。28 （6）溢洪道为开敞式宽顶堰，其结构不完整，欠宽、欠深，溢洪道，堰顶及两侧边坡未衬砌、出口无消能设施，冲涮严重。溢洪道处无交通桥，以至泄水时给当地居民通行及防汛带来不便。溢洪道基础为松散覆土层，漏水较严重，不能满足防渗要求。（7）输水管为浆砌条石方涵，基础为弱风化～微风化黑云钾长片麻岩，基础较为坚实。输水管施工质量差，漏水量大，启闭设备老化、破损严重。（8）大坝内外坝坡局部塌陷、脱坡严重，上游护坡块石护坡未设垫层，部分块石松动、缺失、塌陷、变形严重，护坡块石已大量风化，护砌质量不合格；下游坝坡草皮护坡，坡面经过多年的雨水冲刷，凹凸不平；坝身排水设施不完整，排水不畅。过坝渠浆砌块石老化破损，质量差，漏水严重。（9）大坝及周边范围白蚁活动频繁，白蚁危害严重。（10）水库基础设施差，无通讯设施，无水文测报系统，无大坝观测系统，管理处无房屋，无办公设施，无技术人员。（11）坝顶兼做机耕路，对大坝存在安全隐患。11结　论（1）长冲畈水库区地貌属大别山南部中、低山区，新构造运动相对微弱。库坝区地震基本烈度为Ⅵ度，地震动峰值加速度为0.05g。（2）坝址区出露地层为太古界大别群包头河组第二段（Arbb）、第四系残坡积层、河流冲、洪积层以及人工堆积层。坝址区出露岩体主要为黑云二长片麻岩夹斜长角闪岩，片麻状构造，片麻理较明显，岩体裂缝发育，透水性较强。（3）坝基及坝肩强风化～弱风化带岩体透水率大于10Lu，属中等透水岩体；微风化带透水率小于10Lu，属弱透水岩体。强风化～弱风化带岩体是坝基及坝肩渗漏的主要原因之一。（4）坝体心墙单薄，墙顶高程不足，顶面宽度较窄，不满足规范要求；坝体心墙料粗粒组分含量高、粘性成分含量较低，具中等透水性～弱透水性，不满足规范要求；心墙压实不够，未达到碾压式土石坝设计规范的要求。（528 ）坝壳代料层以含细粒土砂为主，间夹强风化片麻岩碎石、偶见块石，呈较松散及稍密状态，不满足《碾压式土石坝设计规范》（SL274-2001）规定坝壳砂土应呈密实状态的要求；坝壳代料粗颗粒分布不均，局部细粒含量相对较高，其透水性不能满足规范要求。（6）溢洪道位于大坝右侧，为开敞式宽顶堰。溢洪道的进出口、两侧边坡及底板均未进行护砌，且无交通桥，以至泄水时给当地居民通行及防汛带来不便。下游没有消能设施，冲刷严重。溢洪道基础为松散的砂土覆盖层及强风化～弱风化黑云二长片麻岩，为中等透水体，溢洪道基础不能满足防渗要求。（7）输水管施工质量差，启闭设备老化破损严重，漏水量大，结构强度不满足规范要求。（8）大坝上游护坡块石护坡未设垫层，部分块石松动、缺失、塌陷严重，护坡块石已大量风化，护砌质量不合格；下游坝坡草皮护坡，坡面经过多年的雨水冲刷，凹凸不平；坝身排水设施不完整，排水沟破损严重、堵塞，排水不畅。过坝渠浆砌块石老化破损，质量差，漏水严重。（9）大坝及周边范围白蚁活动频繁，白蚁危害严重，直接危及大坝的正常运行及安全。（10）拟建隧洞位于大坝右侧山体上，洞身围岩为微风化黑云二长片麻岩夹斜长角闪岩，属于Ⅱ类岩体，岩质较坚硬、完整，围岩自稳能力较好，地下水不甚发育，雨季可出现洞内潮湿和点滴状出水，拱部及侧壁基本稳定，局部裂隙发育处或层间错动处可能出现掉块和小规模的坍塌。（11）隧洞进、出口段埋深浅，强风化厚度大，围岩为强风化黑云二长片麻岩，属于Ⅲ-Ⅳ类软岩。隧洞施工过程中，成洞条件差，难于自稳，进出口边坡、边墙、拱部无支护时易坍塌变形。（12）粘土料场位于大河岸月山庙料场，粘土质量良好，运距20km，储量能满足工程加固要求；坝壳代料可就近开采，运距2.0km左右；砂料可就近到罗田县白庙河乡砂料厂直接购买，运距20km；块石、碎石可到白庙河乡石料厂直接购买，运距20km。针对上述存在的病险问题及工程地质问题，对本工程除险加固提出如下建议：（1）坝基为强风化岩层，有的部位清基不彻底，很长坝段属中等透水层，应进行全线帷幕灌浆，帷幕深度以深入透水率q≤10Lu28 的弱透水层以下为准。由于强风化带可灌性差，应针对该地层的特性，选择相应的施工工艺和灌浆方法，灌浆前先进行现场试验。（2）针对心墙单薄、质量较差的状况，建议沿坝体轴线采用塑性混凝土防渗墙或粘土灌浆进行加固处理。（3）坝顶顶部施工质量较差，建议采取翻挖，重新回填、碾压，施工中严格控制土的质量和回填碾压的含水量及干密度，确保工程质量。坝体代料中保护层密实度差，建议重新回填、碾压。（4）溢洪道工程：对现有溢洪道进行复核和验算，对两侧裸露坡面采取护坡处理；溢洪道底板基础进行固结灌浆，进口段进行帷幕灌浆并向两岸延伸，帷幕底线深入透水率q≤10Lu弱透水层以下。（5）为便于对枢纽工程的管理和防汛需要，应修建进库道路，标准可供5t自卸车晴雨天通行。溢洪道处建造交通桥，供防汛期间行人及车辆行驶。（6）若发现蚁穴，建议用灭蚁药类，进行灌浆处理。（7）鉴于输水管工程老化问题严重，直接影响大坝坝体的安全，在条件允许情况下，建议进行封堵处理，重新建造输水隧洞工程。（8）拟建隧洞洞身段为微风化黑云二长片麻岩岩体，属于Ⅱ类岩体，围岩自稳能力较好。建议：施工中采用全断面开挖成洞，在接近岩脉发育带处加强超前预报，根据预报结果采取相应的成洞措施。（9）拟建隧洞进、出口段埋深浅，围岩为强风化黑云二长片麻岩，属于Ⅲ-Ⅳ类软岩，属于极不稳定岩体，成洞条件差。进、出口边坡、边墙、拱部无支护时易坍塌变形。建议：开挖后及时支护或进行超前支护，全断面衬砌；同时加强进、出口边坡防护措施，防止洞口坍塌，仰坡削坡后采用挂网喷浆防护。（10）建立坝体观测系统，包括：坝体水平位移和垂直位移观测；坝体、坝基测压管；坝后设立量水堰，进行坝基渗流观测。内部资料，请勿外传！9JWKffwvG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^G89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z8vG#tYM*Jg&6a*CZ7H$dq8KqqfHVZFedswSyXTy#&QA9wkxFyeQ^!djs#XuyUP2kNXpRWXmA&UE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmUE9aQ@Gn8xp$R#͑Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz84!z89Amv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$U*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEw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乌石冲水库工程地质勘察报告

乌石冲水库工程地质勘察报告

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