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Q1: FPL Friction in a Pipe filament of dye Laminar (viscous) 2-3-²33²3² Turbulent Transitional CIVE210: Hydraulics Lecturer: UNIVERSITY OF LIVERPOOL Notation Note: v= Symbol hf U P μ P L V g D f NR Meaning Head loss due to friction Coefficient of kinematic viscosity Dynamic viscosity Fluid density FPL Lab Script // CIVE210 Length of pipe Mean flow velocity Gravitational acceleration Pipe diameter Friction factor Reynolds Number Unit m m²/s Ns/m² kg/m³ m m/s m/s² m - UNIVERSITY OF LIVERPOOL 1 NR=Introduction hf² 1.1Theory fLV² 2 gD VD f: U Figure 1 - Pipe Friction Experiment Scheme The head loss due to friction is given by the following empirical relationship, known as Darcy's equation: 32 ULV h₁= gD² (2) It follows from Eq. (1) that for laminar flow: 64 R L 0.316 0.25 The dimensionless friction factor f is a function of NR (and of the pipe roughness if the pipe is rough). For a given pipe, f is normally plotted as a function of NR on log-log scales as Moody Chart. NR T If N₁ is less than about 2000, the flow is laminar and head loss is proportional to the velocity, as demonstrated by Poiseuille's equation for laminar flow: V FPL Lab Script // CIVE210 f= (3) If NR is above 4000, the flow is turbulent and the head loss is proportional to V", where n is in the range from 1.75 to 2.0. For turbulent flow, it was shown by Blasius that experimental results for smooth pipes conform to (4) for Reynolds number up to 105. (1) 2 UNIVERSITY OF LIVERPOOL Note that, if for given conditions (e.g. every high NŔ in a rough pipe), h is proportional to V² and fis constant. For NR in the region between 2000 and 4000, the flow undergoes a transition between laminar and turbulent, and the head loss, and therefore the friction factor, is subject to some variability. References: Webber, pp 76-86; Essery, pp 31-33. 1.2Aims and Objectives FPL Lab Script // CIVE210 1.2.1 Aims To demonstrate pipe friction phenomena, principles and their applications in both laminar and turbulent flows; to gain an insight into the nature of fluid flow in pipes and relationships for estimating energy losses; to highlight the use of experiments to bridge the gap between theoretical analyses and real flow situations. Also, to provide practice in report writing, personal-study skills, data analysis and interpretation. 1.2.2 Objectives To investigate the variation of hydraulic gradient with respect to the velocity and the friction L factor f (defined by Darcy's equation) with respect to the Reynolds number over the laminar, transition and turbulent flow regimes. 1.3Procedure Before the test, remove any air trapped in the pipe or manometer. Progressively increase the flow rate in 5 steps for both laminar and turbulent flows. At each step, read the head loss hf, measure the flow rate by measuring the volume over a period of time. Two pipes with diameter of 4.5mm and 7.7mm are used for laminar and turbulent flows respectively. Flows in both pipes are driven by a pump with a valve to adjust the flow rate and the head losses for the length of L=1m are measured by the water manometer (for laminar flow) and a digital pressure transducer (for turbulent flow). 1.4Results From your measurements at each flow steps, calculate the hydraulic gradient (- L mean velocity V (flow rate divided by cross-sectional area), non-dimensional friction factor f (equation 1) and Reynolds number NR with the constant dynamic viscosity of µ=8.9 × 104 Ns/m². h Plot hydraulic gradient against mean velocity in logarithmic scale to check the validity of the conclusions that x V, in laminar flow L h₂ × V n is in the range of 1.7 and 2.0, in turbulent flow L Plot friction factor against Reynolds number in logarithmic scale and compare the results from equation (3) and (4) in laminar and turbulent flow respectively. 3 UNIVERSITY OF LIVERPOOL A set of data listed in Table 1 is obtained from the same apparatus as in this experiment and it is provided for your reference to check your measured data. Table 1 - Distribution of Head Loss and Velocity in pipe Pipe diameter (mm) Head Loss (mH₂O) Velocity in Pipe (m/s) 0.0150 0.1117 0.0270 0.2123 0.0400 0.2694 0.0470 0.3371 0.1180 0.5390 D=4.5 D=7.7mm Flow 0.0408 0.1071 0.2447 0.6118 1.0605 P₁ FPL Lab Script // CIVE210 1.5Further discussion In our lab, pressure drops are measured by either digital device or a water manometer with two tubes open to the atmosphere as shown in Figure 1. Discuss how to obtain the pressure drop in the pipe if mercury U-shaped manometer is used as shown in Figure 2. P₂ I 0.4004 0.6931 1.1018 1.8958 2.5783 Mercury Figure 2 - Pipe Friction Experiment using mercury manometer 4See Answer
Q2:5. Consider that the flow rates of hot and cold-water streams running through a parallel-flow heat exchanger are 0.3 kg/s and 0.55 kg/s respectively, shown in Fig. 2. The inlet temperatures on the hot and cold sides are 85°C and 20°C respectively. The exit temperature of hot water is 48°C. 4-20°C -75°C 4₁ = 20°C Cold water Hot water Cold water (a) Flow arrangement. 45°C (ing) = 75°C Hot water Temperature 45°C Cold water -20°C Fig. 2 Parallel-flow heat exchanger Area/Length- (b) Temperature distribution. a. If the individual heat transfer coefficients on both sides are 640 W/m2 °C, apply the heat transfer formulae to calculate the area of the heat exchanger. (4 marks) b. Recalculate the area if the flow was a counter-flow (2 marks)See Answer
Q3:4. A 'heat exchanger' may be defined as an equipment which transfers the energy from a hot fluid to a cold fluid, with maximum rate and minimum investment and running costs. In heat exchangers the temperature of each fluid changes as it passes through the exchangers, and hence the temperature of the dividing wall between the fluids also changes along the length of the exchanger. One of the type of heat exchanger is the recuperator where the two fluids are not allowed to mix and according to the relative directions of two fluid streams the heat exchangers can have either parallel-flow or counter-flow mechanism. a. Hence you are required to distinguish the differences between the parallel- flow and counter-flow recuperator heat exchangers. (4 marks)See Answer
Q4:3. A steel pipe A steel pipe with heat transfer coefficient of 35 W/mK contains flowing water. The outer diameter of the pipe is 95 mm and the wall thickness is 2.5mm. Calculate: a. The heat loss by convection and conduction per meter length of un-insulated pipe when the water temperature is 25°C, the outside air temperature is -5°C, the water side heat transfer coefficient is 30 KW/m2K and the outside heat transfer coefficient is 20 KW/m²K. b. Calculate the corresponding heat loss when the pipe is lagged with insulation having an outer diameter of 150 mm, and thermal conductivity of K = 0.04 W/mK (6 marks) (2 marks)See Answer
Q5:A composite wall is composed of 5 sections as represented in the below Fig. 1. The temperature at the left side is 170° C and at the right side is 750° C and h = 15 W/m² K on both sides. The coefficient of heat transfer are k₁ =k3 = 78 W/mK, k₂ = 115 W/mK, k4 = 100 W/mK, and ks = 145 W/mK. Determine: a. The total thermal resistance Heat transfer rate through the composite. 24 cm Figure 1 Composite Wall 8 cm 6 cm 2 cm (6 marks) (2 marks)See Answer
Q6:1. Briefly Define and explain the nature of heat transfer by radiation, using diagrams and equations (04 marks) to support your answer.See Answer
Q7:4. (20 marks) Using neat sketches, produce a pneumatic circuit diagram that containing at least ten components to the ISO 1219-1:2012 standard. Explain the function of each component, its symbol and its purpose within the given circuit. Kidney Loop Digital Pump Operational Waming Beacon Digital O Pump Switch Pump R Heavy Duty Frame Tow Bar with BrakeSee Answer
Q8:3. (20 marks) Using neat sketches, produce a hydraulic circuit diagram containing at least ten components to the ISO 1219-1:2012 standard. Explain the function of each component, its symbol and its purpose within the given circuit.See Answer
Q9:2. (20 marks) Using neat sketches, draw the correct hydraulic circuit symbols for the given components and systems, briefly explaining their functions: (A) Pressure compensated variable Displacement pump with case drain (B) 3 Position/4 way Manually activated, Spring centred, Closed Centre DCV with cross connect and straight through positions (C) 2 Position/3 way Manually Actuated Spring offset Directional Control Valve (D) Restriction type check valve (E) Pressure reducing valve (F) A pneumatic FRL unit (G) Hydraulic sequencing circuit (H) Filter with check valve bypass. (I) Reservoir with Connecting line above fluid level and vented. (J) Variable Displacement Bi-Directional Hydraulic motorSee Answer
Q10:/n/n software called festo fluid sim all the person needs to do now is look at the circuit and produce a step by step guide i have provided ppts of lesson slides showing how to interpret the circuits and a list of festo pneumatic symbols to help with knowing what each symbol in my circuit is called activity 3 must be hand drawn and then you must label figure one and twos components If you aim for the pass criteria and not the merit nor distinction criteria Pass criteria: Describe, with the aid of suitable diagrams, the construction and operation of a given electro- pneumatic device and a given electro-hydraulic device Yes/No Yes/No P4 Use standards to identify electro, pneumatic and hydraulic components shown as symbols in given circuit diagrams and reference materials and atleast the person doesnt need to do this... M1 Compare the construction and operation of a pneumatic system with that of a hydraulic system Yes/No Yes/No D1 Assess the relevance of current standards such as CETOP, to the construction and operation of fluid power devices Yes/No Yes/No THIS SHEET MUST BE RETURNED WITH THE COMPLETED WORKSee Answer
Q11: Winter 2024 Department of Civil and Environmental Engineering CE 362L Experiment 4: Hydraulic Jump Introduction The purpose of this experiment is to analyze hydraulic jumps in a rectangular open channel. Depth observations will be used to measure the energy loss caused by the jump. The Froude number will be used to characterize the behavior of the jump. Each student should analyze the provided data and upload a completed worksheet in Canvas before the deadline. Theory Hydraulic jumps, observed as a step-like increase in fluid depth, occur when a flow rapidly shifts from supercritical to subcritical conditions. Often two flow regimes exist in an open channel (supercritical conditions induced by a sluice gate and subcritical further downstream due to an obstruction, for example) and a hydraulic jump serves as the transition between the two types of flow. A significant amount of energy is dissipated in a hydraulic jump due to the intense turbulent mixing that occurs, and they therefore are employed in civil engineering structures to that end. Analysis of hydraulic jumps requires consideration of the momentum, mass, and energy equations. After some manipulation (see your book) we have: And moreover: = 2 1 + √ |1 + 8Fr₁ 2 2 h L = 1 y Fr 1 1 У1 У1 2 2 (Equation 1) (Equation 2) Where y₁ and y₂ are the depth upstream and downstream of the jump, respectively. Fr is the Froude number, and h¸ is the headloss caused by the jump. Note that the physical structure of the hydraulic jump depends only on the Froude number. Recall that Fr = V √gy Here we will measure the depth ratio and energy loss for hydraulic jumps to observe their functional relationship with the Froude number. 1 Winter 2024 Department of Civil and Environmental Engineering CE 362L Apparatus This experiment will be conducted in the flume with a sluice gate to generate supercritical flow. An obstruction will be used to obtain subcritical flow downstream of the gate. A hydraulic jump will then form between these two regimes. There are two sluice gate configurations. Flow rate can be determined using a weir or a paddlewheel flow meter. Assume friction and the slope of the channel are negligible. Procedure The experiment will be conducted with two (2) sluice gate configurations. For each sluice gate (small or medium) measurements will be taken at three (3) different flowrates. 1. Measure the dimensions of the channel. Record the height of the sluice gate opening. 2. Turn on the pump and adjust the flow rate as necessary. Record the flow rate after the system has reached a steady state. 3. Insert one of the gate sections and adjust the downstream obstruction as necessary to create a steady hydraulic jump. 4. Measure the water depth before and after the jump. 5. Repeat steps two through four for the other sluice gate at two additional flow rates. 6. Turn off the pump. Repeat procedure with the second sluice gate. 2 Winter 2024 Department of Civil and Environmental Engineering CE 362L Hydraulics Lab 4 Worksheet Name: Please write answers to the following questions in the space below or on separate paper. Attach tables and figures at the end. Turn in the completed packet as a single pdf file uploaded to Canvas by the deadline. 1. Why are flumes used for studying debris flows? 2. Complete the attached Table 1 for the 6 experimental cases (or prepare your own and attach it). Calculate the approach Froude number, head loss, and theoretical depth after the jump. 3. Create two specific energy diagrams for the measured flow rates, one figure for each sluice gate. Each figure will have three curves, one for each flowrate. On these same diagrams, plot (as individual points) the specific energy before and after the jump for each combination of sluice gate opening and flow rate. 4. Is the approach Froude number ever less than one? Why or why not? 3 Winter 2024 Department of Civil and Environmental Engineering CE 362L 5. Which size sluice gate (small or medium) is more efficient at dissipating energy? Explain. 6. Compare the measured and calculated depth downstream of the jump in each scenario. Ignoring measurement errors, explain any discrepancies. 7. Explain how hydraulic jumps can be utilized in hydraulic structures. Choose an example and be specific. 4 Winter 2024 Department of Civil and Environmental Engineering CE 362L Table 1: Effect of sluice gate height and flowrate on depth, Froude number and headloss. Sluice Q Gate (L/min Height Q (m³/s) Measured Width, b Measured Depth, yo Measured Depth, Y1 (m) (m) Measured Depth, Y₂ (m) (m) (m) Fr₁ Before Jump Calculated Headloss Depth, Y₂ (m) (m) 5/nSee Answer
Q12:8. Determine the flow rate provided by the centrifugal pump through a given hypothetical system. Create a system curve for the following system: pipe length = 250m, diameter = 0.05m, Darcy friction factor = 0.02, total elevation gain = 5m. Plot the pump and system curves on the same graph (See Example 12.4), and attach your figure to this worksheet. Where is the operating point? Would this pump be a good fit for this hypothetical system? 7See Answer
Q13:5. Create pump performance curves for each pump and speed. Attach your calculation tables (include units!) and resulting figures to this worksheet. Plot the actual head rise (h,) based on the pressure reading vs. flow rate for each pump/speed. Find the water horsepower for each valve position and normalize to the maximum water horsepower measured for each pump/speed. This will approximate pump efficiency. Plot the efficiency vs. flow rate for each pump/speed. Include markers for the data points and connect the points using a smoothed line. 6. Based on your pump performance curves, under what flow rate is each pump most efficient? Discuss trends you observe. 7. Using your pump performance curves, discuss the advantages and disadvantages of each pump used in the lab (i.e. compare centrifugal and positive displacement pumps). Describe circumstances under which you would specify each in a project. 6See Answer
Q14:Hydraulics Lab 3 Worksheet Name: Please write answers to the following questions in the space below or on separate paper. Attach tables and figures at the end. Turn in the completed packet as a single pdf file uploaded to Canvas by the deadline. 1. Write a short summary of the multiple pump demonstrations. 2. What good techniques should be used when installing and running a pump? 3. How does a pump achieve good suction head? 4. What does "priming the pump" mean? 5See Answer
Q15: Experiment 2: Flows in Pipe Networks Introduction The purpose of this experiment is to examine the flow characteristics in series and parallel pipe networks. Students will measure the major headloss along each network under different flow rates. Data will be used to determine the friction factor for each flow, and to confirm the power law relationship between flow and headloss given by the Darcy-Weisbach Equation. Each student should analyze the data collected and upload a completed worksheet in Canvas before the deadline. Theory Major headlosses along a pipe, resulting from viscous effects, are a function of the flow and properties of the pipe wall. They can be described by the Darcy-Wiesbach Equation: h₁₂ = f = IV 2 D 2g Which, when substituting flow rate, becomes: h₁ = f 8/Q2 gr²D5 (Equation 1) (Equation 2) f Where is the friction factor, / is the length of the pipe section, D is the pipe diameter, Q is flow rate, and g is the acceleration due to gravity. Often pipes are connected in series or parallel configurations (see page 455 in your book), each of which has a unique flow and headloss characteristics. Consider a system with n number of pipes, the discharge and headloss relationships among the pipes for a parallel system are: Qtotal = [Q i=1 hLTotal = h₁₁ = h₁₁+1 = =h₁₁ (Equation 3a & 3b) And a series system: 1 h L total = Σημ i=1 Qtotal = Q₁ = Qi+1 = ... =Qn (Equation 4a & 4b) Notice that the behavior of each system is unique. For example, measuring the discharge in one pipe is sufficient to characterize the flow through the other pipes in a series system, but the same is not true for a parallel configuration. The latter requires an iterative method using the moody diagram and assumed friction factor values. Apparatus This experiment will be conducted using the Pipe Network Apparatus (Figure 1). Flow rate is controlled with the main valve and the pressure drop along each pipe section is measured using a manometer attached at the ends of each pipe. Recall that for a constant cross section the velocity head is also constant. Therefore, in a horizontal pipe the energy equation equates the measured pressure drop to the headloss: P₁-P₂ γ = h₁ 2 (Equation 5) Reservoir Pump Flow control valve 66" test pipes Figure 1. Pipe Network Apparatus schematic. Blue triangles indicate locations of pressure measurements for each pipe. 3 The pipe network can be configured into a series or parallel flow system as shown in Figure 2. Parallel pipes network Q-Q1+Q2+Q3 HL-HL1-HL2-HL3 Series pipes network HL-HL1 HL2 HL3 Q=Q1=Q2=Q3 d1-0.99" Q1 d1-0.99" Q1-> d2-0.77" d2-0.77" 02->>> Q 02 Q d3-0.54" " 03->>> L=64" Hal Hb pressure head at pressure head at point (a) point (b) d3-0.54" 03->>> L=64" Ha Hb pressure head at pressure head at point (a) point (b) Figure 2. Pipe network apparatus flow patterns for parallel and series pipe configurations. Procedure 1. Record the inner diameter and lengths of the top three pipes using the calipers and tape measure. Turn on the pump. 2. Configure the system for either parallel or series pipe flow. 3. Adjust the flow rate to the maximum flow and record the pressure drop across each pipe length. a. Repeat for a total of 5 flow rates. 4. Reconfigure the system (series, parallel) and repeat step 3. 5. Turn off the pump. Hydraulics Lab 2 Worksheet Name: Please write answers to the following questions in the space below or on separate paper. Attach tables and figures at the end. Turn in the completed packet as a single pdf file uploaded to Canvas by the deadline. 1. Compute the Reynolds number and friction factor, f, for the largest pipe under all flow rates for each configuration (series and parallel) using the Moody diagram (assume an absolute roughness of 0.0015mm). Report calculations in a table and attach it to this worksheet. Is the flow turbulent? 2. Define relative roughness and describe functionally how it relates to major headlosses. 3. Attach two figures that plot the headloss versus flow rate for each configuration and confirm the power law relationship (h₁ cc BQ") between the two given by Equation 2. Use the trendline feature in excel or nlinfit command in MATLAB (i.e. determine m). Do your results match Equation 2? 5See Answer
Q16:4. Solve Problem 6.25 in the text, or see below. (Equation 4-3 referred to in the problem is the specific energy equation.) 25. Water is flowing in a 5.0-foot-wide rectangular channel with a quantity of 100 cfs. Plot a graph of D, versus E by choosing a variety of flow depths D, and for each flow depth computing the corresponding value of E using Equation 4-3. Use the graph you plotted to determine critical depth in the channel.See Answer
Q17:3. Solve Problem 6.24 in the text, or see below. 24. A trapezoidal channel with a bottom width of 10.0 feet and side slopes of 2 horizontal to 1 vertical conveys a discharge of 450 cfs. If the depth of flow is 2.50 feet, what is the Froude number? Is the flow subcritical or supercritical?See Answer
Q18:4-3. Water is pumped at a rate of 33.42 ft³/min from an unconfined aquifer that is 75 ft deep. Wells located at 100 and 150 ft from the pumping well have drawdowns of 9 and 7 ft, respectively. What is the hydraulic conductivity of the soil? (Note: The FE Manual uses permeability rather than hydraulic conductivity.) a. 23 ft/d b. 615 ft/d c. 0.31 ft/dSee Answer
Q19:4-2. 2 If a steady rain of 0.33 in/h falls on a parking lot with an area of 65,340 ft and a runoff coefficient of 0.85, what is the estimated peak discharge? a. 0.50 cfs b. 18,300 cfs c. 5.1 cfs d. 0.42 cfSee Answer
Q20:11:14 Homework Assignment # 3: Attempt 1 Solve problems : 4-3; FE exam formatted (FE) 4-2, FE 4-3, FE 4-4 of the textbook. Additional Content? You can add text and files that support your answers. Save for Later 63 Add Content Submit/n4-3. A 4,000-km watershed receives 102 cm of precipitation in one year. The average flow of the river draining the watershed is 34.2 m³/s. Infiltration is estimated to be 5.5 x 10-7 cm/s and evapotranspiration is estimated to be 40 cm/y. Determine the change in storage in the watershed over one year. The ratio of runoff to precipitation (both in cm) is termed the runoff coefficient. Compute the runoff coefficient for this watershed.See Answer

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