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'四川大学本科毕业设计总岗山水库枢纽病害整治工程设计目录1水库洪水复核11.1流域概况11.1.1流域自然地理11.1.2水文气象11.2设计洪水21.2.1设计洪水标准复核21.2.2基本资料的收集和整理21.3水库调洪演算41.3.1推求泄流曲线41.3.2调洪演算51.4坝顶高程复核91.4.1计算主坝正常运用情况下的坝顶超高：101.4.2计算非常运用情况下的坝顶超高111.4.3主坝坝顶高程复核：121.4.4计算副坝正常运用情况下的坝顶超高121.4.5计算副坝非常运用情况下的坝顶超高131.4.6副坝坝顶高程复核142渗流安全评价152.1主坝渗流计算分析152.1.1目的152.2主坝渗流运行分析152.2.1渗流分析的方法152.2.2计算过程172.3汉王副坝渗流计算分析262.3.1目的262.3.2渗透系数262.3.3副坝渗流计算分析273结构安全评价363.1主坝坝坡稳定计算分析363.1.1计算分析资料363.1.2安全系数363.1.3土体的抗剪强度指标363.1.4计算工况363.2主坝坝坡稳定运行分析373.2.1运用STAB程序计算坝坡稳定安全系数373.3汉王副坝坝坡稳定计算分析413.3.1计算分析资料4172
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计3.3.2安全系数413.3.3土体的抗剪强度指标423.4副坝坝坡稳定运行分析423.5溢洪道结构安全分析463.5.1溢洪道结构安全分析463.5.2溢洪道水力计算474.大坝整治方案计算504.1综合评价504.2整治的必要性504.3整治措施及方案对比514.3.1主坝整治方案一：514.3.2主坝整治方案二604.3.3坝坡整治方案比选6972
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计总岗山水库枢纽病害整治工程设计计算书72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计1水库洪水复核1.1流域概况1.1.1流域自然地理总岗山水库位于洪雅县境西部，是洪雅县内的一座中型水库。洪雅县地处四川盆地西南边缘，地理坐标为东经102°49"~103°32"，北纬29°24"~30°00"全县最高海拔3090m，最低海拔417.5m。县内气候温和湿润，年降雨量1435.5mm，(1971-2000)年日照1006.1小时，年无霜期307天，年平均气温16.7℃，属中亚热带湿润气候。全县幅员面积1896.49km2，地形由西南向东北高低梯次变化形成高山、中山、深丘、浅丘、台地、河谷、平坝，地貌以山地丘陵为主，河谷平坝分布在青衣江、花溪河两岸，素有“七山二水一分田”之称。总岗山水库位于洪雅县西部总岗山南麓汉王乡境内，青衣江左岸一级支流香樟河中游，坝址地理坐标为东经103°11"，北纬29°55"。西北侧向东南，地形为总岗山主动脉相夹而构成的带状小谷地区，流域内多山地，少平川，山地高者海拔在1000m以上，低者在400m至700m之间。流域内冲沟相对发育，受岩性、地质构造及岩层裂缝的控制，大小支沟的分布在平面上略呈网络状曲折相接。1.1.2水文气象香樟河流域气候类型属于亚热带湿润气候,在气候区划上属于四川盆地亚热带湿润气候区的盆地西部边缘区和盆地西部区。根据洪雅县气象站2007年气象资料统计：多年平均气温16.7℃，年极端最高气温36.2℃，年极端最低气温－3.3℃,多年平均相对湿度85％；多年平均降水量1435.5mm,多年平均水面蒸发量970.9mm（20cm蒸发皿）；多年平均无霜期302天；多年平均风速1.0m/s。设计区域径流主要由降水补给。多年平均年径流深1123mm左右，变差系数0.25。径流年内分配不均匀，洪枯水变幅大。洪水由暴雨形成。暴雨集中在6～10月，相应的在这时期形成洪水。实测多年年最大24小时暴雨量约410.8mm，多年平均年24小时平均暴雨量为145mm，变差系数0.53；实测多年年最大6小时暴雨量为313.8mm，占到最大24小时暴雨量的76％左右。暴雨集中、强度大，一般暴雨过程1～2天，因此，洪水过程陡涨陡落，多呈单峰过程，持续时间不长。72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计1.2设计洪水1.2.1设计洪水标准复核总岗山水库是一座以灌溉为主，兼有防洪、养殖和生活供水等综合利用的中型水库。水库主坝为均质土坝，最大坝高34.2。水库正常水位689.70，死水位666.70；有效库容2554万。根据水利部SL252-2000《水利水电工程等级划分及洪水标准》的规定，水库属Ⅲ等枢纽工程，主要建筑物为3级，采用100年一遇洪水设计、2000年一遇洪水校核。1.2.2基本资料的收集和整理（1）流域特征参数根据1／10000航测图量算出设计流域面积（F）、河长（L）和沿河长的平均坡度（J），如表1.2.2-1。表1.2.2-1总岗山水库流域特征值表F（Km2）L（km）J（‰）28205.3（2）库容曲线本次根据洪雅县水利局提供的库区1/2000的实测地形图，对总岗山水库的水位～库容曲线进行了复核，总岗山水库的水位～库容关系见表1.2.2-2和图1.2.2-1。表1.2.2-2总岗山水库水位-库容关系表水位（m）680681682683684685686687688689690691692693694库容（万m3）95610861225136615201686186420502240244026602900314033803660图1.2.2-1总岗山水库水位-库容曲线72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计(3)设计洪水过程线根据总岗山水库大坝安全评价报告，取推理公式法（手册查参）计算成果：表1.2.2-3推理公式法推求的设计洪水过程线计算成果（手册查参数）序列P=0.05%P=0.1%P=1%P=2%历时（h）流量历时（h）流量历时（h）流量历时（h）流量103.4603.4603.4603.4620.85632.20.86529.60.916210.93718.231.11360.81.12555.71.1938.41.2183341.5411181.5581081.64873.41.68762.651.9692331.9912122.1061432.15612262.3973482.4233172.5642132.62418172.8254622.8564213.0222833.09324083.0825493.1165003.2973363.37428493.4245773.4625263.6633533.749299104.1955494.2415004.4873364.593284115.1374625.1934215.4942835.624240126.6783486.753177.1422137.311181139.162339.262129.79814310.0291221415.4111815.57810816.48373.416.87162.61522.25860.822.50255.723.80838.424.369331627.39532.227.69429.629.3022129.99318.21733.3883.4633.7523.4635.7123.4636.5543.46洪峰流量（）574522350296洪量（万）1825.81683.6712081051.68图1.1.2-2推理公式法推求的设计洪水过程线（手册查参数）72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计1.3水库调洪演算1.3.1推求泄流曲线总岗山水库溢洪道为正槽式宽顶堰控制放水，堰顶高程689.7m，堰顶现状净宽B=35m，参照《水力计算手册》（第二版，李炜主编），其流量系数m取为0.385，侧收缩系数取0.88。泄洪建筑物为无闸门表面溢洪道，求水库的泄流曲线以及蓄泄方程曲线：其中：q溢—溢洪道的下泄流量；—溢洪道堰顶净宽；H—溢洪道堰上水头；m—流量系数。以690m高程为例计算：则各高程的计算结果整理如下：表1.3.1蓄泄方程计算成果表水位(m)堰上水头(m)泄流量q库容（万m3）689.70025886900.38.62726476911.377.81729126922.3183.12631396933.3314.72433826944.3468.125366272
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计由上表绘制q泄—V曲线如下图图1.3.1泄流曲线1.3.2调洪演算拟采用列表试算法，逐时段求解得出水库的下泄流量和蓄水量。其主要步骤如下：1引用水库的设计洪水过程线。2根据水库容积曲线和泄洪建筑物的泄流能力，应用公式求出下泻流量与库容的关系曲线。3根据水库汛期的控制运用方式，确定调洪计算的起始条件，即起调水位和相应的库容、下泄流量。本次计算中，采用溢洪道堰顶高程314.53为起调水位，相应的库容为16.56万、下泄流量为04选取合适的计算时段(以s为计算单位)，由设计洪水过程线摘录。5确定起始计算时刻的值，然后列表计算，计算过程中，对每一计算时段的值都要进行试算。具体试算方法见详细的计算过程。6将入库洪水过程和计算所得的泄流72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计过程绘制在同一张图上，若计算所得的最大下泄流量正好是两线的交点，说明计算正确。否则，应缩小附近的计算时段，重新进行计算，直到计算的正好是两线的交点为止。7由查关系图，可得最高洪水位的库容由减去起调水位相应库容，即得水库为调节该次入库洪水所需的调洪库容。再由查水库库容曲线，就可以得到最高洪水位。具体算法如下：1列出水库水位库容关系：见表1.2.2-12计算并绘制水库的关系曲线。（图1.2.2-1）3确定调洪的起始条件。该水库溢洪道无闸门控制，因此起调水位就是堰顶高程，即689.7m。相应的库容为2588万，初始下泻流量为0。4计算平均时段入库流量和时段入库流量。首先计算P=5%洪水过程线，初选计算时段h填入表格第（1）列。表中：第（1）列为初选计算时段。第（2）列为按计算时段摘录的入库洪水流量Q。第（3）列为计算所得的时段平均入库流量第（4）列为时段入库水量5逐时段试算求泄流过程。以第一时段为例，假设，则，第（6）列为平均下泻流量第（7）列为时段下泻水量第（8）列为时段内水库存水量变化72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计第（9）列为水库存水量V。初始存水量为2588万，则第一个时段间隔之后的存水量第（10）列为水库水位。已知V1=2588万m3,q1=0,Q1=0,Q2=55.7m3/s(查设计洪水过程线)假设q2=10m3/s,算得经过第一个时间间隔后水库的存水量为，查蓄泄方程关系表，可以得出对应的泄流量q2=1.53m3/s，所以与原假设不符，需要重新假设。假设，按上表算得V2=2599万m3,查蓄泄方程关系表，可以得出当泄流量时，误差0.16小于允许误差，由此可以确定该假设成立。重复类似的试算过程，可依次得到各个时间间隔的泄流过程。以表中第（1）、（2）、（5）列相应的数值，绘制与，但是，两线的交点并不是正好在上，所以需要再在2~3小时内插入时间间隔，重新试算。表1.3.4-2P=0.1%调洪计算成果表入库流量Q入库流量m3/s时段入库流量(万m3)下泄流量m3/s平均下泄流量m3/s时段下泄水量(万m3)时段内水库存水量(万m3)水位（m）1.1253.4629.5811.9800.7650.312588689.71.29855.71.53689.90.6933.7186.3587.14020.7659.72600690.20.346500408.5101.9504511.22677690.20.77952651363.97562.57.82767690.6500513143.910087.524.52823691.82942691.372
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计图1.3.4-2P=0.1%调洪计算成果同理，P=1%的调洪演算过程与上述过程类似，其计算结果如下：图1.3.4-3P=1%调洪计算成果72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计调洪计算结果如表1.3.4-3表1.3.4-3总岗山水库调洪计算成果表洪水频率%起调水位(m)溢流堰宽(m)最高水位(m)相应库容(万m3)滞洪库容(万m3)最大下泄流量（m3/s)0.1689.735692.543267.28675.75243.661689.735691.663058.80467.27139.16由表知，校核洪水位（P=0.1%）为692.54，洪水最大下泄流量为243.66m3/s；设计洪水位（P=1%）为691.66，最大下泄流量139.16m3/s。1.4坝顶高程复核为了保证库水位不超过或溅过坝顶，坝顶高程在水库正常运用和非常运用的静水位以上应有足够的超高。参考《碾压式土石坝设计规范》（SL274—2001），按下式计算坝顶超高：式中：y为坝顶超高；R为波浪在坝顶上的设计爬高；为安全超高，按规定采用；e为最大风壅水面高度。72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计波浪要素涉及以下几个因素：风速，吹程，坝前水深，风向与坝轴线法线方向的夹角，波高，上游面坡角，坝坡护面粗糙系数。 坝顶高程要分别计算正常情况和非常情况，得出两个坝顶高程计算值后取大值。设计洪水位加正常运用情况的坝顶超高；校核洪水位加非常运用情况的坝顶超高。1.4.1计算主坝正常运用情况下的坝顶超高：1)计算波浪爬高R：波浪爬高按蒲田试验站公式计算。先计算平均爬高Rm,再计算设计爬高R。平均爬高按下式计算：式中：K∆—斜坡糙率渗透性系数，其中砌石取.075~0.8，这里取0.75Kv—经验系数，与v/的无量纲大小有关，v/=10.5/=0.682,查表得Kv=1m—边坡系数取2.5hm—平均波高=0.104mlm—平均波长lm=2:5hm=250.104=2.6m因此平均波浪爬高为：由于hm=0.104m，H=34.2m，hm/H=0.00304，三级大坝采用累积频率为1%的爬高值，查表得R/Rm=2.23，所以得R=0.323m72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计2)计算风壅水面高度e：式中：K——为综合摩阻系数,取k=3.6×10-6；——为计算风速，该坝为3级坝，故计算风速取多年平均风速的1.5倍，多年平均风速为1.0m/s，故v01.01.5=1.5m/sD——为风区长度，取300m；——为坝前水域的平均水深，Hm=691.66-660=31.66；——为计算风向与坝轴线的法线间的夹角,由于风的方向垂直坝面取0°则本设计的最大风壅高度为：3)安全超高hc：按III级坝和正常运用情况查表得hc=0.7m。综上所述，正常运用情况下的坝顶超高为△h=0.323+0.7+0.0000039=1.023m1.4.2计算非常运用情况下的坝顶超高非常运用情况下的坝顶超高计算公式与正常情况下一样，所不同的是风速采用多年平均最大风速v=1m/s，坝前水深H=692.54-660=32.54m1)计算波浪爬高R：K△=0.75~0.80，采用0.75；取g=9.8m/s2，求得无维量，查表得经验系数Kw=1；取风向与坝轴垂线的夹角为0°，折减系数KB=1；初拟坝坡m=2.5；吹程D=300m，则平均波高为：平均波长为将以上各值代入Rm式得72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计根据hm=0.0668m、H=32.54m得hm/H=0.0668/32,54=0.00205,查表得R/Rm=2.23，则R=0.0928,Rm=2.23×0.0928=0.2069m。2）再按下式计算风壅水高度e：3）安全超高hc：按Ⅳ级坝和非常运用情况查表得hc=0.4m。正常运用情况下的坝顶超高为△h=0.2069+0.4+0.0000017=0.6069m1.4.3主坝坝顶高程复核：坝顶高程等于水库静水位与坝顶超高之和，取一下最大值设计洪水位加正常运行条件下坝顶超高：691.66+1.023=692.680m正常蓄水位加正常运行条件下坝顶超高：689.70+1.023=690.723m校核洪水位加非常运行条件下坝顶超高：692.54+0.6069=693.147m正常蓄水位加非常运行条件下坝顶超高：689.70+0.6069=690.307m所以，坝顶高程取693.147坝实际高程694.20m和副坝实际高程693.66m，主副坝顶高程均符合要求，不需要再进行整治。1.4.4计算副坝正常运用情况下的坝顶超高1)计算波浪爬高R：波浪爬高按蒲田试验站公式计算。先计算平均爬高Rm,再计算设计爬高R。平均爬高按下式计算：式中K∆—斜坡糙率渗透性系数，其中砌石取.075~0.8，这里取0.75Kv—经验系数，与v/的无量纲大小有关，v/=10.5/=0.682,查表得Kv=1m—边坡系数取3.0hm—平均波高72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计=0.104mlm—平均波长lm=2:5hm=250.104=2.6m因此平均波浪爬高为：由于hm=0.104m，H=34.2m，hm/H=0.00304，三级大坝采用累积频率为1%的爬高值，查表得R/Rm=2.23，所以得R=0.274m2)计算风壅水面高度e：式中：K——为综合摩阻系数,取k=3.6×10-6；——为计算风速，该坝为3级坝，故计算风速取多年平均风速的1.5倍，多年平均风速为1.0m/s，故v01.01.5=1.5m/sD——为风区长度，取400m；——为坝前水域的平均水深，Hm=691.66-679.72=11.94；——为计算风向与坝轴线的法线间的夹角,由于风的方向垂直坝面取0°则本设计的最大风壅高度为：3)安全超高hc：按III级坝和正常运用情况查表得hc=0.7m。综上所述，正常运用情况下的坝顶超高为△h=0.274+0.7+0.0000138=0.974m1.4.5计算副坝非常运用情况下的坝顶超高非常运用情况下的坝顶超高计算公式与正常情况下一样，所不同的是风速采用多年平均最大风速v=1m/s，坝前水深H=692.54-660=32.54m1)计算波浪爬高R：K△=0.75~0.80，采用0.75；取g=9.8m/s2，求得无维量，查表得经验系数Kw=1；取风向与坝轴垂线的夹角为0°，折减系数KB=1；初拟坝坡m=3.0；吹程D=400m，则平均波高为：72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计平均波长为将以上各值代入Rm式得根据hm=0.0761m、H=32.54m得hm/H=0.0761/32,54=0.00234,查表得R/Rm=2.23，则R=0.0902,Rm=2.23×0.0928=0.201m。2）再按下式计算风壅水高度e：3）安全超高hc：按Ⅳ级坝和非常运用情况查表得hc=0.4m。正常运用情况下的坝顶超高为△h=0.2011+0.4+0.00000613=0.6011m1.4.6副坝坝顶高程复核表1.4.6副坝坝顶高程计算成果表P(%)Z洪(m)e(m)R(m)A(m)Y(m)所需（m）现Z坝顶（m）5.12地震沉降后高程（m）1.0691.661.450.2740.70.974692.634693.66693.410.1692.546.160.2010.40.601693.141由表1.4.6知，总岗山水库副坝现所需坝顶高程为693.141m，副坝实际坝顶高程为693.41m，满足国家《防洪标准》（GB50201-94）防洪要求。72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计2渗流安全评价2.1主坝渗流计算分析2.1.1目的（1）确定坝体浸润线在正常水位情况下的位置和逸出点的高度，为校核坝坡稳定计算提供必须的资料。（2）计算坝体的渗流量。（3）计算坝体粘土的渗透坡降J，确定渗流稳定状态。2.1.2渗透系数主坝为均质土坝，坝体土渗透系数采用地勘报告中的建议值，具体数值见表2.1.2。表2.1.2主坝渗透系数表单位：cm/s部位渗透系数坝体土2.53×10-4坝基土6.6×10-4抛石（夹粉土）3.5×10-32.2主坝渗流运行分析2.2.1渗流分析的方法坝体渗流计算1）土石坝渗流计算的目的1、确定坝体浸润线及其下游出逸点；2、确定坝体与坝基的渗流量；3、确定坝坡出逸段与下游坝基表面的出逸坡降；4、确定水库水位降落时上下游坝坡内的浸润线位置或孔隙压力；5、确定岸坡绕渗的渗流量和渗透比降。2）渗流计算的基本假定1、由于地基的渗透系数很小，所以可以视为不透水地基层；72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计2、坝体为粘性土取其渗透系数K＝2.53×10-4cm/s，可假定上游浸润线位置与水库相同，下游浸润线高度为h0。3、下游设有棱体排水，且下游无水，因此可假设浸润线为以排水起点为焦点且通过水面与y轴交点的抛物线。4、土体中渗流流速不大且处于层流状态，渗流服从达西定律。3）计算工况根据水库的水位特征值和运行情况，对正常水位、设计洪水位及校核洪水位情况下做了稳定渗流计算和非稳定渗流计算，计算工况如下：工况一：正常水位689.7m形成的稳定渗流期；工况二：上游设计水位691.66m形成的渗流情况；工况三：上游校核水位692.54m形成的渗流情况；工况四：正常水位689.7m降落至死水位时形成的非稳定渗流情况；工况五：设计水位691.66m降落至死水位时形成的非稳定渗流情况；工况六：校核水位692.54m降落至死水位时形成的非稳定渗流情况。4）渗流分析的方法采用水力学法进行土石坝渗流计算，应用达西定律和杜平假设，建立各段的相应的方程式，然后根据水流的连续性求解渗透流量和浸润线等。1、单宽渗流计算公式：式中：q——单位宽度渗流量;——坝体渗透系数，0.017m/d；L——计算长度；h0——排水起点处浸润线的高度；72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计H1——坝前水深：正常水位时为689.7—660=29.7m；设计水位时为691.66—660=31.66m；校核水位时为692.54—660=32.54m；m1——上游坝坡系数，取3.0；2.2.2计算过程稳定渗流情况：工况一：计算简图如下由公式可得：△L=12.729m由图可知：L=72.425m浸润线起点x坐标=89.1(m)浸润线终点x坐标=163.962(m)所以h0=1.192mq=1.718(m3/d.m)将数据代入浸润线方程按该式绘制浸润线：在96.343—163.962之间假定一系列的x值，求得一系列的y值，列于下表，将表中的x、y值绘于断面图上，并连成曲线便为土坝浸润线。72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计表2.2.2-1正常水位时土坝浸润线计算成果表x(m)96.34103.5110.8118.0125.3132.5139.7147.0154.2161.5163.9y(m)20.6619.0417.3415.5513.6511.629.4237.0154.3171.1920浸润线如下图：工况二：计算简图如下由公式可得：△L=13.586m由图可知：L=66.425m浸润线起点x坐标=95.100(m)浸润线终点x坐标=163.967(m)所以h0=1.378mq=1.986(m3/d.m)将数据代入浸润线方程按该式绘制浸润线：假定一系列的x值，求得一系列的y值，将表中的x、y值绘于断面图上，并连成曲线便为土坝浸润线。72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计x(m)101.7108.3115.0121.6128.3134.9141.5148.2154.8161.5163.6y(m)21.6519.9718.2116.3514.3812.279.9857.4754.6571.3780表2.2.2-1设计水位时土坝浸润线计算成果表浸润线如下图：工况三：计算简图如下由公式可得：△L=13.929m由图可知：L=64.025m浸润线起点x坐标=97.5(m)浸润线终点x坐标=163.969(m)所以h0=1.459mq=2.104(m3/d.m)将数据代入浸润线方程按该式绘制浸润线：在97.5-163.969之间假定一系列的x值，求得一系列的y值，将表中的x、y值绘于断面图上，并连成曲线便为土坝浸润线。72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计表2.2.2-3校核水位时土坝浸润线计算成果表X(m)103.9110.3116.7123.1129.5135.9142.3148.7155.1161.5163.9y(m)22.0220.3218.5416.6614.6612.5210.207.6564.7941.4590浸润线如下图：非稳定渗流情况：对于非稳定渗流的情况，可根据K/（μV)的大小分情况考虑：若K/（μV)<0.1，库水位骤降，按原浸润线计算；若0.160，属于极缓慢下降，按最终的浸润线计算。其中：K为大坝的渗透系数；μ为给水度，μ=0.117；V为水位下降的速度。非稳定渗流计算时，上下游坡率均采用平均坡率，上游为3.0，下游为2.25，计算结果如下：工况四：查水位库容曲线可得：正常水位689.7m对应的库容为2588万方死水位666.7m对应的库容为0万方由于溢洪道最大放水流量为240.1m³/s，所以水库水位降落所用的时间为：2588*104/240.1*24*60*60=1.248d，降落速度为:（689.7-666.7）/1.248=18.43m/d,由于μ=0.117k1/7=0.094，所以K/（μV)=0.219/(18.43*0.094)=0.126,属于缓降，需计算各时段的浸润线。简图如下：72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计水位下降所需时间=1.25(天)时间(天)浸润线最高点上游坡出渗点高度he(t)(m)0.2528.85023.621时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.5027.99920.930时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.7527.14918.938时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)1.0026.29917.323时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)1.2525.44915.957各时段浸润线如下：表2.2.2-4正常水位降至死水位时土坝浸润线计算成果表t1=0.25dt2=0.5dt3=0.75dt4=1dt5=1.25dX(m)Y(m)X(m)Y(m)X(m)Y(m)X(m)Y(m)X(m)Y(m)70.86324.19562.79120.93056.81518.93851.96817.32347.87215.95772.68723.62165.42221.74160.04327.14955.68118.41851.99517.14574.51124.75568.05322.52263.27220.84159.39419.45256.11818.25576.33425.30370.68423.27866.50021.73077.96020.43460.24119.30178.15825.84073.31424.00969.72922.58466.82121.37064.36320.29481.80526.36575.94524.71989.10023.40770.53422.26868.48621.24083.62928.85078.57625.40976.18624.20174.24726.29976.73222.14685.45327.38681.20726.08179.41424.97189.10023.13080.85425.44987.27627.88386.46927.99982.64325.71881.67424.76584.97723.85489.10028.37089.10027.37585.87126.44385.38725.54489.10024.66479.98226.88183.83826.73672.95719.91263.10723.96272.60923.01672
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计结果如下图：工况五：查水位库容曲线可得：正常水位689.7m对应的库容为2588万方设计水位691.66m对应的库容为3050万方死水位666.7m对应的库容为0万方由于溢洪道最大放水流量为240.1m³/s，所以水库水位降落所用的时间为：3050*104/240.1*24*60*69=1.471d，降落速度为:（691.7-666.7）/1.471=16.96m/d,由于μ=0.117k1/7=0.094，所以K/（μV)=0.219/(16.96*0.094)=0.137,属于缓降，需计算各时段的浸润线。计算简图如下：水位下降所需时间=1.47(天)时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.2930.75624.952时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.5929.81322.008时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计0.8828.86919.829时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)1.1827.92518.063时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)1.4726.98216.571各时段浸润线如下表：表2.2.25设计水位降至死水位时土坝浸润线计算成果表t1=0.29dt2=0.59dt3=0.88dt4=1.18dt5=1.47dX(m)Y(m)X(m)Y(m)X(m)Y(m)X(m)Y(m)X(m)Y(m)74.85624.95266.02322.00859.48719.82954.18918.06349.71416.57176.88025.59268.93122.90863.04920.91058.28027.92554.25317.88780.92926.21671.83929.81366.61021.93762.37120.42081.48419.11382.95426.82574.74624.61170.17122.91966.46221.50263.33020.26484.97830.75677.65425.41973.73228.86995.10022.53267.86821.35487.00228.00595.10026.20277.29424.76570.55323.51772.40726.98289.02728.57683.46926.96380.85525.63874.64424.46276.94622.39091.05129.13786.37727.70384.41626.48378.73525.37295.10023.38193.07629.68689.28528.42487.97727.30282.82726.25186.02324.33195.10030.22692.19229.12791.53928.09686.91827.10190.56125.24678.90527.42280.56223.77595.10023.86091.00919.27858.79126.128结果如下图：工况六：查水位库容曲线可得：正常水位689.7m对应的库容为2588万方72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计校核水位692.54m对应的库容为3260万方死水位666.7m对应的库容为0万方由于溢洪道最大放水流量为240.1m³/s，所以水库水位降落所用的时间为：3260*104/240.1*24*60*69=1.572d，降落速度为:（692.5-666.7）/1.471=16.49m/d,由于μ=0.117k1/7=0.094，所以K/（μV)=0.219/(16.49*0.094)=0.141,属于缓降，需计算各时段的浸润线。计算简图如下：水位下降所需时间=1.57(天)时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.3131.51925.484时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.6330.53722.438时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.9429.55620.185时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)1.2628.57418.358时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)1.5727.59316.816各时段浸润线如下：72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计表2.2.2-6校核水位降至死水位时土坝浸润线计算成果表t1=0.31dt2=0.63dt3=0.94dt4=1.26dt5=1.57dX(m)Y(m)X(m)Y(m)X(m)X(m)Y(m)X(m)Y(m)X(m)76.45325.48467.31522.43860.55576.45325.48467.31522.43860.55578.55726.80070.33323.37564.24978.55726.80070.33323.37564.24997.50027.43473.35230.53767.94497.50027.43473.35230.53767.94480.66228.05476.37025.14371.65580.66228.05476.37025.14371.65582.76728.66197.50025.98379.02782.76728.66197.50025.98379.02784.87229.25582.40726.79582.72684.87229.25582.40726.79582.72686.97629.83785.42627.58486.41286.97629.83785.42627.58486.41289.08130.40888.44428.35190.11189.08130.40888.44428.35190.11191.18630.96891.46329.09893.80591.18630.96891.46329.09893.80593.29131.51994.48129.82697.50093.29131.51994.48129.82697.50095.39526.15079.38924.27575.33395.39526.15079.38924.27575.333结果如下图：（2）计算结果分析：最大渗透坡降对各工况计算成果见下表72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计表2.2.2-7大坝渗流量计算成果表工况123456单宽渗流量（L/s·m）1.7181.9862.104///最大渗透坡降0.300.350.3660.310.320.32查主坝坝体土层主要物理性质指标试验成果表得：坝体土的比重为GS=2.7，孔隙率为e=44.1，空隙比n=0.79由《水利水电工程地质勘察规范》（GB50287-99）推荐的公式Jcr=(Gs-1)(1-n)=(2.7-1)(1-0.79)=0.357计算得坝体土的临界渗透坡降为Jcr=0.357，允许渗透坡降[J]=Jcr/K=0.357/1.7=0.21式中：K—渗流稳定安全系数，取1.5~2。渗透坡降计算值基本小于临界值但大于允许值，故可能形成渗流破坏。2.3汉王副坝渗流计算分析2.3.1目的（1）确定坝体浸润线在正常水位情况下的位置和逸出点的高度，为校核坝坡稳定计算提供必须的资料。（2）计算坝体的渗流量。（3）计算坝体粘土的渗透坡降J，确定渗流稳定状态。2.3.2渗透系数副坝为均质土坝，尽管在以前的整治过程中，曾在上游增设塑膜防渗，但从运行情况来看，已经失效，本次渗流计算不考虑塑膜防渗作用。坝体土渗透系数采用地勘报告中的建议值，具体数值见表2.3.2。72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计表2.3.2汉王副坝渗透系数表单位：cm/s部位渗透系数坝体土2.2×10-4坝基土6.6×10-42.3.3副坝渗流计算分析稳定渗流情况：副坝渗流计算的目的，基本假定，分析方法以及计算工况与主坝一致，在此就不一一赘述了副坝渗流计算过程如下：工况一：计算简图如下由公式可得：△L=5.058m由图可知：L=38.344m浸润线起点x坐标=44.294(m)浸润线终点x坐标=79.986(m)所以h0=0.316mq=0.610(m3/d.m)将数据代入浸润线方程按该式绘制浸润线：在40.460—79.459之间假定一系列的x值，求得一系列的y值，将表中的x、y值绘于断面图上，并连成曲线便为土坝浸润线。72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计浸润线如下图：工况二：计算简图如下由公式可得：△L=5.911m由图可知：L=31.150m浸润线起点x坐标=50.400(m)浸润线终点x坐标=79.620(m)所以h0=0.433mq=0.835(m3/d.m)将数据代入浸润线方程按该式绘制浸润线：假定一系列的x值，求得一系列的y值，将表中的x、y值绘于断面图上，并连成曲线便为土坝浸润线。浸润线如下图：72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计工况三：计算简图如下由公式可得：△L=6.300m由图可知：L=28.035m浸润线起点x坐标=53.204(m)浸润线终点x坐标=79.620(m)所以h0=0.498mq=0.960(m3/d.m)将数据代入浸润线方程按该式绘制浸润线：在50.400-79.462之间假定一系列的x值，求得一系列的y值，将表中的x、y值绘于断面图上，并连成曲线便为土坝浸润线。浸润线如下图：72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计非稳定渗流情况：对于非稳定渗流的情况，可根据K/（μV)的大小分情况考虑：若K/（μV)<0.1，库水位骤降，按原浸润线计算；若0.160，属于极缓慢下降，按最终的浸润线计算。其中：K为大坝的渗透系数；μ为给水度，μ=0.117；V为水位下降的速度。非稳定渗流计算时，上下游坡率均采用平均坡率，上游为3.0，下游为2.25，计算结果如下：工况四：查水位库容曲线可得：正常水位689.7m对应的库容为2588万方死水位679.72m对应的库容为956万方由于溢洪道和放水设施最大放水流量为251.95m³/s，所以水库水位降落所用的时间为：（2588-956）*104/251.95*24*60*60=0.75d，降落速度为:（689.7-679.72）/0.75=13.31m/d,由于μ=0.117k1/7=0.092，所以K/（μV)=0.190/(13.31*0.092)=0.15,属于缓降，需计算各时段的浸润线。简图如下：水位下降所需时间=0.75(天)时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.1511.1728.737时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.3010.7837.568时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.4510.3956.70172
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.6010.0075.997时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.759.6185.400各时段浸润线如下：表2.3.3-1正常水位降至死水位时土坝浸润线计算成果表t1=0.15dt2=0.3dt3=0.45dt4=0.6dt5=0.75dX(m)Y(m)X(m)Y(m)X(m)X(m)Y(m)X(m)Y(m)X(m)30.5808.73726.4887.94823.45530.5808.73726.4887.94823.45531.5689.01027.8867.56825.15531.5689.01027.8867.56825.15532.5569.27540.4608.31126.85632.5569.27540.4608.31126.85633.5449.53330.6808.65928.55633.5449.53330.6808.65928.55634.53210.02932.07710.78330.25734.53210.02932.07710.78330.25735.52010.26733.4749.31531.95735.52010.26733.4749.31531.95736.50810.50134.8719.62740.46036.50810.50134.8719.62740.46037.49610.72936.2699.92935.35837.49610.72936.2699.92935.35840.46010.95337.66610.22237.05940.46010.95337.66610.22237.05939.47211.17039.06310.50638.75939.47211.17039.06310.50638.75938.4849.78429.2838.99333.65838.4849.78429.2838.99333.658结果如下图：工况五：查水位库容曲线可得：正常水位689.7m对应的库容为2588万方设计水位691.66m对应的库容为3050万方死水位679.72m对应的库容为956万方72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计由于溢洪道和放水设施最大放水流量为251.95m³/s，所以水库水位降落所用的时间为：（3050-956）*104/251.95*24*60*69=0.962d，降落速度为:（691.7-679.72）/0.962=12.41m/d,由于μ=0.117k1/7=0.092，所以K/（μV)=0.19/(12.41*0.092)=0.166,属于缓降，需计算各时段的浸润线。计算简图如下：水位下降所需时间=0.96(天)时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.1913.04710.104时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.3812.5748.703时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.5812.1027.664时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.7711.6296.820时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.9611.1566.104各时段浸润线如下：72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计表2.3.3-2设计水位降至死水位时土坝浸润线计算成果表t1=0.19dt2=0.38dt3=0.58dt4=0.77dt5=0.96dX(m)Y(m)X(m)Y(m)X(m)X(m)Y(m)X(m)Y(m)X(m)35.36310.10430.4618.70326.82535.36310.10430.4618.70326.82536.55910.43632.1479.16428.87536.55910.43632.1479.16428.87537.75510.75733.8339.60330.92437.75510.75733.8339.60330.92438.95011.06935.51912.57432.97438.95011.06935.51912.57432.97440.14611.37347.32010.42635.02340.14611.37347.32010.42635.02347.32011.66938.89010.81337.07347.32011.66938.89010.81337.07342.53713.04740.57611.18841.17242.53713.04740.57611.18841.17243.73312.23942.26211.55043.22143.73312.23942.26211.55043.22144.92912.51443.94811.90145.27144.92912.51443.94811.90145.27146.12412.78345.63412.24247.32046.12412.78345.63412.24247.32041.34211.95737.20510.02339.12241.34211.95737.20510.02339.122结果如下图：工况六：查水位库容曲线可得：正常水位689.7m对应的库容为2588万方校核水位692.54m对应的库容为3260万方死水位679.72m对应的库容为956万方由于溢洪道和放水设施最大放水流量为251.95m³/s，所以水库水位降落所用的时间为：（3260-956）*104/251.95*24*60*69=1.058d，降落速度为:（692.5-678.72）/1.058=12.11m/d,由于μ=0.117k1/7=0.092，所以K/（μV)=0.19/(12.11*0.092)=0.171,属于缓降，需计算各时段的浸润线。计算简图如下：72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.2113.88910.71时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.4213.3789.215时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.6412.8688.099时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.8512.3577.192时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.9611.8466.423各时段浸润线如下：表2.3.3-3校核水位降至死水位时土坝浸润线计算成果表t1=0.21dt2=0.42dt3=0.64dt4=0.85dt5=0.96dX(m)Y(m)X(m)Y(m)X(m)X(m)Y(m)X(m)Y(m)X(m)37.51810.71932.2529.21530.55237.51810.71932.2529.21530.55238.80611.07734.0679.71228.34738.80611.07734.0679.71228.34740.09411.42435.88210.18532.75740.09411.42435.88210.18532.75741.38211.76037.69610.63650.40041.38211.76037.69610.63650.40042.67113.88941.32613.37837.16842.67113.88941.32613.37837.16843.95912.40643.14111.48739.37343.95912.40643.14111.48739.37345.24712.71644.95611.88941.57945.24712.71644.95611.88941.57950.40013.02046.77012.27943.78450.40013.02046.77012.27943.78447.82413.31650.40012.65645.98947.82413.31650.40012.65645.98949.11213.60648.58513.02248.19549.11213.60648.58513.02248.19546.53512.08739.51111.07034.96346.53512.08739.51111.07034.96372
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计结果如下图：（2）计算结果分析：最大渗透坡降对各工况计算成果见下表表2.3.4-4大坝渗流量计算成果表工况123456单宽渗流（L/s·m）0.6100.8350.960///最大渗透坡降0.210.280.320.250.250.25查汉王副坝坝体土层主要物理性质指标试验成果表得：坝体土的比重为GS=2.7，孔隙率为e=42.8，空隙比n=0.75由《水利水电工程地质勘察规范》（GB50287-99）推荐的公式Jcr=(Gs-1)(1-n)=(2.7-1)(1-0.75)=0.425计算得坝体土的临界渗透坡降为Jcr=0.425，允许渗透坡降[J]=Jcr/K=0.425/1.5=0.28式中：K—渗流稳定安全系数，取1.5~2。渗透坡降计算值小于临界值但大于允许值，故可能造成渗流破坏。72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计3结构安全评价3.1主坝坝坡稳定计算分析3.1.1计算分析资料（1）主坝最大剖面图；（2）坝体材料物理力学指标见地勘报告。3.1.2安全系数大坝为3级建筑物，据《碾压式土石坝设计规范》（SL274—2001）的要求，采用计条块间作用力的简化毕肖普法计算，相应的坝坡抗滑稳定最小允许安全系数如表3.1.2。表3.1.2坝坡抗滑稳定最小安全系数表项目建筑物级别采用简化毕肖普法计算大坝3正常运用非常运用Ⅰ1.301.203.1.3土体的抗剪强度指标坝体土容重采用试验成果平均值，坝体土的抗剪强度指标采用地勘报告中计算参数建议值。各种材料的力学指标采用情况见表3.1.3。表3.1.3筑坝材料主要物理力学计算指标参数材料湿密度(g/cm3)饱和密度(g/cm3)非饱和固结快剪饱和固结快剪C(Kpa)(度)C(Kpa)(度)坝体土1.891.9813.222.39.719.9坝基土1.851.9012.520.39.618.6抛石（夹粉土）2.262.310.5320.430干砌条石（排水体）2.192.30/34/323.1.4计算工况工况一：正常高水位689.70m形成的稳定渗流期；工况二：设计洪水位691.65m形成的渗流期；工况三：校核洪水位692.54m形成的渗流期；工况四：由正常高水位689.70m降至死水位666.70m；72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计工况五：由设计洪水位691.65m降至死水位666.70m；工况六：由校核洪水位692.54m骤降至堰顶高程再降至死水位666.70m；3.2主坝坝坡稳定运行分析3.2.1运用STAB程序计算坝坡稳定安全系数主坝为均值土坝，坝基及坝肩置于粉质粘土和砂岩基础上，地质条件简单。根据《碾压式土石坝设计规范》（SL274—2001）的要求，对坝坡的稳定分析采用Stab程序进行计算，按计及条块间作用力的简化毕肖普法计算出抗滑稳定最小安全系数。由渗流计算结果可得到各个工况的浸润线，稳定系数的计算以上游坝坡的工况一为例：1、利用程序本身附带的数据捕捉程序Stab_Emu.LSP在AutoCAD中对图形文件进行建模，建模过程中取向右即下游方向为X轴的正向，由于要计算上游坝坡的稳定，因此滑动方向与X相反，需输入0；由于浸润线上下土体的物理指标不同，棱体、抛石、坝基土与坝体材料也不同，故将整个模型分为五块；因稳定渗流只有一条浸润线，故在浸润线条数的对话框输入1即可，其他如软弱层个数、骤降后浸润线等均为0。同时会将包括STAB程序所需的当前边坡的相关几何数据自动生成“D:qqq.dat”文件。2、将“qqq.dat”文件导入到STAB程序中，在基本参数项将基本信息和土层的力学参数等输入。其中1~5层土体分别按坝体土非饱和状态、饱和状态、排水棱体、抛石和坝基土的相应参数输入。3、在滑裂面项将滑裂面选项设置为圆弧滑裂面，采用毕肖普法，划分40个土条，并采用整体单形法的优化方法。参数设置完成后保存，在滑动方向画圆弧并计算其稳定系数，多次画弧后，得到其临界滑裂面，计算出对应安全系数。3.2.2计算过程及计算成果该大坝为均质土坝，根据《碾压式土石坝设计规范》（SL274—2001）的要求，对坝坡的稳定分析，采用合理考虑土条间作用力的毕肖普法计算出抗滑稳定最小安全系数。72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计（1）工况一：正常水位上游稳定情况计算得出临界滑弧的K=1.540正常水位下游稳定情况计算得出临界滑弧的K=1.286设计水位上游稳定情况(2)工况二：计算得出临界滑弧的K=1.41472
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计设计水位下游稳定情况计算得出临界滑弧的K=1.263校核水位上游稳定情况(3)工况三：校核水位下游稳定情况计算得出临界滑弧的=1.410计算得出临界滑弧的K=1.23972
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计(4)工况四正常水位下的缓慢下降计算得出临界滑弧的K=1.492(5)工况五设计水位下的缓慢下降计算得出临界滑弧的K=1.411(6)工况六校核水位下的缓慢下降72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计计算得出临界滑弧的K=1.394计算结果整理如表坝坡抗滑稳定计算成果表坝坡工况毕肖普法备注计算Kmin允许[k]上游工况一1.5401.30正常运用工况二1.4141.30正常运用工况三1.4101.20非常运用工况四1.4921.30正常运用工况五1.4111.30正常运用工况六1.3941.20非常运用下游工况一1.2861.30正常运用工况二1.2631.30正常运用工况三1.2391.20非常运用从上表稳定计算成果知，目前大坝下游坝坡存在工况有抗滑稳定最小安全系数Kmin小于规范允许值，不满足规范要求。计算结果和运行情况均表明，主坝下游坝坡抗滑稳定存在一定的安全隐患，需要进行整治。3.3汉王副坝坝坡稳定计算分析3.3.1计算分析资料（1）汉王副坝最大剖面图；（2）坝体材料物理力学指标见地勘报告。。3.3.2安全系数副坝为3级建筑物，据《碾压式土石坝设计规范》（SL274—2001）的要求，采用计条块间作用力的简化毕肖普法计算，相应的坝坡抗滑稳定最小允许安全系数如表6.3.2。表3.3.2坝坡抗滑稳定最小安全系数表项目建筑物级别采用简化毕肖普法计算大坝3正常运用非常运用Ⅰ1.301.2072
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计3.3.3土体的抗剪强度指标坝体土容重采用试验成果平均值，坝体土的抗剪强度指标采用地勘报告中计算参数建议值。各种材料的力学指标采用情况见表6.3.3。表3.3.3筑坝材料主要物理力学计算指标参数材料湿密度(g/cm3)饱和密度(g/cm3)非饱和固结快剪饱和固结快剪C(Kpa)(度)C(Kpa)(度)坝体土1.931.9814.621.212.719.0坝基土1.851.9012.520.39.618.6干砌条石2.192.30/34/323.4副坝坝坡稳定运行分析副坝为均值土坝，坝基及坝肩置于粉质粘土和砂岩夹粉砂质泥岩基础上，地质条件简单。据地表地质地形测绘发现，上游坝坡的条石护面，在坝体中部有顺坡面下沉变形现象，中部与两侧沉陷差约0.2m，使上游坝坡条石水平接缝线呈弧形弯曲。因副坝稳定运行分析方法与主坝相同，也是用STAB程序计算坝坡稳定安全系数，在此就不一一赘述了，现将计算结果列如下：该大坝为均质土坝，根据《碾压式土石坝设计规范》（SL274—2001）的要求，对坝坡的稳定分析，采用合理考虑土条间作用力的毕肖普法计算出抗滑稳定最小安全系数。（1）工况一：正常水位上游稳定情况计算得出临界滑弧的K=1.60672
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计正常水位下游稳定情况计算得出临界滑弧的K=1.825设计水位上游稳定情况(2)工况二：计算得出临界滑弧的K=1.599设计水位下游稳定情况计算得出临界滑弧的K=1.75972
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计(3)工况三：校核水位上游稳定情况校核水位下游稳定情况计算得出临界滑弧的=1.594计算得出临界滑弧的K=1.699(4)工况四正常水位下的缓慢下降72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计计算得出临界滑弧的K=1.562(5)工况五设计水位下的缓慢下降计算得出临界滑弧的K=1.535校核水位下的缓慢下降(6)工况六计算得出临界滑弧的K=1.534计算结果整理如表72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计坝坡抗滑稳定计算成果表坝坡工况毕肖普法备注计算Kmin允许[k]上游工况一1.6061.30正常运用工况二1.5991.30正常运用工况三1.5941.20非常运用工况四1.5621.30正常运用工况五1.5351.30正常运用工况六1.5341.20非常运用下游工况一1.8251.30正常运用工况二1.7591.30正常运用工况三1.6991.20非常运用从上表稳定计算成果知，目前大坝坝坡在各个工况情况下抗滑稳定最小安全系数Kmin均大于规范允许值，满足规范要求，不需要进行整治。3.5溢洪道结构安全分析3.5.1溢洪道结构安全分析石塔湾溢洪道位于大坝右侧500米的自然垭口处，建成于1971年，1975年扩建至现规模，溢洪道由进口段、泄槽段组成，溢洪道无消力池。进口明渠段未衬砌，陡槽段冲刷严重，溢洪道侧墙大部分未衬砌，陡槽段尾未设消力池，受多次溢洪的冲击而形成大冲坑，深度达2.3m。表3.5.1-1溢洪道现状分段尺寸表部位桩号底板边墙坡降底宽(m)衬砌型式高度（m）衬砌型式引渠段0+000～0+069.535~45未衬砌左：4.0~7.0右：4.0~7.0左：60cm厚条石、4m高右：未衬砌i=0.00泄槽段0+069.5~0+159.518~280+069.5~0+114段衬砌条石左：2.0右：2.0未衬砌，0+080~0+085段边墙垮塌i=0.040+159.5～未衬砌左：2.0未衬砌i=0.0472
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计消能段0+20516~18右：2.03.5.2溢洪道水力计算1）泄槽水力计算采用校核洪水作为该溢洪道的控制工况，按2000年一遇校核洪水进行调洪演算得溢洪道所需最大下泄流量240.56m3/s；以此作为设计依据，推求溢洪道泄槽段的体形尺寸。1、临界水深计算采用以下公式计算：式中：:临界水深，m；α：不均匀系数，取1.05；q：单宽流量，q=q泄/B=240.85/35=6.88m3/(s.m)；计算得：hk=1.716m2、正常水深计算采用校核洪水作为该正槽溢洪道的控制工况，用以下公式计算：Q=CA式中：Q：溢洪道2000年一遇泄量，230m3/s；C：谢才系数，采用曼宁公式计算，C=R1/6R：水力半径，R=A/XA:过水面积，A=(B+mh0)h0X:湿周，X=B+2h0B:溢洪道底宽，B=35m；h0:溢洪道的正常水深，m；m：溢洪道边坡坡率，m=14；72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计n:糙率,根据溢洪道水力计算中常用的糙率n值表取n=0.025；i：溢洪道的设计坡降i=0.04。计算得：0.456m。3、判别因h0<,属陡坡，因此，溢洪道采用陡坡进行水面线计算。4、溢洪道水面线推算据《溢洪道设计规范》SL253—2000，泄槽段水面线按下列公式进行计算式中——分段长度，m；、——分段始、末断面水深，m；、——分段始、末断面平均流速，m/s；、——流速分布不均匀系数，取1.05；——泄槽底坡角度；——泄槽底坡，；——分段内平均摩阻坡降；——泄槽槽身糙率系数，取0.02；——分段平均流速，，m/s；——分度平均水力半径，,m。起始计算断面位置及其水深应按照泄槽上游段型式确定，泄槽上游段为宽顶堰，起始计算断面在泄槽的首部，水深取用泄槽首部断面的临界水深hk。流速分布不均匀系数、，都取1.05；泄槽槽身糙率系数，取0.025；校核洪水位时最大下泄流量=240.85m3/s；72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计引渠段单宽流量q=q泄/B=240.85/35=6.88m3/(s.m)；临界水深，hk=1.716,=。水流掺气后的水深计算公式为：式中：h、hb—泄槽计算断面的水深及掺气后得水深，m；v—不掺气情况下泄槽计算断面得流速，m/s；ζ—修正系数，可取1.0～1.4s/m，流速大者取大值。代入数据，计算得2000年一遇校核洪水溢洪道水面线数据如下表。表3.5.1-2溢洪道水力计算成果表位置m流速m/s水深Hm掺气增加水深(hv)掺气后水深（ha）安全超高m所需边墙高m现有边墙高左m右m0+0003.911.721.720.32.02410+0424.401.531.530.31.83410+0856.321.071.070.31.37垮塌垮塌0+1407.630.890.070.960.31.19220+2026.691.010.071.080.31.3122将计算值与现状边墙实际高度进行对比，结果表明，溢洪道进口段右边墙小于需求边墙高度，不满足设计要求，需要加高。泄槽段和消能段的边墙高度均满足满足设计要求，不需加高。72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计4.大坝整治方案计算4.1综合评价通过对总岗山水库枢纽工程相关资料的查阅、现场检查、试验分析、渗流分析、稳定计算分析后认为：总岗山水库主要建筑物虽然仍在运行，但各个建筑物均存在一定的安全隐患问题。主要表现为主坝下游坝坡不稳定，汉王副坝上游坡不稳定，主副坝坝体、坝基渗漏，溢洪道边墙底板大部分未衬砌，垮塌冲毁严重；放水设施均存在漏水，金属结构老化锈蚀严重。按照水利部颁布《水库大坝安全鉴定办法》（水建管[2003]271号）及《水库大坝安全评价导则》SL258-2000等文件的要求和现行规范，其具体评价如表5.1所示。表4.1总岗山水库大坝安全综合评价表序号内容安全分级备注1抗洪性能A泄洪能力满足国颁GB50201-94防洪标准要求。2结构性态C主坝下游坡抗滑稳定安全系数小于规范允许值；溢洪道边墙垮塌、底板部分未衬护，尾部冲毁形成冲坑。3渗流性态B主坝存在坝体、坝基及绕坝渗漏；汉王副坝存在坝体、坝基渗漏；放水设施存在漏水。4抗震性能C主坝下游坡抗滑稳定安全系数小于规范允许值。5金属结构性能C放水设施闸阀锈蚀面积达50%以上，锈蚀深度3～6mm。根据上述综合评价，按《水库大坝安全鉴定办法》第六条安全分类标准，该坝应为三类坝。4.2整治的必要性总岗山水库位于洪雅县城西总岗山山脉南麓汉王乡境内，青衣江左岸支流香樟河上游，距县城约30km。总岗山水库是一座以灌溉为主，兼有防洪、养鱼等综合效益的中型骨干水利工程，设计灌面7.03万亩，有效灌面6.35万亩，实际灌面3.65万亩。总岗山水库地理位置较高，其下游为洪雅县城，一旦失事，将会冲毁下游7万亩左右的农田，同时也将冲毁博汉公路，也将对下游人民的生命财产造成巨大的毁坏。因此，为确保大坝安全运行，充分发挥其综合效益，保护下游沿岸人民生命财产，促进当地生产和经济发展，对水库枢纽的病害进行整治是十分必要的。72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计4.3整治措施及方案对比针对总岗山水库枢纽工程已存在的病险问题，现提出以下两种整治方案：4.3.1主坝整治方案一：首先对排水棱体进行培厚，用料仍为原棱体材料干砌条石，培厚厚度为2.6m，坡比1:2.5。其次对下游二级马道至排水棱体段（高程666.30m～673.9.00m）C15砼预制块护坡进行开挖，拟将砼预制块护坡下出现的大面积的塌陷部分全部挖除，最大开挖深度60cm，开挖后用粘土回填并培厚，培厚厚度为5m,培厚粘土部分坡比也为1:2.5，下与排水棱体培厚部分相接。4.3.1.1主坝整治方案一渗流计算大坝渗流计算的目的，基本假定，计算工况以及方法都与第二章渗流计算中的相同，在此就不再重复。以下列出方案一的渗流计算结果：稳定渗流情况：由渗流计算公式可知△L的大小与上游坝坡系数m1有关，L的大小由水面线与上游坝坡的交点和排水棱体迎水坡坡脚的水平距离决定，由于水位不变，上游坝坡不变，原排水棱体也保持不动，只是加厚，因此与大坝渗流计算的稳定工况相比：△L、L值都不变，由以上计算公式可知h0和q值也不变，进而浸润线亦不变。因此三个工况的结果都与前面稳定渗流的三个工况相同，该方案三个工况的浸润线如下：工况一：浸润线如下图72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计工况二：浸润线如下图工况三：浸润线如下图非稳定渗流情况：由之前渗流计算中的非稳定渗流情况可知工况四、五、六都为缓降，并且对应工况的降落速度，降落时间以及给水度都相同，因此可直接计算各时段的浸润线。工况四：计算结果如下水位下降所需时间=1.25(天)时间(天)浸润线最高点上游坡出渗点高度he(t)(m)0.2528.85023.621时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.5027.99920.93072
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.7527.14918.938时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)1.0026.29917.323时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)1.2525.44915.957各时段浸润线如下：t1=0.25dt2=0.5dt3=0.75dt4=1dt5=1.25dX(m)Y(m)X(m)Y(m)X(m)Y(m)X(m)Y(m)X(m)Y(m)70.86324.19562.79120.93056.81518.93851.96817.32347.87215.95772.68723.62165.42221.74160.04327.14955.68118.41851.99517.14574.51124.75568.05322.52263.27220.84159.39419.45256.11818.25576.33425.30370.68423.27866.50021.73077.96020.43460.24119.30178.15825.84073.31424.00969.72922.58466.82121.37064.36320.29481.80526.36575.94524.71989.10023.40770.53422.26868.48621.24083.62928.85078.57625.40976.18624.20174.24726.29976.73222.14685.45327.38681.20726.08179.41424.97189.10023.13080.85425.44987.27627.88386.46927.99982.64325.71881.67424.76584.97723.85489.10028.37089.10027.37585.87126.44385.38725.54489.10024.66479.98226.88183.83826.73672.95719.91263.10723.96272.60923.016结果如下图：工况五：计算结果如下水位下降所需时间=1.47(天)72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.2930.75624.952时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.5929.81322.008时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.8828.86919.829时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)1.1827.92518.063时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)1.4726.98216.571各时段浸润线如下：t1=0.29dt2=0.59dt3=0.88dt4=1.18dt5=1.47dX(m)Y(m)X(m)Y(m)X(m)X(m)Y(m)X(m)Y(m)X(m)74.85624.95266.02322.00859.48774.85624.95266.02322.00859.48776.88025.59268.93122.90863.04976.88025.59268.93122.90863.04980.92926.21671.83929.81366.61080.92926.21671.83929.81366.61082.95426.82574.74624.61170.17182.95426.82574.74624.61170.17184.97830.75677.65425.41973.73284.97830.75677.65425.41973.73287.00228.00595.10026.20277.29487.00228.00595.10026.20277.29489.02728.57683.46926.96380.85589.02728.57683.46926.96380.85591.05129.13786.37727.70384.41691.05129.13786.37727.70384.41693.07629.68689.28528.42487.97793.07629.68689.28528.42487.97795.10030.22692.19229.12791.53995.10030.22692.19229.12791.53978.90527.42280.56223.77595.10078.90527.42280.56223.77595.100结果如下图：72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计工况六：计算结果如下水位下降所需时间=1.57(天)时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.3131.51925.484时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.6330.53722.438时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.9429.55620.185时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)1.2628.57418.358时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)1.5727.59316.816各时段浸润线如下：t1=0.31dt2=0.63dt3=0.94dt4=1.26dt5=1.57dX(m)Y(m)X(m)Y(m)X(m)X(m)Y(m)X(m)Y(m)X(m)76.45325.48467.31522.43860.55576.45325.48467.31522.43860.55578.55726.80070.33323.37564.24978.55726.80070.33323.37564.24997.50027.43473.35230.53767.94497.50027.43473.35230.53767.94480.66228.05476.37025.14371.65580.66228.05476.37025.14371.65582.76728.66197.50025.98379.02782.76728.66197.50025.98379.02784.87229.25582.40726.79582.72684.87229.25582.40726.79582.72686.97629.83785.42627.58486.41286.97629.83785.42627.58486.41289.08130.40888.44428.35190.11189.08130.40888.44428.35190.11172
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计91.18630.96891.46329.09893.80591.18630.96891.46329.09893.80593.29131.51994.48129.82697.50093.29131.51994.48129.82697.50095.39526.15079.38924.27575.33395.39526.15079.38924.27575.333结果如下图：计算结果分析最大渗透坡降对各工况计算成果见下表整治方案一大坝渗流量计算成果表工况123456单宽渗流量（L/s·m）1.7181.9862.104///最大渗透坡降0.220.2320.2360.210.210.22查主坝坝体土层主要物理性质指标试验成果表得：坝体土的比重为GS=2.7，孔隙率为e=44.1，空隙比n=0.79由《水利水电工程地质勘察规范》（GB50287-99）推荐的公式Jcr=(Gs-1)(1-n)=(2.7-1)(1-0.79)=0.357计算得坝体土的临界渗透坡降为Jcr=0.357，允许渗透坡降[J]=Jcr/K=0.357/1.5=0.24式中：K—渗流稳定安全系数，取1.5。72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计由以上结果可知，大坝渗流量很小且渗透坡降计算值均小于允许值，方案一对渗流稳定问题处理良好。4.3.1.2主坝整治方案一稳定计算大坝坝坡坡稳定计算分析的安全系数和坝体材料的物理力学指标都与第三章大坝坝坡抗滑稳定分析的相同。在此就不一一赘述了，直接列出方案一稳定计算的结果如下：（1）工况一：正常水位上游稳定情况计算得出临界滑弧的K=1.456正常水位下游稳定情况计算得出临界滑弧的K=1.385(2)工况二：设计水位上游稳定情况72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计计算得出临界滑弧的K=1.410设计水位下游稳定情况计算得出临界滑弧的K=1.340(3)工况三：校核水位上游稳定情况计算得出临界滑弧的=1.394校核水位下游稳定情况72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计计算得出临界滑弧的K=1.309因工况四，五，六K值依次递减，所以只计算工况六时候的临界K值。校核水位下的缓慢下降(4)工况六计算得出临界滑弧的K=1.405计算结果整理如表坝坡抗滑稳定计算成果表坝坡工况毕肖普法备注计算Kmin允许[k]上游工况一1.4561.30正常运用工况二1.4101.30正常运用工况三1.3941.20非常运用工况六1.4051.20非常运用下游工况一1.3851.30正常运用工况二1.3401.30正常运用工况三1.3091.20非常运用从上表稳定计算成果知，大坝下游坝坡各个工况抗滑稳定最小安全系数Kmin均大于规范允许值，满足规范要求。计算结果和运行情况均表明，方案一对主坝下游的抗滑稳定问题处理良好。72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计4.3.2主坝整治方案二首先对排水棱体进行培厚，用料仍为原棱体材料干砌条石，培厚厚度为2.6m，坡比1:2.5。其次对下游二级马道至排水棱体段（高程666.30m～673.9.00m）C15砼预制块护坡进行开挖，拟将砼预制块护坡下出现的大面积的塌陷部分全部挖除，最大开挖深度60cm，开挖后碾压石渣回填并培厚，培厚厚度为2.4m,培厚粘土部分坡比为1:2.5，下与排水棱体相接。4.3.2.1主坝整治方案二渗流计算大坝渗流计算的目的，基本假定，计算工况以及方法都与第二章渗流计算中的相同，在此就不再重复。以下列出方案二的渗流计算结果：稳定渗流情况：由渗流计算公式可知△L的大小与上游坝坡系数m1有关，L的大小由水面线与上游坝坡的交点和排水棱体迎水坡坡脚的水平距离决定，由于水位不变，上游坝坡不变，原排水棱体也保持不动，只是加厚，因此与大坝渗流计算的稳定工况相比：△L、L值都不变，由以上计算公式可知h0和q值也不变，进而浸润线亦不变。因此三个工况的结果都与前面稳定渗流的三个工况相同，该方案三个工况的浸润线如下：工况一：浸润线如下图72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计工况二：浸润线如下图工况三：浸润线如下图非稳定渗流情况：由之前渗流计算中的非稳定渗流情况可知工况四、五、六都为缓降，并且对应工况的降落速度，降落时间以及给水度都相同，因此可直接计算各时段的浸润线。工况四：计算结果如下水位下降所需时间=1.248(天)时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.2528.18821.447时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计0.49926.67618.003时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.74925.16415.544时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.99823.65213.636时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)1.24822.14012.107各时段浸润线如下表t1=0.25dt2=0.49dt3=0.75dt4=0.99dt5=1.25dX(m)Y(m)X(m)Y(m)X(m)Y(m)X(m)Y(m)X(m)Y(m)37.51810.71932.2529.21530.5528.09925.1717.19222.4796.42338.80611.07734.0679.71228.3478.69427.6947.86225.2717.15240.09411.42435.88210.18532.7579.25230.2178.48028.06311.84641.38211.76037.69610.63650.4009.77732.7409.05630.8558.42542.67113.88941.32613.37837.16810.27650.4009.59733.6488.99343.95912.40643.14111.48739.37310.75137.78510.11036.4409.52845.24712.71644.95611.88941.57911.20640.30810.59739.23210.03550.40013.02046.77012.27943.78412.86842.83112.35750.40010.51747.82413.31650.40012.65645.98912.06645.35411.51144.81610.97849.11213.60648.58513.02248.19512.47347.87711.94147.60811.42046.53512.08739.51111.07034.96311.64435.26311.06342.0247.814结果如下图：72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计工况五：计算结果如下水位下降所需时间=1.474(天)时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.29530.02222.573时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.59028.34418.806时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.88426.66616.120时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)1.17924.98814.037时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)1.47423.31012.372各时段侵润线如下表t1=0.29dt2=0.59dt3=0.88dt4=1.18dt5=1.47dX(m)Y(m)X(m)Y(m)X(m)Y(m)X(m)Y(m)X(m)Y(m)74.85624.95266.02322.00859.48719.82954.18918.06349.71416.57176.88025.59268.93122.90863.04920.91058.28027.92554.25317.88780.92926.21671.83929.81366.61021.93762.37120.42081.48419.11382.95426.82574.74624.61170.17122.91966.46221.50263.33020.26484.97830.75677.65425.41973.73228.86995.10022.53267.86821.35487.00228.00595.10026.20277.29424.76570.55323.51772.40726.98289.02728.57683.46926.96380.85525.63874.64424.46276.94622.39091.05129.13786.37727.70384.41626.48378.73525.37295.10023.38193.07629.68689.28528.42487.97727.30282.82726.25186.02324.33195.10030.22692.19229.12791.53928.09686.91827.10190.56125.24678.90527.42280.56223.77595.10023.86091.00919.27858.79126.128结果如下图：72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计工况六：计算结果如下水位下降所需时间=1.569(天)时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.31430.75523.023时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.62829.00919.127时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)0.94227.26416.349时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)1.25525.51914.197时间(天)浸润线最高点h0(t)+h0(m)上游坡出渗点高度he(t)(m)1.56923.77412.477各时段浸润线结果如下表：72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计t1=0.31dt2=0.63dt3=0.94dt4=1.26dt5=1.57dX(m)Y(m)X(m)Y(m)X(m)Y(m)X(m)Y(m)X(m)Y(m)76.45325.48467.31522.43860.55520.18555.07518.35850.44816.81678.55726.80070.33323.37564.24921.30859.31728.57455.15316.72197.50027.43473.35230.53767.94429.55663.56020.80759.85818.18380.66228.05476.37025.14371.65523.39467.80221.92964.56419.45582.76728.66197.50025.98379.02724.36972.04522.99669.26920.64884.87229.25582.40726.79582.72625.30893.25724.01673.97421.77686.97629.83785.42627.58486.41226.21280.53024.99478.67922.84989.08130.40888.44428.35190.11127.08784.77225.93583.38423.87391.18630.96891.46329.09893.80527.93489.01526.84488.09024.85593.29131.51994.48129.82697.50028.75697.50027.72392.79525.80095.39526.15079.38924.27575.33322.37576.28719.62197.50027.593结果如下图：计算结果分析最大渗透坡降对各工况计算成果见下表整治方案一大坝渗流量计算成果表工况123456单宽渗流量（L/s·m）1.7181.9862.104///最大渗透坡降0.210.2140.2210.2080.2110.22172
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计查主坝坝体土层主要物理性质指标试验成果表得：坝体土的比重为GS=2.7，孔隙率为e=44.1，空隙比n=0.79由《水利水电工程地质勘察规范》（GB50287-99）推荐的公式Jcr=(Gs-1)(1-n)=(2.7-1)(1-0.79)=0.357计算得坝体土的临界渗透坡降为Jcr=0.357，允许渗透坡降[J]=Jcr/K=0.357/1.5=0.24式中：K—渗流稳定安全系数，取1.5。由以上结果可知，大坝渗流量很小且渗透坡降计算值均小于允许值，方案二对渗流稳定问题处理良好。4.3.2.2主坝整治方案二稳定计算大坝坝坡坡稳定计算分析的安全系数和坝体材料的物理力学指标都与第三章大坝坝坡抗滑稳定分析的相同。在此就不一一赘述了，直接列出方案一稳定计算的结果如下：（1）工况一：正常水位上游稳定情况计算得出临界滑弧的K=1.480正常水位下游稳定情况72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计计算得出临界滑弧的K=1.323(2)工况二：设计水位上游稳定情况计算得出临界滑弧的K=1.453设计水位下游稳定情况校核水位上游稳定情况计算得出临界滑弧的K=1.315(3)工况三：72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计计算得出临界滑弧的=1.445校核水位下游稳定情况计算得出临界滑弧的K=1.310因工况四，五，六K值依次递减，所以只计算工况六时候的临界K值。(4)工况六校核水位下的缓慢下降计算得出临界滑弧的K=1.427计算结果整理如表坝坡抗滑稳定计算成果表坝坡工况毕肖普法备注计算Kmin允许[k]上游工况一1.4801.30正常运用工况二1.4531.30正常运用工况三1.4451.20非常运用工况六1.4271.20非常运用下游工况一1.3231.30正常运用工况二1.3151.30正常运用工况三1.3101.20非常运用72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计从上表稳定计算成果知，大坝下游坝坡各个工况有抗滑稳定最小安全系数Kmin均大于规范允许值，满足规范要求。计算结果和运行情况均表明，方案二对主坝下游的抗滑稳定问题处理良好。4.3.3坝坡整治方案比选由两个方案的大坝横断面图经计算可得其工程量如表表4.3.3.1主坝坝坡整治工程量比较表部位项目单位方案一方案二备注上游坝坡干砌条石m3131.98131.98马道规整下游坝坡土方开挖m388798879M7.5浆砌C15砼预制块m310291029下游护坡粘土填筑m3171500干砌条石m3136948232坝顶水溶性聚氨酯化学灌浆材料m30.50.5整治方案主要技术经济比较见表4.3.3.1表3.2.8-2主坝坝坡整治方案技术经济比较表项目方案一方案二坝坡稳定能满足稳定要求能满足稳定要求施工难易较麻烦较简单质量可靠性可靠可靠对水库蓄水影响较小较小投资（万元）1032．54679.32经概算表明，方案一总投资1032.54万元（含下游坝坡整治较其它方案增加投资），方案二总投资679.32万元。从技术经济比较表3.2.8-2来看，虽然二个方案均能满足上、下游坝坡的稳定要求，但由于方案一投资较大且施工难度系数较方案二麻烦，所以综合考虑选择方案二为推荐方案。精品文档72
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计————————————————————————————————————————————————————————————————————————————————————————————————————————————————精品文档精品资料精品文档——————————————————————————————————————————————————————————————————————————————————————————————————————————————-———精品资料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$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$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!z89AmYWpazadNuGK8!z89AmYWpazadNu##KN&MuWFA5uxY7JnD6YWRrWwc^vR9CpbK!zn%Mz849Gx^Gjqv^$UE9wEwZ#Qc@UE%&qYp@Eh5pDx2zVkum&gTXRm6X4NGpP$vSTT#&ksv*3tnGK8!z89AmYWpazadNu##KN&MuWFA5ux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四川大学本科毕业设计总岗山水库枢纽病害整治工程设计7空气分离器KF-32台18紧急泄氨器JX-108台19冷风机KLL-250台810冷风机KLD-150台411冷风机KLD-100台212阀门套8613电磁阀套614管道及支架吨18.615管道及设备保温m32216管道保温包扎镀锌板吨1.617附件套1二气调系统1中空纤维制氮机CA-30B台12二氧化碳洗涤器GA-15台13气动电磁阀D100台144电脑控制系统CNJK-406台15信号转换器8线台16果心温度探头台77库气平衡袋5m3个78库气安全阀液封式个79小活塞空压机0.05/7台110PVC管套111附件套1三水冷系统1冷却塔DBNL3-100台22水泵SBL80-160I台23水泵SBL50-160I台24阀门套305管道及支架吨2.86附件套1四电仪控系统1电器控制柜套12照明系统套13电线电缆套14桥架管线套15附件套172
四川大学本科毕业设计总岗山水库枢纽病害整治工程设计72'
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