The URL can be used to link to this page

Home My WebLink About03451~~-~--------------- t,·-·<' -'·-· ·~, ·~ I ' i ! q, ( I ;' ' I -:: ~ j i 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 Phone (303) 945-8212 .. !- Permit N~ 345, AHeHor's Parcel No. t ' • I INDIVIDUAL SEWAGE DISPOSAL PERMIT I! This does not constitute a building or use permit. , ~ PROPERTY ~ I I I I , ' . i ~ I .! ~ . I t ~. ~ 3 ' ., ·.i H i ~ , ~r ! i ' ; p • f , I I , d I~ 'v d ~ ~ Owner's NameC:[)or Present Address'2J? C'-E15U/JJQl SystemLocatlon.BA•¥ -Ko1X1" JSE51 blRFG Legal Description of Assessor's Parcel No. -1'W¥1• ... )q:-Jc....,7µ...Q_,_-,1 --1.G,.,,AuR!\Ff:-lt8~..._D_.__,O.._..:ObJllLJl.i.L~::rryu.:lL------------ SYSTEM DESIGN -----Septic Tank Capacity (gallon) -----~Other _____ Percolation Rate (minutes/inch) Number of Bedrooms (or other) ____ _ Required Absorption Area -See Attached () Special Setback Requirements: Date ____________ !_ Inspector-------------------------·· __ FINAL SYSTEM INSPECTION AND APPROVAL (as Installed) Call for Inspection (24 hours notice) Before Covering Installation System lnstalier __________ ~"fLi=,.kJ.JIC.,, .. c.<1..ou..f.-f.R=="--"iYJ"""'-~S-'"''-f~ILLG#1e:<!U-~/;,1..LJ.1jL..l).L~..c.1:.._.L1,/;.._,(<,.,d)dL. ____ _ Septic Tank Capacity ________ JM'-"'<L---"C:::_])=-_,.o'-'Tc..._. -~S_,~._,/'-'.SLLV'7'1_c:_' ""--""'"-"I 4-°""'SL__C:"-""""'=-f~l .1=f:rf=,.a(L__ Septic Tank Manufacturer or Trade Name --~-~-5"'·.t.Hz:.J._,_ __ ~l,,_,,0.::=:)'-'2.~--"4LLI -~dc..c1'...t0'----l=C.=-''-'""-'-1' "'1L..Jf:e:;--#cr;·;:i-Ro.,,_ __ Septic Tank Access within 8" of surface ------------------------------ Absorption Area-------------------------------------- Absorption Area Type and/or Manufacturer or Trade Name------------------------ ~ ~ Adequate compliance with County and State regulations/requirements ___________________ _ q (; ~ Other ____________ ...:,.. ___________________________ _ •, i ', Date ______ .,._ _____ Inspector--------------------------:; l RETAIN WITH RECEIPT RECORDS AT CONSTRUCTION SITE ~ •CONDITIONS: ,, ~ ~ :i 1. All Installation must comp with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter ' ( 25, Article 10 C.R.S. 1973, Revised 1984. H 1 ~ I ' ~ 2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con~ nection to or use with any dwelling or structures not approved by the Bulldlng and Zoning office shall automatically be a violation or a requirement of the permit and cause for both legal action and revocation of the permit. 3. Any person who constructs, alters, or installs an Individual sewage disposal system In a manner which Involves a knowing and material variation from the terms or specifications contained In the application of permit commits a Class I, Petty Offense ($500.00 fine -6 months In jail or both). White -APPLICANT Yellow -DEPARTMENT l . ) ' ' '~ .. ~ : NOV-17-2000 11:28A FRDM:BLDGPLANGARCD 9703845004 T0:9P1P303P4639321PPPPP P:3'11 6 . ~ • -1 . 9'6-: 1138' INDIVIDUAL SEWAGE DISPOSAL SYSTEM APPLICATION ~ OWNER C- ADDRESS 0 CE i..)i.JlAI.. &iRE!;T CONTRACTOR 't.!G.S' co ~lfeO\ fARl2ER PHONE <\'10-'i~S-l<ecj 6')( CA \l Jn I "-b ADDRESS.]J3"\ \l\JCR 1-;) ERIE co.. 'SoSlto PHONE 3o3-l..\5c-Ol.58 PERMIT REQUEST FOR ( ) NEW INSTALLATION ( ) ALTERATION ()()REPAIR Attach separate sheets or report showing entire area with respect to surrounding areas, topography of area, habitable building, location of potable water wells, soil percolation test holes, soil profiles in test holes (See page 4). LOCATION OF PRQPOSED FACILITY: NearwhatCityofTown Gt-ENW~ SyR,\NC.'.:) Size of Lot 5ac., Legal Description or Address BA lB 'BMlC.\-\ 'R\§1 f'IFEA J }-\\bl\{ :ID, Gffi?fiELD (Q~N\Y WASTES TYPE: ( ) DWELLING ( ) TRANSIENT USE ~ COMMERCIAL OR INDUSTRIAL ( ) NON-DOMESTIC WASTES 9'(> OTHER-DESCRIBE._~RES=i'l"~~A~!'R=E=A~-------- BUILDING OR SERVICE TYPE: BATHKODMS 'fOR R@ Arct:.A FAQ 1,11-y Number ofBedrooms NI A Number of Persons "''°'P..11.S '" 'Rti'O~ ( ) Garbage Grinder ( ) Automatic Washer ( ) Dishwasher (I'\'\"\ ~'D) SQURCE AND TypE OF WATER SUPPLY· p(} WELL ( ) SPRING ( ) STREAM OR CREEK If supplied by Community Water, give name of supplier: _______________ _ DISTANCE TO NEAREST COMMUNITY SEWER SYSTEM: ___________ _ Was an effort made to connect to the Community System? ______________ _ A site plan ls required to be submitted that indicates the following MINIMUM distances: Leach Field to Well: 100 feet Septic Tank to Well: SO feet Leach Field to Irrigation Ditches, Stream or Water Course: SO feet Septic System to Property Lines: J 0 feet YOUR INDIVIDUAL SEWAGE DISPQSAL SYSTEM PERMIT WILL NOT BE ISSUED WITHOUT A SITE PLAN. GROUND CONDITIONS: Depth to first Ground Water Table NO GRt>'-'NU \Nl'l\E~ ~N(O\)~£..D PercentGroundSlope 15°/c -zo·/ .. IN Ot/\'.l£AAU..Y Tt\E" :SW l:>)~E,CTICN 2 - - - - - - - - - - - - - - - - - - ------------- - - - - - - - - - - - - - - - - - - - NDIJ-17-2000 11:36A FROM:BLDGPLANGARCO 9703845004 T0:9P1P303P4639321PPPPP P:4'10 # ' ...... ~ " TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: K SEPTIC TANK ( ) AERATION PLANT ( ) VAULT ( ) VAULT PRIVY ( ) COMPOSTING TOILET ( ) RECYCLING, POT ABLE USE ( ) PIT PRIVY ( ) INCINERATION TOILET ( ) RECYCLING, OTHER USE ( ) CHEMICAL TOILET ( ) OTIIER -DESCRIBE FINAL DISPOSAL BY: ( ) ABSORPTION TRENCH, BED OR PIT ~ EV APOTRANSPIRATION ( ) UNDERGROUND DISPERSAL ( ) SAND FILTER ( ) ABOVE GROUND DISPERSAL ( ) WASTEWATER POND ( ) OTHER· DESCRIBE WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF TIIE STATE? ND PERCOLATION TEST RESULTS: (To be completed by Registered Professional Engineer, if the Engineer does the Percolation Test) \'35 /\~ Minutes <DO pe~ inch in hole No. I Minutes \'50 per inch in hole NO. 3 Min l")o . 1 Mi /~/ l'ilO,w . h. h 1 0 II ''"! utes e-per inch m hoe No. 2 nutes iw, ((fl 1z0 UJ 1\>l) per me m o e N . .:i.:-17'.. Name, address and telephone ofRPE who made soil absorption tests: C H-.J'i<C\\ 7 AS&:>c:1Prt~ !.\SCI \J\\P,u;~ ~t..,\., !>.)\:\WT 'Rffil?£" CD 8C::C33 3t>3·-Y lii3-'!31] ' Name, address and telephone ofRPE responsible for design of the system: ____________ _ (_S!Wii:. ~ Aill>vE) Applicant acknowledges that the completeness of the application is conditional upon such further mandatory and additional tests and reportS as may be required by the local health department to be made and furnished by the applicant or by the local health department for purposed of the evaluation of the application; and the issuance of the permit is subject to such tenns and conditions as deemed necessary to insure compliance with rules and regulations made, infonnation and reports submitted herewith and required to be submitted by the applicant are or will be represented to be true and correct to the best of my knowledge and belief and are designed to be relied on by the local department of health in evaluating the same for purposes of issuing the permit applied for herein. I further understand that any falsification or misrepresentation may result in the denial of the application or revocation of any permit granted based upon said application and in legal action for perjury as provided by law. Date. __ ;-'-/-=-zo=-_-00~---- PLEASE DRAW AN ACCURATE MAP TO YOUR PROPERTYl1 SE.E. ~1-lc..t.oseb MA~ 1<:> s 11E. 3 ' ~ <! ·- ' • Oversight I NHS n.A l£OON "9 <M:RSIGHT 11!1 NO N.\10W.. **"" S'tSIDI 0 NO CALL UTILITY NOTIFICATION CCNTER OF'" COLORADO ~-~@@-@~~-~@~U' CALL l-ilUSKSS DAV'> JN ollDv.VC:C 11(,.IYI( l1JJ DlG. GRAii:. mi r~v ... TC r~ h£ -INCi CT I.IN~ IOlllCR UllLITICS. 0"" "'IES DEPARTMENT OF TRANSPORTATION STATE OF COLORADO HIGHWAY CONSTRUCTION BID PLANS OF" BAIR RANCH REST AREA OWS DESIGN COLORADO PROJECT NO. C 0702-225 STATE HIGHWAY NO. 70 BAIR RANCH REST AREA GARFIELD COUN1Y CONSTRUCTION PROJECT CODE NO. 13103 SCALE AS SHOVN ON INDIVIDUAL SHEETS f,. SHEET NO. 1 2 3 4 5 Related Projects: P. E. tKl(R PRWECT Proi"! HiitlW ... jod""' R.O.W. Project H~ PrGjKt Cads I MK CE-NTE-NNIAL I CENTENNIAL ENGIN[[RING. INC. CHuRCH & ASSOCIATES. INC. INDEX OF SHEETS TITLE SHEET GENfRAI... NOTES ANO OETA.ILS SUMMAR'f Of APPROXIW.TE O\..WllTITIES ~LAN SHEET ORIP IRRIGATION flELO O(TAlLS PROJECT LOCATION M.P. 129.00 ~1:: ""~ I ;tfcy~ ~ v,_~ "i:~ -, '-'·= DCTSERO ~--%K ;'\( ~ ___.. .. c_ I '"1" ii II ol ol .... \\ I~ \ ) '-. ' ' \ \'I, J ' I ~ ..1 .. \' '°\ '~- \ '-. 1\ --~ c T. ~ S. T. _ 4 _Si .. ----J.-- l. ~ S. ,.,. I ~ ~~ 5~ ug I ~" -:a ~ol IO ?IU(l oUC10t1 ,.A·.;. I I \ T. Ii S.. g.., "! '3 ~ i5 <.:> ) \\\ .. ~~ ~/\~ i~ ' ian evisions I Cr.alion Datt:: 07/10/00 .... CJN <:::) 1----+-------+---l I.Giit Mo¥coCot Coca; 08/07 /00 lliioll: ~ <:::) 1---+------.+---j r .. P8th: C: CJ.DO <:::) . Re fbnc TitOM01.DWC C:) kiod \W. R14 Scoit:: 1•,.z Ml U. Englisft c:::> !----+-------+--~ VICINITY MAP ' ~l"'-11...._n Colorado Deportment of T ronsportation ~ ~ ' '°"""""" or 20 c.itennial s.eet -C"""-d Springl. c..so 81601-2845 i--m'VR_ ... Ptionl: 970-~70 FAX: 97Q-945-J660 Region 3 K.E.P. N As Constructed Ho~ R~: ,,.., :1: ol ol Ir I' r' II GYPSUM Contract Information '-"' -~ """"'°' swnm =-- Project No./Code c 0702-225 13103 -- EXISTlNC 4 INCH Pv'C UN£ ___ .,.._ L \Xl ... fROll "'-"P 1 y ro 3400 Sf Of DRIP GENERAL NOTES "<:; IRRICAOON FELD 1. TH( ORAINFlElOS ARE TO BE PQSITION(D SO THAT THERE IS A MtNIMUM IMPACT TO EXISTING TREES. THE COlfJRACTOR SHALL N011FY THE ENGINEER 72 HOURS IN M)VANCf_ Of TRENCHINC, SO THAT TREES THAT ARE TO 8[ R£UO\lE EXISllNC PFE REW¥E0 CAN BE Fl.ACC(O BY THE ENCH:ER FOR REMOVAL 8Y COOT. 2. N'TER PUMPS SHUT Off. WATER IS TO DRAIN 8'iCK FRC.M PRESSURE RELIEF VAL \IES AT HIGH POINT TO THE PUMPS OR FlEl.DS. THERE ARE TO BE NO EXISTING 4 INCH Pl/C ~£ -LOW POINTS IN THE LWES THAT WILL COLLECT WATER. .. I w 1 ! I ... 3. AU AREAS WIU BE RECRADEO TO ORIC»W. CROUND. COOT ™'EWE ~· ~ "'° 2 J< I 10 3600 SF Of -P£RSONNEl Yt'IU. R:E\IECOATE AR£AS DIS1'UR8ED B'I' TH[ CONSTRUCTION. rn~ rv--.._ ~ THE ~OR 5HAtl l.Ml1 CONSfRIJCTION -'C1MTIES TO THOS£ AIGAT)()N Fl£LO AAtA5 Wlll-IW THE LIMITS OF CONSTRUCnDN AS SHOWN ON THE Pl.ANS. JiNr DtSl'URSANCE SEYONO TH£SE utMTS SHAU. B£ RESTORED TO ORIGINAL CONDmON ROl1JE EXISTI(; PIP[ <: .0 J200 SF OF DRIP Bf THE CONTRACTOR 41 HIS OWN EXPENSE. CONSTRUC1lON ACTMTES IN ,?-0-, IRRQ.TION f1ELO AOOOlON TO HORMAl CONSTRUC110N PR0CEDuR£S SHALt. IHCLUOE THE PARICINC G Of 'JEHICLES OR EOUIPMENT, OISPOSM. Of UTTER. MIO ANY OTHER ACTION WHICH WOULD ALTrR EXISTING CONOmONS. LJ 4. THE CONTRACTOR SHAU COORDINATE WllH COOT MMHTENANC£ PERSONNEL TO · ~ THE LOCATION Of VALVE 80XES. COOT WILL PRO'tllOE THE MARKERS.. ..... 5. rJ IS THE CO~OR'S f2£SPONSl8IUTY TO MAKE THE WORl<SrTE SAFE DURING COHS"MUCTION AHO AT THE ENJ Of EACH WORKING DAY. CONSTRUCTION Of THE ..._ I-"DRJP IRRIGATION'" F1ELOS IS IN Cl.CSE PROXUTY Of THE EXISTING BIKE PATH OPEN TREND-tES SHOULD PROTECTED BY TEY'ORARY' fENCE OR BY BACl<fll..UNG AU. OPEN TRENCH AT THE ENO Of EACH MY. THIS WORK WU NOT BE PAID FOR :;, I~ SEPARATELY, BUT WILL 8£ INCW0£0 N THE WORK. i ® 4 INCH BA1..L VAl\ICS 'MfH 6. THE CONTRACTOR WILL NOT RUN N« ECUIPMENT ON THE £XISTlNC BIKE: PATH. ~ 2<4 !OCH X 18 INCH l/AJ..\/( BOXES 7. T0t.£RAHC£S ON LA'l'lNG PIPE IN THE OR1P IRRIGATION FlELOS ARE CRITICAL I-r-APES JN EACH S£CTION ARE TO E1£ LEVEL WITH AN ALLOWABlE VARIANCE OF 2 9 INCHES IN 100 FEET. ~ ~ c C: e. THE CONTR.ACTOR SHAU. OPERATE THE DRIP RRtl:A.TK>N sYSTtM f"OR TEN ,... . 9 ~ CONSECVTM DAYS. If N£W VM..\IES OR PFES INDICATE FAX.LIRE OR l.EAKINC THO' WILL "" , ~ t:; 8E REP\.JCED ~T£LY, AFTER REPMRS THE TEN DAY 1tST SHAl..L BE RESlAA'TED. ~ ~. g_ PRtOR TO RNH.. ACCEPfAHC( THE CONfRM:TOR SWU. PR<MX: TO COOT TWO • .. fi o c.oPl£S OF THE fC:X.LOWING. Ii B , .... _ [A)IU.110N or EOUlPMENT OR cOtiFOMENT WARRAHN »<> WARfWflY fORM.. Iii~§ 2 ~ '... EQUIPMENT AND MATERIAL UST PRCMDINC T1£ FOUOWING f"OR EACH ITEM. DJ] ! : ' ol MAN.Jf'J.CTURER'S NAME • ' b w.1(£ AND MODEL NUMBER »CJ DATA ~ c NAME ANO AOORESS Of' MANllf' ACTIJRER"S LOCAL AUTHORIZED DISTRIBUTOR . d DETAILED OPERATING ANO MAN1tNANCE INSTRUCTIOHS f"OR MAJOR EOIUPMENT 10. !RAC£R WIRE; INSTALLAllON: INSTALL 12 GAUGf" STRANDED COPPER TRACER WIRE TO P'oPE wtrH 2 INCH 'MOE PVC T~. SPl.lQNG Of' TRACER WIRE SH.liU. 8E PER MAM.lf"ACTURER's R£COMMENOAllON.. THE TRACEA WIRE SHAU RUN 8ETYf£EH THE DRIP ._ IRRIGATION F1ELDS AND THE OISTING <4 INCH UHES.. WH£N MULTIPLE 2 INCH PFES ARE Pl.ACED W A SiNGl£ TRENOi ONLY OHE TRACER WIRE IS REQUREO.. THIS WIRE WU NOT EIE PAID f'OR SEPARATO.Y BUT SHAU. BE INCUJOED W THE COST OF" THE PIPE • • I/' VALVE DETAIL NJT TO SOU W.Y R£QUIRE fl£LD ADJUSlMEN1 1,;om~·er '"" •ntormat1on :sheet Kev1s1ons Colorado Deportment of Transportotion ~ Constructed GENERAL NOTES Project No/Code Cr.a6on Dale: 07/17/00 W!ials: CJN c:::> LS ,.. ,...,"""' °"" 08108100 """" CJ• ~ ~ ~~ ., ........, AND DETAJ c 0102-225 Fiii Pat1c C:' CAOO CJ ~ Clli'-CI .... Colotodo 81W1-284!i . 03 • n. Nomi: G£N05801.0WC CJ -·-PlloM:. 970-945-7629 FAX; 970-~l860 R.w.ct 8NR RANCH REST ~ ows 131 Al;od v.. R14 ~ N.T.S. \W$. E ish c-1 Region 3 K.E.P. Void: ~ ......... 2 MATERIALS LIST SUMMARY OF APPROXIMATE QUANTITIES FOR INFORMATION ON" Y EXTIMATED INDEX MATERIAL SCHEDULE UNIT CONTRACT PROJECT TOTALS QUANTITY ITEM NO. ITEM OESCRIPTiON UNIT BOOK PAGE SHEET PLAN AS CONST. !RACE W•RE LIN r. 580 ?I?[ 4-l~Crl 40 LIN. FT. J90 I 619 2 INCH PLASTIC PIPE l F 1100 2-INCH 40 LIN. FT 1100 619 2 INCH PLASTIC PIPE (SPECIAL) L.f. 7700 2-INCH PERFORATED 40 LIN FT. 7700 1/4" HOLES ON 8" CENTERS 519 4 INCH PLASTIC PIPE LT 390 ELBOWS 4-INCH, 22 DEGRt:ES 40 EACH 6 619 2 INCH BALL VALVE EACH 14 4-INCH, 45 DEGREES 40 EACH 6 ' j 619 4 INCH BALL VALVE EACH 6 4-INCH, 90 DEGREES 40 EACH J 2-INCH, 22 DEGREES 40 EACH 30 619 2 INCH RELIEF VALVE EACH 2 2-INCH, 45 DEGREES 40 EACH 30 2-INCH, 90 DEGREES 40 EACH 70 TEES 4-/NCH 40 EACH 4 2-INCH 40 EACH 90 BUSHINGS 4X2 40 EACH 4 rrr 625 CONSTRUCTION SURVEYING LS 1 4X1 40 EACH 4 626 MOBILIZATION L.S. 1 END CAPS 2-INCH 40 EACH BO ~~ BALL VALVES 4-INCH 40 EACH 6 2-INCH 40 EACH 14 PitESS\JR[ R[L:t:F, ,.,A;t:.~MAN 40 EACrl 2 ASSEMBLY I ,, i VALVt: BOX 36X18 ' '' ' t:ACH 5 24X18 EACH 5 g F/A MINOR CONTRACT REVISIONS F/A 1 10-INCH ROUND EACH 2 ~ F/A MAINTENANCE TO EXISTING SYSTEM F/A GLUE PVC GLUE 1 QUART 15 EXCAVATION BACKHOE TRENCH LIN. FT 1300 TRENCHER TRENCH LIN. Fl. 7600 MOBILIZATION t:ACrl 1 ~ i • ' I THESE QUANTITIES ARE APPROXIMATE CONTRACTOR SHALL VERIFY QUANTITIES PRIOR TO BID ..... t Com ..... ~er ~11e lntormr:n•on ""eet -!ol8V1s1ons As Constructed ~Date: 07/17/00 -CJN = Colorado Deportment of Transportation SUMMARY OF APPROXIMATE Project No./Code lOlt Mcdt'colioll Date: 08108/00 -CJN = ~~,,_...... Ho~ QUANTITIES c 0702-225 Ci\205006\CAOO = OT c.t.Mio1 Shd , .. ,_ -Qll-.ood ~ Colorodo 81601-284$ ~Rs Mains: SAOQ:,eo1.owc ~ ·-; -"-':. fll)-90-7629 FAX: Sl~ll560 -BAIR RANCH REST AREA CJ#S 13103 Aced V.. Rl4 """ N.T.S. """' E Reoion 3 K.E.P. -3 -- • j "1 .. 1 i • .__ ~ {Wl1H TRACER Wll<E) 7 -2" PYC "P£S (SCH 40)~ OISTRIBUOON VAlVES ASO 36 INCH X 18 INCH VALi/[ BOXES~ FOR PlJW 1 \ . ~ RDJEf VALVE AHO 10 IHQi ROIH) VALVE BOX AT HGH P0M PlU' "2" UN£ (Willi TRACER WI<() 4" PYC PIP£ (SCH 40) ...... ·1· LIN[ (Wm\ lRAC£R Wiil£) 4• PYC "PE (SCH 40) PUl.IP 1 SOMS ~ 50..__FT. Cf" DRIP .IRRIGATION f"IELO IN 7 SC:Cli>NS._ , EACH SECTION • 'UNES, 12' , 100' . ""'' I •' '-.,., ~ CONSTRUCTION IJllllS '-.,., ./, _,. ,.,~"" _:-......,_ , \ . , . ,..,,,.,,.,, // , , ,-:FT ~ -- .l()-. ... - <ii"-. N JI\. )" .. ~ ~ SEf [)[JAL SHW FOR OCTAL ON VN..VE CONFlGURATICW ~......,_.._ P1.11PS •1 • AHO -i• lOCAJD) .. £lClSl1NC LfT STATION /) ~~; ~· / /1:' ,~ .. . ,,.',.·i' ,,'-~/-' ... I~ /,...-:: -:,,,_ ..... -. '·i~~~:</ .. . ;-;11' . ,,.---- -.... '~'-f'{"<d ··:~~~;~:'~~~::', ~~?). ' ' --'---.::<-~-~-;~>'~:: '"· ·. . . . -""">·,' ffP; • 4'~ • /• $V'/> /;;\ ... ·~;~;'.r]l)~,~~~ .. ~~~~X/·r / ·~~ .. ,,. / ,·. ---/ ·::.:'_~1;,--,, /':)-~ ~;.._; :->_ •i . ' •// .. ! _/ -__ . "'-__ ., ~--·,'/ 'Ii/ ...... •.· .. ,,.·/;;>·./·,,/; /' :· .:.:__,.,,if;?;c'. , .. -- ,, //o/, //•,•/,, ,·> -.,,->,, , , /;,·, ;/;'//.;.:: /,h ', , ~ ,_. ' -~""',. ""', . :~~A/,~0/~~· ;-. ~~~7.'/ .. (~--:;_ // •/ ,,. <..._, '. '. -'. , i' 0;{;;:;7-:_ ' '· '·'·· \ ,!~~ " '~'~;,A\~J.,~~t ~;; ?.'. <:2;·2:"tf ~~!. ·-""····· . -;:,;. . . --. -- ::,,,. PIMP2 SEIMS 3200 SO FT. Of llRf> l<RIGATION f£lJl IN <4 SECTIONS E>Oi SECTION "' 5· Ll£S, 10' x ao· /:.;:~</ i -/' '· I J;,f ' -'.-< I I ~ ' . ,' i , I · . .,. ~LUJS " I / FIU'2~ ' ---JOO() SO,.,IT. Of llfll> l<RIGATION mo .. ,utCllONS · .. ·~~,-~.-.odt S£C'OON :a 6 UNES. 12' x 100· 3 -2" PYC PIPES (SCH 40) (\OTH TRACER -i OISTR8JJION VAl\'ES Al() J6 lfOf X 18 INCH VAi.\{ BOXES FOR PlAIP 2 4 -2" PYC "P£S (SCH 40) {Wl1H TRACER -> \ \ '"· ~ CiiiifOURS IS SHOWN AR£ APPROJOMA1£. CONTRICTOR StW..l YfllfY TERRAIN. '·, '· '•, ~- -..... .. ~ .. '· .. :er f' ile 1nronnotion 'ee 'evisions Colorado Deportment of Tronsportotion As Constructed PlAN E Project No./ Code l ~ ..,.. 3 ""'"""""' SH ET l ~ 202 -"'"' "" -c 0702-225 !"""""""'!i!i!! ~ Spin9I. Cokitaooo 811S01-2M5 -~--Plloiic. 970-~71251 r1:1.:. 970-90-ll!llSO Reviw:d: BAIR RANCH REST AR£A OWS 1310.3 Region 3 K.E.P. """ """' -4 """'" ... 07/10/00 -CJN losl ~ Ckda: Olll08lOO -CJH , ....... Co\200806\CACO ... _ LR00.58-0l.OWC kod \'tr. R14 """ 1"-4(f - • • • • THE DISTRIBUTION VAL YES CONlROL fl.OW OF EFFl.UENl TO EACH SECTION OF THE FIELD. ONE SECTION OF THE FIELD WILL BE CLOSED AT ALL TIMES TO ALLOW DRYING OF" SEGMENTS Of THE FIELD AND TO EXTEND THE LIFE OF THE FIELD. THIS CA.\ BE ACCOMPLISHED BY SEQUENTIALLY RO"TAT!NG THE VALVES EVERY SIX MONTHS. •• Pv'C LINE FROM PUMP OWIBER MANlfOLO LEVEL ' ' j 2• UN£S TO SECTJONS COtMJlS10N FROM 4 tO< Pl'C TO 2 INCH PVC ' ' C:rl[('" Q 90 0£Q<(( ELBOW 1Zj 2" 6'll VALVE TYPICAL DETAIL Of DISTRIBUTION VALVES All VALVES MUST 8( REAOl..Y ACCESS8.E IN VAl~ BOXES DESIGN INFORMATION -2000 DATA TREATMENT UNIT DISTRIBUTION FIEl.D (NEW) 1. lJOST11't 4000 GALLON TWO talP.IRlllENT PAE -CIST C0HCR£JE SEPTIC TANK '"1li 00 EXlSlM: £fFU.(NI fUP.i (PIJll' 1, ""' ...... 2) II A 1'tU'1NG ,_ 2. PRESSURE Rf1fAS£. VALVES AT 1-lQt POINT i llfllN!ICK ID SEPOC TAN< A>llJ FE.D I. 9AIR R»Of REST ~ 2. ~ UlOl11«: • 0 • 1999 GfO (DESDI) J. P£JiCOIATICI< RAT!: • 135MPI 4 • .IPPUCATICI< RAT!: • R • Q.20 GAl/Sf /DAY s. REG\HD >Rf.A = 1•992 sr 6. PROPOS£D ARCA .. 15200 Sf' 7. lJNfAl. FEET ; 7600 MINlillAI 8. TRENCH WVTl-1 .. 6 INCHES IWIEOlD w.<L OISl"2UllOll t' e,q_l VAL' l£.lll£R GRAl<IY A.OW ........ 1/8"/1' 1"'1fOlD :..1f ~~ • I. . / 2· \11JH11MI) ~ ~ "' 6= 'I/ 6= NO. OF I PUl.4P \ LO:NGTH I WIDTH) LINES SEGMENTS ' r EfR.l.(JjJ ..... lK '""' I 7 I PRESSlR REl.IASt VAL\t: A.T HlCH PONT BETWE£H ?UMP 3 ANO VAL'wES 4 2• PVC PiPE ISCH 40\ WITH 1 /4• HOLES ON a· CENTERS (HOl£S rACE O<l'NNWARD) INSTALL DISPERSAL UNES 1.EVEL 2± IM:H VAR14TION Al.LOWED IN 100 FEET ' I. ··-·~-~I BASED ON TABLE ABOVE _J ~ 1 i ~~I ' ' eo ,. '1£1< t 2' SPJONC I.IOI f I ii--H :;m PE 2' SPAONC ........ f gt ~) r 2• Pl'C VEJiT Pl'E '"1li W A>llJ 1/4" HOl£ OH OhE PIPE PER SECTIOH 2' MINUAI' •• GROUND SURFACE DISPERSAL LINE 9. L.mOSCAPIHG IS THE R£SPONS101UTY Of' lH£ OWHER ELEVATION 1-ile Information Sheet Revisions Colorado Deportment of Transportation At:. Constructed DRIP IRRIGATION FIELD Project Na./Code I V'9'IUOll ucu: 07/17/00 -c..w = Lmt Wodificotian Oatc: o81oe100 -"-" = R5i7@l ~ ' """"""' No~ DETAILS c 0702-225 = 0 ~Sir9'l , .. """' C:\205806\C.AOO .. ci.-ood ~ Colorgdo !1601-280 tlraWig fie *""= OETO!«l1.DWG = ire-S -Ptloilt: 970-90-7629 FAX: 970-~3&60 -BAIR RANCH RESr JS1EJ. OWS 1J10J .lead V.. Rl'4 """ N.T.S. -·-· = Region 3 K.E.P. --·--5 I I I I I I 'I I I I I I I I I I I I I . . ~CHURCH & Associates, Inc. ENGINEERS & GEa.oGISTS -··I RECE\VEO JUL 0 8 2002 DENVER 4501 Wadsworth Boolevard Wheal Ridge, CO 80033 303.463.9317 CASTLE ROCK 599 Topeka Way, Suite 200 Casile Rock, CO 80104 303.660.4358 EVERGREEN P.O. Box 759 Pine, CO 80470 303.816.1455 LOVELAND 2335 W. 8th Streat Loveland, CO 80537 970.663.2124 I I I I I I I I I I I I I I I I I I I k>.f?HURCH & Associates, Inc. Job No. 12794 ENGINEERS & GEOLOGISTS Onsite Wastewater System Design Report with Technical Specifications Grizzly Creek Rest Area Garfield County, Colorado Prepared for: Washington Group Attn: Chad Crager P.O. Drawer 309 Glenwood Springs, Colorado 81602 May 3, 2002 Revised: June 14, 2002 DENVER 4501 Wadsworth Boulevard Wheat Ridge, CO 80033 303.463.9317 Fax: 303.463.9321 I I I I I I I I I I I I I I I I I I I • TABLE OF CONTENTS SCOPE SITE DESCRIPTION PROPOSED TREATMENT SYSTEM DESIGN CRITERIA Preliminary Discharge Limits Estimated Wastewater Flow GRINDER PUMPS SEPTIC TANKS RECIRCULATION TANK TEXTILE PACKED-BED FILTER DISINFECTION SYSTEM ELECTRICAL REQUIREMENTS FLOW MONITORING CONSTRUCTION OPERATION AND MAINTENANCE PRIMARY REFERENCES LIMITATIONS APPENDICES APPENDIX A -PRELIMINARY DISCHARGE LIMITS APPENDIX B-PUMP SIZING DATA APPENDIX C-TECHNICAL SPECIFICATIONS TECHNICAL SHEETS SHEET 1 -Title Page SHEET 2 -Onsite Wastewater System Location SHEET 3 -Packed-Bed Filter System Layout SHEET 4 -Packed-Bed Filter Treatment System Plan SHEET 5 -Packed-Bed Filter Treatment System Details SHEET 6 -Ultraviolet Disinfection System Schematic SHEET 7 -Ultraviolet Disinfection System Details SHEET 8 -Packed-Bed Filter System Profile SHEET 9 -Septic Tank No. 2 Details SHEET I 0 -Recirculation Tank Details I I I I I 2 2 2 2 3 3 4 4 4 4 5 5 -------------------- I I I I I I I I I I I I I I I I I I I SCOPE Onsite Wastewater System Job No. 12794 Page I This report presents design infonnation for the proposed wastewater treatment facilities ( onsite wastewater system) for Grizzly Creek Rest Area, located in Glenwood Canyon, Garfield County, Colorado. This design has been prepared based to the Engineering Report and Site Application #4603 dated on April 22, 2002. A request to Amend a Site Application is provided to change the Average Daily Flow Capacity from 0.005mgd to 0.0036mgd under separate cover. SITE DESCRIPTION The Grizzly Creek Rest Area is located within Glenwood Canyon, in the Northwest Y. of Section 5, Township 6 South, Range 89 West in the 61h P.M, on the north side of the Colorado River. The rest area is currently served by onsite water and wastewater systems. The wastewater system was designed and installed in 1990 with composting toilets and effluent discharge to four drain fields. The base reference geologic map for the area is the Geologic Map of the Glenwood Springs Quadrangle, Garfield County, Colorado, Colorado Geologic Survey Map Series 31-1156. The rest area is located on a gentle south-facing slope, underlain by stream-channel, floodplain, and low-terrace deposits. The area has variable depths of fill at the surface associated with the construction of!-70 through Glenwood Canyon. PROPOSED TREATMENT SYSTEM The proposed wastewater system will consist of two septic tanks receiving raw sewage from the existing rest area restrooms. Screened effluent from the septic tanks will flow by gravity to a recirculation tank were effluent pumps will dose the surface of twelve textile packed-bed filters (PBF). The treated effluent is directed to an ultraviolet (UV) disinfection system before discharge to the Colorado River. DESIGN CRITERIA Preliminary Discharge Limits The wastewater treatment system will have surface discharge into Segment 3 of the Upper Colorado River Sub-basin within the NWl/4 of Section 5, T6S, R89W, of the 6'h P.M .. The stream classification is Aquatic Life, Class I (Cold), Recreation Class la, Agriculture, and-Water Supply. Preliminary limits have been established by the CDPHE Water Quality Control Division and presented in a letter dated January 29, 2002 (see appendix A). The following limits were determined: BODs, mg/I BOD 5 , % removal TSS, mg/I TSS, % removal pH, s.u. Fecal Coliform, org./100 ml Total Residual Chlorine, mg/I 30 (30-day average), 45 (7-day maximum) 85% (30-day average) 30 (30-day average), 45 (7-day maximum) 85% (30-day average) 6.5-9.0 (minimum-maximum) 6,000 (30-day average), 12,000 (7-day average) 0.5 (daily maximum) I I I I I I I I I I I I I I I I I I I -----------------------------------------------~~~~~~~~~~~~~~~~~~ Estimated Wastewater Flows Onsite Wastewater System Job No .. 12794 Page 2 Wastewater flows have been estimated by monitoring the current use of Grizzly Creek Rest Area and adjusting the per person wastewater generation according to the use at No Name rest area, which is similar to what the Grizzly Creek Rest Area will be when remodeled. See Report for Site Application Approval dated November 12, 2001. A design flow of 3600 GPD is used as the basis for this design. GRINDER PUMPS The current wastewater system uses a 2.0 HP, 230-volt Hydromatic grinder pump to deliver composting toilet effluent to the existing septic tank. The current grinder pump and 2-inch effluent line from the rest area building to the existing septic tank will not be changed. A spare pump is to remain on site in the event that the existing grinder pump malfunctions. SEPTIC TANKS In accordance with the CDPHE ISDS Guidelines, the septic tank capacity shall provide for retention of incoming sewage for 30 hours. At 3600 GPD, the capacity is calculated as: CAP A CITY: 3600 GPD X 1.25 day retention= 4500 GALLONS REQUIRED However, this type of facility will have toilets as the primary wastewater generator. Toilet paper builds up at a rate greater than it can be digested, which dramatically decreases the effective volume of the septic tank. According· to reference literature and manufacturers recommenda- tions, sizing the septic tank at approximately 4 times the design flow will allow for additional settling and anaerobic digestion, as well as less frequent pumping. Therefore, we recommend using the existing 3,000-gallon septic tank, along with a new 15,000-gallons two-compartment septic tank. The new 15,000-gallon tank will be equipped with access manholes for scum and sludge level measuring and pumping. In addition, septic tank no. 2 (new 15,000-gallon tank) will be equipped with two, 12-inch diameter, effluent filters at the outlet. RECIRCULATION TANK In accordance with referenced literature, the recirculation tank is to be sized at one times the average daily flow. A minimum tank capacity is 3600 gallons. We propose the installation of one 5,000-gallon tank. One duplex pump system is to be located in the recirculation tank, and controlled by a programmable timer in the control panel. An alternating relay in the panel will sequence the pumps. Each of the pumps will have an approximate capacity of 38.5 GPM (see Appendix B). Pump timer settings will be adjusted to provide a recirculation ratio of5:1 through the textile PBF. With monitoring of influent flows, the timer can be adjusted to accommodate the actual wastewater flows. I I I I I I I I I I I I I I I I I I I TEXTILE PAKED-BED FILTERS Onsite Wastewater System Job No'. 12794 Page 3 In accordance with referenced literature, septic tank effluent is to be applied to the PBFs at an . equivalent rate between 10 and 40 GPD/ft2 • Although typically based on an average dailf flow, the proposed textile filter size will be based on an application rate of 15 GPD/ft . This conservative design will increase the nitrification capabilities of the textile PBF. Each textile filter module has 20 square feet of surface area. AREA REQUIRED= 3600 GPD + 15 GPD per ft 2 + 20 ft 2/module =TWELVE Modules We are proposing twelve PBF modules for a total area of 240 ft 2 . Each module is 2.6 feet thick with an underdrain pipe below the textile media for effluent collection. Effluent will be distributed across the surface of the filters with a small diameter, pressure distribution system. The filters will be alternately dosed on the order of 1-2 minutes per dose to provide the ''micro dosing" necessary to reduce peak flows and provide a high level of nitrification and organic removal. As stated previously, the system will be set to pass the septic tank effluent through the filter five times prior to discharge to the disinfection system. It has been agreed to that when flows are less than 3000 GPD, the PBF can be loaded at a higher· rate to determine higher loading rate performance of the system. If the higher loading provides the required treatment, future expansion of the facility may be allowed and other facility may be designed at the higher loading rate. DISINFECTION SYSTEM We propose the use of ultraviolet (UV) disinfection prior to discharge to surface water. This type of non-chemical disinfection is proposed to eliminate the discharge of chemicals and/or their byproduct to the surface water. The UV unit will be housed in a small shed (designed by others) located near the treatment system. The ultraviolet light dosing will be sized to provide greater than 99.9% bacterial reduction with a fecal coliform count of less than 200 per 100 ml. This is less than the 6,000 per 100 ml allowed by the preliminary discharge limits. Two UV units· are to be operated in series. The UV units selected are rated at a maximum capacity of 40 GPM each (80 GPM total). The effluent pumps serving the textile filters have been sized to deliver 42 GPM each. If both pumps were activated at once (an unusual peak event), then the flow rate to the textile filters would be 84 GPM. When the splitter valve buoy is fully seated, 20% of the return flow is discharged to the disinfection unit. Therefore, the maximum flow rate to the UV disinfection unit is (0.20) • (84 GPM) = 16.8 GPM. Toilet waste will be the predominant source for wastewater flows and the rest area. Based on engineering experience, high strength wastes of this type·can result in filter that is darker in color than from a typical waste source. For this darker colored effluent, the manufacturer recommends sizing of the UV unit at approximately twice the speeified size for a particular design flow. Since each UV bulb is rated at 40 GPM, redundancy exists to allow one bulb to unexpectedly malfunction. I I I I I I I I I I I I I I I I I I I Onsite Wastewater System Job No. 12794 Page 4 The UV system will be equipped with a monitoring system to warn of a bulb failure. One spare UV bulb is to be kept onsite at all times. The UV system should be housed in a 10-foot by 10- foot building to be designed by others. ELECTRICAL REQUIREMENTS The electrical components for the pumping systems and UV disinfection system are to be located within the UV building. The specific voltage requirements for individual components are presented in attached Sheet 8, Packed-Bed Filter System Profile and in Appendix C, Technical Specifications. · FLOW MONITORING Influent flow monitoring from such small, highly variable flows is problematic, Since the seasonal use of the rest area will fluctuate, we propose influent flow monitoring to be from the building water system. We recommend a cumulative flow meter be installed on the well serving the rest area building. Meter readings from the odometer-type totalizer meter are to be recorded weekly. We propose effluent flow monitoring be performed with the use of another cumulative flow meter down gradient from the disinfection unit. Meter readings from the odometer-type totalizer are to be recorded weekly. CONSTRUCTION In addition to the installation of wastewater system components as detailed in this report, the contractor will be responsible for the extension of electrical and water service to the wastewater treatment system. Electrical and water supply details are to be designed by others. All wiring is to be completed by a licensed electrician in accordance national and local codes. A pre-construction meeting is to take place at the site with the Contractor, the Washington Group, CHURCH & Associates, Inc., and Health Department representatives as applicable. At this time, additional project details will be discussed. Details include: exact wastewater system component elevations, locations, time estimates for completion of various phases of the project, and installation observations by CHURCH & Associates, Inc. Upon completion of the installation of the treatment system, the site is to be returned to its original condition as much as practical. Disturbed drive and parking areas are to be resurfaced to existing conditions. Final grading is to be performed to minimize ruts or berms and to provide positive drainage away from wastewater system components. Excess debris, stumps, piping, construction lumber, etc. are to be hauled offsite and disposed of by the contractor. OPERATION AND MAINTENANCE Operation and maintenance manuals are to be provided by equipment suppliers upon completion of the project. I I I I I I I I I I I I I I I I I I I ~~~~~~~~~~------------------------------ PRIMARY REFERENCES Onsite Wastewater System Job No. 12794 Page5 Design Criteria Considered in the Review of Wastewater Treatment Facilities, Policy 96-1, Colorado Department of Public Health and Environment, Water Quality Control Commission, Expiration Date: May 31, 2002. Guidelines on Individual Sewage Disposal Systems, Revised 2000, Colorado Department of Public Health and Environment. Septic Tank Sizes for Large Flows, T. R. Bounds, P.E., Orenco Systems, Inc. Design Criteria for AdvanTexrM Treatment Systems, Orenco Systems, Inc. Suggested Specifications and Product Data Sheets, Orenco Systems, Inc. Small and Decentralized Wastewater Management Systems, Ron Crites and George Tchobanoglous, The McGraw-Hill Companies, Inc., 1998. LIMITATIONS Our investigation, layout, design and recommendations are based on the data presented in the information contained herein. If conditions considerably different from those described in this report are encountered, we should be notified to evaluate the changes to the proposed wastewater system. We should be notified to approve any site-specific changes made during construction of the treatment system. 1 unbound, 1 bound copy sent Copies to: CO Dept. of Health, Attn: D. Watson, 222 S. fJ" St., Rm. 232, Grand Junction, CO 81501 (2 copies) Garfield County Health Department, Arno Ehlers, 109 8th St., Suite 303, Glenwood Springs, CO 81601 SCG Enterprises, Inc., Erik Hamilton, 4420-B Allison Street, Wheat Ridge, CO 80303 Turner Collie & Braden, Inc., Attn: Joe Bair, 1319 Grand Avenue, Glenwood Springs, CO 81601 ---------- I I I I ! I I I I I I I I I I I I I I I JOB NO. 12794 APPENDIX A PRELIMINARY EFFLUENT LIMITS ,, i I I ii I I I I I I I I I I I I I I I .su1:oweris, G.ov.e._frior Jane E. ·-,Norton, -~X~_c.Oti~e_:Director . -· ' - -' ' -· Dedicated ·(9. prf!fectffig <if!d -i~pfpvf (lg'. r~,t; i1_¢a.'i~9·. -ill!/t~n:Yf t?~rlJ-~rl( li.{t6~.pe0ple, 9f( dlor~do -<1~00 : Cheqy 'sre_~k __ pr.: $:· -:~~r~ti?w ~n4.:-~a;~i.at.!Ph .. _S~fy_i ce.s· :_Di,V~$.iPJl D~nver, Coloradi;.60246-1530 8100 Lbr'ry~lv(J, .· ·.. ; \ .· · · ~hone(3q.'IF692'2doo • ()enver, Col0 ta~o802W,6~~8 TOD Line (303)~~1·{70() (303)6$2-3090 . Located .in .Glendale, Colo,ra.do hti:p1/www:¢dphe.state."co.iJs January 29, 2002 Edward Church, P.E. Church and Associates, Inc. 4501 Wadsworth Blvd. Wheat Ridge, CO 80033 RE: Proposed Grizzly Creek Rest Area, Garfield County Dear Mr. Church: o .• ;p·co~····.·· .. •··· 11 " ;! ~ * ~:, . ~ ' -87!3 Cofotadq Dep#il!ffi,t !?f PublitHe:il\li andEnvirorunent · · The Colorado Department of Public .Health and Environment, Water Quality Control Division, has completed your request for preliminary effluent limits (PELs) for the proposed Grizzly Creek Rest Area's wastewater treatment plant (WWTP). Your current proposal is for a WWTP with a hydraulic design capacity of 0.005 million gallons per day (MGD). This proposed facility would discharge into the Colorado River in the NW Y. of Section 5,Township 6 South, Range 89 West of the 6th P.M. in Garfield County. This portion of the Colorado River is identified as stream segment COUCUC03, which means the Upper Colorado River Basin, Upper Colorado River Subbasin, Stream Segnient 3. This stream segment is composed of the "Mainstem of the Colorado River from the outlet of Lake Granby to the confluence with the Roaring Fork River." These identifications are found in the Classification and Numeric Standards for Upper Colorado River Basin and North Platte River (Planning Region 12). Effluent limits for specific constituents are based on the type of permit a facility will require after construction. The Grizzly Creek Rest Area WWTP may be covered by a general permit. The preliminary effluent limitations were developed for the Grizzly Creek Rest Area WWTP based on effluent limits established in the Regulations for Effluent Limitations for a WWTP consisting of a mechanical wastewater treatment process, as well as the water quality-based effluent limits necessary for protection of the water quality of the Colorado River. A PELs evaluation is attached to document the findings and decisions that were used to derive the PELs in Table 1. I I I I I I I I I I I I I I I I I I I Proposed Grizzly Creek Rest Area Edward Church I'!-Jluary 29, 2002 Page2 BODs(mg!l) BODs (% removal) TSS, mechanical plant (mg/I) TSS, mechanical plant only(% removal) TSS aerated lagoon system (mg/I) Oil and Grease (mg/I) . pH (s.u.) Fecal Coliform ( organisms/100 ml) Total Residual Chlorine (mg/I) 45 (7-day average), 30 (30-day average) . 85 (30-day average) 45 (7-day average), 30 (30-day average) 85 (30-day average) 75 (7-day average), 110 (30-day average) 10 (maximum) 6.5-9.0 (minimum-maximum) 12,000 (7-day average), 6,000 (30-day average) 0.5 (maximum) The limitations in Table 1 apply to all the hydraulic capacities requested. If you have any questions regarding this matter, please contact me at (303) 692-3614. Sincerely, Karen Young Environmental Protection Specialist Permits Unit, Water Quality Protection Section Water Quality Control Division ENCLOSURE cc: Local Health Department Dwain Watson, District Engineer, Grand Junction Office Tom Bennett, Drinking Water arid Wastewater Technical Services Garfield County File · · , I I I I I I I I I I I I I I I I I I I Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL Nam_e of Facility County WBID -Stream Segment Classifications Designation I. Introduction WATER QUALITY ASSESSMENT THE COLORADO RlvER GRIZZLY CREEK REST AREA WWTF TableA-1 Assessment Summary Grizzly Creek Rest Area WWTF Garfield Upper Colorado River Basin, Upper Colorado River Sub-basin, Stream Segment 03: Mainstem of the Colorado River from the outlet of Lake Granby to the confluence with the Roaring Fork River. . COUCUC03 Cold Water Aquatic Life Class 1 Class 1 a Existing Primary Contact Recreation Agriculture Water Supply Undesignated The water quality assessment (WQA) of the Colorado River near the Grizzly Creek Rest Area Wastewater Treatment Facility (WWTF) was developed for the Colorado Department of Public Health and Environment (CDPHE) Water Quality Control Division (WQCD). The WQA was prepared for Preliminary Effluent Limits (PEL) to facilitate issuance of the Colorado Discharge Permit System (CDPS) permit for the Grizzly Creek Rest Area WWTF, and is intended to determine the assimilative capacities available to the Grizzly Creek Rest Area WWTF for pollutants found to be of concern. Figure 1 on the following page contains a map of the study area evaluated as part of this WQA. The Grizzly Creek Rest Area WWTF discharges to the Colorado River. The ratio of the low flow of the Colorado River to the Grizzly Creek Rest Area WWTF design flow is 87922: 1. · The nearest upstream and downstream faci1itles~had ho impact on the assimilative capacities avililable to the Grizzly Creek Rest Area WWTF. ·Analyses thus indicate that assimilative capacities are very large. Information used in this assessment includes data gathered from the WQCD Station 46, located 15 miles upstream of the WWTF outfall on the Colorado near Dotsero. The data used in the assessment consist of the best information available at the time of preparation of this PEL analysis. - Appendix A Page 1of10 E.O. 112512002 I I I I I I I I I I I I I I I I I I I Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL Figure 1 II. Water Quality The Grizzly Creek Rest Area WWTF discharges to COUCUC03. This segment is composed of the "Mainstem of the Colorado River from the outlet of Lake Granby to the confluence with the Roaring Fork River." Stream segment COUCUC03 is classified for Cold Water Aquatic Life Class 1, Class 1 a Existing Primary Contact Recreation, Agriculture, and Water Supply. The standards in Table A-2 have been assigned to stream segment COUCUC03 in accordance with the Classifications and Numeric Standards for Upper Colorado River Basin and North Platte River Basin (Planning Region 12). Appendix A Page 2of10 E.0. 1125/2002 I I I I I I I I I I I I I I I I I I I Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL ·TableA-2 In-stream Standards for Stream Segment COUCUC03 Un-ionized ammonia acute= TVS Un-ionized ammonia chronic = 0.02 mg/I - Chlorine acute= 0.019 mg/I Chlorine chronic= 0.011 mg/I Free Cyanide acute= 0.005 mg/I Sulfide chronic= 0.002 mg/I Boron chronic= 0.75 mg/I Nitrite= 1 mg/I Nitrate = 10 mg/I Chloride chronic= 250 mg/I Sulfate chronic= 250 mg/I Total Recoverable Arsenic acute~ 50 ug/l Dissolved Cadmium acute for trout and Dissolved Cadmium chronic = TVS Total Recoverable Trivalent Chromium acute= 50 ug/l Dissolved Trivalent Chromium acute and chronic= TVS Dissolved Hexavalent Chromium acute and chronic= TVS Dissolved Copper acute and chronic = TVS Dissolved Iron chronic= 300 ug/l- Total Recoverable Iron chronic= 1000 ug/l Dissolved Lead acute and chronic = TVS Dissol_ved Manganese chronic = 50 ·ug/l Dissolved Manganese acute= TVS Total Mercury chronic= 0.01 ug/l Dissolved Nickel acute and chronic = TVS Dissolved Selenium acute and chronic= TVS Dissolved Silver acute and Dissolved Silver chronic for trout= TVS Dissolved Zinc acute and chronic = TVS Standards for metals are generally shown in the regulations as.Table Value Standards (TVS), and these often must be derived from equations that depend on the receiving stream hardness and species· . - offish present. The mean t<;>tal hardness (as CaC03) of the available upstream data was used in calculating the metals TVS. The mean hardness was computed to be 123 mg/I based on sampling data from WQCD station number 46 (Colorado River a@ Dotsero) located on the Colorado River 15 miles upstream of Grizzly Creek Rest Area I: This mean was calculated from 37 hardness samples collected between 1993 and 1998. This hardness value and the formulas contained in the TVS were used to calculate the in-stream water quality standards for metals with the results shown in Table A-3. Appendix A Page 3of10 E.O. 1125/2002 I I I I I I I I I I I I I I I I I I I Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL Table A-2 Site-Specific Water Quality Standards Calculated Using the Following Value for Hardness as CaC0 3 : 123 mg/I Acute 5 ug/l [1.13 66 7-0.041 841n(hardness))[ e (Ll28(1n(h•rd11c11))-3.6867)J Cadmium, Dissolved Trout 4.60 ug/! [ 1.13 667-0.041841n(ha·rdness)] [ e (J.128(ln(hardncss))·3.828)J C·hfonic 2.60 ug/l. [I 10167-0 .04 l 84ln(hardnesS)] [e.(0.7152(ln(hardncu))·2.715)J Trivalent Chromium, Acute 675 ug/l · e (0.8 I 9(111(h1rdne11))+2.S736) Dissolved Chronic 88.0 ug/! e (0.819(1n(hardncn)~+0.5340) Hexavalent Chromium, Acute 16 ug/l Numeric standards provided, formula not applicable Dissolved Chronic 11 ug/! Numeric standards provided, formula not applicable Copper, Diss~lved Acute 16.0 ug/l e (0.9422(ln(hardncu~j-J. 7408) Chronic lI .0 ug/l e (0.8S4S(ln(hardneu))·l .7428) Lead, Dissolved Acute 81.0 ug/I (1.46203-0 .145 7 l 21n(hardness)][e (1.273(Jn(hardneu))·l.4 6JJ Chronic 3.20 ug/l [ 1.462 03-0.14 5712ln(bardness)] [ e (1.273(ln(hardneu))-4.70S)J Manganese Acute 3199 ug/l e (0.333J(ln(hardnns))+6.4676) .Chronic 1767 ug/l e (0.333 !(ln(hardneu))+S.8743) Nickel, Dissolved Acute 558 ug/l e (0.846(1n(h1rdnn1))+2.2S3) Chronic 62.0 ug/l e (0.846(1n(hardnns))+O.OSS4) Selenium, Dissolved Acute 18 ug/l Numeric standards provided, formula not applicable· I Chronic 4.6 ug/l Numeric standards 'provided: formula no~ a plicahle Acute 2.900 ug/l % e (l.72(ln(hudneu))·6:S2) Silver, Dissolved Trout 0.1100 ug/l e (1.72(ln(hudneu))·l0.SJ} Chronic 0:4600 ug/l e (l.72(ln(hlldneu))-9.06) Uranium, Dissolved Acute 3018 ug/l e {I. I 02 l (ln(hudness))+2.70U) Chronic 1885 ug/l e (I .I 021(ln(hardneu))+2.23 82) Zinc, Dissolv'ed Acute 140 ug/l e (0.!473(1n(h11dne11))+0.86l8) Chronic 141 ug/! e (0.!473(1n(hudneu))+0.8699) Ambient Water Quality The WQCD evaluates ambient water quality based on a variety of statistical methods as prescribed in Section 31.8(2)(a)(i) and 31.8(2)(b)(i)(B) of the Colorado Department of Public Health and Environment Water Quality Control Commission Regulation No. 31. Ambient water quality is evaluated in this PEL analysis for use in determining assimilative capacities and in completing anti degradation reviews for pollutants of concern. Appendix A Page 4 oflO E.0. 112512002 I I I I I I I I I I I I I I I I I I I Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL To conduct an assessment of the ambient water quality upstream of the Grizzly Creek Rest Area WWTF, data were gathered from WQCD water quality station 46 located approximately 15 miles upstream from the facility. Data were available for a period ofrecord from October 1995 through September 2000. Data from this source were used to reflect upstream water quality. All parameters were found to be well within the assigned standards. These data are summarized in Table A-4. TableA-4 . Ambient Water Quality for the Colorado River '. ·~ DO (mg/1) pH (su) 7.8 8.2 8.4 8.1 6.5-9 Fecal Coliform (#/100 ml) 33 3 4 43 I 0 200 Hardness (mg/] CaC03) 37 100 120 136 123 NA A I, Dis (u /I) 17 0 0 45 .19 87 As, Tree (ug/l)-17 0 0 0 0 NA Cd, Dis (ug/I) 37 0 0 0 0.077 2.6 Cu, Dis (ug/1) 37 0 0 0.42 0.54 11 Fe, ·Tree ug/I) 31 54 240 905 507 1000 Pb, Dis (ug/I) 17 0 0 0 0.018 3 .2 Mn, Dis (ug/I) 37 6.4 9 I 3 I 3 50 Sc, Dis (ug/I) 16 0 0 0.53 0.29 4.6 Ag, Dis ug/I 36 0 0 0 0 0.11 Zn, Dis (u /I) 37 0 .0 0 2 .4 . 141 TRC (m /I) 42 0 0 0 0 0.011 E. Coli, {#/100 ml) 9 9 9 9 126 Nitrate (m /1) 37 0 0 0 0.03 10 Nitratc+Nitrite (mg/I) 37 0 0 0 0.03 NA NH 3 , Unionized (mg/1) 29 0.00076 0.0025 0.0093 0.004 0.02 III. Water Quantity The Colorado Regulations specify the use of!ow flow conditions when establishing water quality · based effluent limitations, specifically the acute and chronic low flows. The acute low flow, referred to as 1E3, represents the one-day low flow recurring in a three-year interval. The chronic low flow, 30E3, represents the 30-day average low flow recurring in a three-year interval. Low Flow Analysis To determine the low flows available to the Grizzly Creek Rest Area WWTF, USGS gage station 09070500 (Colorado River near Dotsero, CO) was used. This flow gage provides a representative Appendix A Page 5of10 E.O. 1125/2002 I I I I I I I I I I I I I I I I I I I ------------ Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL measurement of the upstream flow because there are no diversions or confluence of significance between the flow gage and the facility. Daily flows from the USGS Gage Station 09070500 (Colorado River near Dotsero, CO) were obtaif1:ed and the annual· 1E3 and 30E3 low flows were calculated using U.S. Environmental Protection Agency (EPA) DFLOW software. The output from DFLOW provides calculated acute and du·onic low flows for each month. Flow data from January 1, 1990 through September 30, 2000 were available from the gage station. The gage station and time frames were deemed representative of current flows and were therefore used in this analysis. Based on the low flow analysis described previously, the upstream low flows available to the Grizzly Creek Rest Area WWTF were calculated and are presented in Table A-5. TableA-5 Low Flows for the Colorado River at the Grizzly Creek Rest Area WWTF 1E3 Acute 30E3 Chronic 473 474 564 572 732 1091 1231 1091 1200 950 794 550 473 677 677. 677 677 685 1144 1332 1275 1106 854 726 678 677 IV. Technical Analysis In-stream background data and low flows evaluated in Sections II and ill are ultimately used to determine the assimilative capacity of the Colorado River near the Grizzly Creek Rest Area WWTF for pollutants of concern. For all parameters except amp10nia a technical analysis of stream assimilation capacity uses the annual low flow (lowest of the monthly low flows) as calculated in the low flow analysis. For ammonia, it is the standard procedure to determine assimilative capacities for each month using the monthly low flows calculated in the low. flow analysis, as the regulations allow the use of seasonal flows when establishing assimilative capacities. The assimilative capacity analysis consists of steady-state mass-balance calculations for most pollutants, and modeling for other pollutants such as ammonia. A mass-balance equation is used to calculate the maximum allowable concentration of pollutants in the effluent, and accounts for the upstream concentration of a pollutant at the existing quality, critical low flow (minimal dilution), effluent flow and the water quality standard. The mass-balance equation is expressed as: Appendix A Page 6of10 E.0. 112512002 I I 1 I I I I I I I I I I I I I I I I I Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL where: M, = M,Q,-M1Q1 Q2 Q1 =Upstream low flow (1E3 or 30E3) Q2 =Average daily effluent flow (design capacity) Q3 = Downstream flow (Q1 + Q2) M 1 = In-stream background pollutant concentrations at the mean M 2 = Calculated maximum allowable effluent pollutant concentration . M 3 =Maximum allowable in-stream pollutant concentration (water quality standards) Pollutants of Concern The following parameters were identified by the WQCD as pollutants of concern for this facility: • Total Ammonia • Fecal Coliform • Total Residual Chlorine. • PH • TSS • BOD, • Oil and Grease There are no numeric in-stream water quality standards for BOD,, TSS, and oil and grease. Thus, assimilative capacities for these parameters are not calculated in the PEL assessment. Appropriate effluent limitations for these parameters will be set by CDPS effluent limit guidelines. Based upon the size of the discharge, the lack of industrial contributors, dilution provided by the receiving stream and the fact that no unusually high metals concentrations are expected to be found in the wastewater effluent, metals are not evaluated further in this water quality assessment. Grizzly Creek Rest Area WWTF: The Grizzly Creek Rest Area WWTF is located at NWl/4 . Section 5, T6S, R89W, 6th P.M. in Garfield County. The current design capacity of the facility is 0.005 MGD (0.008 cfs). Wastewater treatment is proposed to be accomplished using a mechanical wastewater treatment process. The technical analyses that follow include assessments of the assimilative capacity based on this design capacity. Nearby Sources An assessment of nearby facilities based on WQCD's Permit Tracking System database found 2 current dischargers to the Colorado River in Glenwood Springs downstream of the Grizzly Creek Rest Area. The City of Glenwood Springs WWTF (C0-0020516) and Glenwood Hot Springs (C0- 0000141 ), and 2 other proposed CDOT rest area discharges upstream of the Grizzly Creek Rest Area· (see Fig. 1). There are current instream temperature standards and effluent temperature limit guidelines being discussed by a workgroup of the WQCD. This may effect the Glenwood Hot · Springs effluent limits, but the Grizzly Creek Rest Area discharge will not effect these issqes. Because of the large available dilution, domestic nature of the other facilities discharges, and the fact . Appendix A Page 7of10 E.0. 112512002 I I I I I I I I I I I I I I I I I I I Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL that other facilities are located far enough away from the proposed Grizzly Creek Rest Area WWTF, these facilities were not further considered in this analysis. Based on current available information, there is no indication that non-point sources were a significant source of pollutants of concern in this area. Any upstream non-point sources were considered in the assessment of the upstream water quality. Chlorine: The mass-balance equation was used to determine the assimilative capacity for chlorine. There are no point sources discharging total residual chlorine within one mile of the Grizzly Creek· Rest Area WWTF. Because chlorine is rapidly oxidized, in-strean1 levels of residual chlorine are detected only for a short distance below a so~rrce. Ambient chlorine was therefore assumed to be zero. Using the mass-balance equation provided in the beginning of Section IV, the acute and chronic low flows set out in Section Ill, the chlorine background concentration of zero as discussed above, and the in-stream standards for chlorine shown in Section II, assimilative capacities for chlorine were calculated. The data used and the resulting calculations of the allowable discharge concentration, Parameter Q1 (cft) Qi (cft) Q 3 (cfs) M1 (mg/I) M 3 (mg/I) M 2 (mg!/) Acute Chlorine 473 0.01 473 0 0 1167 Chronic Chlorine 677 0.01 677 0 0 967 M 2 , are set forth below. Fecal Coliform: There are no point sources discharging fecal colifonn within one mile of the Grizzly Creek Rest Area WWTF. Thus, fecal coliform assimilative capacities were evaluated separately. It is the standard approach of the WQCD to perform a mass-balance check to determine if fecal coliform standards are exceeded. WQCD procedure specifies that checks are conducted using only the chronic low flow as set out in Section III. Using the mass-balance equation provided in the beginning of Section IV, the background concentration contained in Section II, and the in-stream standards for fecal coliform shown in Section II, checks for fecal coliform were conducted. The data used and the resulting calculations of the allowable discharge concentration, M 2, are set forth below. . Parameter QI (cft) Qi (cfs) Q 3 (cfs) M1 (#/JOO . M 3 (#/JOO M 2 (#!JOO ml) ml) ml) Fecal Coliform 677.00 0.01 677.0 10 200 16,705,395 Ammonia: Anlmonia is present in the aqueous environment in both ionized and un-ionized forms. It is the un-ionized form which is toxic and which is addressed by water quality standards. The proportion of total animonia present in un-ionized form in the receiving stream is a fimction of the Appendix A Page 8 oflO E.O. 1125/2002 I I I I I I I I I I I I I I I I I I I I . . Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL combined upstream and effiuent ammonia concentrations, and the pH and temperature of the effiuent and receiving stream, combined. Using the mass-balance equation provided in the beginning of Section IV, the acute and chronic low flows set out in Section m, the mean ammonia background concentration shown in Section II, and the in-stream standards found in the Colorado Total Maximum Daily Load and Wasteload Allocation Guidance and the CDPS Summary of Rationale General Permit/or Domestic Wastewater Treatment Facilities that D.ischarge to Receiving Waters with a Chronic Low Flow: Design Flow Ratio of 100: 1 or Greater for M,, assimilative capacities for chronic total ammonia were calculated. The data used and the resulting calculation& ·of the allowable discharge concentration, M,, are contained in Table A-6 .. TableA-6 Ammonia Assimilative Capacities for the Colorado River at the Grizzly Creek Rest Area WWTF Design of0.005 MGD (0.008 cfs) ,, Tot (mg/I) Jan NH,, Tot (mg/I) Feb 0.01 NH,, Tot (mg/I) Mar 677.00 0.01 677.01 0.01 0.40 ,, Tot (mg/I) Apr 685.00 0.01 6S5.0l 0.01 0.40 ,, Tot (mg/I) May 1144.00 0.01 1144.01 0.01 0.30 ,, Tot (mg/I) Jun 1332.00 0.01 1332.01 0.01 0.30 NH,, Tot (mg/I) Jul 1275.00 0.01 1275.01 0.01 0.30 48,136 NH,, Tot (mg/I) Aug 1106.00 0.01 1106.01 0.01 0.30 41,755 NH,, Tot (mg/I) Sep 854.00 0.01 854.01 0.01 0.30 32,242 " Tot (mg/I) Oct 726.00 0.01 726.01 0.01 0.30 27,409 NH,. Tot (mg/I) Nov 678.00 0.01 678.01 0.01 0.30 25,59 NH,, Tot (mg/I) Dec 677.00 0.01 677.01 0.01 0.50 43,144 Appendix A Page9of10. E.O. 112512002 ------ I I I ,I I I I I I I I I I I I I I I I ------------- - - - - - - - - - - - - - - - - - - - - - - - - -. . Grizzly Creek Rest Area I WWTF Water Quality Assessment PEL V. Antidegradation Review As set out in The Basic Standards and Methodologies of Surface Water, Section 3 I .8(2)(b ), an antidegradation analysis is required except in cases where the receiving water is designated as ''Use Protected" where the full assimilative capacity of a receiving water may be used, or "Outstanding Waters" where no degradation of a receiving water is allowed. According to the Classifications and Numeric Standards for Upper Colorado River Basin and North Platte River Basin (Planning Region 12), stream segment COUCUC03 is Undesignated. Thus, an antidegradation review may be conducted for this segment if new or increased impacts are found to occur. However, the ratio of the flow of the Colorado River to the Grizzly Creek Rest Area WWTF design flow is 87922:1 at low flows. Section 31.8 (3)(c) specifies that the discharge of pollutants should not be considered to result in significant degradation of the reviewable waters ifthe flow rate is greater than 100: I dilution at low flow. Thus, condition 31.8(3)( c) of the regulations is met and no further antidegradation evaluation is necessary. VI. References Classifications and Numeric Standards for Upper Colorado River Basin and North Platte River Basin (Planning Region 12), Regulation No. 33, CDPHE, WQCC, Effective June 30, 2001. The Basic Standards and Methodologies for Surface Water, Regulation 31, CDPHE, Effective October 31, 2001. CDPS Summary of Rationale General Permit for Domestic Wastewater Treatment Facilities that . . Discharge to Receiving Waters with a Chronic Low Flow: Design Flow Ratio of 100: 1 or Greater, CDPS Permit COG-584000, Statewide, CDPHE, September 14, 1994. Antidegradation Significance Determination for New or Increased Water Quality Impacts, Procedural Guidance, WQCD, Version 1.0 2001. Appendix A Page 10of10 E.0. 1/25/2002 I I . I I I I I I I I I I I I I I I I JOB NO. 12794 I APPENDIXB PUMP SIZING DATA - - - - - - - - - - - - - - - - - --' Pump Selection for a Pressurized System Input Panmelers Orifice Size 118 Inches Residual Head at Last Orifice 2.0 feet Orifice Spacing 0.5 feet Number of Laterals per Cell 60 lateral Leng1h 6.8 feet l.aleral liie Size 0.75 Inches Lateral Pipe Class/Schedule 40 ~Valve Model 6606 Manifold Length 7.0 feet Manifold liie Size 1.00 Inches Manifold Pipe Class/Schedule 40 Lift to Manifold 10.0 feet Transport Length 75.0 feet Transport Line Size 2.00 Inches ~ ....::: Transport Pipe Class/Schedule 40 ::c Q Discharge Assembly Size 2.00 inches !::. FlowMeter None Inches 'Add-on' Friction Losses 0.0 feet : :c () Calculations e .. Minimum Flow Rate per Orifice 0.27 gpm Number of Orifices per Zone 140 Total Actual Flow Rate 38.5 gpm Number of Lines per Zone 10 c >o Q Oi -{!. % Flow Differential 1st and Last Orifice 1.7 % Lift to Manifold 10.0 feet Residual Head at Last Orifice 2.0 feet Head Loss it L.ateraJs 0.1 feet Head Loss Through Dlsbibuting Valve 12.6 feet Head Loss in Manifold 1.3 feet Head Loss In Transport Pipe 1.9 feet Head Loss Through Discharge 3.0 feet Head Loss Through Flow Meter 0.0 feet 'Add-on' Friction Losses o.o feet Total Flow Rate 38.5 gpm TOH 30.9 feet Grizzly Creek Rest Area Recirculatlon Pumps 160r-~~...,.~~~.-~~--,~~~-r-~~~.,....~~--. 40 Effluent Pumps 112 Hp to 1112 Hp 115/230 Voll, Single Phase 200/230/460/575 Voll, 3 Phase 60 Hertz 201 I ::::;;ooo1 I I I I .....,,,...,. I 0o 10 20 30 40 50 60 Net Discharge, gpm ~ ~ ... -...... -""" . _, CB Orenco Srstert lnco<pOl'ated 814AIRWAV AVENUE SUTHERLIN. OREGON 97'79-0012 TELEPHONE: 15411459-4449 FACSIMILE: (5411459-2894 I I I I I I I I I I I I I I I I I I I JOB NO. 12794 APPENDIXC TECHNICAL SPECIFICATIONS I I I I I I I I I I I I I I I I I I I --------------------------------------------------• • Table of Contents General Summary References Submittals Closeout Submittals Coordination Products Septic and Recirculation Tanks Connecting Pipe Materials Recirculation Pump System AdvanTex Materials Bedding Materials Disinfection System Electrical Requirements General Pumping System Disinfection System Other Requirements Installation Tank and Tank Bedding Connecting Piping Textile Filter Installation Field Quality Control Protection of Finished Work I I I I 2 2 3 3 3 4 4 4 4 5 5 5 5 5 6 6 I I I I I I I I I I I I I I I I I I I 1. I 1.2 1.3 1.4 RECIRCULATING PACKED-BED FILTER GENERAL SUMMARY A Section includes septic tank no. 2, recirculation tank, textile packed-bed filters, disinfection unit, and interconnecting piping. B All construction is to be in accordance with the installation requirements and recommendations of the equipment suppliers and manufacturers. C Installation contractor is to obtain all necessary local and state permits, and all construction is to be in accordance with applicable codes and regulations. REFERENCES A Design Criteria Considered in the Review of Wastewater Treatment Facilities, Policy 96-1, Colorado Department of Public Health and Environment, Water Quality Control Commission, Expiration Date: May 31, 2002. B Guidelines on Individual Sewage Disposal Systems, Revised 2000, Colorado Department of Public Health and Environment. C Septic Tank Sizes for Large Flows, T. R. Bounds, P .E., Orenco Systems, Inc. D Design Criteria for AdvanTex™ Treatment Systems, Orenco Systems, Inc. E Suggested Specifications and Product Data Sheets, Orenco Systems, Inc. F Installation Manual and Operating Guidelines, Xerxes Corporation SUBMITTALS A Shop Drawings: Indicate location and inverts of septic tank no. 2, recirculation tank, textile filter underdrain, and UV disinfection unit. B Product Data: Submit data on all manufactured products. C Manufacturer's Installation Instructions: Submit special procedures for all manufactured products. CLOSEOUTSUBMITTALS A Provide operation and maintenance manuals and warranty documents. I I I I I I I I I I I I I I I I I I I 1.5 PBF Technical Specifications Grizzly Creek Rest Area Page2 B Project Record Documents: Accurately record actual locations of inverts, buried pipe, components, and connections. COORDINATION A Construction observation requirements to be coordinated with the design engineer during a pre-construction meeting. B Coordinate the work with connection to sewer service piping. 2 PRODUCTS 2.1 SEPTIC AND RECIRCULATION TANKS A Manufacturers: B 1. Xerxes® Corporation -Distributed by SCG Enterprises, Inc. Wheat Ridge, Colorado. (888) 560-3334. 2. Orenco ® Systems, Inc. -Distributed by SCG Enterprises, Inc. Wheat Ridge, Colorado (888) 560-3334. Product Description: 1. Septic Tank No. 2-One 15,000 gallon, single-compartment fiberglass septic tank. The tank is to be 10-foot diameter and 29.5-foot long. The tank is to have a 4-inch schedule 40 PVC inlet and a 4-inch diameter schedule 40 PVC outlet. One 24-inch diameter manhole and one 30-inch diameter access opening are to be provided for maintenance. The tank is to be equipped with two septic tank effiuent filters (Orenco model# FT1254- 36AR) with slide rails installed at the septic tank outlet. 2. Access Risers -One 24-inch diameter, 24-inch high ribbed PVC access risers (RR2424) installed over 24-inch access opening. The risers are to be attached to the tank with two-part epoxy (ADHQ10) for a watertight connection. Gasketed fiberglass, bolt-down lids (FL24Gl4) are to be installed on the risers. One, 30-inch diameter, 24-inch high riser (RR3024) and lid (FL30GI4) is to be installed at the outlet manhole of septic tank No. 2. 3. Recirculation Tank -One 5,000 gallon, single compartment fiberglass septic tank. The tank is to be 8-foot diameter and 17. 7-foot long. The tank I I I I I I I I I I I I I I I I I I I 4. PBF Technical Specifications Grizzly Creek Rest Area Page 3 is to have a 4-inch schedule 40 PVC inlet. Three 30-inch diameter manhole openings are to be provided. Access Risers -Three 30-inch diameter, 24-inch high ribbed PVC access risers (RR3024) installed over the flow splitter valve (RSV4U) and 30-inch diameter access openings. The risers are to be attached to the tank with two-part epoxy (ADHQIO) for a watertight connection. Gasketed fiberglass, bolt-down lids (FL30GI4) are to be installed on the risers. 2.2 CONNECTING PIPE MATERIALS 2.3 2.4 A Plastic Pipe (PVC) -SDR 35; nominal diameter as specified. Solvent sealed joints. B · Fittings: Same material as pipe, tee bends, elbows, cleanouts, reducers, ends to suit pipe joint. RECIRCULATION PUMP SYSTEM A Manufacturer: I. Orenco ® Systems, Inc. -Distributed by SCG Enterprises, Inc. Wheat Ridge, Colorado (303) 463-9167. B Product Description: I. Recirculation Tank Efiluent Pumping System -The pump system is to consist of two, 230 Volt, single phase, turbine style efiluent pumps (P500512) with 2-inch discharge assemblies (HV200Ccw). The pumps are to be housed in screened vaults (PVU96-3024). Pump and alarm operation is controlled by three float switches (MF3A) and a duplex control panel (MVP-D) with a programmable timer, alternating relay, event counter, and elapsed time meter for each pump. Pump and float switch wiring splicing is to be done in a watertight manner in splice boxes (SB2, SB5) mounted inside the risers. ADV ANTEX MATERIALS A AdvanTex~ treatment systems are constructed and sold as a packaged system to include textile media, manifolds, perforated laterals, orifice shields, flushing valves and valve boxes, slotted underdrain piping, and containment unit (AX20I2). The treatment system shall include a fan assembly (RXVFA). I I I I I I I I I I I I I I I I I I I PBF Technical Specifications Grizzly Creek Rest Area Page4 B AdvanTex~ modules are to be alternately dosed with the use ofHydrotek automatic distributing valves (V6606A) housed in PVC ribbed risers (RR2412) with insulated, gasketed, bolt-down fiberglass lids (FL2412-4b ). 2.5 BEDDING MATERIALS A Bedding materials for connecting piping are to conform to Section * • of the Colorado Department of Transpiration (CDOT) Specifications for Class 1 Backfill. B Pea gravel having a minimum diameter of 1/8" and a maximum diameter ofY." is to be used as bedding materials for filter assemblies and the recirculation tank. Bedding and aggregate material is available locally -not provided by manufacturers listed in section 2.1.A. 2.6 DISINFECTION SYSTEM A Manufacturer: 1. Atlantic Ultraviolet -Distributed by SCG Enterprises, Inc., Wheat Ridge, Colorado, (888) 560-3334. B Product Description: I. The Ultraviolet (UV) disinfection system is to consist of two Sanitron'" (S2400B) UV purifier units with wiper blade. A Guardian™ system monitors germicidal lamp energy. 2. One replacement lamp (051311) is to be purchased and remain onsite. 3. Disinfection unit is to be housed.in a IO-foot by IO-foot building to be designed by others. 3 ELECTRICAL REQUIREMENTS 3.1 GENERAL A Electrical controls for the recirculation pump system, panel, disinfection unit, heater, and lights shall be located in the ultraviolet disinfection building. 3.2 PUMPING SYSTEM A Two, 230-volt, 20 amp circuits are required for the recirculation pumps. I I I I I I I I I I I I I I I I I I I 3.3 3.4 PBF Technical Specifications Grizzly Creek Rest Area Page 5 B One, 115-volt, 15 amp circuit is required for pump control panel. DISINFECTION SYSTEM A Two, 115-volt, 15 amp circuits are required for the ultraviolet light outlets. OTHER REQUIREMENTS A One, 115-volt, 15 amp circuits for building lights B One, 115-volt, 15 amp circuit for spare outlet. C One, 230-volt, 20 amp circuit for building heater. 4 INSTALLATION 4.1 TANK AND TANK BEDDING A All tanks are to be bedded with pea gravel in accordance with the tank manufacturer requirements and recommendations. The septic and recirculation and tanks are to be anchored in accordance with manufacturer recommendations. B It is the installation contractors responsibility to ensure all tanks are to be installed watertight to prevent infiltration or exfiltration. 4.2 CONNECTING PIPING A All PVC pipe connections to be solvent welded in accordance with manufacturer recommendations. B Embed pipe and fittings in a minimum 4-inches of Class I bedding material, tamp compacted. 4.3 TEXTILE FILTER INSTALLATION A All components are to be installed in accordance with manufacturer recommendations. B AdvanTex~ filter modules are to be placed level, bedded with pea gravel, and made accessible for maintenance. I I I I I I I I I I I I I I I I I I I PBF Technical Specifications Grizzly Creek Rest Area Page6 C Piping to drain back from the automatic distributing valves to the recirculation tank and from UV disinfection system to recirculation tank to prevent freezing. 4.4 FIELD QUALITY CONTROL A A pre-burial inspection is to be performed by a representative of CHURCH & Associates, Inc. for all components of the system. B Additional installation observations are to be performed by CHURCH and Associates, Inc. as defined during a pre-construction meeting. C All aggregate material is to be pre-approved by CHURCH & Associates, Inc. by, at a minimum, submittal of a gradation analysis from the material supplier. At the discretion of CHURCH & Associates, Inc., samples of imported material may be collected onsite and analyzed to verify compliance with gradation requirements. D A representative of SCG Enterprises, Inc., at a minimum, is to be present during the system start-up procedures to confirm proper installation and operation of the mechanical components. 4.5 PROTECTION OF FINISHED WORK A Surface drainage is to be directed away from the surface of the textile filters. B All tank risers and automatic distributing valve assemblies are remain accessible for routine maintenance of the system. C Vehicular traffic is not permitted over the pumping systems, septic tank, recirculation tank, or textile filters. CHURCH & Associates, Inc. Edward 0. Church, P.E. ' •' ,--,···'.::·f;: ' OB NO. 12794 "' ; VICINITY MAP . - GRIZZLY CREEi ONSITE WASTEW GARFIELD COUNl PREPARED F< Washingtor Attn: Joe P.O. Draw Glenwood Springs, < PREPARED BY CHURCH &A ENGINEERS & GEOLO 4501 Wadsworth Boulevard Wheat Ridge, Color REST AREA ATER SYSTEM Y,COLORADO R: Group Bair r 309 olorado 81602 SHEET INDEX 01 TITLE SHEET 02 ONSITE WASTEWATER SYSTEM LOCATION 03 RECIRCULATING PACKED-BED FILTER SYSTEM LAYOUT 04 RECIRCULATING PACKED-BED FILTER SYSTEM PLAN 05 RECIRCULATING PACKED-BED FILTER SYSTEM DETAILS 06 ULTRAVIOLET DISINFECTION SYSTEM SCHEMATIC 07 ULTRAVIOLET DISINFECTION SYSTEM DETAILS 08 PACKED-BED FILTER SYSTEM PROFILE 09 SEPTIC TANK NO. 2 DETAILS 10 RECIRCULATION TANK DETAILS sociates Inc. do 80033 Phone: (303) 463-9317 SHEET NO. 01 REST AREA ATER SYSTEM ,COLORADO R: Group Bair r 309 olorado 81602 SHEET INDEX 01 TITLE SHEET 02 ONSITE WASTEWATER SYSTEM LOCATION 03 RECIRCULATING PACKED-BED FILTER SYSTEM LAYOUT 04 RECIRCULATING PACKED-BED FILTER SYSTEM PLAN 05 RECIRCULATING PACKED-BED FILTER SYSTEM DETAILS 06 ULTRAVIOLET DISINFECTION SYSTEM SCHEMATIC 07 ULTRAVIOLET DISINFECTION SYSTEM DETAILS 08 PACKED-BED FILTER SYSTEM PROFILE 09 SEPTIC TANK NO. 2 DETAILS 10 RECIRCULATION TANK DETAILS sociates Inc. do 80033 Phone: (303) 463-9317 SHEET NO. 01 ASPHALT ROAD 4 INCH GRAVITY DISCHARGE PIPE. MINIMUM 4-FOOT BURIAL AT 2% GRADE ' ' ' ' ' • \ ·, ' ONCRETE BIKE PATH J$CHARGE TO COLORADO RIVER PIPE BEDDING DETAILS FOR ASPHALT CROSSINGS • ASPHALT EMBED, 4-INCH PVC OUTLET PIPE IN 1.5' WASHED GRAVEL RIP RAP RODENT SCREEN RIVER DISCHARGE DETAIL CHURCH & Associates Inc. ENGINEERS & GEOLOGISTS , ( TEXl (SEE ' I I ,r··-·-·-. \ ..... .. ..... _ .. 1 ·-··-... ..... _ ..... _, ... 1 PARKING . , 1, __ / ..... _ . ....... , ..... ~ ·······-.. 10: l .... GRIZZLY CREEK R ONSITE WASTEWATER S't ..an w_, BoulevanlWheal Ridge. Q:ilorado800'33 f'llona: (303) ~17 JOB NO. 12794 SCALE 1• = 60' ILE PACKED BED FILTER SYSTEM SHEET 3 -10) -·-·-·-. PARKING ... -- -------- ---------- EXISTING 2-INCH SEWER LINE (APPROXIMATE LOCATION) .... __ ...,...--_-1---~~ -·-·---., \ : ·., EXISTING BUILDING I ITH 2HP, 230 VOLT 1 HYOROMATtC PUMP I I '----·--·-· / ' ; . . . . ........ ____ J <:==:> GRIZZLY CREEK SHFFT NO:._:_. O:.:,?:_..;.. _______ _ ilLE PACKED BED FILTER SYSTEM SHEET 3 -10) SCALE 1• = 60' -------:u~ OVERPASS ------------------------. __ ---------- EXISTING 2-INCH SEWER LINE (APPROXIMATE LOCATION) ~ ............ ---..... _ .... '· ·---I ' PARKING ... ·-. ·-. ., I t I I.... __ . ./ ... ___ ... ,'·----..... . . . . ••• f r---.. ~---···-·-. .) '---J :ST AREA STEM LOCATION ~HFFTNr'l 0? ' / ' I I I -- ~-----------. --- GRIZZLY CREEK EXISTING BUILDING ITH 2HP, 230 VOLT HYDROMATJC PUMP 1-70 OVERPASS EXISTING GROUND ELEVATION AT UPPER TEXTILE FILTER AREA IS 5859.5 FT. EXISTING GROUND ELEVATION AT LOWER TEXTILE; FILTER AREA lS 5855 FT. PROPOSED FLOW SENSOR, ANALOG TRANSMITTER, AND DATA LOGGER TO ------------RECORD DAILY DISCHARGE RA TES ----------------·----------- 2-INCH SCHEOULE-40 PVC PIPE TO RIVER DISCHARGE, MINIMUM 4-FOOT BURIAL AT 2% GRADE PROPOSED UV DISINFECTION BUILDING GROUND ELEVATION AT PROPOSED DISINFECTION BUILDING IS 5852 FT. EXISTING GROUND ELEVATION AT PROPOSED RECIRCULATION TANK IS 5853. 5 FT. LIQUID FROM FLOOR DRAIN MINIMUM 20-GALLON PUMP BASIN WITH SUMP PUMP CAPABLE OF 10 GPM WITH 10' OF HEAD. THE PUMP WILL DELIVER FLOOR DRAIN LIQUID BACK TO THE RECIRCULATlON TANK ASPHALT ROAD ---------- PROPOSED T PACKED BED (SEE SHEEn PROPOSI RECIRCL (SEE SHI ----. 0 EXISTING ELEVATION AT P SEPTIC TANK IS 5 2-INCH PVC SCH CHURCH & Associates Inc. GRIZZLY CREEK R RECIRCULATING PACKED-BED ENGINEERS & GEO!.OOJSTS 4501 Wsdsl>.mh BooleYsn:I -Rid(/&, C<Jlorado 80033 Phone' (303) 483-9317 JOB NO. 12794 WELVE TEXTILE IFtLTER . 4 fl, 5) ID CABLE :D 5,000-GALLON LATION TANK :ET 10) -------------------·--·--SCALE ------------------1 • = 1 O' PROPOSED 15,000-GALLON, l TWO-COMPARTMENT SEPTIC TANK (SEE SHEET 9) -------------------------------------------. EXISTING 3,000-GALLON SEPTIC TANK >ROUND )POSED 1sa FT. 0 LINE :ST AREA 0 GROUND ELEVATION AT EXISTING SEPTIC TANK IS 5858 FT L TER SYSTEM LAYOUT SHEET NO. 03 0 ---·---------------------------------------- 0 2-INCH PRESSURE EFFLUENT LINE ISOLATJON VAU 2' PVC . CONDUIT AND ~ TRANSPORT - CABLE ADVANTEX 3/4' PVC I' PVC LINE -·t;;;:"".=,. ___ AX 2~ILTER ~--~ATERALS~-fMANJFOLD ______ . -- ' -~, -, -3.5'-- I I I I I I I I I I I I I I I I I I I ' TT '7il'll I I ') I I I j ., ' ' ' • ) • I : ' l ) I I I ) " I '' < ' ' " ' " ') .I " I) ' .. II JI 1'f · II ,, I) I I '. ) ' IC I ' .I I ~I CHURCH & Associates Inc.· ENGINEERS & GEOLOGISTS ~ ~'111-1'.t.sotflidgo, Colo<odo 80033 Phone: (303) 463-9317 I ) ~ II 1 TT " ' ' ) " - • " " " I ' I ' - jj I -~~ : . ( ) ' " 4 I ' ' ' • ·' ' " IC I " ' ' [ " " I " ' ' ~ I '~ • I I I ~ II II I - ~ • ' I I I l I ' ; > ' • " I j -' 1 I ' ' r I ' I) • ' l ) " ' ) ' ) ' iJ " -' " . " ' " ' ,, II n _ __] ) I ) ' I ' ' I ~ I I > l ' " I ' ' " • J 3' PVC VENT LINE 4' PVC UNO~ DRAIN LINE GRIZZLY CREEK R RECIRCULATING PACKED-SEO I JOB NO. 12794 Chamber for Optional Carbon ml .5' ~:::::;:pl I I I I \ \ \ \ Screened Grotif19 0r~en~m Exhaust Basin Venb1otion Basin VENTILATION FAN DETAIL SlDE VIEW (NOT TO SCALE) AIR INLET DETAIL {NOT TO SCALE) II II II II II II II II II II II II II II II II II II \ 11.7' AX20 Pod AIR INLET \ \ I \ \ \ RSV4U DISCHARGE 5,000-GALLON RECIRCULATION TANK ST AREA FIL TEA SYSTEM PLAN SHEET NO. 04 Filtrate----' Reducing Tee (varies) Slope 1/4" per foo1t-_J FILTRATE RETURN LINE DETAIL (NOT TO SCALE) V'ONDUIT ANO CABLE \ \ I I \ \\TO CONTROL PANEL DNB DNB R.§. DATE: 11/2712001 ~ 6' OF PEA GRl>.Ya SH0U.D BE FUCEO BENEATH FILTER ..SSCHBLIES lffl BENEATH !.NOER DRAIN PJ!'ES. CHURCH & Associates rnc. ENGINEERS & GEOl.OOISl'S -4501 WadoWOflh l!oule\la10WlleatRldge, COloJBdo80033 f't10n8: (303) 463.m17 TO REC/RC. 'SPLITTER VALVE SIDE VIEW • PACKED·BED FIL~ 3/4' PVC LATERALS PACKED·BED Fll T1 NOT TO GRIZZLY CREEK R RECIRCULATING PACKED-BED FIL JOB NO. 12794 • 24" RISER AND LID DISTRIBUTING VALVE DETAI 4" PVC lNOERORAIN ER SYSTEM TEXTILE SHEETS ~SSEMBLIES FIBERGLASS ENCL-OSl.JE NO REVISION OESCRtPTION DATE ENGINEER: f SPECIFY Cl.ASS t BACKFILL lfl8102 DfSIGNED SV: Q!:>l!l. ORA~ BY: ~ IT AREA ER SYSTEM DETAILS 2 SHOW PIPE AND FILTER BEDOJNG 1125102 CHECKED BY: RJS DATE: 1112712001 3 INCREASED MJ1BER OF "TREATMENT POOS 5122102 SHEET NO. 05 - FROMPJi<Fl©.IJBDFILTER ( 4"PVC ) ( 2'PVC ) c l1'IIM 1 1 J 4 s 6 7 I ' UV DISINFECTION SYSTEM SCHEMATIC 10 CHURCH & Associates Inc. ENGINEERS & GEOLOGISTS 4501 Wadswortn Boulevard wi-t Ridge, Coloredo 80033 Phono: (303) 4fl3.9317 JOB NO. 12794 VV1'0112!1 1~ QTY DIJSaimON 2 VV l'URIP1l1ll WIMl'Blt 1 v..u~r PVC2tl/J1Sl · 2 UNION;2" PVCSCIUll 1 vv ·RBMD'IB 1 2• ro 1• Pvt" m 1 l'MUVALWI l'llll 1 COM:Rlll>CXlll2X I PVCSCB 411 I FUJWSENSa. 1 <XJNCBNUR0111 I X2 PYCSCEI 1 Cl'.INCBNUR01112X 4PVCIDI GRIZZLY CREEK R UL lRAVIOLET 01$1 SYSTEM SCHE ' UV WAllll! PllRlnl1R :ITAREA :cnoN ,TIC SHEET NO. 06 I '"'"Ni-'O+::-'::'R-':EV.:..;1.:=:S'-.:IO=N:,,-:D:..::E:::S.::CR:.:;l::...PT.:...1:..::0::...:N-+"'DA:::o.T.:.cE::i ENGINEER: 'I DESIGNED BY: ~ r:--t-R_EM_ov_E_N_O_T_E_s _____ -+'-1/'-'-18'-l"'OZ:iDRA...,; BY: !llill. 2 . .ADD FLOW SENSOR, EDrT PJPE DtA."ETS<S /Z9/0 CHECKED BY: RJS DATE: 11/2712001 r---t-~~~~~~~~-f =-="-"'1 DISCLAIMER SCHEMATIC OF UV DISINFECTION BUILDING . 4• PVC PIPE---r- 2' PVC PIPE IN LINE FLOW SENSOR (CENTERED IN I" PIPE) BALL VALVE · SAMPLING PORT 2' OUTLET I" PVC PIPE .___ ___ 50' MIN -----"""'ll-o_-~-===---4dir 2' INLET 2' PVC PIPE --4!:========::::;-i 4' PVC PIPE (ULTRAVIOLET MONITOR OMITTED FROM THIS VIEW) FRONT VIEW THE SUPPORT BASE IS SCHEMATIC AND IS NOT PROVIDED BY THE MANUFACTURER. CHURCH & Associates Jnc. ENGlNEElS & GEOLOGISTS 2' MIN T 10 :5/8' J_ 2' ELBOW (2-PLACES) ~ OUTLET 2' VALVE ( I PLACE ). 2' CLOSE NIPPLE (4-PLACES) 2" UNION (I-PLACE) MINIMUM I FOR LAMF GRIZZLY CREEK RI ULTRA VIOLET DISINFECTl01' '4501 Wadswollh !loulevart! Wheat AldQe, Colorado 80033 Phone: (3J3) 453-9317 JOB NO. 12794 ------------ ------------------------------- - TOP VIEW MANIFOLD NOT SHOWN IN THIS VIEW I . . I T r - -r1' m • '+' 2' OUTLET w ,,. -I ~ I rZ' INLET -I r..f -rn • -\. ;,I w • ~ I . . I 52 1/16' 38 5/1~ ~ LLTRAVIOLET MONITOR /' !-... 11~~w g ~ ~-i ~ ) ~ ~ )II ~ nl I [] 1~·1 . ' ~ , 50' CLEARANCE REQUIRED i.J==I ' REPLACEMENT • • I I I I' I ' I • I • I SIDE VIEW EST AREA NO REVISION DESCRIPTION DATE ENGINEER: J SYSTEM DETAILS I •v•-• ~ ' 1118102 DESIGNED av: DNB AN)-HANlFACURER LABEL DRAWN BY: DNB 2 ADDED SCHEMATIC OF lN BUILDING 5/2810; CHECKED BY: RJS DATE: 111271200! SHEET NO. 07 5860 PACKED-BED FILTER 5857 25 (FINAL GRADE) -CLASS l BACKFILL ' 856.85 {LATERAL INVERT) 5855 854.65 (UNDER DRAIN INVERT) 5850 GROUND SURFACE ELEVATION INFORMATION TO BE VERIFIED BY 5851.5 (SPLITTER CONTRACTOR. VALVE INVERT) 5845 ELEVATION NOTES: EXISTING SEPTIC TANK I) GROUND SURFACE ELEVATION AT TANK= 5858 PROPOSED SEPTIC TANK I) GROUND SURFACE ELEVATION AT TANK = 5858 2) ELEVATION AT TOP OF TANK= 5856 5840 3) ELEVATION OF INLET INVERT = 5855 4) ELEVATION OF OUTLET INVERT= 5854 5) ELEVATION OF BOTTOM or TANK= 5846 CHURCH & Associates Inc. ENGINEERS & ClEOU)(JSIS RECIRCULATION TANK 5853.5 (ORIGINAL AND FINA 5849.8 (INLET 'v' INVERT) tl-E----'---8' DIAMETER----'M MIN 12" 5,000-GALLON RECIRCULATION TANK 5842.8 (BOTTOM OF TANK & TOP bf BEDDING SAND) NOTES: I) DISINFECTION BUILDING STRUCTURE ARE NOT PART OF THIS DESIGN -BUILD TO BE INSULATED AND HEATED. 2) DISINFECTION BUILDING IS, TO BE PR WITH WATER SUPPLY HOSE BIB. GRIZZLY CREEK R TEXTILE PACKED- SYS'TEM PR 4501 Wadsw:>rthBoulewidlllheatRldge, Colonldo80033 Phone: (303)463-9317 JOB NO. 12794 . GRADE) CLASS I BACKFILL DISINFECTION BUILDING (TO BE DESIGNED BY OTHERS) DISINFECTION UNIT (SEE SHTS. 6 e. 7) BALL VALVE SAMPLE PORT (SEE SHEET 6) 2' PVC 5860 5855 •• 5850 ... FINAL GRADE = 5847.5 2" PVC PIPE FLOW SENSOR FLOOR ORA.I/ RETURN TO. RECIRCULATION 4' PVC FROM TANK UV DOSE TANK 4" PVC DISCHARGE TO RIVER PEA GRAVEL ET AILS ~G llDED ST AREA )FILTER LE POWER REQUIREMENTS FOR DISINFECTION AND PUMPING UNITS: TWO -230V, 20 AMP CIRCUITS FOR PUMPS ONE -230V, 20 AMP CIRCUIT FOR HEATER TWO -1!5 V, 15 AMP CIRCUITS FOR UV LIGHT OUTLETS ONE -lf5V, 15 AMP CIRCUIT FOR BUILDING LIGHT ONE -115V, 15 AMP CIRCUIT FOR SPARE OUTLET ONE -115V, 15 AMP CIRCUIT FOR PANEL CONTROLS SHEET NO. 08 584 584 10. 75" INLET PIPE LOCATION DETAIL 2' 7" I I .,..J;~ ----f~ 5.9' I I I I I I I I LJ CHURCH & Associates Inc. ENGINEERS & GEOLOGISTS 4501 Wadsworth Boulevard Wheat Ridge, Colorado 60033 Phone: (303) 463-9317 1 2 10.2' 24" ACCESS RISER 15,000-GALLON SEPTIC TANK 30" AC 8.1' TW0-12" DIAM EFFLUENT Fl 3 4 5 6 7 6.8' JOB NO. 12794 1.2' 3.9' 29.5' GRIZZLY CREEK REST AR SEPTIC TANK NO. 2 DETAI PLUG THIS OPENING 90° ELBOW (2) 12"DIA EFFLUENT FILTER (2) 28. 75" l.D. DOUBLE WYE 45° :E:SS RISER 11 12 13 14 1.3' .8' SHEET NO. 09 PIPE DETAIL-EFFLUENT FILTERS 10.3' O.D. NO. REVISION DESCRIPTION DATE ENGINEER Fl +-C.::..:--------tl/1~81:j02 DESIGN BY: Qt!§. l-'--t-"REe:_Mo::OV:..eE....:T.:;.IE...:O.::;OW::.;.N"'-S------t-1 DRAWN BY: .fil:!§. CHECKED BY:RJS DATE: 11/27/2001 1--+---------T-~ • SANITARY TEE 6.9' 4" PVC INLE PIPE SPLITTER VALVE CHURCH & Associates Inc. ENGINEERS & GEOLOGISTS 4501 Wadsworth Boulevard Wheat Ridge, Colorado 80033 Phone: (303} 463-9317 7" 1 5.2' JOB NO. 12794 4.0' 2 I ~ 5,0 RECIRCI 3 GRIZZLY CREEK F RECIRCULATION T.l I I 3.5' , CHECK VALVES = JO-GALLON JLATION TANK -1. 7' 7.3' 17. 7' 10.75" EST AREA 4 \IK DETAILS 5 6 RISER PIPES WITH 23" l.D. INTERNAL FLANGE FOR 30" (NOMINAL) ACCESS OPENING DUPLEX PUMPING SYSTEM 8.0' 16. 75" (TYP) INLET PIPE LOCATION DETAIL NO. REVISION DESCRIPTION DATE I REMOVE TIE DOWNS 1/18/02 2 IDENTIFY CHECK VALVE LOCATION 1125102 SHEET NO. 10 ENGINEER: DESIGN BY: DNB DRAWN BY: Q.!:m_ CHECKED BY: RJS DAl E: 11/27/2001