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Mr.Jim Hoagland <br /> January 19,2004 <br /> Page 11 <br /> Table 5. <br /> Summary of Percolation Tests. <br /> Test No., Percolation Percolation Rate Test Comment <br /> ` Date Tested Test Depth(ft) (minutes/inch) Duration (see notes) <br /> P-1 shallow, 1-6-04 3 >60 4 hr Unsatisfactory percolation rate <br /> P-2 deep, 1-6-04 25 21 4 hr Satisfactory percolation rate �l <br /> P-3 shallow, 1-6-04 3 25 4 hr Satisfactory percolation rate 4 •� <br /> P4 deep, 1-6-04 25 <5 4 In rapid percolation rate <br /> Notes: A satisfactory percolation rate for a"shallow"test is less than or equal to 60 minutes per inch. <br /> A satisfactory percolation rate for a"deep"test is less than or equal to 30 minutes per inch. <br /> r. <br /> 6.5 Discussion of Percolation Testsu <br /> ` The soils within the sewage disposal area have demonstrated a satisfactory percolation rate in <br /> accordance with the requirements of the San Joaquin County EDH. The soils of the site appear <br /> to be suitable for a septic system utilizing shallow leach lines and seepage pits. <br /> 6.6 Required Size of Septic System Pb <br /> According to the San Joaquin County Sewage Standards(1996), the estimated size of the septic <br /> PSI <br /> system is as follows: <br /> Base Tank Capacity(BTC): 1;4(0 gallons. , f <br /> Average Daily Flow(ADF): Q5jallons (discussed in Section 3.6). <br /> Volume (V): 1,200 + 175 gals= 1,375 gals, use 2,000 gallon tank (Septic Tank Volume). i <br /> Soil Factor(SF): 0.250 (shallow percolation test 25 min/in and>60 min/in). <br /> Leach Line (LL): 1,375 gal x 0.250= 343 Liner Feet of LL. � <br /> ` Mike Smith Engineering's. Site plan�indi��cat�es-1.40 feet of leach line and six(6) 36-in diameter <br /> seepage pits are proposed for the site. Since one(1) 36-in seepage pit is equivalent to 70-feet of fi j <br /> leach line, the total equivalent leach line proposed by the Civil Engineer is 560 feet. This should <br /> be more than adequate since 343 linear feet were calculated as part of this study. The layout <br /> proposed by Mike Smith Engineering is shown on the site plan (Plate 1). Our office agrees with <br /> ` Mike Smith Engineering, Inc., that a 2,000 gallon tank septic tank should be used. The 2,000 <br /> gallon tank would have the added benefit of providing additional retention time of waste water <br /> over smaller sized tanks,resulting in additional denitrification treatment. <br /> r�S0 <br /> y Z W <br /> O ti <br /> 9SS O C♦ <br /> P <br />