《水力学课后习题答案第四版(吴持恭)VIP免费

0.水力学课后习题答案0绪论0.1P=816.33kg/m3当y=0.25H时du沁1.058dy当y=0.5H时米〜。84Um0.4f=g0.5h的量纲为[L]0.6Ff=184N0.7K=1.96x108N/m2dp=1.96x105N/m21水静力学1.1Pc=107.4KN/m2h=0.959m1.2PB-PA=0.52KN/m2PAK=5.89KN/m2PBK=5.37KN/m21.3h]=2.86mh2=2.14m内侧测压管内油面与桶底的垂距为5m,外侧测压管内油面与桶底的垂距为4.28m。1.4Pc=27.439KN/m21.5PM=750.68hKN/m21.6P2-p1=218.05N/m2rA+rB1.7y―」A+B1.8P=29.53KN方向向下垂直底板P=01.9W=34.3rad/sWmax=48.5rad/s1.10a=2g(日-小L1.12当下游无水Pg=3312.4KN(-)P2=862.4KN(!)当下游有水Pg=3136KN(f)P2=950.6KN(!)1.13T=142.9KN1.14当h3=0时T=131.56KN当h3=h2=1.73m时T=63.7KN1.150－0转轴距闸底的距离应为1.2m1.16P=4.33KNLD=2.256m(压力中心距水面的距离)1.17P=567.24KN1.19P=45.54KN总压力与水平方向夹角©=14°28‘21.20Pg=353KNP(=46.18KN方向向下1.21H=3m1.228=1.0cm1.23F=25.87KN(―)2液体运动的流束理论2.1Q=211.95cm3/sV=7.5cm/s2.2hw=3.16mw2.3冬=2.35mY2.4PK=63.8KN/m2K12.5Q=0.00393m3/s2.6Q=0.0611m3/s2.7卩=0.9852.8Q=0.058m3/s2.9S点相对压强为一4.9N/cm2,绝对压强为4.9N/cm22.10V3=9.9m/sQ=0.396m3/s2.11Rg=391.715KN(—)2.12R=3.567KN合力与水平方向夹角P=37°8‘2.13Rg=98.35KN(f)2.14Rg=2988.27KN(f)2.15Rg=1.017KN(—)2.16Rg=153.26KN(f)42.17a=2卩=_3mv22.18F=——R2.19Q=叫2gH2.52.20F=CdL2竺d22.21=2.44mY=4.44mY2.22Q1=Q(1+cosa)2Q=Q(1-cosa)222.23R=2145KNa=54°68‘2.242.25m=3.12kgT广24分34秒T厂23分10秒3.1d增加，Re减小3.23.33.43.53.63.73.Re=.8>2000紊流Re=64554>500紊流O=0.0096cm0=当u=v时u3x0Q=0.1654m3/smin当Q=5000cm3/s时,当Q=20000cm3/s九二0.026液流型态及水头损失y沁0.577hm二33.24N/m2Re=19450紊流时Re=78200当Q=cm3/s时只6=紊流?=7.1O0糾0・20紊流粗糙区若1=100m时Q=5000cm3/s时hf=0.006mQ=cm3/s时hf=7.85m3.8九=0.0423.9n=0.0113.10g=0.293.11Q=0.004m3/s3.12Ah=0.158m3.13Z=11.1m光滑管区九二0.027£=0.775过渡粗糙区O0九二0.023Q=2000cm3/s时hf=0.09m3当n=0.012时i=0.0031当n=0.014时i=0.0042当n=0.013时i=0.003643.14g=24.74有压管中的恒定流4.1当n=0.012时Q=6.51m3/s当n=0.013时Q=6.7m3/s当n=0.014时Q=6.3m3/s4.2当n=0.0125时Q=0.68m3/s当n=0.011时Q=0.74m3/s当n=0.014时Q=0.62m3/s4.3Q=0.0268m3/sZ=0.82mmax4.4当n=0.011时H=7.61m当n=0.012时H=7.0m4.5Ht=30.331m4.6n取0.012Q=0.5m3/sh=5.1mvmax4.7n取0.0125时H=21.5m水柱高A4.8Q]=29.3L/sQ2=30.7L/sV=135.21m4.9H=0.9m4.10Q2=0.17m3/sQ3=0.468m3/s4.11Q1=0.7m3/sQ2=0.37m3/sQ3=0.33m3/s4.12H1=2.8m4.13Q=0.0105m3/sP=10.57KN/m2B4.14Q1=0.157Q25明渠恒定均匀流5.1V=1.32m/sQ=0.65m3/s5.2Q=20.3m3/s5.3Q=241.3m3/s5.4h=2.34m5.5h=1.25m5.6b=3.2m5.7b=71mV7.5rn/s大于V不冲^41rn/s故不满足不冲流速的要求5.8当n=0.011时i=0.0026V=51.76m5.9i=1/3000V=1.63m/shk缓流h02=0.8m>hk缓流6.3hk=1.56mVk=3-34m/sVw=5-86m/sh*>h°缓流心缓流6.5iK=0.00344>i缓坡6.7L很长时，水面由线为C0、b0b2型。当L很短时，水面曲线可能为C0、C2或C0、b2型，当L较长时，水面曲线可能为C0、b2或b0、b2型。图略。6.8提示：L不同，水跃发生的位置不同。6.9提示：先求h0=O.96mhK=0.61mh0>hK缓坡，故产生a1型壅水曲线，在0.97〜1.50间内插h,求As。6.10前段a型，两闸门间a型，后段C1型接水跃。6.11工AS=3497.9m6.12工AS=129.462m6.13进口断面b=8mh=1.37m中间断面b=6mh=0.82mAs=49.71进一中出口断面b=4mh=1.07mAs=50.18图略中一出7水跃7.1h1=0.301m7.2Fr=9.04>9.0强水跃h2=6.15m7.3Ej=14.23mPj=6972.7KwEjj=0.40mE=14.63mKj=37.5mjjjjj67.4L...