Experimental data of a channel bifurcation with mobile-bed without and with vane-fields
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Experimental data of laboratory experiments of a channel bifurcation: a main and a lateral diversion channel, both with mobile bed, rectangular cross-section, performing a 90º angle between them.<br> Experiments run until the equilibrium bed was reached. 4 experiments:<br> (i) no vanes - NV;<br> (ii) with a vane-field - VF;<br> (iii) with a second vane-field configuration with the alignment of the vanes (angle beta) = 30º - VF30;<br> (iv) with the same vane-field configuration as (iii) but with angle beta = 10º - VF10. Water depth at the downstream end of the main channel is equal to 0.10 m.<br> Width of the main channel = 0.68 m in (i)-(ii), and 0.67 in (iii)-(iv).<br> Width of the diversion channel = 0.26 m in (i)-(ii), and 0.25 in (iii)-(iv).<br> Discharge at the entrance of the main channel = 29 l/s.<br> Discharge ratio per unit width of the channels: 0.5 in (i)-(ii), and 0.2 in (iii)-(iv).<br> Height of the vanes = 0.03 m above the average bed level of the approach flow. Data measured provided for each experiment: <br> (i) profiles along direction x of the water surface levels and the bed topography;<br> (ii) average values and fluctuations of the 3 components of velocities at a dense grid of points (see figures with the plan views of the measured grid). In the vertical direction z, the points are spaced in 0.5 cm or 1 cm.<br> All the data was measured for the equilibrium bed. The velocities were measured with a side-looking Vectrino. Data was despiked (see Goring and Nikora, 2002 DOI 10.1061/(ASCE)0733-9429(2002)128:1(117) ), and points with correlation < 70% or SNR < 15 db were discarded. For further information see: Baltazar, J.; Alves, E.; Bombar, G.; Cardoso, A.H. Effect of a Submerged Vane-Field on the Flow Pattern of a Movable Bed Channel with a 90º Lateral Diversion. Water 2021, 13, 828. https://doi.org/10.3390/w13060828 PhD thesis "Sediment control at lateral water intakes through submerged vane-fields", by Joana Baltazar (Instituto Superior Técnico, Lisbon, Portugal)<br>
本数据集为河道分岔室内试验实测数据，试验对象为均采用移动床的矩形断面主河道与侧向分流河道，二者夹角为90°。试验持续开展至床面达到平衡状态，共设置4组试验： (i) 无导流板组（NV）； (ii) 布设导流板场组（VF）； (iii) 采用与(ii)相同的导流板场构型，但导流板偏角β=30°组（VF30）； (iv) 采用与(iii)相同的导流板场构型，但导流板偏角β=10°组（VF10）。 主渠道下游端水深固定为0.10 m。 主河道宽度：(i)-(ii)组为0.68 m，(iii)-(iv)组为0.67 m。 分流河道宽度：(i)-(ii)组为0.26 m，(iii)-(iv)组为0.25 m。 主渠道入口流量为29 L/s。 河道单位宽度分流比：(i)-(ii)组为0.5，(iii)-(iv)组为0.2。 导流板高度高出水流来流段的平均床面0.03 m。 每组试验的实测数据包括： (i) 沿x方向的水面高程与床面地形剖面； (ii) 高密度测点网格上流速三分量的平均值与脉动值（测点平面布置详见配套测点平面图）。垂向z方向上，测点间距为0.5 cm或1 cm。 所有实测数据均采集于床面平衡状态。流速采用侧视式Vectrino流速仪进行采集，数据已完成尖峰剔除处理（详见Goring与Nikora, 2002, DOI: 10.1061/(ASCE)0733-9429(2002)128:1(117)），并剔除了相关系数小于70%或信噪比（SNR）小于15 dB的无效测点。 更多详细信息可参阅以下文献： 1. Baltazar, J.; Alves, E.; Bombar, G.; Cardoso, A.H. 淹没式导流板场对90°侧向分流移动床河道流态的影响. Water, 2021, 13, 828. https://doi.org/10.3390/w13060828 2. 乔安娜·巴尔塔萨尔（Joana Baltazar）. 基于淹没式导流板场的侧向取水口泥沙控制（"Sediment control at lateral water intakes through submerged vane-fields"）[博士学位论文]. 葡萄牙里斯本高等技术学院（Instituto Superior Técnico）
