Manning formula

The Manning formula is also known as the Gauckler–Manning formula, or Gauckler–Manning–Strickler formula in Europe. In the United States, in practice, it is very frequently called simply Manning's equation. The Manning formula is an empirical formula estimating the average velocity of a liquid flowing in a conduit that does not completely enclose the liquid, i.e., open channel flow. All flow in so-called open channels is driven by gravity. It was first presented by the French engineer Philippe Gauckler in 1867,[1] and later re-developed by the Irish engineer Robert Manning in 1890.[2]

The Gauckler–Manning formula states:

where:

NOTE: Ks strickler = 1/n manning. The coefficient Ks strickler varies from 20 (rough stone and rough surface) to 80 m1/3/s (smooth concrete and cast iron).

The discharge formula, Q = A V, can be used to manipulate Gauckler–Manning's equation by substitution for V. Solving for Q then allows an estimate of the volumetric flow rate (discharge) without knowing the limiting or actual flow velocity.

The Gauckler–Manning formula is used to estimate the average velocity of water flowing in an open channel in locations where it is not practical to construct a weir or flume to measure flow with greater accuracy. The friction coefficients across weirs and orifices are less subjective than n along a natural (earthen, stone or vegetated) channel reach. Cross sectional area, as well as n', will likely vary along a natural channel. Accordingly, more error is expected in estimating the average velocity by assuming a Manning's n, than by direct sampling (i.e., with a current flowmeter), or measuring it across weirs, flumes or orifices. Manning's equation is also commonly used as part of a numerical step method, such as the Standard Step Method, for delineating the free surface profile of water flowing in an open channel.[3]

The formula can be obtained by use of dimensional analysis. Recently this formula was derived theoretically using the phenomenological theory of turbulence.[4][5]

Hydraulic radius

The hydraulic radius is a measure of a channel flow efficiency. Flow speed along the channel depends on its cross-sectional shape (among other factors), and the hydraulic radius is a characterisation of the channel that intends to capture such efficiency. Based on the 'constant shear stress at the boundary' assumption,[6] hydraulic radius is defined as the ratio of the channel's cross-sectional area of the flow to its wetted perimeter (the portion of the cross-section's perimeter that is "wet"):

where:

The greater the hydraulic radius, the greater the efficiency of the channel and the more volume it can carry. For channels of a given width, the hydraulic radius is greater for the deeper channels.

The hydraulic radius is not half the hydraulic diameter as the name may suggest. It is a function of the shape of the pipe, channel, or river in which the water is flowing. In wide rectangular channels, the hydraulic radius is approximated by the flow depth. The measure of a channel's efficiency (its ability to move water and sediment) is used by water engineers to assess the channel's capacity.

Gauckler–Manning coefficient

The Gauckler–Manning coefficient, often denoted as n, is an empirically derived coefficient, which is dependent on many factors, including surface roughness and sinuosity. When field inspection is not possible, the best method to determine n is to use photographs of river channels where n has been determined using Gauckler–Manning's formula.

In natural streams, n values vary greatly along its reach, and will even vary in a given reach of channel with different stages of flow. Most research shows that n will decrease with stage, at least up to bank-full. Overbank n values for a given reach will vary greatly depending on the time of year and the velocity of flow. Summer vegetation will typically have a significantly higher n value due to leaves and seasonal vegetation. Research has shown, however, that n values are lower for individual shrubs with leaves than for the shrubs without leaves.[7] This is due to the ability of the plant's leaves to streamline and flex as the flow passes them thus lowering the resistance to flow. High velocity flows will cause some vegetation (such as grasses and forbs) to lay flat, where a lower velocity of flow through the same vegetation will not.[8]

In open channels, the Darcy–Weisbach equation is valid using the hydraulic diameter as equivalent pipe diameter. It is the only sound method to estimate the energy loss in man-made open channels. For various reasons (mainly historical reasons), empirical resistance coefficients (e.g. Chézy, Gauckler–Manning–Strickler) were and are still used. The Chézy coefficient was introduced in 1768 while the Gauckler–Manning coefficient was first developed in 1865, well before the classical pipe flow resistance experiments in the 1920–1930s. Historically both the Chézy and the Gauckler–Manning coefficients were expected to be constant and functions of the roughness only. But it is now well recognised that these coefficients are only constant for a range of flow rates. Most friction coefficients (except perhaps the Darcy–Weisbach friction factor) are estimated 100% empirically and they apply only to fully rough turbulent water flows under steady flow conditions.

One of the most important applications of the Manning equation is its use in sewer design. Sewers are often constructed as circular pipes. It has long been accepted that the value of n varies with the flow depth in partially filled circular pipes.[9] A complete set of explicit equations that can be used to calculate the depth of flow and other unknown variables when applying the Manning equation to circular pipes is available.[10] These equations account for the variation of n with the depth of flow in accordance with the curves presented by Camp.

Authors of flow formulas

See also

Notes and references

  1. ↑ Gauckler, Ph. (1867), Etudes Théoriques et Pratiques sur l'Ecoulement et le Mouvement des Eaux, Tome 64, Paris, France: Comptes Rendues de l'Académie des Sciences, pp. 818–822
  2. ↑ Manning, R. (1891). "On the flow of water in open channels and pipes". Transactions of theInstitution of Civil Engineers of Ireland. 20: 161–207.
  3. ↑ Chow (1959) pp. 262-267
  4. ↑ Gioia, G.; Bombardelli, F. A. (2001). "Scaling and Similarity in Rough Channel Flows". Physical Review Letters. 88 (1). doi:10.1103/PhysRevLett.88.014501. ISSN 0031-9007.
  5. ↑ Gioia, G.; Chakraborty, Pinaki (2006). "Turbulent Friction in Rough Pipes and the Energy Spectrum of the Phenomenological Theory" (PDF). Physical Review Letters. 96 (4). doi:10.1103/PhysRevLett.96.044502. ISSN 0031-9007.
  6. ↑ Le Mehaute, Bernard (2013). An Introduction to Hydrodynamics and Water Waves. Springer. p. 84. ISBN 978-3-642-85567-2.
  7. ↑ Freeman, Gary E.; Copeland, Ronald R.; Rahmeyer, William; Derrick, David L. (1998). "Field Determination of Manning'snValue for Shrubs and Woody Vegetation": 48–53. doi:10.1061/40382(1998)7.
  8. ↑ Hardy, Thomas; Panja, Palavi; Mathias, Dean (2005), WinXSPRO, A Channel Cross Section Analyzer, User’s Manual, Version 3.0. Gen. Tech. Rep. RMRS-GTR-147. (PDF), Fort Collins, CO: U.S. Department of Agriculture, Forest Service, Rocky Mountain Research Station, p. 94
  9. ↑ Camp, T. R. (1946). "Design of Sewers to Facilitate Flow". Sewage Works Journal. 18 (1): 3–16. JSTOR 25030187 – via Jstor. (subscription required (help)).
  10. ↑ Akgiray, Ömer (2005). "Explicit solutions of the Manning equation for partially filled circular pipes". Canadian Journal of Civil Engineering. 32 (3): 490–499. doi:10.1139/l05-001. ISSN 0315-1468.

Further reading

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