赤峰市阿魯科爾沁旗沙壩水庫(kù)除險(xiǎn)加固工程設(shè)計(jì)報(bào)告

{工程設(shè)計(jì)管理}赤峰市阿魯科爾沁旗沙壩水庫(kù)除險(xiǎn)加固工程設(shè)計(jì)報(bào)告第一節(jié)工程概況沙壩水庫(kù)位于內(nèi)蒙古自治區(qū)赤峰市阿魯科爾沁旗北部的巴彥溫都蘇木瑪尼吐嘎查東2km處，屬烏力吉沐淪河支流、黑哈河上游，118km119°44′47″,44°36′38″。該水庫(kù)是一座以防洪、灌溉為主，兼顧向白音花水庫(kù)調(diào)水的?。?）型水庫(kù)。壩址以上流域面積2077km2，主河道長(zhǎng)80km，比降為良好，是黑哈爾河主要產(chǎn)流區(qū)。多年平均徑流總量為4930萬(wàn)m3，占黑哈爾河全流域的49%、站全旗的38%。多年平均降雨量為403mm，2067mm。二、工程主要效益沙壩水庫(kù)主要效益為防洪、灌溉和跨流域調(diào)水。水庫(kù)下游保護(hù)著沿黑哈爾河分布的罕廟、賽罕他拉、坤都、寶力召等4個(gè)蘇木（鎮(zhèn)、9593561513.54.5萬(wàn)畝農(nóng)田以及所屬的機(jī)關(guān)、學(xué)校、公路、水電設(shè)施等。黑哈爾灌區(qū)106312～4.5使巨大的灌溉效益得不到充分發(fā)揮。另外，沙壩水庫(kù)還承擔(dān)著向白音花水庫(kù)跨流域調(diào)水的任務(wù)，長(zhǎng)達(dá)84km的輸水渠道同期貫通，已連續(xù)8000m3得了巨大的經(jīng)濟(jì)效益、社會(huì)效益和生態(tài)效益，帶動(dòng)了兩個(gè)流域的經(jīng)濟(jì)發(fā)展。三、工程簡(jiǎn)要建設(shè)過(guò)程及主要建筑物特性參數(shù)現(xiàn)有的阿旗水利局提供的有關(guān)圖紙均是后來(lái)申報(bào)水庫(kù)除險(xiǎn)加固項(xiàng)目時(shí)設(shè)計(jì)的圖紙，與建筑物實(shí)際建設(shè)情況相差較大。沙壩水庫(kù)主要建筑為：1、主壩：2400m、最大壩高為7.5m2003年7月52400m5.25m、最6.96m1：1.8，背水坡邊坡系數(shù)為1：2.44。本次除險(xiǎn)加固，根據(jù)壩體土料性質(zhì)，確定頂寬為5m、最大頂設(shè)防浪墻。2、輸水洞：兩孔，孔口尺寸為1.6×1.8m，設(shè)計(jì)輸水流量為20m3/s，本次除險(xiǎn)加固將維修輸水洞進(jìn)口，新建啟閉室、更換起閉機(jī)與閘門(mén)。3、副壩：副壩為98年大洪水以后重建。長(zhǎng)200m、頂寬4.8m、迎水坡1：2.5、背水坡1：2.0，平均壩高5.5m，結(jié)構(gòu)尺寸與設(shè)計(jì)值相符。壩2.6m，底寬9.6m，高2m。此次除險(xiǎn)加固，將原壩高調(diào)整與主壩相同高度，邊坡系數(shù)與主壩相同，壩頂設(shè)防浪墻。4、溢洪道：556.50m2.0m消力池長(zhǎng)7m，堰頂與消力池間由8m長(zhǎng)、1：4陡坡相連，后設(shè)消力坎，坎高0.8m，經(jīng)5m過(guò)度段后至下游河道。溢洪道寬度為15m。大411028.5m39.5m。26萬(wàn)m3，動(dòng)用人工近30萬(wàn)人，出動(dòng)車(chē)輛約5萬(wàn)輛次，未用國(guó)家一分錢(qián)投資，全部由群眾投工、投勞、投料解決，只是98年大水以后恢復(fù)沖毀的副壩及建設(shè)溢洪道。國(guó)家投資了66萬(wàn)元，其余仍由地方和群眾投工、投勞、出資建設(shè)。水庫(kù)建成后雖因建設(shè)質(zhì)量差影響了效益的充分發(fā)揮，但仍能400m32～4.5基地得以灌溉。所以其效益還是明顯的。（1）型水庫(kù)，壩高在15m以下的應(yīng)按平原海20100年一遇，工程等級(jí)為Ⅳ級(jí)，主要建筑物為4級(jí)，次要建筑物為5級(jí)。設(shè)0.5m0.3m。四、除險(xiǎn)加固的緣由：現(xiàn)已顯現(xiàn)出明顯的病險(xiǎn)狀態(tài)。為此，阿旗水利局委托設(shè)計(jì)單位對(duì)沙壩水庫(kù)進(jìn)行了安全鑒定，并按規(guī)定提交了各項(xiàng)報(bào)告。經(jīng)赤峰市水利局、內(nèi)蒙古自治區(qū)水利廳和水利部大壩安全管理中心的三級(jí)審核，確定沙壩水庫(kù)為三類壩，需進(jìn)行除險(xiǎn)加固，以緩解該地區(qū)的防洪壓力，減輕洪災(zāi)造成的損失。經(jīng)初步計(jì)算評(píng)估，水庫(kù)一旦垮壩，將造成965萬(wàn)元的直接經(jīng)濟(jì)損失，使原有的近4萬(wàn)畝農(nóng)田失去灌溉能力，直接影響該地區(qū)的經(jīng)濟(jì)發(fā)展。所以，對(duì)沙壩水庫(kù)進(jìn)行除險(xiǎn)加固是十分必要的。受阿魯科爾沁旗水利局委托，我公司承擔(dān)了沙壩水庫(kù)除險(xiǎn)加固設(shè)計(jì)工作。該設(shè)計(jì)自2003年8月20日開(kāi)始，9月20日結(jié)束。歷時(shí)一個(gè)月，完成工程勘測(cè)、設(shè)計(jì)、概算及初步設(shè)計(jì)報(bào)告編制等諸項(xiàng)工作。五、初步設(shè)計(jì)修正與補(bǔ)充20031219～20的邊坡、放浪墻結(jié)構(gòu)型式、溢洪道消能方式等進(jìn)行了修改，補(bǔ)充了提出了修改后的初步設(shè)計(jì)報(bào)告。六、設(shè)計(jì)依據(jù)12步設(shè)計(jì)復(fù)核意見(jiàn)》3（GB50201-94）4（DL/T5089-1999）5（SL247-2001）6（SL189-96）7（SL253-2000）8（SL/T191-95）9（SL-74-95）10（SDJ302-88）11（SL106-1996）12（DL/T5129-2001）13、水利部水總[2002]116號(hào)發(fā)布的《水利水電工程概（估算14（SL72-92）15（DL5021-93）16第二節(jié)水文沙壩水庫(kù)地處黑哈爾河上游，庫(kù)區(qū)內(nèi)無(wú)水文站，其下游5km處設(shè)有白音他拉水文站，該站的洪水、徑流、暴雨資料齊全。本設(shè)計(jì)對(duì)該站資料進(jìn)行了還原計(jì)算，采用面積比擬法修正到壩址處，其計(jì)算成果見(jiàn)下表：設(shè)計(jì)洪水計(jì)算成果表1-1洪水系列采用參數(shù)頻率P（%）大洪水N大洪水次數(shù)實(shí)測(cè)年限均值CVCS/CV地址12510102141481.73.5430.1313.4178.698.5壩 址235.7171.797.9541021413201.653.5278420451184640壩 址1419.71042.9603.8326.41021418301.653.57221530430711702壩 址3520.72454.41497.3829.8黑哈爾河屬多泥沙河流，多年平均懸移質(zhì)輸沙量為4.91萬(wàn)噸。第三節(jié)地質(zhì)工程所在地區(qū)位于大興安嶺南麓山地草原，地形為連綿起伏的中高山及河川谷地，海拔在550～1150m之間。地層巖性為新生界第水位埋深2～25m，含水層厚為2～28m。根據(jù)壩址附近的水文地質(zhì)工程地質(zhì)資料分析得出的結(jié)論如下：1、水庫(kù)為一般性地址條件，不存在塌滑體和潛在不穩(wěn)定巖土體的特殊情況。2、壩基、壩體滲漏嚴(yán)重，應(yīng)做防滲處理。3、工程所在地在Ⅵ度以下地震裂度區(qū)，按規(guī)范規(guī)定不需要進(jìn)行20038165.9,致使壩體和相應(yīng)建筑物遭到不同程度的破壞。因此，本次設(shè)計(jì)地震烈度為Ⅶ度，在計(jì)算壩高時(shí),考慮地震壅高的影響、后壩腳設(shè)壓重。計(jì)要求,可就近取用。5、工程技施設(shè)計(jì)階段應(yīng)進(jìn)一步詳細(xì)勘察壩址水文地質(zhì)、工程地質(zhì)情況，根據(jù)其結(jié)果進(jìn)行必要的修改和補(bǔ)充說(shuō)明。第四節(jié)工程任務(wù)和規(guī)模沙壩水庫(kù)是一座以防洪、灌溉為主，兼顧養(yǎng)殖、跨流域調(diào)水以及生態(tài)保護(hù)、發(fā)展旅游等綜合利用的水利工程。根據(jù)水庫(kù)洪水調(diào)節(jié)和興利調(diào)節(jié)的計(jì)算結(jié)果，本次除險(xiǎn)加固設(shè)計(jì)的水庫(kù)特征水位及庫(kù)容為：1、死水位557.00m，死庫(kù)容為150萬(wàn)m3。2559.0m400m3。3、設(shè)計(jì)洪水位559.10m，相應(yīng)庫(kù)容為585萬(wàn)m3。4559.97m860m3。5558.67m450m3。本次除險(xiǎn)加固初步設(shè)計(jì)壩頂高程=校核水位+非常運(yùn)用條件下的壩頂超高+波浪爬高，經(jīng)計(jì)算為561.16m，取壩頂高程為560.0m，壩561.20m1.20m。第五節(jié)工程布置及主要建筑物沙壩水庫(kù)本次除險(xiǎn)加固初步設(shè)計(jì)總庫(kù)容為860萬(wàn)m3，工程規(guī)模為?。?）4根據(jù)水利部大壩安全管理中心《關(guān)于沙壩水庫(kù)三類壩安全鑒定維修輸水洞；改建溢洪道；壩體、壩基防滲；主、副壩迎水坡干砌石護(hù)修；背水坡碎石蓋重；增設(shè)防浪墻、排水體；增設(shè)、完善大壩安全監(jiān)測(cè)設(shè)施；維修管理房；重建輸水洞啟閉室、更換閘門(mén)和啟閉機(jī)。經(jīng)計(jì)算，此次除險(xiǎn)加固設(shè)計(jì)共動(dòng)用土方量242758m3，石方量11040m33317m3。第六節(jié)施工無(wú)紡布、土工膜、房建等，以上各項(xiàng)目的施工嚴(yán)格按《碾壓式土壩（DL/T5129-2001）及其它有關(guān)現(xiàn)行規(guī)范執(zhí)行。1820045200511第七節(jié)環(huán)保設(shè)計(jì)沙壩水庫(kù)除險(xiǎn)加固工程的實(shí)施，將進(jìn)一步改善庫(kù)區(qū)及流域的生態(tài)環(huán)境，減緩草場(chǎng)沙化的速度，增加草原植被覆蓋度，改善人和其他動(dòng)植物的生存條件，其環(huán)保作用非常明顯。其負(fù)面影響僅發(fā)生在施工期，對(duì)于料廠、建設(shè)現(xiàn)場(chǎng)等對(duì)自然環(huán)境的破壞，隨著施工期結(jié)束以及保護(hù)措施的跟進(jìn)實(shí)施，其負(fù)面影響隨即消失。第八節(jié)工程管理沙壩水庫(kù)管理單位為水庫(kù)管理所，隸屬于阿旗水務(wù)局，事業(yè)單施。沙壩水庫(kù)為中型水庫(kù)，參照《水庫(kù)工程管理設(shè)計(jì)規(guī)范》（106-1996）中型水庫(kù)的規(guī)定劃定工廠管理和保護(hù)范圍。第九節(jié)設(shè)計(jì)概算沙壩水庫(kù)除險(xiǎn)加固初步設(shè)計(jì)概算依據(jù)水利部水總[2002]116號(hào)發(fā)布的《水利工程概（估）2499.65,1864.42元，占總投資的78.32%；機(jī)電設(shè)備及安裝工程投資64.13萬(wàn)元，占資的1.78%；臨時(shí)工程投資110.59萬(wàn)元，占總投資的4.65%；獨(dú)??299.0712.56%119.035%計(jì)算。第十節(jié)經(jīng)濟(jì)評(píng)價(jià)（SL72-92）進(jìn)行本工程的國(guó)民經(jīng)濟(jì)評(píng)價(jià)。經(jīng)分析計(jì)算，經(jīng)濟(jì)凈效益現(xiàn)值為4817.18萬(wàn)元，大于零，經(jīng)濟(jì)效益費(fèi)用比為2.22，說(shuō)明該工程項(xiàng)目經(jīng)濟(jì)上是合理的。附：沙壩水庫(kù)除險(xiǎn)加固特性表單位數(shù) 量原設(shè)計(jì)安全鑒定本次初設(shè)一、水文1、流域面積全流域Km2333壩址以上Km22077207720774930493049303、代表性流量多年平均流量S444S10701070P（%）55及流量S99P（%）11及流量S774、洪量883377775、泥沙萬(wàn)t11多年平均含沙量35萬(wàn)t88二、水庫(kù)1、水庫(kù)水位校核洪水位m07設(shè)計(jì)洪水位m00正常蓄水位m00汛期限制水位m07死水位m003603、水庫(kù)容積）355860）80585）275410）80400）80150單位數(shù) 量原設(shè)計(jì)原設(shè)計(jì)三、工程效益指標(biāo)1、防洪效益防洪標(biāo)準(zhǔn)P（%）11保護(hù)鎮(zhèn)、鄉(xiāng)、蘇木個(gè)444保護(hù)耕地萬(wàn)畝555保護(hù)草場(chǎng)萬(wàn)畝555保護(hù)人口萬(wàn)人6662、灌溉效益灌溉耕地面積萬(wàn)畝556灌溉草場(chǎng)面積萬(wàn)畝554灌溉保證率P（%）505050最大引用流量S101010年用水140034793、養(yǎng)殖效益34、旅游效益0四、主要建筑物）壩型地震基本烈度度Ⅶ壩頂高程m550最大壩高m560壩頂長(zhǎng)度m240024002600壩頂寬度m050迎水面坡度80背水面坡度45）堰頂高程m50堰寬m155最大泄量S5213消能方式底流底流底流閘門(mén)型式閘門(mén)尺寸及數(shù)量3啟閉機(jī)型式啟閉機(jī)規(guī)格及數(shù)量5，1）設(shè)計(jì)流量S202020最大流量S444單位數(shù) 量原設(shè)計(jì)安全鑒定本次初設(shè)洞深結(jié)構(gòu)型式洞深斷面尺寸m888閘門(mén)型式閘門(mén)尺寸、數(shù)量224啟閉機(jī)型式啟閉機(jī)規(guī)格、數(shù)量224五、施工1、主體工程量土方填筑m3242758干砌石m30漿砌石m38鋼筋砼m35土工膜m20無(wú)紡布m245815復(fù)合土工格柵石籠m38模板m23水泥t9鋼筋t4鋼材t0木材m3塊石m311040油t柴油t3、所用勞力總工時(shí)7高峰期人數(shù)人18004、施工占地畝300六、經(jīng)濟(jì)指標(biāo)1、總投資萬(wàn)元2499.652、建筑工程投資萬(wàn)元1864.423、機(jī)電設(shè)備及安裝工程萬(wàn)元64.134、金屬設(shè)備及安裝工程萬(wàn)元42.415、臨時(shí)工程投資萬(wàn)元110.596、獨(dú)??費(fèi)用萬(wàn)元299.077、基本預(yù)備費(fèi)萬(wàn)元119.03第二章水文第一節(jié)流域概況一、自然地理概況、后出境流入通遼市。二、流域特征至利用該河水資源將對(duì)阿旗的發(fā)展起著重要的作用。三、工程上游水利概況2第二節(jié)氣象一、氣象站分布及觀測(cè)概況該流域的氣象情況，資料可靠。二、主要?dú)庀筇卣?。沙壩水?kù)地區(qū)主要?dú)庀筇卣鞅?—196604650般在1172。374月3月5月49年平均各月降雨量表。本地區(qū)多年平均降雨量表表2－2單位：mm月 份123456789101112全年降雨量5066408865834036本地區(qū)多年平均庫(kù)面蒸發(fā)損失量為2067.4mm，其中55388.5mm18.8%。2－3本地區(qū)多年平均各月水面蒸發(fā)量表表2－3單位：mm月 份123456789101112全年蒸發(fā)量(mm)5239549541524第三節(jié)水文基本資料及測(cè)站情況一、水文資料黑哈爾河沙壩水庫(kù)地處黑哈爾河上游，庫(kù)區(qū)內(nèi)無(wú)水文站，其下游35km處設(shè)有白音他拉水文站，該水文站洪水資料，徑流資料，暴雨資料比較齊全，而且距黑哈爾沙壩水庫(kù)較近，只有35km，所用資料都是白音他拉水文站實(shí)測(cè)資料，通過(guò)還原計(jì)算后，采用面積比擬法修正到壩址處。二、白音他拉水文站簡(jiǎn)介吉林廟水文站于1956年由內(nèi)蒙古自治區(qū)水利廳建站，1963年7119686耕種稻田斷面破壞，故吉林廟水文站上遷5公里，改名為朝毛都水文站，1969年12月改由遼寧省水文總站領(lǐng)導(dǎo)。1976年1月1日朝毛都水文站上遷約10km拉水文站。197971115509819571998三、面積比擬法換算公式為FS、FB—分別為沙壩水庫(kù)和白音他拉站流域面積，F(xiàn)S=2077Km2FB=5098Km270。第四節(jié)徑流本次初設(shè)采用白音他拉站1957年～1997年40年（1968年無(wú)資料）實(shí)測(cè)徑流資料，通過(guò)計(jì)算得出白音他拉站多年平均徑流量為1.21×108m34929.7萬(wàn)m3，多年平均徑流深為23.7mm。一年徑流的計(jì)算年徑流頻率及參數(shù)計(jì)算2—4年份測(cè)徑流量83排序頻率KiKi-1(Ki-1)21959吉3.7203.610312.42.981.983.9201960吉2.9132.830424.92.341.341.7961993白2.5302.5303737.32.091.091.1181986白1.8101.8103049.81.500.500.2501994白1.7201.72038512.21.420.420.1761990白1.6201.62034614.61.340.340.1161969朝1.6271.57913717.11.300.300.0901957吉1.6081.5601819.51.290.290.0841991白1.5301.53035922.01.260.260.0681961吉1.5721.52551024.41.260.260.0681992白1.5101.510361126.81.250.250.0631970朝1.4541.411141229.31.170.170.0291988白1.3901.390321331.71.150.150.0231958吉1.4721.38521434.11.140.140.0201987白1.3801.380311536.61.130.130.0171996白1.3001.300401639.01.070.070.0051971朝1.3331.293151741.51.070.070.0051985白1.2801.280291843.91.060.060.0041962吉1.1201.08761946.30.9-0.10.0101984白1.0401.04282048.80.85-0.150.0231995白1.0101.01392151.20.83-0.170.0291964吉1.0070.97782253.70.81-0.190.0361963吉0.97280.94472356.10.78-0.220.0481979白0.92760.9276232458.50.77-0.230.0531989白0.87960.8796332561.00.73-0.270.0731966吉0.87620.850102663.40.70-0.300.0901967吉0.85010.825112765.90.68-0.320.1021997白0.82140.8214412868.30.67-0.330.1091965吉0.83500.81092970.70.67-0.330.1091973朝0.80710.783173073.20.65-0.350.1231974朝0.79280.769183175.60.64-0.360.1301983白0.75700.7570273278.00.63-0.370.1371972朝0.73130.710163380.50.59-0.410.1681975白0.69150.671193482.90.55-0.450.2031980白0.61200.612243585.40.51-0.490.2401977白0.58700.587213687.80.49-0.510.2601982白0.55200.552263790.20.46-0.540.2921976白0.56460.548203892.70.45-0.550.3031978白0.50400.504223995.10.42-0.580.3361981白0.48500.4850254097.60.40-0.600.3601968吉1241合計(jì)49.19348.412640011.156各種頻率年徑流計(jì)算表2—5P%12510205075909599KP2.592.321.961.671.360.900.630.470.390.29）3.132.812.372.021.651.090.760.560.470.35p=50%，根據(jù)年徑流變差系數(shù)CV=0.49CS=2.5CVp=50%KP=0.9W50%=KP=0.9×4929.7=4436.7m3。二、徑流年內(nèi)分配根據(jù)年徑流頻率曲線，查得p=50%年徑流與1984年徑流非常相W月=W50%×各月分配百分?jǐn)?shù)（%2－6，p=50%徑流年內(nèi)分配計(jì)算表P=50%徑流年內(nèi)分配計(jì)算表表2－6單位：萬(wàn)m3月份123456789101112合計(jì)100960817873100)1043618562716～741.8%1～311～127.1%。第五節(jié)洪水一、歷史洪水沙壩以上集水面積2077Km2，主河道長(zhǎng)80Km，河道兩側(cè)多為山林和天然草場(chǎng)，植被良好，自有水文記載以來(lái)，1998生較大洪水。根據(jù)沙壩水庫(kù)下游的白音他拉站40多年的觀測(cè)成果，期間超過(guò)50m3/s的最大洪水三次：1979年8月20日最大洪峰流量51.8m3/s；1990年7月26日最大洪峰流量83.5m3/s；1993年8月7日最大洪峰流量55.6m3/s。這說(shuō)明，黑哈爾河沙壩水庫(kù)上游段洪峰流量在503/s左右機(jī)率較大，平均每十年左右發(fā)生一次，且呈現(xiàn)逐漸變頻的趨勢(shì)。二、特大洪水分析1、降水過(guò)程一九九八年入汛以來(lái)，黑哈爾河流域發(fā)生了歷史以來(lái)最為嚴(yán)重的洪澇災(zāi)害，從6月14日到8月10日兩個(gè)月內(nèi)，降雨量達(dá)510mm，比歷史同期平均值多256mm。期間有四次較強(qiáng)的降雨過(guò)程：7月13日至14日，整個(gè)黑哈爾河流域普降暴雨，歷時(shí)持續(xù)16小時(shí)，降雨強(qiáng)度達(dá)150mm/d；7月18日至19沙壩水庫(kù)上游的部分地區(qū)驟降暴雨，致使沙壩水庫(kù)上游來(lái)水量遠(yuǎn)遠(yuǎn)超過(guò)溢洪道和泄洪洞的泄洪能力。7月228月8日，黑哈爾流域又降暴雨，日降雨量達(dá)164mm，致使山洪爆發(fā)，洪水泛濫，山洪大量涌入黑哈爾河分洪干渠，渠首部分設(shè)備及一號(hào)47根據(jù)白音他拉站提供的資料，98年8月8日最大洪峰流量1070m3/s，是有水文記載以來(lái)最大洪峰流量，其24小時(shí)和三日洪量W24p=6454.1m3，W三p=15724.8m3。2、分析依據(jù)及結(jié)論“和白音他拉水文站設(shè)計(jì)洪水協(xié)調(diào)結(jié)果確定1998102沙壩水庫(kù)洪水資料系列表2—7年份測(cè)站洪峰流量(m3/s)一日洪量（m3）三日洪量（m3）實(shí)測(cè)修正實(shí)測(cè)修正實(shí)測(cè)修正1957吉林廟33.933.2278.2272.0742.2724.51958吉林廟49.548.5338.7331.1818.2798.71959吉林廟69.568.1572.8560.01540.51503.81960吉林廟65.464.1521.9510.21327.11295.51961吉林廟25.024.5212.5207.8597.9583.71962吉林廟36.535.8261.8255.9676.5660.41963吉林廟29.729.1208.2203.5527.9515.31964吉林廟28.828.2245.4239.9667.9652.01965吉林廟22.622.1154.7151.2362.9354.31966吉林廟25.024.5200.4195.9548.6535.51967吉林廟21.721.3125.3122.5326.6318.81969朝毛都28.327.7230.7225.5592.7578.61970朝毛都25.224.7197.9193.5525.3512.81971朝毛都42.841.9258.3252.5667.9652.01972朝毛都22.021.6183.2179.1511.5499.31973朝毛都15.715.4122.7120.0307.6300.31974朝毛都19.919.5158.1154.6375.0366.1續(xù)表1975朝毛都22.321.9163.3159.6449.3438.61976白音他拉22.922.9151.2151.2355.1355.11977白音他拉17.117.1116.6116.6271.0271.01978白音他拉11.011.072.472.4178.9178.91979白音他拉58.158.1443.2443.2981.5981.51980白音他拉22.422.4169.3169.3436.3436.31981白音他拉12.312.3105.4105.4296.4296.41982白音他拉17.017.0130.5130.5293.0293.01983白音他拉17.117.1124.4124.4305.9305.91984白音他拉19.319.3158.1158.1419.9419.91985白音他拉29.729.7209.1209.1608.3608.31986白音他拉26.926.9224.6224.6588.4588.41987白音他拉28.828.8232.4232.4658.4658.41988白音他拉32.232.2269.6269.6759.5759.51989白音他拉17.017.096.896.8238.5238.51990白音他拉83.583.5509.8509.81391.01391.01991白音他拉32.032.0259.2259.2649.7649.71992白音他拉44.644.6357.7357.7985.0985.01993白音他拉55.655.6438.0438.01270.11270.11994白音他拉37.737.7302.4302.4838.9838.91995白音他拉16.416.4135.6135.6331.8331.81996白音他拉45.145.1376.7376.7872.6872.61997白音他拉35.535.5248.0248.0501.1501.11998白音他拉107010706454.16454.115724.815724.8一、最大洪峰流量頻率及參數(shù)計(jì)算現(xiàn)搜集到的41年最大洪峰流量資料中，1998年洪峰流量為1070m3/s，是30年平均流量的17倍，屬特大洪水。根據(jù)松遼委有關(guān)專家演算論證,98102洪峰流量頻率按連續(xù)系列計(jì)算，其計(jì)算公式如下：1、驗(yàn)頻率計(jì)算公式式中：—特大洪水經(jīng)驗(yàn)頻率；—年系列中按大小排列的次序；—特大洪水重現(xiàn)期。式中：Pm—實(shí)測(cè)系列所余各項(xiàng)經(jīng)驗(yàn)頻率；n—實(shí)測(cè)洪水項(xiàng)數(shù)；m—實(shí)測(cè)洪水序號(hào)。；；00。白音他拉站洪水頻率計(jì)算表2－8年份洪峰流量Q(m3/s)排序序號(hào)頻率備注199810704210.97199083.53423.39195968.1335.81196064.1448.23197958.123510.65199355.637613.07195848.52715.49199645.140817.91199244.636920.33197141.9151022.75199437.7381125.17196235.861227.59199735.5411330.01195733.211432.43198832.2321534.85199132.0351637.27198529.7291739.69196329.171842.11198728.8311944.53196428.282046.95196927.7132149.37198626.9302251.79197024.7142354.21196124.552456.63196624.5102559.05197622.9202661.47198022.4242763.89196522.192866.31197521.9192968.73197221.6163071.15196721.3113173.57197419.5183275.99198419.3283378.41197717.1213480.83198317.1273583.25198217.0263685.67198917.0333788.09199516.4393890.51197315.4173992.93198112.3254095.35197811.0224197.77196812422324.3白音他拉站一日洪量計(jì)算表2－9年份一日洪量X排序序號(hào)頻率備注19986454.14210.971959560.0323.391960510.2435.811990509.83448.231979443.223510.651993438.037613.071996376.740715.491992357.736817.911958331.12920.331994302.4381022.751957272.011125.171988269.6321227.591991259.2351330.011962255.961432.431971252.5151534.851997248.0411637.271964239.981739.691987232.4311842.111969225.5131944.531986224.6302046.951985209.1292149.371961207.852251.791963203.572354.211966195.9102456.631970193.5142559.051972179.1162661.471980169.3242763.891975159.6192866.311984158.1282968.731974154.6183071.151965151.293173.571976151.2203275.991995135.6393378.411982130.5263480.831983124.4273583.251967122.5113685.671973120.0173788.091977116.6213890.511981105.4253992.93198996.8334095.35197872.4224197.77196812白音他拉站三日洪量計(jì)算表2－10年份三日洪量(3)排序序號(hào)頻率備注199815724.84210.9719591503.8323.3919901391.0435.8119601295.53448.2319931270.123510.651992985.037613.071979981.540715.491996872.636817.911994838.92920.331958798.7381022.751988759.511125.171957724.5321227.591962660.4351330.011987658.461432.431964652.0151534.851971652.0411637.271991649.781739.691985608.3311842.111986588.4131944.531961583.7302046.951969578.6292149.371966535.552251.791963515.372354.211970512.8102456.631997501.1142559.051972499.3162661.471975438.6242763.891980436.3192866.311984419.9282968.731974366.1183071.151976355.193173.571965354.3203275.991995331.8393378.411967318.8263480.831983305.9273583.251973300.3113685.671981296.4173788.091982293.0213890.511977271.0253992.931989238.5334095.351978178.9224197.77196812設(shè)計(jì)洪水計(jì)算成果表2－11洪水系列采用參數(shù)頻率P（%）大洪水N大洪水次數(shù)實(shí)測(cè)年限均值CV地址12510（m3/s）10214148.01.703.5430.1313.4178.698.5壩址235.7171.797.954.0洪量1021413201.653.5278420451184640壩址1419.71042.9603.8326.4三日1021418301.653.57221530430711702洪量壩址3520.72454.41497.3829.82、設(shè)計(jì)洪水過(guò)程線計(jì)算1979719～721典型年洪峰流量Q典=48m3/s，24小時(shí)洪量W24=457.7萬(wàn)m3，三日洪W三=1003.7m3。設(shè)計(jì)洪水過(guò)程線采用對(duì)典型年洪水過(guò)程線同倍比放大的方法求得，其放大系數(shù)計(jì)算公式為：⑴、按峰放大⑵、按量放大式中：—設(shè)計(jì)洪峰的放大倍比；—時(shí)段T洪量的放大倍比；TT同倍比放大系數(shù)計(jì)算表2－12頻率P典型年洪典型年三日洪3設(shè)計(jì)年三日洪3至白音他拉水文站設(shè)計(jì)洪水過(guò)程線計(jì)算表表2—13時(shí)段Q典P=1%P=2%P=5%KQKQKQ017.07.194122.35.28489.83.06052.0117.57.194125.95.28492.53.06053.6218.07.194129.55.28495.13.06055.1320.57.194147.55.284108.33.06062.7422.57.194161.95.284118.93.06068.9525.07.194179.95.284132.13.06076.5627.17.194195.05.284143.23.06082.9729.57.194212.25.284155.93.06090.3831.57.194226.65.284166.43.06096.4933.87.194243.25.284178.63.060103.41036.17.194259.75.284190.83.060110.51138.47.194276.25.284202.93.060117.51240.87.194293.55.284215.63.060124.81343.07.194309.35.284227.23.060131.61443.07.194309.35.284227.23.060131.61543.07.194309.35.284227.23.060131.61643.07.194309.35.284227.23.060131.61744.57.194320.15.284235.13.060136.21846.07.194330.95.284243.13.060140.81947.37.194340.35.284249.93.060144.72048.57.194348.95.284256.33.060148.42150.07.194359.75.284264.23.060153.02251.37.194369.15.284271.13.060157.02352.57.194377.75.284277.43.060160.72453.57.194384.95.284282.73.060163.72554.77.194393.55.284289.03.060167.42656.07.194402.95.284295.93.060171.42757.07.194410.15.284301.23.060174.42857.57.194413.75.284303.83.060176.02958.07.194417.35.284306.53.060177.53058.13058.17.403430.15.284313.43.074178.63158.07.194417.35.394306.53.060177.53257.57.194413.75.284303.83.060176.03357.17.194410.85.284301.83.060174.73457.07.194410.15.284301.23.060174.43556.47.194405.75.284298.03.060172.63656.07.194402.95.284295.93.060171.43753.07.194381.35.284280.13.060162.23850.07.194359.75.284264.23.060153.03947.57.194341.75.284251.03.060145.54045.07.194323.75.284237.83.060137.74142.57.194305.75.284224.53.060130.14240.67.194292.15.284214.53.060124.24340.07.194287.85.284211.43.060122.44439.57.194284.25.284208.73.060120.94538.77.194278.45.284204.53.060118.44638.07.194273.45.284200.83.060116.34737.47.194269.15.284197.63.060114.44836.87.194264.75.284194.53.060112.64936.17.194259.75.284190.83.060110.55035.57.194255.45.284187.63.060108.65134.97.194251.15.284184.43.060106.85234.27.194246.05.284180.73.060104.75333.67.194241.75.284177.53.060102.25433.07.194237.45.284174.43.060101.05532.37.194232.45.284170.73.06098.85631.77.194228.05.284167.53.06097.05731.17.194223.75.284164.33.06095.25830.47.194218.75.284160.63.06093.05929.87.194214.45.284157.53.06091.26029.17.194209.35.284153.83.06089.06128.57.194205.05.284150.63.06087.26227.97.194200.75.284147.43.06085.46327.27.194195.75.284143.73.06083.26426.67.194191.45.284140.63.06081.46526.07.194187.05.284137.43.06079.66625.37.194182.05.284133.73.06077.46724.77.194177.75.284130.53.06075.66824.07.194172.75.284126.83.06073.46923.47.194168.35.284123.63.06071.67022.87.194164.05.284120.53.06069.87122.17.194159.05.284116.83.06067.67221.57.194154.75.284113.63.06065.87225.15305.93071.67221.05303.73073.24.12.21.60.06%0.04%0.05%設(shè)計(jì)洪水過(guò)程線換算表表2—14時(shí)段(△t)Q典（m3/s）P=1%P=2%P=5%P=10%壩址壩址壩址壩址017.0122.367.089.849.252.028.528.015.8117.5125.969.092.550.753.629.429.716.3218.0129.571.095.152.155.130.230.516.7320.5147.580.8108.359.362.734.434.819.1422.5161.988.7118.965.168.937.838.120.9525.0179.998.6132.172.476.541.942.423.2627.1195.0106.8143.278.582.945.445.925.2729.5212.2116.3155.985.490.349.550.027.4831.5226.6124.2166.491.296.452.853.429.3933.8243.2133.3178.697.9103.456.757.331.41036.1259.7142.3190.8104.5110.560.561.233.51138.4276.2151.2202.9111.2117.564.465.135.71240.8293.5160.8215.6118.1124.868.469.237.91343.0309.3169.5227.2124.5131.672.172.939.91443.0309.3169.5227.2124.5131.672.172.939.91543.0309.3169.5227.2124.5131.672.172.939.91643.0309.3169.5227.2124.5131.672.172.939.91744.5320.1175.4235.1128.8136.274.675.441.31846.0330.9181.3243.1133.2140.877.178.042.71947.3340.3186.5249.9136.9144.779.380.243.92048.5348.9191.2256.3140.4148.481.382.245.02150.0359.7197.1264.2144.8153.083.884.846.52251.3369.1202.2271.1148.5157.086.087.047.72352.5377.7207.0277.4152.0160.788.189.048.82453.5384.9210.9282.7154.9163.789.790.749.72554.7393.5215.6289.0158.4167.491.792.750.82656.0402.9220.8295.9162.1171.493.994.952.02757.0410.1224.7301.2165.0174.495.696.652.92857.5413.7226.7303.8166.5176.096.497.553.42958.0417.3228.7306.5167.9177.597.398.353.43058.1430.1235.7313.4171.7178.697.998.554.03158.0417.3228.7306.5167.9177.597.398.353.9325778504543357.13357.1410.8225.1301.8165.4174.795.796.853.03457.0410.1224.7301.2165.0174.495.696.652.93556.4405.7222.3298.0163.3172.694.695.652.43656.0402.9220.8295.9162.1171.493.994.952.03753.0381.3208.9280.1153.5162.288.989.849.23850.0359.7197.1264.2144.8153.083.884.846.53947.5341.7187.2251.0137.5145.579.780.544.14045.0323.7177.4237.8130.3137.775.476.341.84142.5305.7167.5224.5123.0130.1741.372.039.64240.6292.1160.1214.5117.5124.268.168.837.74340.0287.8157.7211.4115.8122.467.167.837.24439.5284.2155.7208.7114.4120.966.267.036.74538.7278.4152.5204.5112.1118.464.965.635.94638.0273.4149.8200.8110.0116.363.764.435.34737.4269.1147.4197.6108.3114.462.763.434.74836.8264.7145.0194.5106.6112.661.762.434.24936.1259.7142.3190.8104.5110.560.561.233.55035.5255.4139.9187.6102.8108.659.560.233.05134.9251.1137.6184.4101.0106.858.559.232.45234.2246.0134.8180.799.0104.757.458.031.85333.6241.7132.4177.597.3102.256.057.031.25433.0237.4130.1174.495.6101.055.355.930.65532.3232.4127.3170.793.598.854.154.830.05631.7228.0124.9167.591.897.053.153.729.45731.1223.7122.6164.390.095.252.252.728.95830.4218.7119.8160.688.093.051.051.528.25929.8214.4117.5157.586.391.250.050.527.76029.1209.3114.7153.884.389.048.849.327.06128.5205.0112.3150.682.587.247.848.326.56227.9200.7110.0147.480.885.446.847.325.96327.2195.7107.2143.778.783.245.646.125.36426.6191.4104.9140.677.081.444.645.124.76526.0187.0102.5137.475.379.643.644.124.26625.3182.099.7133.773.377.442.442.923.56724.7177.797.4130.571.575.641.441.923.06824.0172.794.6126.869.573.440.240.722.36923.4168.392.2123.667.771.639.237.721.87022.8164.089.9120.566.069.838.238.721.27122.1159.087.1116.864.067.637.037.520.67221.5154.784.8113.662.265.836.136.419.9第六節(jié)泥沙分析計(jì)算，符合《水利水電工程泥沙設(shè)計(jì)規(guī)范》規(guī)定。表序號(hào)年份含沙量懸移質(zhì)輸沙量序號(hào)年份含沙量懸移質(zhì)輸沙量5為19907萬(wàn)0為萬(wàn)庫(kù)容為式中：Ws─多年平均輸沙量（萬(wàn)噸）T─淤積年限T=30年r淤─淤積物容重r淤=1.3T/m3E—推移質(zhì)及岸崩占懸移質(zhì)輸沙量的百分?jǐn)?shù)。第三章工程地質(zhì)第一節(jié)工程地質(zhì)概況沙壩水庫(kù)位于大興安嶺南麓山地草原，地形為連綿起伏的中高山及河谷川地，海拔高程在550～1150m之間，地層巖性為新生界第2～25m2～28m。

第二節(jié)工程地質(zhì)條件由于水庫(kù)建設(shè)時(shí)未進(jìn)行水文地質(zhì)及工程地質(zhì)勘測(cè)，所以本次初設(shè)除委托赤峰市水利勘測(cè)設(shè)計(jì)院進(jìn)行壩體及壩基表層工程地質(zhì)勘察地質(zhì)剖面，其資料顯示，壩基表層為亞砂土，滲透數(shù)據(jù)為6～14m/d，下為砂礫石，滲透系數(shù)為5～40m/d，這與赤峰市水利勘測(cè)設(shè)計(jì)院所做壩體土料滲透系數(shù)成果相符（見(jiàn)第三節(jié)，平均滲透系數(shù)為k=5.53m/d。因壩體土料是在壩址附近就地取土填筑的，所以壩體與壩基滲透系數(shù)相同，說(shuō)明該壩基為強(qiáng)滲透土層.。壩基及壩體防滲工程量巨大，經(jīng)分析論證，決定采用土工膜斜墻加水平鋪蓋的方式對(duì)壩體進(jìn)行防滲處理，保證大壩的安全。水庫(kù)主壩左側(cè)，副壩右側(cè)為巖石，節(jié)理裂隙發(fā)育，故可形成繞滲，本次初設(shè)采取土工膜水平防滲措施處理。主壩右側(cè)、副壩左側(cè)為土質(zhì)岸坡，并產(chǎn)生壩肩繞滲現(xiàn)象，同樣采取土工膜水平防滲予以解決，以保證岸坡穩(wěn)定。（GB18306－20012003816度的調(diào)整，水庫(kù)區(qū)地震動(dòng)峰值加速度為0.10g,地震動(dòng)反應(yīng)譜特征周期為0.35s,地震烈度為Ⅶ度,壩高時(shí)，考慮地震壅高的影響。第三節(jié)天然材料工程所需天然材料為筑壩土料、護(hù)坡碎石及混凝土骨料等。沙壩水庫(kù)原設(shè)計(jì)為均質(zhì)壩，筑壩土料為原河床砂土及亞砂土，本設(shè)計(jì)亦采用原筑壩土料進(jìn)行大壩的加高陪厚，用土工膜斜墻和鋪蓋進(jìn)行壩體防滲處理。土料在壩后左岸600-800m范圍內(nèi)取用,平均1.5km。等厚淺層取土，減少對(duì)大壩周?chē)h(huán)境產(chǎn)生不利影響。筑壩土料的物理力學(xué)性質(zhì)見(jiàn)下表3－1二、護(hù)坡材料迎水坡采用砼預(yù)制塊，背水坡壓重碎石采用前坡拆除原干砌石護(hù)坡石料，砼骨料取自90km處的石料廠，按規(guī)定經(jīng)篩分后使用。第四節(jié)結(jié)論根據(jù)上述情況可得出如下結(jié)論：一、水庫(kù)為一般性地地質(zhì)條件，不存在塌滑和潛在不穩(wěn)定巖土體的特殊情況。二、壩體及壩基滲漏嚴(yán)重，主、副壩均存在壩肩繞滲問(wèn)題，應(yīng)進(jìn)行防滲處理。三、工程所在地為Ⅶ度地震裂度區(qū)，需要進(jìn)行抗震分析計(jì)算。2003816腳進(jìn)行壓重處理，確定壩高時(shí)計(jì)入地震壅高的影響。四、工程所需天然材料就近取用，附近沒(méi)有的，在充分考慮質(zhì)量的前提下，力求運(yùn)距最短。五、工程技施階段進(jìn)行水文地質(zhì)及工程地質(zhì)勘察，用勘察試驗(yàn)結(jié)果對(duì)初設(shè)數(shù)據(jù)進(jìn)行修正和補(bǔ)充。第四章工程任務(wù)和規(guī)模第一節(jié)地區(qū)經(jīng)濟(jì)概況8576260值6流速度加快。4個(gè)65554一旦潰壩的潰壩流量驗(yàn)算如下：w－潰壩時(shí)蓄水量，取w=355m3取m8484生態(tài)災(zāi)難。5萬(wàn)替代的作用。務(wù)。第二節(jié)綜合利用要求0解，減輕下游的洪水壓力，減少洪水造成的損失。0足要求。的惡化。長(zhǎng)需求。來(lái)。

第三節(jié)興利調(diào)節(jié)線～面積曲線05703萬(wàn)017萬(wàn)m3，來(lái)水過(guò)程見(jiàn)表2-6各種作物的灌溉制度如下：沙壩水庫(kù)灌溉制度表4-1單位：mm日作 項(xiàng) 物種 目類四月五月六月七月八月九月全生育期米144.1185.9191.7132.450.7344.828.487129.297.817.6115.798.962.534.633.1米3587243.1230.7109344.828.487129.297.817.66.60113.9132.991.4牧草95.273.8163.4129.2142.241.7269.915.628.487129.297.817.679.645.476.4044.424.1苗木72.184.9126.4152.9126.547.3209.940.328.487129.297.817.631.856.539.423.728.729.7雜豆118.256.9121.2231.9144.6314.815.628.487129.297.8102.628.534.2102.746.8面積2.7萬(wàn)畝，飼料玉米的毛灌水定額為383m3/畝，種植面積為3.3萬(wàn)畝，牧草的毛灌水定額為300m3/畝，種植面積為2萬(wàn)畝，苗木的毛灌水定額為233m3/畝，種植面積為1萬(wàn)畝，雜豆的毛灌水定額為350m31P=50%灌溉用水過(guò)程線表苗木牧草雜豆月 份123456789101112全年降雨151.1927344923100526624.8872817.65833徑流1009608178731001043618866471庫(kù)面537683852094100523.549541524848484828282828484848484100012436185664765、興利庫(kù)容計(jì)算(見(jiàn)下表)年調(diào)節(jié)庫(kù)容計(jì)算表）月末面積損失總用水量）＋－水量（2）－（12）+－（1）（2）（3）（4）（5）（6）（7）（8）（9）（10）（11）（12）（13）（14）（15）（16）6754.239548.4205.839355.839222176315.03155.4603.8150.43300.43971100.30746.0354.302465.045252237221.98852.6798.6301.70550.052.1418536.841774.1237.259227.786178215205.28544.1818.2281.359268.6419474.727521.446.673181.113150164259.08642.5563.989.173179.46810346.063346.063465.045252201219.26644.144.1301.96481.43111208.525208.525465.045252252139.70435.235.2173.32550.0104.7561257.67657.676465.045252252113.17728.528.529.176550.029.17614.4374.437465.045252252114.02128.728.724.263525.737200465.045252252129.232.632.632.6493.137344.36744.367465.045252252197.91449.949.95.533487.6044661.068326.5334.568465.045252252330.48383.3409.8251.26550.0188.8725248.455563.5315.045150.000130191443.29684.7648.2399.745150.00.255合計(jì)4436.73479.91555.777598.977956.82688.361581.6153.84375.2V興=315.045萬(wàn)m3V興=400萬(wàn)m3注：V=150m3399.745m3400m3,559.0校核：（6）－（11）－（16）=956.8－581.6-375.2=06、正常高水位和庫(kù)容的確定V正常=V死+V興=150+400=550(m3)由水位～庫(kù)容曲線查得正常高水位H正常=559.0m。第四節(jié)、水庫(kù)調(diào)洪計(jì)算式中：—時(shí)段初和時(shí)段末的入庫(kù)流量（m3/s；—時(shí)段初和時(shí)段末的出庫(kù)流量（m3/s；—時(shí)段初和時(shí)段末的水庫(kù)蓄水量（m3；—時(shí)段（s。1、繪制調(diào)洪輔助線溢洪道泄流量計(jì)算公式為(m3/s)M—1.45B—溢洪道底凈寬B=28.5mH—堰頂水深（m）水位—流量—庫(kù)容計(jì)算表關(guān)系曲線計(jì)算見(jiàn)下表水位—泄量—庫(kù)容計(jì)算表水位泄量(m3/s)庫(kù)容(m3)防洪庫(kù)容V防（m3）558.6789.184500044.5944.59558.7595.674853597.247.83145.03559.00116.88550100277.858.44336.24559.25139.47625175486.169.74555.84559.50163.35710260722.281.68803.88559.75188.46785335930.694.231024.83560.00214.738604101138.9107.371246.272、水庫(kù)調(diào)洪計(jì)算,見(jiàn)表2—11、2—12沙壩水庫(kù)調(diào)洪計(jì)算表p=5%））水位（m）下泄流量q庫(kù)容（m3）備注（1）（2）（3）（4）（5）（6）（7）028.529.029.0450限泄流量為73.3m3/s,設(shè)計(jì)洪水位為559.1米，相應(yīng)庫(kù)容為585萬(wàn)??方米。129.429.8558.6729.8450230.232.3558.6732.3450334.436.1558.6736.1450437.839.9558.6739.9450541.943.7558.6743.7450645.447.5558.6747.5450749.551.2558.6751.2450852.854.8558.6754.8450956.758.6558.6758.64501060.562.5558.6762.54501164.466.4558.6766.44501268.470.3558.6770.34501372.172.1558.6772.14501472.172.1558.6772.14501572.172.1558.6772.14501672.173.4558.6773.3450.0361774.675.9558.6773.3450.9721877.4178.2558.6773.3452.7361979.380.3558.6973.3455.2562081.382.6558.7073.3458.6042183.884.9558.7173.3462.7802286.087.1558.7273.3467.7482388.188.9558.7373.3473.3642489.790.7558.7573.3479.6282591.792.8558.7773.3486.6482693.994.8558.8073.3494.3882795.696.0558.8173.3502.5602896.496.9558.9173.3511.0562997.397.6558.9373.3519.8043097.997.6558.9373.3528.5523197.396.9558.9473.3537.0483296.496.1558.9573.3545.2563395.795.7559.0073.3553.3203495.695.1559.0173.3561.1683594.694.3559.0273.3568.7283693.991.4559.0473.3575.2443788.986.4559.0573.3579.9603883.881.8559.0673.3583.0203979.777.6559.0773.3584.5684075.473.4559.0873.3584.6044171.369.7559.0673.3583.3084268.167.64367.166.74466.265.64564.964.34663.763.24762.762.24860.561.14959.560.05058.559.05158.558.05257.456.75356.055.75455.354.75554.153.65653.152.75752.251.65851.050.05950.049.46048.848.36147.847.36246.846.26345.645.16444.644.16543.643.06642.441.96741.440.86840.239.76939.238.77038.237.67137.036.77236.1沙壩水庫(kù)調(diào)洪計(jì)算表p=1%時(shí)段t（h）流量Q（m3/s）））水位H（m）q（m3/s）庫(kù)容V（m3）備注（1）（2）（3）（4）（5）（6）（7）067.068.044.59558.6768.0450汛限水位為558.67限泄流量為73.3m3/s169.070.044.59558.6770.0450271.075.944.59558.6873.3450.936380.884.844.59558.6873.3455.076488.793.744.59558.6873.3462.420598.6102.744.59558.7073.3473.0046106.8111.644.59558.7173.3486.7927116.3120.344.59558.7573.3487.048124.3128.844.59558.8373.3503.7129133.3137.844.59558.9073.3523.69210142.3146.844.59559.0173.3573.37211151.3156.144.59559.1573.3603.18打開(kāi)12160.8165.2136.49558.769648013169.5169.5209.99558.8510451014169.5169.5275.49558.9211053015169.5169.5334.99559.0117550實(shí)行敞泄16169.5172.5390.49559.0412056517175.4178.4448.59559.1112758518181.3183.9505.79559.1813461019186.5188.9560.69559.2413963520191.2194.2615.89559.3214666021197.1199.7669.59559.3514966522202.2204.6725.19559.4215668523207.0208.9778.09559.4816170024210.9213.3830.39559.5416772525215.6218.2881.59559.5817273526220.8222.8932.39559.617875027224.7225.7980.09559.7018377528226.7227.71024.79559.7418878029228.7232.21068.99559.8019380030235.7232.21108.19559.8319780231228.7227.71138.89559.8820281532226.7225.91162.79559.9020483033225.1224.91183.69559.9220784034224.7223.51200.19559.9420984335222.3221.61212.79559.9621085036220.8214.91217.69559.9721386037208.9203.01207.69559.9420784538197.1192.239187.2182.340177.4172.541167.5163.842160.1158.943157.7156.744155.7154.145152.5151.246149.8148.647147.4146.048145.0143.749142.3141.150139.9138.851137.6136.252134.8133.653132.4131.354130.1128.755127.3126.156124.9123.857122.6121.258119.8118.759117.5116.160114.7113.561112.3111.262110.0108.663107.2106.164104.9106.165102.5101.06699.798.66797.496.06894.693.46992.291.17089.988.57187.186.07284.8調(diào)洪成果：q=73.3,H=559.1585??方米。校核洪水時(shí)最大泄量為q=213m3/s,庫(kù)水位為H=559.97米,相應(yīng)860??方米。水庫(kù)洪水調(diào)度原則:1下泄流量，輸水洞不參與泄洪。防洪起調(diào)水位：主汛期汛限水位為558.67m，以此水位作為溢洪道起調(diào)水位，在主汛期內(nèi)通過(guò)溢洪道閘門(mén)控制，下泄流量一般情況下558.67m。水庫(kù)限泄流量：水庫(kù)下游河道安全泄量為75m3/s，為了確保下游安全，在水庫(kù)水位不超過(guò)559.1m時(shí)（20年一遇設(shè)計(jì)洪水位控制溢73.3m3/s，依次滿足下游防洪要求。當(dāng)來(lái)水量大于20559.1m且繼續(xù)漲水時(shí)，為了確保大壩安全，溢洪道三孔閘門(mén)全部打開(kāi)，實(shí)行敞泄，不受限洪流量控制。第五節(jié)壩頂高程的確定一、計(jì)算方法：1、壩頂超高的計(jì)算公式為：式中：Y—壩頂在靜水位以上的超高m；R—風(fēng)浪沿著壩坡的最大爬高m，由計(jì)算確定；A—全加高，正常運(yùn)行情況取A=0.5m，非常運(yùn)行情況A=0.3m。e—風(fēng)壅水面高度，m;2、風(fēng)浪爬高的計(jì)算公式為：波浪的波高和平均波周期采用莆田試驗(yàn)站公式：3、平均波長(zhǎng)按下式計(jì)算：式中：hm—平均波高m；Tm—平均波周期s；Lmm；W—計(jì)算風(fēng)速m/s；D—m；Hm—水域平均水深m；H—m；g—m/s2,9.81m/s2平均波浪爬高計(jì)算公式：式中：Rm—平均波浪爬高m；m—單坡的坡度系數(shù)；K△—斜坡的糙率滲透性系數(shù)；KW—經(jīng)驗(yàn)系數(shù)，查表取得；4、風(fēng)壅高度按下式計(jì)算k—3.6×10-6β—計(jì)算風(fēng)向與壩軸的夾角二、風(fēng)浪爬高計(jì)算：1、發(fā)生設(shè)計(jì)洪水時(shí)⑴、風(fēng)浪爬高計(jì)算：Hm=3mH=4.95mD=1440mK△=0.75KW=1.25經(jīng)計(jì)算得:hm=0.40Lm=12.18mRm=0.606m查表得：⑵、風(fēng)壅水面高度計(jì)算β=7.5°e=0.05m⑶、發(fā)生設(shè)計(jì)洪水時(shí)波浪爬高為R5%=1.12m壩頂超高為y正=0.5+1.12+0.05=1.672、發(fā)生校核洪水時(shí)⑴、波浪爬高計(jì)算：Hm=3.8mH=5.97mD=1730mK△=0.8KW=1.11經(jīng)計(jì)算：hm=0.29Lm=8.92mRm=0.392m查表得：β=7.5°e=0.02發(fā)生校核洪水時(shí)波浪爬高為R1%=0.87m⑶、發(fā)生校核洪水時(shí)壩頂超高為y非=0.87+0.3+0.02=1.19m3、壩頂高程的確定：⑴、正常蓄水位時(shí)壩頂高程為558.95+1.19+0.5=560.64m（0.5）⑵、設(shè)計(jì)洪水位時(shí)水位時(shí)壩頂高程為558.89+1.67=560.64m559.97+1.19=561.16m⑷、設(shè)計(jì)壩頂高程取校核洪水位時(shí)的壩頂高程561.16m。第五章工程設(shè)計(jì)及建筑物第一節(jié)設(shè)計(jì)依據(jù)一、沙壩水庫(kù)本次除險(xiǎn)加固初步設(shè)定核定總庫(kù)容為860萬(wàn)m3，（SL－252－2000）的規(guī)定，工程規(guī)模為中型，工程等級(jí)Ⅳ等，主要建筑物級(jí)別4級(jí)，次要建筑5按照該《標(biāo)準(zhǔn)》3.1.2“當(dāng)山丘區(qū)、丘陵區(qū)的水利工程永15m沙壩水庫(kù)為山丘區(qū)水庫(kù)，最大壩高為8m，上下游水頭差為7.36m，因此按平原、濱海區(qū)確定防洪標(biāo)準(zhǔn)。即設(shè)計(jì)采用20年一遇洪水標(biāo)準(zhǔn)，校核為100年一遇洪水Q=97.9m3/S，Q=235m3/S。二、設(shè)計(jì)基本資料根據(jù)水利部大壩安全管理中心《關(guān)于沙壩水庫(kù)三類壩安全鑒定10年一遇，低于國(guó)標(biāo)（GB50201－94）規(guī)定的洪水標(biāo)準(zhǔn)50～100一遇，最小洪道不能通過(guò)設(shè)計(jì)洪水和校核洪水；消力坎沙漿破壞；大壩結(jié)構(gòu)不穩(wěn)定、斷面不夠，沒(méi)達(dá)到現(xiàn)行規(guī)范規(guī)定；原壩體、壩基無(wú)防滲處理，滲漏嚴(yán)重，影響蓄水；輸水洞閘門(mén)橡膠止水破壞，洞身兩側(cè)漿砌石勾縫脫落，尾水渠部分坍塌；泄水閘閘墩變形較大，影響正常運(yùn)行；無(wú)大壩安全監(jiān)測(cè)設(shè)施，管理設(shè)施陳舊老化，不能滿足管理工作要求等意見(jiàn)，作為設(shè)計(jì)基本內(nèi)容，進(jìn)行除險(xiǎn)加固初步設(shè)計(jì)。初步設(shè)計(jì)分大壩（主、副壩、溢洪道、輸水洞、泄水閘等幾部更換閘門(mén)與啟閉機(jī)。本初步設(shè)計(jì)以大壩安全鑒定材料、三級(jí)審查部門(mén)審核意見(jiàn)及水庫(kù)的特征水位、流量、水文氣象數(shù)據(jù)、地基特性、建筑材料特性以及《小型水利水電工程碾壓式土石壩設(shè)計(jì)導(dǎo)則》（SL－189－96、（SL247－2001）規(guī)定的因素條件、安全系數(shù)、允許應(yīng)力、沉降量、變形量等作為設(shè)計(jì)基本資料。第二節(jié)設(shè)計(jì)方案選擇沙壩水庫(kù)除險(xiǎn)加固初步設(shè)計(jì)，不做單一的建筑物的方案比較，只根據(jù)工程防洪、興利現(xiàn)狀提出以下幾種方案，從中選優(yōu)。一、原壩高不變、溢洪道底高程不變，溢洪道拓寬至53.9m（輸水洞參予泄洪355萬(wàn)m3，壩址地質(zhì)條件不允許與主壩間間隔縮短，對(duì)主壩安全不利，向左為土基，基礎(chǔ)處理工程量大，安全難以保證。次方案不能保證水庫(kù)興利要求，興利庫(kù)容為400萬(wàn)m3，溢洪道底高程以下庫(kù)容僅為80萬(wàn)m3，尚且滿足不了136萬(wàn)m3的淤積庫(kù)容要求，更滿足不了興利庫(kù)容的需壩肩需做防滲處理。二、溢洪道底高程及寬度不變，增加壩高度。經(jīng)計(jì)算壩頂高程應(yīng)為562.27m，增加壩高3.87m，不但增加大量的土石方工程量，而且造成瑪尼吐、芒哈吐兩個(gè)嘎查搬遷，經(jīng)濟(jì)上不合理。三、將副壩改建成過(guò)水壩，壩頂高程滿足興利要求，主壩壩頂保證泄洪要求。經(jīng)計(jì)算：當(dāng)過(guò)水壩壩頂高程為559.00m時(shí)（淤積庫(kù)容+興利庫(kù)容，水庫(kù)最高洪水位為559.77m，壩頂高程減小0.2m四、在不影響主壩安全的前提下，拓寬溢洪道，適當(dāng)抬高溢洪道底高程，按防洪、興利要求確定壩頂高程。經(jīng)計(jì)算：溢洪道凈寬28.5m，總寬30.66m，相應(yīng)的主壩頂高程為560.0m，上設(shè)1.20