HomeMy WebLinkAboutSoil Treatment Area CalcsSou TnTATMENT Anen Cnlcs
Garfield County Dept. of Environmental HealthOWTS Design CalculationsPROJEGT:SGM NO.:DATE:PREPARED BY:GIVEN:Davis Residence OWTS2021-319.0011O-May-21Brandyn Bair, PEPURPOSE:Design calculations for the sizing of soil treatment area.L Colorado Water Quality Control Commission (CWQCC) Regulation 43, Onsite Wastewater Treatment Systems Regulation2. Garfield County Public Health Agency On-site Wastewater Treatment System Regulations3. LTAR = 0.2 based on tactile analysisI. SOIL TREATMENT AREA DESIGNSoilTreatment Are¿ (SF) =Deslgn Flow (gpd)L1AR(W)Pk Flow10-1,43.10o gpd43.Adiustment Factors Tables 10-2 and 10-3Not Applicable when using sand filterBed DesionBed width, max. (W) =Bed separation distance, min. (s) =Number of beds (n) =Bed length, (L) Design flow =i;l(Res.43.10.F.2)(Reg.43.10.F.2)"before accounting for chamber length12ft6ft375.00 ftDesignNTreatment Area Calculations
Garfield County Dept. of Environmental HealthOWTS Design Calculations2. CHAMBERDESIGNDesiqn CriteriaWidth =Length =Height =(1) Can be installed in 36" wide trench(2) Effective length =(3) Storage CaPacitY =(4) lnvert height (lateral within chamber) =(5) Louver Height =Surface area per chamber =Min. no. chambers needed (design flow) =Number of rows/laterals =ChambersTOW ENumber of beds needed =CHAMBERS NOT BEING USED IN THIS APPLICATIONDesign Manufacturer = lnfiltrator Water TechnologiesDesign Model = Quick4 Standard Series34 in53 in12 in48 in43 gal8in8in1632 sq. in. / chamber1 1.333333 SF / chamberchambers4ftof 100 ft- Req'dsoilTreøûnentAreø(SF)Totar#Chaflúûs=ffiTreatment Area Calculations
PROJECT: DavisRes¡denceOWTSSGM NO.r 2021-319DAÍE: 17-May-21PREPARED BY: Erin Loughlin, PECHECKEDBY: NPURPOSE: Des¡gn ælculations for the pressure dosed pump system.GIVEN: 1. Colorado Water Qualny Control Commision (CWQCC) Regulation 43, Ons¡t€ Wastewater Treetment Systems Regulat¡on2. Garfield Courìty Resolution 201&36 for oWTSCALCULATION PROCESS1 Calelate discharge rate at orif¡æ #1 (last one)2 Calculate actual headloss ¡n each segment, in suæess¡on, from the end or¡f¡æ (orifice #1) to final or¡f¡æ (orifiæ #X).3 Segment hêadloss ¡s then added to the preæed¡ng pressure head4 When the ffow ¡n upstream ormæ exæeds flow ¡n odfiæ #1 by 10%, mã¡mum lateEl length has been reachedASSUMPTIONS 1. Assumed operating hêad at d¡stal end of d¡stribution laterals = 60 ¡nches (43.1 1.C.2.b requires betwæn 30' - 72")2. Assume orifiæ s¡ze of 1/8'3. Assme equal orifice spac¡ng of 24" (43.'1 1.C.2.b requ¡res between 18' - 48").INPUTCÅLIUi.ATiCNDistal HeadLaterãl Pipel-ateral P¡pe lDOrif¡ce DiameterSpacing BetweenCALCULATIONS¡nchesinchesinchesReÍet to chart w¡th Class 2@ PvC lD'sStep l.OrlÍice DischØse RatesQo = 72'38d2'lËQo = fbw rate Ígpm'l¡l = díünetet oÍ orífice firchlh = preswe læad øt orífíce lÍtl5.001.501.750o.L32.67htt"g^"n =o.oooggsL d Ql'ïshts"s *t = segment head toss lJtld = íßíde diameter of lateralpípe ÍtnchlLs.s^"o¡ = segment lmgth between orlf íces lJtjQ = flow røtelgpmlVelocity ¡n Lateral6ls)0.0577t.t731$.2303t 2âs50.3.1i62c.69326.1512c.8Ê780.9293¡.98501.X63CTotal Flow in LateElloom)0.,53250-8651i.?-9-161.73022-5555I aG?a6.C6826.3¡55ô.9¿¡4.is-71t8% Differenæ ¡n Flow (Qotu" / o*-.f1..00¡i1.ûCû61"0c34:.û086:t.â744!.1t225'i.4278Total Headlosfftìt.0cû9t.c0i74.88¿,4ô.ûû57Õ.iì359.6136c-Ð173c-cã16c.1264c.032ta.t53iü.ãE1ALaleEI Lenqthlftt2.67:t:.6716.tC37 33¿2.674€.ôi:50.67Seqment Headlosslftlc.c03i.û.cüû3ô-0¡37C.6etr¿lû.v'û170.i,ì026t.ûcsgc.{1,i56ü.90630,cûal0.c39€Flow from Or¡ficelsnmìt"î,32,c"43253.43260"4326â.4321c..4323c.4336f:?1!c"44:?Pressure at Oriñæ(ft)s.00005.ü110ts.Þ3c?5.5C-?2,.44'î75.08ç6Orifiæ #1245678o1011t2t415161718192A
i.723ç1 r3:2.85S,{2.9'?aiifi.û7:i8ii.ti9,li2.¿,¿:7:.:.9396i4.4563i5.5:9'31.t4tT-:.1781!.i!¡eû.i345ii"i4g:rü.i5551.2265t:.12't456-StM.ü0?4.6;83,67$3.6t'1.:1,7!â.$13St.0?:r ?î.0223i.û?43û.3:65Í).i.t'iîc.4Â4ãt.537Ci.¿:.9€,65.,cÊ993.69i77.1321:.7ü59))23242526¿12830313234Cells in red indicdte that ÍlM ¡n upstreqm or¡fíce exceeds Íløw in orifice #7 by ot leost 70% ønd the moxímum length ofthe loterol hos been rcoched.2 Des¡gn to ach¡eve m¡n. of 2 fvs veloc¡ty through distr¡but¡on lateral perI O marnlarn Dressure head wrn 10'% from lhe ffst to f¡nâl of¡ttce on each d¡stibulton D¡De & us¡nq three 1z x 75'beds:ia) eâch bed shall hevê three (31 l-inch díareter Ciass 200 PVC lâteralslb) eech lateral shall be 70-ft longlcl each lêteEl shall hav€ 26 orif¡ces. Each orifiæ is V8" ¡n diameter ând Mll be spæed out 32" from ad¡âænt oriflH.ld) center-to-center d¡stance between lâterals shall be 32" (43.11.C.2.b requires spac.¡ng between 18" - 48"). Refer to note (b) belowtoneet43.10.€.3.Notes reÊard¡nq location of d¡stribut¡on lateralsi(a) Pêr 43.10.E.3 for Presure Distribut¡on requires parorre, disttibut¡on lûtemls in one bed to be no morc thøn ztg" oqtt,(bl Per 43.10,E.3 for Presure DistributiÕn requires ouferd¡lriàution pipe must be with¡n 24" of eaeh s¡dewoll ond endwall(c) Per 43.10.E.3 for Pressure Distribution reqvires flush¡ng assembties ot the dístal end dech lıterul, accss¡ble from grâde.
Sten 3. Pressxre at dowtredm Orif ice( s\Pîesswe ""n^"n¡ ¡ = h¡g 1 I h¡segnent nh¡.""s^^, x = se gmfrt N llead loss lf tlh¡,n-L = segment head loss between N Ø¿ N - 7Vt\ôronuurnPVC Thinwall Sizes Tablet.3r5-c.2re"FoÂMUFrr inrern¿Lft produ*, iuch ¿5 rñrem¿l Þome C¡ps, Adjusbble Elôows. h¡ôr¡dl Coup¡¡âls ¿nd othercoñpatiblÈ !,irh FOÂrdUF¡rthe PVC pipe!vi{l not workpleåse ñoie th¿r ñor ¡li Þ/C ei¿es ô.p¿vdiidbl-:n Th'nr¿U pvc prpeThinwðll (Clæ 2OO) pvc Þipe5i2e r¿bt. bfriMóÙ pipè êñty,
PROJECT: Davis Resldence OWTSSGMNO.: 2021-319DATE: '17+'Áay-21PREPARED BY: Erin Loughl¡n, PEPURPOSE: Design calculat¡onsfor the presure dosed pump system.GIVEN: L Colmdo Water Quãlity Corìtrol Comm¡ss¡on (CWQCC) Regulation 43, Ons¡le Wastwater T@trent SystmsRegulation2. Garfield Counv Resolut¡on 201&36 for OWTSKNOWN COND]TIONS:Reler to "Des¡gnRequirements" tâb.CALCULATIONWhere câlcufãtedsee lf eatmentAreaCalcsSêê Prêssur¡zêdLâteraf CeìcsSee Pressur¡zedLateralCalcsSee Pressur¡zedLateralcalcs;æ PressurizedLãtef alcãlcs;e€ P.essur¡zedlateralcalcsþe Pressur¡zedlateralcalcs & Dav¡sRes-OWTS-PumDLosss.xlsx (all veloc¡tíes >= 2 fvs)this fabfhis tab;ee Dav¡sRes-OWT9PumpLo$es.xlsxSee Dav¡sR$-OWTS-PumpLosses,xlsxSee DavisReS-OWTS-Pu mplosses.xlsxD€scrlpt¡onLavout disk¡bution network lsil treâfnent dêa D¡D¡nq and bedlsll.3hæ9 ¡ateEl pipe d¡ameter æmpatible with the orifiæ s¡æ and spac¡ng.lhoæ number of Derfomtions Der late€lDetem¡ne the lateGl o¡oe discharc€ mte-DeÞmine the mân¡fold diareter bâsed on the number, spacing, and d¡$harge rale of the laterals (with¡n @nstraints of43.11.C)Check Diæ d¡ametêß aoainst reæmmended velæities l>= 2 ff/s).oetem¡ne total lntomal volume of m6 man¡fold and lateE¡laÌ.Dotêmlne lho d6¡real dæ volume and Elê.ialc. the stal¡c and dynamic Þ|æure requ¡rements of ttE DiDinq network and Þut onto Þerfomanæ drue for oumDinq.Select a pump based on the dos volume, disdìarge rate, frict¡on lGs, and total head of the system and fìe pumpperfomanæ curye'ump opeEting po¡nt must êxæd the specif¡ed minimum opeEt¡ng system plæuG and should oæur near the ænter ofhe Þump's Derformanæ curye.Selæt tìe ærect s¡ze oidc¡nq chamber based on the svstem desion flw and Dumo æleclion.ielect pump contfols tor operator/pump¡ng.SlepI24t789\111213!4
Step I - TOTAL INTERNAL VOLUME {LATERALS AND MANIFOLD)LATËRALSDISTRIBUTIONStep 9 . DETERMINE DOSING VOLUME AND RATE(1) Asume timed dæing.(2) Min¡mum dGe volume detem¡ned by the laieÉl pipe volume(3) D6e volume = 3-5 t¡mes distribution p¡pe volume (Reg. 43.11.C.2.c.3)sitê plãn for ma¡n liæ to all lhreo beds ({4fl) + æsuñéd 'j 5f, b€twes ßduær and têe to d¡stdbution line.Lateral lD =1.5 in33 dosès per dey ãt 3¡ distlbutioo pipe vplume20 dæs Þer day at 5x distribution Þlþe volume8.,16 CF63,25o.725.42t6.2527.üDlstribubon F¡pê votum 3Dote Volum =
CLIENT: DavisR6idø@PROJECTNAME: Davis R6idnæ OWTSPROJECTNO: 2g¿l-?19CALCTJLÀTION DFSCRIPîTON:Prepædby: Erill,egh¡i[Checkby: BrdynBairApprcvedþ;CAI,CTJLATION COI'ER SIIEETOrem pümps d6ts[ opã¡úûr Àt E¡vi¡r€¡ËileInitials: ECL Datê: 5/l'l/2ø21Initials: BJB Date; 5ll8/2úLI¡itials: Dato:PEpw æd Sco!Ë:Tbe pupose of tb* oalcul¿im ìs io d€{Êruile tåe D€É positive rocím heri avaibbleNPSEA) ¡¡d toøl dyreic head (IDII) for the d*igr flow rÍ. of lLe OWTS p!¡!p to @tCo¡clusims:NPSEAlfæôn32g4LzlaLTDgffdì63220,4s04eFlow30Sc¡e¡ds+€ÉiffiAdditimal Cotlllmß, Assmptims, Et ,:A¡mved bv;wisioû No.: lDesqiptiotr of Rwisi@s:Pate 1 of 5
Davis ResidenceDavis Rsidence O\YTSOrenco pumos desiqn ooer¡tion ¡t Ilsvis residence.Calculation ofNet Positive Suction Head AvaílsbleMay 19,2O2lNèt Positive Srctio! Ee¡d Av¡¡l¡ble lltPSHÄ) ofDsigned SstmThe Êet positiv€ sucti@ bead *ailable (NPSI{A) €lcülåtíoÊ is based oo the followißg:Govmiog equdior;MSIIA = Ps+ P¡ - PwWhe¡e:NPSIIA = Net poitive uctior head available [feet]Ps = Prstre at pmp fulet (f€Et)P¡ = Aû6olute a¡rosphqic plesffi at head of systeB(i.e., absolut€ pBssue at liquíd surfæe ofupshemhk (fæt). At 50 degces Fahrcoheit @d cleyatiorof 5495 fætaboyeMsl= 11.815 psia = 2'1,41 feetPþ = .{bslute vapü pæsffi (fæt): 0.18 psia (at 50 'F)= 0.4i feetThe @srgy eqEti@ ce be Nedto cêlculat€ Ps:Pt/p +V12t^g+ z!= p2/p +y22l2g+ 22+ hLWhæ:Pr/p : h6swe head at ffi&ce of up6aeãn taDk (feet)=0P2þ = Pmue head atpmp i¡let = Ps(fæt)Vr?2g = V€læityhead at swfaceof upstoÊm ik(fÊet)=0V22 l2g = Velæity headar puDp inlet (feet)zr = Liquid lwel i upstrem -¡k (feet)A = C@tq-liæ elevatiotr at puûp inlet (f€€t)hI, = H€ad lN throùgh pup uøior pipe (feet)P¿gë 2 of 5
Davis ResidenceDavis Residence OWTSOrenco numns design o¡eration at Davis residenc€.Calculation ofNet Positive Suction Head AvailableMay 19,)Ã21Svstêú CÍârut€ristisSlatic Head:MiÁimu liquid lflel i¡ the üpstrem taDk (æptic ta¡k) (zrø) =Muimu liquid level iu the upsbee ta¡k (septic hnk) (zrFJ =Cætø-liae of the ¡mP (¿) =Velæitv l{ead:Th€ v€læity head at the pMp üd @ be calculated û@:Vr=a/4,Whæ: Qe= PrimaryDesignPoidFlowRate(gm)= 39,00 cpnQ = Seconday Desþ Poiat Flow Rare (gm)= 0.00 gpoq = Tertiary DðigD Point Flow Raf€ (gtrE)= 0.00 gpmár = Suctioa Pipe Crcss-Se4ti@al Area= xtftcD = Suøim Pipe Inside Dimet€¡ (iûch)= 4.00 i¡ohsThæfo¡e:81.54E9.18 Min,l¡quidldelof30"fromFpt¡chnkbotom(per43.9.8.4.f).Assußthê68"modelsept¡ctankEl. 5488¿6 O.ênco ProPak pump wult inld hole he¡ght from boffi of septic tânk Assufts the 68' model septic bnk\rlrzs =YzJ¿e =v.rltzg =0.77 feet p€r s@ûd0.00 feet tE s@Dd0.00 feetpøæcond0.01 feet0.00 fc€t0.00 feetP4e3of5
Davis ResidenceDavis Residence OWTSOrenco ¡umus design ooer¡tion at Davis residence.Calculation ofNet Positive Suction llead AvailableMtyß,m21llead hss Btued Sedio¡s I dd 2:Pq the attehed total dymic head calorlatioa, srctioa piping hæd læs is;hrp = Head Loss at Primdy D€sígr Poiot Flow Rate (feet)= 058 feethLé = Ilead Loss at Sec@day D€sigr Poiot Flow Rate (feet': f€€t N/AhLt = Heâd Los at Teûitry Desigû Poiot Flow Rat€ (feet)f€€+ N/APr6rue Head:The pressue bead ø the pup inlø cæ be calculated using the aøgy equatioapzlp = (z! - 22, -v22l2E -hLAssmiag the pmps æ l@ted at a high6 el€vatio! t¡4 the upstæ tank, zr,úis th€ woñt cæ sc@üio æd is ued to calculate the pressw head at t¡e pwpiûtet.Thqcfoæ:PrfP -P?*/È:Ê#p-Net Positive Suctioú Herd AvÂllablêThe NPSHA ru now be catrulafsd fo¡ eæh design poirt uiag the followiog:NPSI{A=Ps+Pr-PnNPSrr.\= 27.32+Ps¡{'t* 2?.9++FSI{'\: arg+0-32 feet093 f€€t N/Á,093 fe€+ N/Afe€tf€€Ê N/Af€€t N/APage 4 of 5
Davis ResidenceDavis Residence OWTSOrenco pumps design operation at Davis residence.Calculation of Net Positive Suction Head AvailableMøy 19,2021Total Dyramic HeadlPe¡ the attached total d)îmic head calculatior:TDI{P= 63.22 fe€t+Ð4: f€€r:IDI{¡F f€€tPâge 5 of 5
Davia Res¡deneÐili6 Res¡dênæ OVVTS20zl-319Orcnco Þumps d6¡ın oærat¡on ¿t Dry¡s @¡de¡æ.Totâl Dhamic Hæd Caldtat¡odhtou¡'@ tmslæ ¡nd åsumfrß wæ ûd ln 6ê etcdåþÉ dld lñ ü¡.3Mhær1, Hpe hd b$ éldâffoß & Hæryllbr Fomubhb = (4.23Lo,6) / (c'6b1,') ø*,(2s)C-tu{M$ffi€ntD = PF D¡mêþT lfr}L: gF Leqh lfl]S = æl€Fh d$úty {32.2 fls'?)piF i€ usd.a PW Wm Ddph: fr OMS tue m PF 500511 b dêdsd b mp û.d dÆt ûh td TSS ¡n OMS. tud#ruêplptE bM*d &ú hddnhm ffirúdtyh tunre ffib R€gß Þqùiffi (? Êb). PF s005t1 m b c4Ðbdwmd4fM sqm - 80{@. âlthqh €hn b M OM M @n ffi ffi d o|mw .( Mg¡ pffi : tu pump6æ M d s gæ då ffi cf 45.7 t fhF ñ ffi w o.sfÞ mtu.K-6uès reE dÞM tom 'Camemn Hydmdlc DaÞ HaÌltM, 18h trlton'(tgg) by hg€e0Ðßsser pmFFd duæ, vddtyd0.000.æ0300.æH&3 d PÍôPâL S Tdtul eÞ tut(ptFlß)(früns 16)1.621.&0.s0.2€0.6Û.sLÔ@2
131 2125.155.00991.ææ.18il90.760.19o_20.G0.æo210411.ø0220.02121-148.&42.775.00t91.83*9.18ss.760.130.140.030.000.16o.%û.690.140.0180.17b3@l-61.9ê3ntr57t@991-ærc.!affi"760s0,æo.@o-@o,ls8¿10s0.Ò1q.oa7,m2.915.æ&91Stæ.18990.762C.Wog0.030.010_000.ø0-070.190.030.0012.421¿ô0o.ot0.010.000.æ0.010.020.050.0f0.006.176.355.@s91_83ffig.1899.760.soo,.0"o.i¿0_01tso,*1:0tio10.55;oi6S22222221.522222221Influôft (mã. llquld l*€l ln qtlc 6k)Plp€ ând Flðng Hêd bsæ(mln. llquid lfl€¡ in spÍc Þnk)M'N DESGN POIN] ìDH(¡ÈÈI)MÂX DFS¡GN PôINITDH /FFÊTìS{q bdgGd{ hdlos)tß)PEPat Pumpvadl (6E vadt bight)ðú dMbdon b@ in Hd¡#Mon latoml. Msb GcPHffgesigúaÞUpda6.lsxú dMbM latêd9 ws il'. Rehtþ GæMlMgnC#UNêtd.il*areMd 3tsæFêdøvùa3tuus (995} Mhryoeb&e$oæsi2'rø d + 10"ffird+ 2"qÉvdübpdpiw+24'aØ't sl þ þWlbs þúwtugftuþswêd-Hbb
140.00120"00100.0063.2230,Ic]t-oCJT.oEoCô6F-Orenco PF3005LL Pump & System Curve*SystemCurve +PF30051130,573040.0020.000Operates @-28.5gpm, 63 ft TDH0.001020Capacity (gpm)40cn60