水力学习题答案 1绪论 1.1p=1.359×10kg/m=13590kg/m,Y=133.2kPa=1.332×10kN/m 1.2v=1.003×10m/s 1.3dp=2.18X107N/m 1.4F=184N 1.5u=3.79m/s 1.7μ=0.0721~0.07318Ns/m或Pa.s(按内简半径计算) 2水静力学 2.1p=38.024kN/m2,h=3.88m 2.2取石油与甘油交米面为等压面，压力表读数为G(相对压强)，则有 Pe+(7-3)=29-3) P6=12.56×6-8.17×4=40.82KW/m2 2.3Pa-P4=53.68Pa 2.3煤气密度pm=1.3kg/m3,(第二版) 2.5液面相对压强：22.932kPa,绝对压强：120.932kPe 2.6A点相对压强：p=97.784kPa:(h:=0.lm,h,=0.5m) 2.7Pe=106.1kN/m2,h-0.827m 2.8h,=6m,h2=0.456m 2.9D=18cm 2.10pv=5.88kPa 2.11(1)w=18.67rad/s,(2)w=20.87rad/s,V=0.00353m 2.15h=0.6874m 2.16当下游无水，T=157.73kN:当下游有水，T=80.26kN 217门销度e3m 2.18P=630.98kN,压力体面积：9.198m2,P=857.5kN,P=1064.6kN,a=36.35
2.14 2.24P-98kN,静水总压力作用线过圆心 ic)
(b 777D777 220 (a)
77 (c) 3水动力学基础 3.1=0.5umm 3.2(1)从A断面流向B断面(2)hw-1.79m(3)Q-0.106ms 332=0.64m,2+2=2.64m 3.40-12.130m3/s 3.5pw=56.589kPa d H+h 3.7 d:V H 3.100=0.0313m13,4=0.965 3.13H=1.5m 3.14R=76.264kN 3.15R=3976KN,R,=3.04KN,R=5.05KN,(0-=0.1mBs) 3.16R=384.01kN,当考虑水头损失时轴向推力会变大 3.17 21+cosa 2.1-cosa 9 2 4液流形态及水头损失
4.1层流 42=25.9308N/m 436。=0.095cm 4.4t0=14.7N/m2 4.7=0.04 4.81=0.038h,=0.033m 4.9计算法：1=0.0223，hf=6.64×10-3m 4.103=00.317 4.11n=0.025 412,=3.91m 5有压管道中的恒定流 5.10=0.027m31s。 5.2Q=6.25m/s 5.3Q=0.678m/s 5.4Q-=0.0269m/s△z=0.709m 5.5水泵扬程=29.986m 5.60=0.471m/s,h=526m,(=0.012,飞a-2.5,503，m=1.0) 5.8A点压强水头：21.172m 6明渠恒定均匀流 6.1Q=17.683m/s,0.803ms 6.2v=1.32m1s,Q=6.65m3/s 6.3Q=241.1m/s 6.4Q=20.28m3/s 6.5h=1.lm.b=0.66m
6.6n-0.02,-1.252m/s 6.7=2.6×103,△z=0.3m出口槽底高程51.76mm 6.8i=0.00116 6.10h=1.491m 6.13户3.34×10，流速满足通航要求 6.14(流量为6.7m3/s,糙率取n=0.03)(1)h0=2.11m,(2)h0=2.7m时，Q=11.06m3/s, 能供给工业用水为4.36m3/s,(3)h0=1.5m时，Q=3.415m3/s,v=0.4029m/s<v微 =0.5m/s。 7明渠恒定非均匀流 7.10=4.16m/s,F=0.22 7.2缓流 7.3v=3.48m/5,0=4.5m1s,缓流 754=0.027,陡坡 7.6h1=0.307m 7.7h1=0.31m, 7.8L=6.72m,h2=1.698m 7.9流量修改为Q-0.8m3s,h2=0.822m,A1=0.1981m2,hc1=0.1237m,Jh)=0.354m。 8堰流、闸孔出流和桥涵过流的水力计算 8.10=0.2436m21s 8.30=0.069m31s 8.4(1)h=250.44m (2)上游高程为267.0m,Q=6386.57m'/s: 上游高程为269.0m,Q=7553.93m31s 8.5b-30.274m 6
8.6Vmm=49.36m 8,9（1)下游水位高程17.75m,=419.,23m21s (2)下游水位高程16.70m,2=710.56m1s 811究顶堰，Q86.671m21s 8.14（1)0=146.997m2/s (2)=555.4lm3/5 8.15H=4.1m 8.160=202.43m3/s 8.17b-4.98m 8.18c-1.077m 9泄水建筑物下游的水流衔接与消能 9-1h。=0.679m:h。=4.06m 9-2h:=5.22m:下游为远驱式水跃衔接 9-3d-0.908m:取设计池深为0.9m,h,=0.6108m:h”=4.33m:h,=4.545m: L,=25.65m:La=17.95-20.52m:取设计池长LB20m