涵洞快速计算程序

1、h(m(输b(m(输m左(边坡输m右(边坡输(m23.723400.50.51271.7192 3.2133100.50.51001.1916852.72800.50.5759.645 2.1712500.50.5545.1066205 1.5972300.50.5368.5852045 0.4761000.50.547.713288Q(m3/s(输b(m(输m左(边坡输m右(边坡输(m20.62 1.5 1.5 1.27135122.32300.50.565.820898 466.32300.50.5147.17416050.51 1.5 1.5 2.51.4422 5.9202466.62

2、3022206.984898X1(输Y1(输X2(输Y2(输X(输59.149.357.148.558.70.001 3.1660.0028.9660.00110420.3630.356 2.564Q(m3/s(输b(m(输m左(边坡输m右(边坡输hk(m(试输40.72300.50.50.148120170.50.5 1.69 212170.50.5 2.45Q(m3/s(输b(m(输m左(边坡输m右(边坡输hk(m(输 120170.50.5 1.6901 166170.50.5 1.415 244170.50.5 1.415Q(m3/s(输E0(输b(m(输q(m3/sm流速系数(输1.

3、354 1.50.90.95122.3 1.771120 1.0191666670.8521213.551712.470588240.85hc''的计算(第202页正插值计算(请X、梯形断面临界水深hk的计算,水力学(上册(河海大学1986级梯形断面临界底坡的计算,水力学(上册(河海大学1986级教科书,第271页底流式矩形消力池(非扩散的计算hc的计算(第201页hc(m(引用q(m3/sm(引用Frc hc''(m0.10830.98.062418189 1.1818712820.217 1.019166667 3.2190009620.8853015880

4、.93212.47058824 4.425155815 5.385149739池深S的计算Q(m3/s(引用b(m(引用ht(m(输hc''(m(引用(输1.35 1.5 3.9 1.181871282 1.05122.3120 2.2760.885301588 1.0521217 3.237 5.385149739 1.05消力坎设计水力计算手册第210页。(同前(1溢流情况判别ht(mc(m(拟定Q(m3/sm b(m1.70.81600.42391.70.81600.42391.70.81600.4239(2自由溢流的计算(2.1hc''的计算(利用前面“

5、底流式矩形消力池非扩散的计算”(2.2坎高c的计算hc''(mQ(m3/sb(mH10(m(同上1.953 1.05160390.812 1.0516039 2.7532 1.0516039 2.753(3淹没溢流的计算(3.1hc''的计算(利用前面“底流式矩形消力池非扩散的计算”(3.2坎高c的计算(211页hc''(输(输Q(m3/s(输b(m(输ht(输3.038 1.0562073.84.31.953 1.0520173.8 1.812.714 1.0544773.8 2.76挑距L的计算溢洪道设计规范(SDJ341-89第59页(矩形

6、、边墙垂直v1(m/s(输(弧度(输sincosh1(m(输12.0320.5235987750.4999999990.8660254040.41612.0320.5235987750.4999999990.8660254040.41612.4670.5235987750.4999999990.8660254040.416天然河道水面曲线的计算水力学(上册(河海大学1986级教科书,第329页式8.12 Q(m3/s(输(平均(输L(m(输n(输z2(m(输350520.03 1.41350520.03 1.41350520.03 1.41h0的计算堤防工程设计规范(GB50286-98第76

7、页公式(E.3.2-2(KK0H2(m(输q(m3/sm(输k(m/s(输m2(输k0(m/s(输1.40E-052.5 1.00E-030 1.40E-05 2.5 1.00E-034.61 6.00E-07 2.8 1.00E-050 6.00E-072.81.00E-05H 2(m(输 q(m 3/sm(输k(m/s(输m 2(输k (m/s(输032323R 0(m圆心轴以上水深h(m 2(mR(m1.050.43 2.63480295 4.1586722860.6335683051.150.555 3.353878142 4.7228315520.7101413861.150.447

8、3.1054781424.5068315520.689060176Q(m 3/s(输E 0(输b(m(输q(m 3/sm流速系数(输5.9 1.52 2.950.8550 4.757.56.6666666670.850 4.757.5 6.6666666670.8hc(m(引用q(m3/sm(引用Frc hc''(m1.06 2.950.8630356070.8680997850.9673 6.666666667 2.237342413 2.6149430450.9673 6.666666667 2.237342413 2.614943045Q(m3/s(引用b(m(引用ht(

9、m(输hc''(m(引用(输5.92 2.50.868099785 1.05507.52 2.6149430451.05hc 的计算(第201页hc''的计算(第202页池深S 的计算(第24页h0的计算堤防工程设计规范(GB50286-98第75页公式(E.3.2-1(K>K 0 (七桥1的计算(七桥 (七桥1梯形断面河道水面曲线的推算,水力学(上册(河海大学1986级教科书,第312页(mR(m1/6lnR R1/6348.3181729 3.651027420.215834769 1.240897327317.1844864 3.1564963840

10、.191577112 1.211158225286.0373835 2.6557542610.162788117 1.176787323254.8545036 2.1388934190.126714767 1.135093205233.5710006 1.5780435230.076030967 1.078995987101.06436840.472107913-0.1250912820.88241635正常水深的计算,水力学(上册(河海大学1986级教科书,第236页(mR(m1/6lnR R1/63.6946090990.344109476-0.1777992380.83711046623

11、0.63951540.285384306-0.2089864280.811406248231.42884740.635936972-0.0754426370.9273329244.6055512750.542823182-0.1018286070.9031843388.4274145950.702493028-0.05885330.942845074233.99361740.884574974-0.020*.979766174算(请注意:分清X、YY49.143.76920.357744力学(上册(河海大学1986级教科书,第267页Bk(mk(m2计算式(应为0230.14834.05095

12、20.01567335618.6930.15805-0.00021419919.4544.65125-0.00097091k(m2k(mRk(m1/6lnRk30.1599190120.77917849 1.4514490560.06209373425.056112520.16403619 1.2426139420.03620286325.056112520.16403619 1.2426139420.036202863计算水力计算手册(同前,第201、202、204页hc(m(试输E0(计算两E0差0.1083 4.0084552240.0084552240.217 1.7730878070

13、.0020878070.93213.562053780.012053783出流速系数(输z(mS(mhc(引用0.95-0.023800636-2.6352345180.10830.95-0.049943529-1.2964898030.2170.950.590275793 1.8271314330.932页。(同前lnH10(计H10(m(计(ht-c/H10(计0.527226381 1.6942266470.5312158220.527226381 1.6942266470.5312158220.527226381 1.6942266470.531215822的计算”C(m(计1.444

14、649294-0.458476015-0.458476015的计算”C拟定hs H10hs/H100 4.3 3.543422871 1.2135159020.757 1.053 1.3835577860.761081330.419 2.341 2.6609528610.87976004259页(矩形、边墙垂直h2(m(输L(m418.1623330231708222613986级教科书,第329页式8.12。动能校正系数取值见本书第111页2(输2(m2(输2(m(输R2(m1.110.92810.523 1.0384871231.112.568936.4580.3

15、447501231.112.568936.4580.344750123 6页公式(E.3.2-2(KK0T(m(输内内h0(m(输1.510.0012987030.21.510.0011729150.253-0.178571429 2.2689E-05031 1.54892E-050.23K>K0T(m(输内大分母内数值内k0T下分母518.41120.615-0.892857143-6.84 6.455-0.892857143-6.84 6.45,1985年2月第一版第24页n lnR/6C底坡降0.014-0.0760*.196882660.0010.014-0.0570*.4677

16、30510.0010.014-0.06207111267.1297180.001hc(m(试输E0(计算两E0差1.06 1.6063808220.1063808220.9673 4.7501239440.0001239440.9673 4.7501239440.000123944出流速系数(输z(mS(mhc(引用0.95-0.455224348-1.133270877 1.060.950.3270165650.4186736330.9673 大学1986级教科书,第312页n(输C(m0.5/sQ(m3/s(输(m/s0.03337.60294931466.30.3666689940.03

17、336.70176438466.30.4657449790.03335.6602219466.30.6138393590.03334.3967638466.30.8554289790.03332.69684809466.3 1.2651077530.03326.7398894466.39.77295884536页n(输C(m0.5/sh0(m(试输i (输0.03325.366983830.470.0010.03324.588068130.2860.020.03328.100997690.6390.020.03327.3692223610.00010.03328.571062850.990.0

18、0010.03329.689884050.8930.02Rk1/6n(输Ck(m0.5/si k1.0640620790.03332.244305430.0104904541.0368661670.0334.562205570.0295698881.0368661670.0334.562205570.063887097lj(mLk(m5.343138589 4.0073539423.662682544 2.74701190823.2494612617.43709594s(输m(数ln三分之二方三分之二方0.9750.42 1.0219358 2.7785683120.90.420.324354

19、558 1.3831376230.750.420.978738054 2.661095962C2K21(输R1(m 33.54380036373.5541013 1.1 4.74856E-06 27.91233381205.9897623 1.10.410011599 27.91233381205.9897623 1.10.404293007式左式右0.20.1924996810.250.247247206-4.610.2869230850.230.229191438内数值h0(m(输式左式右7.28E-08 5.26 5.26 5.258713859 -2.55E-07 1.5-0.5-1.

20、103218923 -2.55E-07 1.5-0.5-1.103218923Q(m3/s4.3901807456.0299788975.47232491lj(mLk(m1.473473979 1.10510548510.002729477.502047099 Ck(m0.5/si k#DIV/0!#VALUE! #DIV/0!#DIV/0! 2/(2gEs(mE S (下游-上游(平均R(平均0.00719513 3.7270091440.011608782 3.2246087820.020165071 2.7200300810.5045787010.539792169 2.90612532

21、20.0391614 2.2100528590.5099772230.734634169 2.397323840.0856535431.6825736990.52747916 1.060268366 1.8584684715.111430215 5.587406417-3.904832718 5.519033299 1.025075718Q 1(m3/scha 0.598249405-0.001750595122.2695325-0.030467454466.41804220.1180422110.5041173680.0041173681.4176981880.017698188817.3903067350