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Gct 1p 1996 ; 19FM IEG TECHNGI..-GIES No 39; P 48/5A {a} (b) ' eh KH H Kv 10 °S R 5 I H' s ° 3 H�01 H � oc S 01 -a98 1 i CD Q0.3 ' , c 3 Q1 Ra Q8 °2 15 ° =03 2 03 a ; 1 H 1 ° 1 � °° , 2 3 45 E 7 E 9 10 K j °0 1 2 3 6 5 6 10- Kv - . 0 H KH = Figure 9. (a) Sphere of influence (R) for a site without natural groundwater flow, (b) differences (Ah) of the hydraulic heads between the top and bottom of a well. a discharge (Q) is pumped. Ah is dependent-on the parameter QJ(H'Kii) and the ratios ' K«/Kv and a/H. Abiding by the above-descnbed assumptions, the rise of the hydraulic head at the top of the well amounts to Ah/2, and the decrease is -Ah/2 at the bottom ° (both referring to the position of rest). When using the UVB for stripping, the falling, ' stripped water in the reactor causes a dynamic effect that will influence the upper hydraulic head within the well ;l For the dimensioning or examination Of a site, Figure 9b is a valuable expedient. ' When Ka is known (e.g., by pump test) - along with H, Q, and a - Figure 9b and the measured Ah allow an estimate of the anisotropy at a site. ' Presence of Natural Groundwater Flow.At most remediation sites a natural groundwater flow exists. Figure 11 shows numerical results represented in dimensionless form for the ' dimensionuig of UVB installations under these conditions. Figure IQ introduces the notations for an upstream cross section through the capture zone normal to the natural groundwater flow direction (comparable with the open influx region to the left of the capture zone in Figure 7) for one and two UVB installations. It is often the case when remediating a wide contamination plume, that several wells are used in a line normal to the direction of the natural groundwater flow.The length(D) denotes the maximum well ' distance at which the contaminated groundwater cannot pass between the wells without being cleaned. The results of Figure 11 have been calculated for an upstream distance