# Hydraulics II Report 2 S1 2023 Final

Hydraulics II Report 2 S1 2023 Final :

Hydraulics II Report 2 S1 2023 Final

ExaminerMarks out ofWeighting (%)Due dateKamrun Nahar250258th May 2023

ObjectivesEvaluate and apply the equations available for the description and design of open channel flowsolve the equations governing both steady and unsteady gradually varied channel flow and apply them to the solution of practical flow problems including: backwater profiles; runoff on a plane surface and routing of a stream hydrograph; design erodible and vegetative lined channels;Solve simple pipe networks using an appropriate methodapply rigid column theory to unsteady pipeline flow to analyse mass oscillations in pipelines and calculate maximum allowable rates for valve opening and closureDesign a range of hydraulic structures including: fixed and movable crest weirs; gated control structures; pipe conveyance structures; spillways and energy dissipation structure; critical flow measuring flumes; gulley control structures; weir and culvert type structures using the minimum specific energy concept.RationaleThis report is based on the material covered in this course. As such you will be directed to attempt tutorial questions from modules 8,10,15 before starting this assessment.Important InformationAt UniSQ, Policy and Procedure guides our approach to assessment, and it is important that all students are familiar with the relevant Policy and Procedure documents and complete the Academic Integrity Mandatory Training every 12 months.   By submitting this assignment you hereby certify that: The submission is entirely my own work except where due acknowledgement is made in the text and that no part has been copied from any other person’s work.

#### Question 1 – Pipe Network (100 Marks)

A pipe network as shown in Figure 1 has been constructed in order to convey water from a reservoir A to a number of delivery points.

The details of each pipe are given in the table below. You may also neglect all minor losses that may occur in the system.

PipeABBCCDEDEAEFFBFCLength (m)300400200320325120150160Diameter (mm)250200150150250180180150Roughness (mm)0.050.070.090.150.050.20.20.25

Figure 1 – Pipe network for Q1

The head added by the pump (P) is a constant 20m. The pressure head elevation at point A is 78 m.

The elevation of each node of the pipe network is given below.

NodeABCDEFElevation (m)303035303030

Use the linearisation method to solve for the unknown discharges in each pipe of the network.

Accounting for the elevation of each node, estimate the pressure head in metres at each pipe junction (A, B, C, D, E, F)

HINT: The pump has the opposite effect (opposite direction) to the friction loss in pipe BC

Marking Scheme: Question 1 – Pipe Network

ItemsRequirementsMarks     Formulation of EquationsDiagram with assumed flow directionsContinuity (node) equationsenergy loop equationsCorrectly accounted for pump  30  MethodModel uses the linearization methodModel is correctCalculates friction properlyAccounts for pump  20Solution for QCorrect solution for the flows20Calculation of HeadsCorrect solution for the heads20Discussion & PresentationSolution processResults (including impact of pump)Following report format  10 Total100

#### Question 2 – Vegetative Lined Channels (60 Marks)

Design the broad shallow grassed waterway for the transmission of flood flows in a compound channel illustrated below:

Design Data:

The soil type is erosion resistant

The channel is currently planted with Rhodes grass

The Bed slope is 3%

The channel consists of:

a narrow concrete lined section (n = 0.014) designed to carry the normal low streamflow; and

a broad shallow grassed waterway for the transmission of flood flows. Your design must satisfy two main criteria:

The velocity of flow does not exceed the permissible velocity nominated for the particular

grass and soil in the waterway, that is, the channel must be stable.

The depth of flow does not exceed the height of the channel banks, that is, the channel must have sufficient capacity.

#### Marking Scheme: Question 2

SectionsMarksPreliminary Check15Stability Check15Capacity Check15Report with all relevant information15Total60

Question 3 – Control Structure (70 marks)

An irrigation scheme is fed from a river via a diversion channel. The irrigation channel is 2 m wide and is constructed of rough concrete with an estimated value of 0.025 for the Manning

n. The bed slope is 0.0025.

The discharge into the channel is controlled by a vertical sluice gate (Cc = 0.61). The depth upstream of the gate is a constant 3.0 m, and the maximum discharge is 7 m3 /s.

The designer of the gate has prepared a rating curve for the sluice gate (yg vs Q) for free- flowing conditions as shown below in the table.

The issue is that the designer has not considered those cases where the gate may be drowned by the hydraulic jump downstream of the gate. The depth on the downstream side of the gate is equal to the normal flow depth.

Independently you have determined the normal flow depths over the operating range of discharges, which is also included in the table below.

Q (m3/s)yg (Assuming free lowing (m)yn or y3 (Normal flow downstream of hydraulics jump) (m)10.10800.513820.21810.842430.33091.141040.44631.425350.56381.701360.68391.971870.80672.2385

Figure 2 – Gate rating curve assuming free flowing conditions

Determine at what discharge the gate changes from freely flowing to submerged conditions (to the nearest m3 /s)?

Calculate the new gate opening (yg) for those discharges for where the gate is submerged by the depth downstream of the gate.

Plot the new rating curve (alter the part where gate is submerged)

#### Marking Scheme Question 3 – Control Gate

ItemsRequirementsMarksEquations and DiagramLabelled diagramEquations are introduced10  Determining when gate is submergedApply the hydraulic jump equationValues at appropriate intervals of QPlot of h or y vs QSample hand calc  30New yg for submergedMethod is correctsample hand calc or explanation20Rating CurvePlotted the new curve with given yg10 Total70Hydraulics II Report 2 S1 2023 Final

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