**TECHNICAL NOTE**

**Effects of free-surface on design charts for open channels**

**Majid Rahimpour ^{*}**

Department of Water Engineering, Shahid Bahonar University of Kerman, Iran

**ABSTRACT**

**Keywords**: Open-channel flow; normal depth; free-surface effect

**Introduction**

In the design of channels, one is required to determine the normal depth. The calculation of normal depth is essential to the analysis of open-channel flows and is required even for non-uniform flows. The uniform flow in a channel is frequently determined by the use of a resistance equation such as the Manning';s equation:

where:

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Qis the flow dischargeAis the flow area

Ris the conventional hydraulic radius defined asR=A/P Pis the wetted perimeter

Sis the channel slope

nis the Manning';s roughness coefficient

Unfortunately Eq. (1) is implicit in the normal depth for the majority of cross-sections. To determine the normal depth, one has to apply time-consuming trial-and-error methods. Graphs and tables have been provided for some of the simpler cross-sections (e.g., rectangular, trapezoidal, triangular, and circular sections) by Chow (1958), Henderson (1966), and French (1986), among others. Swamee (1994) presented explicit equations for normal depth in rectangular, trapezoidal, triangular, and circular sections. Shirley and Lopes (1991) have reported an iterative procedure for quickly and accurately solving the implicit problem of determining the normal flow depth in complex channel sections. Babaeyan-Koopaei (2001) reported graphical solutions for normal depth in round-bottomed triangular, parabolic, and round-corner rectangular cross sections.

From the above literature search, it appears that a free-surface effect on the normal depth has not received any treatment yet. This research aims to present graphical solutions for the effects of free-surface on the design charts for determination of the normal depth.

**Dimensionless-form of equation**

**Rectangular sections**

Equation (1) is implicit and one has to resort to trial-and-error methods for the calculation of normal depth. In the following, graphical solutions are presented for the calculation of the normal depth with free-surface effects. In order to simplify the computation of the normal depth, with substitution of the new hydraulic radius (*R*_{h}) instead of conventional hydraulic radius (*R)* , the dimensionless form of the Manning';s equation, (Eq. 1), is suitable for the graphical solution:

where:

η=y/Bis the dimensionless depth

Bis the bottom width

yis the flow depthƒ

_{s}is the free-surface weight factor by which the free-surface is evaluated as a kind of weak wall

Generally, this parameter must be determined by experiment. If *f*_{s} = 1, the free-surface is equivalent to the wall. If ƒ_{s} tends to ∞, there is no wall in the position of the free surface, and the third term in the denominator of Eq. (2) becomes zero and *R*_{h} tends to conventional hydraulic radius.

A family of dimensionless curves showing the relation between *η* and ƒ_{1}( *η*, ƒ_{s} ) has been prepared in Fig. 1 for the rectangular cross-section with ƒ_{s} = 1, 2, 3, 4, 5,10, 20, 100 and ∞. To calculate normal depth using Fig. 1, one should take the following steps:

]]>• Step 1: Knowing dischargeQ, roughness coefficientn, bottom widthB, and channel slopeS, calculate

• Step 2: From Eq. (2) we know

• Step 3: Using Fig. 1, with andf_{s}, one can find and, hence, normal depthy_{n}

**Circular sections**

To incorporate the resistance effects of the free-surface into the calculation of the normal depth, in a circular cross section with diameter, *D*, and flow depth, *y*, the dimensionless form of the Manning';s equation suitable for graphical solution is:

where:

]]> A family of dimensionless curves for circular cross-sections showing the relation between

θ= 2 cos^{-1}(1-2η)

η=y/D is the dimensionless depth

*η*and ƒ

_{2}(

*η*, ƒ

_{s}) is shown in Fig.1 for ƒ

_{s}= 1, 2, 3, 4, 5, 10, 20, 100 and ∞. Using Eq. (3) and Fig. 1, one can find

*y*

_{n}/

*D*and, hence, normal depth

*y*

_{n}. For high accuracy Fig. 1 is divided into 4 parts (Figs. 1b-e).

**Trapezoidal sections**

For carrying large discharges, rectangular sections are not preferred. This is on account of stability of the side slopes. Vertical side walls are required to be of a large thickness in order to resist the pressure of the earth. On the other hand, sloping side walls need less thickness. Thus, for trapezoidal channel sections, the dimensionless form of the Manning';s equation suitable for graphical solution is:

where:

*z* is the side slope (*zH*:1*V*. A family of dimensionless curves shown in Fig. 2 for a trapezoidal cross-section with *z* = 0.5, 1, 2, 4 and 10 using the relation between *η* and ƒ_{3}( *η*,* z*, ƒ_{s}) for ƒ_{s} = 1, 2, 3, 4, 5, 10, 20, 100 and ∞.

Using Eq. (4) and Fig. 2, one can find *y*_{n}/*B* and, hence, normal depth *y*_{n}. For high accuracy Fig. 2 is divided into 2 parts (Figs. 2b, c).

**Example 1:** Given a trapezoidal channel with a bottom width of 5 m, side slopes of 1:1, a longitudinal slope of 0.00035, and a resistance coefficient of *n* = 0.015, find the normal depth of flow for a discharge of 20 m^{3}/s.

Solution: For the given data, the value of the section factor is:

With regard to Eq. (4),

By using Fig. 2, with *z* = 1, and ƒ_{s} = ∞ (free-surface not affecting the normal depth) the dimensionless depth (*y/B)* is 0.3898, thus the normal depth (*y*_{n}) is 1.949 m.

Solutions of this example with effects of free-surface on the normal depth for various ƒ_{s} is given in Table 1.

With regard to Eq.(4)

**Limitation of the chart method**

**Results and discussion**

To allow a quantitative analysis, the difference between curves in Figs. 1 and 2 for different values of free-surface weight factor, the non-dimensional section factor (*ξ*) is defined as:

The percentage of difference in the between non-dimensional curves can be defined as:

Using Eqs. (6) and (7), the dimensionless depth vs. non-dimensional section factor for different values of ƒ_{s} is shown in Fig. 3 in rectangular and trapezoidal cross-sections. In Fig. 3, the effects of free-surface take lower values for larger *y/B*, for all values of ƒ_{s}. If ƒ_{s} = 1, the free-surface is equivalent to the wall (flow in duct). If ƒ_{s} tends to ∞, the effects of free-surface take lower values. In Fig. 3, it can be seen that the effects of free-surface do not provide a meaningful change for *y/B < 0.01* in constant ƒ_{s}. In Fig. 4, the relative errors are indicated and the relative errors that were computed in Example 1 can be seen within this figure. In this figure, if ƒ_{s} is constant, it can be seen that the effects of free-surface on the normal depth take higher values for great values of side slopes. In these figures, the side slope is *z* = 0, 0.5, 1, 2, 4 and 10 for all values of free-surface weight factor.

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The same analysis described for the rectangular and trapezoidal cross-sections was also performed for the circular cross-section obtaining similar results, but with diameter of circle (*D)* instead of *B*. The behaviour of the curves shown in Fig. 5 and Fig. 6 is similar to that described in Figs. 3 and 4. Figure 5 shows that for all ƒ_{s} in *y/D* = 1 free surface does not affect the normal depth.

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**Summary and conclusions**

The effects of free-surface on the design charts for determination of the normal depth are presented. A graphical solution of normal depth is proposed here that was used to calculate a design chart with the effect of free-surface for open channel flow. Figures 1 and 2 can be used to calculate normal depth in rectangular, circular, and trapezoidal cross-sections with the effect of free surface.

**References**

BABAEYAN-KOOPAEI K (2001) Dimensionless curves for normal-depth calculations in canal sections. *J. Irrig. Drain. Eng. ASCE* **127** (6) 386-389. [ Links ]

CHOW VT (1958) *Open Channel Hydraulics.* McGraw-Hill, New York. [ Links ]

FRENCH RH (1986) *Open Channel Hydraulics.* McGraw-Hill, New York. [ Links ]

HENDERSON FM (1966) *Open Channel Flow.* Macmillan, New York. [ Links ]

SHIRLEY ED and LOPES VL (1991) Normal-depth calculations in complex channel sections. *J. Irrig. Drain. Eng. ASCE* **117** (2) 220-232. [ Links ]

SWAMEE PK (1994) Normal-depth equation for irrigation canals. *J. Irrig. Drain. Eng. ASCE* **120** (5) 942-948. [ Links ]

Received 19 April 2011; accepted in revised form 14 December 2011.

]]> * To whom all correspondence should be addressed.+98 913 199 0614; fax: +98 341 322 2043; e-mail: rahimpour@mail.uk.ac.ir ]]>