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Research Papers: Multiphase Flows

An Experimental and Numerical Analysis of Water Hammer Phenomenon in Slurries

[+] Author and Article Information
Apoloniusz Kodura

Faculty of Building Services,
Hydro and Environmental Engineering,
Warsaw University of Technology,
20 Nowowiejska Street,
Warsaw 00-653, Poland
e-mail: apoloniusz.kodura@is.pw.edu.pl

Paweł Stefanek

Tailings Management Division,
KGHM Polska Miedź,
52 Polkowicka Street,
Rudna 59-305, Poland
e-mail: pawel.stefanek@kghm.com

Katarzyna Weinerowska-Bords

Department of Civil and
Environmental Engineering,
Gdańsk University of Technology,
11-12 Gabriela Narutowicza Street,
Gdańsk 80-233, Poland
e-mail: kwein@pg.gda.pl

1Corresponding author.

Contributed by the Fluids Engineering Division of ASME for publication in the JOURNAL OF FLUIDS ENGINEERING. Manuscript received March 6, 2017; final manuscript received August 6, 2017; published online September 20, 2017. Assoc. Editor: Praveen Ramaprabhu.

J. Fluids Eng 139(12), 121301 (Sep 20, 2017) (9 pages) Paper No: FE-17-1134; doi: 10.1115/1.4037678 History: Received March 06, 2017; Revised August 06, 2017

Fine solid materials can be transported with the use of water as a carrier liquid. From the practical point of view, the economy of designing and maintenance is usually the most important factor. That way of transport has a lot of advantages for many industry processes. However, the problems of pressure flow are more complicated for slurries than for liquids. The transient flow is one of the most difficult problems to describe. A deep analysis of transients in slurries is crucial, both theoretically and practically. In this paper, the analysis of the transient flow in high-density polyethylene pressure pipelines is described. At the first stage, a laboratory model was build. Experiments made for different volume concentrations were performed. The results were used to build a numerical model of transient flow, which was the second stage of investigation. Due to relatively difficult description of the volumetric concentration bottom layer depth, these parameters vary in time and volume of slurry, and an alternative approach was proposed. The equivalent density was introduced to express the unknown parameters. Performed numerical simulations lead to promising results. In all analyzed episodes, the calculated pressure characteristics demonstrated satisfactory coincidence with observations.

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Figures

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Fig. 1

The scheme of the experimental setup

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Fig. 2

Pressure characteristics for rapid water hammer: (a) water, v = 0.36 m/s; (b) slurry (CV = 0.007), v = 0.41 m/s; (c) slurry (CV = 0.008), v = 0.38 m/s; (d) slurry (CV = 0.009), v = 0.38 m/s; (e) slurry (CV = 0.012), v = 0.35 m/s; and (f) slurry (CV = 0.038), v = 0.38 m/s

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Fig. 3

Relationship between pressure increase during water hammer and initial velocity for measured liquids

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Fig. 4

Comparison of measured (gray line) and computed (black dashed line) pressure characteristics: (a) water, vav = 0.30 m/s, cemp = 401 m/s; (b) slurry, CV = 0.007, vav = 0.41 m/s, cemp = 380 m/s; (c) slurry, CV = 0.008, vav = 0.19 m/s, cemp = 341 m/s; (d) slurry, CV = 0.009, vav = 0.38 m/s, cemp = 354 m/s; (e) slurry, CV = 0.012, vav = 0.28 m/s, cemp = 283 m/s; and (f) slurry, CV = 0.039, vav = 0.22 m/s, cemp = 242 m/s

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Fig. 5

Comparison of measured (gray line) and computed (black dashed line) pressure characteristics: (a) slurry, CV = 0.007, vav = 0.41 m/s, aemp = 380 m/s, ρeq = 1099 kg/m3; (b) slurry, CV = 0.008, vav = 0.19 m/s, aemp = 341 m/s, ρeq = 1133 kg/m3; (c) slurry, CV = 0.009, vav = 0.38 m/s, aemp = 354 m/s, ρeq = 1157 kg/m3; (d) slurry, CV = 0.012, vav = 0.28 m/s, aemp = 283 m/s, ρeq = 1909 kg/m3; and (e) slurry, CV = 0.039, vav = 0.22 m/s, aemp = 242 m/s, ρeq = 2667 kg/m3

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