38 2 2016 4 -- 1,2, 100190, 100083 065007 -- 0.25 mm 2.0 mm d 10 = 0.044 mm 640 3 300. Richardson--Zaki,,, O359 A doi 10.6052/1000-0879-15-230 EXPERIMENTAL STUDY OF FLUID-SOLID TWO-PHASE FLOW IN A VERTICAL TUBE 1 ZHANG Xuhui,2 KANG Huanlong LU Xiaobing WEI Wei Institute of Mechanics, Chinese Academy of Sciences, Beijing 100190, China China University of Geosciences, Beijing 100083, China Research Institute of Petroleum Exploration and Development, Langfang 065007, Hebei, China Abstract This paper presents an experimental study of the solid-water two-phase flow with different solid grain size distributions and flow velocities. First, the controlling parameters are obtained through the dimensional analysis, then a two phase flow is created by using glass beads grain size: 0.25 mm 2.0 mm and sands d 10 = 0.044 mm, respectively. The effects of the Reynolds number Re 640 3 300 and the solid grain size are investigated. The results show that for the glass bead bed of mean grain sizes, the height of the bed in the tube increases linearly with the Reynolds number. For the sands of a wide particle gradation range, the small grains are flushed out of the tube and the residue mass decreases with the Reynolds number exponentially. The results might help the evaluation of the elevation of the soils containing the gas hydrate under the seafloor. Key words two-phase flow, grain size, Reynolds number, concentration 2015 08 31 1 2015 11 01. 1 11272314, 11102209 -- 2015A-4813. 2 E-mail: zhangxuhui@imech.ac.cn,,. --, 2016, 382: 144-148 Zhang Xuhui, Kang Huanlong, Lu Xiaobing, et al. Experimental study of fluid-solid two-phase flow in a vertical tube. Mechanics in Engineering, 2016, 382: 144-148
2 -- 145 [1] Nielsen [2]. Richardson [3] Baldock [4] 0.22 mm 0.32 mm Richardson Zaki. [5-6] mm [7] 1 mm. [8] [9] 5 mm 50 mm [10] [11] [12] -- 40% 50% 1 m/s 2 m/s. 1 000 m 50.8 cm 63.5 cm 1 m 0 D H u h m C z. g ρ w ρ s ε 0 h = 4m 0. h ε 0 ρ s πd2 m C z h = f 1 m 0, ε 0, H, D,, u, g, ρ w, m = f 2 m 0, ε 0, H, D,, u, g, ρ w, C z = f 3 m 0, ε 0, H, D,, u, g, ρ w, 1 ρ w,, π 1 h h = f 1 D, ε 0, D H, ρ w u, ρ w 3/2 g 1/2 m m 0 = f 2 D, ε 0, D H, ρ w u, ρ w 3/2 g 1/2 C z = f 3 D, ε 0, D H, ρ w u, ρ w 3/2 g 1/2 2 ε 0, D H, ρ w 3/2 g 1/2 D ρ w u
146 2016 38 2 h h = f m m 0 = f C z = f D, D D ρ w u, ρ w u ρ w u, 3 2, 1. 10 cm 3 cm 1 mm 10 cm. 2 1 kg 30 min 3 1 2.50 4 0.25 0.4 mm, 0.4 0.6 mm, 0.8 1.0 mm, 1.0 2.0 mm. G s 2.69 54% 2. 3. 3 30 min ε s. Allen v t = d [ ] 4 ρ s ρ w 2 1/3 g 2 4 225ρ w 4 d 0.25 mm 3.0 mm Re 1 500
2 -- 147 a b 3 [13]. v/v t ε ε = 1 ε s 4 Richardson Zaki 4 / 5 30 min... m/m 0 = 1.1 exp Re/16 + 0.01 7 -- [4]. v/v t = ε n 5 n = lnv/v t / ln ε 6. n 4.57, 4.12, 2.68 2.47 n. Re d/d. a 5
148 2016 38 Richardson--Zaki 4 b 5. -- D ρ w u --, 1. :, 1993 2 Nielsen P. Coastal Bottom Boundary Layers and Sediment Transport. Singapore: World Scientific, 1992 3 Richardson JF, Zaki WN. Sedimentation and fluidisation: part 1. Transactions of the Institution of Chemical Engineers, 1954, 32: 35-53 4 Baldock TE, Tomkins MR, Nielsen P, et al. Settling velocity of sediments at high concentrations. Coastal Engineering, 2004, 51: 91-100 5,,.., 2006, 5: 69-70 6,,.., 2007, 4: 11-13 7. :, 1994 8,,.., 2002, 2: 22-28 9.. [ ]. :, 2005 10. [ ]. :, 2002 11,,.., 2014, 3224: 51-55 12,,., 2006, 2: 72-76 13,,.., 2010, 358: 1374-1379 :..