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**Q1:**6. Plot the same graph for the orifice meter. Determine the flow discharge coefficient for orifice from the graph.See Answer**Q2:**Given the following data for 3 water reservoirs shown in the schematic below, determine all flow rates in concrete pipes using the Hazen Williams equation. See Answer**Q3:**Show at least 3 iterations to find the flow rates in all pipes under given the inflows and outflows.All pipes are cast iron with a diameter of 25 cm.Use f= 0.02 for the Darcy-Weisbach equation.Note that initial Q and its direction in each pipe are given in the figure. Check if your AQ and sum of head loss are close to zero. You may directly fill out the following table for easy hand-calculation. If you have used Excel, copy and paste your worksheet to the answer sheet neatly. See Answer**Q4:**7. Calculate water velocities using the pitot tube measurements, u=\sqrt{2 g \Delta h} Calculate flow rates based on velocities (Q = v.A). Compare the calculated flow rates with actual flow rates in a scatter plot.See Answer**Q5:**7.12. If a channel with the same cross-sectional and flow properties as the channel of Problem 7.11 is laid on a slope of 0.01 ft/ft, determine whether the flow is supercritical or sub critical. Find the depth of flow at a point 1000 ft downstream from the point where y = 1.5 ft. (A trial-and-error solution may be necessary.)See Answer**Q6:**7.13. Classify the water surface profiles according to Table 7–2 of (a) Problem 7.11and (b) Problem 7.12.See Answer**Q7:**7.10. Determine the local change in water surface elevation caused by a 0.2-ft-highobstruction in the bottom of a 10-ft-wide rectangular channel on a slope of0.0005 ft/ft. The rate of flow is 20 cfs and the unobstructed flow depth is 0.9 ft.(See Fig. P7-10). Assume no head loss. See Answer**Q8:**7.11. A rectangular channel with n = 0.012 is 5 ft wide and is built on a slope of0.0006 f/ft. At point a, the flow rate is 60 cfs and y, = 3 ft. Using one reach,find the distance to point b where y, = 2.5 ft and determine whether this point is upstream or downstream of point a.See Answer**Q9:**7.8. Determine the critical depth and the critical velocity for the Colorado River System Aqueduct (Problem 7.1) if Q = 1500 cfs.See Answer**Q10:**7.7. Find the normal depth y, for the triangular channel shown in Figure P7–7 if So = 0.0005 m/m, Q = 40 m³/s, and n = 0.030. See Answer**Q11:**[8 points][2] Negative Pressure (P4.2.5)A 20-cm, 300-m-long smooth concrete pipe carries water (20°C) from reservoir A to B as shown. The pipe is elevatedat S, which is 150 m downstream from reservoir A (assume pipe length from A to S is 150 m). The water surface inreservoir B is 25 m below the water surface in reservoir A, and flow is complete turbulence. Minor losses areconsidered for entrance (A), the gate valve fully open, and exit (B). If As = 7.0 m, is cavitation a concern? Show yourcalculation. See Answer**Q12:**1. Fit a Horton infiltration formula to the following measurements: See Answer**Q13:**Problem 1. Gate AB in Figure 2 (shown below), is 1.2 m long and 0.8 m into the paper. Neglecting atmospheric pressure, compute the force F on the gate and its center-of-pressure position X. (ywater=9810 N/m³, and pwater=1000 kg/m³). See Answer**Q14:**3.3.6. Water flowing in a positive x-direction passes through a 90° elbowin a 6-in.-diameter pipeline and heads in a positive y-direction (FigureP3.3.6). If the flow rate is 3.05 ft³/s, compute the magnitude and directionof the reaction force (F). The pressure upstream of the elbow is 15.1 psi;just downstream it is 14.8 psi. See Answer**Q15:**\text { 1. Use } Q_{\text {actual }}=C Q_{\text {theoritical }}=C A_{2} \sqrt{\frac{2 g h}{\left(1-\left(\frac{A}{A_{1}}\right)^{2}\right)}}=C A_{2} \sqrt{\frac{2 g h}{\left(1-\beta^{4}\right)}} \text { for the venturi meter with } C \approx 0.99 to calculate the actual flow rates and write them in an additional column in Table 1.Calculate the mean and deviation for the calculated flow rates.See Answer**Q16:**Equations \text { 1. } \quad \Delta \mathbf{S}=\mathbf{P}-(\mathbf{E}+\mathbf{T}+\mathbf{I}+\mathbf{Q}) \text { 2. Average precipitation }=\left(\mathbf{\Sigma P}_{\mathbf{i}} \mathbf{A}_{\mathbf{i}} / \mathbf{\Sigma A}_{\mathbf{i}}\right) \text { 3. } \quad{Q}_{\mathrm{p}}=\mathrm{CIA} \text { 3a. } \quad \Delta \mathbf{S}=\mathbf{P}-\mathbf{R}-\mathbf{G}-\mathbf{E}-\mathbf{T} \text { 4. } f=f_{c}+\left(f_{0}-f_{c}\right) e^{-t t} \begin{aligned} &\text { 5. }\\ &F(t)=\int_{0}^{t} f d t=f_{c} t+\left[\frac{f_{0}-f_{c}}{k}\right]\left(1-e^{-k t}\right) \end{aligned} \text { 24. } \quad I-Q=\frac{\Delta S}{\Delta t} \text { 25. } \quad \frac{I_{1}}{2}+\frac{I_{2}}{2}-\frac{Q_{1}}{2}-\frac{Q_{2}}{2}=\frac{S_{2}-S_{1}}{\Delta t} \text { 28. } \quad Q_{2}=C_{0} I_{2}+C_{1} I_{1}+C_{2} Q_{1} \text { 29. } \quad C_{0}=\frac{-K x+0.5 \Delta t}{D} C_{2}=\frac{K-K x-0.5 \Delta t}{D} \text { 30. } \quad C_{1}=\frac{K x+0.5 \Delta t}{D} \text { 32. } \quad D=K-K x+0.5 \Delta tSee Answer**Q17:**3. Calculate the flow nozzle discharge coefficient for each try, C=\frac{Q_{\text {acthal }}}{Q_{\text {theoritical }}}=\frac{Q_{\text {actual }}}{A_{2} \sqrt{\frac{2 g h}{\left(1-\beta^{4}\right)}} \text { and }} write it as an additional column. Calculate the mean and deviation for these values. And,Compare the mean value with the discharge coefficient estimated by the graph.See Answer**Q18:**4. Calculate the actual discharges using the measured time for a specific volume of water and write the values in an additional column as Qactual.See Answer**Q19:**2. Now, for the flow nozzle, plot log(Qactual), the actual flow rates (calculated in question 1),vs. log(h), pressure head difference: h = h1-h2, in a logarithmic scale. Determine the discharge coefficient, C, for the flow nozzle from this graph. What is the slope of the line and What is R-squared?See Answer**Q20:**5. Now, plot log(Qactual) vs. log(Ah), for venturi meter. Determine the flow dischargecoefficient for venturi from the graph.See Answer

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