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Diversion Weir Design

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iCAD offers the Diversion Weir Design product to handle the design of weirs and regulating structures in an interactive environment, allowing engineers to solve design and analysis tasks for diversion weirs and canal headwork structures on previous foundations.

Note: this module is developed for the design of weirs on previous foundations. However, owing to the fact that many of the surface hydraulic analysis follow the same principle, it may be used to assess and design weirs on different foundation material with due diligence.

Note: This module covers all design aspects, except the design of abutment structures which is solved using a different module.

Table of Contents

• Conventions
• Features under development
• Workflow
• Prepare Object types
• Defining the session
• Transverse design
• Hydraulic Parameters
• Transverse Dimensions
• Abutment Provisssions
• Longitudinal Design
  • Longitudinal Dimensions
  • Overflow Section
  • Surface flow analysis:
  • Sub-surface flow analysis:
  • Cutoff-Dimensions
• Downstream Apron design and Dimensions
• Overall stability analysis, and safety paramters
• The Sluice Bay section Design
• Outlet Designs and Settings
• Creating Reports
• Known Issues
• Technical Notes:
  • Overflow rating:
  • Surface hydraulics:
    • Pre-Jump flow profile
    • Hydraulic Jump profile
  • Energy Dessipators Provission
  • Scour Depth
  • Sub-Surface hydraulics:
    • Basic relationships
    • Correction Factors
    • Exit gradient
  • Stability analysis:
  • Sluice Bay Hydraulics
  • References:

Capabilities and Operating Limits

The Diversion weir module is developed to entertain the design of water diversion structures that are typically used for irrigation projects. the module has the following capabilities

• Trapezoidal and Ogee shaped weirs
• Multi-opening Sluice bays on left, right or both directions
• Outlet sizing based on Outflow discharge capacity on the left, right or both directions
• Integrated sluice bay and overflow energy dissipaters

The operating limits of the module include the following.

• Maximum weir height 5.0meters
• Minimum apron thickness of 0.3m, and pile thickness of 0.05m
• Correction factors for apron slope is not considered. Floor thickness and interference effects are considered and applied based on prevailing theory and practice (See technical notes below.)

Conventions

The following conventions are used when defining views in design, analysis and presentation of diversion weir structures. The figure below represents these conventions.

• Draw Weir Axis, from Left to Right, Face-Downstream view

• Transverse design is drawn in Face-Downstream view

• Longitudinal view drawn facing the left-bank (facing downstream).

  

Features Under Development

The following features are under development, and will be available as soon as they are completed.

• Outlet detail view
• Bridge Deck addition to weir top
• Auto Design feature to guide the engineer safe weir dimensions form iterative solutions as a function of some (or all ) varying parameters, such as Top width, flare width, downstream slope and bottom key dimensions
• Concrete capping with nominal reinformcement provission

Workflow

iCAD software handles the design using the Diversion Weir Design module. The module requires:

• a weir axis object defined in AutoCAD, that is referenced, and contains sufficient profile data

• a river/stream section downstream of the weir axis, that is solved for stage-disharge relations using the CnanelRateWSPRO module.

The module creates a tentative design using default parameters, and displays that design. Other project specific data and information are provided in-process. There are two steps to input these informations:

• change the view to as desired view. There can be upto 5 views available, including transverse, up to three longitudinal views, and up to two outlet section views.
• start the variable editor to edit inpus to parameters relevant to the view.

A typical weir design task using iCAD follows the steps outlined below.

Prepare Object types

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To use this module, prepare three objects:

• the weir axis object
• the stream cross-section object downstream of the weir axis that is rated using ChannelRate_WSPRO module, and

• a data host object, as described here under.

  

1. The weir Axis object: The axis line should cover the expected weir position in the head work area and some more. Draw the axis using the AutoCAD polyline tool, and reference it to axes pairs drawn to AutoCAD WCS. Run a profile extraction session with sufficient offset detail for both incremental distance and offsetbdistance. Often it may suffice to use 2.5m intervals, using -10:2.5:20.

2. Rated Downstream section: This object is the river cross-section profile, processed using ChannelRate_WSPRO module, and containing solved data for the stage-discharge relation ship to be used. This must be located some distance downstream of the expected weir end.

   :bulb: Tip: To Check appropriate data are readily available on the cross-section object, collect the object to the workspace, click on it, and hit the Preview Data on Current Object tool button. If the data is available, the data preview table interface launches listing the stored data..

   

   Note: This object is not required during session definition. However, it is required immediately upon running the defined session,

3. The Date Host Object: A third object is needed to complete the session definition. This object stores all the information regarding the design process at all times. Any object can be used as a host. It is strongly recommended to use the appropriate shape from CAD Tools > Create Host Objects. To create the host object:

   1. Start the CadTools > Create Host Objects tool.
   2. Prepare in AutoCAD a diagonal line that is somewhat equal in height and width using the polyline tool.
   3. Select yhe desired host object shape, and then hit the > button.
   4. Back in AutoCAD, select the starter object (the diagonal line).

This will do two things:

1) reshape the starter object to take the desired shape, and

2) assign a Tag string to the Object, that makes it easy to identify it in subsequent processes.

NOTE: If this object in AutoCAD is DELETED, all the information saved will be inaccessible permanently.

Defining the session

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Before defining a new session, it is best practice to clear iCAD work space from the workspace browser or Ctrl+0. Then continue as follows:

1. Start Workspace Manager from Session > Workspace Manager.

2. Define a new session using Sessions > Create & Run New Session. On the Module Browser dialog, select DiversionWeirDesign module, and hit Continue.

   

3. On the Define Session dialog, give the session a related name to the task, and hit Ok.

4. In the New Session dialog, two object types are rquired. Click on the first one, go to AutoCAD and pick the Host object created above. Do the same for the second object type, and go to AutoCAD to pick the weir axis object.

   Tip: iCAD DataLiview status bar will report OK for each successful association of the object with the object type. When association is successful, object types are marked [x], and the Run Session button is active.

5. The session is now completely defined and is set to the active session. Hit the Run Session button to begin the solution. On prompt to pick the rated river section. Choose Pick in AutoCAD, and select the solved cross section object.

   

If all data are available as expected, the module will start by displaying the transverse cross-section view of the structure. This is the default starting view for the module.

Transverse design

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Often the first design sub-task is the transverse design of the weir structure. Simply put, this is the positioning and dimensioning of key components of the weir structure across the stream (and along the weir axis.).

To change from any view to this view, go to Workflow > Transverse View.

Note, the module automatically positions the structure as follows:

• center of overflow span located to the center of the river. The river center along the weir axis line, is taken to be the station where the minimum elevation is recorded from the profile data.

• Right and left position of the overflow span located at equal distance from the identified center line

• The weir crest level is determined based on the default weir height given.

• Overflow depth is calculated for the default discharge, available overflow span and default coefficient of discharge.

Numerous variables are set by default to create the tentative design in the first place. These parameters can be accessed from Workflow > Edit Variables menu command (Ctrl+E).

Below each category of variables is presented with detail.

Hydraulic Parameters

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The hydraulic parameters are used to determine the upstream flow hydraulics, and corresponding structural components such as abutment elevation and total width.

NO	Variable Name	Default Values	Notes
1	Coefficient of Discharge, Cd	1.704	Number value representing the anticipated overflow condition over the weir span. 1.0<= Cd <=2.0
3	Calculation Method for Cd	User	There are five methods. 1. User Input Value (The default method, uses the user input value above 2. Critical Flow method 3. Momentum Eqn 4. Bos Equation 5. Salmasi
3	Discharge Range(m3/sec)	100	The maximum design discharge (peak flood) for which design is desired. 1.0<Q<=1000

See technical notes at the end of this page for details on each method of rating curve determination.

Transverse Dimensions

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These group of variables determine the key deisgn level and span parametrs for the structure, that determine the its hydraulic performance.

No	Variable Name	Default Values	Notes
1	Weir Crest Elevation	Calculated	Calculated crest elevation, from the sum of: Upstream Apron Level, which equals the minimum bed level at the weir axis. Weir height (can be set from the Longitudinal view) Accepted Range of Values: displayed on the popup menu. The minimum and maximum values of crest elevation are determined based on allowable ranges for weir height (see longitudinal view).
2	Overflow Span(excl. Scour Bays) (m)	15.0	The clear overflow length of the weir, excluding divide wall and other provision (if any). Accepted Range of Values:
3	Wall Free Board (m):	0.500	Free board provision above upstream energy grade line (US EGL). Acceptable Range of Values: 0.5<=FB<=3.0
4	Abutment Location, Left (m)	-1.0	Left side abutment location measured from the start of axis. -1 indicates centered automatic positioning with respect to the river center line. Accepted Range of Values, -1 <=Xl<=Inf Setting this value will reposition the Right abutment location as well, based on values set for other variables.

Note: Some variables affect others as well, but their effects will only be seen once the settings are applied.

Abutment Provisssions

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These values are a sequence of settings dictating the shape and length of segments of the abutment wall portion beyond the upstream and downstream aprons, and on each side of the weir.

The values are input as Angle, Length Pair. The angle is measured from abutment wall extension as shown below. {br}

FIgure showing dimensions and naming used for abutment size and shape definition.

Table of Abutoment Provission Variables.

No	Variable Name	Default Values	Notes
1	Angle & Length of Abutment Extension, US Left (Deg, m)	[45.000, 5.000, 90.000, 3.000]	Minimum input size: 2 Maximum input size: 6; Acceptable range of values: 0<=values <=90;
2	Angle & Length of Abutment Extension, DS Left (Deg, m)	[60.000, 7.000]
3	Angle & Length of Abutment Extension, US Right (Deg, m)	[45.000, 5.000, 90.000, 3.000]
4	Angle & Length of Abutment Extension, DS Right (Deg, m)	[60.000, 7.000]

This completes definition of the weir structure in the transverse view. As these are defined, the overflow hydraulics is computed and displayed, ready fo the next step of longitudinal design.

Longitudinal Design

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Longitudinal design handles the sizing and detailing of the weir elements in the longitudinal direction. This involves working on a number of components mainly the main overflow section and the sluice bay section.

The user can change between these different views from the workflow menu. Depending on whether sluice bays are provided, and on which side, the available number of longitudinal section views vary. of sluice bays, the available views also vary.

The overall sizing of the elements of the weir are as follows.

Longitudinal Dimensions

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NO	Variable Names	Default Value	Notes
1	Height of Weir(m)	1.500	The height of the weir body, measured from the upstream apron level. Acceptable Range of Values: 1.0<=hu<=2.5m
2	Height of Silt Deposit(m)	0.000	The silt deposit level to be considered for design. Allowable Range of Values: 0<= hs<=1000 1000 denotes maximum height up to the height of the weir.
3	Top Width of Weir(m)	0.500	The length of the crest of the weir, measured in the direction of flow. Allowable Range of Values= 0.5<=Tw<=5.0
4	U/S Flare width(m)	0.500	The length of the upstream inclined face measured horizontally from the tip of the weir crest. Allowable Range of Values: 0<=f<=2.0
5	D/S Glacis slope(H:1V)	1.000	The slope of the downstream glacis of the weir body. Allowable Range of Values: 1<=m<=4
6	Toe Depth(-)	US	The source of value for the depth of the downstream end of the weir. Allowable values: US= use the thickness of the upstream apron. DS= use the thickness of the downstream apron.
7	Bottom Key Dims(m)	[0.500, 0.500]	Dimensions of key provisions on upstream end of the weir, specifying vertical drop and horizontal offset from the upstream apron level at the toe of the weir. Allowable values: h, w >0 (Minimum apron thickness is maintained if lesser value of kv is used).
8	Total Longitudinal Length (m)	15.000	Overall length of the weir structure from upstream to downstream aprons. Allowable values: 7.0<Lt<=50
9	Length of Approach Section(m)	1.500	Length of upstream apron from the weir ALlowable values: 0<=Lu<=5.0’

Note the following key positions set automatically:

• The weir is positioned so that the end of its top width (the beginning of the downstream glacis) aligns with the weir Axis.

• The upstream apron level is situated equal to the minimum river bed level. Other positions on the weir structure and its components are based on this key parameter.

• The downstream sill level (exit level) of the structure is also fixed equal to the river bed level at the exact location downstream of the axis. This ensures proper automatic positioning of key components.

Figure showing key longitudinal dimensions of a diversion weir.

Overflow Section

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This view displays the section along the main overflow region. It allows to handle the main design tasks of (a) surface flow analysis, (b) Sub-surface flow analysis, (c) downstream apron design. These are presented below.

Surface flow analysis:

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Surface flow condition for the entire length of the structure, i.e., upstream, over flow, and downstream sections, are automatically evaluated for the current geometric and hydraulic set of parameters.

• The upstream flow hydraulics is estimated from solutions of Bosenisques energy equation at different sections. For ogee shaped weirs, the emperical relations from Ref 2 are used assuming a vertical upstream face and no piers.

  

• The downstream flow hydraulics is determined by analyzing the type of expected hydraulic jump in relation to the prevalent tail water depth condition.

• The plotted flow surfaces and text info highlight the results.

  (For details on these calculations, see Technical Notes section further below.)

  

Figure for surface flow clalculation and water surface profile determination.

It is imperative to note the following default settings and understand how the module positions the key elevations for the weir structure:

1. Upstream apron level is fixed to the minimum river bed level at the weir axis. This can be controlled by the user and can be adjusted to with in 1.0meter of this value from the variable editor.
2. The End-sill of the down stream appron is fixed at an elevation equal to the minimum river bed level corresponding to the total length of the weir structure. This is not controlled by the user, rather by the existing river bed conditions.

The flow surface profile created is a result of the calculations made according to the provisions in the Technical Notes (further down this page)

IMPORTANT NOTE: We underline the design approach followed in developing this module again. The appron length is determined by the Froude number. The Froude Number depends on the energy difference, which is determined based on the appron length. It is therefore impertive to Refresh until pool level values stop changing, before accepting design values.

Sub-surface flow analysis:

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Subsurface flow analysis is also automatically carried out, as a function of the dimensions and position of the different components of the structure. Khosla’s solution to the theory of seepage is used to determine the variation of subsurface pressure along the bottom of the structure.

For details, see the technical notes section.

The variation is calculated and plotted for two key design conditions:

• Maximum flood level (HFL) condition

• Pool Level flow (NPL) flow condition.

These are presented in the overflow section view, shown in dotted lines in below figure. They are automatically calculated every time dimensions are revised.

These determined pressure lines are used to estimate the magnitude of unbalanced hydrostatic pressure at the bottom of the downstream apron, to determine its thickness.

The following parameters pertain to the determination and use of subsurface hydraulic pressure variation.

Cutoff-Dimensions

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Table of variables for Curoff dimensions and values.

No	Variable Name	Default Value	Notes
	U/S Cutoff Thickness(m)	0.500	Thickness Of upstream cutoff wall: Allowable Range of Values: 0.05<tu<0.5
	U/S Cutoff Depth(m)	0.800	Depth of upstream cutoff wall measured below upstream apron level (after thickness ta). Allowable Range of Values: 0.5<=du<=5.0
	Int Cutoff Thickness(m)	0.500	Thickness Of intermediate cutoff wall. Allowable Range of Values: 0.05<tu<0.5
	Int Cutoff Depth(m)	2.000	Depth of intermediate cutoff wall measured from depressed invert level of the downstream end of the weir body. Allowable Range of Values: 0.0<=du<=5.0 ti=0.0 indicates no intermediate cutoff wall.
	D/S Cutoff Thickness(m)	0.500	Thickness Of downstream cutoff wall. Allowable Range of Values: 0.1<tu<0.5
	D/S Cutoff Depth(m)	0.800	Depth of downstream cutoff wall measured after the minimum apron thickness provision (below pool depth). Allowable Range of Values: 0.5<=du<=5.0

It is common practice to use estimated scour depths to fix the cutoff depth of the upstream cutoff. The module provides guidance of these locations below the upstream cutoff wall as shown below (marked inside elipse).

Each of these lines represent the recommended scour depths. According to Lacey’s the depth of scour below the HFL (high flood level) is given by the following relation ship.

R= 1.35(q^2^/f₁)^2^

Where, f₁ is the silt factor determined from median size of river material d_mean as foloows:

f₁=1.76*sqrt(d_mean)

Note: Mean bed material size (d_mean) is set in the Material Properties group of variables availble on longitudinal view.

The depth guidelines generated are therefore located at depths of 1.25R, 1.5R, and 1.75R. The upstream curoff depth can be positioned to meet requirements using these as visual guides.

Downstream Apron design and Dimensions

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The design of downstream appron or the stilling basin of the weir structure is based on the key dimensions provided as input. These are found in the Appron Dimensions variable group, and are set according to the descriptions in below table.

No	Variable Name	Default Value	Notes
	Minimum Apron Thickness(m)	0.450	Minimum apron thickness to maintain across the length of the structure. Allowable Range of Values: 0.30<ta<=1.0
	Jump Mechanism (-)	TypeI	The choice of USBR Type energy dissipation mechanism in the downstream pool. Allowable values: Type I, TypeII, TypeIII, TypeIV.
	Pool Depth(m)	0.400	Depth of the downstream pool, below the end sill level of the weir. Allowable Range of Values; 0<=dp<=2.0
	Pool End Chamfer(-)	1.000	Slope of end chamfer for pool exit. Allowable Range of Values: 0.00<dc<2.0
	Thickness Point(m)	0.000	Points along the downstream apron to simplify the bottom geometry of he apron thickness measured as a ration of the apron length. ALlowable range of values; 0<= la <= 0.70 0 means apply thickness as calculated (curved bottom results) a maximum of two values can be specified.
	Unbalanced Pressure use	MFL	Source of unbalanced pressure head to use in sizing the apron thickness. Allowable values: MFL: use subsurface HGL for maximum flood level NPL: use subsurface HGL for normal pool level condition MAX: Calculate for both conditions, and take the maximum.

Refer to Technical Notes below for details on the provission for different types of energy dessipators.

Once the variables are set to desired values, the design of the downstream apron is carried out by calculating the unbalanced pressure acting on the apron, using the specifics detailed above. Three possible evaluations can be made:

1. Unbalanced head for high flood level conditions

2. Unbalanced head for normal flow conditions (upstream water at pool level, and downstream no water condition)

3. the maximum of the two conditions.

Once the unbalanced head is determined using one of the methods, the thickness at various points along the length of the downstream apron are determined from the below relation ship.

Here h’ represent the magnitude of the unbalanced head above the bottom of the floor level, t is the thickness of the apron, and $\rho_{s}$ and $\rho$ are the densities of the apron material and water respectively.

Figures demonstrate the results of apron thickness design with and with out thickness points specified, respectively.

Overall stability analysis, and safety paramters

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The longitudinal view also allows the analysis of overall stability of the weir body. This is done by following standard procedures in practice, determining the magnitudes of all acting forces on the weir body, evaluating their momentum.

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The result is summarized in the schematic presentation, similar to the one shown below.

One can see that:

• All moments are calculated with respect to pivot point at toe of the weir (shown in asterisk above figure).

• FS-OT (Factor of safety against overturning) is calculated and shown, along with the resultant of all acting forces

• The crossing of the resultant on the bottom surface is also shown, with the middle-third highlighted in green.

:bulb: Important Note: Stability analysis is carried out neglecting any downstream water below the toe of the weir body. However, pressure due to sub-surface flow is accounted fully. As such, FOS determined form fully submerged weirs is not in the scope of the current release.

The variables relevant to stability analysis, can also be edited from the overflow section view. They are listed below.

The safety parameters variable group values are set according to the following table.

NO	Variable Name	Default Values	Notes
1	Safety Exit Gradient	0.167	Safe exit gradient value for the river bed material. Allowable Range of Values: 0< GExit < 0.50
2	Safety Against Overturning	1.500	Limiting factor of safety against overturning. Allowable range of values: 1.2<=FS-OT <=2.0

The Sluice Bay section Design

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Sluice bays, if provided, are taken in to consideration in the positioning and sizing of the diversion structure. A cross-section view can be generated and viewed for each of the left and right sluice bays, as provided. These views can be accessed from the Workflow menu as shown below.

The sluice bay parameters discussed earlier on the Transverse Design section, are at play in this view, and can also be edited from this view.

The view provides adequate information on results of hydraulic analysis for both HFL and NPL conditions. The presented discharge capacities of the bays are calculated as follows:

• The maximum opening size for sluice gates are calculated based on sill crest height, gate proud height, the weir height and abutment height.

• NPL Condition: Gates are fully open, and critical flow prevails, with un-submerged hydraulic jump downstream

• HFL condition: Gates are fully open, and under sluice flow prevails, with free or submerged flow conditions.

• Total capacity of each bay is determined by multiplying the discharge through one bay by the number of bays provided.

The variables for the sluice bay section design are defined as shown in below table.

The schematic below shows a right side sluice bay, with three bays, and a slightly raised crest. The gate dimensions are automatically sized and sketched.

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The size of the gate for the sluice bays are uniform. The width equals the width of the bays, and the height is determined from the maximum of:

• hu/2+hprd
• hbay/2, where the bay clear height hbay excludes bay crest height.

See Technical notes, to learn how sluice bay capacity is determined.

Refer to technical notes for textbook details on the hydraulic calculations implemented.

Outlet Designs and Settings

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This view allows the design and analysis of outlets on either - or both - sides of the diversion weir. The view can be accessed from Workflow > Outlet Section View (Left) and Workflow > Outlet Section View (Right).

The view positions the outlet relative to the crest level of the weir and the upstream apron level. The following are key assumptions used.

• critical flow prevails on entering the outlet tunnel

• The available width of the outlet is set equal to the width of the offtaking canal.

• The invert level for the top slap is provided by applying the clearance value desired above the crest level of the weir (NPL).

• The FSL in the offtaking canal is determined from NPL elevation less the desired driving head. This sizes the canal by solving the manning’s flow equation for uniform flow for the specified canal geometry and bed slope.

• The gate height is determined from the resulting opening width set equal to the bottom width of the off-taking canal, and height set to the bottom of the top slab + 10cms.

The design process follows below steps:

1. Design the outlet canal based on provided hydraulic paramters, and establish normal flow depth and freeboard requirements.
2. Establish the critical depth of flow at entry to the outlet chamber, and
3. determine the raised sill height at entry based on NPL, critical depth of flow at entry, normal depth of flow at exit, and provided minimum driving head.

The resulting flow condition is also shown in the diagram.

Important Note: Notice, the text to check if conditions for free flow are fulfilled, before accepting the design. This is true for z>0.5H, i.e., the headloss is at least half the flow depth above sill level.

The settings responsible for the hydraulic design and sizing of the outlet structure are presented below.

No	Variable Name	Default Values	Notes
	Outlet Capacity (m3/sec):	[1.000, 0.500]	The desired capacity of the outlets in the left and right side of the diversion weir (Face up stream). Allowable Range of Values: 0<= Qdes <=10m3/sec Note: 0 means there is no outlet on that side of the weir.
	Outlet Canal Distance (Left, Right]:(m)	5.000	The (display) distance of the outlet canal from the Abutment wall face. Allowable Range of Values: 4<D<15
	Driving Head (m)	0.200	Driving head to consider between the crest level (i.e., Normal pool level flow condition) and the offtaking canal FSL flowing at design capacity, Allowable Range of Values: 0.05<Hd<0.50
	Manning's Roughness, N(-)	0.014	Roughness value of the outlet canal, used in determining the normal flow depth for the canal geometry specified. Allowable Range of Values: 0.001<N<=0.10’
	Canal Side Slope (-)	1.000	Side slope of the offtaking canal Allowable Range of Values: 0<m<3.0
	Design B to D ratio(-)	-1.000	B?D ratio to be used in sizing the canal for the specified design capacity. Allowable Values: -1<B/D<10 Note: -1 indicates to use the build in equation If Q<0.20, B/D= 1.0 If Q>0.20 B/D= 1.76*Q^0.35 If B2D=0.0, indicate to use the USBR recommended ratio shown below.
	Bed Slope, So(m/m)	1000.000	Bed slope of the offtaking canal Allowable Range of Values: 1/50>So>1/1000
	Freeboard, FB(m)	-1.000	Freeboard for offtaking canal. Allowable Range of Values: -1<Fb<2.0 If FB==-1 the USBR recommendation shown below is used to determine the required freeboard corresponding to the canal capacity. Else the user supplied value is taken.
	Canal Lining type, Ltyp(-)	0.000	The lining type desired for the offtaking canal. Allowable Range of Values: -1<Ltyp<1 (integer) -1: Unlined canal 0: Thin LIned canal 1: thick lined canal
	Lining Thickness, Thk(m)	0.300	Lining thickness
	Foundation Thickness, THK(m)	0.600	Foundation thickness.

The outlet canal way is designed using standard flow section design steps. Thus, B/D and FB are determined from the following charts, depending on the settings above.

B/D ration as a funciton of Discharge capacity of canals (from USBR).

Recommended Freeboard as a funciton of Discharge capacity (from USBR)

Creating Reports

One can create reports for selected design tasks at any time. Follow below steps to generate reports.

1. To start, go to Workflow > Create Report... menu command. The following dialog is displayed:

   

   Notice there are a number of reports that can be generated. Choose any one or more of reports desired and click Ok utton.

2. The process will auto complete prescribed tasks to create text and image contents for your report. Once complete the following dialog appears.

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   Note: Report Generator by default creates contents in .docx format (MS word). Choosing to view the report will automatically an MS Word application in the system.

   We recommend using the Open Folder option, anc clicking on the file, This will give a descent preview of the output, while allowing subsequent report generations conveniently. (See below.) {br}

It is impotant to note the following when working with report generator tool.

• If you encounter an error message such as below, make sure to close an open MS word (or other) application currently open with the the file DiversionWeir_Report.docx file.

  {br}

• When generating Stilling Pool report, make sure to generate a plan view first. This will ensure dimensions of all energy desipating provisions - i.e., blocks - are uptodate.

  {br}

Known Issues

• When creating an ogee overflow shape, maintaining the actual flare width specified by the user varies slightly from the generated profile.

• When refreshing views for discharges less than the design value, values from previous iteration cause mismatch in dimensions. Refresh again to resolve.

  

Technical Notes:

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This seciton provides important details about the important hydraulic calcualtions carried out by the module. **

Overflow rating:

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The rating of flow over the weir body can be calculated using one of the below formula.

Where C is determined from a set of curves relating overflow head, Height of regulator and inclination of upstream face as shown in the charts below.

Alternatively, solutions from below chart can be used.

In the above equations, Cd= Coefficient of discharge, Ho, H= depth of overflow, B= top width of the weir, P= height of the weir, L= length of overflow, and g= gravitational acceleration.

Flow contraction coefficient is considered when K_a >= 0 is input. In this case the effective overflow length is calculated from

Where L_o is the total available overflow length, and H _o is the overflow height.

Surface hydraulics:

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Pre-Jump flow profile

For broad crested weirs, the pre-jump flow profile is determined by approximating subcritical flow conditions until 3/4th of critical depth, and solving bernoulis equation there after for the super critical flow contiions.

For all types of weirs, and prefered methods of computing coeficient of discharge, the pre-jump flow conditions are computed applying the energy equation between the approach section, and points along the downstream glacis (Asawa 2002).

For ogee type overflow sections, the surface flow profile is computed from the following relation ship (Open Channel Hydraulics, Chow)

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Hydraulic Jump profile

Hydraulic jump is calculated using the relationship:

and

Where Z, y, v, F represent the elevation, depth of flow, velocity and Froude numbers in pre-jump and post jump conditions.

Jumps are classified comparing with tail water depth (h_t) conditions as follows.

1. Compute Sequent depth, h₂ for a horizontal channel condition. If h₂^* > h_t, then Type A Jump occurs
2. If not, Use Kindsvater’s equation to determine h₂= f(y₁, G) where y₁ is the pre-jump depth of flow.
3. If h₂=h_t, Type C jump occurs
4. If h₂>h_t, Type B jump occurs, or
5. If h₂<h_t, Type D jump occcurs.

The above method of jump classification is best understood in context as shown below in shcematic diagram.

Jump profile is estimated from the design chart shown below - except where USBR types II,II,IV are applied - where x is distance from jump beginning, and y2 and y1 are sequent depths of the jump.

The length of the the hydraulic jump is estimated from:

For design of weirs, the glacis is inclined. In this case, hydraulic jump conditions change, and te following relations are In the case of jump on sloping glacis, location and profile of the resulting hydraulic jump is calculated using the following relation ships. For jumps on sloping canals,

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For type B, C and D jumps, the location of the jump on the glacis is determined from the following chart.

The length of the jump is determined from the below chart relating the Froud number F_r calculated above to the ratio of total jump length to the sequent depth.

The chart relating flow depth and jump profile is used to approximate the length and shape of the rapidly varied flow after the jump starting point.

The value of L_j is futher checked against the common practice of L_{j, Final} = max(L_j, 5.5(EGL_us - EGL_ds))

Energy Dessipators Provission

Type I energy dessipators are simple provissions that are (assumed to) occur on a horizontal channel. These may not be practical options, as in many cases the froude numbers dictate a more intense hydraulic jump conditions.

A user can select the type of Jump desired from the variable editor dialog as shown below. The options are as recommended by USBR, and classfied basedn on Fr values.

When the user chooses any of these types, two things are handled automatically:

• The downstream apron floor level is set to a fixed value, that is obtained by considering the minimum river bed level at the end-of-apron location (determined from figure chart for expected length of hydraulic jump at the design discharge, Q_DES).

• The sequent depth of flow is set to a value corresponding to the tail water level for the given discharge (Q_i)

  

Length of jump for Type IV is applied equal to the length of the jump in a horizontal stilling basin with out appurtenances, and determined from the this same chart for Type I. (Chow)

The appurtenant structures for each type of stilling basin are then applied per recommended values in USBR, as shown below.

Note: For USBR Type jumps, Weir Baffle Blocks are provided for the clear overflow span section. End (or dentated) sill and Baffle Piers if any are provided for the width of the stilling pool.

Note: The jump profile calculation is carried out and updated for the current discharge amount, while the apron level and appurtenant provisions (baffle blocks and legnth of pool) are fixed based on the Design Discharge.

IMPORTANT NOTE: We underline the design approach followed in developing this module again. The appron length is determined by the Froude number. The Froude Number depends on the energy difference, which is determined based on the appron length. It is therefore impertive to Refresh until pool level values stop changing, before accepting design values.

Scour Depth

Scour depth calculation method used is based on mean grain size of river bed material. The material input parmeter list built in to the code is following the guiding values in the following table.

Sub-Surface hydraulics:

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Basic relationships

Khosla’s theory is applied to estimate subsurface flow head loss and residual pressure at different points along the bottom of the impervious floor (Asawa 2002), (Garg 2009).

Thus, for the cutoff walls at eiher the upsream end or the downstream end,

For the piles at the intermediate point,

:bulb: Note: When intermediate piles are not provided, i.e., di<=0.10, the module calculates pressure variation at the middle by interpolating nearest control points at upstream and downstream end. This is used to generate the sub-surface flow gradeline.

Correction Factors

Two types of correction factors are considered. Note, all correction factors are computed in %age values.

1. Thickness correction factor

   The above relation ships apply for pile locations at the top of the floor. See below figure.

   

   The pressure variations at the bottom of the floor - corresponding to E’ and C’ (in the figre above) are determined by assuming linear variation using the following relation ships.

   

2. Correction for mutual interference

   The module considers ONLY the effects of interference from an intermediate on an outer pile. In below figure, the effects of interference of sheet pile B for key point C_1a of pile A is estimated from:

   

   The additive or substractive nature of the correction factor value is considered depending on the relative location of the impacted key point with respect to the interfering pile (i.e., additive for upstream, and negative for downstream.)

   

   Following prevailing theory and practice, interference corrections of outer piles on intermediate piles is not considered, when the latter is equal to or smaller than the former, and is at a distance less than or equal to two times the length of the outer pile considered.

Exit gradient

The exit gradient is determined from the below relation ship:

The cited reference materials provide sufficient detail on the theoretical basis and practical application of the formula above, as implemented in the module.

Stability analysis:

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The stability of the weir body and its component provisions are evaluated against the following (Asawa 2002):

Where FS_OT is factor of safety against overturning, e= eccentricity, q_heel,toe are stresses at heel and toe of the bottom of the weir structure.

To determine contributing forces and their moments the following are considered.

1. Hotizontal Water Pressure due to overflowing water (PW1, and PW2), determined as a function of total overflow height above apron level, and weir height respectively.
2. Vertical and Horizontal pressure due to impounded silt, PS, caclualted as a funciton of the heigh otf silt deposited above us apron level.
3. Horizontal pressure due to pre-jump water depth (PW3) on the downstream side, neglected.
4. Vertical pressure force on weir body due to overflowing water (VW2) calculated considering water level to US HGL up to weir axis, and acting both on the top width and us flare area.
5. Uploift Pressure (PU1 and PU2) calculated separately for the resulting rectangular and wedge distributions.
6. Self Weight, calculated from the cross-sectional area of the weir, and the location of the CG.

A part of a report from a stabiliity analysis is shown below as a sample.

The result of a stabilty analysis is also presented graphically, proving highlights of the stability evaluation result.

One can see the magnitude of the resultant acting force, overall-factor of safety, as well as conditions for stress at bottom floor. If one of these is not satisfied, the text will beshown in red.

Sluice Bay Hydraulics

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The basic relation ship for flow under sluice bay is given by:

where $C_{d}$ is the coefficient of discharge, Ho and hz are as shown in below figure.

The sluice gate is considered to be submerged if the following condition is fulfilled

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The coefficient of discharge in both cases, for a given set of upstream and downstream hydraulic grade levels, are determined from the below chart.

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END.

References:

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Elbaban et al, Flow Measurements Using a Sluice Gate; Analysis and Applicability, Water Journal, 2020.

G,L Asawa, Irrigation and Water Resources Engineering, New Age International Publishers, New Delhi, 2008

S.K. Garg, Irrigation and Hydro Power Engineering,

R. Baban, Design of Diversion Weirs, Small Scale Irrigation In Hot Climates. Joh Willey and Sons, New York

R.W.P. May et al, Hydraulic Design of Side weirs, Thomas Telford Publishing, London, 2003.

Wayne Coleman, Civil Engineering Hand Book - Hydraulic Design of Spillways, MC Graw Hill, 2004

Rizghar Ahmad, Variation of Uplift Pressure and Exit Gradient Downstream of Hydraulic Structures, Unpublished, 1997

Stream Hydraulics, Part 654 Stream Restoration Design National Engineering Handbook, United States Department of Agricutlure, 2007

Federal High Way Administration, Users Manual for WSPRO - A computer model for Surface Profile Computations, Washington (1998)

A. J. Paterka, Hydraulic Design of Stilling Basins and Energy Dessipators, USBR, Denver, Colorado (1984)