Menu of Coupled Velocity and Sediment‐Discharge Relations for Rivers

Karim, M. Fazle; Kennedy, John F.

doi:10.1061/(asce)0733-9429(1990)116:8(978)

Cited by 68 publications

(22 citation statements)

References 15 publications

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“…Ackers and White (1973), Karim andKennedy (1990), van Rijn (1984a, b, c) and Soulsby-van Rijn (Soulsby 1997) seem to result in predictions more consistent. These conclusions are also illustrated by the spatial distribution of the residual sediment fluxes in a tidal inlet.…”

Section: Resultsmentioning

confidence: 98%

“…Karim and Kennedy (1990) proposed a formulation that computes the total load transport directly considering the effect of tidal currents. The sediment flux is given by: Meyer-Peter and Muller (1948) proposed a formulation based on experimental studies only valid for bed-load transport.…”

Section: Formulation Ehmentioning

confidence: 99%

“…Due to the fact that sand transport models are often based on semi-empirical equilibrium transport formulae that relate sediment fluxes to physical properties, such as velocity, depth and grain size, it is crucial to perform sensitivity analysis of the formulae used. Pinto et al (2006) compared four sediment transport formulations considering only the tidal current only: Ackers and White (1973); Engelund and Hansen (1967);van Rijn (1984a,b,c) and Karim and Kennedy (1990). The authors concluded that the van Rijn formula is the most sensitive to basic physical properties.…”

Section: Introductionmentioning

confidence: 99%

See 2 more Smart Citations

Sediment Transport Modelling and Morphological Trends at a Tidal Inlet

Plecha¹,

Silva²,

Oliveira³

et al. 2011

Sediment Transport in Aquatic Environments

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Section: Resultsmentioning

confidence: 98%

Section: Formulation Ehmentioning

confidence: 99%

Section: Introductionmentioning

confidence: 99%

See 1 more Smart Citation

Sediment Transport Modelling and Morphological Trends at a Tidal Inlet

Plecha¹,

Silva²,

Oliveira³

et al. 2011

Sediment Transport in Aquatic Environments

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“…The temporal evolution of the inlet cross-section display different behaviors, depending on the formula used to compute sand fluxes. Whereas evolutions are comparable using the Ackers & White (1973), the Engelund & Hansen (1967) and the Karim & Kennedy (1990) formulas, the van Rijn (1984) formula seems to induce faster changes. After three months of simulation, inlet cross-sections converge toward a value of about 340 m 2 , except for the van Rijn (1984) formula, which induces a cross-section significantly larger.…”

Section: Influence Of the Empirical Formula On óBidos Inlet Developmentmentioning

confidence: 93%

Sensitivity analysis of a morphodynamic modeling system applied to a Portuguese tidal inlet

Bertin¹,

Fortunato²,

Oliveira³

2007

River, Coastal and Estuarine Morphodynamics: RCEM 2007, Two Volume Set

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Coastal area morphodynamic models are prone to severe errors arising from various sources, including: (1) the use of empirical sediment transport formulae (Pinto et al., 2006); (2) the reliability of the data used to feed the models; (3) the use of simplifying physical assumptions; (4) the error propagation between the various modules. Since these errors can be significant, the usefulness and credibility of morphodynamic simulations require a thorough understanding of their uncertainty. This paper addresses the practical implications of these input parameters on the development of a tidal inlet. A sensitivity analysis is performed through the application of the morphodynamic modeling system MORSYS2D (Fortunato and Oliveira, 2004) to the Óbidos lagoon (Oliveira et al., 2005), a small but very rapidly evolving coastal system located in western Portugal. The influences of: (1) sediment characteristics; (2) the choice of the forcing tide and (3) the sediment transport formula are analysed, namely through the inlet cross-section evolution and the ebb-delta development. The choice of the forcing tide appears important, since the use of a real tide, rather than a representative tide, induces: (1) faster morphological changes; (2) 15-day cyclic evolutions (spring-neap tidal cycle); (3) larger ebb-deltas and inlet cross-sections. Sediment grain size and empirical transport formulae rather affect the rapidity of morphological changes, since equilibrium is reached after 3 months of simulations and final inlet morphologies are noticeably comparable. Nevertheless, the good agreement of the results after three months of simulation demonstrates the reliability of the modelling system on the time scales of months.

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“…Applicability of these models is mainly for sand bed rivers. Total load transport models based on different concepts such as regime approach [16][17][18] , regression approach 19,20 , probabilistic approach 3,21,22 and stream power concepts 4,[23][24][25][26][27] have been used to predict total sediment load. These models have been statistically assessed to check the accuracy, using paired data of measured and predicted total load transport rates.…”

mentioning

confidence: 99%

Prediction of Total Load Transport of an Indian Alluvial River to Estimate Unmeasured Bed Load through an Alternative Approach

Waikhom¹,

Yadav²

2017

Current Science

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Predicting sediment transport in a natural stream is essential to adequately design different hydraulic structures like bridge piers, dam, causeway, etc., having a long service life. The prediction of sediment transport is a challenging task keeping in view the dynamic conditions of stream flow, which in turn depends upon a number of continuously and randomly changing flow parameters, channel parameters and fluid properties and thus no uniform mathematical or physical relationship can be adopted for prediction of sediment transport. The available empirical solutions, based mostly on regression, vary largely from one site condition to other. In India the bed load data is rarely measured and thus the availability of total load data for Indian alluvial river is virtually nonexistent and therefore a true empirical relationship cannot be developed for predicting total load in Indian streams. The present study aims to bridge this gap through a three-prong approach to predict the total load of an alluvial river (Shetrunji River). The unavailable (unmeasured) bed load data is computed using firstly, selected bed load transport equations and secondly, using Maddock's estimation. These computed total load (computed bed load plus observed suspended load) are compared with the total load transport predicted using Yang' 1973 and Yang' 1979 Unit Stream Power (USP) equations. It was found that the best prediction of total load is obtained for Yang' 1973 equation, when Shields (1936) bed load formula is used to compute bed load or when bed load is taken as 5% of observed suspended load. This methodology can be applied to predict the total load of rivers with reasonably good accuracy even in the absence of unmeasured bed load.

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Menu of Coupled Velocity and Sediment‐Discharge Relations for Rivers

Cited by 68 publications

References 15 publications

Sediment Transport Modelling and Morphological Trends at a Tidal Inlet

Sediment Transport Modelling and Morphological Trends at a Tidal Inlet

Sensitivity analysis of a morphodynamic modeling system applied to a Portuguese tidal inlet

Prediction of Total Load Transport of an Indian Alluvial River to Estimate Unmeasured Bed Load through an Alternative Approach

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