The URL can be used to link to this page

Home My WebLink AboutOWTS Designffi CTL I THOMPSON August 13,2021 Green Line Architects 65 N. 4th Street, Suite 5 Carbondale, CO 81623 Subject Site and Soíl Evaluation and OWTS Design 565 Faranhyll Ranch Road Assessor's Parcel Number: 2395103001 33 Assessor's Account Number: ROB1 004 Garfield County, Colorado Project No. GS0657 2.000-1 32 CTL I Thompson, lnc. (CTL) has prepared this síte and soil evaluation and on-site wastewater treatment system (OWTS) design for the residence and ac- cessory dwelling unit (ADU) planned at 565 Faranhyll Ranch Road (Assessor's Parcel Number 239510300133) in Garfield County, Colorado. The soil evatuation is required by the Garfield County Public Health (GCPH) to characterize subsur- face conditions where an OWTS will service a residential building. Our investiga- tion and design are in accordance with the Garfield County On-Site Wastewater Treatment System Regulations (GCOWTSR). This report should be presented to GCPH with the application for the septic permit. Proposed Construction The site is located at 565 Faranhyll Ranch Road ín Garfield County, Colo- rado. A vicinity map with the location of the site is included as Figure 1. A 4-bed- room, single-family residence and a 1-bedroom ADU are planned for the prop- erty. The buildings will utilize the same OWTS. An aerial photograph of existing site conditions is shown on Figure 2. The approximate location of the proposed building footprints are shown on Figure 3. Potable water will be supplied to the buildings by an existing on-site water well at the location shown on Figure 3. Site Description On May 21,2021, a site evaluation was conducted by Ryan Barbone, E.l.T., of CTL I Thompson, lnc. (CPOW soils class certified). The subject property is an approximately 35.5-acre parcel. At the time of our site evaluation, an exist- ing single-family residence was on the síte to the north of the proposed residence and ADU. Single-family homes and flood-irrigated fields are adjacent to the prop- erty. 234 Center Drive I Glenwood Springs, Colorado 81601 Telephone: 970-945-2809 F ax: 970-945-741 1 The landscape position of the test site is designated LL, pursuant to the EPA's Onsife Wastewater Treatmenf Sysfems Manual. Ground surface in the area of the STA slopes down to the east at grades on the order of 8 to 12 per- cent. Ground cover at the proposed soiltreatment area (STA) consisted of natu- ral and cultivated grasses. Existing site conditions at the time of our site and soil evaluation, as well as the locatíons of our profile pits are shown on Figure 2. Fea- tures requiring minimum setback distances from the proposed OWTS are shown on Figure 3. CTL should review plans, as they are developed, so that we can re- vise our design, if required. No features requiring minimum setback distances from the proposed owrs, as indicated in Table 7-1 of the GCowrsR, other than those shown on Figure 3 were located or observed on the síte during our in- vestigation, reconnaissance, or soilevaluation. A known well exists on thè sub- ject property and is shown on Figure 3. Known wells on adjacent properties exist beyond the minimum horizontal distances specified in Table 7-1. An OWTS sys- tem on the property services the existing residence and will be deconstructed. The new STA will be constructed near the existing STA. Subsurface Conditions Subsurface conditions pertinent to OWTS design were investigated by ob- serving the excavation of two profile pits (P-1 and P-2) in the area of the pro- posed STA. The pits were excavated wíth a trackhoe at the approximate loca- tions shown on Figure 2. subsurface conditions exposed in P-1 and p-2 con- sisted of approximately I inches of topsoil over 5 to 6 feet of silty clay loam un- derlain by loam with more than 35 percent rock larger than 2mm (and more than 50 percent of the rock larger than 20mm) to the total explored depth of I feet. Groundwater was not encountered in our profile pits at the time of excavation. No mottling or redoximorphic features were observed in our profile pits. Graphic logs of subsoils encountered in our profile pits are shown on Figure 4. Two samples of the silty clay loam selected for gradation analysis con- tained I and 12 percent sand, 63 and 59 percent silt, and 2g percent clay. one sample of the loam selected for gradation analysis contained 26 percent rock larger than 20mm and 4B percent rock larger than 2mm. The loam matrix con- tained 44 percent sand, 41 percent silt, and '15 percent clay. Gradation test re- sults are included as Figures 5 and 6. We judge a Soil Type 3A is appropriate for the site based on Table 10-1 of the GCOWTSR. The loam soil classified as Soil Type R2 based on Table 10-14 and is considered a limiting layer. A Long-term Acceptance Rate (LTAR) of 0.3 galldaylft2 was determined for the site based on Tables 10-1 in the GCOWTSR. Recommendations GCOWTSR requires an engineer to design the OWTS for Soil Type 3A as specified in Table 10-1. ln our professional engineering opinion, and per Table GREEN LINE ARCHITECTS 565 FARANHYLL RANCH ROAD PROJECT NO. GS06572.000.1 32 2 ffi '10-1 of the GCowrSR, the sTA should be designed for a maximum LTAR of 0.3 galldaylftz. The minimum srA size for the owrs should accommodate a LTAR no faster than 0.3 galldaylft2 of residential shength wastewater (Treatment Level 1). The average design wastewater flow for a 4-bedroom residence and 1-bedroom ADU (5-bedrooms total) is estimated at 825 gallons per day (gpd) based on Ta- ble 6-1 of the GCOWTSR. Our STA recommendations are based on the following criteria and formulae: Treatment Level 1 (TL1) - Conventional Septic TanklPressure-Dosed/Trenches Design Wastewater Flow (S-bedrooms total) = 825 gal/day Long-term Acceptance Rate (SoilType 3A)= 0.3 gal/daylft2 Size Adjustment Factor (Chambers) = CI.7 Síze Adjustment Factor (Pressure-Dosed Trenches) - 0.8 Minimum Soil Treatment Area (Chambers * Trenches * Design floM LTAR) = 1,540 flz Minimum Number of lnfiltrator Quick4 Plus Std. (12 ftz) Chambers (STA/12 ft2) = 129 Recommended Minimum Area = 1,584 ftz (132 chambers) Wastewater discharged to the OWTS is expected to be typical residential strength. Some fixtures, such as garbage disposals, washing machines, and wa- ter treatment systems, can increase demand on the OWTS and additional flows should be accounted for in thè capacity of the OWTS. Swimmíng pools and hot tubs should not be drained into or onto the OWTS. lt would also be prudent to oversize the septic tank and/or STA for enhanced performance and for future im- provements to the residence. A minimum septic tank capacity of 1,500 gallons is required for an OWTS servicing S-bedrooms. Our design will need to be revised if future bedrooms or other items will result in an increase of flow or strength of wastewater are planned. Refer to Figures 7 through 14 Íor recommendations for OWTS compo- nents. All components of the owTS shall meet or exceed the GCOWTSR. The tank locations shown on Figure 3 are based on assumed accessibility. Locations may need to be adjusted to maintain accessibility for pump trucks. Our recommendations include the installation of an effluent pumping sys- tem, effluent filter, air (vacuum) release valve, and automatic distributing valve (ADV). The filter reduces the gross solids entering the STA, thereby prolonging the life of the OWTS and enhancing treatment. lt is critical that the ADV and air (vacuum) release valve be installed at the highest point in the system, so that the transport line drains from the ADV to the pump tank and the headers drain from the ADV to the STA. Details for the ADV are presented in Figures 11 and 12. GREEN LINEARC}IITECTS 565 FARANHYLL RANCH ROAD PROJECT NO. GS06572,000-132 3 Wheeled traffic that can compact the soil and Ímpede percolation should be avoided in the STA excavation. This report and information including planned number of bedrooms and system options should be presented to the GCPH for application of the OWTS permit. Septic Tank Depths There are several issues that can affect the depth of septic tank installa- tion that the owner and installer should discuss before the final installation eleva- tion is selected. Proposed elevations of finished floors, building sewer and grad- ing elevations may not have been determined or available when this design was prepared. Depending on the configuration of the proposed structure and site grading, gravity flow from the house to the tank may or may not be feasible. ln addition, some county septic tank requirements preclude deeply installed tanks. We feel the installatíon depth of septic tanks should be no more than 2 feet from the top of the tanks to the finished grade but can be up to 4 feet from the top of tanks to finished grade if necessary. Tanks installed deeper than this amount may be difficult to access, service and maintain, and may require additional rein- forcement. Instal lation Observations GCPH should be given adequate notice to allow observation of the OWTS príor to backfilling. The same recommendation applies to other specified stages of construction. CTL should also be called to observe the various stages of con- struction to verify substantial compliance with the design. We recommend that CTL perform installation observations once approximately half of the STA has been installed. GCPH requires a final inspection after completion of installation before the system is backfilled. Maintenance and Operation An OWTS requires conscientious maintenance and operation to provide a reasonable service life. The owner must understand that the OWTS does not have the "unlimited" capacity of a municipal sewer system. The OWTS is sÍzed for a limited hydraulic loading. Exceeding that loading on a continual basis can harm the system and cause irreparable damage. Septic tanks should be checked periodically for scum and sludge accumulation and pumped as necessary. Gen- eral maintenance and operation consíderations for the OWTS are included in the attached Exhibit A. Limitations Accepted industry standards, methods and state and/or county guidelines were used to conduct this investigation. Our understanding of subsudace condi- tions at the site is based on our profile pits. Subsurface conditions under the STA GREEN LINE ARCHITECTS 565 FARANHYLL RANCH ROAD PROJECT NO. GS06572.000-t 32 4 may vary from those observed in our profile pits. crl I Thompson should be called to check for variations in subsurface conditions as excavations are made for construction. We should be informed of any changes to the proposed location or construction of the residence, as well as constraínts for locating the OWTS system components. This report should be presented to GCPH for application of the septic per- mit. we recommend that an experienced installer, approved by GcpH, be en- gaged for installation of the OWTS. Due to variables, such as construction meth- ods, individual usage, maintenance habits, soil heterogeneity'and clímate, no warranty expressed or implied Ís made as to the longevity or performance of theowrs. we encourage owrs owners to visit https://www.cpow.net/re- sou rces/homeowner-resou rces for add itional resou rces and literatu re. Due to the changing nature of onsite wastewater engineering standards and practices, the information and recommendations provided in this report are only valid for two years following the date of issue. Following that time, our office should be contacted to provide updated recommendations and design criteria, as appropriate. We are available to discuss the contents of this letter. lf you have ques- tions or need additional information, please call. CTL ITHOMPSON, lNC. Reviewed by: '6- f<ßA Ë-r.r-- Ryan R. Barbone, E.l.T. Project Engineer D ion Mana RRB:JDK:abr GREEN LINE ARCHITECTS 565 FARANHYLL RANCH ROAD PROJECT NO. GS05572.000.132 5 fr 3 ,lg8 ffi 0 1500 J000 NOTE: SO{LE: l'- 3000' OREEN LINEARCHITECTS E€5 Far8nfn/l Fûcfi Ro6d PROJECT NO. GSO6 57 2.OOO-1 32 SATELLITE IMAGE FROM GOOGLE FARTH (DATED JUNE 2017) Vicinity Map Glenwood Springs 565 Foronhyll Ronch Rood Flg. I LEGEND: P_,1 APPROXIMATE LOCATION OFf : PROFILE PIT NOTE: ffi APPROXIMATE LOCATION OF PROPERTY BOUNDARY SATELLITE IMAGE FROM GOOGLE EARTH (DATED JUNE 2017) 100 200 SCALE: 1'= 200' GREEN LINEARCH]TECTS ı65 Farantq¡l Ranch Road PROJECT NO. GSO6572.OOO-1 32 Aerial Photograph Flg. 2 ¡ôI03060rru: l'- 60'LEGEND:- APPROXIMATE LOCATON OFPROPERTY BOUNDARY,/ AppRoxtMATE sLopE1o-12:r DIRECTION AND GRADENOTES:1) SATELLAE TMAGE FROM oOOGLEEqRTH (DATED 6/23/2017).BASE DRAWNG BY GREEN LINEARcHrrEcTs (DñÊD 8/2/2021).2) THIS IMAGE IS FOR ILLUSTRATIVEPURPOSES ONLY AND IS NOTIN]ENDED AS A CONSTRUCTONDOCUMENT.3) CTL I THoMPSoN, INc, sHoULDBE CONTACTED IF CHANGES AREMADE TO THE DNELOPMENTPLAN SO WE CAN REVISE OURDESIGN, IF NEEDED.OEffi Llre ÂrchlþctaSFøûú¡rlMMProjeêt No. GSO6572,0O0-1 32ffito WellsWoter Supply Linetôto Septic Tonkfromsewer ond woter line moy bêprovided thot the woter orside of the crossinq. A length ofwith o minimum Schedule 40 rotingsuffìcient diometer to eosily slide overcompletely encose the conveyoncebe used. Rigid end cops of of leost40 roting must be glued orih o wstertight foshion to thethe encosement pipe. A hole ofsize to occommodote the pipebe drilled in the lowest section ofrig¡d cop so thot the conveyonce pipeon lhe bottom of the encosementbe reviewed ond opproved by thepublic heolth ogency.orThetheoreoendincoPswhichmusttheoftheunderground seolontSetbock fromto SfAtôWoterSupplyTonkReleose VolveVolve ond AírSetbock fromto Septic Tonkto ResidenceSepticsoil between(38'x 91' for sïx 3' wide91' long trenches with 4' oflinesewêrdistoncetofromSTAto OWTS componentsfromSetbock fromto Sewer LineWoterOn-Site WastewaterTreatment System ConceptFlC. 3 P-t El.6823 6,825 ,820 815 6,810 805 GREEN LINEARCHITECTS 565 FARANHYLL RANCH ROAD CTLIT PROJECT NO. G506572.000-132 6,825 LEGEND: ffi Summary Logs ofProfile r Pits Frc.4 P-2 EL. 6818 t-ul UJ TL zotr lrlJlr¡ 6,820 6,815 6,810 6,805 n w F t.-rr! l1tIL rzoË ulJ llj TOPSOIL, MASSTVE SHAPE, LOOSE (S|NGLE cRAtN) GRADE, LOOSE CONSISTENCY, DARK BROWN. SILTY CLAY LOAM, MASSIVE SHAPE, LOOSE (SINGLE GRAIN) GRADE, FIRM CONSTSTENCY, DARK BROWN, BROWN, TAN. (SO|L TYPE 3A) GRAVEL, LOAM, MASSTVE SHAPE, LOOSE (StNcLE GRA|N) GRADE, F|RM CONS|STENCY, BROWN, TAN, GRAY. (SOIL TYPË R-2) BULK SAMPLE FROM SIDEWALL OF EXCAVATION. NOTES: PROFILE PITS WERE EXCAVATED WITH A TRACKHOE ON MAY 21,2021. PITS WERE BACKFILLED IMMËDIATELY AFTER EXCAVATION OPERATIONS WERE COMPLETED, 2. SOIL EVALUATION CONDUCTEÐ BY RYAN BARBONE, Ê.r.r. (cpow sotLS cLASs cERTtFtED) 3, GROUNDWATER WAS NOT ENCOUNTERED AT THE TIME OF ËXCAVATION. REDOXIMORPHIC FEATURES WERE NOT QBSERVED IN OUR PROFILE PITS. 4. LOCATIONS OF PROFILE PITS ARE APPROXIMATE. ELEVATIONS WERE ESTIMATED FROM THE ARCHITECTURAL SITE PLAN BY GREEN LINE ARCH ITECS(DATED APRTL'1 4, 2A21). 5. THESE LOGS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSIONS CONTAINED IN THIS LETTER, ffi SANDS GRAVELCLAY (PLASTTC) fO SrtT (NON.pLASTtc) FINE MEDIUM COARS FINE COARSE COBSLES ANALYSIS ANALYSIS '100 '50 Y0'30 .16 .10.8 '4 3t8" 3t4" 1A' 3' 5.6' Â. .001 0.002 .005 .009 .019 .037 ,O74 .149 .297a.42.55O 1.19 2.0 2.35 4.76 9.52 19.1 36.1 76.2 DIAMÊTER OF PARTICLE IN MILLIMETERS 127 20044t '10 0100 90 80 2roøø Í60Þ u50ú, UJÀ40 30 20 't0 0 7A 80 90 100 STANDARD SERIES CLEARTIME REAOINGS 60 MrN. t9 MlN. 4 MrN. 1 MrN. '200 ô30uz E40 i!ú, Fsoıo É.U60L 25HR, 7HR. 45 MIN, 15 MIN. mpleSo of goittype 3A P - 1 AT 3-4 FEET GRAVEL 0 o/o stLT & CLAY g2 o/o PLASTICITY INDEX SAND ltouro r-rrr¡li 8 o/o % o/o From SANDS GRAVELctAY (PtASTIC) TO SrLT (NON-PLAST|C) FINE MEDIUM COARS FINE COARSE COFBLES SIËVE TIME READINGS U.S. STANDARD SERIES oo ¡¡tN. tg lvlit't. 4 MtN. I MtN. .200 .100 .50 .40 .30 .16 '10 '8 tt|0zıØ€0À Fz 350e.Uo{o 30 20 10 0 .a74 .149 .297 .590 1.19 2,0 2.3È 4.76 9.52 19.1 36.1 76.2 127 2oOo.42 152 DIAMETER OF PARTICTÊ IN MILLIMETERS FzuoÉ.UL 90 80 '100 10 20 30 70 80 90 '100 .001 0.002 ,005 .00s .0f9 ,037 CLEAR SOUARE OPENINGS 3/8" 3t4" 1%', 3' s"6' 25 HR. 7 HR. 45 MlN. 15 MtN. Somple of SoilType 3AFrOM P.2 AT 3-4 FEET GREEN LINE ARCHITECTS 565 FARANHYLL RANCH ROAD PROJECT NO. cS06572.000 GRAVEL O o/o slur a cuy gB % PLASTICITY INDEX SANÐ LIQUID LIMIT 12 o/o % % Gradation Test Results FIG. 5 ffi SANDS GRAVELcLAY (PLAST|C) TO StLT (NON-PrASTtC) FINÊ MEDIUM COARS FINE COARSE COBBLËS ANALYSIS SIEVE ANALYSIS 76.2 12't 200 152 o2 Øvt l l0 0100 t-z 850d.uÈ40 30 20 '10 0 70 80 90 100.001 0.002 .005 .009 .019 9.52 19-l 36-r 5"6" 8" STANDARO SERIES25 HR. 7 HR. 45 MrN. 15 MiN. TIME READINGS 60 MtN. 19 MtN. 4 MtN. f MtN. .200 CLEAR SAUARE OPËNINGS 3/8" 3t4', 1y," 3. .037 .074 . f 49 .297 .590 f .19 2.0 2.38 4.1Ê. o.42 DIAMÊTER OF PARTICLE IN MILLIMETERS o30uz 340 ¡! ú. t-.. 50ño É.u60L 90 80 70 60 '100 '50'40 .30 .'16 .10 'e .4 Somple of SoilType R-2From Þ-2nr7-BFEET Somple of From GREEN LINE ARCHITECTS 565 FARANHYLL RANCH ROAD PROJECT NO. GS06572.000 GRAVEL sltr a cl-eV PUST¡C¡ry l¡.¡OEX GRAVEL srlr a cmV PLASTCIry INDEX SAND 26% llsuro r-rMrÍ % o/o 45 o/o 2i o/o o/o SAND Vo LIOUID LIMIT % o/o o/o Gradation Test Results SANDS GRAVELcLAY {pLAST¡C) TO StLT (NON-ptASTtC) FINE MEDIUM COARS F¡NÊ COARSE COBBLES SIËVE 10 20 30 4D 50 60 70 80 90 100 t'to1 Øa Í30Ì-z 350 É. u_¡oqo DIAMETER oF PART¡cLE IN MILLIMETËRS ouz tsu( 90 80 100 30 20 10 0 .00't 0.002 .005 .009 .019 .037 .t74 .t49 l.l9 2.0 2.38 4.76 9.52 19.1 36.1 76.2 127 20A 152 CLEAR SOUARETIME READINGS 60 MlN. 19 MlN. 4 MtN. 't MlN. .200 U,S. STANOARD SERIES '100 '50 "40 r30 .16 .10 .8 .297 .590 o.42 '4 3t8" 3t4" 1y;' 3" 5"6" zs HR" 7 HR. 45 MrN. 15 MtN. FIG,6 From Building Sewer* Compact backfill prior to installing building sewer, and effluent and transport lines. To STA Min. 1,SO0-Gallon Septic Tank 400-Gallon Pump Tank oPTloN A - sEPTlc rANK wrH oRENco@ ProsrEprM puMptNG sysrEM IN SEPARATE PUMP TANK (rvp.) .Dfuy.dgyl I I Cross-over (ïvp.)Drawdow From Building Sewer * Compact backfill prior to installing building Bewer, and effluent and transport lines. To STA Min. 1,500-Gallon Septic Tank 400-Gallon Pump Tank OPTION B - SEPTIC TANKAND EFFLUENT PUMP IN SEPARATE PUMP TANK GENERAL NOTES: . MINIMUM SEPTIC TANK REQUIREMENTS 1. County approved plastic or precast concrete. 2, Min. 1,500 gallon septíc tank. Min. 400 gallon pump tank. -oR- Min. 2,500 gallon 3-compartment septic tank. 3. Shall meet County OWTS requirements. 4. Tanks to be placed on level, stable ground. 5. Min. 6" risers to be located over all openings where shown. Two-foot maximum depth preferred from top of tank to surface. 6. Bottom risers to be sealed waterlight to top of septic tank, 7. Riser lids shall be exposed at grade and are to be secured against unauthorized entry. Selection of pump opt¡on should be made bv owner. GREEN LINE ARCHITÊCTS 5ô5 FARANHYLL RANCH ROAD cTL I T PROJËCT NO. GS006572.000-1 32 . MINIMUM PUMP REQUIREMENTS Ba. Orenco@ PF3005 pump in Orenco@ Flow lnducer, or equivalent. 8b. High quality effluent pump on 4-inch concrete block. 9. Minimum 22.9 cPM at 25.2 feet of head. 10. Set float drawdown for 80 to 95 gallon doses. 10a. Set high water alarm float to allow 300- gallon reserve, or as much as practical. 1 1 . Union joint to be no lower than 18 inches from riser lid for accessibility. 12, 114-inch weephole to be provided to allow transport line to drain back io tank. 13. Pumps, floats and control panel to be wired to dedicated circuit, Control panel to include dose counter and pump run-time meter. Final connection by licensed electrician. All connections to be separate from tank environment and weather-tight to prevent corrosion. Alarm location to be visible from pump tank. . OTHER REQUIRËMENTS '14. Building sewer to be 4-inch Sch. 40. Overall slope to be minimum 1/4" per foot with no portion flatter than 1/8" per foot, ïwo feet min. cover over pipe or insulated with 2-inch rigid insulation. 15. Transport line to be sch. 40. 1/8' per foot min. slope to tank and/or STA with air (vacuum) release at highest point. Minimum 18 ínches soil cover. 16. Effluent filter to have 5.3 square feet effective surface areå or one Orenco@ FT0400 Biotube@ effluent filter. Provide high-water float and alarm. Provide handle extension for accesibility. 17. Outlets to be sealed water-tight. Septic Tank and Pump Options FIGURE 7 TYPICAL PLAN VIEW 1.5-inchØ sch. 40 transport line from pump tank with air (vacuum) release valve at highest point (next to ADV). Min 1/8-inch per foot fall to pump tank. Min 18" cover or insulated. 38'min. U) ou(D 2 lnfiltrator@ Quick4@ Plus All-in-One 12 Endcaps per Trench Soil Treatment Area ffi u¡rÁ ='< (¡ -lQPìm ='ao +ô ¿.ã-: ıc) +:t ãt ç ;;ırX=¡ ='= Od r3ü:ff(D1] CLã +q¡ftç o ı:'oo o)o)oo) o ..!)> o 1\)ÐN9aqdo- oá ='ñ'Ø*gä a- (ngFoocg À @o5 l!) 3cto ı @ os N)Í\)o 0) 3oo Ø (o l+ q 3.(t(t <_ Min. Soil Treatmenr Area = 1,584 ft2 (132 Quick4@ Chambers) GREEN LINE ARCHITECTS 565 FARANHYLL RANCH ROAD cTL tT PROJECT NO. GS06572.000-.132 oq (r,o ? 0)d.of, !o+v, o) FIGURE 8 Undisturbed soil between beds Establish Vegetative Cover Notes GREEN LINE ARCHITECTS 565 FARANHYLL RÀNCH ROAD cTL I T PROJECT NO. GS06572.00G132 10-12 o/o---->Native Grade 12" 12" 3'4'min 17' min Dispersal Lines - 1.5-inch schedule 40 PVC pipe with 3/16-inch holes at 4-feet on-center with holes facing upward and every fifth hole facing downward with orifice shields. Hung from chamber tops. - See Figure 10 2. Finished grade over STA shall promote drainage/runotf. Soil Treatment Area 1 TYPICAL CROSS.SECTION A.A' 22 lnfiltrator@ Quick4@ Plus Standard Chambers per trench with Dispersal Lines hung from top 24" Max. FIGURE 9 DISPERSAL LINE INSTALLATION DETAIL QUICK4@ PLUS ALL-IN-ONE 12 ENDCAP MANIFOLD 1.5-|NCH Ø ALL WEATHER PLASTIC PIPE STRAP TH 120 POUNDS TENSILE STRENGTH AT EVFRY CHAMBER CONNECTION QUICK4@ STANDARD CHAMBERS ISPERSAL LINE PER DESIGN | ///i I I OBSERVATION PIPE DETAILS QUICK4 STANDARD PLUS END CAP USE HOLE SAW TO CUT OUT PRE.MARKED CIRCLE Option A: CHAMBER RISER ABOVE GRADE Option B: INSTALLATION WTH VALVE BOX ACH CAP OR TI-{READED ASSEMBLY 4'' PVC PIPE CUT TO FIT D 4'' PVC PIPE THROUGH INSPECTION PORT TO INFILTRATIVE SURFACE. CUT SLOTS IN BOTTOM OF PIPE, COMPACT SOIL BASE TO SUPPORT BOX 4'' PVC PIPE CUT TO FIT ND 4- PVC PIPE THROUGH INSPECTION PORT TO INFILTRATIVE SURFACE. CUT SLOTS IN BOTTOM OF PIPE. SMALL VALVE COVER BOX OR IRRIGATION VALVE BOX AT GRADE ATTACH CAP OR THREADED CLEANOUT ASSEMBL USE HOLE SAW TO CUT OUT PRE-MARKED CIRCLE Adapted from drawings provided by lnfiltrator@ Systems lnc. GRÊEN LINE ARCHITECTS 565 FARANHYLL RANCH ROAD cTL I T PROJECT NO. GS06572.000-132 lnfiltrator@ Chamber Pipe lnstallation and Observation Pipe Details FIGURE 1O ffi SIDE VIEW Attach Threaded Cap with 3/.ta-lnch Hole Drilled in Top for Squirt-Height Test 1.5-lnch Ball 1.5-lnch Ø Sweeping End Pipe (See Figure 10) Quick4@ Standard Chambers Dispersal Line per Design END VIEW SmallValve Cover Box or lrrigation Valve Box at Grade Attach Threaded Cap with 3Áø-lnch Hole Drilled in Top for Squirt-Height Test Compact Soil Base To Support Box Adapted from drawings provided by lnfiltrator@ Systems lnc. GREEN LINE ARCHITECTS 565 FARANHYLL RANCH ROAD cTL I T PROJEOT NO, GS06s72-132 5-lnch BallValve Distribution Lateral Cleanout Details FIGURE 11 a i:rt;,:jj j¡j jr¡ i i;::f rr.: jf i¡:;;; Distributing Valves Applications Automatic Distributing Valve Assemblies are used to pressurize nrultiple zone dislribution systems including textile filters, sand fillers and drainfields. Top View Clear pipe Ball valve Elbo'¡¡ Bottom View Green Line Architects 565 Faranhyll Ranch Road Project No. GS0657 2.000-1 32 Couplin0 Distrihuting valve Union Side View Elbours -rT I I ¡s:cm¡rv I 0isctrarge tcrncctions inslailed, 02 = 2 conncctions General 0renco's Automalic Diskìbuting Valve Assemblies are mechanically operaled ancl sequenlially redirect the pump's llow to multiple zones or cells in a dis- tribution field. Valve actuation is accomplishcd by a conrbination of pressure and flor,',r. They allow the use of snraller horsepourer punlps on large sand filters and drainfields. For example, a large comnrunity drainlield requiring 300 gpm (1 B.90Usec) can use a six-line valve assembly to reduce the pump flon rate reqrli¡emenl to only 50 gpm (3.14Usec). 0renco only wanants Automatic Distriltuling Valves lr¡hen Llsed in conjunc- lio¡r r¡rith High-l-lead Effluent Pumps with Biotubei'r punrp vaults to provide pressufe and flow requiremenls, and t0 prevent del¡ris from fouling valve operation, An inlet ball valve, a section of clear pipc, ancl a union fo¡ each oullet are provided for a complete assenrhly that is easy to maintain and monilor. ldeal valve location is at the high point ìn the system. Refer to Automatic Distributing Valve Assentblies (NTP-VA- I ) for more information. Standard Models v4402A, V4403A, U4404A,V4605A, V4606A. V6402A, V6403A, V6404A, v6605A, V6606A. Product Gode Diagram 06 Av 03 = ! conrrcüliofis ü,1 =405-5 06-0 conneclions rì0nnûclions Cún¡rcttiuils Â!lilif irl¡le disrJríirgc c0nr f rlirns:4 - ,l avaìlahh conilccl¡ons {ì = 6avail;ìhleconnncliclÌs hrlet/orlleì si¿e, in. lmilì):4 - 1.25i32t G = 1,50 {10r Distr;birting v¿lvt Materials of Gonstruction All Filtirrgs Sclì, 40 PVC pcr ASTft/ st)ecifrüalion Unions Sch. B0 PVC per ASTI\4 specification Ball Valve Sch. 40 PVC per AS'l M speclficat¡on Clear Pipe Sch. 40 PVC per ASII\4 specification Figure 12 lr 0renco Syslemso ¡nc. , 814 Aìrway Ave., Sulherl¡n, 0R 97479 USA . 800-348-9843 . 541 -45S-4449 . www.orenco.com NTD-SF-VA¡ Rcv.2.0, O 03/17 Page 1 of ? I Specifications Model lnlet Size, in. (mm) Outlets Size, ín. (mm)Flow Range, gpm (Usec) Max Head, ft (m) Min. Enclosure" u4402A 1.2s (32)1.25 (32)r0 - 40 (0,63 - 2.52)170 (sr .816)u81217 v4403A 1.25 t32)1.2s (32)10 - 40 (0.63 - 2.52)170 (51.816)v81217 v44044 1.25 (32)1.25 (321 r0-40(0.6s-252)170 (51 ,81 0)v81217 v4605A 1,2s {32)1 2s (321 10 - 40 (0.63 - 2.52)170 (51.816)RR241 B v4606A 1.25 (32)1.2s \321 10 - 40 (0.63 - 2.52)I70 (51 .81 6)RR241 B v6402A 'r.50 (38)1.50 (38)15 - 100 CI.95 - 6.31)345 (1 05,1 6)RR24] B v6403A 1.50 (38)r.s0 (38)rs* r00(0.9s-6.31)34s (10s,16)RR241 B v6404A r.50 (38)1.50 (38)15 - 100 (0.s5 - 6.31) 345 (105.161 RR241 B v6605A 1.50 (38)1.s0 (38)r5 - 100 (0.95 - 6.31)34s (105.16)RR241 B v6606A 1.50 (38)1.50 (38)15 - 100 (0.s5 - 6.31)345 (105.16)88241 B lvhcn usitg aì enclosed þãsitl, cltoose il)ê ûexl tneersi;ed díxneíet Table 1.Automatic Distributing Valve Assembly Headloss Equations Model Series Equalion 0perating Range, gpm (Usec) v4400A l{ =9.¡35¡qt'+r 10 - 40 (0.63 - 2.52) v4600A lj =9.¡35¡Pt:r;10 - 25 (0.63 - 1.sn v6400A H, = 0,0045 x O'z r'3.5 x (1 - s.i:r1i)15 - 70 (0.95 - 4.42) v66004 l-l = 0.0049x 02 + 5,5 x(1 - stttil¡15 - 70 CI.95 - 4.4A à EoØØ o o oJ o ! 35 30 25 20 15 10 t 0 05101520253035 Flow (gpm) 40 45 50 55 60 65 70 Green Line Architects 565 Faranhyll Ranch Road Project No. GS0657 2.OOO-1 32 Figure 13 v6600A { _*æ v6400A v460 /v4400Atæ ffi#f -/#d,E€#'*dd ñæ -¿4 -&sÊ# ,.-4 Nr0-sF-vA-1 Rcv, 2,0, @ 03/1 7 Page 2 ol 2 0renco SystemsÔ Inc. , 81 4 Airway Ave,, Sulherl¡n, 0R 37479 USA . 800-348-9843 . 54f -459-4449 . www.orenco.com Pump Selectlon for a Pressurized System - S¡ngle Famity ResÍdence project Green LineArchitecls / 565 Faranhyll Ranch Road Pãrameters D¡5char!ê Assombly Size TEnspoi Lenolh E¿foF VôlvB 1Iânsport Plpo Clãss TransÞoÍ Lfno S¡¿é D¡slrlbul¡ng V¡lvð Model Trånspon Lengttr Añer Velv6 Tra¡spo¡t Plp€ Clãss Tfðnsporl PIpE Slzo MaxElêvellon Ll[ Man¡fold Long,lh Mrn¡fold Pipe Clâss ¡i¿nilold P¡pê Siz€ Numberof La(g€ls per Cell Lateral Len0lh Lsle¡ãl Plps Clâss Lat6râl P¡pe Slze Oril'ræ 6ko Orifce Sp.clng Roslduâl Heåd Flow Mêler ¡Add.on' Fricllor Losses 250 Gâlculatlons 150 Fr¡ctlonal Hèad Losses '100 Losr {hrcugh Dlscharge Loss ln Îronsporl 8ôloro Vêlve Loss thrcugh Vâlvô Loss ln f¡¡nsportãiêr Vålvè Loss ¡¡ Man¡loH Loss iñ LaleÊls Loss thÞugh Rowmeter PtÞe Volumes Vol ofTrsnspol L¡ne Bsforo V.l€ Vol of franspot Line Afl èr Vâlv6 Vol of Manlfold Vol gfLateEls pêrZonê Tolsl Vol Befors Vâlw Tolal Vol Anef Vslvo l.Eo lnches 85 fe6t ¿t0 1.50 lnch€s 660ô 72 feel 10 '1,50 ¡nohes 5 leet 0 leet 10 1.50 ¡ñches 6 9t feel 40 1.50 ¡nchos 3116 l¡ches ,l foel 5 fr€l No¡e lnches 0 fe€t Mlnlmum Fþw Rête per Oriliæ Nrmboa ot Oriñces porZone Tolal F ow Rale per Zone Numbor otL¿tèEls per Zon€ % Flow Dlfôrenlial lsll-asl Orifcê Trq¡sport V6loo¡ty Beforo Valvê Transpo¡l Velocily Añer V¿lvE ooll al- (! r!,¡ (,¡ E(! ô ã oÞ 0pm 0pm lps fps 0,97 23 22.9 ,| s.0 3,6 3.6 1.0 7.5 2.3 0.0 1.1 0_0 0.0 feet fB€l feet feet fê€t fset tå!l l¡€l 8.9 gals 7,6 qals 0.0 g¿ls 0,6 gsls 8.0 gsls 17.2 gals 0 5 f0 l5 20 25 30 35 40 Net Dlscharge (gpml Mlnlmum Pum¡ Requlrements 0 PumDData Des'rgn Flow Rste Tolal Dynsnlc Hesd spm ,eet 22.9 25,2 PF3005 H¡gh H€ad Effuent Pump 30 GPM, t/2HP 115230V 'lø 60H2. 200V 3ø 60Hz Legend St'slsm C!re: Pump Curyo: PumF Opùn.¡¡a[ge: operatlGol¡t: oesfiholnt: PF3007 High Ho¡d Elìlúðnl Pump 30 GPM,3/4HP 230V lø å0H¡,200,/460V3ø 60Hz PF3010 Hlgh Hosd Enuent Puñp 30 cPM, {HP 230V lø 60Flz. 200/480V 3ø 60Hz PF3015 H¡gh Hoad Ef,úsIl P{mp 30 GPM, I-1'2HP 2SOV 1ø eOH¿,200¡230/180V 3ø 80Hz s Y s T 6 tt s Green Line Architects 565 Faranhyll Ranch Road Project No. GS06572.000-132 I \t \{t\\tl\.:_âi;¿t: \t s l\l Figure 14 EXHIBIT A ONSITE WASTEWATER TREATMENT SYSTEM MAINTENANCE AND CARE Maintenance that involves possible human contact with sewage materials should be con- ducted by a qualified professional that is aware of, and has experience in dealing with biologic hazards, and implementation of precautionary methods to reduce the risÈof ill- ness or injury caused by potentially hazardous conditions. Routine Maintenance . Septic tanks should be checked every 2 years for liquid level, sludge and scum accumulation and pumped as necessary. Septic tanks are typically pumped every 3 years. Pumping frequencies will vary depending on usage. Effluent screens should be cleaned as needed and when the tank is pumped. Operational level of septic tanks is when full, Levels lower than the outlet may indicate a leaky tank. Non-routine Maintenance Leaks from faucets, toilets and other plumbing that drains into the sewer should be repaired before the STA has been damaged. Backfill materials in trenches and excavations may settle over time. Areas that have settled should be refilled, re-graded and re-vegetated to promote positive surface drainage away from OWTS components. Disposal of harsh chemicals and non-biodegradable items into the sewer should be avoided. Avoid septic tank additives! Some additives can damage your system: Under nor- mal conditions human wastes contribute sufficient "biology" to maintain activity of the system. a GREEN LINE ARCHITECTS 565 FARANHYLL RANCH ROAD PROJECT NO. cS06572.000-132 a a a a a a a Avoid discarding garbage disposal grindings, fats and grease in the sewer Liquid laundry detergents are preferred over powder detergents. some powder laundry detergents contain fillers that may not completely dissolve and contribute to the sludge or scum. Septic tanks and filters may require more frequent service if powder detergents are used. The surface and slopes of the STA should be seeded with a native{ype or drought resistant vegetation cover to reduce erosion. Vegetation over the STA should be kept mowed. Gardens should not be located over STAs. Maintain a packet that includes the OWTS design report, maintenance records, phone numbers of the installer and septic tank pumper and other paperuvork relat- ing to the OWTS in a readily accessible location. A-1 Other Considerations The system is designed for a finite hydraulic load. Overloading the system with frequent peak loads and continuous high loads can harm the system. Continued high sewer volumes not accounted for in the design of this system may require additional soil treatment area. Conventionally, the system is not intended to ac- commodate hot tubs or spas. Spread laundry loads through the week. Limit usage as much as possible or up- grade the OWTS to accommodate additional flow. Practice water conservation. lnstall water saving devices to reduce wastewater volume. The OWTS is designed for normal Colorado clímate of approximately 15 inches of precipitation per year. lrrigation over the STA should be avoided or extremely lim- ited. Watering over the STA wilf add to the hydraulic loading, which can adversely affect the performance, and longevity of the OWTS. Plumbing from underground irrigation systems should not be allowed within 5 feet of the backfill of the STA. Livestock and wheeled traffic or other activities that can compact the soil should not be allowed over the STA. Trees and shrubs should not be planted within the plant's root zone of the STA. Trees should not be planted so that the STA would be shaded as the tree matures. Consult with your local nursery for tree information. Some water treatment systems produce significant amounts of "reject" water that can increase hydraulic loading to the OWTS. The "reject" water is not considered wastewater and does not need to be treated. Other uses for this water, such as irrigation, should be considered before connecting the treatment system to the sewer. The STA will need to be upgraded if significant amounts of "reject" water are introduced into the system. lnstaller:Phone Number: Pumper:Phone Number: a a o a a a a a GREEN LINE ARCHITECTS 565 FARANHYLL RANCH ROAD PROJECT NO. GS06572.000132 A-2