跌水水力計(jì)算(水工結(jié)構(gòu)版)

1、矩形斷面多級(jí)跌水水力計(jì)算第 1 頁，共 3 頁矩矩形形斷斷面面多多級(jí)級(jí)跌跌水水水水力力計(jì)計(jì)算算（跌跌水水高高度度大大于于3m3m宜宜采采用用多多級(jí)級(jí)跌跌水水）跌跌水水截截洪洪溝溝設(shè)設(shè)計(jì)計(jì)流流量量 Q=Q=26.30026.300m m截截洪洪溝溝跌跌水水段段寬寬度度 b=b=2.7002.700m m水水 深深 h=h=3.1653.165m m每每級(jí)級(jí)跌跌水水跌跌差差P Pn= =2.0002.000m m1 1）跌跌水水口口計(jì)計(jì)算算。采采用用無無底底檻檻矩矩形形跌跌水水口口；=0.9000.900(側(cè)收縮系數(shù)，一般采用0.850.95）M=1.6201.620(無底檻寬頂堰的第二流量系數(shù)，

2、一般取1.62）堰堰上上水水頭頭 H H0= = (Q/Mb)(Q/Mb)2/3= =3.5473.547m m2)2)、計(jì)計(jì)算算第第一一級(jí)級(jí)跌跌水水：T T01= =P P1+H+H0= =5.5475.547m mq qQ/bQ/b = =9.7419.741m m3/(s.m)/(s.m)q q2/3/ /T T010 0. .8 82 22 2根根據(jù)據(jù)跌跌水水高高度度選選擇擇流流速速系系數(shù)數(shù)0.9000.900根根據(jù)據(jù)、q q2/3/T/T01值值差差附附錄錄2020得得：h h1/q/q2/3= =0.2550.255h h2/q/q2/3= =0.7750.775h h1= =1.

3、1631.163m mh h2= =3.5353.535m mh2h1,h2h1,采采用用降降低低渠渠底底形形成成消消力力池池第第一一級(jí)級(jí)消消力力檻檻上上的的水水頭頭H H01: :H H01= =(q/M)(q/M)2/3= =3.0163.016m m消消力力檻檻前前的的行行進(jìn)進(jìn)流流速速v01：v01q/hq/h2= =2.7562.756m/sm/s消消力力檻檻上上水水深深 H H1: :1.0501.050（流速系數(shù)，一般采用1.05）H H1H H01-v201/2g/2g = =2.6092.609m m初初步步確確定定消消力力檻檻高高度度C C1= =d d1: :1.0501.

4、050（保證水躍淹沒的安全系數(shù)，一般采用1.051.10）C C1= =hh2-H-H1= =1.1021.102m m采采用用消消力力檻檻高高度度C C11.2001.200m m驗(yàn)驗(yàn)算算第第一一級(jí)級(jí)消消力力池池的的深深度度：TT01= =T T01+C+C1= =6.7476.747m mq q2/3/T/T010 0. .6 67 76 6并并根根據(jù)據(jù)0.900.90查查附附錄錄2020得得：hh01/q/q2/3= =0.2230.223hh01= =1.0171.017m m消消力力池池中中收收縮縮斷斷面面的的流流速速v1: :V V1= =q/hq/h01= =9.5779.577

5、m/sm/s消消力力檻檻頂頂?shù)牡牧髁魉偎賄 V2: :V V2= =(M(M2q)q)1/3= =3.2303.230m/sm/s壅壅高高水水躍躍的的第第二二共共軛軛水水深深hh02: :hh02= =(h(h01) )2+0.205q(V+0.205q(V1-V-V2)1/2= =3.7023.702m mv02= =q/hq/h02= =2.6312.631m/sm/sHH1= =H H01-v 202/2g/2g = =2.6452.645m mCC1= = hh02- - HH1= =1.2421.242m mC1C1,C1C1,采采用用C1C1 1.201.20m m第第一一級(jí)級(jí)消消

6、力力池池長長度度計(jì)計(jì)算算：L Lc1=L=L1+0.8L+0.8L2L L1=1.64(H=1.64(H0(P+d+0.24H(P+d+0.24H0)1/26.2176.217m mF Fr= =v1/(gh/(gh01) )1/2= =3.0323.032m m根根據(jù)據(jù)1.7Fr91.7h1,h2h1,采采用用降降低低渠渠底底形形成成消消力力池池第第二二級(jí)級(jí)消消力力檻檻上上的的水水頭頭H H02: :H H02= =(q/M)(q/M)2/3= =3.0163.016m m消消力力檻檻前前的的行行進(jìn)進(jìn)流流速速v01：v02q/hq/h2= =2.9342.934m/sm/s消消力力檻檻上上水

7、水深深 H H2: :H H2H H02-v202/2g/2g = =2.5552.555m m初初步步確確定定消消力力檻檻高高度度C C2= =d d2: :C C2= =hh2-H-H2= =0.9310.931m m采采用用消消力力檻檻高高度度C C21.1001.100m m驗(yàn)驗(yàn)算算第第二二級(jí)級(jí)消消力力池池的的深深度度：TT02= =T T02+C+C2= =6.1166.116m mq q2/3/T/T020 0. .7 74 46 6并并根根據(jù)據(jù) 0 0. .9 90 0查查附附錄錄2020得得：hh01/q/q2/3= =0.2350.235hh01= =1.0721.072m

8、m消消力力池池中中收收縮縮斷斷面面的的流流速速v1: :V V1= =q/hq/h01= =9.0889.088m/sm/s消消力力檻檻頂頂?shù)牡牧髁魉偎賄 V2: :V V2= =(M(M2q)q)1/3= =3 3. .2 23 30 0壅壅高高水水躍躍的的第第二二共共軛軛水水深深hh02: :hh02=(h=(h01) )2+0.205q(V+0.205q(V1-V-V2)1/2= =3.5843.584m mv02= =q/hq/h02= =2.7182.718m/sm/sHH2= =H H02-v 202/2g/2g = =2.6202.620m mCC2= = hh02- - HH2

9、= =1.1431.143m mC1C1,C1C1,采采用用C1C1 1 1. .1 10 0m m第第二二級(jí)級(jí)消消力力池池長長度度計(jì)計(jì)算算：L Lc2=L=L1+0.8L+0.8L2L L1=1.64(H=1.64(H01(P+d+0.24H(P+d+0.24H01)1/25.5695.569m mF Fr= =v1/(gh/(gh01) )1/2= =2.8032.803根根據(jù)據(jù)1.7Fr91.7ht,h02ht,采采用用降降低低渠渠底底形形成成消消力力池池初初步步確確定定消消力力池池深深d d3: :d d3= =hh02-H-Ht= =0.2860.286m m采采用用消消力力池池深深

10、度度d d30.5000.500m m驗(yàn)驗(yàn)算算第第三三級(jí)級(jí)消消力力池池的的深深度度：TT03=P=P3+H+H02+d+d3= =5 5. .5 51 16 6m mq q2/3/T/T030 0. .8 82 27 7并并根根據(jù)據(jù)0.900.90查查附附錄錄2020得得：hh01/q/q2/3= =0.2550.255hh02/q/q2/3= =0.7750.775hh01= =1 1. .1 16 63 3hh02= =3.5353.535消消力力池池中中收收縮縮斷斷面面的的流流速速v1: :V V1= =q/hq/h01= =8.3748.374m/sm/s消消力力檻檻頂頂?shù)牡牧髁魉偎賤

11、2：V V2= =(M(M2q)q)1/3= =3.2303.230m/sm/s壅壅高高水水躍躍的的第第二二共共軛軛水水深深hh02: :hh02=(h=(h01) )2+0.205q(V+0.205q(V1-V-V2)1/2= =3.4103.410m md d3= = hh02- - H Ht= =0.3800.380m m采采用用消消力力池池深深度度d d30.5000.500m m第第三三級(jí)級(jí)消消力力池池長長度度計(jì)計(jì)算算：L Lc3=L=L1+0.8L+0.8L2L L1=1.64(H=1.64(H02(P+d+0.24H(P+d+0.24H02)1/25.1145.114m mF Fr=v=v1/(gh/(gh01) )1/2= =2.4792.479根根據(jù)據(jù)1.7Fr91.7Fr9時(shí)時(shí)， L2=9.5h01(Fr-1)=L2=9.5h01(Fr-1)=16.34516.3