發(fā)電引水隧洞設(shè)計(jì)計(jì)算書

1、 編號：SG-隧洞-01工程名稱：xxx電站工程設(shè)計(jì)階段：施工圖設(shè)計(jì)發(fā)電引水隧洞設(shè)計(jì)計(jì)算書簽名 日期審查： 校核： 計(jì)算： 目錄 TOC o 1-2 h z u HYPERLINK l _Toc82154026 1 引言 PAGEREF _Toc82154026 h 3 HYPERLINK l _Toc82154027 2 設(shè)計(jì)依據(jù)文件和規(guī)范 PAGEREF _Toc82154027 h 4 HYPERLINK l _Toc82154028 2.1 有關(guān)本工程的文件 PAGEREF _Toc82154028 h 4 HYPERLINK l _Toc82154029 2.2 主要設(shè)計(jì)規(guī)范 PAG

2、EREF _Toc82154029 h 4 HYPERLINK l _Toc82154030 2.3 主要參考資料 PAGEREF _Toc82154030 h 4 HYPERLINK l _Toc82154031 3 設(shè)計(jì)基本資料 PAGEREF _Toc82154031 h 5 HYPERLINK l _Toc82154032 3.1 工程等別與建筑物級別 PAGEREF _Toc82154032 h 5 HYPERLINK l _Toc82154033 3.2 洪水標(biāo)準(zhǔn) PAGEREF _Toc82154033 h 5 HYPERLINK l _Toc82154034 3.3 地震烈度

3、PAGEREF _Toc82154034 h 5 HYPERLINK l _Toc82154035 3.4 工程地質(zhì)及水文地質(zhì)資料 PAGEREF _Toc82154035 h 5 HYPERLINK l _Toc82154036 3.5 取水口水位流量及泥沙含量 PAGEREF _Toc82154036 h 5 HYPERLINK l _Toc82154037 3.6 風(fēng)速、風(fēng)向 PAGEREF _Toc82154037 h 5 HYPERLINK l _Toc82154038 4 隧洞線路布置設(shè)計(jì) PAGEREF _Toc82154038 h 6 HYPERLINK l _Toc82154

4、039 4.1 洞線平面布置 PAGEREF _Toc82154039 h 6 HYPERLINK l _Toc82154040 4.2 洞線縱、橫剖面布置 PAGEREF _Toc82154040 h 6 HYPERLINK l _Toc82154041 5 隧洞水力學(xué)計(jì)算 PAGEREF _Toc82154041 h 9 HYPERLINK l _Toc82154042 5.1洞身段過流能力 PAGEREF _Toc82154042 h 9 HYPERLINK l _Toc82154043 5.2正常運(yùn)用情況隧洞水面線計(jì)算 PAGEREF _Toc82154043 h 10 HYPERLI

5、NK l _Toc82154044 5.3 設(shè)計(jì)洪水情況隧洞水力學(xué)計(jì)算 PAGEREF _Toc82154044 h 16 HYPERLINK l _Toc82154045 5.4 非常運(yùn)用情況（校核洪水）隧洞水力學(xué)計(jì)算 PAGEREF _Toc82154045 h 20 HYPERLINK l _Toc82154046 6 結(jié)構(gòu)計(jì)算 PAGEREF _Toc82154046 h 23 HYPERLINK l _Toc82154047 6.1 計(jì)算程序與方法 PAGEREF _Toc82154047 h 23 HYPERLINK l _Toc82154048 6.2 有關(guān)的計(jì)算系數(shù) PAGER

6、EF _Toc82154048 h 23 HYPERLINK l _Toc82154049 6.3 計(jì)算工況和荷載組合 PAGEREF _Toc82154049 h 23 HYPERLINK l _Toc82154050 6.4 樁號0+0000+060段結(jié)構(gòu)與配筋計(jì)算成果 PAGEREF _Toc82154050 h 24 HYPERLINK l _Toc82154051 7 工程量計(jì)算 PAGEREF _Toc82154051 h 37 HYPERLINK l _Toc82154052 7.1 樁號0+0000+060段 PAGEREF _Toc82154052 h 37 HYPERLIN

7、K l _Toc82154053 7.2 樁號0+0600+070段 PAGEREF _Toc82154053 h 38 HYPERLINK l _Toc82154054 7.3 樁號0+0700+120段 PAGEREF _Toc82154054 h 38 HYPERLINK l _Toc82154055 7.4 樁號0+1200+450段 PAGEREF _Toc82154055 h 39 HYPERLINK l _Toc82154056 7.5 工程量匯總 PAGEREF _Toc82154056 h 39 HYPERLINK l _Toc82154057 8 本次設(shè)計(jì)方案與xxx方案工

8、程量、投資、發(fā)電量比較 PAGEREF _Toc82154057 h 39 HYPERLINK l _Toc82154058 8.1 xxx方案正常運(yùn)行情況水面線計(jì)算 PAGEREF _Toc82154058 h 39 HYPERLINK l _Toc82154059 8.2 工程量及投資比較表 PAGEREF _Toc82154059 h 40 HYPERLINK l _Toc82154060 8.3 發(fā)電量比較 PAGEREF _Toc82154060 h 41 HYPERLINK l _Toc82154061 9 隧洞取水口與出口壓力前池設(shè)計(jì)方案的初步考慮 PAGEREF _Toc821

9、54061 h 43 HYPERLINK l _Toc82154062 9.1 隧洞取水口 PAGEREF _Toc82154062 h 43 HYPERLINK l _Toc82154063 9.2 壓力前池 PAGEREF _Toc82154063 h 431 引言xx水電站位于xx縣境內(nèi)的舞陽河中下游河段上，工程任務(wù)以發(fā)電為主。電站裝機(jī)容量23200kW，年發(fā)電量3455萬kWh。發(fā)電無壓隧洞長450m，引水流量57m3/s。xx電站工程原由xxx院（以下簡稱xxx院）設(shè)計(jì)，2004年8月，受業(yè)主單位委托，由本項(xiàng)目組承擔(dān)該工程發(fā)電引水系統(tǒng)和廠房樞紐工程的施工圖設(shè)計(jì)。根據(jù)xxx設(shè)計(jì)，xx電

10、站水庫正常蓄水位412m，大壩采用水力自控翻板閘壩，閘門壩段總長120m，固定壩堰頂高程407m，閘門高度5m，單扇寬度10m，共12扇。發(fā)電引水系統(tǒng)布置于右岸，設(shè)計(jì)引用流量57m3/s。發(fā)電引水隧洞后接壓力前池，壓力前池直接接廠房（相當(dāng)于河床式廠房）。發(fā)電引水隧洞采用無壓隧洞，按自動調(diào)節(jié)渠道設(shè)計(jì)（即前池未設(shè)溢流堰）。隧洞洞長L=450m，底坡i=1/2000，進(jìn)口洞底高程405.3m，出口洞底高程405.07m。隧洞斷面型式采用圓拱直墻型（城門洞型），襯砌后斷面尺寸為BH=5.58.188m（直墻高度6.6m）。隧洞進(jìn)口未設(shè)檢修閘門。上述發(fā)電引水系統(tǒng)布置存在的主要問題：隧洞進(jìn)口未設(shè)攔污柵和檢

11、修閘門，閘壩固定壩堰頂高程407m，隧洞進(jìn)口高程405.3m，即隧洞底板比固定壩堰頂?shù)?.7m，隧洞無檢修維護(hù)條件。目前發(fā)電引水隧洞已按照xxx的設(shè)計(jì)完成了隧洞0+0000+120段的開挖施工，通過對施工單位實(shí)測的隧洞斷面資料（0+0000+085）復(fù)核，隧洞平均開挖寬度為7m，平均開挖高度8.1m，隧洞洞底開挖高程405.3m。經(jīng)征詢業(yè)主意見，本次設(shè)計(jì)維持無壓隧洞方案，但結(jié)合本工程實(shí)際情況，本次設(shè)計(jì)對發(fā)電引水系統(tǒng)進(jìn)行了優(yōu)化設(shè)計(jì)： = 1 * GB2 隧洞進(jìn)口設(shè)攔污柵和平板檢修閘門； = 2 * GB2 根據(jù)57m3/s的設(shè)計(jì)引用流量對未開挖段隧洞斷面進(jìn)行優(yōu)化調(diào)整。2 設(shè)計(jì)依據(jù)文件和規(guī)范2.1

12、 有關(guān)本工程的文件 = 1 * GB2 xx省xx縣xx水電站項(xiàng)目建議書（xxx 編寫） = 2 * GB2 xx省xx縣xx水電站初步設(shè)計(jì)階段工程地質(zhì)勘察報(bào)告根據(jù)設(shè)計(jì)項(xiàng)目部與業(yè)主簽訂的合同書，本次設(shè)計(jì)所需的： = 1 * GB3 工程任務(wù)、樞紐布置、水庫（河道）特征水位、隧洞引用流量、隧洞級別和防洪標(biāo)準(zhǔn)資料、 = 2 * GB3 區(qū)域地質(zhì)資料，地震基本烈度，隧洞進(jìn)、出口及沿線的地形地質(zhì)和水文地質(zhì)資料、 = 3 * GB3 有關(guān)的水文、氣象資料及水文、水能設(shè)計(jì)成果等均采用xx省xx縣xx水電站項(xiàng)目建議書、xx省xx縣xx水電站初步設(shè)計(jì)階段工程地質(zhì)勘察報(bào)告相關(guān)部分資料。2.2 主要設(shè)計(jì)規(guī)范 =

13、1 * GB2 水利水電工程等級劃分及洪水標(biāo)準(zhǔn)SL252-2000 = 2 * GB2 水工隧洞設(shè)計(jì)規(guī)范SL279-2002 = 3 * GB2 水工混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范SL/T 191-96 = 4 * GB2 水工建筑物荷載設(shè)計(jì)規(guī)范DL5077-1997 = 5 * GB2 水電站引水渠道及前池設(shè)計(jì)規(guī)范SL/T 205-97 = 6 * GB2 水利水電工程進(jìn)水口設(shè)計(jì)規(guī)范SL 285-20032.3 主要參考資料 = 1 * GB2 水力學(xué)計(jì)算手冊（武漢水利電力學(xué)院水力學(xué)教研室編） = 2 * GB2 水力學(xué)（成都科技大學(xué)水力學(xué)教研室編） = 3 * GB2 水電站建筑物設(shè)計(jì)參考資料（張治濱

14、編） = 4 * GB2 高等學(xué)校教材 水電站（河海大學(xué) 張洪楚編） = 5 * GB2 水工隧洞的設(shè)計(jì)理論和計(jì)算 （第二版）（汪胡偵編） = 6 * GB2 取水輸水建筑物叢書隧洞（熊啟鈞編）3 設(shè)計(jì)基本資料3.1 工程等別與建筑物級別 = 1 * GB2 工程等別為IV等 = 2 * GB2 建筑物級別4級3.2 洪水標(biāo)準(zhǔn) = 1 * GB2 設(shè)計(jì)洪水重現(xiàn)期：30年 = 2 * GB2 校核洪水重現(xiàn)期：200年3.3 地震烈度 = 1 * GB2 地震基本烈度：小于6度 = 2 * GB2 設(shè)計(jì)地震烈度：不考慮地震設(shè)防3.4 工程地質(zhì)及水文地質(zhì)資料發(fā)電引水隧洞全線穿越Pt3q板巖，巖石強(qiáng)度

15、高，結(jié)構(gòu)上多屬中厚層板巖，圍巖工程特性較好，除進(jìn)出口強(qiáng)風(fēng)化段外，其余屬III類圍巖。隧洞通過地層為單斜構(gòu)造，巖石走向基本與洞線斜交，角度約3040。地下水位在洞線以下，對成洞條件無影響。（詳見有關(guān)報(bào)告與圖件）3.5 取水口水位流量及泥沙含量 = 1 * GB2 取水口底板高程405.6m，設(shè)計(jì)引用流量57m3/s = 2 * GB2 泥沙含量：0.154kg/m33.6 風(fēng)速、風(fēng)向 = 1 * GB2 多年平均風(fēng)速：1.0m/s = 2 * GB2 多年最大風(fēng)速：10m/s = 3 * GB2 風(fēng)向：NE4 隧洞線路布置設(shè)計(jì)4.1 洞線平面布置根據(jù)原xxx設(shè)計(jì)，發(fā)電引水系統(tǒng)布置于右岸，設(shè)計(jì)引用

16、流量57m3/s。發(fā)電引水隧洞后接壓力前池，壓力前池直接接廠房（相當(dāng)于河床式廠房）。發(fā)電引用隧洞采用無壓隧洞，按自動調(diào)節(jié)渠道設(shè)計(jì)（即前池未設(shè)溢流堰）、軸線方位角N73.24E。隧洞洞長L=450m，底坡i=1/2000，進(jìn)口洞底高程405.3m，出口洞底高程405.07m。隧洞斷面型式采用圓拱直墻型（城門洞型），襯砌后斷面尺寸為BH=5.58.188m（直墻高度6.6m）。由于發(fā)電引水隧洞目前已經(jīng)按照xxx的設(shè)計(jì)完成了隧洞0+0000+120段的開挖施工，經(jīng)征詢業(yè)主意見，本次設(shè)計(jì)維持原洞線平面布置、洞身無壓方案不變。本次設(shè)計(jì)根據(jù)隧洞地形地質(zhì)條件、過流能力、目前隧洞0+0000+085段的開挖現(xiàn)

17、狀對隧洞縱、橫剖面布置進(jìn)行適當(dāng)優(yōu)化。4.2 洞線縱、橫剖面布置根據(jù)水力學(xué)計(jì)算并結(jié)合樁號0+0000+085段開挖現(xiàn)狀，本次設(shè)計(jì)考慮將隧洞縱向分為兩段，第一段為樁號0+000至0+060段，縱坡i=1/2000，進(jìn)口底板高程405.6m，末端底板高程405.570m。第二段為樁號0+070至0+450段，縱坡i=1/2000，進(jìn)口底板高程405.865m，末端底板高程405.675m。中部0+060至0+070段為漸變段。樁號0+000至0+060段：根據(jù)業(yè)主提供的隧洞0+0000+085段的開挖實(shí)測斷面資料復(fù)核，樁號0+000至0+060段隧洞平均開挖寬度為7m，平均開挖高度8.1m，隧洞洞底

18、平均開挖高程405.3m，洞頂平均開挖高程413.4m。該段圍巖為中風(fēng)化砂質(zhì)板巖，巖層產(chǎn)狀N75W，NE15，與洞軸線交角32，巖層較平緩。圍巖類別為III類，巖石彈性抗力系數(shù)k0=1015MPa/cm，堅(jiān)固系數(shù)f=4.0。根據(jù)開挖揭露的地質(zhì)條件來看，該段圍巖穩(wěn)定性較好，可以采用底板與邊墻部分現(xiàn)澆砼、頂拱掛網(wǎng)噴錨的襯砌型式，但考慮到校核洪水時若廠房未發(fā)電，此種情況下隧洞將會形成靜水有壓（洞頂水頭0.64m），另外上游水位在413.4m414.04m時，該段隧洞也處于全斷面有壓狀態(tài)。結(jié)合開挖現(xiàn)狀本次設(shè)計(jì)仍考慮用0.3m厚的鋼筋砼全斷面襯砌，斷面如下： 樁號0+060至0+070段：為漸變段，斷面

19、型式如下： 樁號0+070至0+120段：圍巖為砂質(zhì)板巖，該段出露有F1、F2、F3、F4共4條斷層，受斷層影響，巖層風(fēng)化程度高，結(jié)構(gòu)松散，目前樁號0+085處已經(jīng)發(fā)生頂拱塌方。圍巖類別V類，巖石彈性抗力系數(shù)k0=0MPa/cm，堅(jiān)固系數(shù)f=0.5。根據(jù)0+070至0+085段的實(shí)測開挖斷面圖，隧洞平均開挖寬度為6m，平均開挖高度8.0m，隧洞洞底平均開挖高程405.3m，洞頂平均開挖高程413.3m。結(jié)合開挖現(xiàn)狀該段采用0.6m厚的鋼筋砼襯砌，斷面如下：樁號0+120至0+450段：圍巖為該段圍巖為中風(fēng)化砂質(zhì)板巖，巖層產(chǎn)狀N4515W，SW2535，巖層較平緩。地表尚未發(fā)現(xiàn)明顯斷層，施工中有

20、可能出現(xiàn)小斷裂結(jié)構(gòu)。圍巖類別為III類，巖石彈性抗力系數(shù)k0=1015MPa/cm，堅(jiān)固系數(shù)f=4.0?？紤]水流平穩(wěn)銜接，該段隧洞襯砌后的斷面尺寸與樁號0+0700+120段相同，鋼筋砼襯砌厚度0.4cm，斷面如下：5 隧洞水力學(xué)計(jì)算5.1洞身段過流能力由于第一段（樁號0+0000+060）的洞身斷面較第二段（樁號0+700+450）大，而兩段縱坡一致，所以洞身段的過流能力由第二段控制。無壓隧洞（長洞）洞身段的過流能力，按明渠均勻流公式計(jì)算： SKIPIF 1 0 對于矩形斷面：=bh0 x=b+2h0 R=/x C=R1/6/n第二段隧洞底坡i=1/2000，斷面寬度b=5.0m，滿足無壓凈

21、空面積界限（15%）時的水深h0=5.95m，對于鋼筋砼襯砌n=0.015。=bh0=5.05.95=29.75m2x=b+2h0=5.0+25.95=16.9mR=/x=29.75/16.9=1.760mC=R1/6/n= 1.7601/6/0.015=73.256 SKIPIF 1 hk，為緩坡，反之為陡坡。h0=a=7.8m，過水?dāng)嗝婷娣e=46.482m2，濕周x=26.044mR=/x=46.482/26.044=1.785mC=R1/6/n= 1.7851/6/0.015=73.424 SKIPIF 1 0 =46.48273.424(1.785/2000)1/2=101.959m3

22、/s臨界水深： SKIPIF 1 hk，為緩坡隧洞。 = 3 * GB3 泄流能力復(fù)核由于該段隧洞為短洞，泄流能力不受洞長的影響，進(jìn)口水流為寬頂堰流，泄流能力按寬頂堰流公式計(jì)算： SKIPIF 1 0 式中：s為淹沒系數(shù)，當(dāng)進(jìn)口斷面處的水深hc0.75H0時，為淹沒出流，s與hc/H0有關(guān)，可通過查水力學(xué)計(jì)算手冊（武漢水利電力學(xué)院）P403頁圖6-1-8求取。當(dāng)hc0.75H0時，為自由出流，s=1。當(dāng)hc/H0=0.75，即hc=0.75H0=0.756.4=4.8時，s=1。取流量系數(shù)m=0.36、b=6.4m、H0=6.4m，將以上數(shù)值代入上式可求當(dāng)上游水位為412m時隧洞的極限過流能力

23、： SKIPIF 1 0 = SKIPIF 1 0 =165.235m3/sQ設(shè)=57滿足要求。 = 4 * GB3 求Q=57m3/s時洞內(nèi)正常水深h0：計(jì)算公式： SKIPIF 1 0 經(jīng)試算：h0=4.055m = 5 * GB3 求Q=57m3/s時洞內(nèi)臨界水深hk：計(jì)算公式：hk= SKIPIF 1 0 =1.0，經(jīng)計(jì)算：hk=2.007m = 6 * GB3 求Q=57m3/s時洞內(nèi)水面線（即求進(jìn)口斷面處的水深hc與隧洞末端水深hs）：由于隧洞的實(shí)際過流流量Q設(shè)=57m3/s，小于淹沒出流與自由出流界限時的流量165.235m3/s，所以此時洞內(nèi)應(yīng)為淹沒出流。進(jìn)口斷面處水深hc的計(jì)

24、算公式： SKIPIF 1 0 即 SKIPIF 1 0 根據(jù)進(jìn)口條件，流量系數(shù)m取0.36隧洞進(jìn)口底板高程起算的上游總水頭H0=412405.6=6.4mb=6.4m，Q=57m3/s SKIPIF 1 0 =0.345查水力學(xué)計(jì)算手冊（武漢水利電力學(xué)院）P403頁圖6-1-8可知：s=0.345時hc/H0=0.98則hc=0.98H0=0.986.4=6.272m，即隧洞進(jìn)口斷面處水面高程為411.872m。隧洞末端斷面處水深hs的計(jì)算：按明渠非均勻流用分段求和法計(jì)算。即已知隧洞起始斷面水深h1，假設(shè)系列h2、h3、hn、hn+1、，求Sn-n+1與S=S1-2+ S2-3+Sn-n+1

25、+，當(dāng)S等于隧洞長度時對應(yīng)斷面的水深即為hs。計(jì)算公式： SKIPIF 1 0 SKIPIF 1 0 ， SKIPIF 1 0 ， SKIPIF 1 0 SKIPIF 1 0 ， SKIPIF 1 0 ， SKIPIF 1 0 經(jīng)計(jì)算hs=6.293m（計(jì)算詳見表1），即該段隧洞末端斷面處水面高程為411.863m。 hk=2.007mh0=4.055mhs=6.293m，洞內(nèi)為a1型雍水曲線。 凈空面積和凈空高度復(fù)核：該段隧洞洞內(nèi)水深為6.272m（進(jìn)口斷面處）6.293m（末端斷面處），凈空高度1.507m1.528m，均大于0.4m，滿足凈空高度要求。隧洞凈空面積6.279m26.405

26、m2，隧洞總面積46.481m2，凈空面積為總面積的13.51%13.8%，考慮到洞內(nèi)流速不大，僅為1.42m/s，基本滿足要求。 = 2 * GB2 第二段（樁號0+0700+450）隧洞洞前水位即為第一段末端水位411.863m，引用流量Q=57m3/s。隧洞長度L2=380m，進(jìn)口底板高程405.865m，縱坡i=1/2000，寬度b=5.0m，單寬流量q=57/5.0=11.4m3/sm，n=0.015。 = 1 * GB3 長短洞判別：上游水深H=411.863405.865=5.998mlk=(512)5.998=29.9971.976m，取lk=71.976mL2=380m，屬長

27、洞。 = 2 * GB3 隧洞底坡的判別：h0=a=7.5m，過水?dāng)嗝婷娣e=35.326m2，濕周x=23.115mR=/x=35.326/23.115=1.528mC=R1/6/n= 1.5281/6/0.015=71.55 SKIPIF 1 0 =35.32671.55(1.528/2000)1/2=69.863m3/s臨界水深： SKIPIF 1 hk，為緩坡隧洞。 = 3 * GB3 求Q=57m3/s時洞內(nèi)正常水深h0：計(jì)算公式： SKIPIF 1 0 經(jīng)試算：h0=5.359m = 4 * GB3 求Q=57m3/s時洞內(nèi)臨界水深hk：計(jì)算公式：hk= SKIPIF 1 0 =1.

28、0，經(jīng)計(jì)算：hk=2.366m = 5 * GB3 求Q=57m3/s時洞內(nèi)水面線根據(jù)進(jìn)口條件，流量系數(shù)m取0.36隧洞進(jìn)口底板高程起算的上游總水頭H0=411.863405.865=5.998mb=5.0m，Q=57m3/s SKIPIF 1 0 =0.486查水力學(xué)計(jì)算手冊（武漢水利電力學(xué)院）P403頁圖6-1-8可知：s=0.486時hc/H0=0.965則hc=0.965H0=0.9655.998=5.788m。隧洞出口斷面處水深hs的計(jì)算：按明渠非均勻流用分段求和法計(jì)算。經(jīng)計(jì)算hs=5.825m（計(jì)算詳見表2），即隧洞末端斷面處水面高程為411.5m。 = 5 * GB3 凈空面積和

29、凈空高度復(fù)核：該段隧洞洞內(nèi)水深為5.788m（進(jìn)口斷面處）5.825m（末端斷面處），凈空高度1.68m1.798m，均大于0.4m，滿足凈空高度要求。隧洞凈空面積6.226m26.816m2，隧洞總面積35.326m2，凈空面積為總面積的17.6%19.3%，滿足要求。 hk=2.366mh0=5.359mhs=5.825m，洞內(nèi)為a1型雍水曲線。表1 正常情況第一段（樁號0+0000+060）無壓隧洞水面曲線表部位hbdr12XRnCQvJEsiEsSS出口斷面6.293 6.45.952 3.695120.002107.39840.19919.1182.103 0.01575.458 5

30、71.418 0.000176.39506.291 6.45.952 3.695120.002107.45640.1919.1142.103 0.01575.458 571.418 0.000176.39350.000170.00050.000330.00154.5454.5456.290 6.45.952 3.695120.002107.51340.18219.112.103 0.01575.458 571.419 0.000176.39210.000170.00050.000330.00144.2428.7876.288 6.45.952 3.695120.002107.57140.173

31、19.1062.103 0.01575.458 571.419 0.000176.39060.000170.00050.000330.00154.54513.3326.287 6.45.952 3.695120.002107.62940.16419.1032.103 0.01575.457 571.419 0.000176.38920.000170.00050.000330.00144.24217.5746.285 6.45.952 3.695120.002107.68640.15519.0992.102 0.01575.457 571.420 0.000176.38770.000170.00

32、050.000330.00154.54522.1196.284 6.45.952 3.695120.002107.72540.14919.0972.102 0.01575.456 571.420 0.000176.38670.000170.00050.000330.0013.0325.1496.283 6.45.952 3.695120.002107.76340.14319.0942.102 0.01575.456 571.420 0.000176.38580.000170.00050.000330.00092.72727.8766.282 6.45.952 3.695120.002107.8

33、0140.13719.0922.102 0.01575.456 571.420 0.000176.38480.000170.00050.000330.0013.0330.9066.281 6.45.952 3.695120.002107.8440.13119.0892.102 0.01575.456 571.420 0.000176.38380.000170.00050.000330.0013.0333.9366.280 6.45.952 3.695120.002107.87840.12519.0872.102 0.01575.455 571.421 0.000176.38290.000170

34、.00050.000330.00092.72736.6636.279 6.45.952 3.695120.002107.91740.11919.0842.102 0.01575.455 571.421 0.000176.38190.000170.00050.000330.0013.0339.6936.278 6.45.952 3.695120.002107.95540.11319.0822.102 0.01575.455 571.421 0.000176.38090.000170.00050.000330.0013.0342.7236.277 6.45.952 3.695120.002107.

35、99340.10719.0792.102 0.01575.455 571.421 0.000176.37990.000170.00050.000330.0013.0345.7536.276 6.45.952 3.695120.002108.03240.10119.0772.102 0.01575.454 571.421 0.000176.3790.000170.00050.000330.00092.72748.486.275 6.45.952 3.695120.002108.0740.09519.0742.102 0.01575.454 571.422 0.000176.3780.000170

36、.00050.000330.0013.0351.516.274 6.45.952 3.695120.002108.10840.08919.0722.102 0.01575.454 571.422 0.000176.3770.000170.00050.000330.0013.0354.546.273 6.45.952 3.695120.002108.14640.08319.0692.102 0.01575.454 571.422 0.000176.37610.000170.00050.000330.00092.72757.267進(jìn)口斷面6.272 6.45.952 3.695120.002108

37、.18540.07719.0672.102 0.01575.453 571.422 0.000176.37510.000170.00050.000330.0013.0360.297備注：h為洞內(nèi)水深，b為洞底寬度，d為直墻高度。1、2、x等斷面參數(shù)根據(jù)水力學(xué)計(jì)算手冊（武漢水利電力學(xué)院）P404P405頁公式計(jì)算。表2 正常情況第二段（樁號0+0700+450）無壓隧洞水面曲線表部位hbdr12XRnCQvJEsiEsSS出口斷面5.824855.98242.818125.036132.1529.11216.6151.752150.01573.1988571.9580.000416.020205

38、.822855.98242.818125.036132.23929.10116.6111.751910.01573.1971571.95870.000416.01830.000410.00050.000090.001921.1121.1115.820855.98242.818125.036132.32729.09116.6061.751840.01573.1966571.95940.000416.01650.000410.00050.000090.00182041.1115.818855.98242.818125.036132.41629.08116.6021.751660.01573.195

39、4571.960.000416.01460.000410.00050.000090.001921.1162.2225.816855.98242.818125.036132.50529.07116.5971.751580.01573.1948571.96070.000416.01270.000410.00050.000090.001921.1183.3335.814855.98242.818125.036132.59429.0616.5931.751340.01573.1932571.96150.000416.01090.000410.00050.000090.001820103.3335.81

40、2855.98242.818125.036132.68329.0516.5891.751160.01573.1919571.96210.000416.0090.000410.00050.000090.001921.11124.4445.810855.98242.818125.036132.77229.03916.5841.751030.01573.191571.96290.000416.00720.000410.00050.000090.001820144.4445.808855.98242.818125.036132.8629.02916.581.750840.01573.1897571.9

41、6360.000416.00530.000410.00050.000090.001921.11165.5555.806855.98242.818125.036132.94929.01916.5761.750660.01573.1884571.96420.000416.00340.000410.00050.000090.001921.11186.6665.804855.98242.818125.036133.03829.00816.5711.750530.01573.1875571.9650.000416.00160.000410.00050.000090.001820206.6665.8028

42、55.98242.818125.036133.12628.99816.5671.750350.01573.1863571.96570.000415.99970.000410.00050.000090.001921.11227.7775.800855.98242.818125.036133.21528.98816.5631.750170.01573.185571.96630.000415.99790.000410.00050.000090.001820247.7775.798855.98242.818125.036133.30428.97716.5581.750030.01573.184571.

43、96710.000415.9960.000410.00050.000090.001921.11268.8885.796855.98242.818125.036133.39228.96716.5541.749850.01573.1828571.96780.000415.99420.000410.00050.000090.001820288.888進(jìn)口斷面5.78855.98242.818125.036133.78228.92216.5351.749140.01573.1778571.97080.000415.9860.000410.00050.000090.008291.11379.9995.3

44、 設(shè)計(jì)洪水情況隧洞水力學(xué)計(jì)算 = 1 * GB2 第一段（樁號0+0000+060）設(shè)計(jì)洪水情況隧洞洞前水位412.88m，引用流量Q=57m3/s。隧洞長度L1=60m，進(jìn)口底板高程405.6m，縱坡i=1/2000，寬度b=6.4m，單寬流量q=57/6.4=8.906m3/sm，n=0.015。進(jìn)口斷面處水深hc的計(jì)算公式： SKIPIF 1 0 即 SKIPIF 1 0 根據(jù)進(jìn)口條件，流量系數(shù)m取0.36隧洞進(jìn)口底板高程起算的上游總水頭H0=412.88405.6=7.28mb=6.4m，Q=57m3/s SKIPIF 1 0 =0.28查水力學(xué)計(jì)算手冊（武漢水利電力學(xué)院）P403頁圖

45、6-1-8可知：s=0.28時hc/H0=0.982則hc=0.982H0=0.9827.28=7.149m，即隧洞進(jìn)口斷面處水面高程為412.749m。隧洞末端斷面處水深hs的計(jì)算：按明渠非均勻流用分段求和法計(jì)算。經(jīng)計(jì)算hs=7.171m（計(jì)算詳見表3），即該段隧洞末端斷面處水面高程為412.741m。 = 2 * GB2 第二段（樁號0+0700+450）隧洞洞前水位即為第一段末端水位412.741m，引用流量Q=57m3/s。隧洞長度L2=380m，進(jìn)口底板高程405.865m，縱坡i=1/2000，寬度b=5.0m，單寬流量q=57/5.0=11.4m3/sm，n=0.015。隧洞進(jìn)口

46、底板高程起算的上游總水頭H0=412.741405.865=6.876mb=5.0m，Q=57m3/s SKIPIF 1 0 =0.45查水力學(xué)計(jì)算手冊（武漢水利電力學(xué)院）P403頁圖6-1-8可知：s=0.45時hc/H0=0.964則hc=0.964H0=0.9646.876=6.628m。隧洞出口斷面處水深hs的計(jì)算：按明渠非均勻流用分段求和法計(jì)算。經(jīng)計(jì)算hs=6.702m（計(jì)算詳見表4），即隧洞末端斷面處水面高程為412.377m。表3 設(shè)計(jì)洪水情況第一段（樁號0+0000+060）無壓隧洞水面曲線表部位hbdr12XRnCQvJEsiEsSS出口斷面7.171 6.45.952 3.

47、695120.00267.84744.7221.6682.064 0.01575.224 571.275 0.000147.253807.170 6.45.952 3.695120.00267.93144.71421.6632.064 0.01575.225 571.275 0.000147.25230.000140.00050.000360.00154.1674.1677.168 6.45.952 3.695120.00268.01444.70821.6582.064 0.01575.226 571.275 0.000147.25080.000140.00050.000360.00154.1

48、678.3347.167 6.45.952 3.695120.00268.09744.70221.6522.065 0.01575.228 571.275 0.000147.24940.000140.00050.000360.00143.88912.2237.165 6.45.952 3.695120.00268.1844.69521.6472.065 0.01575.229 571.275 0.000147.24790.000140.00050.000360.00154.16716.397.164 6.45.952 3.695120.00268.26344.68921.6412.065 0.

49、01575.231 571.276 0.000147.24640.000140.00050.000360.00154.16720.5577.163 6.45.952 3.695120.00268.31844.68521.6382.065 0.01575.232 571.276 0.000147.24540.000140.00050.000360.0012.77823.3357.162 6.45.952 3.695120.00268.37344.68121.6342.065 0.01575.233 571.276 0.000147.24440.000140.00050.000360.0012.7

50、7826.1137.161 6.45.952 3.695120.00268.42944.67721.6312.065 0.01575.233 571.276 0.000147.24350.000140.00050.000360.00092.528.6137.160 6.45.952 3.695120.00268.48444.67221.6272.066 0.01575.234 571.276 0.000147.24250.000140.00050.000360.0012.77831.3917.159 6.45.952 3.695120.00268.53944.66821.6242.066 0.

51、01575.235 571.276 0.000147.24150.000140.00050.000360.0012.77834.1697.158 6.45.952 3.695120.00268.59444.66421.622.066 0.01575.236 571.276 0.000147.24050.000140.00050.000360.0012.77836.9477.157 6.45.952 3.695120.00268.64944.6621.6172.066 0.01575.237 571.276 0.000147.23950.000140.00050.000360.0012.7783

52、9.7257.156 6.45.952 3.695120.00268.70444.65621.6132.066 0.01575.238 571.276 0.000147.23850.000140.00050.000360.0012.77842.5037.155 6.45.952 3.695120.00268.75944.65221.6092.066 0.01575.239 571.277 0.000147.23760.000140.00050.000360.00092.545.0037.154 6.45.952 3.695120.00268.81444.64721.6062.066 0.015

53、75.239 571.277 0.000147.23660.000140.00050.000360.0012.77847.7817.153 6.45.952 3.695120.00268.86944.64321.6022.067 0.01575.241 571.277 0.000147.23560.000140.00050.000360.0012.77850.5597.152 6.45.952 3.695120.00268.92344.63921.5992.067 0.01575.241 571.277 0.000147.23460.000140.00050.000360.0012.77853

54、.337進(jìn)口斷面7.149 6.45.952 3.695120.00269.0644.62921.592.067 0.01575.244 571.277 0.000147.23210.000140.00050.000360.00256.94460.281備注：h為洞內(nèi)水深，b為洞底寬度，d為直墻高度。1、2、x等斷面參數(shù)根據(jù)水力學(xué)計(jì)算手冊（武漢水利電力學(xué)院）P404P405頁公式計(jì)算。表4 設(shè)計(jì)洪水情況第二段（樁號0+0700+450）無壓隧洞水面曲線表部位hbdr12XRnCQvJEsiEsSS出口斷面6.70255.98242.818125.03688.41433.16818.7661.7

55、67450.01573.3049571.71850.000316.852506.755.98242.818125.03688.5333.1618.761.767590.01573.3059571.71890.000316.85060.000310.00050.000190.001910106.69855.98242.818125.03688.64733.15218.7551.767640.01573.3063571.71940.000316.84870.000310.00050.000190.001910206.69655.98242.818125.03688.76333.14418.7491

56、.767770.01573.3072571.71980.000316.84670.000310.00050.000190.00210.5330.5266.69455.98242.818125.03688.87933.13618.7431.767910.01573.3081571.72020.000316.84480.000310.00050.000190.00191040.5266.69255.98242.818125.03688.99533.12918.7371.768110.01573.3095571.72050.000316.84290.000310.00050.000190.00191

57、050.5266.6955.98242.818125.03689.11133.12118.7321.768150.01573.3098571.7210.000316.8410.000310.00050.000190.00191060.5266.68855.98242.818125.03689.22733.11318.7261.768290.01573.3107571.72140.000316.8390.000310.00050.000190.00210.5371.0526.68655.98242.818125.03689.34333.10518.721.768430.01573.3117571

58、.72180.000316.83710.000310.00050.000190.00191081.0526.68455.98242.818125.03689.45833.09718.7151.768470.01573.312571.72220.000316.83520.000310.00050.000190.00191091.0526.68255.98242.818125.03689.57433.08918.7091.768610.01573.313571.72260.000316.83320.000310.00050.000190.00210.53101.5786.6855.98242.81

59、8125.03689.68933.08118.7031.768750.01573.3139571.7230.000316.83130.000310.00050.000190.001910111.5786.67855.98242.818125.03689.80533.07318.6981.76880.01573.3143571.72350.000316.82940.000310.00050.000190.001910121.5786.67655.98242.818125.03689.9233.06518.6921.768940.01573.3152571.72390.000316.82750.0

60、00310.00050.000190.001910131.5786.67455.98242.818125.03690.03533.05718.6861.769080.01573.3162571.72430.000316.82550.000310.00050.000190.00210.53142.104進(jìn)口斷面6.62855.98242.818125.03692.6532.87218.5581.771310.01573.3316571.7340.000326.78120.000320.00050.0001850.0443239.5381.563備注：h為洞內(nèi)水深，b為洞底寬度，d為直墻高度。1、