Loading...
HomeMy WebLinkAboutEngineer's OWTS DesignK-CRO.n\iI(P.0. Bo,t r.1o .rt4acft. Ct) g7o. 2ro.oi7 2 f hachq,l a.cronlcgres6leo/t.conr Onsite Wastewets Treafrnent Systern Desrgn August 4,2025 II434 CR 320 Proiea II434 CR 320 Rifle, CO 81550 Parcel No. 21 77 -ZI2-OO-4O2 Prepared By: K-Cronk Engineering, Inc. P.O. Box I40 Mack, CO 81525 970-250-0572 Site History There is an existing four'-bedroom residence on the site that is served by an existing onsite wastewater treatment system (OWTS). The existing OWTS has shown signs of failure and will be replaced by a new system designed to accommodate a four-bedroom residential loading. The site consists of approximately 7.25 acres of uncultivated native soil. Drainage is approximately LoAIo the northwest. A soils evaluation and site study were conducted on the properlry of reference on 07130125 by Kachayla R. Cronku. Soils evaluation trench A was located approximately 180' north of the south property line and approximately 135' southeast of the northwest property line. The location of the existing STA is unknown- in order to avoid excavating into it and damaging the existing system beyond use for the residence, only one soils evaluation trench was excavated at the time of the initial site visit due to limited space available. A second soils evaluation trench must be provided and the engineer contacted to confirm soils lithology prior to construction, This OWTS design has been prepared for the project based on information disclosed during the site study mentioned above. A discussion of the engineered OWTS design follows. The location ofthe soils evaluation ttench is shown on the Plot Plan included in this report. Development of Design Parameters Soils evaluation trench A was extended to a depth of 96" below ground surface (BGS). There was no evidence of ground water or periodically saturated soils in the open excavation to a depth of 96" BGS. No limiting layer was identified to a depth of 96" BGS. The soils evaluation indicates two distinct soil horizons underlies the site. A lithological description follows: depth (in.) description 0" -48"sandy clay loam (fill) with minor gravel (<35% rock), brown (Soil Type 3, USDA - silfy clay loam, granular, moderate structure) sandy loam (native) with minor gravel (<35% rock), brown (Soil Type 2, USDA - sandy loam, blocky, moderate structure) Based on the results from the 07 /30125 soils evaluation, a pressurized unlined sand filter soil treatment area (STA) willbe designed to discharge to subsoils below the 60" depth. The system will require removing the Type 3 (fill) soils and replacing it with approved material so effluent is discharged into the Type 2 (native) soils. o Kachayla R. Cronk holds a Certificate of Attendance and Examination from the CPOW Visual and Tactile Evaluation of Soils Training. -1- 48"96* System Design During the site visit mentioned above, there was no visual evidence fiom glound level of fully saturated soils in the area where the existing soil treatment area is assumed to be. Due to existing site constraints, the design engineer recommends placing the proposed soil treatment area in the same location as the original treatment area, if saturated soil conditions are not present. The design engineer must be contacted after the initial excavation has been completed to evaluate existing conditions and confirm all saturated soils have been removed and will be replaced with approved materials meeting the specilications described below. A pressurized unlined sand filter soil treatment system is proposed for discharge of septic effluent at the site. Construction of the system will consist of excavating a level bed in the area comprising the soil treatment area. at time of installation. Soil treatment area orientation mav be adiusted per site variations to facilitate consistent trench depth runnins parallel to final contours. The initial excavation shall be continued to a level depth of 60" BGS, or to unsaturated, native conditions (see Soil Treatment Area Cross Section). Following completion of the initial push out, the open excavation will be backfilled with 36" (min. depth) of secondary sand (generally sold as ASTM 33 concrete sand) to a surface elevation of 24" BGS. A gradation analysis done within 30 days of the installation date must be submitted to the design ensineer and Garfield Countv to assure the sand conforms to secondarv sand standards (Garfield County OWTS Regulations 43.11.C.d.3; effective size: 0.15-0.60 mm, uniformity coefficient: < 7.0, percentage fines passing #200 sieve: S 3.0). The sand used to conshuct the unlined sand filter must be completely settled prior to installation of components as approved by the design engineer. Septic effluent will be introduced into the soil treatment area through pressurized distribution laterals installed within chambers as shown in the included graphics. The orifices in the distribution laterals will be drilled at 12:00 o'clock to direct effluent up for dispersal against the top of the chamber. Additional holes will be drilled at the beginning and terminal ends of each laterals facing 06:00 o'clock to allow for effluent to drain out of the laterals and prevent freezing. Orifice sliields must be installed at these holes to prevent the pressurized effluent from compromising the infilrative surface of the STA. The distribution laterals will be suspended from the top of the chamber with all-weather plastic pipe strapping (min. 120 lbs tensile strength) at every charnber joint comrection. Septic effluent will be transferred from the pump chamber to a manifold and then the laterals via a pressure transport main. All pressurized lines will be constructed of min. SCHD 40 PVC. Any non-draining pressure line will be installed 36" or more below ground surface to prevent freezing. The pressurized distribution system will in installed in accordance with the manufacturer's specifications, available here for Infiltlator Quick4 Standard Chambers: https://www.inflrltratorwater.com/Customer-Content/www/CMS/files/chamber-manuals/O04.pdf. After the pressurized dishibution system is installed, non-woven geotextile filter fabric will be placed over the chambers and the system will be covered with a soil cap. The soil cap will consist of approximately 12" min. of sandy loam. The soil cap will be mounded 5% above the existing ground surface to promote surface run off away from the soil treatment area. -2- There is an existing 1,250 gallon, two compartment, concrete septic tank serving the properfy that will remain in place and in use. A 5O0-gallon, single compartment pump chamber will be installed down- gradient of the existing 1,250-gallon tank. The tank must be approved and accepted by CDPHE for use as a septic tank. A list of such tanks may be found here: https:i/cdphe.colorado.gov/OWTS under "Regulation 43: product acceptance lists". Water-tight risers to surface with securely fitted lids for access to all comparlments of the septic tank will be provided. If applicable, a non-corrodible effluent filter shall be installed at the final outlet tee of the two-compartment septic tank to limit the size of solids and sludge passing into the pump chamber. A screened effluent pump will be placed in the pump chamber According to Section 43.11.C.3(2), the maximum hydraulic loading rate for TLI effluent to "Secondary Sand Media" in an unlined sand filter is 0.8 gal.isq.ft"./day, or the long tern acceptance rate (LTAR) of the receiving soil for TL3 (Table 10-1), whichever results in the larger area (design LTAR must be less than or equal to 0.8 gal./sq.ft./dafl. DESIGN CALCULATIONS _ UNLINED SAND FILTER DESIGN LOADING RATE OF 3 BEDROOMS @ 150 GAL./BEDROOM-DAY :450 gal.lday PLUS 4m BEDROOM @ 75 GAL./BEDROOM-DAY : 525 gaL.lday DESIGN SOIL TYPE 2 DESIGN LONG TERM ACCEPTANCE RATE (LTAR) TL3 : 0.90 GAI./SQ.FT./DAY HOWEVER, MUST USE MAXIMUM LTAR OF O.8O o: #,wHERE, A: SOIL TREATMENT AREA (SQ. FT.) Q: DESIGN FLOW (GAL./DAY) LTAR - LONG TERM ACCEPTANCE RATE (GAL.ISQ.FT./DAY) A:= = 656.25]Q.FT.0.80 RI,Q,D: UNLINED SAND FILTER SIZED AT ONE BED 15' X 44, IN SIZE MINIMUM USE 5 ROWS OF 1l QUICK4 STANDARD INFILTRATORS (or equivalent) EACH, FOR A TOTAL OF 55 I]NITS TOTAL BED AREA OF 15' x44' :660 SQ. FT As shown in the attached graphicso the unlined sand filter will consist of one bed 15'x44' in lateral dimensions and encompass a total area of 660 sq. ft. -J- Installation - Setbacks. Notifications. and Inspections The owner and installer shall be aware of and comply with the following installation and system operation requirements. a The installer must be approved and licensed by Garfield County for the installation of onsite wastewater treatment systems. Al1 installation activities shall be conducted in accordance with current Gar{ield County OIZI^S Resulations. If at anv time durins subsurface site conditions are encountered which differ from the desiEn parameters previouslv described. construction activities will stop. and the desiqn engineer and Garfield Countv will be contacted to address anv necessary desien modifications. The final cover shall not be placed on sewer lines, septic tank, or the soil treatment area until the system has been inspected and approved by the design engineer and Garfield County. The installer shall provide 48-hour notice for all required inspections. Installation procedures including grade,location, setbacks, septic tank size, and soil treatment size shall conform with the attached graphic details. Construction activities and system components will not encroach upon existing easements or utility corridors. A minimum of 5 feet of undisturbed soil shall be maintained between individual absorption elements and the septic tank. A minimum of 4 feet of undistut'bed soil shall be maintained between adjacent absorption elements. The installer must maintain all setbacks to utility lines, easements, property lines, or other adverse conditions, whether they are known and shown on the attached graphics or have been disclosed during construction. Vehicle traffic and parking is to be prevented over the soil treatment and repair area. Minimum setbacks for system components are: a a a a Septic Tank, Dosins Tank Building Sewer, Effluent Lines STA snrins/well/cistern 50 50 100 potable water supplv line l0 5 25 structure w/ crawlsoace 5 0 20 structure w/o crawlspace 5 0 10 propel'ry lines, piped or lined irrieation 10 10 10 subsurface dlain, intermittent irrisation t0 10 25 lake, water course, inisation ditch. stream 50 50 50 cut slope steepel than 3H:lV 10 10 25 septic tank 5 . Four-inch, 2-way clean out must be installed within 5 ft of the outside of the building.. Gravity sewer lines that transport solid waste material must maintain a minimum fall of ll4" per foot (2% slope); gravity effluent lines that transport only liquid waste material must maintain a minimum of 1/8" per foot (1% slope).. All gravity sewer/effluent piping shall meet minimum ASTM-3034 PVC standard, be 4-inch in diameter, and have glued joints. Gravity sewer lines that transport solid waste material shall employ sween 90's or 2-45's at all tums. Sewer/effluent lines under driveways shall meet .4- a minimum SCHD 40 PVC standards. Additionally, sewer/effluent lines in traffic areas with less than24" of cover shall be encased in 6" CMP or flow fill and covered with minimum 2" htgh density blue board insulation. Sewer/effluent lines or domestic water lines shall be encased inminimum SCHD 40 withwater- tight end caps or a minimum of 6" of flow fill at all points with less than 5' separation befween sewer and domestic water lines. Four-inch clean outs shall be installed at maximum 100' intervals in all gravity sewer lines that transport solid waste material that exceeds 100' in length. A minimum of 12" of soil cover (18" recommended) shall be maintained over all gravity draining OWTS cornponents to prevent freezing of septic effluent (excepting septic tank access ports which must be extended to the gound surface). A minimum of 36" of soil cover shall be maintained over all non-draining pressure effluent line. Electrical wiring shall be continuous cable with all connections made in a weathetproof box. Limit switching shall consist of: 1) low level/pump off, 2) high level/pump on, and 3) high level alarm/system failure. The high-level alarm shall be both audible and visual and shall be easily detectable by occupants. Emergency notification information (e.g., telephone numbers of owner, Garfield Counby, service personnel) shall be posted near the highJevel alarcn. The effluent pump shall be configwed with a minimum dose volume of 100 gal (9.6" float differential for single compartrnent, 500 gal. tank). Storage capacily in excess of the high-level alarm shall be 6" above the pump-on float levei. A11 access manholes on septic tanks and dosing chambers will be child proof and contain appropriate warning labels if accessible to the public. Confined space entry precautions should be observed by maintenance personnel. The system contractor shall be aware of the potential for construction activities to reduce soil permeabilities at the site through compaction, smearing, and shearing. The following precautions and construction procedures should be employed during installation to minimize disturbance to native soils: i. Excavation should proceed only when the moisture content of the soil is below the plastic limit. If a sample of soil forms a rope instead of crumbling when rolled between the hands it is too wet and should be allowed to dry before excavation continues. ii. Excavation and backfrll equipment should work from the surface where at all practical to avoid compaction of the soils at depth. iii. The bottom and sidewalls of the excavation should be left with a rough, open surface. The appearance should be that ofbroken or ripped soil as opposed to a sheared, smeared, or howeled surface. Any smoothed or smeared surfaces should be removed with a toothed rake or shallow ripper taking care to remove loose residues from the bottom of the excavation by hand if necessary. iv. Care should be taken in placing fill materials in the excavation to avoid damaging the exposed soil surfaces. a a a a a a a 5 Operation - Maintenance and Inspections The owner shall install a structural barrier if necessary and take precautions to prevent vehicular traffic, excessive surface watering, accidental flooding, or other activities in the vicinity of the soil treatment atea which may compact, saturate, or otherwise alter the subsurface soil parameters used in designing the septic system. The owner will plant and maintain grass or other shallow rooted cover crop to prevent erosion and promote evapotranspiration over the soil treatment area. Everv month: e Inspect backfilt over the septic tank and soil treatment alea for signs of settling - provide additional mounding as needed. r Inspect area of septic tank and soil featment area for signs of inkusion by burrowing animals and deep rooted plants and take measwes to prevent future intrusions as needed. Every year: r Remove tank lids and inspect outlet effluent filter in pump vault for damage and clean/replace as needed. r Inspect soil treatment area through the pofts provided at the beginning and ends ofbed for signs of excessive moisture or pooling water. . LoB pump cycle number orpump rwr time. r Inspect pump components. r Perform squirt test and flush laterals to prevent excess buildup of material within pipe system. Every four vears: o Remove accumulated sludge from the septic tank by pumping all comparfirents - interval may be adjusted to less than four years or more than four years depending on family specific usage and habits o a -6- OWTS Component DescriPtions: Component:ModeI:Notes: Septic Tank (if required) Infiltrator IM-540- 1 CP pump chamber, or equivalent Tank Riser Infiltrator EZsnap Riser SNAPIS-24## & Lid, or equivalent 2",6", & 12" available Optional Safety Star: SNAPSAFT- 2400 Pump Package Orenco BioTube ProPak BPP50DD- CW-SX-ETMCT PF500011 pump PVU57-1819-L vault S1ETMCT control Effluent Filter Orenco Model FTW0436-28 Pressure Main & Manifold 2" SCHD 40 PVC Lateral Size & Orifice l-112" SCHD 40 PVC with3ll6" orifices spaced 48" o.c. Orifice Shield Orenco Model OS150 Distribution Media Infiltrator Quick4 Standard Chambers t or valent Filter Fabric Non-woven permeable geotextile fabric (max. 2 oz. lsq. yd), or -7- Limitations This report is a site-specific design for installation of an onsite wastewater treatment system and is applicable only for the client for whom our work was performed. Use of this repoft under other circumstances is not an appropriate application of this document. This report is a product of K-Cronk Engineering, Inc. and is to be taken in its entirety. Excerpts from this report may be taken out of context and may not convey the true intent of the report. It is the owner's and owner's agent's responsibility to read this report and become familiar with the recommendations and design guidelines contained herein. The recommendations and design guidelines outlined in this report are based on: 1) the proposed site development and plot plan as finnished to K-Cronk Engineering, Inc. by the client, and2) the site conditions disclosed at the specific time of the site investigation of referonce. K-Cronk Engineering, Inc. assumes no liability for the accuracy or completeness of information firnished by the client. Site conditions are subject to external environmental effects andmay change over time. Use of this planunder different site conditions is inappropriate. If it becomes apparent that current site conditions vary from those anticipated, the design engineer and Garfield County should be contacted to develop any required design modifications. K-Cronk Engineering, Inc. is not responsible and accepts no liability for any vatiation in assumed design parameters. K-Cronk Engineering, Inc. represents this report has been prepared within the limits prescribed by the owner and in accordance with the curent accepted practice of professional engineering in the area. No warranty or representation, either expressed or implied, is included or intended in this repofi or in any of our contracts. SEAL Ka&a'//z re Ct,rZ Kachayla(. Cronk, P.E. NOTE: This OWTS design is meant to include the following seven pages: 1) plot plan 2) septic layout plan 3) notes lbr your installer 4) soil treatment area plan view 5) soil treatment area cross section 6) pump vault detail 7) pump curve The plan is not to be implemented in the absence of these sheets. -8- NI]TE CONTRACTER TT] ENSURE NN OVTS CBMPONENTS ARE PLACED VITHIN EXISTING EASEMENTS \rs approx, locqtlon of -.-'- exlstlng cut stope \ steepe-n tho,n 3Hr1V \Y ,,, ot{E opprox, Ioco,tlon 30'OHE soil treqtnent o,req (STA) conslstlng of qn untlned sqnd fllter l5'x44' in size wlth pressure dlstrlbutlon system rr/ NNTE PRDVIDE MIN, 12' CDVER (18' PREFERRED) BVER ALL GRAVITY DRAINING EFFLUENT LINES ANI} MIN, 36' FRI]ST PRI]TECTII]N CEVER BVER ALL NDN-DRAINING PRESSURE LINES, TYP, NI]TE CENTRACTER TI] VERIFY SLEPEI SE]L TREATI4ENT AREA NRIENTATIBN TD BE ANJUSTE! PER SITE VARIATII]NS TU FACILITATE CINSISTENT TRENCH DEPTH, RUNNING PARALLEL TO CDNTEURS, NDTEI CNNTACT DESIGN ENGINEER AT KACHAYLA.CRBNKEOUTLDI]K,CIM PRItlR TO iNSTALL TD I]BTAIN ENTTRE EVTS DESIGN DI]CUMENT DRAVINGS MUST BE USED IN CENJUNCTIEN VITH '11434 CR 320 PRI]JECT I]VTS I]ESIGN' DATED AUGUST 4, AOES BHg concnete "gnln. (see note) pod e' SCHII 40 pnessure tronspont noln (see note oddnesslng coven) gotton, slngte pump .L ln ptqce { X + NDTE THE FOLLOVING SETBACKS MUST BE MAiNTAINEII SEPTICTANK STA SPRINGS,/VELL LAKE/STREAM/IRRIG, DITCH- 50' INTERMITTENT IRRIG. DITCH-10' 100' 50' 25' ?5' 10' 10Q', 25' e0' 10' 10' SDLID PIPE,/LINED DITCH DEMESTIC VATER CISTERN -50/NEMESTIC VATER LINE srRUcrurud{v$AVLSPACE - 5' STRUCTURE V/ECRAVLSPACE_ 5' PREPERTY LINE -10, 10'GATED PIPE exlstlng nesldence NtrTE CALL 811 FDR UTILITY LECATES NETE BVNER,/INSTALLER Ttr VERIFY UTILITIES PRiOR TE Ct]NSTRUCTIT]N, SECENI) ST]ILS EVALUATIEN HOLE MUST BE PREVIIED ANI) DESIGN ENGINEER CONTACTED TO CI]NFIRM SEILS LITHBLNGY PRIDR TD N0TE' INSTALL IMPERMEABLE MEMBRANE I]N SIIEVALL T]F UNLINED SANI] FILTER IN ALL AREAS (85' FREM STEEP CUT SLtrPE, 6 MIL PLASTIC SHEETING ER EAUIVALENT (SEE CRESS SECTIEN) NETEI REPAIR AREA TI] 3E IN SAME LI]CATII]N AS PREPI]SEI] STA, t1434 CR 340 PRDJECT t1434 CR 340 ?t77-?12-00-402 SEPTIC LAYIUT PLAN AUGUST 4, ?O?5 SCALET 1'=30' GRAPHIC SHEET 2 DF 5 I t NI]RTH exlstlng |^esldehce J t)* 6 \ .o^4o**o ---" gd o c0 OY{L solts evatuatlon hole concrete l---- s\\L qppnox, exlstlng steeper opprox, locatlon of 30' eqsenent tocotlon ofcut stope thon 3Hr1V ! \+" drlve oreo of neFenence NETE' EVNER/INSTALLER TN FIELD VERIFY LDCATINN EF UTILITIES *1-"/ // OVTS(fletd not venlfled) I Pad * \- \.I X a,'')+ 7.?5 qcnes \ov +I \ \/ CR 3AO PRNJECT cR 3a0 { fr NERTH PLAN SHEET 1 EF 5 4, e0e3 1'=30' DESIGN ENGINEER AT TE INSTALL TI1 EBTAIN EVTS DESIGN DECUMENT, MUST BE USED IN PROJECT EVTS DESiGN' TED AUGUST 4,20?3 VITH '11434 CR __l /(-cRo^il(P.O. Bo.r- r-1o i\.{ncfr, CO Br g7 o. 2io.oi7 2 f kachayl a.nrlrt/tqi,ou rlooft . cortt NOTES FOR YOUR INSTALLER This is a STAMPED. ENGINEERED design - yes, septics are simple and water nrns downhill. However, like anything that is engineered, it is critical that you follow the design so the system performs as intended - I cannot approve a system that was not installed to plans! If, FOR AllY REASON, you need to: 1. Change the location/rotation of the septic tank (ex. plumbing was placed out of different wall, etc.) 2. Change the location/rotation of the soil treatment area (ex. slope differed from the design, owner want their pool there, etc) YOU MUST CONTACT THIS OFFICE FOR A REVISED DESIGN! The revision must be submitted and approved through the County (with a $$$ revision fee) prior to calling in your inspection. Revisions take time, so please be prompt with contacting us to ensure your project is not delayed. Next, and I cannot stress this enough - DO NOT install the chambers DEEPER than the maximum depth stated in the design - the depth is determined by factors that the design engineer cannot control. This includes SATURATEDIPOOR SOIL CONDITIONS & COUNTY OWTS CODE. Our designs give you the widest range of depth possible for the specific site. SAND REPLACEMENT SYSTEMS: r Provide K-Cronk Engineering a copy of the sand gradation report dated within 30 DAYS of installation before purchasing the sand so we can check that it meets County OWTS standards - Elam, Whitewater, & United are common suppliers o A HARI) COPY of the sand gradation report must be on site with the permit card at time of -IF BE CALLED IN AGAIN!! INSPECTIONS - For pressurized systems, please schedule your inspection with this office as well as county staff. Please reach out at any time during the installation process if you have any questions. ,e At,Z la Cronk - (970) 250-0572 pressuFe loterots, typ, one (1) of ten (10) soll treqtnent qrea wlth pressure dlstrlbutlon systen conslstlng of 5 rows o€ 11 INFILTRATIIR QUICK4 STANDARII chqmbens (or equlvo,lent) eqchfon a totqt of 55 unlts over 36' deep unllned sqnd fltter penlneten chombens fqs*en odJacent chqmbers w/ <3> 3/4' screws ot opproxlnotety 10 o'ctock, 1? o'ctock, qnd ? o'ctock posltlon, tvp. 49'u/ of chsnibers, pressune nqnlfotd -provlde lnspectlon port o+ eoch endcop os shown pressune tnonsport noln Une septic lnftuent fnorqtlft stotlon SEIL TREATMENT AREA - PLAN VIEV SCALET 1'=10' 11434 CR 3e0 PRUJECT 11434 CR 320 ?177-212-00-402 SI]IL TREATMENT AREA PLAN VIEV AUGUST 3, 2OE5 GRAPHIC SHEET 3 NF 5 [''-] ' tyP, ' SCREV DETAIL NTS NIITEt CI]NTACT DESIGN ENGINEER AT KACHAYLA,CRONKENUTLII]K.CEM PRIDR TI] INSTALL TN OBTAIN ENTIRE DVTS NESIGN III]CUMENT DRAVINGS MUST 3E USEI IN CINJUNCTIEN WITH '11434 CR 320 PRI]JECT I]VTS DESIGN' DATED AUGUST 4,2OE5 { { { d-I I> -t----F---+l I t-----J0 l(9 -t-- I / I I I l. Il l l IIj O- ._ .. }. .-l 1 IMPERMEABLE MEMBRANE EN SINE EF USF IN INTILTRATOR OUICK4 STANDARD CHAMBERS, DR EOUIVALENT NI]N-VI]VEN, PERMEABLE GEITEXTILE FABRIC, TYP. +(u DISK I]R SCARIFY A' SCHD 40 PVC PRESSURE MANIFBL! PREVIDE INSPECTIBN PERT AT EACH ENICAP AS SHEWN PRI]VIDE SANDY LEAM SNIL TYP. (MEUND 5Z),EXISTING GRt]UND SURFACE -48' -96' SOILS LUG (SEE NETES) NDTEI CNNTACT DESIGN ENGINEER AT KACHAYLA,CRENKEEUTLET]K,CEM PRIBR TtJ INSTALL TI] BBTAIN ENTIRE EVTS DESIGN DECUMENT NRAVINGS MUST BE USED IN CNNJUNCTIEN VITH '1T434 CR 3EO PRBJECT OVTS IESIGN' DATED AUGUST 4, 2OE5 c E o\o -FuuZF'zz =tr5N sdHH AREAS <E5' FREM STEEP bCUT SLBPE C' 6 MIL PLASTIC SHEETING I OR EOUIVALENT I UNLINED SAND FILTER- CI]NSISTING EF ASTM 33 CI]NCRETE SAND OESIGN AS SECONNARY SAND) - 15', 2' SCHD 40 PVC PRESSURE TRANSPI]RT MAIN LINE FRI]M LIFT STATIDN NBTEI CENTACT DESIGN ENGINEER PRIER TI] INSTALLATII]N gF SAND TO CINFIRM EXISTING STA AND ANY SATURATED SNILS HAVE BEEN PROPERLY REMOVED SI]IL TREATMENT AREA _ CRESS SECTIEN SCALET 1'=5' 11434 CR 320 PRoJECT 11434 CR 320 ?177-?L?-00-+0e SEIL TREATMENT AREA CRI]SS SECTII]N AUGUST 4, 2O?5 GRAPHIC SHEET 4 EF 5 SUILS LEG NETES #1 SEIL TYPE 3, USDA - SANDY CLAY LOAM, GRANULAR, MI]DERATE STRUCTURE +e snl- rVpt d, usDA - sANDY LUAM, ILncKY, MEDERATE srRUcruRE Nt] GRBUNDVATER ER EVIDENCE OF PERII]DICALLY SA TE A DEPTH I]F 95' BELI]V GREUND SURFACE (3GS) TURATED SI]ILS PRESENT +1 +? ELEVATIIN DESIGN SPECIFICATINNS DESIGN DISTANCE FROM FNUNDATIEN LINE TE SEPTIC TANK = 16, DESIGN DISTANCE FRBM SEPTIC TANK TN PUMP CHAMSER = 5, TIt]N LINEASSUMEDINVERTELEVATINNEFSEVAGELINEATEXITFREMFOUNNA IN VERT ELEV A TIIN BF SEVAGE LINE AT ENTRY Trl SEPTI c T ANK 99,64', INVERT ELEVA TIt]N DF s EVAGE LI NE A T EXIT OF SEPTIC TANK 99.43', NF SEVAGE LI NE ENTRY TE P UMP 99.38INVERTELEVA SI]IL CAP 4'PVC PBRT THREAD CAP 1-1l2',SCHI 40 PVC PRESSURE LATERAL VITH 3/16' HDLES SPACED 48'E'C. DRILL HNLES AT 12 E'CLOCK TO NIRECT DISCHARGE UP FI]R DISPERSAL AGAINST TNP EF INFILTRATOR 90 IRIFICE AT BEGINNING AND SUSPENN PRESSURE LATERAL WITH ALL VEATHER PLASTIC PIPE STRAP VITH 1AO L3S TENSILE STRENGTH AT EVERY CHAMBER CENNECTII]N, TYP, TERMINAL ENDS t]F LATERALS TB BE DRILLED AT 6 I]'CLECK VITH NRIFICE SHIELD FER DRATNAGE ----ltt-+\, L ff#-ni-- =PRESSURE LATERAL CONSTRUCTION DETAIL SCALE:1"='l ' Effluent Pumping System for Cold Weather Applications (cw style)SYSTEMS Scale: 1" = 2' Tank Lid , Typ. (occessible ot surfoce) Panel Model SlETMCT Top View (NTS) Simplex Pumping System l) Slope Ground Awoy from Riser PVC Splice Box w/Gord Grips ischarge Assembly Peo Grovel Bockfill *<i< Provide 1/4" Droin Hole Effluent Dischorge (below frost line) ___-__> Level Control Float Assembly Flow lnducer NITfr CONTACT DESIGN ENGINEER AT KA CHA Y LA.CR t]NKEI UTL I]t]K, C I M PRIIR TE INSTALL T[ NBTAIN ENTIRI IVTS DESIGN DICUMENT, DRAVINGS MUST BE USED IN CINJUNCTIIN VITH '11434 CR 320 PRNJECT NVTS DESIGN' DATED AUGUST 4, ?O?5 Tank Shield (opt.) Lid Rise(s) lnlet Tee Conduit To Control Ponel Voult lnlet Ports Filter Caftridge Orenco Effluent Pumo BPPSoDD-cw-sx-rTucr BiotubPPump Vault Model PVU57-1819-L * Peo Grcvel Bockfill Recommended to Help Prevent Frost Heove*t Droin Hole for Droin Bock of Tronsport Line 11434 CR 320 PRnJECT 11434 CR 3?0 ?r77-2r?-00-40? PUMP VAULT DETAIL AUGUST 4, ?O?5 GRAPHIC SHEET 5 DF 5 NDW_TD_EPS_HV_O] I i- I olorm ON OFF 6", mox .60'9 FLOAT DETAIL not to scole 500-gallon pump chamber @ 2021, Orenco Systems, lnc.Rev. 5.0 (tz/zz) Pump Selection for a Pressurized System - Single Family Residence Project 11434 CR 320 Parameters 160Discharge Assembly Size Transport Length Transport Pipe Class Transport Line Size Distributihg Valve Model Max Elevation Lift Manifold Length Manifold Pipe Class Manifold Pipe Size Number of Laterals per Cell Lateral Lehgth Lateral Pipe Class Lateral Pipe Size Orifice Size Orilice Spacing Residual Head Flow Meter 'Add-on' Friction Losses Calculations 2.00 20 40 2.00 None 10 12 40 2.00 't0 20 40 1.50 3/16 4 5 None 0 feet feet inches feet inches inches feet inches inches feet feet inches feet 140 120 100 80 50 40 20 Minimum Flow Rate per Oriflce Number of Orifices per Zone Total Flow Rate per Zone Number of Laterals per Zone % Flow Differential 1st/Last Orifice Transport Velocity Frictional Head Losses o.97 60 58.4 10 o.2 5.6 gpm gpm oolt !o doo ! .9tr(!e o t! P 0 0 feet feet feet feet feel feet feet Yo fps Loss through Discharge Loss in Transport Loss through Valve Loss in Manifold Loss in Laterals Loss through Flowmeter 'Add-on' Friction Losses Pipe Volumes 6.8 '1.1 0.0 o.2 0.0 0.0 0.0 10 20 30 40 50 Net Discharge (Spm) 60 70 80 Vol ofTransport Line Vol of Manifold Vol of Laterals per Zone Total Volume 3.5 2.1 21.2 26.7 gals gals gals gals PumpData PF5005 High Head Efiluent Pump 50 GPM, 1/2HP 115123OV 1g 6oHz,2OOl230V 3q 6OHzMinimum Pump Requirements Design Flow Rate Total Dynamic Head 58.4 23.1 gpm feet System Curve:- Pump Curve: Pump Optimal Range:- * Operating Point: v o Design Point: ., r' li I ti h!