景宁县七里水电站更新改造工程初步设计报告

PAGE景宁县七里水电站更新改造工程初步设计报告景宁县七里水电站更新改造工程初步设计报告审定：林敏慧审核：黄永库校核：夏守高编写：范庆跃目录TOC\o"1-3"\h\z1、综合说明 11.1概况 11.2自然条件 11.3工程任务和规模 11.4工程布置及建筑物 11.5水利机械、电气工程和金属结构 21.6消防设计 21.7施工组织设计 31.8工程管理及安全卫生 32、水文 82.1概述 82.2气象 82.2.1气象观测站 82.2.2气象要素统计 82.2.3降雨特性 82.3水文基本资料 92.4径流 92.4.1流域面雨量计算 92.4.2月、年径流计算 112.4.3代表年逐日径流 142.5设计洪水 193、工程地质 213.1区域地质 213.2厂址及压力管线地质 213.3天然建筑材料 213.4结论 214、工程任务和规模 224.1工程建设的必要性 224.2工程任务 224.3工程规模 225、工程布置及建筑物 255.1工程等级及洪水设计标准 255.2设计依据 255.3工程总布置 255.4工程建筑物 266、水电机械、电气工程及金属结构 316.1水力机械 316.2电气工程 326.3其他金属结构 357、消防设计 367.1消防总体设计方案 367.2工程消防设计 367.3消防给水设计 377.4消防电气 377.5主要消防设备 378、施工组织设计 388.1施工条件 388.2施工导流 388.3主体工程施工 388.4施工总体布置 398.5施工总进度 399、土地处理和工程永久占地 419.1土地处理范围和实物指标 419.2土地处理和征用、补偿投资费用 419.3工程永久占地 4110、环境保护设计 4210.1设计依据 4210．2环境措施设计 4210．3环境监测 4310．4环保、水保投资 4410．5结论 4411、工程管理设计 4511.1管理机构 4511.2管理办法 4512、劳动安全与卫生 4612.1工程概况 4612.2设计中采用的主要标准、规范 4612.3劳动安全设计 4712.4工业卫生设计 4813、设计概算 5113.1编制说明 5113.2概算表 5214、经济评价 5814.1基本依据 5814.2资金筹措与效益分析 58 景宁县七里水电站更新改造工程初步设计第1章浙江宏昌水利设计有限公司PAGE601、综合说明1.1概况七里水电站座落于小溪支流七里坑上，位于景宁县城西南40km。该电站于上世纪80年代建成发电。原装机容量为125kw。因年代已久，机组设备严重老化，出力不足，几乎报废，且当年生产力水平低下，水能未能得到充分合理的开发。通过本次增容改造，充分利用水能，淘汰更换陈旧老化的机电设备，将蕴藏的电能充分合理的开发。1.2自然条件设计流域属亚热带季风区。冬季，多晴朗寒冷天气。春季，南北气流交替加剧，低气压及锋面活动频繁，天气阴晴不定，常有沥涟春雨。初夏，由于北方冷空气与南来的暖湿气流相遇交绥，锋面往往在本省滞留，形成连绵不断的大面积“梅雨”天气。盛夏时，在副热带高压控制下，天气晴热少雨，降水以雷阵雨为主，若遭遇热带风暴或台风的侵袭，形成较大暴雨。流域内其多年平均气温为14℃，极端最高气温36.1℃，极端最低气温本区域系构造剥蚀中山区，由第四系松散覆盖层和侏罗系地层组成，岩性以熔结凝灰岩为主，区内地质构造不甚复杂，小型断裂构造和节理裂隙较为发育。本区域地震裂度为Ⅵ度。厂址及压力管线地质条件都较好，无影响工程建设的不利地质。1.3工程任务和规模（1）、工程任务本枢纽工程范围以及下游无重要的防洪保护对象，兴利用水量也很少，本工程的任务是发电。（2）、工程规模本站装机640千瓦，多年平均发电量80.91万kwh。1.4工程布置及建筑物（1）、工程等级 根据《水利水电工程等级划分及洪水标准》SL252-2000规定，本工程确定为五等水电枢纽工程，建筑物拦河堰坝、引水明渠、前池、压力明钢、厂房、升压站等均为5级建筑物。洪水设计标准：厂房30年一遇设计，50年一遇校核。（2）、工程布置设计七里水电站原来主要由拦河坝、引水明渠、前池、压力明钢管、发电厂房、升压站及生活区等组成。本次更新改造设计，根据引水流量在原堰坝、明渠的基础上进行加高修复，更换并延长压力钢管，将厂房下移至河流七里坑出口提升发电水头，并加大装机容量。（3）、建筑物①、引水明渠加高修复全长700m，横断面净空采用0.5（宽）×1.2（高）m的矩形渠道。②、压力钢管采用明敷结合暗埋式布置，管径采用700mm，管长580.38m，管材采用A3钢，壁厚为6mm。③、厂址选在河流七里坑出口处，设在右岸缓坡地上，发电主厂房平面尺寸7.74×13.74m，主厂房净高4.5m，地面高程228.00m。主厂房内设二台发电机组，机组安装高程228.90m。升压站设在主厂房上游侧，平面尺寸7.74×9.00m，地面高程228.00m。1.5水利机械、电气工程和金属结构（1）、水利机械本电站装机容量2×320KW，设计水头107.00m。水轮机选用XJA-W-42/1×11配SFW320-6/740发电机。进水阀门采用Z941H-1.6Dg400。（2）、电气工程本电站推荐装机2×320KW，机组为低压出线，经主变升压后与10KV系统连接。电站的电气主接线从经济性考虑采用低压接线方式，采用一机一变的单元接线方式。升高电压侧采用单母线（高压侧电压等级为10KV），出线一回，采用LGJ—50钢芯铝较线与系统连接。发电机选用同步发电机，型号：SFW320-6/740，其额定电流Ie=577A，额定电压Ue=400V，额定容量Pe=320KW，额定功率因素：cosψ=0.8（滞后），额定转速：ne=1000r/min。（3）、金属结构明渠渠首进口设事故闸门1.2×1.2m一扇，喇叭口前设固定式拦污栅一扇。压力钢管上部与隧洞出口连接，下部至厂房分叉后与闸阀连接，压力钢管长556.11m，管径700mm，管材A3钢，壁厚6mm。1.6消防设计（1）、在消防设计中遵循“预防为主、防消结合”的设计原则，同时积极采用先进的防火技术，确保做到安全、方便、经济、合理。消防以水灭为主，化学来灭火为辅，消防水来自河流引水。（2）、消防给水和技术给水共用高位水池，高位水池到厂房用Ф100水管连接。备用水源采用一台水泵从尾水池抽水，经管道泵增压后，提供消防所需的水量和水压。（3）、配备的主要消防设备有：IS125-100-315型消火泵一台；各类灭器共8只；消防器材（消防箱、消火箱、消防水枪、皮带等）2套。1.7施工组织设计（1）、施工条件本工程厂址位于七里水电站所在河流七里坑出口,离景宁县40KM,由省道通往厂址，交通条件比较便利。厂址至坝址有简易道路到达，由于高差，工程所需建筑材料需在坝址附近设钢丝索道运输。（2）、主要建筑材料供应和电力供应工程所需砂石料可在下游河道内开采,所需块石可就地开采。水泥、钢材由市场供应。所需木材由当地市场采购。（3）、施工导流施工导流采用分期围堰，围堰采用半包围式草土包围堰，围堰高度2米，围堰宽度1m，围堰内基坑排水采用设泵抽水排至下游。压力管道敷设在七里坑附近，局部地段地势地佳，需设草土包围堰，围堰形式同进水口。厂区离河床存在5米左右的高差，无需围堰。（4）、施工特性本工程主体工程量为：明挖土石方0.24万m3，砼浇筑0.092万m3，钢筋制安7T，金属制安61.10T。（5）、施工总进度本工程施工总进度为8个月。计划2012年10月开工至2013年5月完工。1.8工程管理及安全卫生（1）、管理机构及管理范围根据本工程的性质及规模，按照《水利工程管理单位编制员试行标准》（SLJ705-80）及《浙江省水利水电基本建设工程设计概算编制细则》拟定管理机构的组成和人员编制。拟定电站管理和运行人员编制为5人，其中电站生产人员4人，工程管理和经营人员1人。根据《浙江省实施<中华人民共和国水法>办法》，确定本工程管理范围。（2）、安全卫生①、劳动安全对防火、防爆，防电气伤害，防机械伤害、防坠落伤害，防洪、防淹及施工作业进行了安全防护措施。②、工业卫生对防噪声及防振动，温度和湿度的控制，采光和照明，防尘、防污、防腐蚀、防毒，采取了相应措施。1.9设计概算与经济评价317.47万元，动态总投资325.09万元。（3）、经济评价本电站发电年收入33.07万元，年发电成本8.22万元，单位千瓦投资为4960元/kw，单位电能投资为3.92元/kw.h，其财务内部收益为7.83%，小于规程要求的10%，国民经济评价中的经济收益率为8.66%，小于规程要求的12%。从各项经济指标上来看，本水电站经济效益不好。景宁县七里水电站更新改造工程初步设计第1章工程特性表分类名称单位数量备注一、水文1、坝址控制集雨面积Km26.452、坝址以上主流长度Km5.1333、多年平均年径流量万m3781.8694、多年平均流量m3/s0.2445、拦河坝P=3.33%设计洪水流量m3/s167.696、拦河坝P=0.5%校核洪水流量m3/s119.837、厂址控制集雨面积Km26.908、厂址控制河道长度Km6.2829、厂房P=3.33%设计洪水流量m3/s134.0310、厂房P=2%校核洪水流量m3/s120.89二、水库1、水库水位校核洪水位（P=0.5%）m358.90设计洪水位（P=3.33%）m358.36正常蓄水位m356.20发电最低消落水位m—死水位m355.002、水库库容总库容m3—正常库容m3—调节库容m3—死库容m3—3、调节特性无调节4、水量利用系数%48.36三、工程效益指标1、装机容量KW6402、年平均发电量万度80.91峰时发电量万度47.20谷时发电量万度33.713、年利用小时h1264.22四、淹没及永久性占地1、水库淹没林地M2—2、永久占地M2479.963、临时施工用地M26004、弃碴场M2600工程特性表分类名称单位数量备注五、主要建筑物1、拦水堰坝体型式—溢流形式自由溢流溢流曲线溢流长度m20坝长m—最大堰高m—2、明渠横断面净空m0.5×1.2渠长m8003、压力钢管管径mm700管长m580.38埋管451.70管材A3钢4、厂房主厂房尺寸：长×宽m×m13.74×7.74升压站m×m9.00×7.5机组安装高程m228.90六、机电设备1、水轮机XJA-W-42/1×11台数台2额定转速r/min1000额定水头m105.00额定流量m3/s0.4142、发电机SFW320-6/740台数台2七、施工特性1、施工动力变压器容量KVA502台2、施工导流导流型式全断面导流围堰型式土石围岩导流孔尺寸mm施工总工期年0.75工程特性表分类名称单位数量备注八、经济指标1、工程静态投资万元317.472、工程总投资万元325.093、年发电量收入万元33.074、单位电能投资元/度3.925、单位千瓦投资元/KW49607、财务内部收益率%7.838、国民经济内部收益率%8.669、贷款偿还年限年10.52景宁县七里水电站更新改造工程初步设计第2章2、水文2.1概述 七里水电站座落于瓯江小溪下游的支流七里坑上，位于沙湾镇七里村，距离景宁县城40km。七里水电站坝址以上控制集雨面积6.45Km2，主流长度5.133Km，河道平均坡降11.6%；厂址以上控制集雨面积6.90Km2，主流长度6.282Km，河道平均坡降11.2%。流域内山坡陡峻，植被良好，以种植松树、杉树为主，河床切割较深，河道坡陡流急，洪水暴涨暴落。流域内人口不多，耕地甚少，人类活动对于自然演变影响不大，气候、下垫面和径流的局部变化呈现出相对平稳的规律，来水、来砂特性属于天然的相对稳定状态。2.2气象2.2.1气象观测站设计流域内无气象观测站，流域附近云和县张家地设有气象站。张家地气象站气候资料均根据中央气象局制定的《全国地面基本气候资料统计方法》及其补充规定进行整编，成果可靠，为本工程气象要素统计的主要依据。由于云和气象站与设计流域高程相差较大，根据《浙江省景宁畲族自治县水资源调查与水利区划》用回归计算结果分析，一般高程升高100米，气温降低0.6℃，降水量增加29.5mm。2.2.2设计流域地理纬度较低，属亚热带季风气候区，全年季节变化明显，以温和、湿润、多雨为主要气候特征。根据张家地气象站实测资料统计，其多年平均气温为14℃，极端最高气温36.1℃，极端最低气温-152.2.3本流域属于亚热带季风气候，四季分明，温暖湿润，雨量充沛，每年4-7月初冷暖气流交替频繁，连续择面阴雨天气，称梅雨期；其降雨总量占全年的60%左右，7月中旬~10月份，受热带风暴和台风的入侵为台风期。梅雨、台风雨是该地区流域发生洪水的主要原因。10月中旬到次年4月中旬为非汛期，干旱少雨，较少发生洪水。多年平均降雨1828mm，多年平均降年降水日180天以上。2.3水文基本资料设计流域内没有雨量站，流域附近设有大际、景宁雨量站、横坪雨量站。大际雨量站（东经119o351，北纬27o581）,站点高程1020m。景宁雨量站（东经119o381，北纬27o581），站点高程200m。景宁距大际站18.3km，景宁站距横坪雨量站16.6km。统计三站多年平均降雨量。景宁站1589.8mm（1963~2000），大际站1880.6mm（1963~2000），横坪站1801.6mm（1963~2000）。三站紧邻，且同处小溪右侧，降水气候因素相近，从年降水量情况来分析，雨量随海拔高程的增加而增加。各雨量站资料可靠，系列长。流域内没有水文站，附近流域小溪干流上设有沙湾水文站（东经119o281，北纬27o511）于1957年设立，集雨面积为1156km2。观测项目有降水、水位、流量和泥沙。资料可靠，系列长。附近飞云江流域支流梧溪上设有西坑水文站（东经119o561，北纬27o511）设立于1980年，流域面积58.1km2，属小河站。流域内设有配套雨量站4站，观测项目有降水、水位、流量。采用以上二个水文站作为本流域径流分析计算的参证站。2.4径流本设计流域径流由降水补给，随着降水的年际变化不断出现丰、平、枯交替，由于没有实测径流资料，所以通过降水径流关系，移用西坑水文站的降水~径流~蒸发关系来推求径流。2.4.1流域面雨量计算本流域没有雨量站，对流域邻近雨量站分析发现，雨量随海拔高程的增加而增加。各雨量站直接关系来分析，横坪站是景宁站的1.145倍，大际站是景宁站的1.195倍。因此采用景宁站降雨资料的1.15倍为本流域设计面雨量。降雨资料系列产用1963-2000年。经降水分析，求得多年平均降水量为1828mm。又根据《浙江省景宁畲族自治县水资源调查与水利区划》用回归计算结果分析，一般高程升高100米，气温降低0.6℃，降水量增加29.5mm，求得多年平均降水量为1885mm。因此在本设计阶段采用景宁站的1.15倍为本流域的设计面雨量是合理的。流域月年降水资料见表2-1流域月年降水量表年份1月2月3月4月5月6月7月8月9月10月11月12月年19630.840.186.1156.6255.1246.9103.6205.2217.410.680.733.71436.81964129.5103.260.5139.7257.6320.9126.4110.3100.4109.71.75.61465.4196521.698.688.3218.6160.9390.5148.6332.550.358.3137.879.61785.5196668.275.8149.3244.0151.3322.8109.6106.3259.858.945.369.31660.6196717.895.6160.2173.8302.3204.9108.355.126.912.977.532.01267.3196846.369.0128.2248.7180.0499.2299.6111.6144.878.319.354.41879.41969123.9163.6155.0165.7388.4353.5149.5152.7333.019.746.09.82060.8197072.268.8263.7206.3288.8385.6196.4154.7186.3141.044.0102.62110.4197135.942.949.5103.7186.2339.880.292.3413.759.012.084.11499.1197210.8170.151.5127.5197.0275.1275.8272.150.558.839.087.41615.5197371.162.6126.5272.3524.1252.3184.656.1254.2180.617.50.02001.7197497.692.175.099.8246.9457.1131.0298.151.8255.888.385.81979.3197560.492.2168.2358.0506.8379.6215.4278.5143.5190.359.564.12516.519767.5107.0152.8159.2187.2393.4211.9167.7135.1134.741.249.01746.61977103.391.880.8236.2267.4385.8136.5168.6211.144.522.462.11810.6197848.363.3220.8175.0115.6441.8109.8134.9140.314.331.514.71510.3197932.765.1206.8204.7176.298.399.0163.469.50.032.910.91159.4198036.7133.2236.0307.6198.7160.5207.2285.851.673.446.68.31745.6198138.068.2270.3348.0181.9121.8194.2108.0118.782.394.619.01645.0198217.3145.5182.9151.5154.2360.9356.0148.874.9165.5174.819.11951.2198388.9102.6127.5429.1351.9394.2317.2257.0113.573.61.251.22307.8198474.164.4201.4245.4322.2256.9105.1204.7175.172.650.662.71835.2198551.2194.9173.860.5196.3245.295.5346.5255.814.849.224.71708.3198611.376.0214.6225.4178.6115.660.796.7164.6134.492.613.31383.8198724.477.2163.8301.0259.9211.5141.793.4275.4177.3206.04.11935.6198868.5214.7173.596.8273.0243.989.0172.7371.015.310.228.91757.71989148.698.292.1214.8379.8352.8338.298.0184.123.671.263.92065.41990134.9140.473.5199.6241.8292.158.1472.1506.138.9105.011.62274.1199179.661.3209.3250.6263.2277.074.1120.8166.364.731.241.11639.11992108.9180.2314.3119.1230.5291.8249.7596.2245.429.610.454.42430.3199373.681.1132.3179.6410.9294.2332.821.2146.645.581.515.11814.4199422.9147.4168.8270.1198.6365.2238.5206.8121.193.73.8181.82018.8199575.870.0260.5342.1269.2480.692.896.1124.951.312.316.31892.0199656.448.2285.0122.7144.2198.7196.1254.666.832.341.79.41456.1199736.783.6185.2187.1183.1348.2324.2272.8110.222.0216.096.72065.61998217.4127.7229.9102.5253.2711.388.433.691.474.468.842.82041.3199952.126.0288.9232.8294.7143.1454.6211.172.1140.113.73.01932.12000114.197.4121.2252.862.0620.3210.5331.316.7121.779.642.62070.0平均65.298.4166.5208.7248.4321.9181.9191.8164.278.359.443.61828.32.4.2月、年径流计算2.4.2.1证站选择与降雨~径流~蒸发本设计流域径流均来自降水补给，由于没有实测径流资料，所以移用附近流域飞云江的西坑水文站为参证站。通过求得流域降水量，移用参证站降水~径流~蒸发关系来推求设计径流。西坑站流域面积为58.1km2，多年平均降雨量1974.2mm，多年平均径流1222.8mm，径流系数0.619。两流域的分水岭均在1000m左右，植被、土壤等下垫面条件相似；人类活动的影响较小，故选用西坑流域为径流计算参证流域。用蒸发量作为参数。西坑站月降水与月径流的关系如下：（A）1~2月，10~12月R=3.5+0.826P0.876*E-0.095（B）3~9月R=3.5+1.034*P1.331*E-0.537式中：R——月径流深（mm）P——月降水量（mm）E——代表站的月蒸发量（mm）2.4.2.2移用西坑站的降水~蒸发~径流关系到设计流域，采用流域附近的湖坪头月蒸发资料作参数，求出设计流域的长系列月径流成果，见表2-2，并根据集水面积转换成月、年平均流量，见表2-3。表2-2流域月年径流深表年份1月2月3月4月5月6月7月8月9月10月11月12月年19636.716.046.988.9181.7149.941.797.9118.66.928.114.5797.8196493.860.332.980.3197.5278.848.949.139.353.36.24.7945.119659.772.453.9194.390.4341.162.9190.818.621.766.229.61151.7196625.855.1102.3198.478.6238.545.738.9150.921.817.726.2999.919679.363.8136.8135.7260.3130.045.415.28.37.428.013.7853.9196818.636.594.0185.9130.1465.1196.247.971.226.79.421.31302.8196986.1135.5130.1118.0290.5297.972.070.8211.99.218.06.51446.6197037.225.8241.1192.8246.9334.3102.567.4107.980.817.655.61509.9197115.016.924.955.7121.8224.026.435.0320.321.46.329.7897.419725.9121.122.981.1121.7169.2166.9170.319.520.115.748.8963.3197336.540.887.7210.6489.9188.9103.822.2161.6105.98.61.21457.7197445.152.741.250.7166.2368.558.4180.819.9147.740.531.01202.7197522.961.2136.4311.8488.4274.0110.5172.866.6125.122.824.61817.219766.072.6125.6120.8122.8337.9120.370.065.165.217.019.61142.8197771.244.242.9178.9204.5330.159.581.8128.617.610.223.51193.0197819.232.3160.5128.965.4362.441.267.474.88.013.08.0980.9197914.324.4184.2144.0114.847.438.181.328.32.013.96.4698.9198014.896.5223.7271.7128.281.4105.2185.120.224.817.55.51174.7198116.126.0261.9358.5105.160.9102.045.867.728.233.79.01114.819828.5100.5143.392.681.4296.6228.271.033.6100.279.89.81245.6198361.367.0100.0394.3269.0274.4180.1134.554.625.60.219.71580.8198438.426.4163.0198.3236.4154.441.2105.9100.925.719.323.91133.9198520.6157.5141.028.3122.2176.136.2231.9160.37.618.811.31111.619866.827.8177.4209.386.655.422.037.586.572.732.06.1820.3198711.227.4117.6222.7184.1128.166.035.2174.7123.5140.43.61234.6198825.4167.1143.049.7223.0149.126.781.1288.48.15.712.51179.61989120.056.348.5169.5317.8253.8235.842.8115.410.825.323.71419.71990110.494.143.4139.0155.2190.217.8348.1487.215.335.06.21642.1199150.322.9180.6178.4156.0164.024.848.290.322.913.216.7968.4199278.6132.5260.772.6150.9209.8132.5478.7160.09.36.821.51713.7199337.429.292.5133.6357.1252.3222.98.171.717.428.18.11258.3199411.2108.0152.1202.2101.6258.2113.0111.962.531.54.2142.21298.8199539.326.2221.9367.5192.3408.438.940.253.918.76.57.21421.0199631.819.1242.671.974.3111.598.4157.428.713.516.75.5871.5199715.130.5149.9127.297.8243.7256.8213.560.310.3156.154.01415.11998178.686.5177.948.2158.5618.536.810.741.425.224.917.61424.7199920.711.5253.0166.2227.990.3361.9124.427.343.07.55.21338.9200074.559.975.9101.323.0586.6102.3206.57.349.330.117.01333.7平均1212.2表2-3坝址断面月年流量表年份1月2月3月4月5月6月7月8月9月10月11月12月年平均19630.0150.0430.1140.2210.4360.3720.1010.2370.2950.0150.0710.0340.16319640.2270.1600.0800.2000.4760.6940.1170.1170.0980.1290.0150.0120.19419650.0250.1940.1290.4820.2180.8480.1510.4610.0460.0520.1660.0710.23719660.0610.1470.2460.4950.1900.5930.1110.0920.3750.0520.0430.0650.20619670.0220.1690.3290.3380.6270.3230.1110.0370.0220.0180.0710.0340.17519680.0460.0980.2270.4640.3131.1580.4730.1170.1780.0650.0250.0520.26719690.2090.3620.3130.2950.7000.7400.1720.1720.5280.0220.0460.0150.29819700.0890.0680.5810.4790.5960.8320.2460.1630.2670.1940.0430.1350.30719710.0370.0460.0610.1380.2920.5560.0650.0830.7990.0520.0150.0710.18419720.0150.3230.0550.2030.2920.4210.4020.4120.0490.0490.0400.1170.19719730.0890.1080.2120.5251.1790.4700.2490.0520.4020.2550.0220.0030.29819740.1080.1410.0980.1260.3990.9180.1410.4360.0490.3560.1010.0740.24619750.0550.1630.3290.7771.1760.6820.2670.4150.1660.3010.0550.0580.37219760.0150.1940.3010.3010.2950.8420.2890.1690.1630.1570.0430.0460.23319770.1720.1170.1040.4450.4910.8200.1440.1970.3190.0430.0250.0550.24619780.0460.0860.3870.3190.1570.9030.0980.1630.1870.0180.0340.0180.20319790.0340.0650.4420.3590.2760.1170.0920.1970.0710.0060.0340.0150.14119800.0370.2580.5380.6760.3100.2030.2550.4450.0490.0580.0430.0120.24019810.0400.0710.6300.8910.2520.1510.2460.1110.1690.0680.0830.0220.22719820.0220.2670.3440.2300.1970.7370.5500.1720.0830.2430.2000.0250.25519830.1470.1780.2400.9800.6480.6820.4330.3230.1350.0610.0000.0460.32319840.0920.0710.3930.4950.5680.3840.0980.2550.2520.0610.0490.0580.23019850.0490.4210.3410.0710.2950.4390.0860.5590.3990.0180.0460.0280.23019860.0150.0740.4270.5220.2090.1380.0520.0890.2150.1750.0800.0150.16919870.0280.0740.2830.5530.4420.3190.1600.0860.4360.2980.3500.0090.25219880.0610.4450.3440.1230.5380.3720.0650.1970.7190.0180.0150.0310.24319890.2890.1510.1170.4210.7650.6330.5680.1040.2860.0280.0610.0580.28919900.2670.2520.1040.3470.3750.4730.0430.8391.2130.0370.0860.0150.33819910.1200.0610.4360.4450.3750.4090.0580.1170.2240.0550.0340.0400.19719920.1900.3530.6270.1810.3620.5220.3191.1520.3990.0220.0150.0520.35019930.0890.0770.2240.3320.8600.6270.5380.0180.1780.0430.0710.0180.25519940.0280.2890.3660.5040.2460.6420.2730.2700.1570.0770.0090.3410.26719950.0950.0710.5340.9150.4641.0170.0920.0980.1350.0460.0150.0180.29219960.0770.0520.5840.1780.1780.2760.2370.3780.0710.0340.0430.0120.17819970.0370.0800.3620.3160.2370.6050.6170.5130.1510.0250.3870.1290.28919980.4300.2300.4270.1200.3811.5390.0890.0250.1040.0610.0610.0430.29219990.0490.0310.6080.4150.5500.2240.8720.3010.0680.1040.0180.0120.27020000.1780.1600.1810.2520.0551.4590.2460.4980.0180.1200.0740.0400.273均值0.0950.1630.3190.3990.4330.6080.2400.2640.2490.0890.0680.0490.2492.4.2.3经统计计算，流域多年平均流量0.249m3/s，流域多年平均径流深为1212mm。多年平均降雨量1828mm。多年平均径流系数为0.663。多年平均入库流量为781.869万m3对照《浙江省水资源》，本设计流域多年平均降水、多年平均径流深符合地区规律。由设计流域年平均流量累积平均值过程来看，累积平均值在30年以上就比较稳定，所以采用1963-2000共计38年的长系列应具有较好的代表性。2.4.3代表年根据1963-2000年径流系列，进行频率分析计算，采用皮尔逊曲线进行适线，得蒲洋一级水电站设计年径流成果见表2-4。表2-4。七里电站设计年径流成果见表坝址均值CvCs/Cv各频率（%）设计值（m3/s）1015508590七里水库0.2490.2420.3280.3110.2440.1880.176设计代表年的确定：按电站设计要求，选定丰、平、枯年份进行电能计算。相应频率丰水年为10%，设计流量为0.328m3/s，平水年为50%，设计流量为0.244m3/s，枯水年为90%，设计流量为0.176m3/s。按频率计算结果，在水利年月年流量表中挑选相对应的典型年份。丰水年10%1973年平水年50%1972年枯水年10%1979年电站设计年径流各月平均流量表见表2-5表2-5七里水电站设计年径流各月平均流量表代表年年别集雨面积Q年代表年缩放系数1月2月3月4月5月6月7月8月9月10月11月12月1973代表年6.450.2981.1010.0890.1080.2120.5251.1790.470.2490.0520.4020.2550.0220.003丰水年设计年0.3280.0980.1190.2330.5781.2980.5170.2740.0570.4420.2810.0240.0031972代表年0.1971.2390.0150.3230.0550.2030.2920.4210.4020.4120.0490.0490.040.117平水年设计年0.2440.0190.4000.0680.2510.3620.5210.4980.5100.0610.0610.0500.1451979代表年0.1411.2480.0340.0650.4420.3590.2760.1170.0920.1970.0710.0060.0340.015枯水年设计年0.1760.0420.0810.5520.4480.3450.1460.1150.2460.0890.0070.0420.019由上表可得设计年的月平均流量，然后根据设计年的逐月平均流量与西坑站相应典型年的逐月平均流量的比值求得各相应的逐日平均流量。计算电站各代表年的逐日平均流量表见表2-6、表2-7、表2-8。2-6七里水库丰水年（P=10%）逐日流量表月日一二三四五六七八九十十一十二10.0330.3970.2220.1780.4730.5500.3930.1090.2440.1060.0250.01520.0470.6990.4110.1350.3500.4840.2180.1060.1670.0870.0250.01130.0440.3240.3020.1200.4011.7990.2220.0870.1380.0840.0250.01140.0510.2110.6340.1060.2800.5530.1820.0800.1090.0690.0220.01150.2150.1420.3530.0950.2660.3680.1600.0730.0910.0580.0220.01160.1860.1310.2480.0870.7970.2150.1600.0690.0800.0510.0220.01170.1710.1020.1710.0910.4510.1710.1460.0690.0730.0470.0220.01180.7650.0840.1380.0910.3130.1460.1420.0620.0690.0440.0220.01190.3750.0690.1270.1490.2440.1750.1380.0620.0620.0400.0220.011100.3750.0660.1381.0010.4011.0160.1310.0580.0580.0400.0220.011110.2840.1060.1425.0503.0263.4260.2180.0580.0580.0360.0180.011120.3640.0910.3681.1940.8080.7941.1470.0840.1060.0360.0180.011130.2260.0730.2480.6810.5790.5931.3760.0690.5970.0360.0180.011140.1600.0620.1890.4480.3571.5803.4770.0620.3170.0330.0180.011150.1200.0550.2221.0560.2690.9210.8080.0580.2150.0330.0180.011160.0950.0620.2481.3650.3641.6600.5170.0510.1890.0330.0180.011170.0800.1820.1861.1720.2441.5040.2800.0470.1350.0330.0150.015180.0690.1310.1490.8700.1930.6590.2990.0470.1130.0330.0150.015190.0620.1170.1751.0050.1600.5130.3280.0730.0910.0330.0150.015200.0580.3130.3641.3440.1421.5770.2440.0730.0760.0400.0150.022210.0550.2150.2620.6950.1600.7030.1930.2260.0690.1860.0150.171220.0510.2620.2690.8010.1600.4510.1600.4550.0620.0950.0150.025230.0470.3060.2990.4730.1970.4700.1380.1820.0580.0730.0150.022240.0470.5460.2950.3710.1600.3200.1240.1970.0690.0510.0150.018250.0440.5320.4150.2660.1420.2480.1131.2930.2440.0400.0150.015260.0400.3020.2840.2110.1240.2040.1093.6370.1530.0360.0150.015270.0400.2770.2260.1780.1090.1750.1170.7900.1130.0330.0150.011280.0440.2840.4110.1930.1020.2880.1090.4480.0840.0290.0150.025290.0870.0000.3310.6260.1242.1150.0980.1860.0690.0290.0150.200300.0730.0000.3170.6260.3790.5900.0950.1460.0660.0250.0150.273310.0870.0000.2330.0001.7590.0000.0910.1780.0000.0250.0000.102合计4.4026.1428.38220.67713.54124.26711.9429.1283.9831.5980.5281.121Q月0.1420.2180.2690.6880.4370.8080.3860.2950.1310.0510.0180.0362-7七里水库平水年（P=50%）逐日流量表月日一二三四五六七八九十十一十二10.0140.0110.0690.3770.1270.1630.6660.1410.0470.0620.0870.36920.0140.0110.0400.4490.1090.2280.5070.1010.0470.0540.1920.19230.0140.0110.0330.9920.1090.1700.2900.0910.0540.0511.7960.15940.0250.0070.0250.4530.1160.1340.2030.0760.0510.0470.5830.12750.0250.0070.0220.9310.2280.1120.1560.0690.0540.0470.3620.11260.0220.0070.0220.9420.6370.0980.1270.0620.1200.0540.4380.09870.0180.0070.0331.4380.5030.1010.1090.0580.0800.1520.2900.09180.0140.0070.0330.6840.3510.2750.0980.0540.0690.3660.2030.08390.0140.0070.0580.5250.3260.2970.0910.0510.1410.3770.1480.076100.0140.0070.1480.3980.2210.1880.0830.0471.6550.4240.1200.072110.0140.0070.2031.7270.1700.1410.0800.04710.6471.0610.1010.069120.0180.0110.1201.0970.1410.1090.0940.0472.3720.3950.1050.065130.0180.0330.1160.6230.1630.0910.0910.0431.0570.2570.2640.065140.0140.0250.2820.5980.2140.1300.1300.0400.2720.1590.1850.062150.0140.0180.6810.3260.2030.7820.1010.0690.1700.1200.1410.058160.0110.0180.8290.2460.6120.5180.0870.4560.1270.0980.1520.058170.0110.0140.3550.1920.3150.2930.0800.1700.1010.0830.4380.054180.0140.0110.2250.1630.2250.1920.0720.3110.0870.0720.4060.054190.0400.0110.2210.1410.1630.1450.0651.3220.0720.0910.2790.051200.0330.0180.4160.1300.1340.1810.0620.4240.0690.0870.1920.047210.0250.0360.2390.1740.1380.1700.0580.2720.0650.0720.1560.047220.0220.0510.2140.5580.1700.5290.0540.1590.0800.0690.2640.043230.0220.0470.5580.3040.3260.6770.0540.1850.0720.0800.2680.043240.0290.0830.3040.2210.2030.5790.1200.1270.0650.1090.1920.040250.0250.0470.4130.2030.1560.3150.3080.0980.0830.4600.1450.040260.0220.0470.2500.6450.1270.2140.1480.0800.4091.8430.1160.040270.0140.2320.2030.3480.2750.1590.1960.0690.1740.5250.1520.040280.0140.0980.4420.2501.4880.1300.9380.0620.1270.3260.9380.062290.0140.0000.5210.1810.5360.1410.4640.0580.0870.1741.9450.054300.0110.0000.2900.1450.3330.5320.2750.0540.0690.1300.6340.047310.0110.0000.2280.0000.1990.0000.1700.0510.0000.1050.0000.043合计0.5580.8917.59715.4599.0177.7895.9684.88918.5167.94511.2882.455Q月0.0180.0330.2460.5140.2900.2610.1920.1590.6190.2570.3770.0802-8七里水库枯水年（P=90%）逐日流量表月日一二三四五六七八九十十一十二10.0750.0870.1020.0530.2070.5540.1241.1280.0530.0260.0720.01920.1130.0720.1060.0450.1430.2790.1130.4560.0490.0260.0570.01530.0720.0640.3210.0410.1170.1920.1130.7920.0450.2450.0530.01540.0490.0600.2190.0380.2490.1510.1430.3580.0450.2380.0450.01550.0340.0570.2110.0382.0060.1240.1280.5240.0410.2450.0450.01560.0260.0530.2190.0380.6900.1090.1130.2640.0380.0380.0380.01570.0260.0490.2340.0450.3920.0980.1020.1890.0380.0450.0380.01180.0230.0450.1730.0490.2110.0870.0910.1510.0380.1550.0340.01190.0190.0530.1320.1400.1660.1550.0870.3210.0340.2220.0340.011100.0190.1210.1090.1770.3511.1500.0830.1890.0410.1090.0340.011110.0150.0910.0911.0970.7430.3390.0870.2980.1240.0750.0340.011120.0490.0720.0790.3510.3540.6490.2300.7990.0720.0600.0300.011130.5920.0600.0830.2900.2451.1310.1400.3620.0570.0530.0300.011141.0940.0490.1890.1620.1700.4490.1130.2490.0450.1430.0260.011150.3880.0450.1320.1170.1360.3920.0910.1700.0380.6830.0260.011160.2450.0450.1060.0870.1130.2300.0790.1320.0450.3170.0260.011170.1400.0640.0870.0720.0980.3320.0720.1090.0410.1960.2450.011180.0980.1810.0720.0600.0981.9500.0640.0980.0380.1240.0230.011190.0750.1700.0640.0530.1772.0740.0600.0910.1170.0870.0230.011200.0600.8070.0680.0490.2983.7670.0640.1280.8450.0720.0230.011210.0680.3320.0640.0450.1774.3220.1210.1020.2000.0570.0230.011220.2900.3580.0570.0450.1363.2170.0910.0870.1320.0530.0230.008230.8940.7810.0600.1020.1060.8820.0750.0790.0640.0980.0190.008240.4711.3950.1240.2560.0910.6150.0640.0750.0530.1770.0190.008250.2720.5920.0940.2110.1090.3050.0570.0680.0450.1320.0190.008260.1920.3580.0750.4750.2980.2340.0530.0640.0380.1730.0190.008270.3130.2110.0600.5690.1960.1850.0570.0600.0340.1730.0190.008280.2870.1550.0570.6830.3620.1620.0530.0680.0300.1320.0190.008290.1920.1210.0720.3963.6050.1550.0680.0600.0300.1550.0190.008300.1400.0000.0720.3323.1110.1400.3320.0600.0300.1130.0190.008310.1060.0000.0600.0001.4900.0000.3090.0570.0000.0870.0000.008合计6.4266.5513.5796.10616.64224.4183.3687.5882.4974.5071.1240.362Q月0.2070.2260.1170.2040.5360.8150.1090.2450.0830.1470.0380.011景宁县七里水电站更新改造工程初步设计第2章2.5设计洪水本工程的水库与电站已运行四十一年，没有记载洪水过坝和由于洪水位过高造成电站不能发电，因此洪水计算只是对现状进行校核。（1）设计暴雨由于本流域内无雨量站，根据浙江省水文勘测局2003年出版的《浙江省短历时暴雨》，查图得浣溪年最大10min、1h、6h的暴雨均值、Cv值和Cs/Cv定倍比，继而求得设计频率的设计暴雨，见表2-11。表2-11设计暴雨成果表历时HCvCs/CvHp(P＝％)0.5123.335102010min180.33.537.134.531.829.828.225.222.11h42.50.403.5107.698.188.581.375.565.254.56h850.453.5236.9214.0191.0173.8159.9135.9111.0（2）暴雨衰减指数根据《浙江省短历时暴雨》，暴雨衰减指数、各历时总暴雨量计算公式如下：当在10～60min之间：，当在1～6h之间：，（3）产流计算净雨量按初损后损法扣损，24小时后损按每小时1.0mm扣损计算产流。（4）汇流计算汇流计算采用浙江省推理公式。浙江省推理公式为：——①＝——②式中：——某时段洪峰流量（m3/s）；——某时段净雨量（mm）；——汇流时间（h）；——汇流参数；——水库集水面积（km2）；——干流长度（km）；——干流坡度。汇流参数与流域的几何特征和植被条件有关，本流域植被条件一般，采用浙江省水电勘测设计院的Ⅲ类下垫面公式计算：，将①、②两式联立试算得τ、。相应各频率设计洪水成果见表2-10。表2-10设计洪水成果表控制断面Qm,P=%0.5123.3351020坝址167.69150.22132.73119.83109.4991.6673.39厂址169.70151.84134.03120.89110.3592.1673.61（5）设计洪水位根据工程等级划分，本工程为五等水电枢纽建筑物。设计标准拦河坝、输水系统、厂房、升压站等均为5级建筑物。本工程拦河坝采用开敞式溢洪道，堰长20m，洪水位采用堰流公式计算。Q=ε——侧收缩系数，取0.95σs——淹没系数m——流量系数，取0.45B——侧堰溢流长度厂房前方河道宽15米，平均河床坡降7%，洪水位采用明渠均匀流公式计算。Q=W——过水断面积C——谢才系数C=n——糙率R——水力半径i——坡降表2-10各建筑物防洪标准及洪水位建筑物防洪标准洪峰流量洪水深洪水位拦河坝校核洪水位P=0.5%167.692.70358.90设计洪水位P=3.33%119.832.16358.36厂房校核洪水位P=2%134.031.17226.17设计洪水位P=3.33%120.891.10226.10景宁县七里水电站更新改造工程初步设计第3章3、工程地质3.1区域地质本区域系构造剥蚀中山区，地层较为简单，由第四系松散覆盖层和侏罗系地层组成，岩性以熔结凝灰岩为主，局部夹流纹质熔结凝灰岩、凝灰岩等。区内地质构造不甚复杂，小型断裂构造和节理裂隙较为发育。根据《中国地震动参数区划图》（GB18306-2001），设防水准为50年超越概率10%的地震动参数为：地震动峰值加速度为0.05g（对应地震基本烈度为Ⅵ度）；地震动反应谱特征周期为0.35s（按2区中硬场地考虑）。3.2厂址及压力管线地质厂址位于七里电站座落的河流七里坑出口附近，位于溪流右岸，该处地面高程230m左右，且地势平缓，有省道通至。厂址处第四系覆盖层不厚，约达1～2m。从周围裸露的基岩呈现，下伏岩体为侏罗系岩层，岩体坚