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Lime oIconstuucte:in.- A,-,Sutning, rhat the d'alblc leach held i_ an alternative io the 100) puctnt recr�, it oniv �c po"";iNC lu Cxp'.111L1 dw existing sccomd:ay chspcls,ql 6"1 11nd pace it (iclsi,"110i7ed W meet the ",loulb1c lead] itrld" rcqu--,etncn--. This would require La1) 01 ill]-ee 11(',V ShUEt IGLCII line,-, V idl -1(t-InCh dj, met�t dcjpendiri� upon desired nolnm;ll opacity. The Sni fuiquii-, Coo-nun DiicctLlf of llcllhhiv oUld have to jpj)l()VC this news addition anil desigmRLvii IN-hilt the V,a,te%vqter s"Stcllo LS Un der the jUr;,dicdon of the Regional Board,a reserve area may not be required if it is not sprmiccl in the Was to Discharge Rcqturtrci A e-.I I A � 10 S Lf R rE C Un iM jhVi r-[N U/� I N 4.1 Infiltrator Dispersal, Field The soil surfaces in the Infiltrator chambers were most Likeh- sealed bV the rainfall and mud during installation. The most assured means of correcting the. situsition\vcould be to excavate and reinstall the laterals and Infiltrators to match the original specifications,making sure the surface areas vvithin the chambers were properly scarified. Six-inch depth of crushed rock should be placed under the side footings of the Infiltrators to provide better support for the Infiltrators and improve percolation capacity Inspection ports should be large enough to allow a camera to be lowered through the access port for visual inspection doiNvii the length of the respective Influrror chamber. With these improvements and Avich additional treatment as discussed below, the hydraulic loading capacity of the Infiltrator system is likely to be adequate for current average flows but less than adequate for Full design flows. If full design Flows are anticipated in the future, additional dispersal trenches should be considered. If additional treatment is not desired because of operational or other considerations, replacing the Infiltrator system with gravel-filled trenches should be considered. This would necessitate a larger dispersal area for the same theoretical hydraulic capacity, but the gravel would provide a better media for die application of high strength wastewater. 4.2 SeGOndar-y Dispersal System The seconclar'v dispersal s`stein components should be located and marked xetth surface markets or with a buried toning wire. Access and observation ports sl-wuld be installed for the seepage pits. The elevations of the distribution box and the ends of the drainfield pipes should be checked with stin-eving instruments to see if the wastewater backup into the distribution box was caused by settling of the box or by high water levels in the seepage pits. Water levels in the seepage pits should be monitored for several days of operation to determine how well the seepage pits are performing. 4.3 Additional Treat rnerit _Assuming current average Flnm-s and 1,000 rii BOD, the loading rate on the nf-H=oii dispersal field 11dicicif cifluen t is directed to the hifilmitor system) would be over 150 lbs/ac/d_ This would he considered moderately Iiii,li even for surface application systtms that are ICLIVch- tilled And mai aged. It is a ven.,jah loading rare for SLII)sUrftCe CESPCYsjl, where oxygen Lninsfer is more linined. Adi;uotial trcatinen i is recommended to reduce the average BOD c,-)T1CcnLratiuo to less than 250 tup/1- -1 he-hotentiah well Lino-:,11 svterns For BOD and nitrogen reduction are the Pu a R-,tem, C)renco -Advari-rex S,tfckn, and Illu Nibliler ystem The firrina system ozorisists of pho,ac njo-din and buF)Ic 6 aolQlohji