发电引水隧洞设计计算书选型 计算

编号：XX工程名称：xxx电站工程设计阶段：施工图设计发电引水隧洞设计计算书签名日期审查：校核：计算：目录TOC\o"1-2"\h\z\u1引言32设计依据文件和规范42.1有关本工程的文件42.2主要设计规范42.3主要参考资料43设计基本资料53.1工程等别与建筑物级别53.2洪水标准53.3地震烈度53.4工程地质及水文地质资料53.5取水口水位流量及泥沙含量53.6风速、风向54隧洞线路布置设计64.1洞线平面布置64.2洞线纵、横剖面布置65隧洞水力学计算95.1洞身段过流能力95.2正常运用情况隧洞水面线计算105.3设计洪水情况隧洞水力学计算165.4非常运用情况（校核洪水）隧洞水力学计算206结构计算236.1计算程序与方法236.2有关的计算系数236.3计算工况和荷载组合236.4桩号0+000～0+060段结构与配筋计算成果247工程量计算377.1桩号0+000～0+060段377.2桩号0+060～0+070段387.3桩号0+070～0+120段387.4桩号0+120～0+450段397.5工程量汇总398本次设计方案与xxx方案工程量、投资、发电量比较398.1xxx方案正常运行情况水面线计算398.2工程量及投资比较表408.3发电量比较419隧洞取水口与出口压力前池设计方案的初步考虑439.1隧洞取水口439.2压力前池431引言xx水电站位于xx县境内的xx河中下游河段上，工程任务以发电为主。电站装机容量2×3200kW，年发电量3455万kW·h。发电无压隧洞长450m，引水流量57m3/s。xx电站工程原由xxx院（以下简称xxx院）设计，2004年8月，受业主单位委托，由本项目组承担该工程发电引水系统和厂房枢纽工程的施工图设计。根据xxx设计，xx电站水库正常蓄水位412m，大坝采用水力自控翻板闸坝，闸门坝段总长120m，固定坝堰顶高程407m，闸门高度5m，单扇宽度10m，共12扇。发电引水系统布置于右岸，设计引用流量57m3/s。发电引水隧洞后接压力前池，压力前池直接接厂房（相当于河床式厂房）。发电引水隧洞采用无压隧洞，按自动调节渠道设计（即前池未设溢流堰）。隧洞洞长L=450m，底坡i=1/2000，进口洞底高程405.3m，出口洞底高程405.07m。隧洞断面型式采用圆拱直墙型（城门洞型），衬砌后断面尺寸为B×H=5.5×8.188m（直墙高度6.6m）。隧洞进口未设检修闸门。上述发电引水系统布置存在的主要问题：隧洞进口未设拦污栅和检修闸门，闸坝固定坝堰顶高程407m，隧洞进口高程405.3m，即隧洞底板比固定坝堰顶低1.7m，隧洞无检修维护条件。目前发电引水隧洞已按照xxx的设计完成了隧洞0+000～0+120段的开挖施工，通过对施工单位实测的隧洞断面资料（0+000～0+085）复核，隧洞平均开挖宽度为7m，平均开挖高度8.1m，隧洞洞底开挖高程405.3m。经征询业主意见，本次设计维持无压隧洞方案，但结合本工程实际情况，本次设计对发电引水系统进行了优化设计：=1\*GB2⑴隧洞进口设拦污栅和平板检修闸门；=2\*GB2⑵根据57m3/s的设计引用流量对未开挖段隧洞断面进行优化调整。2设计依据文件和规范2.1有关本工程的文件=1\*GB2⑴《xx省xx县xx水电站项目建议书》（xxx编写）=2\*GB2⑵《xx省xx县xx水电站初步设计阶段工程地质勘察报告》根据设计项目部与业主签订的合同书，本次设计所需的：=1\*GB3①工程任务、枢纽布置、水库（河道）特征水位、隧洞引用流量、隧洞级别和防洪标准资料、=2\*GB3②区域地质资料，地震基本烈度，隧洞进、出口及沿线的地形地质和水文地质资料、=3\*GB3③有关的水文、气象资料及水文、水能设计成果等均采用《xx省xx县xx水电站项目建议书》、《xx省xx县xx水电站初步设计阶段工程地质勘察报告》相关部分资料。2.2主要设计规范=1\*GB2⑴《水利水电工程等级划分及洪水标准》SL252-2000=2\*GB2⑵《水工隧洞设计规范》SL279-2002=3\*GB2⑶《水工混凝土结构设计规范》SL/T191-96=4\*GB2⑷《水工建筑物荷载设计规范》DL5077-1997=5\*GB2⑸《水电站引水渠道及前池设计规范》SL/T205-97=6\*GB2⑹《水利水电工程进水口设计规范》SL285-20032.3主要参考资料=1\*GB2⑴《水力学计算手册》（武汉水利电力学院水力学教研室编）=2\*GB2⑵《水力学》（成都科技大学水力学教研室编）=3\*GB2⑶《水电站建筑物设计参考资料》（张治滨编）=4\*GB2⑷《高等学校教材水电站》（河海大学张洪楚编）=5\*GB2⑸《水工隧洞的设计理论和计算（第二版）》（汪胡侦编）=6\*GB2⑹《取水输水建筑物丛书隧洞》（熊启钧编）3设计基本资料3.1工程等别与建筑物级别=1\*GB2⑴工程等别为IV等=2\*GB2⑵建筑物级别4级3.2洪水标准=1\*GB2⑴设计洪水重现期：30年=2\*GB2⑵校核洪水重现期：200年3.3地震烈度=1\*GB2⑴地震基本烈度：小于6度=2\*GB2⑵设计地震烈度：不考虑地震设防3.4工程地质及水文地质资料发电引水隧洞全线穿越Pt3q板岩，岩石强度高，结构上多属中厚层板岩，围岩工程特性较好，除进出口强风化段外，其余属III类围岩。隧洞通过地层为单斜构造，岩石走向基本与洞线斜交，角度约30°～40°。地下水位在洞线以下，对成洞条件无影响。（详见有关报告与图件）3.5取水口水位流量及泥沙含量=1\*GB2⑴取水口底板高程405.6m，设计引用流量57m3/s=2\*GB2⑵泥沙含量：0.154kg/m33.6风速、风向=1\*GB2⑴多年平均风速：1.0m/s=2\*GB2⑵多年最大风速：10m/s=3\*GB2⑶风向：NE4隧洞线路布置设计4.1洞线平面布置根据原xxx设设计，发电电引水系统统布置于右右岸，设计计引用流量量57m3/s。发电引引水隧洞后后接压力前前池，压力力前池直接接接厂房（相相当于河床床式厂房）。发发电引用隧隧洞采用无无压隧洞，按按自动调节节渠道设计计（即前池池未设溢流流堰）、轴轴线方位角角N73..24°EE。隧洞洞洞长L=4550m，底坡i=1//20000，进口洞洞底高程405..3m，出口洞洞底高程405..07m。隧洞断断面型式采采用圆拱直直墙型（城城门洞型），衬衬砌后断面面尺寸为B×H==5.5××8.1888m（直墙高高度6.6m）。由于发电引引水隧洞目目前已经按按照xxxx的设计完完成了隧洞洞0+0000～0+120段的开挖挖施工，经经征询业主主意见，本本次设计维维持原洞线线平面布置置、洞身无无压方案不不变。本次设计根根据隧洞地地形地质条条件、过流流能力、目目前隧洞0+0000～0+0885段的开挖挖现状对隧隧洞纵、横横剖面布置置进行适当当优化。4.2洞线纵纵、横剖面面布置根据水力学计算算并结合桩桩号0+0000～0+0885段开挖现现状，本次次设计考虑虑将隧洞纵纵向分为两两段，第一一段为桩号号0+0000至0+0660段，纵坡i=1//20000，进口底底板高程405..6m，末端底底板高程405..570m。第二段段为桩号0+0770至0+4550段，纵坡i=1//20000，进口底底板高程405..865mm，末端底底板高程405..675m。中部0+0660至0+0770段为渐变变段。桩号0+000至00+0600段：根据业业主提供的的隧洞0+0000～0+0885段的开挖挖实测断面面资料复核核，桩号0+0000至0+0660段隧洞平平均开挖宽宽度为7m，平均开开挖高度8.1m，隧洞洞洞底平均开开挖高程405..3m，洞顶平平均开挖高高程413..4m。该段围围岩为中风风化砂质板板岩，岩层层产状N75°°W，NE∠15°，与洞轴轴线交角32°，岩层较较平缓。围围岩类别为为III类，岩石石弹性抗力力系数k0=10～15MPPa/cmm，坚固系系数f=4..0。根据开挖揭揭露的地质质条件来看看，该段围围岩稳定性性较好，可可以采用底底板与边墙墙部分现浇浇砼、顶拱拱挂网喷锚锚的衬砌型型式，但考考虑到校核核洪水时若若厂房未发发电，此种种情况下隧隧洞将会形形成静水有有压（洞顶顶水头0.644m），另另外上游水水位在413..4m～414..04m时，该段段隧洞也处处于全断面面有压状态态。结合开开挖现状本本次设计仍仍考虑用0.3m厚的钢筋筋砼全断面面衬砌，断断面如下：：桩号0+060至00+0700段：为渐变变段，断面面型式如下下：桩号0+070至00+1200段：围岩为为砂质板岩岩，该段出出露有F1、F2、F3、F4共4条断层，受受断层影响响，岩层风风化程度高高，结构松松散，目前前桩号0+0885处已经发发生顶拱塌塌方。围岩岩类别V类，岩石石弹性抗力力系数k0=0MPPa/cmm，坚固系系数f=0..5。根据0+0770至0+0885段的实测测开挖断面面图，隧洞洞平均开挖挖宽度为6m，平均开开挖高度8.0m，隧洞洞洞底平均开开挖高程405..3m，洞顶平平均开挖高高程413..3m。结合开开挖现状该该段采用0.6m厚的钢筋筋砼衬砌，断断面如下：：桩号0+120至00+4500段：围岩为为该段围岩岩为中风化化砂质板岩岩，岩层产产状N45°～15°W，SW∠25°～35°，岩层较较平缓。地地表尚未发发现明显断断层，施工工中有可能能出现小断断裂结构。围围岩类别为为III类，岩石石弹性抗力力系数k0=10～15MPPa/cmm，坚固系系数f=4..0。考虑水水流平稳衔衔接，该段段隧洞衬砌砌后的断面面尺寸与桩桩号0+0770～0+1220段相同，钢钢筋砼衬砌砌厚度0.4ccm，断面如如下：5隧洞水力学计算算5.1洞身段过过流能力由于第一段（桩桩号0+0000～0+0660）的洞身身断面较第第二段（桩桩号0+70～0+4550）大，而而两段纵坡坡一致，所所以洞身段段的过流能能力由第二二段控制。无压隧洞（长洞洞）洞身段段的过流能能力，按明明渠均匀流流公式计算算：对于矩形断面：：ω=bh0x=bb+2h00R=ω/xC=RR1/6/nn第二段隧洞底坡坡i=1//20000，断面宽宽度b=5..0m，满足无无压净空面面积界限（15%）时的水水深h0=5.995m，对于钢钢筋砼衬砌砌n=0..015。ω=bh0=5..0×5..95=229.755m2x=b+2h00=5.00+2×55.95==16.99mR=ω/x=229.755/16..9=1..760mmC=R1/6//n=11.76001/6/00.0155=73..256=29.75××73.2256×((1.7660/20000)11/2=664.655m3/s＞Q设=57mm3/s洞身过流能力满满足要求。5.2正常运用用情况隧洞洞水面线计计算=1\*GB2⑴第一段段（桩号0+0000～0+0660）正常运用情情况隧洞洞洞前水位412m，引用流流量Q=577m3/s。隧洞长度LL1=60m，进口底底板高程405..6m，纵坡i=1//20000，宽度b=6..4m，单宽流流量q=577/6.44=8.9906m33/s·m，n=0..015。=1\*GB3①长短洞判别：判别公式：lkk=(5～12)HH上游水深H=4412－405..6=6..4mlk=(5～12))×6.44=32～76.88m，取lk=76..8m＞L1=60m，属短洞洞。=2\*GB3②隧洞底坡的判别别：根据《水力学计计算手册》（武武汉水利电电力学院）P394页，对隧隧洞底坡的的判别：可可设无压均均匀流水深深h0趋于洞高a。求此时时的流量，继继求出临界界水深hk。当h0>hk，为缓坡坡，反之为为陡坡。h0=a=7.8mm，过水断断面面积ω=46..482mm2，湿周x=266.0444mR=ω/x=46.4482/226.0444=1..785mmC=R1/6//n=11.78551/6/00.0155=73..424=46.4822×73..424××(1.7785/22000))1/2=1101.9959m33/s临界水深：2..958mmh0>hk，为缓坡坡隧洞。=3\*GB3③泄流能力复核由于该段隧洞为为短洞，泄泄流能力不不受洞长的的影响，进进口水流为为宽顶堰流流，泄流能能力按宽顶顶堰流公式式计算：式中：σs为淹淹没系数，当当进口断面面处的水深深hc′＞0.755H0时，为淹淹没出流，σs与hc′/H0有关，可通过查《水力学计算手册》（武汉水利电力学院）P403页图6-1-8求取。当hc′＜0.75H0时，为自由出流，σs=1。当hc′/H0=0.775，即hc′=0.775H0=0.775×6..4=4..8时，σs=1。取流量量系数m=0..36、b=6..4m、H0=6.44m，将以上上数值代入入上式可求求当上游水位为412m时隧洞的的极限过流流能力：==165.2335m3/s＞Q设=57满足要求。=4\*GB3④求Q==57m33/s时洞内正正常水深h0：计算公式：：经试算：hh0=4.0055m=5\*GB3⑤求Q==57m33/s时洞内临临界水深hk：计算公式：：hk=α=1.00，经计算算：hk=2.0007m=6\*GB3⑥求Q==57m33/s时洞内水水面线（即即求进口断断面处的水水深hc′与隧洞末末端水深hs）：由于隧洞的的实际过流流流量Q设=57mm3/s，小于淹淹没出流与与自由出流流界限时的的流量165..235mm3/s，所以此此时洞内应应为淹没出出流。进口断面处处水深hc′的计算公公式：即根据进口条条件，流量量系数m取0.366隧洞进口底底板高程起起算的上游游总水头H0=412－405..6=6..4mb=6.4m，Q=577m3/s=0.3445查《水力学学计算手册册》（武汉汉水利电力力学院）P403页图6-1--8可知：σs=0.3455时hc′/H0=0.998则hc′==0.988H0=0.998×6..4=6..272mm，即隧洞洞进口断面面处水面高高程为411..872mm。隧洞末端断断面处水深深hs的计算：：按明渠非非均匀流用用分段求和和法计算。即即已知隧洞洞起始断面面水深h1，假设系系列h2、h3、…、hn、hn+1、…，求ΔSn-n++1与∑S=ΔS1-2+S2-33+…+ΔSn-n++1+…，当∑S等于隧洞洞长度时对对应断面的的水深即为为hs。计算公式：，，，，经计算hss=6.2293m（计算详详见表1），即该段段隧洞末端端断面处水水面高程为为411..863m。hk=22.0077m＜h0=4.0055m＜hs=6.2293m，洞内为a1型雍水曲曲线。⑦净空面面积和净空空高度复核核：该段隧洞洞洞内水深为为6.2772m（进口断断面处）～～6.2993m（末端断断面处），净净空高度1.5007m～1.5228m，均大于0.4m，满足净净空高度要要求。隧洞洞净空面积积6.2779m2～6.4005m2，隧洞总总面积46.4481m22，净空面面积为总面面积的13.551%～13.88%，考虑到到洞内流速速不大，仅仅为1.422m/s，基本本满足要求求。=2\*GB2⑵第二段（桩号00+0700～0+4550）隧洞洞前水水位即为第第一段末端端水位411..863m，引用流流量Q=577m3/s。隧洞长度LL2=3800m，进口底底板高程405..865mm，纵坡i=1//20000，宽度b=5..0m，单宽流流量q=577/5.00=11..4m3/s·m，n=0..015。=1\*GB3①长短洞判别：上游水深H=4411.8863－405..865==5.9998mlk=(5～12))×5.9998=29..99～71.9976m，取lk=71..976m＜L2=3800m，属长洞洞。=2\*GB3②隧洞底坡的判别别：h0=a=7.5mm，过水断断面面积ω=35..326mm2，湿周x=233.1155mR=ω/x=35.3326/223.1115=1..528mmC=R1/6//n=11.52881/6/00.0155=71..55=35.3266×71..55×((1.5228/20000)11/2=669.8663m3/s临界水深：2..71mh0>hk，为缓坡坡隧洞。=3\*GB3③求Q==57m33/s时洞内正正常水深h0：计算公式：：经试算：hh0=5.3359m=4\*GB3④求Q==57m33/s时洞内临临界水深hk：计算公式：：hk=α=1.00，经计算算：hk=2.3366m=5\*GB3⑤求Q==57m33/s时洞内水水面线根据进口条条件，流量量系数m取0.36隧洞进口底底板高程起起算的上游游总水头H0=4111.8633－405..865==5.9998mb=5.0m，Q=577m3/s=0.4886查《水力学学计算手册册》（武汉汉水利电力力学院）P403页图6-1--8可知：σs=0.4866时hc′/H0=0.9965则hc′==0.9665H0=0.9965×5.9998=5.788m。隧洞出口断断面处水深深hs的计算：：按明渠非非均匀流用用分段求和和法计算。经计算hss=5.8225m（计算详详见表2），即隧洞洞末端断面面处水面高高程为411..5m。=5\*GB3⑤净空面积和净空空高度复核核：该段隧洞洞洞内水深为为5.7888m（进口断断面处）～～5.8225m（末端断断面处），净净空高度1.688m～1.7998m，均大于0.4m，满足净净空高度要要求。隧洞洞净空面积积6.2226m2～6.8116m2，隧洞总总面积35.3326m22，净空面面积为总面面积的17.66%～19.33%，满足要要求。hk=22.3666m＜h0=5.3359m＜hs=5.8825m，洞内为a1型雍水曲曲线。表1正常情情况第一段段（桩号0+0000～0+0660）无压隧隧洞水面曲曲线表部位hbdrα1α2ωXRnCQvJEsi△Es△S∑S出口断面6.2936.45.9523.695120.0022107.398840.19919.1182.1030.01575.458571.4180.0001776.39506.2916.45.9523.695120.0022107.456640.1919.1142.1030.01575.458571.4180.0001776.39350.0001770.00050.0003330.00154.5454.5456.2906.45.9523.695120.0022107.513340.18219.112.1030.01575.458571.4190.0001776.39210.0001770.00050.0003330.00144.2428.7876.2886.45.9523.695120.0022107.571140.17319.1062.1030.01575.458571.4190.0001776.39060.0001770.00050.0003330.00154.54513.3326.2876.45.9523.695120.0022107.629940.16419.1032.1030.01575.457571.4190.0001776.38920.0001770.00050.0003330.00144.24217.5746.2856.45.9523.695120.0022107.686640.15519.0992.1020.01575.457571.4200.0001776.38770.0001770.00050.0003330.00154.54522.1196.2846.45.9523.695120.0022107.725540.14919.0972.1020.01575.456571.4200.0001776.38670.0001770.00050.0003330.0013.0325.1496.2836.45.9523.695120.0022107.763340.14319.0942.1020.01575.456571.4200.0001776.38580.0001770.00050.0003330.00092.72727.8766.2826.45.9523.695120.0022107.801140.13719.0922.1020.01575.456571.4200.0001776.38480.0001770.00050.0003330.0013.0330.9066.2816.45.9523.695120.0022107.8440.13119.0892.1020.01575.456571.4200.0001776.38380.0001770.00050.0003330.0013.0333.9366.2806.45.9523.695120.0022107.878840.12519.0872.1020.01575.455571.4210.0001776.38290.0001770.00050.0003330.00092.72736.6636.2796.45.9523.695120.0022107.917740.11919.0842.1020.01575.455571.4210.0001776.38190.0001770.00050.0003330.0013.0339.6936.2786.45.9523.695120.0022107.955540.11319.0822.1020.01575.455571.4210.0001776.38090.0001770.00050.0003330.0013.0342.7236.2776.45.9523.695120.0022107.993340.10719.0792.1020.01575.455571.4210.0001776.37990.0001770.00050.0003330.0013.0345.7536.2766.45.9523.695120.0022108.032240.10119.0772.1020.01575.454571.4210.0001776.3790.0001770.00050.0003330.00092.72748.486.2756.45.9523.695120.0022108.0740.09519.0742.1020.01575.454571.4220.0001776.3780.0001770.00050.0003330.0013.0351.516.2746.45.9523.695120.0022108.108840.08919.0722.1020.01575.454571.4220.0001776.3770.0001770.00050.0003330.0013.0354.546.2736.45.9523.695120.0022108.146640.08319.0692.1020.01575.454571.4220.0001776.37610.0001770.00050.0003330.00092.72757.267进口断面6.2726.45.9523.695120.0022108.185540.07719.0672.1020.01575.453571.4220.0001776.37510.0001770.00050.0003330.0013.0360.297备注：h为洞内内水深，b为洞底宽宽度，d为直墙高高度。α1、α2、ω、x等断面参参数根据《水水力学计算算手册》（武武汉水利电电力学院）P404～P405页公式计计算。表2正常情况况第二段（桩桩号0+0770～0+4550）无压隧隧洞水面曲曲线表部位hbdrα1α2ωXRnCQvJEsi△Es△S∑S出口断面5.824855.98242.818125.0366132.1529.11216.6151.7521550.01573.19888571.9580.0004116.020205.822855.98242.818125.0366132.239929.10116.6111.7519110.01573.19711571.95870.0004116.01830.0004110.00050.0000990.001921.1121.1115.820855.98242.818125.0366132.327729.09116.6061.7518440.01573.19666571.95940.0004116.01650.0004110.00050.0000990.00182041.1115.818855.98242.818125.0366132.416629.08116.6021.7516660.01573.19544571.960.0004116.01460.0004110.00050.0000990.001921.1162.2225.816855.98242.818125.0366132.505529.07116.5971.7515880.01573.19488571.96070.0004116.01270.0004110.00050.0000990.001921.1183.3335.814855.98242.818125.0366132.594429.0616.5931.7513440.01573.19322571.96150.0004116.01090.0004110.00050.0000990.001820103.33335.812855.98242.818125.0366132.683329.0516.5891.7511660.01573.19199571.96210.0004116.0090.0004110.00050.0000990.001921.11124.44445.810855.98242.818125.0366132.772229.03916.5841.7510330.01573.191571.96290.0004116.00720.0004110.00050.0000990.001820144.44445.808855.98242.818125.0366132.8629.02916.581.7508440.01573.18977571.96360.0004116.00530.0004110.00050.0000990.001921.11165.55555.806855.98242.818125.0366132.949929.01916.5761.7506660.01573.18844571.96420.0004116.00340.0004110.00050.0000990.001921.11186.66665.804855.98242.818125.0366133.038829.00816.5711.7505330.01573.18755571.9650.0004116.00160.0004110.00050.0000990.001820206.66665.802855.98242.818125.0366133.126628.99816.5671.7503550.01573.18633571.96570.0004115.99970.0004110.00050.0000990.001921.11227.77775.800855.98242.818125.0366133.215528.98816.5631.7501770.01573.185571.96630.0004115.99790.0004110.00050.0000990.001820247.77775.798855.98242.818125.0366133.304428.97716.5581.7500330.01573.184571.96710.0004115.9960.0004110.00050.0000990.001921.11268.88885.796855.98242.818125.0366133.392228.96716.5541.7498550.01573.18288571.96780.0004115.99420.0004110.00050.0000990.001820288.8888进口断面5.78855.98242.818125.0366133.782228.92216.5351.7491440.01573.17788571.97080.0004115.9860.0004110.00050.0000990.008291.11379.99995.3设计洪洪水情况隧隧洞水力学学计算=1\*GB2⑴第一段段（桩号0+0000～0+0660）设计洪水情情况隧洞洞洞前水位412..88m，引用流流量Q=577m3/s。隧洞长度LL1=60m，进口底底板高程405..6m，纵坡i=1//20000，宽度b=6..4m，单宽流流量q=577/6.44=8.9906m33/s·m，n=0..015。进口断面处处水深hc′的计算公公式：即根据进口条条件，流量量系数m取0.366隧洞进口底底板高程起起算的上游游总水头H0=4122.88－405..6=7..28mb=6.4m，Q=577m3/s=0.288查《水力学学计算手册册》（武汉汉水利电力力学院）P403页图6-1--8可知：σs=0.28时时hc′/H0=0.9982则hc′==0.9882H0=0.9982×77.28==7.1449m，即隧洞洞进口断面面处水面高高程为412..749mm。隧洞末端断面处处水深hs的计算：：按明渠非非均匀流用用分段求和和法计算。经计算hs=7.171m（计算详见表3），即该段隧洞末端断面处水面高程为412.741m。=2\*GB2⑵第二段（桩号00+0700～0+4550）隧洞洞前水水位即为第第一段末端端水位412..741m，引用流流量Q=577m3/s。隧洞长度LL2=3800m，进口底底板高程405..865mm，纵坡i=1//20000，宽度b=5..0m，单宽流流量q=577/5.00=11..4m3/s·m，n=0..015。隧洞进口底底板高程起起算的上游游总水头H0=4122.7411－405..865==6.8776mb=5.0m，Q=577m3/s=0.455查《水力学学计算手册册》（武汉汉水利电力力学院）P403页图6-1--8可知：σs=0.45时时hc′/H0=0.9964则hc′==0.9664H0=0.9964×66.8766=6.6628m。隧洞出口断断面处水深深hs的计算：：按明渠非非均匀流用用分段求和和法计算。经计算hss=6.7702m（计算详详见表4），即隧洞洞末端断面面处水面高高程为412..377m。表3设计洪水水情况第一一段（桩号号0+0000～0+0660）无压隧隧洞水面曲曲线表部位hbdrα1α2ωXRnCQvJEsi△Es△S∑S出口断面7.1716.45.9523.695120.002267.84744.7221.6682.0640.01575.224571.2750.0001447.253807.1706.45.9523.695120.002267.93144.71421.6632.0640.01575.225571.2750.0001447.25230.0001440.00050.0003660.00154.1674.1677.1686.45.9523.695120.002268.01444.70821.6582.0640.01575.226571.2750.0001447.25080.0001440.00050.0003660.00154.1678.3347.1676.45.9523.695120.002268.09744.70221.6522.0650.01575.228571.2750.0001447.24940.0001440.00050.0003660.00143.88912.2237.1656.45.9523.695120.002268.1844.69521.6472.0650.01575.229571.2750.0001447.24790.0001440.00050.0003660.00154.16716.397.1646.45.9523.695120.002268.26344.68921.6412.0650.01575.231571.2760.0001447.24640.0001440.00050.0003660.00154.16720.5577.1636.45.9523.695120.002268.31844.68521.6382.0650.01575.232571.2760.0001447.24540.0001440.00050.0003660.0012.77823.3357.1626.45.9523.695120.002268.37344.68121.6342.0650.01575.233571.2760.0001447.24440.0001440.00050.0003660.0012.77826.1137.1616.45.9523.695120.002268.42944.67721.6312.0650.01575.233571.2760.0001447.24350.0001440.00050.0003660.00092.528.6137.1606.45.9523.695120.002268.48444.67221.6272.0660.01575.234571.2760.0001447.24250.0001440.00050.0003660.0012.77831.3917.1596.45.9523.695120.002268.53944.66821.6242.0660.01575.235571.2760.0001447.24150.0001440.00050.0003660.0012.77834.1697.1586.45.9523.695120.002268.59444.66421.622.0660.01575.236571.2760.0001447.24050.0001440.00050.0003660.0012.77836.9477.1576.45.9523.695120.002268.64944.6621.6172.0660.01575.237571.2760.0001447.23950.0001440.00050.0003660.0012.77839.7257.1566.45.9523.695120.002268.70444.65621.6132.0660.01575.238571.2760.0001447.23850.0001440.00050.0003660.0012.77842.5037.1556.45.9523.695120.002268.75944.65221.6092.0660.01575.239571.2770.0001447.23760.0001440.00050.0003660.00092.545.0037.1546.45.9523.695120.002268.81444.64721.6062.0660.01575.239571.2770.0001447.23660.0001440.00050.0003660.0012.77847.7817.1536.45.9523.695120.002268.86944.64321.6022.0670.01575.241571.2770.0001447.23560.0001440.00050.0003660.0012.77850.5597.1526.45.9523.695120.002268.92344.63921.5992.0670.01575.241571.2770.0001447.23460.0001440.00050.0003660.0012.77853.337进口断面7.1496.45.9523.695120.002269.0644.62921.592.0670.01575.244571.2770.0001447.23210.0001440.00050.0003660.00256.94460.281备注：h为洞内内水深，b为洞底宽宽度，d为直墙高高度。α1、α2、ω、x等断面参参数根据《水水力学计算算手册》（武武汉水利电电力学院）P404～P405页公式计计算。表4设计洪水水情况第二二段（桩号号0+0770～0+4550）无压隧隧洞水面曲曲线表部位hbdrα1α2ωXRnCQvJEsi△Es△S∑S出口断面6.70255.98242.818125.036688.41433.16818.7661.7674550.01573.30499571.71850.0003116.852506.755.98242.818125.036688.5333.1618.761.7675990.01573.30599571.71890.0003116.85060.0003110.00050.0001990.001910106.69855.98242.818125.036688.64733.15218.7551.7676440.01573.30633571.71940.0003116.84870.0003110.00050.0001990.001910206.69655.98242.818125.036688.76333.14418.7491.7677770.01573.30722571.71980.0003116.84670.0003110.00050.0001990.00210.5330.5266.69455.98242.818125.036688.87933.13618.7431.7679110.01573.30811571.72020.0003116.84480.0003110.00050.0001990.00191040.5266.69255.98242.818125.036688.99533.12918.7371.7681110.01573.30955571.72050.0003116.84290.0003110.00050.0001990.00191050.5266.6955.98242.818125.036689.11133.12118.7321.7681550.01573.30988571.7210.0003116.8410.0003110.00050.0001990.00191060.5266.68855.98242.818125.036689.22733.11318.7261.7682990.01573.31077571.72140.0003116.8390.0003110.00050.0001990.00210.5371.0526.68655.98242.818125.036689.34333.10518.721.7684330.01573.31177571.72180.0003116.83710.0003110.00050.0001990.00191081.0526.68455.98242.818125.036689.45833.09718.7151.7684770.01573.312571.72220.0003116.83520.0003110.00050.0001990.00191091.0526.68255.98242.818125.036689.57433.08918.7091.7686110.01573.313571.72260.0003116.83320.0003110.00050.0001990.00210.53101.57886.6855.98242.818125.036689.68933.08118.7031.7687550.01573.31399571.7230.0003116.83130.0003110.00050.0001990.001910111.57886.67855.98242.818125.036689.80533.07318.6981.76880.01573.31433571.72350.0003116.82940.0003110.00050.0001990.001910121.57886.67655.98242.818125.036689.9233.06518.6921.7689440.01573.31522571.72390.0003116.82750.0003110.00050.0001990.001910131.57886.67455.98242.818125.036690.03533.05718.6861.7690880.01573.31622571.72430.0003116.82550.0003110.00050.0001990.00210.53142.1044进口断面6.62855.98242.818125.036692.6532.87218.5581.7713110.01573.33166571.7340.0003226.78120.0003220.00050.00018850.0443239.5381.5633备注：h为洞内内水深，b为洞底宽宽度，d为直墙高高度。α1、α2、ω、x等断面参参数根据《水水力学计算算手册》（武武汉水利电电力学院）P404～P405页公式计计算。5.4非常运运用情况（校校核洪水）隧洞水力学计算=1\*GB2⑴洞内流流态判别非常运用情情况隧洞洞洞前水位414..04m，H0=4144.04--405..6=8..44m，设计引引用流量Q设=57mm3/s。对于第一段段隧洞来说说，进口断断面处水深深hc′最大只能能达到洞高高a=7..8m，此时根根据hc′/H0=7.88/8.444≈0.92，查《水力力学计算手手册》（武武汉水利电电力学院）P403页图6-1--8得σs=0..68，此时通通过得流量量为：==170.1559m3/s，远大于Q设，所以在在校核情况况（洞前水水位414..04m）通过Q设时该段隧隧洞应是有有压流状态态。对于第二段段隧洞来说说，进口断断面处水深深hc′最大只能能达到洞高高a=7..5m，此时根根据hc′/H0=7.55/8.444≈0.88，查《水力力学计算手手册》（武武汉水利电电力学院）P403页图6-1--8得σs=0..8，此时通通过得流量量为：==139.0119m3/s，也远大大于Q设，所以在在校核情况况（洞前水水位414..04m）通过Q设时第二段段隧洞也应应是有压流流状态。=2\*GB2⑵隧洞有有压流计算算参照《水力学计计算手册》（武武汉水利电电力学院）P395页公式计计算。详见见表5、表6。知游校位.通引设=57时，隧洞洞出口水深深hs=88.0322m，即出口口水位为413..707mm，高于出出口洞顶高高程（413..175mm）0.5332m，即为淹淹没出流，所所以上面关关于洞内流流态得判别别是正确的的。另外，当隧设流设=57mm3/s时，上游游水位在413..515mm以上，洞内就将形成有有压流状态态。流量系数μ计算算计算公式：：隧洞糙率：n==0.015出口断面面积：：A=35.326表5流量系数μ计算成果果表1234567891011管段AiζiliRiμ第一段段进口46.481550.760.50.28880.6320000段身601.78573.4260.12230.0706中部渐变段40.9040.8640.10.0746101.65772.5210.02250.0168第二段35.32613801.52871.5480.95320.9532出口断面35.32610.10.1合计∑0.46341.0406②、上游水位与流流量关系计计算基本数据：水库最高水位▽▽１＝414.04出口底板高程▽▽2=405.6755出口断面洞高：：a=7.5出口断面面积：：ω=35.326流量系数：μ==0.632出口淹没出流：：hp=hs=8.032计算公式：表6水位流量量关系成果果表水位▽hpH0Q414.048.0328.36557.067414.02558.0178.3557.067414.018.0028.33557.067413.99557.9878.3257.067413.987.9728.30557.067413.96557.9578.2957.067413.957.9428.27557.067413.93557.9278.2657.067413.927.9128.24557.067413.90557.8978.2357.067413.897.8828.21557.067413.87557.8678.257.067413.867.8528.18557.067413.84557.8378.1757.067413.837.8228.15557.067413.81557.8078.1457.067413.87.7928.12557.067413.78557.7778.1157.067413.777.7628.09557.067413.75557.7478.0857.067413.747.7328.06557.067413.72557.7178.0557.067413.717.7028.03557.067413.69557.6878.0257.067413.687.6728.00557.067413.66557.6577.9957.067413.657.6427.97557.067413.63557.6277.9657.067413.627.6127.94557.067413.60557.5977.9357.067413.597.5827.91557.067413.57557.5677.957.067413.567.5527.88557.067413.54557.5377.8757.067413.537.5227.85557.067413.51557.5077.8457.0676结构计算6.1计算程程序与方法法计算所采用的程程序是"水工隧洞洞钢筋混凝凝土衬砌计计算机辅助助设计系统统SDCCAD44.0""。该软件件是根据DL/TT50577-19996(SLL/T1991-966)<<水工混凝凝土结构设设计规范>>、DL50077-11997<<<水工建筑筑物荷载设设计规范>>和现行的<<水工隧洞洞设计规范范>>由国家电电力公司中中南勘测设设计研究院院水工处编编制的。计算方法法采用边值值法。6.2有关的的计算系数数=1\*GB2⑴结构重要性系数数建筑物级别为44级，安全全级别为III，结构重要要性系数0.99=2\*GB2⑵设计状况系数运行期持持久状况1..0运行期偶偶然状况0..85运行期短短暂状况0..95检修期和和施工期0..95=3\*GB2⑶结构系数钢筋混凝凝土衬砌1..2=4\*GB2⑷按承载能力极限限状态计算算时荷载分分项系数衬砌自重重作分项系系数1.1和0.99内水压力力作用分项项系数1.055外水压力力作用分项项系数1.0围岩压力力作用分项项系数1.0灌浆压力力作用分项项系数1.36.3计算工工况和荷载载组合=1\*GB2⑴计算工况运行行期持久状状况检修修状况=2\*GB2⑵荷载组合运行行期：围岩岩压力+衬砌自重+弹性抗力+内水压力力检修修期：围岩岩压力+衬砌自重+弹性抗力+外水压力力6.4桩号00+0000～0+0660段结构与配配筋计算成成果=1\*GB2⑴计算数据计算断面形状：：圆拱直墙墙形衬砌中心几何尺尺寸：洞高高8.11m,顶拱半径3.8845mm,顶拱半中中心角60..606°°衬砌厚度：底板板厚0.3mm,左墙厚0.3mm,顶拱厚0.3mm,左拱端厚0.3mm,右墙厚0.3mm,右拱端厚0.3mm混凝土强度等级级：C200运行期持久状况况内水水头头（从底板板中心线算算起）6.44m运行期持久状况况外水水头头（从底板板中心线算算起）0m单位弹性抗力（MN/MM^3）:底部10000,左侧10000,顶部10000,右侧10000围岩压力计算方方法：系数数法，垂直压力力系数0.2，侧向压力力系数0.055，围岩重度26..5kN//m^3=2\*GB2⑵内力计算成果荷载工况:运运行期持久久状况按承载能力极限限状态计算算,自重作用用分项系数数为1.1内水压力分项系系数1.055断面类型:园拱直墙墙形序号轴力(kN))剪力(kN))弯矩(kN**m)切向位移(mm))法向位移(mm)段号:10-31..125..-.022...1961-31..125--6.39941.0551-.0001..1962-31..125--12.66924.2555-.0003..1993-31..125--18.33979.4992-.0004..214-31..125--22.222216.3375-.0005..245-31..125--21.774723.9906-.0007..3026-31..125--13.220130.005-.0008..4117-31..12588.465531.2289-.001..5788-31..125448.999322.227-.0011..8049-31..1251113.3395-4.2214-.001211.071110-31..1252203.3361-56..588-.001411.3266段号:20-2033.3611--31.1125-56..588-1..326--.01441-1988.4966--40.5593-32..219-1..342..2272-1933.6322--25.0095-11..626-1..358..2523-1888.7677--9.8995-1.1194-1..373..1954-1833.9033--2.38862.1662-1..388..1265-1799.0388--2.01133.2114-1..402..076-1744.1733--5.68835.4774-1..417..0377-1699.3099--8.399210.0028-1..43..048-1644.4444--1.211513.8801-1..444..1099-1599.5799229.56686.6889-1..457..26410-1544.7155995.7555-29..93-1..469..446段号:30-1811.795577.4922-29..93-1..499--.33331-1744.2022--5.6669-29..531-1..468--.44442-1655.5388--13.0022-25..653-1..421--.63553-1566.3088--18.0064-19..253-1..349--.89334-1477.0199--20.7784-11..275-1..247--1.19975-1388.1666--21.2275-2.6649-1..111--1.52216-1300.2111--19.77325.7555-.994--1.83377-1233.5633--16.44413.1164-.7737--2.11168-1188.56--11.776318.9939-.5508--2.33359-1155.4533--6.122722.6602-.2259--2.477410-1144.4..23.8856.--2.5222荷载工况:运行期持持久状况按承载能力极限限状态计算算,自重作用用分项系数数为0.9内水压力分项系系数1.055断面类型:园拱直墙墙形序号轴力(kN))剪力(kN))弯矩(kN**m)切向位移(mm))法向位移(mm)段号:10-26..638..-.0553...1961-26..638--5.9448.9433-.0001..1962-26..638--11.88123.9224-.0002..1983-26..638--17.11388.8-.0003..2084-26..638--20.773415.2217-.0005..2365-26..638--20.335322.2253-.0006..2946-26..638--12.448728.0023-.0007..3957-26..63877.568829.2261-.0008..558-26..638445.177520.999-.0009..769-26..6381105.0035-3.5503-.00111.0110-26..6381188.7787-52..078-.001211.2488段号:20-1888.7877--26.6638-52..078-1..248--.01221-1844.8077--37.1144-30..256-1..263..2162-1800.8277--23.4456-11..213-1..278..2433-1766.8477--9.4668-1.3375-1..292..194-1722.8666--2.43391.8997-1..306..1255-1688.8866--2.07713.0001-1..32..0716-1644.9066--5.54455.244-1..333..0387-1600.9266--8.11159.6556-1..346..048-1566.9466--1.200513.3308-1..359..1069-1522.9666228.40066.499-1..371..25310-1488.9866992.122-28..723-1..384..428段号:30-1755.0277.1377-28..723-1..416--.30661-1677.9311--5.3888-28..365-1..388--.412-1599.77--12.4469-24..66-1..344--.59113-1511.0266--17.3337-18..523-1..277--.83774-1422.1911--19.9975-10..861-1..181--1.12285-1333.7466--20.4467-2.5567-1..053--1.43376-1266.1411--18.99955.5221-.8892--1.73397-1199.7766--15.883412.6655-.77--2.00078-1144.9811--11.333318.2219-.4482--2.21179-1122.0022--5.900421.7748-.2246--2.35