1、附錄A導(dǎo)流隧洞泄流計算A1隧洞水流流態(tài)判別A1.1對ivik的緩坡隧洞(i為底坡,ik為臨界坡)為無壓流H/av1.2K2m>H/an1.2為二有濟H/a>K2m為有壓流2K11n.,2g1)V2i1K2m=12(1CR)ir-i7式中：匯E為自進口上游漸變流斷面到隧洞出口斷面間的局部能量損失系數(shù)之和;c為缶齊系數(shù)：1為洞長；R為滿流時的水力半徑:i為避河,氏歧；a為才1R；v2U出口斷面佛汝德數(shù)的平方,當(dāng)出口斷面周邊為大氣時,由試驗得一=1.62;gaga當(dāng)出口斷面上游有底板時,認(rèn)為界限狀態(tài)下的出口斷面水深為臨界水深hk,即a=Vhk5那么有=1.gaA1.2貯i>ik的陡

2、坡隧沆H/av1.2為無不流1.2wh/av1.5為半有壓流H/a>1.5為仃不流A2無壓流隧洞泄流計莫A2.1長、：為;別(1)當(dāng)?shù)灼聻榫徠露呌谄狡?長短洞的界限長度為屋=(512)H,當(dāng)洞長1>1k為長洞；1V1k為短洞.(2)當(dāng)?shù)灼陆咏R界底坡ik時,1k=1.3(512)H.(3)當(dāng)?shù)灼聻槎钙?i>ik),泄流水平不受洞長影響,按短洞工作考慮.A2.2七；匯I泄流用.短洞泄流水平不受洞長影響,進口水流為寬頂堰流,按寬頂堰流公式計算泄流量.Q=m二sb、2gH02(2)R中：b為矩形隧洞過水?dāng)嗝娴膶挾?當(dāng)過水?dāng)嗝鏋榉蔷匦螘r,b=3k/hk；hk為臨界水深；Wk為相應(yīng)于

3、hk時的過水?dāng)嗝婷娣e；bs為淹沒系數(shù),當(dāng)下游水位較高,已淹沒進口的收縮斷面,使該處的水深h'c>0.75H0時,為淹沒出流,bs值與比值h'c/H0有關(guān),當(dāng)h'c<0.75H0時,為自由出流,bs=1,當(dāng)淹沒時,h'c可近似的以下游水位減去進口底板高程而得；h'c為進口斷面處的水深；H為以隧洞進口斷面底板高程起算的上游總水頭；m為流量系數(shù),決定進口翼墻的型式、上游水庫或渠道的過水?dāng)嗝婷娣e與隧洞過水?dāng)嗝婷娣e之比,一般取m=0.320.36,假設(shè)進口翼墻較平順,斷面縮窄較小,應(yīng)取較大的m值,反之應(yīng)取較小的m值,見附表A3.A2.3長洞泄流計算對于

4、長洞,一般需要由下游向上游推算水面曲線,以求得進口斷面處的水深h'c,以h'c/H.在有關(guān)圖表查出(Ts,再用式(2)解集UA3半在壓流隧洞泄流計算A3.1半仃/匚：洞L長洞的用刑(1)對自由出流緩坡(iVik)隧洞,洞長lvlkm時,為半有壓短洞,l>lkm時,為半有壓長洞.lkm=li+ls+l.l.=1.3a,li=1.4a,ls可由推算ci型水面曲線決定,其中收縮水深hc可由下式計算：hc/a=0.037H/a+0.573科+0.182(4)R中:為流量系數(shù),按附表A4取值.(2)對自由出流,陡坡隧洞,正常水深ho>a,lvlks時,為半有壓短洞,l>

5、lks時,為半有壓長洞.lks=li+ls+loli=1.4a,lo=00.5a,ls可用分段求和法由推算c2型水面曲線決定,hc仍按式(4)計算.A3.2i-尋公式及計1資1、(1)對半有壓短洞,不管是緩坡或是陡坡,均可用下式進行泄流計算.Q="J2g(H-a)(6)式中：3為隧洞斷面面積；科和Y分別為流量系數(shù)和洞口水流收縮系數(shù),可由附表A4查取.(2)對于緩坡半有壓長洞,其出口明流段的長度lo很小,可按有壓的自由出流,采用式(7)進行計算.(3)對陡坡半有壓長洞,由于發(fā)生有害的不穩(wěn)定流態(tài),難以進行水力計算,在設(shè)計中應(yīng)予防止.A4有壓流隧洞泄流計算Q=7.2gT0丁hp式中：為流量

6、系數(shù),按下式計算：.,22gli.2.1%i:7-；D、'iCiRii式中：W為隧洞出口斷面面積；Ei為某一局部能量損失系數(shù),與之相應(yīng)的流速所在的斷面為3i指根號內(nèi)第二項中的3i；li為隧洞某一段的長度,與之相應(yīng)的斷面面積、水力半徑和舍齊系數(shù)分別為3i指根號內(nèi)第三項中的3、Ri、Ci；v2、一二一To為上游水面與隧洞出口底板高程差T及上游行近流速水頭一之和,一般可ga認(rèn)為To=T;hp為隧洞出口斷面水流的平均單位勢能,hp=0.5a+P/Y；當(dāng)淹沒出流時,hp等于下游水深hsP/丫一一為出口斷面平均單位壓能,當(dāng)自由出流時,Q/丫一般小于0.5a：A5進口段設(shè)置有壓短管深式有壓矢g管進口

7、的無壓隧洞的泄流計算對于進口段設(shè)置有壓短管白無壓隧洞,其底坡i一般應(yīng)大于ik,水流由有壓短管泄出,以后為高速明流,當(dāng)下游水位不影響隧洞的泄流水平水躍位于收縮斷面的下游時,其泄流量可按有壓短管出流公式進行計算：Q=bej2gH二hc式申：H為山.1|魂出I內(nèi)皿.£底板總理算起的上泊庫水深；b一一先渤吊土1.孔底元；e一一為閘孔高度或開啟高度；hc為閘孔后的收縮水深,hc=ee；當(dāng)有壓短管的頂部有傾斜£一一為有壓短管出口的工作閘門或閘孔垂直收縮系數(shù),壓板且工作閘門全開時,按附表A5取值；當(dāng)有壓短管的頂部無傾斜壓板時,按附表A&附表A7取值；,-為仃外亞口飛流量弟數(shù),田卜

8、式計m一(10)-J'c、2i()'i2glaJc、2c2(一)式口4一一為流速系數(shù),般約為0.97；CaRa'awc為收縮斷面面積,wc=eBe；Ei為自進口上游漸變流斷面至有壓短管出流后的收縮斷面之間的任一局部能量損失系數(shù)；coi為與ei,相應(yīng)的過水?dāng)鄊en積:la為官區(qū)飾管內(nèi)長度；a、Ra、Ca分別為有壓短管的平均過水?dāng)嗝婷娣e及相應(yīng)的水力半徑及舍齊系數(shù).當(dāng)有壓短管的頂部沒有傾斜壓板,工作閘門全開時,科值可由附表5查取.名稱附表A附表A1隧洞局部水頭損失系數(shù)局部能量損失系數(shù)斷面突然擴大斷面突然縮小進口圓形漸擴管圓形漸縮管矩形變圓形漸縮管圓形變矩形漸縮管圓形爰彎管平板

9、門角稍加修圓喇叭形流線形無別離繞流(=0.50(=0.201=0.10(=0.050.06(=0.25二a8.10.12.15.20.25.k0.140.160.220.300.420.62L-kfe1"-1_=k1k2a10.20.40°60°80.100°140°k10.400.250.200.200.300.400.60w2/w10Q10020030040050060C70080Q9010K20.41Q400380360圖0300270200.160100工=0.05相應(yīng)于中間斷面的流速水頭工=0.10相應(yīng)于中間斷面的流速水頭I,+0.1

10、632D.7/2e/a0.10.70.80.90.050.040.02t值相應(yīng)于收縮斷面流速水頭,不包括門槽損失(=0.050.20(一般用0.1)弧開門直南出翼端附表A2糙率n值表洞壁外表特征糙率n光滑0.012水泥抹面一般0.013粗糙0.014混凝土襯砌0.0140.015漿砌塊石0.017干砌塊石0.02,0.025噴混凝土0.020.03鋼板襯0.011不襯洞光滑平整的外表0.0250.035鋸齒形不規(guī)那么外表0.0350.045附表A3平底寬頂堰流量系數(shù)附表A3(a)直角形翼墻進口的平底寬頂堰流量系數(shù)b/B=0.00.10.20.30.40.50.60.70.80.91.0m0.3

11、200.3220.3240.3270.3300.3340.3400.3460.3550.3670.385附表A3(b)八字形翼墻進口的平底寬頂堰流量系數(shù)ctg9b/B=0.00.10.20.30.40.50.60.70.80.91.00.50.3430.3440.3460.3480.3500.3520.3560.3600.3650.3730.3851.00.3500.3510.3520.3540.3560.3580.3610.3640.3690.3750.3852.00.3530.3540.3550.3570.3580.3600.3630.3660.3700.3760.3853.00.3500

12、.3510.3520.3540.3560.3580.3610.3640.3690.3750.385注：9為擴散角附表A3(c)圓弧形翼墻進口的平底寬頂堰流量系數(shù)T/bb/B0.00.10.20.30.40.50.60.70.80.91.00.000.3200.3220.3240.3270.3300.3340.3400.3460.3550.3670.3850.050.3350.3370.3380.3400.3430.3460.3500.3550.3620.3710.3850.100.3420.3440.3450.3430.3490.3520.3540.3590.3650.3730.3850.20

13、0.3490.3500.3510.3530.3550.3570.3600.3630.3680.3750.3850.300.3540.3550.3560.3570.3590.3610.3630.3660.3710.3760.3850.400.3570.3580.3590.3600.3620.3630.3650.3680.3720.3770.385>0.500.3600.3610.3620.3630.3640.3660.3680.3700.3730.3780.385注：丫為圓弧半徑斜角彩現(xiàn)墻附表A3(d)斜角形翼墻進口的平底寬頂堰流量系數(shù)e/bb/B0.10.20.30.40.50.60.7

14、0.80.91.00.0000.3200.3220.3240.3270.3300.3340.3400.3460.3550.3670.3850.0250.3350.3370.3380.3410.3430.3460.3500.3550.3620.3710.3850.0500.3400.3410.3430.3450.3470.3500.3540.3580.3640.3720.3850.1000.3450.3460.3480.3490.3510.3540.3570.3610.3660.3740.385>0.3500.3510.3520.3540.3560.3580.3610.3640.3690.

15、3750.3850.20堆：斜角為45.,直角邊為eB一進“寬度B堰頂寬度附表A4流量系數(shù)及水流收縮系數(shù)進口首部類型圖形gT走廊式二二七.-二_,干f菱產(chǎn)/#1Pryz0.5760.715衣領(lǐng)式R/*r-Vr7rr0.5910.726從填方斜坡伸出的管道0.5960.726進口首部類型圖形gT具有邊坡為1:11:1.5的圓錐體的洞口式t3S一.-0.6250.735具有潛沒側(cè)墻的叭式8=30°填土邊坡為1：1.5二"一一.*三h-.J"J工一0.6700.740附表A5閘門垂直收縮系數(shù)及流量系數(shù)壓板斜率1:11:41:51:6£0.850.8950.9140.9180.800.8620.8800.884附表A6平板閘門水流收縮系數(shù)e/a0.10.20.30.40.5£0.6150.6200.6250.6300.645e/a0.60.70.80.9£0.6600.6900.750.80注a為閘孔高度.附表A7弧形閘門水流收縮系數(shù)'c/ae/a1.21.41.61.80.100.7000.7250.8000.8700.200.7000.7200.7700.7120.300.6950.7200.7470.7750.400.6900.7150.7320.75