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Exhibit G CMLRB 112 Permit Application Agile Slone Systems, Inc. • Average quarterly diversions are expected to increase over time, as shown in Table 1 and Figure 1, and range from about 715,000 gallons per quarter (5.4 gpm average) in Year 1 (June 1998- May 1999) to 1,975,000 gallons per quarter (15 gpm average) in Year 5 (2002-2003). The maximum proposed diversion rate is 60 gpm (0.13 cfs). 4.1 Water Use Diverted water will be conveyed via pipeline to the crushing, screening and stockpiling areas shown on Figure 4. Water will be drawn from the river and pumped to the crushing, screening and stockpiling points. Gross water demand over the first five years is expected to start at less than 3 million gallons/yeaz and evenly increase to about 8.9 million gallons per year, as shown in Table 1 and Figure 1. Several control mechanisms will be applied to water demands to limit total water requirements. These control measures were identified in the Air Quality permit application and aze conditions for the project's issued permit. Evaporative losses (consumptive uses) will correspondingly start at 0.45 million gallons/yeaz in Yeaz 1 and evenly increase to 1.34 million gallons per yeaz in Yeaz 5. Standazd loss factors from the State Engineer's Office (Dick Wolfe, personal communication, 8/97) were used to calculate evaporative losses. All plant and road dust controls assumed a 100% loss factor while all stockpiles assumed a 4% loss factor. • 4.2 Return Flows The difference between diverted volumes and evaporated volumes is recharge water that will move vertically into the gravel aquifer, and then laterally back to the river as return flows. In addition, extra Twin Lakes water may be diverted to the Arkansas River at the product piles, thus providing additional return flows. The lag times and return flow patterns have been determined using a Glover and Stream Depletion Factor (SDF) analysis, following the methods used by the SEO. Table 2 shows the results of the Glover and SDF calculations in terms of q/Q and v/Qt for quarterly periods. These results were then used to compute return flow rates and volumes for the variable recharge rates given in Table 3, Column 3. 4.3 Glover and Stream Depletion Factor Variable Assumptions Key pazameters and assumptions used in the Glover and SDF analysis include: 1) Distances from the plant (recharge) area to the Arkansas River and from the north edge of the outwash aquifer to the Arkansas River were measured from topographic and geologic maps. 2) The storativity of the outwash aquifer was assumed to be 0.20, based on the gravel and cobble content of the aquifer materials. (See Davis & Dewiest, 1966, Fig. 11.]5) (Sample sieve analyses, Azurite, Inc., 11/97) 3) The transmissivity (T) of the outwash aquifer was conservatively estimated to be . 40,000 gallons per day per foot (gpd/ft), based on likely ranges of hydraulic 11