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丰收水库除险加固工程初步设计报告

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'四川省江油市丰收水库除险加固工程初步设计报告江油市江汇水利电力建筑勘察设计所二OO八年八月 批准:核定:审核:审查:校核:编 写: 目录前言11综合说明31.1水文31.2工程地质51.3震损情况及水库安全评价71.4除险加固工程设计81.5施工组织设计101.6工程管理设计121.7工程占地及拆迁131.8环境影响评价及水土保持设计131.9工程概算142水文182.1流域概况182.2工程概况182.3设计洪水复核193工程地质263.1区域地质概况263.2天然建筑材料273.3结论和建议284震损情况及水库安全评价294.1震前运行情况简述294.2主要震损出险情况294.3应急除险方案314.4安全评价结论335除险加固工程设计365.1工程现状及存在问题365.2设计依据385.3总体设计方案396施工组织设计456.1施工条件456.2施工导流466.3料场选择及开采466.4主体工程施工466.5施工总进度477工程管理设计497.1工程管理现状497.2工程管理范围和保护范围49II 7.3工程管理设计497.4工程运行管理508工程占地及拆迁518.1工程占地518.2拆迁安置518.3工程占地补偿519环境影响评价及水土保持设计529.1环境保护529.2水土保持539.3水土保持、环境保护投资概算5510工程概算5610.1编制说明5610.2独立费用5910.3预备费5910.4概算表及附件59附图:1)丰收水库大坝除险加固设计图(大坝01~02)2)丰收水库溢洪道除险加固设计图(溢洪道-01)3)丰收水库放水设施重建设计图(放水设备01~08)II 前言江油市位于四川盆地西北部“川西一条线”经济开发区的北段,总面积2720km2,下辖21个乡,19个镇,是四川北部重要的新兴工业基地,区内资源丰富,交通发达,气候宜人,工农业总产值在全省名列前茅;同时,江油市也是一座历史文化名城的,自然景观秀美,名胜古迹荟萃,历史名人数不胜数,举世闻名的唐代大诗人李白就出生在这里。江油市大部分为山区,耕地面积69.15万亩,人均耕地面积不足0.8亩,耕地资源非常宝贵。为保障农业生产稳定发展,必须依靠全市丰富的水资源和发达的水利工程。据统计,全市有大小河流150多条(其中河道长度大于20km的有13条),已建中小型水库187座,拦水堰749处,塘24598口,引水埝24条,提灌站499处,有效灌溉面积43.95万亩,占耕地面积的63.55%,为本地的经济发展创造了有利的条件。但是,由于这些水利工程建设年代跨度较大,施工质量参差不齐,运行管理手段落后,维护经费严重匮乏,大部分存在不同程度的病险,尤其是小型水库病险更加严重,不但影响其工程效益的发挥,而且对其下游保护区产生严重的威胁,亟待进行除险加固。2008年5月12日汶川特大地震及5月18日江油地震,给江油市水利工程造成了极其严重的影响,震后基本处于瘫痪状态,存在极大的安全隐患。据调查,市内187座水库均受到不同程度的损毁,主要现象为坝体裂缝、滑坡、坍塌、渗漏、放水设施断裂、溢洪道损毁、管理房屋倒塌等,进一步加重了水库的险情,严重威胁着水库影响保护20多万群众的生命财产安全。地震发生后,水利部立即组织水利工程抢险专家组,对江油市的所有水库进行了震损安全评估,15座水库被鉴定为溃坝险情水库,必须保持空库度汛;47座被鉴定为高危险情水库,采用限制蓄水方案度汛,其余117座为次高危水库。这些水库必须尽快采取除险加固措施,确保工程安全。根据四川省和江油市的安排,江油市震损水库在完成61 应急抢险确保安全度汛后,将立即进行除险加固,确保来年汛期前各水库除险加固实施完成,因此要求2008年8月底前必须完成60座高危以上病险等级水库的除险加固初步设计工作,9月底前完成其余127座水库的除险加固初步设计。设计标准要在原基础上提高一个等级,加强水库抗震复核,确保水库安全运行。2008年7月,受江油市水务局的委托,我所承担了164座小(2)型水库的除险加固初步设计任务。接到任务后,我所立即组织精干的专业勘察设计队伍,对每座水库进行了勘察、现场查勘、分析、计算,并按要求按时完成了任务。164座水库初步设计成果分别出版,本报告为丰收水库的除险加固初步设计单项报告。由于时间特紧、任务繁重、原始资料较少,影响了部分设计成果的精度。在设计工作中得到了江油市抗震抢险指挥部、江油市水务局和水库管理单位的大力支持和帮助,在此谨表诚挚的谢意。61 1综合说明1.1水文1.1.1流域概况丰收水库位于四川省江油市东兴乡西北5Km的朝天村,涪江水系芙蓉溪支流,属亚热带季风气候区,气候温和,四季分明,雨量充沛,日照充足。具有冬季微寒,春来较早,夏长秋短,无霜期长以及冬干、春旱、夏洪、秋绵等气候特点。1.1.2工程概况丰收水库位于四川省江油市东兴乡西北5Km的朝天村,涪江水系芙蓉溪支流,地理位置处于东经104003′,北纬31019′。水库自然集雨面积0.68km2,蓄水主要以自然集雨区径流囤蓄。坝址以上主河道长1.42km,河槽比降28.92‰。水库原设计总库容24.9万m3,有效库容16万m3,死库容3.0万m3。大坝下游有村庄、108国道及众多的机耕道,人口0.2万余人,0.16万亩农田。水库于1978年工程竣工并投入运行使用,是一座以灌溉为主,兼有防洪、养殖等综合效益的小(2)型水库。根据《江油市丰收水库震损应急除险方案》(水利部珠江水利委员会设计组,2008年6月3日),水库原正常蓄水位658.50m,设计洪水位659.04m,校核洪水位659.42m;本次复核经现场查勘并按现状溢洪道泄洪能力计算得到的结果为:水库正常蓄水位640.00m(相应库容19.00万m3)、设计洪水位641.42m(库容相应25.44万m3)、校核洪水位641.99m(相应库容28.05万m3),据此结果进行坝顶高程复核知现状溢洪道不能满足防洪要求,因此拟将溢洪道由现状3.0m扩宽至7.0m,并在坝顶加0.4m防浪墙,然后再进行调洪计算得到:水库正常蓄水位640.00m(相应库容19.00万m3)、设计洪水位640.96m(库容相应23.334万m3)、校核洪水位641.31m(相应库容24.92万m3);水库设计洪峰流量14.340m361 /s(P=5%),水库校核洪峰流量21.30m3/s(P=0.5%)。1.1.1设计洪水复核本次设计根据1/1万地形图勾绘了水库自然集雨范围及河流走势,量算复核了流域面积、集雨范围干流河道长度、综合比降等参数,在此基础上采用四川省水电厅1984年6月编制的《四川省水文手册》及推理公式法进行入库洪水流量复核计算。计算结果为:Qm5%=14.340m3/s,Qm0.5%=21.300m3/s;设由设计暴雨推求洪水总量的方法复核24小时入库水量,计算结果为:20年一遇WP=13.70万m3,200年一遇WP=22.31万m3。1.1.2洪水调节计算丰收水库现溢洪道为开敞正槽式平底矩形,宽3.0m,底高程为640.00m,水库坝顶高程642.00m。据前面计算知,20年一遇设计洪峰流量Q设=14.340m3/s,相应洪水总量W设=13.70万m3,200年一遇校核洪峰流量Q校=21.300m3/s,相应的洪水总量W校=22.31万m3。经试算,20年一遇qm=7.60m3/s,Va=6.44万m3,溢洪水深h=1.42m,相应高程为H设=641.42m;200年一遇qm=12.66m3/s,Va=9.05万m3,溢洪水深h=1.99m,相应高程为H校=641.99m。1.1.3溢洪道最大泄洪能力复核经坝顶超高计算,△h设=1.19m,△h校=0.71m。则计算得溢洪道允许最大溢洪水深H设=0.82m,H校=1.29m,在不影响大坝安全情况下,溢洪道允许最大过水深H=1.29m,按宽顶堰公式计算得最大允许泄流量q=6.57m3/s,而从前面调洪计算结果知当大坝于200年一遇标准洪水时溢洪水深为h=1.993m,因此现溢洪道过洪能力不满足规范要求,所以拟将溢洪道由现状3.0m扩宽至7.0m,并在坝顶加0.4m防浪墙。然后再进行调洪计算得到:水库正常蓄水位640.00m(相应库容19.00万m3)、设计洪水位640.9661 m(库容相应23.33万m3)、校核洪水位641.31m(相应库容24.92万m3),最大溢洪水深为1.305m。1.1.1施工期洪水丰收水库不能放空,工程安排在枯水期施工,且工期较短,因此基本不需要设围堰,本次不再进行施工期洪水计算。1.2工程地质1.2.1区域地质概况江油市地处龙门山北段中山山地与四川盆地低山丘陵的交接地带,地势由西北向东南逐渐变低,高程一般在800~1500m之间,最高点位于枫顺乡的轿子顶山,海拔高程2356m;东南部库区属侵蚀河谷阶地貌区,浅山丘陵地形,高程一般在550~650m之间,最低点位于九岭乡的鱼种站谷地,海拔高程469.2m。丰收水库位于江油市的中部,按照地质成因划分,地貌类型属构造侵蚀山地丘陵区。江油市处于新华夏系四川沉降盆地与龙门山隆起带的复合部位,按照构造型式分为北东向挤压带和绵阳帚状构造,两者呈不整合复合关系。在境内西北部为北东向挤压带发育区,由脆性的碳酸盐和碎屑岩组成,在同一应力场作用下,形成轴向北东向的“多”字型排列的褶皱和走向东北45~50º、倾向北西、倾角60~70º的冲断裂以及走向北西50º左右的横张断裂及近南北或东西向的压性断裂。在市区东南部的侏罗纪、白垩纪地层中,为绵阳帚状构造的一部分,发育成群的新同型平缓褶皱,呈半环状排列,向西收敛,向东扩散,褶皱崭线多为北东45~70º,地层倾角平缓10~15º。丰收库区位于江油市中部,地质构造属北东向挤压带与绵阳帚状构造带的复合部位,位于苦竹沟断裂北西端和马家坝向斜南西翼交界带。1.2.2地层岩性61 江油市境内地层出露除元古界和第三系缺失外,古生界到第四系大部分地层均有出露,沉积厚度在18000m以上。丰收库区上覆第中生界侏罗纪中统沙溪庙组(J2),以紫红色猪肝色粉砂泥岩为主,间夹黄色厚层细粒长石石英砂岩,泥岩中含有钙质结核,岩性变化大。1.1.1地下水特征及评价库区地下水为中生界风华带裂隙,主要存赋于中生界侏罗纪、白垩纪下统、三叠系上统红色地层中,含水层以紫红色红色泥岩为主,间夹砂砾岩,呈互层。地下水补给模数偏小,以弱酸性和中性水为主,矿化度均小于1g/l,属淡水,以硬水为主;水化学类型根据舒卡列夫分类,以HCO3-Ca和HCO3-Mg为主,地下水对混凝土无腐蚀性。1.1.2地震根据《中国地震动参数区划图》GB18306-2001和2008年6月中国地震局发布的《四川、甘肃、陕西部分地区地震动峰值加速度区划图、地震动反应谱特征周期区划图》,本区地震动峰值加速度为0.15g,相应地震基本烈度为VII度。1.1.3天然建筑材料丰收水库工程所需天然建材主要为石料和粗砂,据周边地质勘察报告及现场查勘访问,选定库区周边石料场,该处石料属浅红色层状石英砂岩,易于开采,储量丰富,抗压强度较高,可满足本工程施工所需石料。砂、砾石、碎石到乱石山料场购买。1.1.4结论和建议1)该水库地质构造和地层结构相对单一,岩层倾角较小,总体而言地质条件较好。2)根据《中国地震动参数区划图》GB18306-2001和2008年6月中国地震局发布的《四川、甘肃、陕西部分地区地震动峰值加速度区划图、地震动反应谱特征周期区划图》,本区地震基本烈度为VII度。61 3)由于大坝碾压不密实,蓄水位较高时下游坝基有局部少量渗漏现象,地震期间大坝出现多处裂缝,坝基有浑水渗出,虽经过应急处理,但坝体内部仍可能有隐蔽裂缝,建议尽快采取工程处理措施。1.1震损情况及水库安全评价1.1.1震前运行情况简述丰收水库1973年动工兴建,1978年建成投入运行,水库按照批准的控制运用计划合理调度运用。《水库工程管理办法》等各项制度基本齐全并得到落实。但因缺乏管理设施和维护资金,水库一直存在一定的病险。根据本所对本工程所做安全鉴定报告,本工程存在坝体出现数条纵向和横向裂缝,坝体上游坝坡出现滑坡迹象。坝基及坡角渗漏、输水洞断裂,无消能设施等问题,大坝为三类坝。1.1.2主要震损出险情况“5.12”地震后,珠江水利委员会设计专家组赴四川抗震救灾水利工作组与江油市水利局、水库管理所有关工作人员一起,对工程各主要建筑物进行震损情况现场巡视检查发现:震后坝顶出现一条纵向裂缝,裂缝延伸长度超过150m,贯通整个坝体,裂缝最大宽度120mm,最大可探深度1m,坝顶中部裂缝两侧已形成约60mm错台,靠上游部分坝体已明显下沉。右段坝顶发现横向裂缝,裂缝横切整个坝顶,最大宽度20mm,最大深度超过0.5m。坝体上游坝坡出现滑坡迹象,严重影响大坝安全。经抗震救灾水利工作组评估,该水库被确定为高危震损等级。1.1.3应急除险方案1)查明性状后对坝顶裂缝重新进行粘土回填覆盖处理,掺水压实,并覆盖塑料薄膜防雨;2)控制水位,组织当地居民对坡面裂缝进行拉网式排查。实施工程措施的同时,采取非工程措施,主要是防汛抢险物资储备、制定防洪应急预案,加强巡查工作力度等。61 1.1.1目前存在的主要问题(1)左、右坝肩与大坝中部坝体、坝基渗漏严重,大坝有白蚁活动迹像;并且大坝排水棱体垮塌;(2)溢洪道过洪能力不能满足规范要求;(3)上游无护坡,局部沉陷,坑凹不平;(4)放水卧管底板与边墙多处断裂,渗漏严重;1.1.2安全评价结论根据丰收水库的病险、安全鉴定及震损情况综合评定,水库大坝属B级坝,即为不安全大坝,亟待进行除险加固。1.2除险加固工程设计1.2.1工程现状及存在问题总体而言,枢纽总体布置比较合理,但坝体单薄,上游坡库水浸蚀严重,边坡过陡、下游有轻微渗漏,坝坡内外较陡,多处出现裂缝,坝体上游坝坡出现滑坡迹象;大坝坡脚渗漏,坝基渗漏严重,下游没有反率设施。大坝上游坝坡未衬护,现风浪淘刷严重,内坡多处沉陷,凹凸不平,下游都是草坪护坡,没有排水沟。水库管理站在1987年,发现大坝坝中下部(高程约649~652m)在正常水位时出现渗漏,当时水库管理站采取在内坡筑截流墙方式进行整治,但是仅仅只是使渗漏量减少,在正常水位时,渗漏位置仍呈湿润状。1997年坝年坝身又出现渗漏,经参于修建水库的民工介绍,当年修建时筑坝土料质量差,碾压不实。1997年7月对该段坝(中部约40m)进行了灌浆处理。2005年3月(水库水位为正常水位),大坝右坝肩和坝中外坡脚处出现了3处集中的渗漏点,左坝肩外坡脚处出现1处渗漏点,同时坝体中部至左坝肩在高程653m以下有约长60m一带呈湿润状态。经水库管理人员现场测量(水库水位为正常水位),漏水总量达11L/min。水库溢洪道位于大坝左侧,为正槽进口溢洪道,堰顶宽3.0m61 ,堰顶高程640.00m。“5.12”地震后,经洪水复核,现有溢洪道不能够满足国颁GB50201-94及部颁SL252-2000规定的20年一遇设计和200年一遇校核的洪水标准要求.水库采取应急抢险措施,在溢洪道拓宽、挖深并护砌,从其外观判断质量尚好,但经本次复核其泄洪能力仍不满足规范要求,且扩宽后的溢洪道中断了大坝右岸交通。水库放水设施位于大坝右岸,为石质梯级卧管,浆砌条石衬砌,改造中。现场检查时,在放水卧管处能听见明显的渗漏水声,水库据介绍:卧管底板在2001年时便发现多处断裂,由于经费原因,仅仅采用了用黄土在外围封堵,但效果很差,现卧管渗漏量约在1.5L/s。据水库管理人员介绍,白蚁严重现场检查时,两岸山体发现有白蚁活动的现像,结合部位的坡面上有明显的泥线。2001年,经重庆市白蚁防治研究所技术人员现场检查,确认水库大坝存在白蚁建巢危害,对水库大坝安全构成了一定威胁,该库组织民工进行挖除、投药等措施,但效果不明显。由于经费原因,一直没有进行综合治理。1.1.1工程等别及建筑物级别根据《大纲》、水库保护对象及其重要性,参照有关规范,确定丰收水库的工程等别为Ⅴ等,主要建筑物工程级别为5级。1.1.2洪水标准根据《大纲》和有关规范,丰收水库洪水标准按20年一遇洪水设计,200年一遇洪水校核。1.1.3总体设计方案根据丰收水库存在的问题,拟定除险加固总体设计方案为:大坝:大坝削内加外,迎水面块石护坡,背坡坝脚增设排水反滤体,坝顶加设0.4m高防浪墙。溢洪道:溢洪道现有深度不变、宽度扩至7.0m,边墙、底板重新护砌,垮塌部分翻修,重新按设计修桥。61 放水设施:改建为折悬臂铸铁闸门斜卧管。其它:白蚁调查防治,新建防汛道路及管理房。1.1施工组织设计1.1.1施工条件丰收水库位于江油市东兴乡西北方向约5.0公里,外购材料及设备经江油、东兴乡运至工地。当地材料场地至工地有机耕道相通,砼骨料运距30km,条石运距3km,块石运距3km。本区域气候具有冬干、春旱、夏洪、秋绵的特点,适宜冬、春季施工。库区周边地形崎岖陡峻,主要施工区可利用坝顶外侧宽15~20m的平台,但施工期间应做好防渗等护坝工作,施工完成后应平整恢复。工程附近天然石材,质量较好,储量丰富。工程区无动力电源,施工用电需采用自发电,以满足施工给水、排水、振捣、照明等需要。施工用水利用水泵从库内取水解决。1.1.2施工导流该水库没有放空孔,施工期间可以通过放水设施将库水位降低到死水位以下,基本不需要施工导流,剩余水量及基坑积水用水泵提排解决。1.1.3料场选择及开采本工程所需钢筋、水泥等主材由江油市区购买,运距约30km;砂、砼骨料由当地材料场一带购买,运距3km;条石需到距枢纽3km处的料场购买,块石在枢纽附近处的采石场购买。灌浆用粘土,可在大坝左侧山坡取用,此处粘土质量、数量均满足要求。1.1.4主体工程施工坝坡采用人工整理找平,人工夯实,表面清除的土方、杂草人工装拖拉机外运处理,拆除石料临时堆放在两侧及马道备用。61 在找平夯实后的坝坡顺坡内坡铺设土工膜,搭接部分热焊接以免渗漏,表层均匀铺设15cm厚砂砾石,土工膜底端边缘以粘土开槽压实,顶端以浆砌石压顶压实,以免滑动。内坡垫层铺设完工后,采用人工抛填坡脚堆石坝。干砌石和浆砌石要求块石最短径不小于20cm,立砌并尽可能保持表面平整,干砌石以小石块填缝塞实,浆砌石要求座浆并保持吃浆饱满。土方开挖:土方采用人工开挖,除用于回填外,其余人工装拖拉机外运2km,弃于水库尾部荒地弃渣场。浆砌条(块)石:购买条(块)石运至现场,人工抬运50m,0.2m3搅拌机制浆。水泥砂浆运50m,人工安砌勾缝。排水沟分两纵两横,分别布置于坝下游坡的四周,相互贯通,内径均为0.3m×0.3m,采用砌石水泥砂浆抹面结构,人工砌筑。溢洪道生产桥采用人工开挖基础并砌筑桥墩,机械吊装,人工浇筑防撞护栏。采用0.4m3砼拌和制砼,人工抬60m入仓,2.2kW插入式振捣器,边墙浆砌条石采用人工座浆法施工,表面抹面防渗,闸台采用特制木模。白蚁调查防治、防汛道路、管理房等其它工程由专业部门施工。1.1.1施工场规划布置根据本工程特点统一布置为1个施工区,弃渣场设置在水库下游山坳荒地,工程完成后采取水土保持工程措施。1.1.2施工总进度本工程为水库病害及震损整治,根据工程特点及建筑布置情况,结合水库运行管理进行施工总进度计划安排工期为6个月,其中工程准备期为2个月,主体工程3个月,工程完建期为1个月。工程准备期安排在2008年10~11月,主要完成防汛道路和场内交通系统的新建、扩建。风、水、电、通讯系统的设置,临时生产设施及生活福利设施的新建,建筑材料的备料等工作。61 主体工程3个月,安排在2008年12月至2009年2月,根据工程特点及水库运行管理要求,具体详施工进度计划表。施工完建期安排在2009年3月,进行工程收尾、竣工验收。1.1工程管理设计1.1.1工程管理现状丰收水库的目前由该水库管理站管理,隶属于江油市水务局,全面负责该库的灌溉、防汛、工程管理等综合管理工作。从目前水库运行和管理来看,水库的工程管理已经制度化,但水库管理设施简陋,无必要的安全检测设施,需在以后的整治工程中完善。目前水库无交通工具、通信设备、监测设备等必要的管理设施,不能满足水库工程管理的正常需要。1.1.2工程管理范围和保护范围范围包括:大坝、溢洪道、供水设施、放水设施、管理设施及库区(征地线以下部分)等,这些区域属水库权属人所有,其他个人和单位不得侵占;保护范围:大坝轮廓线外50m、溢洪道轮廓线外20m、其它建筑物轮廓线外各10m,这些区域内任何人不得进行挖沙、取土、采石、开矿、打井、爆破、建房等活动。1.1.3工程管理设计根据《大纲》,本次设计管理机构、人员配置、管理设备等均维持现状,本次设计新建防汛道路1.5km,路基宽5m,路面宽4m,路面厚度20cm。新建管理房20m2。1.1.4工程运行管理丰收水库溢洪道没有闸门控制,靠自然溢流泄洪。运行管理主要是做好日常巡查工作,并储备一定的砂、石料、编织袋等防汛物资,做好处理一切可能险情的准备。61 1.1工程占地及拆迁本工程为现有水库除险加固,各建筑物施工均位于水库管理范围内,不涉及占地和拆迁,因此不涉及生产、生活安置和补偿。1.2环境影响评价及水土保持设计1.2.1环境保护丰收水库除险加固工程,无突出的环境问题。环境保护措施主要是:1)水质保护:车辆不在工地维修,在办公生活区修建简易公厕及污水池,经初级处理后用于农田施肥。2)噪声防治:本工程区距居民区较远,建议采用噪声较小的机械施工,并尽可能深夜停工,避免高音鸣笛等。3)空气质量保护:装载多尘物料时,应堆放整齐以减少受风面积,并适当加湿,水泥在装卸运输过程中应采取密封措施。4)人群健康保护:对施工区进行卫生清理,施工人员进场前应进行卫生检疫,严重传染者不得进入施工区。在施工区设立卫生医疗所,定期进行防疫检查。加强食品卫生监督管理,注意生活饮用水卫生。搞好施工区环境卫生,设置专门的垃圾堆放点,定时清运及时消毒。做好灭鼠灭蚊蝇工作,防止鼠类、蚊蝇类疾病传播。5)施工安全与交通:加强安全生产的宣传教育工作。科学安排施工程序。在工区危险地段设置安全防护措施,确保工区安全。6)环境管理:做好施工期各种突发性污染事故的防范工作,准备应急处理措施。在施工后期,组织好工区生态环境恢复和改善工作,恢复施工迹地、进行施工区绿化等。7)环境监测:对施工区水质、大气和噪声进行必要的监测,以及时掌握各施工阶段的环境污染程度和范围。建立疫情报告制度,了解施工人员的健康状况,保障工程顺利进行。61 1.1.1水土保持本工程属于长江上游地区,加强该区域的水土保持工作,对于防止长江流域水土流失、减少长江水害是非常重要的。水土保持措施:在坡面整治期间,若遇到暴雨、大风等天气,应做好开挖面和堆料表面的覆盖工作,必要时在堆土区周围修筑临时排水沟。弃土全部用汽车运至水库下游左岸山坳荒地,并借助地形整平表面,有凸形外边坡时应植草防护,弃渣场表面植树种草,以防止新的水土流失发生。1.1.2水土保持和环境保护投资概算本工程属小(2)型水库除险加固工程,工程规模较小,水土保持和环境保护措施较少且难以准确计量,根据其它类似工程类比简化计算,水土保持和环境保护投资分别按3万元和2万元计列,共计5万元。1.2工程概算本次除险加固工程主要建设内容为:治理左、右坝肩与大坝坝体、坝基渗漏,并治理白蚁危害;增设大坝上游护坡和加固下游排水设备;扩建溢洪道,使其满足规范要求;翻修放水卧管,治理其渗漏;增设大坝位移与沉陷观测设施;完成本工程的主要工程量为:土方开挖223.60m3,土方回填120.00m3,砌石2739.90m3,混凝土60.20m3,泥结碎石路面8633.00m2,生产桥梁1座36.90m2等。计划施工总工期6个月。价格水平:按2008年第二季度的价格水平编制。主要编制依据:水利部水总(2002)116号文颁发的《水利工程设计概(估)算编制规定》、四川省水利厅川水函〔2008〕620号颁发的“四川省水利厅关于印发震损水库除险加固编制大纲及若干技术问题的通知”、水利部水总(2002)116号文颁发的《水利建筑工程概算定额》、水利部水总[2005]389号文颁发的《关于发布水利工程概预算补充定额的通知》、61 水利部水总(2002)116号文颁发的《水利工程施工机械台时费定额》及国家计委计价格[2002]10号文颁发的《工程勘察设计收费管理规定》等。由于水泥、钢筋、汽油、柴油等主材价格较高,且市场价格变化波动较大,为控制和合理确定工程单价,采用限价方式进入工程单价,预算价超出部分作为价差,计入税金后列入相应部分。独立费用:项目建设管理费按建安工程量的2.5%计取;工程建设监理费按建安工程量的3%计取;勘测设计费按建安工程量的7%计取;工程定额测定费按建安工程量的0.08%计取;工程质量监督费和工程质量检测费按建安工程量的0.16%;招标业务费按一至四部分费用合计的0.7%计取。基本预备费按工程一至五部分投资的5%计列。本工程概算静态总投资为217.45万元。工程部分静态总投资为207.09万元,其中建筑工程147.49万元,机电设备及安装工程0万元,金属结构设备及安装工程4.56万元,临时工程15.04万元,独立费用40.00万元,基本预备费10.35万元,未计价差预备费。水土保持及环境保护工程投资5万元。丰收水库工程特性见表1.9-1。表1.9-1江油市丰收水库工程特性表序号名称单位特征值备注一河流特征1坝址以上流域面积km20.682集雨区干流全长km1.423多年平均径流深mm60061 4水文气象特征冬干、春旱、夏洪、秋绵5多年平均气温℃15.96多年平均降雨量mm1112二特征水位及库容1设计洪水位m640.962校核洪水位m641.313正常蓄水位m640.004死水位m634.005总库容万m324.926正常库容万m316.007死库容万m33.0三大坝工程1坝型均质土坝2坝顶长m1603最大坝高m13.14坝顶宽m5.05坝顶高程m642.00四溢洪道工程1进口堰型正堰2最大泄流量m3/s15.653最大泄流深m1.3054溢洪道全长m67.75堰顶高程m640.00五放水设备1放水型式梯级卧管2孔径及数量个D=0.5m,3孔3最大放水流量m3/s0.1661 图1.1江油市丰收水库位置示意图61 1水文1.1流域概况丰收水库属亚热带季风气候区,气候温和,四季分明,雨量充沛,日照充足。具有冬季微寒,春来较早,夏长秋短,无霜期长以及冬干、春旱、夏洪、秋绵等气候特点。年均降水量1112mm,降水量年际变化较大,最大降水量1824.5mm(1961年)是最小降水量599.4mm(1969年)的3倍以上,年降水量变差系数0.26~0.30,同时,降雨量年内分配极不均匀,大暴雨多集中在6-9月,一般占全年70%以上;多年平均径流深600mm左右,年径流变差系数0.40~0.45,多年平均径流系数0.48左右;多年平均陆面蒸发量600mm左右,水面蒸发约977mm,实测最大水面蒸发量1172mm;多年平均气温15.9℃,年内7月气温最高,平均为25.4℃,极端最高气温36.7℃,1月气温最低,平均为4.9℃,极端最低气温-6.8℃。总体而言,江油市气候温暖湿润,植被良好,土壤植被涵养降雨的能力较强,对暴雨洪水有一定的衰减作用。1.2工程概况丰收水库位于四川省江油市东兴乡西北5Km的朝天村,涪江水系芙蓉溪支流,地理位置处于东经104003′,北纬31019′。水库自然集雨面积0.68km2,蓄水主要以自然集雨区径流囤蓄。坝址以上主河道长1.42km,河槽比降28.92‰。水库原设计总库容24.9万m3,有效库容16万m3,死库容3.0万m3。大坝下游有村庄、108国道及众多的机耕道,人口0.2万余人,0.16万亩农田。水库于1978年工程竣工并投入运行使用,是一座以灌溉为主,兼有防洪、养殖等综合效益的小(2)型水库。根据《江油市丰收水库震损应急除险方案》(水利部珠江水利委员会设计组,2008年6月3日),水库原正常蓄水位658.5m,设计洪水位659.04m,校核洪水位659.42m;61 本次复核经现场查勘并按现状溢洪道泄洪能力计算得到的结果为:水库正常蓄水位640.00m(相应库容19.00万m3)、设计洪水位641.42m(库容相应25.44万m3)、校核洪水位641.99m(相应库容28.05万m3),据此结果进行坝顶高程复核知现状溢洪道不能满足防洪要求,因此拟将溢洪道由现状3.0m扩宽至7.0m,然后再进行调洪计算得到:水库正常蓄水位640.00m(相应库容19.00万m3)、设计洪水位640.96m(库容相应23.33万m3)、校核洪水位641.31m(相应库容24.92万m3);水库设计洪峰流量14.340m3/s(P=5%),水库校核洪峰流量21.300m3/s(P=0.5%)。根据水利部颁发的《水利水电工程等级划分及洪水标准》SL252-2000,本工程为小(2)型水库,主要、次要建筑物为5级,洪水标准为20年一遇设计,200年一遇校核。枢纽工程由大坝、溢洪道、放水设施等部分组成,基本情况如下:大坝:丰收水库大坝为均质土坝,最大坝高13.1m,坝顶高程642.00m,坝顶宽3.0m,大坝全长160m。大坝上游坝坡坡度1:2.1,下游坝坡1:2.0,上下游坝坡均为草皮护坡,下游无排水设施。溢洪道:水库溢洪道位于大坝左侧,为正堰进口溢洪道,据《江油市丰收水库震损应急除险方案》(水利部珠江水利委员会设计组,2008年6月3日),5.12后拟扩宽溢洪道至3.7m,同时下挖3m以保证安全度汛,本次现场实际测得堰顶宽3.0m,堰顶高程640.00m。侧墙采用浆砌石衬砌,底板采用混凝土衬砌,溢洪水流经消能后泄入下游河道。放水设施:水库放水设施共1处,灌溉放水洞位于大坝右岸,属砌石无压平涵,梯级卧管取水。涵洞尺寸0.5×0.64m。放水洞底坎高程634.00m,设计最大放水流量0.160m3/s。1.1设计洪水复核1.1.1流域特征复核61 根据1/1万地形图勾绘丰收水库自然集雨范围及河流走势,并量算流域面积、集雨范围干流河道长度、综合比降等参数,并与《江油市小型水库基本资料登记表》数据(简称原数据)相比较,结合现场查勘情况综合分析,最终采用成果见表2.3-1。表2.3-1丰收水库以上河道特征值表水库原数据本次量算数据本次采用面积km2河长km比降‰面积km2河长km比降‰面积km2河长km比降‰丰收0.671.1523.630.681.4228.920.681.4228.921.1.1洪峰流量计算本次采用四川省水电厅1984年6月编制的《四川省中小流域暴雨洪水计算手册》提供的资料,按设计洪水20年一遇,校核洪水200一遇的标准进行洪水计算。根据水科院推荐的推理公式:Q=0.278ΨiF=0.278ΨF(2-1)当全面汇流条件下,t≤tc,ψ=(2-2)当部分汇流条件下,t>tc,ψ=n(2-3)tc=(2-4)(2-5)(2-6)式中:Q——最大流量(m3/s);ψ——洪峰径流系数;i——最大平均暴雨强度:(mm/h);S——暴雨雨力,即最大一小时暴雨量(mm/h)n——暴雨公式指数;61 F——集水面积(km2);L——自坝址沿主河道至分水岭的河流长度(km);J——沿L的河道平均坡降(%);t——流域汇流时间(h);τ0——当ψ=1的流域汇流时间(h);tc——产流历时(h);µ——产流参数,即产流历时内流域平均入渗强度(mm/h);m——汇流参数。流域特征系数θ由下式计算=1.42/0.028920.333/0.680.25=5.094根据流域特征查《四川省中小流域暴雨洪水计算手册》表3-2,计算汇流参数m,由于流域山高坡陡,洪水调蓄能力小,形成洪峰涨落较快,基流较低。故选表3-2Ⅰ区,当θ=1~30时,则查得:m=0.4θ0.204将θ=5.094代入m=0.4×5.0940.204=0.558产流参数µ的确定:由《四川省中小流域暴雨洪水计算手册》表3-1,查得与流域地形地貌相似的ǁ区,平均µ=4.8F-0.19,相应的Cv=0.18、Cs=3.5Cv,查皮尔逊Ⅲ型曲线表得K5%=1.33,K0.5%=1.57,则:μ5%=K5%μ=1.33×4.8F-0.19=1.33×4.8×0.68-0.19=6.87mm/hμ0.5%=K0.5%μ=1.57×4.8F-0.19=1.57×4.8×0.68-0.19=8.11mm/h水文计算基本参数见表2.3-2。表2.3-2丰收水库入库洪峰流量计算表F(km2)L(km)J(‰)J1/3F1/4θ=mH24( mm)CvCsQ5%(m3/s)Q0.5%(m3/s)0.681.4228.920.310.915.090.561400.553.5Cv14.3421.3061 1.1.1洪水总量计算洪水总量按《四川省中小流域暴雨洪水计算手册》介绍的由设计暴雨推求洪水总量的计算方法计算,计算公式为:Wp=0.1αHTPF(2-7)式中:Wp——洪水总量(万m3);α——暴雨径流关系值,由《四川省中小流域暴雨洪水计算手册》附图3查得库区属于1分区,再查《手册》附表3-1求得P=5%和P=0.5%时径流系数α分别等于0.845和0.875;HTP——设计暴雨量,因暴雨历时T=12.8F0.25=12.89h,小于24h(按单峰洪水考虑),即为短历时暴雨,则HTP=Spt1-n3p;F——流域自然集雨面积(km2)。计算成果为:P=5%WP=13.70(万m3)P=0.5%WP=22.31(万m3)1.1.2洪水调节计算丰收水库现溢洪道为开敞正槽式平底矩形,宽3.0m,底高程为640.00m,水库坝顶高程642.00m。据前面计算知,20年一遇设计洪峰流量Q设=14.34m3/s,相应洪水总量W设=13.70万m3,200年一遇校核洪峰流量Q校=21.30m3/s,相应的洪水总量W校=22.31万m3。调洪演算计算公式为:宽顶堰流量公式q=MBh3/2(2-8)和高切林公式q=QP(1-Va/WP)(2-9)式中:M——流量系数,取1.5;B——溢洪道底宽,m;h——溢洪水深,m;q——溢洪道最大下泄流量(m3/s);Qp——相应频率下最大洪峰流量(m3/s);61 Va——调洪库容(万m3);WP——相应频率下洪水容量(万m3);计算步骤:1、假定溢洪水深,由水位库容关系曲线查得Va;2、把查得的Va代入高切林公式式(2-9)中计算q;3、由宽顶堰流量公式式(2-8)计算下泄流量q;使公式(2-8)和(2-9)中的q值相等时,假定溢洪水深即为相应频率下的堰上水深,此时q为相应频率下的溢洪道最大泄量,Va为调洪库容。经试算,20年一遇qm=7.60m3/s,Va=6.44万m3,溢洪水深h=1.42m,相应高程为H设=641.42m;200年一遇qm=12.66m3/s,Va=9.04万m3,溢洪水深h=1.99m,相应高程为H校=641.99m。1.1.1溢洪道最大泄洪能力复核1)坝顶超高计算△h=R+E+A式中:△h——坝前在静水位以上的超高(m);R——波浪爬高(m);E——风壅水面高,一般可忽略不计A——安全超高,设计A=0.5m,校核A=0.3m,计算公式:R=3.2Kh波tgαh波=0.0166V5/4D1/3风速V=14m/s,吹程D=0.30km,边坡系数m=2.1,K=0.9,则:设计情况h设=0.0166×(14×1.5)5/4×0.31/3=0.50m,R设=3.2×0.9×0.50×0.48=0.68m;校核情况h校=0.0166×145/4×0.31/3=0.30m,R校=3.2×0.9×0.301×0.48=0.41m,故:△h设=R+A=0.685+0.5=1.19m,△h校=R+A=0.413+0.3=0.71m。2)允许最大溢洪水深计算H设=▽坝顶—△h设—▽溢底=0.81mH校=▽坝顶—△h校—▽溢底=1.29m3)现溢洪道最大泄流能力复核61 溢洪道最大泄洪能力复核,是在现溢洪道进口宽和断面型式按现有坝高情况下不影响大坝安全在正常情况下的复核,即在不影响大坝安全情况下,溢洪道允许最大过水深H=1.29m,而根据调洪演算成果,当大坝遭遇200年一遇标准洪水时溢洪水深为h=1.99m,故现溢洪道过洪能力不能满足规范要求,为保证大坝防洪安全,因此拟将溢洪道由现状3.0m扩宽至7.0m,并在坝顶加0.4m防浪墙,然后再进行调洪计算得到:水库正常蓄水位640.00m(相应库容19.00万m3)、设计洪水位640.96m(库容相应23.33万m3)、校核洪水位641.31m(相应库容24.92万m3),最大溢洪水深为1.305m。。1.1.1施工期洪水丰收水库不能放空,工程安排在枯水期施工,且工期较短,因此需要设围堰,本工程较小,不再进行施工期洪水计算,围堰高度按死水位加1米设防。图2.1江油市丰收水库工程平面布置示意图61 图2.2江油市丰收水库流域示意图61 1工程地质1.1区域地质概况1.1.1地形地貌江油市地处龙门山北段中山山地与四川盆地低山丘陵的交接地带,地势由西北向东南逐渐变低,高程一般在800~1500m之间,最高点位于枫顺乡的轿子顶山,海拔高程2356m;东南部库区属侵蚀河谷阶地貌区,浅山丘陵地形,高程一般在550~650m之间,最低点位于九岭乡的鱼种站谷地,海拔高程469.2m。丰收水库位于江油市的中部,按照地质成因划分,地貌类型属构造侵蚀山地丘陵区。1.1.2地质构造江油市处于新华夏系四川沉降盆地与龙门山隆起带的复合部位,按照构造型式分为北东向挤压带和绵阳帚状构造,两者呈不整合复合关系。在境内西北部为北东向挤压带发育区,由脆性的碳酸盐和碎屑岩组成,在同一应力场作用下,形成轴向北东向的“多”字型排列的褶皱和走向东北45~50º、倾向北西、倾角60~70º的冲断裂以及走向北西50º左右的横张断裂及近南北或东西向的压性断裂。在市区东南部的侏罗纪、白垩纪地层中,为绵阳帚状构造的一部分,发育成群的新同型平缓褶皱,呈半环状排列,向西收敛,向东扩散,褶皱崭线多为北东45~70º,地层倾角平缓10~15º。丰收库区位于江油市中部,地质构造属北东向挤压带与绵阳帚状构造带的复合部位,位于苦竹沟断裂北西端和马家坝向斜南西翼交界带。1.1.3地层岩性江油市境内地层出露除元古界和第三系缺失外,古生界到第四系大部分地层均有出露,沉积厚度在18000m以上。丰收库区61 上覆第中生界侏罗纪中统沙溪庙组(J2),以紫红色猪肝色粉砂泥岩为主,间夹黄色厚层细粒长石石英砂岩,泥岩中含有钙质结核,岩性变化大。1.1.1地下水特征及评价库区地下水为中生界风华带裂隙,主要存赋于中生界侏罗纪、白垩纪下统、三叠系上统红色地层中,含水层以紫红色红色泥岩为主,间夹砂砾岩,呈互层。地下水补给模数偏小,单孔涌水量一般小于50m3/d,地下水资源相对贫乏。水量大小与砂砾岩层厚度、裂隙发育程度及地貌部位关系密切,泉水流量一般0.01~0.5l/s,最大泉水可达2.5l/s,随季节变化明显。工程区域浅部地下水,水温14~18℃,PH值5.5~7.5,以弱酸性和中性水为主,矿化度均小于1g/l,绝大部分小于0.5g/l,属淡水;地下水硬度150~450mg/l,以硬水为主;水化学类型根据舒卡列夫分类,以HCO3-Ca和HCO3-Mg为主,地下水对混凝土无腐蚀性。1.1.2地震根据《中国地震动参数区划图》GB18306-2001和2008年6月中国地震局发布的《四川、甘肃、陕西部分地区地震动峰值加速度区划图、地震动反应谱特征周期区划图》,本区地震动峰值加速度为0.15g,相应地震基本烈度为VII度。1.2天然建筑材料丰收水库工程所需天然土量丰富,均质土料可取本地出露的新生界第四系中更新统的松林坡组上部的亚粘土。亚砂土,厚度较大,土性均一,渗透性小。其次可取残坡积粉质粘土或泥质粉砂岩和泥岩互层全风化土,碎石土料可取洪冲积泥质砂卵石层或泥质粉砂岩和泥岩互层强风化带。但石料及砂砾料缺乏。61 1.1结论和建议1)该水库地质构造和地层结构相对单一,岩层倾角较小,总体而言地质条件较好。2)根据《中国地震动参数区划图》GB18306-2001和2008年6月中国地震局发布的《四川、甘肃、陕西部分地区地震动峰值加速度区划图、地震动反应谱特征周期区划图》,本区地震基本烈度为VII度。3)由于大坝碾压不密实,蓄水位较高时下游坝基有局部少量渗漏现象,地震期间大坝出现多处裂缝,坝基有浑水渗出,虽经过应急处理,但坝体内部仍可能有隐蔽裂缝,建议尽快采取工程处理措施。61 1震损情况及水库安全评价1.1震前运行情况简述丰收水库1973年动工兴建,1978年建成投入运行,水库按照批准的控制运用计划合理调度运用。《水库工程管理办法》等各项制度基本齐全并得到落实。但是,由于水库管理单位无水情测报设施及防洪通信设施,无必要的安全监测设施,无完整的观测资料,缺乏管理维护资金,使水库在“5.12”特大地震前便存在一定的问题。根据本所对本工程所做安全鉴定报告,本工程存在坝体渗漏、溢洪道宽度不满足要求、卧管年久失修、渗漏严重等问题,大坝应为三类坝。1.2主要震损出险情况2008年5月27日,水利部珠江委赴四川抗震救灾水利工作组与江油市水利局、水库管理所有关工作人员一起,对工程各主要建筑物进行震损情况现场巡视检查,存在问题主要如下:1)大坝裂缝①纵向裂缝:震后坝顶出现一条纵向裂缝,裂缝延伸长度超过150m,贯通整个坝体,裂缝最大宽度120mm,最大可探深度1m,坝顶中部裂缝两侧已形成约60mm错台,靠上游部分坝体已明显下沉。见图4-1、图4-2。图4-1坝顶裂缝平面示意图61 图4-2坝顶纵向裂缝②横向裂缝:右段坝顶发现横向裂缝,裂缝横切整个坝顶,最大宽度20mm,最大深度超过0.5m。2)滑坡大坝上游坡面没有护坡措施,坝坡长期蓄水位附近坡面附近有轻微冲刷。见图4-3。震后大坝上游坝坡出现滑坡迹象,表现为坝顶的纵向裂缝两侧已形成约60mm错台,靠上游部分坝体轻微下沉。推测滑坡后缘为坝顶纵向裂缝。3)渗流变化据已有资料,该坝坝基一直存在渗漏问题,07年已进行了防渗灌浆处理,但灌浆效果差,灌浆后,坝基仍然渗漏。左坝肩局部渗水湿润。据调查,震后坝体、坝肩和坝基均未发现明显渗流变化。61 图4-3大坝上游坡轻微冲刷4)泄水建筑物及其他建筑物损毁情况地震后原有溢洪道未受到明显损坏。输水卧管涵也未受到明显损坏,能正常放水。1.1应急除险方案1.1.1工程措施①对上游坡面滑坡体采取坡脚抛石固脚措施;对坝顶纵向裂缝及局部横缝采用开挖回填处理。②将放水设施改建为折悬臂铸铁闸门斜卧管。③溢洪道向右侧(靠山体一侧)拓宽4m,溢洪道总宽度由3m拓宽到7m(溢洪道开挖料用于培厚大坝顶部坝身薄弱部位后坡),拓宽后溢洪道表面采用40cm浆砌石护砌。61 1.1.1非工程措施①防汛抢险物资储备(见下表4.3-1):表4.3-1丰收水库震后应急抢险防汛抢险物资储备数量表工程规模抢险物料救生器材小型抢险机具抢险值班仓库(m2)袋类(条)土工布(m2)砂石料(m3)块石(m3)铅丝(kg)桩木(m3)救生衣(件)抢险救生舟(艘)发电机组(kW)便携式工作灯(只)投光灯(只)电缆(m)小(2)20001000300300200120/5515020②应制定防洪应急预案,方案须包括以下内容:建立组织机构,明确相关责任;落实信息传递和报告制度,加强决策的制定与执行,组织抢险队伍,作好抢险物资准备及人员转移等应急措施。③建立24h轮班制度,做好巡查工作,发现问题及时向有关领导汇报,为水库调度和领导决策提供依据。④应加强对气象情况的了解,如遇暴雨等不利于水库安全的情况发生,应加强巡查工作的力度。1.1.2应急抢险工程完成情况经上级主管部门审批,上述应急抢险方案得到及时审批,共批复资金199.50万元,工程已于2008年6月30日施工完成。1.1.3目前存在的主要问题①大坝:上游坡库水浸蚀严重,边坡过陡、下游有轻微渗漏,坝坡内外较陡,多处出现裂缝,坝体上游坝坡出现滑坡迹象;大坝坡脚渗漏,坝基渗漏严重,下游没有反率设施。大坝上游坝坡未衬护,现风浪淘刷严重,内坡多处沉陷,凹凸不平,下游都是草坪护坡,没有排水沟。②放水设施:水库放水设施位于大坝右岸,为石质梯级卧管,浆砌条石衬砌,改造中。61 现场检查时,在放水卧管处能听见明显的渗漏水声,水库据介绍:卧管底板在2001年时便发现多处断裂,由于经费原因,仅仅采用了用黄土在外围封堵,但效果很差,现卧管渗漏量约在1.5L/s。③管理设施:目前水库没有管理用房,溢洪道上没有桥梁,防汛道路仍为泥土路面不利于水库的管理和维护。1.1安全评价结论根据丰收水库的病险、安全鉴定及震损情况综合评定,水库大坝属C级坝,即为不安全大坝,亟待进行除险加固。61 现状照片1:对地震造成上游坝坡纵向多条裂缝应急处理现状照片2:大坝坝身薄弱影响大坝安全61 现状照片3:溢洪道急需应急处理61 1除险加固工程设计1.1工程现状及存在问题1.1.1枢纽总布置丰收水库始建于1973年,1978年建成,枢纽工程由大坝、溢洪道、放水设施等部分组成。大坝为均质土坝,坝顶高程642.00m。最大坝高13.1m,坝顶长160m,坝顶宽5.0m,上游坝坡平均坡比为1:2.1,下游坝坡坡比为1:2.0,大坝上、下游坡采用草皮护坡;水库溢洪道位于大坝左侧,上有一人行便桥。溢洪道为正堰进口溢洪道,堰顶宽3.0m,堰顶高程640.00m,溢洪道全长67.7m。边墙为浆砌条石,溢流堰底板为浆砌条石,溢流堰以下为浆砌块石。总体而言,枢纽总体布置比较合理。1.1.2大坝及坝基丰收水库大坝为均质土坝,坝顶高程642.00m,最大坝高13.1m,坝顶长160m,坝顶宽5.0m,上游坝坡平均坡比为1:2.1,下游坝坡坡比为1:2.0,大坝上、下游坡均采用草皮护坡。“5.12”地震发生后,震后坝顶出现一条纵向裂缝,裂缝延伸长度超过150m,贯通整个坝体,裂缝最大宽度120mm,最大可探深度1m,坝顶中部裂缝两侧已形成约60mm错台,靠上游部分坝体已明显下沉。右段坝顶发现横向裂缝,裂缝横切整个坝顶,最大宽度20mm,最大深度超过0.5m。大坝目前存在的主要问题是:(1)左、右坝肩与大坝中部坝体、坝基渗漏严重,大坝有白蚁活动迹像;并且大坝棱体排水垮塌;(2)溢洪道过洪能力不能满足规范要求;(3)上游无护坡,局部沉陷,坑凹不平;(4)放水卧管底板与边墙多处断裂,渗漏严重;61 一旦水库大坝失事,将直接威胁到下游东兴乡场镇、绵广高速和下游村庄等重要工业民用设施。及1000余人的生命财产安全,估算其直接经济损失将在0.1亿元以上。根据大坝安全鉴定结论,该水库大坝为三类坝。1.1.1溢洪道水库溢洪道位于大坝左侧,为正堰进口溢洪道,原堰顶宽3.0m,堰顶高程640.00m,溢洪道全长67.70m,侧墙及底板均采用浆砌石衬砌。溢洪水流经消能后泄入下游小河沟,溢洪尾水不影响大坝安全。“5.12”地震后,水库采取应急抢险措施,“5.12”地震后拟采用扩挖右侧至底宽3.7m,同时下挖3.0m以保证安全度汛。本次现场实际测得堰顶宽3.0m,堰顶高程640.00m。侧墙采用浆砌石衬砌,底板采用混凝土衬砌,溢洪水流经消能后泄入下游河道。1.1.2放水设施水库放水管位于大坝右岸,属砌石无压平涵,梯级卧管取水。涵洞尺寸0.5×0.64m。放水洞底坎高程634.00m,设计最大放水流量0.16m3/s。1.1.3其他现场检查时,两岸山体发现有白蚁活动的现像,结合部位的坡面上有明显的泥线。2001年,经重庆市白蚁防治研究所技术人员现场检查,确认水库大坝存在白蚁建巢危害,对水库大坝安全构成了一定威胁,该库组织民工进行挖除、投药等措施,但效果不明显。由于经费原因,一直没有进行综合治理。为治理白蚁,分别在外坡和内坡各一条1.5m×1.5m(宽×深)的顺沟,通过开沟来截断坝体的蚁道,分析判断选出主蚁道,追挖白蚁主巢,取出巢体,填实巢穴。水库大坝无观测设施,无法对大坝安全进行监测,不利于大坝安全管理。大坝下游无排水设备,为使渗流不会使下游坝坡产生渗透破坏,采用块石加固原有堆石棱体。过坝渠用M7.5浆条石重新砌做。61 1.1设计依据1.1.1工程等别及建筑物级别丰收水库是一座以灌溉为主,兼有防洪、养殖等综合效益的小(二)型水库,水库总库容21.2万立方米。按照中华人民共和国《水利水电工程等级划分和防洪标准》SL252-2000之规定:该水库为Ⅴ等工程,相应主要建筑物按5级建筑物设计,次要建筑物和临时建筑物按5级设计。1.1.2洪水标准根据《大纲》和有关规范,水库工程永久性建筑物设计洪水标准其重现期为20年,校核洪水重现期为200年。1.1.3设计基础资料1)四川省水利厅关于印发震损水库除险加固编制大纲及若干技术问题的通知(川水函〔2008〕620号),2008年7月;2)四川省震损水库除险加固工程初步设计报告编制大纲(川水函〔2008〕620号附件一),2008年7月;3)四川省水利厅关于震损水库除险加固若干技术问题的意见(川水函〔2008〕620号附件二),2008年7月;4)《江油市丰收水库应急除险方案》,广东省水利电力勘测设计研究院,广东省水利水电科学研究院,2008年6月;5)《江油市丰收水库安全鉴定报告》,江油市江汇水利电力建筑勘察设计所,2001年8月;6)《新春乡丰收水库除险加固整治工程初步设计报告》,江油市江汇水利电力建筑勘察设计所,2004年3月;7)江油市1/1万航测地形图,1974年或1988年调绘;8)本次设计现场查勘、勘探及其它相关资料。61 1.1.1采用的规范1)《防洪标准》GB50201-94;2)《水利水电工程等级划分及洪水标准》SL252-2000;3)《土石坝养护修理规程》SL210-98;4)《碾压式土石坝设计规范》SL274-2001;5)《小型水利水电工程碾压式土石坝设计导则》SL189-96;6)《溢洪道设计规范》SL253-2000;7)《水利水电工程初步设计报告编制规程》DL5021-93;8)《公路桥涵设计通用规范》JTJ020-89;9)《水利工程水利计算规范》SL104-95;10)《水工建筑物抗震设计规范》SL203-97;11)《水库大坝安全评价导则》SL258-2000;12)《水库工程设计管理规范》》SL106-96及其它相关规范。1.2总体设计方案根据丰收水库存在的问题,拟定除险加固总体设计方案为:(1)增设上下游护坡并减缓下游护坡。加宽坝顶宽度。(2)对大坝坝体进行充填式灌浆,可起到如下作用:充填裂隙或洞穴,恢复坝体的完整性,堵塞渗漏通道;改善坝体内应力条件,增加坝体稳定性。(3)扩建溢洪道,使其满足规范要求;(4)翻修放水卧管,治理其渗漏;(5)白蚁调查防治,新建防汛道路及管理房。1.2.1挡水建筑物1)除险加固设计丰收水库大坝内坡边坡系数1:2.5,根据其土质及震损情况判断,61 其抗滑稳定满足要求;由于大坝施工质量等原因,坝体渗漏严重,加之地震影响,坝体内部可能存在裂缝隐患并加剧渗漏,因此本次设计对大坝内坡进行衬砌,同时采取防渗措施,在抵御风浪淘刷的同时,消除坝体渗漏隐患。该水库周边有石材,质量和储量均满足要求,因此坝内坡采用干砌石防护。干砌石厚度30cm,基础采用抛石体压脚,为顶宽2m、高2m的平行四边形。砌石下铺15cm砂砾石垫层,再下层铺设0.5mm厚的复合土工膜(两布一膜),护砌到坝顶路面高程642.00m。坡面两侧及坝肩部位设M7.5浆砌石护边或压顶,尺寸均为0.4m×0.6m(宽×高)。大坝外坡638.30m高程以下有不规则的一级马道,宽度2m左右,高差约6m,坝坡边坡系数2.5左右,坡脚设净高3.0m的堆石排水棱体,尚完好,浸润线计算显示其高程和尺寸也满足要求;坡面大部分已采用干砌石护砌但很不规整,没有贴坡排水系统和纵横排水沟。本次拟将下游坝坡整治,砌石拆除并重新护砌,修筑贴坡排水系统和纵横排水沟。坝坡保持原有基本形状,设计马道宽2m,位于坝脚堆石排水棱体以上垂直高差6m(637.9m)处。干砌石厚度30cm,基础结合排水沟采用M7.5浆砌石,建于排水体上部,外径0.9m×0.6m(宽×高),内径0.3m×0.3m。干砌石下铺15cm砂砾石垫层,再下层铺设350g/m2的无纺土工布,护砌至630.90m高程。排水沟布置于638.30m高程以下至排水棱体间的下游坝坡四周及马道内侧,相互贯通,两侧均与下游河道贯通,内径均为0.3m×0.3m,壁厚0.3m,M7.5浆砌石水泥砂浆抹面结构。现状坝顶宽5.0m,未硬化,雨天有积水隐患且不利于防汛巡查,本次设计以泥结碎石硬化,路面宽5.0m,厚20cm,为鱼背型,以2‰横向坡度两侧倾斜。大坝设计图详见报告附图“大坝-01~02”。2)设计计算由于缺乏地质资料,无法进行抗滑稳定、抗震稳定和渗流稳定计算。目前上游坝坡1:2.1,下游坝坡1:2.5,根据大坝形状、61 土质及“5.12”震损情况,认为可以满足相关要求;本次设计大坝内坡衬砌且铺设防渗土工膜,坝顶及平台硬化,下游坝坡修筑贴坡排水反滤层、排水沟等,工程实施后可消除坝体渗漏及裂缝隐患,因此不再进行渗透稳定计算。1.1.1泄水建筑物1)除险加固设计本次整治为了不减少水库的正常库容,设计上采用扩宽溢洪道来满足过洪要求。本次设计拟将溢洪道堰宽由原来的3.0m扩宽至7.0m,并在大坝上增设防浪墙0.4m高。然后再进行调洪计算得到:设计洪水位640.955m(库容相应23.334万m3)、校核洪水位641.305m(相应库容24.923万m3),最大溢洪水深为1.305m。在校核核情况下其下泄流量为:P=0.5%时:q泄校=15.65m3/s,相应溢洪水深为:h校=1.305m,整治后仍不能满足过洪要求,而根据坝顶高程复核溢洪道允许最大过水深H=1.287m,因此坝顶另需加设0.4m高的防浪墙。设计时将溢洪道向两边各扩1.5m(即中心线不变),将原有的一级陡槽从溢流堰7.0m收缩至3.0m。经计算,能安全下泄校核洪水。一级陡槽后的溢洪道保持原样不变。溢洪道设计图详见报告附图“溢洪道-01”。2)设计计算由于缺乏地质资料,且桥梁跨度较小,本次设计不再进行稳定计算和抗震复核。1.1.2放水建筑物61 原放水设备为阶梯式石质卧管,投入运行已达20多年,近年来卧管底板多处断裂漏水,险情处理时只是从处围封堵,但效果不佳,严重影响枢纽安全及水库正常蓄水。经查主在原因是地基有不均匀沉陷的现象存在。本次设计采肜将卧管拆除后,采用C20砼加固消力池地基,重新按原尺寸砌筑。工作水深11.6m,分4级,每级最大水头3m,卧管为方形,断面尺寸为0.6m×1.5m(宽×高),侧墙厚0.15m,底板厚0.4m,底板坡度为1:2。放水孔为圆形,直径为0.5m,孔口垂直。底板采用C20现浇砼,盖板和边墙采用C20现浇钢筋砼,边墙采用M7.5浆砌条石。放水设备控制采用0.8m×0.8m铸铁闸门,8t手动葫芦启闭。放水设备设计图详见报告附图“放水设备-01~08”。原放水设备为阶梯式石质卧管,投入运行已达20多年,近年来卧管底板多处断裂漏水,险情处理时只是从处围封堵,但效果不佳,严重影响枢纽安全及水库正常蓄水。经查主在原因是地基有不均匀沉陷的现象存在。本次设计采肜将卧管拆除后,采用C20砼加固消力池地基,重新按原尺寸砌筑。1.1.1其它白蚁治理一般采用如下措施:①开沟截路取巢,通过开沟来截断坝体上的蚁巢,分析判断选出主蚁巢,追挖主管槽取出巢体,填实巢穴;②用白蚁预防药剂,进行大坝表层处理;③设置土隔墙,堵断穿坝蚁道的形成;④施放毒饵杀包,对大坝两端林地和山丘施放白蚁诱杀包以消灭山丘白蚁,以免山丘白蚁对大坝产生蔓延危害。根据丰收水库目前的白蚁危害情况,本次设计以调查预防为主,具体措施由专业人员调查后制定,本次计列白蚁调查防治费5万元。新建防汛道路长1.5km,路基宽5m(在原有机耕路基础上适当拓宽、整修),路面宽4m(单车道),20cm厚泥结碎石结构,路面为鱼背型,以2%的横向坡度向两侧倾斜。每隔100m左右修筑会车台,台宽3m。根据地形情况一侧或两侧设置排水沟。新建管理房20m2,建于大坝右侧上游约50处原管理房位置。61 1.1.1主要工程量本次除险加固工程主要工程量见表5.3-1。表5.3-1丰收水库除险加固工程量表序号项目名称单位工程量序号项目名称单位工程量一大坝  2土方回填m30.0(1)上游坝坡  3M7.5浆砌石桥墩m33.901坝坡清基找平m31796.304生产桥面(含防撞栏)m233.002抛填坝脚堆石体m3506.90三放水设备  3坝体填筑m30.004干砌石护坡m31123.401浆砌条石拆除m3154.905砂砾石垫层15cmm3561.702C25钢筋砼m314.506土工膜m23923.003C20钢筋砼m332.307浆砌石压顶及护边m369.404C20砼底板m313.40(2)下游坝坡  5M7.5浆砌块石m366.601坝体填筑m38274.002干砌石护坡(50%利用)m31226.806M7.5浆砌条石m36.103砂砾石垫层15cmm3613.407钢筋制安t3.7444清基找平m31932.308闸房建筑m216.605土工布m23898.009铸铁闸门扇36浆砌石排水沟m3247.6010土方人工开挖m32007水泥砂浆抹面m2709.5011土方人工回填m3120(3)坝顶四其它  1泥结碎石路面m28633.001白蚁调查防治元500002C25预制砼路沿石m3五工程管理设施  二溢洪道  1新建防洪道路km1.561 1土方开挖m323.602新建管理房m22061 1施工组织设计1.1施工条件1.1.1主要工程内容本次加固的主要工程内容为:增设上下游护坡并减缓下游护坡,扩建溢洪道,使其满足规范要求;翻修放水卧管,治理其渗漏;白蚁调查防治,新建防汛道路及管理房。1.1.2施工交通条件场外交通:枢纽有机耕道与万阿公路相通,可满足工程施工材料运输的需要。场内交通:拖拉机等运输机械可通过现有场内便道进入坝顶。1.1.3水文气象条件丰收水库属于亚热带温湿气候区,四季分明,气候温和,雨量较丰沛,日照充足,具有冬干、春旱、夏洪、秋绵的特点。据多年气象站实测资料统计:境内平均气温为15.9℃,极端最低气温为–6.7℃,极端最高气温可达38.9℃,年平均降水量1112mm,年内分配不均,大暴雨集中在6-9月,6-9月降雨量占全年70%以上。年平均径流深600mm。1.1.4地形条件库区周边地形崎岖陡峻,主要施工区——坝顶外侧有一宽15~20m的平台,较为开阔,可临时存放部分建筑材料,但施工期间应做好防渗等护坝工作,施工完成后应做好平整恢复工作,以免出现新的安全问题。工程附近有天然石材,质量较好,储量丰富。水库枢纽附近已有50KVA变压器1台,能满足施工用电要求,但需要布置施临时用电线路0.4Km。可供施工用电,满足施工给水、排水、振捣、照明等61 需要。施工用水利用水泵从库内取水解决。1.1施工导流该水库没有放空孔,施工期间靠放水设施将库水位降低到死水位以下,再以水泵提排剩余水量,基本不需要施工导流,所有工程项目基本不需要修筑围堰,斜卧管及坝内坡下部施工时需基坑排水,以水泵提排解决。1.2料场选择及开采丰收水库位于江油市东兴乡西北方向约5.0公里,外购材料及设备经江油、东兴乡运至工地。当地材料场地至工地有机耕道相通,砼骨料运距30km,条石运距3km,块石运距3km。施工区场地较狭窄,施工用电只考虑施工用电点与枢纽附近变压器的连接,以满足施工、供排水及照明需要。施工用水利用水泵从库内取水及原管理房的生活给水设施解决1.3主体工程施工1.3.1主要工程施工方法1)坝坡修整坝坡采用人工整理找平,人工夯实,表面清除的土方、杂草人工装拖拉机外运1km至水库下游山坳荒地水坑并平整,以免造成水土流失。拆除石料临时堆放在两侧及马道备用。2)垫层铺设在找平夯实后的坝坡顺坡内坡铺设土工膜(0.5mm,两布一膜),搭接部分热焊接以免渗漏,表层均匀铺设15cm厚砂砾石。在内坝脚开槽深0.5m,将土工膜底端边缘以粘土压实。外坝坡施工工序一致,但最下层铺设反滤土工布(350g/m2),搭接宽度至少20cm并缝合。3)内坝脚堆石体施工61 内坡垫层铺设完工后,采用人工抛填坡脚堆石坝,注意坝体均匀,适当掺入小块径块石以使坝体更稳固,并保护放水涵管。4)坝坡干砌石及浆砌石边墙压顶施工干砌石和浆砌石要求块石最短径不小于20cm,立砌并尽可能保持表面平整,干砌石以小石块填缝塞实,浆砌石要求座浆并保持吃浆饱满。5)下游坝坡整治及贴坡排水施工人工拆除下游坝坡原砌石体,修整找平并夯实后铺设反滤土工布(350g/m2),其上均匀铺设15cm厚砂砾石垫层,表面以干砌石护砌。块石最短径不小于20cm,要求立砌尽可能保持表面平整,并以小石块填缝。6)排水沟施工排水沟分两纵两横,分别布置于坝下游坡的四周,相互贯通,内径均为0.3m×0.3m,采用砌石水泥砂浆抹面结构,人工砌筑。7)生产桥施工溢洪道生产桥宽5m,净宽4m,1跨跨径7m,下部为浆砌石基墩,上部为预应力预制桥板。采用人工开挖基础并砌筑桥墩,机械吊装,人工浇筑防撞护栏。8)放水设备卧管面板及闸台施工采用0.4m3砼拌和制砼,人工抬60m入仓,2.2kW插入式振捣器,边墙浆砌条石采用人工座浆法施工,表面抹面防渗,闸台采用特制木模。9)其它工程施工白蚁调查防治、防汛道路、管理房等其它工程由专业部门施工。1.1.1施工场规划布置根据本工程特点统一布置为1个施工区,弃渣场设置在水库下游山坳荒地,工程完成后采取水土保持工程措施。1.2施工总进度61 本工程为水库病害及震损整治,根据工程特点及建筑布置情况,结合水库运行管理进行施工总进度计划安排工期为6个月,其中工程准备期为2个月,主体工程3个月,工程完建期为1个月。工程准备期安排在2008年10~11月,主要完成防汛道路和场内交通系统的新建、扩建。风、水、电、通讯系统的设置,临时生产设施及生活福利设施的新建,建筑材料的备料等工作。主体工程3个月,安排在2008年12月至2009年2月,根据工程特点及水库运行管理要求,具体详施工进度计划表。施工完建期安排在2009年3月,进行工程收尾、竣工验收。表6.5-1施工进度计划表项目名称2008年2009年9月10月11月12月1月2月3月4月一、施工准备二、主体工程施工1、大坝内外坡整修2、溢洪道桥梁3、放水斜卧管改建4、管理房修建三、工程完建期61 1工程管理设计1.1工程管理现状丰收水库的目前由该水库管理站管理,隶属于江油市水务局。管理站现有1名管理人员负责日常巡查、灌区管理及多种经营。水库原有84m2(4间)在地震中损毁,不能居住,目前管理人员只能勉强在临时帐篷中居住和工作。由于缺乏管理经费和交通工具、通信设备、监测设备等必要的管理设施,电力设施也仅能维持照明供电,防汛道路尚有1.5km为泥土路面且崎岖狭窄,不能满足水库工程管理的正常需要,因此管理人员工作非常艰苦,管理积极性不高,一些病险不能得到有效维护和处理,部分管理制度和措施得不到落实,工程管理亟待加强。1.2工程管理范围和保护范围丰收水库管理范围包括:大坝、溢洪道、供水设施、放水设施、管理设施及库区(征地线以下部分)等,这些区域属水库权属人所有,其他个人和单位不得侵占。为保证水库安全,参照《水库工程管理设计规范》SL106-96,确定水库保护范围为:大坝轮廓线外50m、溢洪道轮廓线外20m、其它建筑物轮廓线外各10m,这些区域内任何人不得进行挖沙、取土、采石、开矿、打井、爆破、建房等活动。1.3工程管理设计根据《大纲》,本次设计管理机构、人员配置、管理设备等均维持现状,小(2)型水库仅适当考虑其防汛抢险道路(含坝顶硬化)、管理房建设等。丰收61 水库现有土路面机耕路通向坝区,路面崎岖狭窄,局部坡度较陡,不满足防汛抢险需要,尤其是遇到雨天,路面泥泞难行,防汛抢险物资无法运达坝区,坝顶泥泞积水,不但影响正常的防汛巡查,而且对坝体安全极为不利。为此,本次设计将该段道路(长1.5km)路基扩宽、整修至宽5m,连同坝顶一起以泥结碎石硬化宽4m。路面厚度不小于20cm,采用鱼背型,即路中心略高,以2%的坡度向两侧倾斜,以免路面积水。该水库原有管理房,在“5.12”地震中损毁严重,不能居住,本次根据《四川省水利厅关于震损水库除险加固若干技术问题的意见》(川水函[2008]620号),设计新建管理房20m2,建于大坝右侧上游约50m原管理房位置。1.1工程运行管理丰收水库仅靠溢洪道泄洪,经应急抢险改造后防洪起调水位(即溢洪道底高程)640.00m,没有闸门控制,靠自然溢流泄洪,因此运行管理应做好日常巡查工作,尤其是汛期,应落实昼夜值班巡查制度。巡查项目主要是坝坡渗流、建筑物稳定、坝顶超高及白蚁防治等,当发现险情隐患时应迅速向上级主管部门汇报,及时采取相应措施排除险情。对震后应急处理的裂缝、塌陷等部位应重点巡查,确保工程安全。平时应储备一定的砂、石料、编织袋等防汛物资,做好处理一切可能险情的准备。61 1工程占地及拆迁1.1工程占地工程占地包括永久占地和临时占地。本工程为现有水库除险加固,各建筑物施工均位于水库管理范围内,防汛道路扩建需要占用约3000m2(4.5亩)荒坡地,权属单位洪恩村已承诺不需要补偿费,因此本工程不计永久占地;施工布置利用坝外及坝端平台,仅部分弃土、弃渣需要约1亩山坳荒地,权属单位也承诺不需补偿,因此本工程不计临时占地,即工程占地为0亩。1.2拆迁安置本工程不涉及拆迁,不涉及生活安置;同时工程不占用耕地,不涉及生产安置,因此本工程没有拆迁安置内容。1.3工程占地补偿因工程占地、拆迁安置均为0,因此不再计列补偿费。61 1环境影响评价及水土保持设计1.1环境保护1.1.1工程对环境影响的预测丰收水库除险加固工程,以使工程达到正常运行功能、消除震损隐患、改善人类生存环境为目的,其工程内容、采用建材及施工方法可基本保证不产生新的污染,工程的整治后可充分发挥其防洪、灌溉效益,避免减少洪旱灾害带来的经济损失,有利于区域社会稳定,促进灌区及下游经济的发展,效益显著。对施工期产生的少量粉尘、噪声、废水、施工安全等的不利影响,均可采取相应措施避免或减少。因此,本工程的整治加固无突出的环境问题。1.1.2环保措施1)水质保护本工程属整治维护工程,主要由人工和机械施工,车辆均不在工地维修,在办公生活区修建简易公厕及污水池,经初级处理用于农田施肥,基本上对水质无影响。2)噪声防治本工程区距居民区较远(最近处大于600m),噪声主要对施工和建设管理人员产生影响,建议采用噪声较小的机械施工,并尽可能深夜停工。物料运输过程中会对道路沿线居民产生少量噪声污染,但时间很短,建议安排在白天集中运输物料,避免高音鸣笛,尽可能减少对群众的噪声干扰。3)空气质量保护装载多尘物料时,应堆放整齐以减少受风面积,并适当加湿以尽量降低运输过程中起尘量。水泥在装卸运输过程中,应采取良好的密封状态。4)人群健康保护61 对施工区进行卫生清理。施工人员进场前应进行卫生检疫,严重传染者不得进入施工区。在施工区设立卫生医疗所,定期进行防疫检查。加强食品卫生监督管理,注意生活饮用水卫生。搞好施工区环境卫生,设置专门的垃圾堆放点,定时清运及时消毒。做好灭鼠灭蚊蝇工作,防止鼠类、蚊蝇类疾病传播。5)施工安全与交通加强安全生产的宣传教育工作。科学安排施工程序。在工区危险地段设置安全防护措施,确保工区安全。6)环境管理工程管理部门应设置管理机构并应加强工程环境管理。制定施工区环境管理办法,监督实施。做好施工期各种突发性污染事故的防范工作,准备应急处理措施。组织实施施工期环境监测,为工程环境管理提供科学依据。加强对施工人员的环保宣传教育,增强环保意识。在施工后期,组织好工区生态环境恢复和改善工作,恢复施工迹地、进行施工区绿化等。7)环境监测对施工区水质、大气和噪声进行必要的监测,以及时掌握各施工阶段的环境污染程度和范围。建立疫情报告制度,了解施工人员的健康状况,保障工程顺利进行。1.1.1评价结论综上所述,该整治加固工程对环境的改善总体十分有利,不利的方面是轻微的、局部和暂时的,可采取相应的工程措施和非工程措施予以消除或消减到最低程度。从环境分析,不存在影响本工程的重大制约因素。整治工程从环境方面评价是可行的、有利的。1.2水土保持本工程属于长江上游地区,加强该区域的水土保持工作,对于防止长江流域水土流失、减少长江水害是非常重要的。61 1.1.1自然环境与水土流失的关系工程区岩石质地不均一,多为泥岩、砾岩及砂岩,抗风化能力较弱,风化后呈粒状和碎屑剥落,特别是溢洪道区域山体陡峻而破碎,易于垮塌,这些都是对水土保持不利的因素。水库建成初期,库区内植被较差,水土流失较为严重,近年来随着水土保持意识的加强,江油市已被列为长江中上游水土保持工程整治样板县(市),目前,工程区域内经多年来的绿化,树木山林长势茂盛,水土保持有了明显的改善。1.1.2工程对水土流失的影响水库工程对水土保持的有利因素是:水库枢纽除险加固,使工程的安全性达到规范要求,防止洪涝灾害的发生,同时,工程将更好的为灌区提供良好的水资源,减小旱灾发生的可能,这些正是水土保持的目的之一。另外,大坝内坡防护、坝顶硬化、防汛道路硬化及道路排水管整治等工程完工后,可有效减少水土流失。工程对水土保持的不利影响是:工程土方、坡面整治、石料开采等,对现有地貌有一定损害,可能导致一定程度上的水土流失,在施工期也会产生少量水土流失。1.1.3水土保持措施施工临时设施施工前预先将占用耕地的地表土耕作层剥离,在工区内设置临时堆料场集中堆存作为渣场覆土复耕或造地的料源(表土耕作层临时堆料场地的防护处理如前所述)。施工结束后,即时平整处理,回填剥离的耕作土,恢复耕地的生产力。根据当地的坡面水系和原灌溉渠系的走向,理顺灌排沟渠。非耕地平整后绿化处理。弃渣填筑场和施工临时设施占地,种植速生的乔木,下垫面撒播草籽形成草坪覆盖绿化,建设用地开发后,种植的树木和草坪可移植作为公共绿地建设使用。61 1.1水土保持、环境保护投资概算本工程属小(2)型水库除险加固工程,工程规模较小,水土保持和环境保护措施较少且难以准确计量,根据其它类似工程类比,水土保持和环境保护投资分别占工程总投资的1%左右,本次设计简化计算,水土保持和环境保护投资分别按3万元和2万元计列,共计5万元。水土保持投资用于施工开挖面保护、临时堆土(砂)区覆盖和排水、弃土区边坡防护、植树种草等;环境保护投资用于施工人员体检、灭鼠灭蚊蝇、饮用水消毒、交通管理、环境管理等。环保和水保投资由工程建设管理机构控制,由工程监理监督,专款专用,不得挪用到其它工程、其它项目。61 1工程概算1.1编制说明1.1.1工程概况丰收水库自然集雨面积0.68km2,坝址以上主河道长1.42km,河槽比降28.92‰。大坝下游1.5km处有108国道,影响人口约1000人,耕地1500亩。工程始建于1973年,1978年竣工投入使用,是一座以灌溉为主,兼有防洪、供水、养殖等综合效益的小(2)型水库。水库设计灌溉面积1000亩,实际有效灌溉面积700亩。设计洪水标准为20年一遇,校核洪水标准200年一遇。水库大坝为均质土坝,坝顶高程642.0m,最大坝高13.1m,坝顶长160m,坝顶宽5.0m,上游坝坡平均坡比为1:2.1,下游坝坡坡比为1:2.5,大坝下游坡采用干砌块块石护坡至坝顶,渗漏严重,2003年鉴定为三类坝。水库溢洪道位于大坝左侧,为正槽进口溢洪道,堰顶宽3m,堰顶高程640.0m。溢洪道全长67.7m,侧墙及底板均采用浆砌石衬砌。溢洪水流经消能后泄入下游小河沟。水库放水设施位于大坝右岸,石质梯级卧管,浆砌条石衬砌,改造中,设计流量为0.16m3/s,加大流量为0.25m3/s。本次除险加固工程主要建设内容为:坝基渗漏,并治理白蚁危害;增设大坝上游护坡并减缓下游护坡;扩建溢洪道,使其满足规范要求;翻修放水卧管,治理其渗漏。完成本工程的主要工程量为:土方开挖223.60m3,土方回填120.00m3,砌石2739.90m3,混凝土60.20m3,泥结碎石路面8633.00m2,生产桥梁1座36.90m2等。计划施工总工期6个月。1.1.2投资主要指标本工程概算静态总投资为217.45万元。工程部分静态总投资为207.09万元,其中建筑工程147.4961 万元,机电设备及安装工程0万元,金属结构设备及安装工程4.56万元,临时工程15.04万元,独立费用40.00万元,基本预备费10.35万元,未计价差预备费。水土保持及环境保护工程投资5万元。1.1.1概算编制原则和依据1)本工程设计概算按2008年第二季度的价格水平编制。2)水利部水总(2002)116号文颁发的《水利工程设计概(估)算编制规定》。3)四川省水利厅川水函〔2008〕620号颁发的“四川省水利厅关于印发震损水库除险加固编制大纲及若干技术问题的通知”。4)水利部水总(2002)116号文颁发的《水利建筑工程概算定额》。5)水利部水总[2005]389号文颁发的《关于发布水利工程概预算补充定额的通知》。6)水利部水总(2002)116号文颁发的《水利工程施工机械台时费定额》。7)国家计委计价格[2002]10号文颁发的《工程勘察设计收费管理规定》。8)设计文件及图纸。1.1.2基础资料编制1)人工预算单价按枢纽工程计算,工长为7.11元/工时,高级工为6.61元/工时,中级工为5.62元/工时,初级工为3.04元/工时,机械工为5.62元/工时。2)主要材料预算价格工程所需钢筋、水泥、木材、油料等材料在江油市或当地购买。砂料、石子从乱石山料场购买,运距30km,块石条石在库区附近开采,运距3km。61 由于水泥、钢筋、汽油、柴油等主材价格较高,且市场价格变化波动较大,为控制和合理确定工程单价,采用限价方式进入工程单价,预算价超出部分作为价差,计入税金后列入相应部分。限价标准:水泥300元/t、钢筋3000元/t、柴油3500元/t、汽油3600元/t、炸药5000元/t、板枋材1100元/m3、砂、石料控制在70元/m3内。3)风、水、电价格施工用电由400m外接入动力电源,综合电价为0.82元/kWh。施工用水采用集中与分散相结合供水,计算水价为0.68元/m3。施工用风价格经计算为0.16元/m3。4)其他材料预算价格其他次要材料预算价格参考当地有关价格信息及其他工程的情况确定。5)其他直接费:包括冬雨季施工增加费、夜间施工增加费、小型临时设施摊销费及其他费用,以上费用合计按占基本直接费的百分率计,建筑工程取2%。6)现场经费及间接费:现场经费及间接费费率标准见表11.1-1。表11.1-1现场经费及间接费费率表序号工程类别现场经费间接费计算基础费率%计算基础费率%1土石方工程直接费9直接工程费92砂石备料工程直接费2直接工程费63模板工程直接费8直接工程费64混凝土浇筑工程直接费8直接工程费55钻孔灌浆及锚固工程直接费7直接工程费76其他工程直接费7直接工程费77)企业利润:7%。8)税金:3.22%。9)主体建筑工程、交通工程、房屋建筑工程:按工程量乘单价或扩大指标编列;10)其他建筑工程按设计工程量乘单价或扩大指标编列。61 11)施工导流、施工交通、施工供电、施工仓库工程:按工程量乘单价或扩大指标编列;12)办公、生活及文化福利建筑:按一至四部分至本项以上累计建安工作量之和的1.5%计算。13)其他施工临时工程:按一至四部分至本项以上累计建安工作量之和的3.5%计算。1.1独立费用1)项目建设管理费按建安工程量的2.5%计取;2)工程建设监理费按建安工程量的3%计取;3)不计生产准备费、联合试运转费;4)按国家计委计价格[2002]10号文颁发的《工程勘察设计收费管理规定》计取;5)占用水库管护区内的土地不计建设及施工场地征用费;6)其他:工程定额测定费按建安工程量的0.08%计取;工程质量监督费和工程质量检测费按建安工程量的0.16%;招标业务费按一至四部分费用合计的0.7%计取;不计工程保险费。1.2预备费基本预备费按工程一至五部分投资的5%计列。1.3概算表及附件工程概算表及附件附于本报告之后。总概算表建筑工程概算表金属结构设备及安装工程概算表施工临时工程概算表61 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