水電站壓力鋼管分岔管結(jié)構(gòu)設(shè)計(jì)專題計(jì)算書

目錄目錄1第1章樞紐部署、擋水及泄水建筑物31.1混凝土非溢流壩31.1.1剖面設(shè)計(jì)31.1.2穩(wěn)固與應(yīng)力校核61.2混凝土溢流壩241.2.1溢流壩孔口尺寸確實(shí)定241.2.2溢流壩堰頂高程確實(shí)定251.2.3閘門的選擇261.2.4溢流壩剖面271.2.5溢流壩穩(wěn)固驗(yàn)算281.2.6溢流壩的結(jié)構(gòu)部署351.2.7消能與防沖35第2章水電站廠房372.1水輪機(jī)的選擇372.1.1特點(diǎn)水頭的選擇372.1.2水輪機(jī)型號(hào)選擇392.1.3水輪機(jī)安裝高程442.2廠房內(nèi)部結(jié)構(gòu)442.2.1電機(jī)外形尺寸估量442.2.2發(fā)電機(jī)重量估量462.2.3水輪機(jī)蝸殼及尾水管462.2.4調(diào)速系統(tǒng)，調(diào)速設(shè)施選擇482.2.5水輪機(jī)閥門及其附件492.2.6起重機(jī)設(shè)施選擇502.3主廠房尺寸及部署502.3.1長度502.3.2寬度512.3.3廠房各層高程確立51第3章引水建筑物543.1細(xì)部結(jié)構(gòu)543.1.1隧洞洞徑543.1.2隧洞入口段543.2調(diào)壓室563.2.1設(shè)置調(diào)壓室的條件563.2.2壓力管道設(shè)計(jì)573.2.3計(jì)算托馬斷面573.2.4計(jì)算最高涌波引水道水頭損失613.2.5計(jì)算最低涌波引水道水頭損失653.2.6調(diào)壓室方案比較66第四章岔管專題設(shè)計(jì)724.1結(jié)構(gòu)設(shè)計(jì)724.1.1管壁厚度的計(jì)算724.1.2岔管體形設(shè)計(jì)734.1.3肋板計(jì)算75第1章樞紐部署、擋水及泄水建筑物1?1混凝土非溢流壩1?1?1剖面設(shè)計(jì)1?1?1?1基本剖面壩高確實(shí)定（1）按基本組合（正常狀況）計(jì)算:設(shè)計(jì)底235.5112123.5mgDv09.81220022.5242.63由（D得h5%1.057m由（2）得Lm10.92m《水工建筑物》表—125%查得h-m1.95h0.542m設(shè)計(jì)底235.5112123.5mgDv09.81220022.5242.63由（D得h5%1.057m由（2）得Lm10.92m《水工建筑物》表—125%查得h-m1.95h0.542mmh1%hm2.42h1%2.40.5421.31mhzh2cth—1%Lm21?312Cth10.92123.50.49m10.92大壩級(jí)別1級(jí)正常狀況h0.7mh設(shè)2h1%hzch21.310.490.73.81mh壩頂高程=設(shè)計(jì)洪水位+設(shè)235.53.81239.31m（2）按特別組合（校核狀況）計(jì)算:校核238112126m10101010gD9.81222597.01v02152由（1）得h5%0.64mL由(2)得7.30mm《水工建筑物》表—12h5%查得——hm1.95h0.328mh1%hm2.42h1%2?420.3280.79mhz1%2Lm2cthhLm0.792cth7.321260.27m7.3大壩級(jí)別1級(jí)非正常狀況he0.5mh設(shè)2h1%hzhc20.790.270.52.35m壩頂高程我核洪水位+h校2382.35240.35m綜上：壩頂高程取為240.35m。壩底寬確實(shí)定

因?yàn)殡娬拘问綖橐?，故壩上游?cè)無有壓進(jìn)水口，上游壩坡坡度不受限制,取上游面坡度0，同時(shí)用應(yīng)力條件和穩(wěn)固條件公式確立壩底的最小寬度。(1)按應(yīng)力條件確立壩底最小寬度為上游坡度，取1為上游坡度，取1c00時(shí)能夠獲得:式中：B——壩底寬度，m；H——基本剖面壩高，m22壩體資料容重取值23.5KN/m3水容重10KN/m水容重10KN/m揚(yáng)壓力折減系數(shù)，按規(guī)范壩基面取0?31123.5c/0.250\100.69(2)按穩(wěn)固條件確立壩底最小寬度假定上游庫水位與三角形極點(diǎn)平齊，上游水深=壩高=240.35m，下游無水壩的荷載只考慮上游水平水壓力P，壩體自重G及揚(yáng)壓力U荷載設(shè)計(jì)值：重力設(shè)計(jì)值：G1.0128.3523.5128.35m1193.5661(3mKN揚(yáng)壓力設(shè)計(jì)值：1.2/0.25128.35128.35m1024.71110.N靜水壓力設(shè)計(jì)值:UP1.02128.35210382.36810KN由《水工建筑物》表4-1查得1級(jí)水工建筑物K=1.10KfWu)P,,0.68(193.56624.711)m八“1.1m0.7982.368因此壩底寬由穩(wěn)固控制取m=0?79fB=101.4壩頂寬度壩頂寬度b=(8%?10%)H=10.268m~12.835m，且不小于2m。本設(shè)計(jì)取12m剖面形態(tài)由上可知，穩(wěn)固條件為限制條件，因此采納上游壩面上部鉛直、而下部呈傾斜，這樣可利用部分水重來加強(qiáng)壩的穩(wěn)固性。折坡點(diǎn)起點(diǎn)地點(diǎn)應(yīng)聯(lián)合引水、擋水建筑物的進(jìn)水高程來選定，一般為把高的1/3~1/2（42?78~85.57），取折坡高程為112+48=160?0m，坡度為1:0.15壩底總寬二0.1548101.4108?6m1?1?2穩(wěn)固與應(yīng)力校核1?1?2?1設(shè)計(jì)狀況：基本組合：（長久狀況）（上游為正常蓄水位，下游水位為0）壩基面：圖1-1非溢流壩荷載計(jì)算簡圖（壩基面）荷載計(jì)算簡式：自重：G1—17.24823.52G2=12128.3523.5G3_189.4113.1623.5

水壓力:P1110118221P_(70118)7.21022揚(yáng)壓力：U1100.2511816.2U2丄100.25118(108.6—16.2)1U3_(10118100.25118)16.22浪壓力:P110.9210.92L110.(1.31+0.49+)222110.92PL2—10()222表1T計(jì)算表格編號(hào)荷載垂直水平力臂力矩m正向逆向1自重①406149.5201009②3619541.11487602③1050455.35567382水壓力①6962039.32738387②676851.02207903451683揚(yáng)壓力①477946.299422②136297.3362222③707448.9227934浪壓①198.2115力IIfI載能力極限狀態(tài)：①抗滑穩(wěn)固：1.11長次狀況）f'1.2CR1.231kPa1.2696201.2(198.2149.1)69679KNWr4060.81.11長次狀況）f'1.2CR1.231kPa1.2696201.2(198.2149.1)69679KNWr4060.836197.410504567681.2(4779136297407.4)121090?02kNR(*)CRAR1.2_121090.021.31.2103108.61155215.4kPaS(*)1.11.06967976646.9kPa3.0155215.41.2129346.2kPa知足要求②壩址抗壓強(qiáng)度R121090.02kNR201009.61487602.2556738R201009.61487602.2556738.52738386.73451681.2(220789.899491.73622299491.7362221.92279317051.1)973762.8kNm108.63Tr54.3mJR124106735.3mm?0.79s(*)斗ARMT1)(1^-R-JrTr54.3mJR124106735.3mm?0.79s(*)斗ARMT1)(1^-R-Jrm2221090.02973762.854.)(10?購2615?42R(*)I13500kPaS(*)1.11.02615.42877kPa108.6106735.3fc135005000kPa1.81.5知足要求正常使用極限狀態(tài):①長久組合下壩踵拉應(yīng)力驗(yàn)算：（運(yùn)轉(zhuǎn)期）136297407.4126253?1kNWr4060.8136297407.4126253?1kN99491.7362221.92279317051.1836113.7kNmWrMrTr126253.1836113.754.3737.2kPa0ArJr108.6106735.3知足要求②短期組合下壩址拉應(yīng)力驗(yàn)算：（完建期）MRWR4060.836194.7105045145300.5kN201009.61487602.2556738.52738386.7345168220789.8MR201009.6201009.61487602.2556738.52738386.7345168220789.8WRMrTr145300.52245350.354.3100kPa195.6kPa100kPaArJr108.6106735.3知足要求折坡面：OD1rii—(1)>_%恤nr1\/\，■%I■■■r■ff-JIJ-*/二II-\⑵弋543.?_f1（3）丄一―/r圖1-2非溢流壩荷載計(jì)算簡圖（折坡面）荷載計(jì)算簡式：自重：G123.51280.35

G223.5165.1651.48水壓力：2P10170212揚(yáng)壓力：U1100.25706U2_12100.257057.48U3_110(700.2570)62浪壓力:P110.9210.92L1—10（1.31+0.49+)222110.922PL2-10（）22表1-2計(jì)算表格編號(hào)荷載垂直水平力臂力矩m正向逆向1自重①2265925.74583235②313942.58809962水壓力①2450023.335715853揚(yáng)壓力①105028.7430177②50296.5833094③151729.74468414浪壓力①19866.9613272②14966.369894承載能力極限狀態(tài):①壩址抗壓強(qiáng)度001.11?0長久狀況)fR'1?3CR'1.3103kPa001.11?0長久狀況)fR'1?3CR'1.3103kPa知足要求知足要求知足要求知足要求WR22658.731393.81.2(10505029.51575)44867.1kNMR583234.980996.0571585.01.2(30177.033094.146840.513271.59894.3)43540?7kNmTr31.74mJR63.48321317.2m4m20.7912MTM1)(1m)RR山22s(*)(WR(44867.143540.731.74)(10.再)1253.2ARJr63.4821317.2R(*)電13500kPaS(*)1.11.01253.21378.5kPaf.135005000kPa1.81.5dm知足要求正常使用極限狀態(tài)：①長久組合下壩踵拉應(yīng)力驗(yàn)算：（運(yùn)轉(zhuǎn)期）WR22658.731393.810505029.5157546398kN583234.980996.0571585.030177.033094.146840.513271.59894.320842?9kNmWRMrTr4639820842.931.74699.9kPa0ArJr63.4821317.2知足要求②短期組合下壩址拉應(yīng)力驗(yàn)算：（完建期）WR22658.731393.854052?5kN583234.980996.0664230.9kNmWRMrTr54052.5664230.931.74ARJr63.4821317.287.51kPa100kPa基本組合：（短暫狀況）上游為設(shè)計(jì)洪水位，下游為設(shè)計(jì)洪水最大下泄流量5000m3/（（發(fā)電流量作為安全貯備）對(duì)應(yīng)的下游水位132.611220?6m壩基面：07(2)(3)jT圖1-3非溢流壩荷載計(jì)算簡圖（壩基面）荷載計(jì)算簡式:自重：1G]7.24823.52G212128.3523.5G3丄89.4113.1623.52水壓力：P110123.5212P11020?d212P3_(75.5123.5)7.2102P4_120.616.310揚(yáng)壓力：Ui=1020.6108.6U9=100.25(123.5—20.)16.21U3=100.25(123.5—20.)92.42U4=10X[123.5-20.6—25.7]1&2X0.5浪壓力:10.9210.921Pl110(1.31+0.49+)222P110.92L210)222表1-3計(jì)算表格編號(hào)荷載垂直水平力臂力矩m正向逆向1自重①406149.5201009②3619541.11487602③1050455.35567382水壓力①7626141.23141966②21226.914640③)716451.0365364④)167948.9820983揚(yáng)壓①)22372000

力②416846.2192539③118857.386761④625148.93056844浪L壓力①86120.510360②67119.97983承載能力極限狀態(tài):R(*)RR(*)Rf'WCr地01.10.95短暫狀況)fR'1.2C'1.210kPaRRm(RL)1-h3(Cr')3.J)1.2S*76261.32121.81.28666.674162.8KNWvvR4060.836197.410504571641678.922371.61.2(4167.5118856251.2)105007.4kN105007.4-4.2_10108.61140369?9kPaR(*)140369R(*)140369.9116974.9kPa1.2d0S(*)1.10.9574162.877500?1kPa知足要求②壩址抗壓強(qiáng)度WR105007.4kNMR1303541.3kNmMR1303541.3kNm108.634Tr54.3mRJ12106735.3mm2s(*)MT)(1m9:m22)105007.4~R~R(ARJr108.6R(*)*13500kPa0.79_1303541354)3(10.792647?4106735.3fc135000S(*)1.10.952647.42766.5kPa5000kPa1.81.5dm知足要求正常使用極限狀態(tài)：長久組合下壩踵拉應(yīng)力驗(yàn)算：(運(yùn)轉(zhuǎn)期)WR4060.836194.710504571641678.922371.64167.5118856251.2109468?1kNMR201009.61487602.2556738.53141965.614640.436536482098.286068.8「3404.6kPa086760.5305683.710359.7798286068.8「3404.6kPa0WRMrTr109468.1106735.3ArJr108.6106735.3知足要求（完建期）短期組合下壩址拉應(yīng)力驗(yàn)算：（完建期）WR4060.836194.7105045145300.5kNMR201009.61487602.2556738.52245350?3kNmWRMrTr145300.52245350.354.3195.6kPa100kPaARJR108.6106735.3知足要求折坡面：^2^10Jrn1弓，-r~L■一pl.Li￡寸./IM1/tt(1)LN■■■■pt(1)1■J■i|⑵飛1D.TO荷載計(jì)算簡式:自重：G123.51280.3523.5荷載計(jì)算簡式:自重：G123.51280.3523.5165.16251.48水壓力:P110丄75.52■rrr|lS'dfik―-——1⑴f—J5748.■'(2)亠―■貝(3)-/圖1-4非溢流壩荷載計(jì)算簡圖(折坡面)2揚(yáng)壓力：U1100.2575.56U2_11020.2575.557.48U3_110(75.50.2575.5)62浪壓力：P110.9210.92L1—10-(1.31+0.49+)P222110.92L2■10)222表1-4計(jì)算表格

編號(hào)荷載垂直水平力臂力矩m正向逆向1自重①2265925.74583235②313942.58809962水壓力①2850125.17717378揚(yáng)①113328.74325483壓力②54256.5835694.5③169929.74505224浪壓力①8672.466232②6771.864786承載能力極限狀態(tài):°1.10.95短暫狀況）fR'1.3q'1.3103kPa1.2WR22658.731393.81.2(1132.55424.71698.8)44145.3kNMR583234.980996.0717377.7°1.10.95短暫狀況）fR'1.3q'1.3103kPa1.2WR22658.731393.81.2(1132.55424.71698.8)44145.3kNMR583234.980996.0717377.74785.9)197399.64kNm1.2(32548.135694.550522.36231.7Tr31.74mJR63.48321317.2m4m20.79S(*)亠AR12MT)(1RRJr)(44145.3197399.6431.74)(10.791606.82R(*)電13500kPa0S(*)L】0.951606.863.4821317.21679?1kPa135005000kPa1.81.5知足要求1010正常使用極限狀態(tài)：①長久組合下壩踵拉應(yīng)力驗(yàn)算：（運(yùn)轉(zhuǎn)期）Wr22658.731393.81132.55424.71698.845796?5kNMR583234.980996.0717377.732548?135694.550522.36231.74785.9173357?5kNmWrMrTr45796.5173357.531.74463.3kPa0ArJr63.4821317.2知足要求②短期組合下壩址拉應(yīng)力驗(yàn)算：（完建期）Wr22658.731393.854052?5kNMR583234.980996.0664230.9kNmWrMrTr54052.5664230.931.7487.51kPa100kPaArJr63.4821317.2知足要求1.1.2.3校核狀況：特別組合：（有時(shí)狀況）上游為校核洪水位，下游為校核洪水最大下泄流量7000m3/（（發(fā)電流量作為安全貯備）對(duì)應(yīng)的下游水位134.811222.8m壩基面：*(1)⑵(3)^■2.53.0'^—y^■2.53.0'^—yyTX1\1(2)\fJT(1)it(3)'\(4)’(1)1-圖1-5非溢流壩荷載計(jì)算簡圖（壩基面）荷載計(jì)算簡式:自重：G］丄7.24823.52G212128.3523.5G3丄89.4113.1623.52水壓力：P111012622P211022?8221P3-(78126)7.221P422.8181042揚(yáng)壓力:U1=1022.8108.6U2=100.25(123.5—22.)16.21U3=100.25(123.5—22.)92.4-32U4=10X[123.5—22.8—30.8]1&2X0.5浪壓力；1pL11pL121PL2—210_(0.79+0.27—)22/7?310(—)22表1-5計(jì)算表格編號(hào)垂直水平力臂力矩荷載m正向逆向①406149.52010091自重②3619541.11487602③1050455.3556738①7938042.033339602水壓力②25997.619754③734451.0374397④1205248.399111.6①247610003揚(yáng)壓力②418046.2193098③119207.387013④626948.93065744浪壓①86123.910657I0I0I0I0承載能力極限狀態(tài):①抗滑穩(wěn)固:67123.60.85有時(shí)狀況)Rf'1C2R'1.231kPa(f')1?h3(Cr')1.2793802599.21.2(8666.6)76804.1KN8230WR4060.836197.41050457344205224760.81.2(4179.611919.66269.4)R(*)103093.4kNRfWCRAR103093.4一103.0108.61138603?lkPaR(*)S(*)1.10.8576804.171811.8kPa138603.1115502.6kPa1.2知足要求②壩址抗壓強(qiáng)度103093.4kN201009.61487602.2556738.5333396019753.9374397.199111.61.2(193097.587013.1306573.110657.18229.8)1500504.2kNmTr54.3mJR108.63124106735.3mm?0.79S(*)ARR(*)Jr電13500kPaS(*)1.10.85知足要求正常使用極限狀態(tài):)(1m2)(10?性41500504254.3(10.792)2781.5108.6106735.3135002781.52600.7kPa5000kPa1.81.5①長久組合下壩踵拉應(yīng)力驗(yàn)算：（運(yùn)轉(zhuǎn)期）mm（f'）1.3m（CR'）3?0d1.2mm（f'）1.3m（CR'）3?0d1.22揚(yáng)壓力:2揚(yáng)壓力:WR4060.836194.71050457344205224760.84179.611919.66269.4107567?1kNMR201009.61487602.256738.5333396019753.9374397.199111.6193097.587013.1306573.710657.18229.81382681?9kNmWRMr193097.587013.1306573.710657.18229.81382681?9kNmWRMrTr107567.1ArJr108.6知足要求折坡面：1382681.954.3287.1kPa106735.3卜圖1-6非溢流壩荷載計(jì)算簡圖（折坡面）荷載計(jì)算簡式：自重:G123.51280.35G223.51265.1651.48水壓力:1P]10一782

U1100.25786U2_1100.257857.482U3_110（780.2578）62浪壓力17.37.3L1—10（0.79+0.27+_）門222P17.3L210)222表1-6計(jì)算表格編號(hào)荷載垂直水平力臂力矩m正向逆向1自重2265925.74583235②313942.58809962水壓力①30420267909203揚(yáng)壓力①117028.7433626②56046.5836876③175529.74521944浪壓-力-①8675.926529②6775.575033承載能力極限狀態(tài):①壩址抗壓強(qiáng)度01.10.85短暫狀況）Rf'1.3Q'1.310kPaWWR22658.731393.81.2(11705604.31755)43817?3kNWWR22658.731393.81.2(11705604.31755)43817?3kNQ5000mQ5000m3/s(設(shè)計(jì))Q7000m3/s(校核)Q5000mQ5000m3/s(設(shè)計(jì))Q7000m3/s(校核)36876?35219336876?352193?76529.15033)275719.4kNmTr31.74mJR63.48321317.2m412MTm20.79S(*)AR—)(Tr31.74mJR63.48321317.2m412MTm20.79S(*)AR—)(1m22)(4381TJr63.48R(*)fc13500kPaS(*)1.10.851787.81671.6kPa275719.4fc31.74)(10.7921317.21787.8135005000kPa1.81.5知足要求正常使用極限狀態(tài):45523.2kN①長久組合下壩踵拉應(yīng)力驗(yàn)算：（運(yùn)轉(zhuǎn)期）45523.2kNWR22658.731393.811705604.31755583234.9MR250881kNm80996.079092033625583234.9MR250881kNm80996.079092033625.836876.352193.76529.15033WRMrTr45523.225088131.74343.6kPaARJrARJr63.4821317.2知足要求1.2混凝土溢流壩溢流壩孔口尺寸確實(shí)定下瀉流量確實(shí)定按千年一遇設(shè)計(jì)，假定最大下泄流量所有從溢流壩頂過流，可能遭受檢修或其余應(yīng)急狀況，故發(fā)電流量作為安全貯備設(shè)計(jì)狀況:取單寬流量為q90m3/s溢流前沿總凈寬Q5000L.55.56mq90按規(guī)范閘墩取為3?0m(1.4+0.8X2),邊墩取為2.0mL°nb(n1)d2d1式中：L)溢流段總寬度n――孔數(shù)b――沒孔凈寬d閘墩寬度d1邊墩寬度L0512(51)32276m校核狀況：取單寬流量為q90m3/s溢流前沿總凈寬Q7000L77.78mq90按規(guī)范閘墩取為3?0m(1.4+0.8X2)，邊墩取為2?0mL0712(71)322106m故按校核狀況設(shè)計(jì)溢流壩堰頂高程確實(shí)定設(shè)計(jì)狀況：QLm..,2~gH032式中：L——溢流前緣總凈寬，m；m――流量系數(shù)，與堰型相關(guān)，非真空適用剖面堰在設(shè)計(jì)水頭下一般為0.49~0.50；――側(cè)縮短系數(shù)，與閘墩形狀，尺寸相關(guān)，一般為0.90~0.95；

堰頂高程我核洪水位-H堰頂高程我核洪水位-H238故堰頂高程取為223.3mQ5120.90.49,.29.81H025000H0A0130(235.51⑵160552nv0Q50000.31m/sA016055HH0412.210?31212.2m2g2g堰頂高程=設(shè)計(jì)洪水位-H235.512.2233.3m校核狀況：Q7120.90.4929.81H0/70002A0130(238112)16380mv0Q70000.427m/sA016380HH0也2g12.21-0.427212.2m2go12.21m12.2225?8m壩頂溢流的堰頂水頭，mH012.21m1.2.3閘門的選擇閘門高度二正常蓄水位堰頂高程+安全超高=230-223.B+O.BrY.Om選擇平面閘門，按規(guī)范所給值，又閘孔凈寬=12m，因此閘門取為13mX7.Om。工作閘門一般部署在溢流堰極點(diǎn)，以減少閘門高度。為了防止閘門局部開啟時(shí)水舌離開壩面而產(chǎn)生真空，將閘門部署在堰頂偏下游一些，以壓低水舌使其貼壩面下泄。檢修閘門位于工作閘門以前，為便于檢修，二者之間留有1~3m的凈寬，本設(shè)計(jì)取凈寬1.5m。溢流壩剖面溢流壩剖面溢流壩剖面溢流壩剖面假定反孤段半徑假定反孤段半徑R18m，取R26m假定反孤段半徑假定反孤段半徑R18m，取R26m溢流前沿:HH校核堰咼程238.0223.314.7mmaxHd(0?75~0.95)imax(11.025~13.965)m取Hd13.95m,則b10.175H2.44mR10.5Hd6.975mb]0.276Hd3.85mR]0.265Hd3.70mb]0.300Hd4.20mR]0.118Hd1.65m溢流段：(溢流面曲線采納WES曲線)XnKHdn1yHd——定型設(shè)計(jì)水頭k=2,n=1.85)K、n與上游壩面坡度相關(guān)的系數(shù)和指數(shù)(查設(shè)計(jì)手冊(cè)知k=2,n=1.85)即：y0.0532X851.2.4.3直線段：直線段采納與基本剖面同樣的坡度，直線段方程為：Xy11.7370.79溢流段與直線段的切點(diǎn)的坐標(biāo)為：(20.19m,13.82m)1.2.4.4反弧段設(shè)計(jì)選擇挑流消能由校核洪水位下Q7000m3/查得下游水位22.8m22鼻坎挑角20~35，取30鼻坎距下游水位一般為1—2m，故取鼻坎距壩底高：h=24m反弧段圓心距壩底距離：H12418cos3039.59m反弧段與直線段切點(diǎn)距壩底距離：H2HiH2HiRcos39.59180.619928.43m鼻坎高出基本剖面距離:鼻坎高出基本剖面距離:L]RsinL]RsinRsin300.79H180.78468180.528.430.790?180.78468180.528.430.790?66mL10.660.0270.5-h24故無需驗(yàn)算高出段應(yīng)力條件鼻坎最低點(diǎn)距壩底高H1R39.591821?59m試算臨界水深：q2Th0c02g2hc20式中：T0總有效水頭，m；hc0――臨界水深（校核洪水位閘門全開時(shí)反弧處水深），——流速系數(shù)查表取0.95。qQ700083.33m3sL84T023811221.59104.41m經(jīng)試算，ho1.96mR(8~10)ho15.68~19.6m故R18m知足要求溢流壩穩(wěn)固驗(yàn)算1.2.5.1設(shè)計(jì)狀況：基本組合：（長久狀況）（上游為正常蓄水位，下游水位為壩基面:230.00223.30(2)160.00112.00卜54635463-J162093061(1)(2)4圖1-7溢流壩荷載計(jì)算簡圖荷載計(jì)算簡式:自重：G123.56507.57靜水壓力；P1110(6.7118)111.32P210676.8揚(yáng)壓力:U1100.25111.316.21U2_100.25111.393.0621U3—(111.30.25111.3)1016.2

表1-7計(jì)算表格編號(hào)荷載垂直水平力臂力矩m正向逆向1目重①15292820.831854882靜水壓力①6939639.12712674②676851.33474693揚(yáng)壓力①450846.5209743.3②129477.4195937.3③676249.2332869承載能力極限狀態(tài):①抗滑穩(wěn)固：01.11.0長久狀況)fR'1?2Cr'1.210kPam(f')')3，d)1.2S*69395.6KNWR152927.967681?2(4507.7129476761.5)130636.5kNR(*)fR'WCR'嗎丄2130636.51.210109.261164291.5kPa1.33.0164192.50S(*)1.11.069395.676335.2kPa1^136909.6kPa知足要求②壩址抗壓強(qiáng)度WR130636.5kNMr3185488.22712674347469?11.2(209743.395937.3332868.6)54024?3kNmTr54.63mJR109.263108693?2m4m2012mtS(*)130636.554024.354.631168.5MT)(1m)S(*)130636.554024.354.631168.5^-Rm22ARJARJr109.26108693.2R(*)fC13500kPaR(*)fC13500kPa0S（*）1.11.01168.51285.3kPadm知足要求正常使用極限狀態(tài)：①長久組合下壩踵拉應(yīng)力驗(yàn)算：（運(yùn)轉(zhuǎn)期）135005000kPa1.81.5WR152927.967684507.7129476761.5135479.7kNMr3185488.2Mr3185488.22712674347469.1209743.395937.3332868.6181734?1kNmWRMrTr152927.9181734.154.631331.3kPa0ARJR109.26108693.2知足要求②短期組合下壩址拉應(yīng)力驗(yàn)算：(完建期)WR152927?9kNMr3185488.2kNmWrMrWrMrTrARJR152927.9181734.154.63109.26108693.21308.3kPa100kPa知足要求1.2.5.2校核狀況：特別組合：（有時(shí)狀況）上游為校核洪水位，下游為校核洪水最大下泄流量7000m3/（（發(fā)電流量作為12121212安全貯備）對(duì)應(yīng)的下游水位134.811222?8m壩基面：223.30f(2)\_160.00\/⑴111(1)\11_112.00238.0054635453h-4-I16209306rt1134.80荷載計(jì)算簡式:自重：G16507.5723.5靜水壓力:P110P212揚(yáng)壓力:1=1010102=103=10(14.7126)(78126)22.8222.80.250.25111.37.2109.26(12622.8)16.2圖1-8溢流壩荷載計(jì)算簡圖(12622.8)93.06U4=10(12622.80.25(12622.8))16.2動(dòng)水壓力:P4P5109033.7P4P59.81109033.7(sin30sin51.7)9.81表1-8計(jì)算表格編號(hào)荷靑垂直水平力臂力矩載m正向逆向1古重①15292820.8331854882靜水壓力①7829939.093060729②734451.31376821③25997.6197543揚(yáng)壓力①24911000②418046.53194477③120057.4188955④626949.233086434動(dòng)水壓力①761L21?5916436.5②397242.26167865承載能力極限狀態(tài):①抗滑穩(wěn)固：01.10.85(有時(shí)狀況)Rf'1.2CR'1.2103kPam(m(f')1.3m(CR')3?0d1.2S*7829925991.0576174901KNWR152927.973441.2(24911.34179.612004.76269.4)1.053972.299263.1kNR(*)Rf'1.21.2103WCr'嗎—99263.1109.261135331.5kPa1.3S*7829925991.0576174901KNWR152927.973441.2(24911.34179.612004.76269.4)1.053972.299263.1kNR(*)Rf'1.21.2103WCr'嗎—99263.1109.261135331.5kPa1.33.00S(*)1.10.857490170032?4kPaR(*)135331.5112776.25kPad1.2知足要求②壩址抗壓強(qiáng)度WR99263?1kNMR3185488.23060729376820.619753.91.2(194476.888954.8308642.6)1.05(16436.5167865.2)348155.5kNmTr54.63mJr109.263108693?2m4m2012MTRR)(1s(*)(W2m)99263.1-348155.531083.5ARJr109.26108693.2R(*)fC13500kPaS(*)1.10.851083.51013?1kPa135005000kPa1.81.5知足要求正常使用極限狀態(tài)：①長久組合下壩踵拉應(yīng)力驗(yàn)算：（運(yùn)轉(zhuǎn)期）WR152927.9734424911.34179.612004.76269.43972.2108934.7kN3185488.3060729+376820.6+19753.9194476.888954.8308642.616436.5167865.2222169.2kNmWRMrTr108934.7ArJr108.6222169.254.3106735.3890kPa知足要求溢流壩的結(jié)構(gòu)部署縱縫與非溢流壩段貫穿。廊道取與非溢流壩段同樣尺寸消能與防沖鼻坎的局勢(shì)和尺寸鼻坎采納平順連續(xù)式的高程比下游水位高出兩米，即坎頂高程為138m.挑射距離和沖洗坑深度的估量LvccosV]sinvX2sir?2gh2山g'式中：L――水舌挑距（m），L是鼻坎尾端至沖坑最深點(diǎn)的水平距離;V]——出坎流速（m/s），可取為坎頂表面流速vc的].]倍；——鼻坎挑射角度；hh]——坎頂均勻水深在鉛直方向的投影，即h]hcos；h2――坎頂至河床表面高差（m）,如沖坑已形成，作為沖坑進(jìn)一步發(fā)展時(shí),可算出坑底;重力加快度，重力加快度，trkr少5H0?25tt式中：沖洗坑深度（m），由河床表面算至坑底;rt――下游水深，由下游水位算至河床表面H上下游水位差（m）；Kr――沖洗坑系數(shù)，關(guān)于堅(jiān)硬達(dá)成巖石取片0?9~；堅(jiān)硬但完好性較差的巖石Kr1.2~1.5脆弱破裂的巖石Kr1.5~2.Q計(jì)算結(jié)果為：ttrkrq0.5H0.25t1.5900.5(2381122.8)0.2522.822.55mttrkrq0.5H0.25t1.5900.5(2381122.8)0.2522.822.55m700033.69mshc01061.96106h]hcos1.70mh224mv]37.06msL_Vc_^osv1sing33.69cos3037.06sin3037.062sin3097817141.7m12sin2gh1h229.811.7024第2章水電站廠房2.1水輪機(jī)的選擇2.1.1特點(diǎn)水頭Hmax、Hmin、Hr選擇N9.81QH設(shè)計(jì)低水位下，一臺(tái)機(jī)組發(fā)電表2-1試算表（m）庫Q(m3/s)（m）尾H(m)N(Kw)190120.0116.0074.00X0.9772247.0190140.0116.1373.87X0.9784140.1190141.5116.1473.86X0.9785030.1H1=71?64m2.1.1.2設(shè)計(jì)低水位下，兩臺(tái)機(jī)組滿發(fā)表2-2試算表(m)庫Q(m3/s)(m)尾H(m)N(Kw)190200.0116.4773.53X0.97119646.9190300.0116.7673.24X0.97178768.3190290.0116.7373.27X0.97172874.5190280.0116.7073.30X0.97166981.7190285.2116.7273.28X0.97170036.4H2=71?08m2.1.1.3正常蓄水位下，一臺(tái)機(jī)組發(fā)電表2-3試算表()H(m)m庫Q(m3/s)—尾（m）N(Kw)

23080.0115.72114.28X0.9774381.923090.0115.80114.20X0.9783621.023091.5115.81114.19X0.9785007.3H3=110?76m2.1.1.4正常蓄水位下，兩臺(tái)機(jī)組滿發(fā)表2-4試算表(m)庫Q(m3/s)（m）尾H(m)N(Kw)230180.0116.37113.63X0.97166407.3230185.0116.40113.60X0.97170984.6230184.0116.39113.61X0.97170075.3H4=110?20m2?1?1?5設(shè)計(jì)洪水位下，兩臺(tái)機(jī)組滿發(fā)表2-5試算表*(m)庫Q(m3/s)(m)尾H(m)N(Kw)235.51180.0+5000124.65110.85X0.97162336.1235.5188.0+5000124.66110.84X0.97169535.7235.5188.6+5000124.66110.84X0.97170076.8H5=107?51m2?1?1?6校核洪水位下，兩臺(tái)機(jī)組滿發(fā)表2-6試算表*(m)庫Q(m3/s)(m)尾H(m)N(Kw)238200.0+7000126.94110.06X0.97180715.1238190.0+7000126.93110.07X0.97171694.8238188.2+7000126.93110.07X0.97170068.3H6=107?74mnn110m68r/mi初步假定嗎10n110mnn110m68r/mi初步假定嗎10n110mHmax11°?76山Hmin71-08mHav0.6Hmax0.4Hmin0.6110.760.471.0894.89mavmaxminHrHav94?89m（引水式電站）水輪機(jī)型號(hào)選擇型水輪機(jī)方案主要參數(shù)選擇轉(zhuǎn)輪直徑D查《水電站》表3-6得，限制工況下單位流量Q11m950L/0.95m3查《水電站》表3-6得，限制工況下單位流量Q11m950L/0.95m3/s效m89.4%，由此初步假定原型水輪機(jī)在此工況下的單位流量Q11Q11M0.95m/s效率n=91.4%。N水輪機(jī)額定賣力Nrgr8500097%87628?9KWgr（對(duì)大中型發(fā)電機(jī)96%（對(duì)大中型發(fā)電機(jī)96%~98%）gr設(shè)計(jì)水頭Hav94.89mD1Nr設(shè)計(jì)水頭Hav94.89mD1Nr9.81Q11HrJHr87628.93.336m9.8191.4%0.9594.89取之鄰近標(biāo)稱直徑D1取之鄰近標(biāo)稱直徑D13.3m。轉(zhuǎn)速n計(jì)算查表3-4可得HL200型水輪機(jī)在最優(yōu)工況下的單位轉(zhuǎn)速1111nH-68^94-89二200.73(r/min)D13.3取與之靠近的同步轉(zhuǎn)速214.3r/minn效率修正當(dāng)?shù)挠?jì)算HL2O0最優(yōu)工況下Mmax90.7%,模型轉(zhuǎn)輪直徑D1m0?46m則原型效率為:max1(193.7%1(190.7%)則效率正修正當(dāng)VnH-68^94-89二200.73(r/min)D13.3取與之靠近的同步轉(zhuǎn)速214.3r/minn效率修正當(dāng)?shù)挠?jì)算HL2O0最優(yōu)工況下Mmax90.7%,模型轉(zhuǎn)輪直徑D1m0?46m則原型效率為:max1(193.7%1(190.7%)則效率正修正當(dāng)V=93.7%—90?7%=3?0%考慮到模型與原型水輪機(jī)在制造工藝上的差別，上邊求得的v中減去1%，得最后的效率正修正當(dāng)V=2.0%，max=MmaxV89.4%2.0%91.4%（與假定同樣）11Q11M=90?7%+2?0%=92?7%單位轉(zhuǎn)速n的修正當(dāng)11n10.1.64%3.0%110MMmax故單位轉(zhuǎn)速可不加修正，Q11也可不加修正0.907最后求得n=91.4%,Q11Q11M,n110=n110m=68r/min,D13.3m，n=214?3r/min工作范圍查驗(yàn)在已知Hr=94.89Nr=87628.9Kw的條件下得:Q11maxNr9.81D12HrHr0.97m3/0.95m/s則水輪機(jī)最大引用流量:Qmax1QnaxD1~Hr0.9523,94.89100.78(13/Qmax與特點(diǎn)水頭Hmax、H.、H相對(duì)應(yīng)的單位轉(zhuǎn)速為maxminr

11minnD]/Hax214.33.3/110.7667?20r/minnH—11maxnDJmin214.33?3/71?°883.88r/minniirnD1r214.3#3/94.8972?60r/min在HL200型水輪機(jī)的模型綜合特點(diǎn)曲線上分別繪出Q11max950L/sn11max=83.88r/mi和n11min=67?2°r/mi的直線，這三根直線所圍成的地區(qū)就是水輪機(jī)的工作范圍，基本上包括了許多的高效區(qū)。吸出高度Hs計(jì)算由水輪機(jī)設(shè)計(jì)工況下的參數(shù)nn由水輪機(jī)設(shè)計(jì)工況下的參數(shù)nnr72?60r/miQ)11max950L/s在《水電站》中圖2-26查得m=0.02Hs10.0——900(mHs10.0——900(m)Hr10.0155.48/900(0.090.02)94.890.57m型水輪機(jī)方案主要參數(shù)選擇轉(zhuǎn)輪直徑D查《水電站》表3-6得，限制工況下單位流量q1M860L/0.86m3/s效率M89.5%由此初步假定原型水輪機(jī)在此工況下的單位流量Q11Q11M0.86n/s效率n=91?3%。N水輪機(jī)額定賣力Nrgr8500097%87628?9KW/gr(對(duì)大中型發(fā)電機(jī)gr96%~98%)設(shè)計(jì)水頭HavHr94.89mNr87628.9D133.508m丫9.81Q[1HrVHrV9.8191.3%0.8694.89

取之鄰近標(biāo)稱直徑D13.8m。轉(zhuǎn)速n計(jì)算查表3-4可得HL180型水輪機(jī)在最優(yōu)工況下的單位轉(zhuǎn)速n110m67r/n110m67r/mi初步假定一110m94.8967/_~3.8Q101血m171?75（r/min）nD1取與之靠近的同步轉(zhuǎn)速187.5r/minav效率修正當(dāng)?shù)挠?jì)算HL180最優(yōu)工況下Mmax92%,模型轉(zhuǎn)輪直徑則原型效率為:maxD1（1Mmax）HL180最優(yōu)工況下Mmax92%,模型轉(zhuǎn)輪直徑則原型效率為:maxD1（1Mmax）1M1（1D1M94.8%則效率正修正當(dāng)V=94.8%—92%=2.8%考慮到模型與原型水輪機(jī)在制造工藝上的差別，上邊求得的考慮到模型與原型水輪機(jī)在制造工藝上的差別，上邊求得的V中的減去1%,+Q得最后的效率正修正當(dāng)+Q得最后的效率正修正當(dāng)V=1.8%,max=Mmax11V89.5%1.8%91.3%（與假定同樣）Q11M=94.8%+1?8%=96.6%單位轉(zhuǎn)速n的修正當(dāng)110M17.9411.51%3.0%Mmax110M17.9411.51%3.0%Mmax0.92故單位轉(zhuǎn)速可不加修正，Q11也可不加修正最后求得n=91.3%,Q11Q11M,n110=n110m=68r/min,D13.8m,n=187.5r/min工作范圍查驗(yàn)在已知Hr=94.89,Nr=87628?9Kw的條件下得:Q11maxNrQ11maxNr0.733m3/0.86m/s9.81D12HrHr、Hr相對(duì)應(yīng)的單位轉(zhuǎn)速為llmaxn與特點(diǎn)水頭llminn、Hr相對(duì)應(yīng)的單位轉(zhuǎn)速為llmaxn與特點(diǎn)水頭llminn187.53.8/94.8973?14r/min在HL180型水輪機(jī)的模型綜合特征曲線上分別繪出Q11maxllrnD733L/s,則水輪機(jī)最大引用流量:QmaxlOnax疔Hr0?7332^4"89103?l(m/S)3.8/110.7667?70r/minJ~3.8/71.0884?51r/minminn11max=84?51r/mil和g亦二67?70r/mi的直線，這三根直線所圍成的地區(qū)就是水輪min機(jī)的工作范圍，只包括較少的高效區(qū)。吸出高度Hs計(jì)算由水輪機(jī)設(shè)計(jì)工況下的參數(shù)中圖2-26查得=0.02mllr73.14r由水輪機(jī)設(shè)計(jì)工況下的參數(shù)中圖2-26查得=0.02mllr73.14r/min11max733L/s在《水電站》Hs10.0—(m900m)Hr10.0115.58/900(0.0780.02)94.890.57m和HL180方案比較表2-7方案參數(shù)比較表項(xiàng)目HL200HL180介紹用水頭范圍(m)90?12590?125模最優(yōu)單位轉(zhuǎn)速n1106867型最優(yōu)單位流量q10(L/S)800720參最高效率(%)11090.7%92%數(shù)氣蝕系數(shù)0.090.078包括高效率區(qū)的多少多少原工作水頭(m)71.08?110.7671.08?110.76型轉(zhuǎn)輪直徑D(m)3.33.8參1轉(zhuǎn)速n(r/min)214.3187.5數(shù)額定賣力Nr(kw)87628.987628.9最大引用流量Q(m3/s)100.78103.1max吸出高度(m)一0?57m0.57m比較以后選擇機(jī)型HL2002.1.3水輪機(jī)安裝高程HZswsb0115.480.570.66115.24m222.2廠房內(nèi)部結(jié)構(gòu)發(fā)電機(jī)外形尺寸估量2?2?1?1基本尺寸極距cos0.994444.4Kjf9468.59cm42p'、214定子內(nèi)徑D2P2—1468.59611?63cmi定子鐵芯長度*lsf94444.4196.35cmCD.2ine6106611.632214.3(4)定子鐵芯外徑DaDaD611.631.268.59693.94cm2.2.1.2平面尺寸(1)定子機(jī)座外徑D1D11.20Da1.a20693.94832.02cm(2)風(fēng)卓內(nèi)徑D22.4m832.022401072?02cm(4)轉(zhuǎn)子外徑D3下機(jī)架最大跨度D3Di2611?63cm4D56046060520cm(5)推力軸承外徑DD5為水輪機(jī)機(jī)坑直徑，D(5)推力軸承外徑DD5為水輪機(jī)機(jī)坑直徑，D5=460cm和勵(lì)磁機(jī)外徑D7D6411.5cmD7346cm2?2?1?3軸向尺寸計(jì)算(1)定子機(jī)座高度h1ne214r/ne214r/mirfl寸，hi21963.52685.90333.53cm(2)上機(jī)架高度h2D?i鑒別型式-tlne6116.30.0151963.5214.30.035采納懸式發(fā)電機(jī)上機(jī)架高度h0.25Di0.256116.3152.91cm(3)推力軸承高度勵(lì)磁機(jī)高度h4和永磁機(jī)高度hs，副勵(lì)磁機(jī)*h3150:200cm取180cmh4200:240cm取220cm(此中機(jī)架高100cm)h580:120cm取100cmh660:90cm取80cmh3由水輪機(jī)轉(zhuǎn)輪直徑查得：座環(huán)外徑由水輪機(jī)轉(zhuǎn)輪直徑查得：座環(huán)外徑Da=520cm，內(nèi)徑Db=440cm,由水輪機(jī)轉(zhuǎn)輪直徑查得：座環(huán)外徑由水輪機(jī)轉(zhuǎn)輪直徑查得：座環(huán)外徑Da=520cm，內(nèi)徑Db=440cm,cc下機(jī)架高度h7懸式非承載機(jī)架h70.12Di0.12611.6373.4cm(5)定子支座支承面至下機(jī)架支承面或下?lián)躏L(fēng)板之間的距離h88懸式hg0.15Di0.15611.6391.75cm(6)下機(jī)架支承面主主軸法蘭底面距離h9hg70:150cm取100cm(7)轉(zhuǎn)子磁軛軸向高度h10有電扇時(shí)h10片(70:100)lt90286?35cm(8)發(fā)電機(jī)主軸高度h11h11(0.7:0.9)H0.81258.191006.55cm(9)定子鐵芯水平中心線至法蘭盤底面距(9)定子鐵芯水平中心線至法蘭盤底面距h12h120.46h1h10409.77cm發(fā)電機(jī)重量估量Sf3GKSf3GKnf1e94444.423512.21(t)因此，發(fā)電機(jī)轉(zhuǎn)子重214.31二一Gf=260.6t水輪機(jī)蝸殼及尾水管水頭范圍大于40m，采納金屬蝸殼，關(guān)于D1=3.3m，高頭混流水輪機(jī)，采納圓形焊接或鍛造結(jié)構(gòu)蝸殼半徑：maxi360V

表2-8蝸殼漸變段內(nèi)徑數(shù)據(jù)表ii(cm)aiaircm)Riar&(cm)00260.0260.030°59.7319.7379.475°94.4354.4448.8120°119.4「379.4498.8165°140.0400.0540.0210°158.0418.0576.0255°174.1434.1608.2300°188.8448.8637.6345°202.5462.5665.0尾水管尺寸L4.5D14.53.314.85mB52.72D12.723.38.98mD41.35D11.353.34.46mh41.35D11.353.34.46mh60.675Di0.6753.32.23mh51.22D11.223.34.03mh2.60D12.603.3&58mL]則：r520260cmrb則：r520260cmrb2440一220cm?21.82必1.823.36.01m調(diào)速系統(tǒng)，調(diào)速設(shè)施選擇調(diào)速系統(tǒng)，調(diào)速設(shè)施選擇調(diào)速系統(tǒng)，調(diào)速設(shè)施選擇調(diào)速系統(tǒng)，調(diào)速設(shè)施選擇2?2?4?1調(diào)速功計(jì)算A(200:250)Q-H^axD1(3?37:4.22)5lNm30000NmVQNr/(9.81max)87628.9/(9.8191.4%110.76)88.237(m3/s)綜上所述，屬大型調(diào)速器，接力器和油壓裝置應(yīng)分別進(jìn)行計(jì)算和選擇。接力器選擇①接力器直徑計(jì)算：采納兩個(gè)接力器操作導(dǎo)水機(jī)構(gòu)，選額定油壓為2.5MPa，則每個(gè)接力器直徑ds為:dsDJ_0Hmax0.0283.3J0.2110.76435mmVd^②接力器最大行程:由n11r72.6r/min1Qmax950L/s在模型綜合特征曲線上查得aTOC\o"1-5"\h\z0Mmax33.7mmD°y534Z0M24選D01.161.163.33.828mz024式中：勺水輪機(jī)導(dǎo)葉最大開度DZ00MaaDZ0max0Mmax0M0241.58mmS采納系數(shù)1.8則max1.800)max1.80241?58③接力器容積計(jì)算:Smax(1.4:1.8)鉆ax435mmTOC\o"1-5"\h\zVs_ds2Smax_0.4520.4350?138n。\o"CurrentDocument"ssmax22.2?4?3調(diào)速器的選擇DfDfDfDf大型調(diào)速器的型號(hào)是以主配壓閥的直徑來表征的，主配壓閥的直徑d1?叫Lrvm1.13-0.138/4.599mm采納Ts4s,Vm4.5m/s選擇與之相鄰而偏大的DT-100型電氣液壓型調(diào)速器。表2-9調(diào)速器型號(hào)尺寸圖VI1■■廣1VI1■■廣111■1111aR-If—H調(diào)速器機(jī)械柜尺寸基礎(chǔ)板尺寸電器柜尺寸重量型號(hào)l1Xb1Xh1(mm)LXB(mm)MXNXH(mm)(Kg)DT-100700X800X13001200X1500440X800X23601206圖2-1調(diào)速器尺寸表示圖2?2?4?4油壓裝置Vk(18:20)Vs(2.484:2.76)m于是采納組合式油壓裝置HYZ-2.52.2.5水輪機(jī)閥門及其附件水頭較大，應(yīng)采納蝴蝶閥(配套設(shè)施：伸縮節(jié)、空氣閥、旁通閥)D0查蝴蝶閥的直徑型譜圖得，4300mm查蝴蝶閥的直徑型譜圖得，4300mm壓力油源及設(shè)施，取組合式油壓裝置HYZ-4.0表2-10油壓裝置型號(hào)尺寸圖型號(hào)油罐長度m(mm)寬n(mm)總高H(mm)油罐咼h(mm)油罐外徑(mm)HYZ-4.029502000445030501300HYZ-2.524001700406028601024圖2-2組合式油壓裝置表示圖起重機(jī)設(shè)施選擇臺(tái)數(shù)選擇：最大起重量260?6t機(jī)組臺(tái)數(shù)2臺(tái)，采納一臺(tái)雙小車起重機(jī)，跨度16m(依據(jù)廠房凈寬確立)2.3主廠房尺寸及部署2?3?1長度2?3?1?1機(jī)組中心距需要依據(jù)下部塊體以及各樓層的詳細(xì)部署來確立。下部塊體：機(jī)組中心距=1蝸殼沿廠房縱軸線的長度+2lL=5.40+6.60+3.0=15.0m取為16.0m)式中：l保護(hù)層厚度1?5m考慮到柱子、發(fā)電機(jī)層樓梯部署、發(fā)電機(jī)風(fēng)罩以及梁的互相地點(diǎn)關(guān)系要求L=18.0米。2.3.1.2端機(jī)組段長度考慮到蝸殼層集水井和發(fā)電機(jī)層副廠房的部署，以及層間樓梯的部署與梁的矛盾，端機(jī)組段長度為17.25米。2.3.1.3安裝場長度發(fā)電機(jī)轉(zhuǎn)子D6.2m上機(jī)架D=8.4m機(jī)組段長度水輪機(jī)轉(zhuǎn)輪D3.3m水輪機(jī)頂蓋D3.8m（取與機(jī)坑同）下機(jī)架D5.2m（此中發(fā)電機(jī)轉(zhuǎn)子、水輪機(jī)轉(zhuǎn)輪需要考慮2m的維修工作場所。）裝置廠和發(fā)電機(jī)同高程，可利用端部機(jī)組段部分場所，再由吊車極限地點(diǎn)同時(shí)控制，確立裝置場長為19.35m，廠房段總長64.15m。（此中主廠房長度為57.9m，6.25m為端部的副廠房。）丿rI■七［rr：寬度因?yàn)閺S房設(shè)置蝴蝶閥，故廠房寬度取決于下部尺寸下游側(cè)塊體結(jié)構(gòu)的厚度=中心線至下游側(cè)蝸殼外緣尺寸+l+外墻厚度=6.08+1.00+1.50=8.58m取為8.50m上游側(cè)塊體結(jié)構(gòu)的厚度=中心線至上游側(cè)蝸殼外緣尺寸+蝶閥室寬度+l+外墻厚=4.49+1.00+4.00+1.50=10.99m取為11.00m取主廠房寬度為8.50+11.00=19.50m副廠房寬取為8.00m尾水平臺(tái)取為4.65m廠房各層高程確立2.3.3.1水輪機(jī)安裝高程Zswb°2115.480.570.66Zsw尾水管底板高程b01Zs,h115.242式中：h—-0.668.59106.32m2尾水管高度（mb0――導(dǎo)葉高度（b01Zs,h115.242式中：h—-0.668.59106.32m2尾水管高度（mb0――導(dǎo)葉高度（m）2?3?3?3水輪機(jī)層地面高程d2Zs-2式中：Zs——水輪機(jī)安裝高程115.243.48—1.0117.98m2d蝸殼尺寸蝸殼頂部外包混凝土的厚度2.3?3?4定子安裝高程332進(jìn)人孔（2m）深梁（1m）=117.98+2+1=120.98m2.3?3?5發(fā)電機(jī)層地面高程434120.984.86125.＜校核洪水位126?93mTOC\o"1-5"\h\z裝置場所面高程5為方便部署公路，采納發(fā)電機(jī)層和裝置場層同高方案，同時(shí)裝置廠層和進(jìn)場公路同高，并在尾水平臺(tái)和公路低于校核洪水部分加設(shè)擋水墻。擋水墻高我核洪水位+0.5m=127?43m2.3?3?7吊車軌頂高程6考慮到最大吊運(yùn)零件的尺寸選擇：6138.04m2.3.3.8廠房頂部高程7

由吊車軌頂高程加上相應(yīng)得吊車尺寸以及廠房子頂大梁、安全超高，經(jīng)適合調(diào)整得：7=144?74m起重機(jī)

最大輪

壓起重機(jī)

總重(t)電動(dòng)機(jī)(型號(hào)/KW)起升機(jī)構(gòu)45.0122JZR2-52-3/30X2運(yùn)轉(zhuǎn)小^JZR2-22-6/7?5X2總?cè)葜?KW)小車;(t)小車輪距LT小車輪

距KT大車輪距K4400軌道面至緩沖器距離H12000車軌中心至緩沖器外起重機(jī)

最大輪

壓起重機(jī)

總重(t)電動(dòng)機(jī)(型號(hào)/KW)起升機(jī)構(gòu)45.0122JZR2-52-3/30X2運(yùn)轉(zhuǎn)小^JZR2-22-6/7?5X2總?cè)葜?KW)小車;(t)小車輪距LT小車輪

距KT大車輪距K4400軌道面至緩沖器距離H12000車軌中心至緩沖器外端距離1200920?04400X車JZR2-41-8/11X4主要尺寸1192X15025大梁底面

至輕道距F起重機(jī)最大寬度B1409300輕道中心距起重機(jī)外端距離B1460軌道面至起重機(jī)頂端距離H4300操作室底面至軌道面h3兩小車吊

鉤間2400均衡梁吊點(diǎn)至大車軌頂極限地點(diǎn)3100極限地點(diǎn)吊鉤至軌道主鉤840h1介紹用大車軌中心距離道吊鉤至軌

道副鉤L1240610mmL2Qu-10011001600表2-11橋機(jī)工作參數(shù)表名義起重量t單臺(tái)小車起重量(t跨度(lm起重咼度m速度(m/min)單臺(tái)小車重t起升運(yùn)轉(zhuǎn)主鉤副鉤主鉤副鉤小車大車2X15()2X1502516201613.733.5P232122122122123.1細(xì)部結(jié)構(gòu)隧洞洞徑第3章引水建筑物隧洞采納圓形斷面，有壓隧洞經(jīng)濟(jì)流速2.3.1細(xì)部結(jié)構(gòu)隧洞洞徑第3章引水建筑物隧洞采納圓形斷面，有壓隧洞經(jīng)濟(jì)流速2.5~4?5m/s，取為4m/s流量采納設(shè)計(jì)水頭下，兩臺(tái)機(jī)機(jī)組最大引用流量A二Q=201.56=50?4m2max2v4Q=2X100.78=201?56m3/smax-A\4A|—4—4Si8?01m取為8?20米3.1.2隧洞入口段隧洞入口形式及漸變段形式由隧洞洞線地質(zhì)圖可知隧洞入口可采納洞式入口，隧洞入口頂部采納橢圓曲線連結(jié)，俯視為直線型喇叭口，內(nèi)部斷面為矩形1.1A=55.44m2，取漸變段高度與圓形隧洞同高，即h=8.2m，那么，寬度b=1.1A/8.2=6.76m，取為b=7.00m漸變段長度(1.5~2.0)D12m8.2擴(kuò)散角arctan72.86經(jīng)計(jì)算=0.經(jīng)計(jì)算=0.769201.6經(jīng)計(jì)算=0.經(jīng)計(jì)算=0.769201.6圖3-1入口漸變段尺寸圖3?1?2?2入口詳細(xì)形式依據(jù)國內(nèi)外實(shí)踐經(jīng)驗(yàn)，喇叭口頂板的橢圓方程為:a|12b2此中：a=(1.0~1.5)D往常取1.1D；11(-~—)D由上取a由上取a9.02m取為10.00m9.02m取為10.00m；:4.1取為3.50m。311(—~_)D(2.7323?1?2?3攔污柵的設(shè)計(jì)為便于清污及減小水頭損失，過柵流速不大于1m/s攔污柵垂直凈面積S柵Q;^^戈100.78201?6m2v1攔污柵高二（10+8.2）/sin41=27.74m柵片厚度為30mm，寬度為50mm，柵條間距b3300110mm，30攔污柵寬度d14.40.76918.2設(shè)2個(gè)寬為0?6m的帶槽中墩，中墩凈距為5m凈高5=15m14.4m)驗(yàn)算：驗(yàn)算：S0.7691518.2209?9m2201.6m2驗(yàn)算：驗(yàn)算：S0.7691518.2209?9m2201.6m23?1?2?4隧洞入口頂部高程，底部高程用戈登公式估量臨界吞沒深度ScrScrcv.d0.5548.26.3m此中：Scr一一閘門低于最低水位的臨界淹滅深度；c——經(jīng)驗(yàn)系數(shù)取c=0.55~0.7；對(duì)稱取水時(shí)取小值0.55d閘門孔口高度mv閘門斷面的水流速度m/s最后取Scr=6.3m即隧洞入口頂部高程HhrScr1906.3183.7m低水位cr隧洞入口底部高程▽二h柱”ScrD1906.38.2175.5m低水位cr3.2調(diào)壓室設(shè)置調(diào)壓室的條件3.2.1.1設(shè)置上游調(diào)壓室LVgFv4.0式中：L壓力水道長度（隧洞L=1100m，m/sV鋼管L=250m,5m/s）H——設(shè)計(jì)水頭94.89mTw<2~4s時(shí)，可不設(shè)上游調(diào)壓室LV110042505計(jì)算得TLV110042505計(jì)算得TwgH9.8194.896.34s2:4s因此本電站需要設(shè)置上游調(diào)壓室。vnvn0.012vnvn0.0123?2?1?2設(shè)置下游調(diào)壓室尾水道很短，不需要設(shè)置尾水調(diào)壓室3.2.2壓力管道設(shè)計(jì)3?2?2?1管道內(nèi)徑估量TOC\o"1-5"\h\z5"2Q~~572~(2~)max716.42mH：94.89式中：Qmax――鋼管最大設(shè)計(jì)流量；H——設(shè)計(jì)水頭3?2?2?2岔管處管道直徑確實(shí)定岔管采納正Y型部署。D5^100.78V94.894.77m岔管處管道直徑由大變小估量壓力管道段全長250m。計(jì)算托馬斷面3?2?3?1引水道的水頭損失h(1)沿程水頭損失f201.652.78201.652.783.82m/sDR—4&22.05ml1100m4n計(jì)算米納糙率0.012(最小)c1R6_2.05'693.92③閘門段③閘門段hj3③閘門段③閘門段hj3hfv2—lc2R93.9223.82211000.888m2.05(2)局部水頭損失hj①攔污柵處hj11.331——

b12b11.331——

b12b1K——污染物附著影響系數(shù),1.33sin機(jī)械清污K=1?1~1?31――與柵條形狀相關(guān)系數(shù)2.422――與柵柱形狀相關(guān)系數(shù)1.67柵條厚或直徑0?03m柵柱厚0.6mb――柵條凈距0.11mb1――柵柱凈距5m1.22.42_0.0310.111.331.670.61.33sin410.417m過柵均勻流速v過柵均勻流速v1￥201.60.96m/s(108.2)150.769v1212g0.4170.96229.810.019m②喇叭口段j20.23.51m/3.51m/s(取減縮段面積)v2A8.27V2A3.512V2A22g0.229.810.126m330.320.(62個(gè)平板閘門)330.320.(62個(gè)平板閘門)32g0.63.51229.810.377m0.0250.02548sin28sin2.862④三個(gè)漸變段j40.125v13.51m/sy3.82m/sV22VV22V1242g0.014m⑤隧洞轉(zhuǎn)彎處j5d3.50.58.23.50.55'0.1310?163=0.1310.163300.076R9015090d3.50.5&23.5250.5''0.13150.163=0.1310.1630.069R9015090,,,v3.825'5'20.0760.06920.108m2g29.81hj0.0190.1260.3770.0140.1080.644mhw0hfhj0.8880.6441.532m3?2.3?2壓力鋼管的水頭損失h(1)沿程水頭損失f糙率取最大值0.013①岔管前：0.079hj20.079hj220.079hj20.079hj22201.6hf11R—6②岔管后:_16hfv2c2R26.426.23m/s16.420.01326.23283.232100.84.7720.0131683.236T421500.524m5.64m/4.7779.215.6421000.425m279.214.77(2)局部水頭損失hj①轉(zhuǎn)彎段3.50.53.51°?131°?1630.1310.1636.42450.0.0939059.3690共兩處hjiv26.2322g0.09329.810.368m②分岔管(一個(gè)正分叉，一個(gè)轉(zhuǎn)彎)0.153.50.1310.1630.5=0.1313.50.900.1634.7712.53090'V]1222g，，V222g6.2320.1529.815.6420.07929.810.208m③蝶閥處全開時(shí)全開時(shí)30.15全開時(shí)全開時(shí)30.15v25.64232g0.1529.810.243m0.5240.4250.3680.2080.2431.768m斷面計(jì)算LfFk22gH1式中:H1Hminhw03hwm094.891.53231.76888.054mL——引水隧洞長1100mf引水道斷面面積52.78m2h1532——引水道水頭損失系數(shù)亠二——0.105v2201.6/52.782hw0――引水道經(jīng)過流量Q時(shí)的水頭損失hwm0――壓力管道經(jīng)過流量Q時(shí)的水頭損失為了保證穩(wěn)固性和加快減少速度，實(shí)質(zhì)調(diào)壓室的面積還應(yīng)比托馬斷面大，工程中常常將其乘以1?05因此得：FkLf110052一78105336.06m2gH120.1059.8188.0543?2.4計(jì)算最高涌波引水道水頭損失設(shè)計(jì)狀況（正常蓄水位）（1）沿程水頭損失hf:DR——48.22.05ml1100m4計(jì)算米納糙率n0.012（最?。㏎v——1843.486m/sA52.78111111c-R62.05693.92111111c-R62.05693.920.1250.1250.1250.125n0.012hfv2lc2R93.9223?486211000.739m2.05（2）局部水頭損失hj①攔污柵處hjiji1.33—1b11.330.031.330.61.33sin1.22.42L67sin410.110.417m過柵均勻流速V[QS1840.876m/s(10&2)150.769h2gj11v120.87620.41729.810.016m②喇叭口段j20.2Q1843.21m/s（取減縮段面積）3.212j29.810.105m2g0.29.810.105m③閘門段hj30.320.（62個(gè)平板閘門）