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Home My WebLink AboutOWTS Design'I29 CAINS LANE CRReorr¡oaLE, CO A1623 970.309.5259 cA R LA. osre E Rc @c t\4Rl L. c o M sil.;l>'¡' I ( : ('( )¡i!-i t ! I.'t'l ì\(; August 10,2022 Project No. C1732 Teresa Platt art@rof.net Subsurface lnvestigation and Onsite Wastewater Treatment System Design 3-Bedroom Residence 1719 CR 129 Garfield County, Colorado Teresa, CBO lnc. performed a subsurface investigation and completed an onsite wastewater treatment system (OWTS) design for the subject residence. The 0.43-acre property is located outside of Glenwood Springs, in an area where OWTSs are necessary. Legal Description: Section: 2 Township: 6 Range: 89 TR lN LOT 2 (.430) AC Parcel lD: 2185-021-00-003 SITE CONDITIONS A 3-bedroom, single-family residence presently exists and is utilizing an existing OWTS. No records on the existing OWTS were available through Garfield County Land Explorer. The residence was constructed in 1943, according to the Garfield County Assessor's website. The existing septic tank is under a portion of the residence and is in poor condition. Efforts were made to locate a soil treatment area (STA) but were unsuccessful. There is a desire to replace the OWTS. The property is served potable water from a community water system. No proposed OWTS component will come within 25-feel of the water line. No Name Creek runs to the east of the proposed STA. The creek was not located on the survey and the steepness of the topography makes measurement from the proposed area difficult. Measuring on Google Earth, we believe the distance to be approximately S0-feet. After the survey was completed, it was determined that the fence line to the west was not on the property and there was not sufficient space to the west to place the STA. The proposed STA location is a small, benched area to the southeast of the residence. This is the only area on the property feasible for replacement of the STA. A steep slope falls toward No Name Creek further to the east. The STA will likely encroach on the 10-foot property line setbacks to the south and east. There should be no traffic or staging of material over the future STA site to avoid compaction of soils prior to construction of the STA. Page2 SUBSURFACE The subsurface was investigated on May 29,2022 by digging two soil profile test pit excavations (Test Pits) A visual and tactile soil analysis was completed by Carla Ostberg at the time of excavation.l The materials encountered in Test Pit #1 consisted of medium topsoil to 1.O-foot, underlain by light brown sand and gravels 12" to 16" to S.O-feet, underlain by light brown sand and gravels with larger boulders to a maximum depth explored of 6.5-feet. No bedrock or groundwater was encountered. The materials encountered in Test Pit#2 were consistent with those observed in Test Pit #1 STA sizing is based on Soil Type R-0. A pressure-dosed, unlined sand filter with 3-feet of sand filter material (Secondary Sand) is proposed. A long term acceptance rate (LTAR) of 0.8 gallons per square foot will be used to design the STA. DESIGN SPECIFICATIONS The septic tank under the residence will be pumped and remaining void filled with on-site or imported material. Desiqn Calculations: Average Design Flow = 75 GPD x 2 people/bedroom x 3 Bedrooms = 450 GPD LTAR = 0.8 GPD/SF 450 GPD / 0.8 GPD/SF = 562.5 SF The new OWTS design is based on 3-bedrooms. An average daily wastewater flow of 450 GPD will be used. ' Carla Ostberg holds a Certificate of Attendance and Examination from the CPOW Visual and Tactile Evaluation of Soils Training. Page 3 For the purposes of this OWTS design, Benchmark Elevation has been established as the sewer line exiting the residence as 100'. CBO lnc. should be notified of any discrepancies or problems with grade elevations of proposed components during installation of the OWTS. *Elevations are based upon standard OWTS installation practices. Component elevations may change during installation due to site conditions. Minimum grade refers to piping between components. The existing sewer line extending into the residence should be replaced to the extent possible as it is likely cast iron other older material. Exiting the residence, the sewer line must be minimum 4-inch diameter SDR-35 sewer line with a double-sweep clean out and a minimum 2%o grade to the septic tank The system installation will include a 1000-gallon, two-compartment lnfiltrator@ poly septic tank followed by a 5OO-gallon lnfiltrator@ poly pump chamber with an Orenco@ Biotube Pump Vault and an Orenco@ PF3005 pump. Manufacturer recommendations for tank installation must be followed and backfill material must be impofted given native soils will not be suitable for backfill. The floats should be set to dose approximately 70 gallons each pump cycle, allowing approximately 0.5 gallons of drain back. The control panel for the pump must be located within line of sight of the septic tank. We recommend Valley Precast out of Buena Vista be contracted for start-up of the pumping system. Pum Table Effluent will be pumped through a 1.S-inch diameter pump line from the pump chamber to an Orenco@ automatic distributing valve (ADV), model 6402. This pump line must have a minimum 1o/o grade for proper drain back into the tank after each pump cycle. The ADV must be placed at a high point in the system in an insulated riser with access from grade. Screened rock must be placed below the ADV to support the ADV and to assure the clear pipes exiting the ADV remain visible for future inspection and maintenance. Effluent will be pressure dosed to through 1.S-inch diameter distribution lines to a 13' x 43.5' bed. A minimum of 3-feet of sand filter material will be installed in the over-excavated footprints. Sand filter material must be clean, coarse sand, all passing a screen having four meshes to the inch. The sand must have an effective size between 0.15 and 0.60 mm. The uniformity coefficient must be 7.0 or less. Material meeting ASTM 33, for concrete sand, with three percent or less fìnes passing 200 mesh sieve may be used. A gradation of the sand media must be submitted to this office prior to obtaining the sand. Laterals must be 1.5-inches in diameter with 5/32-inch diameter orifices facing down, spaced 2-feet on center, installed on the GeoMatrM with the filter fabric over the laterals. Laterals should be placed 2-feet from the edges of the bed with 3.O-feet between the laterals I aterals will he connectecl with 1 .5-inch diameter level manifolds. Four 39" wide GeoMatsrM must be placed on the 13-foot wide bed. All material OWTS Component Minimum Elevation Primary Tank lnlet lnvert Approximate horizontal distance 5' / min. 2%'fall I min. 1.25" lall Automatic Distributing Valve (ADV)Approximate horizontal distance 4' I min. 1o/o rise I min. 0.5" rise lnfiltrative Surface Approximate horizontal distance 63' / min. 1o/o'Íall I min. 7.875" fall Dose Range Max = 1 13 gal. (450 GPD x 25o/o + 0.5 sal drain back) Min. 64.5 gal. (16 galx 4) + 0.5 oal drain back Dose Setting 70 gallons/dose 0.5 gallons drain back (4' I 1.5" diameter pump line) Float Separation 500-gallon lnfiltrator@ poly pump chamber 5" on/off float separation Pump Criteria 28.5 gallons per minute (GPM)22.7 feel total dynamic head fiDH) Page 4 associated with the GeoMatrM installation must be proprietary products associated with the GeoMatrM, including orifice shields and geotextile fabric. Manufacturer instructions must be followed regarding installation of the GeoMatrM. Each 1.S-inch diameter lateral must end in a sweeping ell facing up with a ball valve for flushing. Valves should be placed in a 1O-inch sprinkler box for access. Laterals must be covered by a soil separation fabric and at least 1-foot of topsoil or other suitable soil able to support vegetative growth. There shall be no cobble-sized (<2.5") or greater rock in final cover over the GeoMatrM. lnspection ports must be placed at each corner of each bed. Ports may be cut to grade and covered with a valve box for access. COMPONENT SPECIFICATIONS The component manufacturers are typical of applications used by contractors and engineers in this area. CBO lnc. must approve alternative components prior to installation of the OWTS. Requests must be submitted, in writing, to our office for approval prior to installation. Component technical data sheets are available upon request. Construction must be according to Garfield County On-Site Wastewater Treatment System Regulations, the OWTS Permit provided by Garfield County Building Department, and this design. INSTALLATION CONTRACTOR CBO lnc. expects that the installer be experienced and qualified to perform the scope of work outlined in this design. The installer must review this design thoroughly and coordinate with our office in advance of installation. Any additional conditions in this design or county permit must be completed and documented prior to flnal approval of the OWTS installation. Communication between the installer and this office is expected th roughout the installation. COMPONENT MANUFACTURER MODEL NO COMMENTS Septic Tank lnfiltrator@ Item # lM-1060-2CP 1OOO-gallon, 2- compartment poly septic lank Effluent Filter Orenco@ 4-inch diameter, full size filter and housino Pump Tank lnfiltrator@ Item # lM-540-HH 500-gallon, single compartment poly pump chamber Pump Orenco@ PF300511 %HP 120 Volt Biotube ProPak Pump Packaoe Orenco@ BPP3ODD vault, l-ilter, control Panel ldemand dose) Tank Risers and Lids Orenco@ Double-wallecl PVC Rlsers and Lids (24" diameter) ADV Orenco(Ð v64024 1.5" lnlet and Outlets ADV R¡SET ANd LId Orenco@ )ouble-walled PVC Risers and Lids (30" diameter) GeoMatrM GeoMatrix Systems, LLC 174, GeoMalru (39,, sheets) 80 orifice shields Flushing Assembly Orenco@ 1.5" diameter (2) 45" or 90" long sweep only (4 total) Page 5 INSTALLATION OBSERVATIONS CBO lnc. must view the OWTS during construction. The OWTS observation should be performed before backfill, after placement of OWTS components. Septic tanks, distribution devices, pumps, dosing siphons, and other plumbing, as applicable, must also be observed. CBO lnc. should be notified 48 hours in advance to observe the installation. ln an effort to improve the accuracy of the record drawing, we request that the installer provide a sketch of the installation, including path of the sewer lines, water line installation (if applicable), septic tank location, STA location, and measurements from building corners or another fixed objects on the property. This sketch is most easily provided on Sheet W2.0 of the OWTS Design Packet. Photographs of the installation and final cover are also requested to supplement our installation documentation. REVEGETATION REQUI REMENTS An adequate layer of good quality topsoil capable of supporting revegetation shall be placed over the entire disturbed area of the OWTS installation. A mixture of native grass seed that has good soil stabilizing characteristics (but without taproots), provides a maximum transpiration rate, and competes well with successional species. No trees or shrubs, or any vegetation requiring regular irrigation shall be placed over the STA. Untilvegetation is reestablished, erosion and sediment control measures shall be implemented and maintained on site. The owner of the OWTS shall be responsible for maintaining proper vegetation cover. OPERATION INFORMATION AND MAINTENANCE The property owner shall be responsible for the operation and maintenance of each OWTS servicing the property. The property owner is responsible for maintaining service contracts for manufactured units, alternating STAs, and any other components needing maintenance. Geo-fabrics or plastics should not be used over the STA. No heavy equipment, machinery, or materials should be placed on the backfilled STA. Machines with tracks (not wheels) should be used during construction of the STA for better weight distribution. Livestock should not graze on the STA. Plumbing fixtures should be checked to ensure that no additionalwater is being discharged to OWTS. For example, a running toilet or leaky faucet can discharge hundreds of gallons of water a day and harm a STA. lf an effluent filter or screen has been installed in the OWTS, we recommend this filter or screen be cleaned annually, or as needed. lf the OWTS consists of a pressurized pump system, we recommend the laterals be flushed annually, or as needed. The homeowner should pump the septic tank every two years, or as needed gauged by measurement of solids in the tank. Garbage disposal use should be minimized, and non-biodegradable materials should not be placed into the OWTS. Grease should not be placed in household drains. Loading from a water softener should not be discharged into the OWTS. No hazardous wastes should be directed into the OWTS. Mechanical room drains should not discharge into the OWTS. The OWTS is engineered for domestic waste only. ADDITIONAL CONSTRUCT¡ON NOTES lf design includes a pump, weep holes must be installed to allow pump lines to drain to minimize risk of freezing. The pump shall have an audible and visual alarm notification in the event of excessively high- water conditions and shall be connected to a control breaker separate from the high-water alarm breaker and from any other control system circuits. The pump system shall have a switch so the pump can be manually operated. Page 6 Excavation equipment must not drive in the excavation of the STA due to the potential to compact soil. Extensions should be placed on all septic tank components to allow access to them from existing grade. Backfill over the STA must be uniform and granular with no material greater than minus 3-inch. LIMITS: The design is based on information submitted. lf soil conditions encountered are different from conditions described in report, CBO lnc. should be notified. All OWTS construction must be according to the county regulations. Requirements not specified in this report must follow applicable county regulations. The contractor should have documented and demonstrated knowledge of the requirements and regulations of the county in which they are working. Licensing of Systems Contractors may be required by county regulation. Please call with questions Sincerely, CBO lnc Reviewed By: (¿r.nÛz Ûstú'u,g Carla Ostberg, MPH, REHS Romeo A. Baylosis, PE 8-23-2022 : I I F arú ø 388?3 II PDFelement Pump Selection for a Pressurized System - Single Family Residence Project 1719 CR 129 Parameters 300Discharge Assembly Síze Transport Length Before Valve Transport Pipê Class Transport Line Size Distributing Valve Model ïransport Length After Valve Transport Pipe Class Transport Pipe Size Max Elevat¡on L¡ft Manifold Length Manifold P¡pe Class Manifold P¡pe Size Number of Laterals per Cell Lateral Length Lateral Pipe Class Lateral Pipe Size Orifice Size Orifice Spacing Residual Head Flow Meter 'Add-on' Frict¡on Losses Calculations 1.25 4 40 1.50 6402 63 40 1.50 3 40 1.50 4 41.5 40 1.50 5132 2 Ã None inches feet inches feet ¡nches feet feet inches feet inches inches feet feet inches feet oog¡ot- doq,t .9 E a!Ê o lE ol- 250 200 150 100 50 0 PumpData 5 10 15 20 25 Net Discharge (gpm) 30 35 40 Minimum Flow Rate per Orifice Number of Orifìces per Zone Total Flow Rate per Zone Number of Laterals per Zone % Flow Differential lst/Last Orifice Transport Velocity Before Valve Transport Velocity After Valve Frictional Head Losses 0.68 42 28.5 2 1.8 4.5 4.5 gpm gpm o/o fps fps Loss through Discharge Loss in Transport Before Valve Loss through Valve Loss in Transport after Valve Loss in Man¡fold Loss in Laterals Loss through Flowmeter 'Add-on' Friction Losses Pipe Volumes 0.2 65 3.0 0.0 0.0 0.0 feet feet feet feet feet feet feet feet 0 nd Vol of Transport Line Before Valve Vol of Transport Line After Valve Vol of Manifold Vol of Laterals per Zone Total Vol Before Valve Total VolAfter Valve quirements 28.5 22.7 0.4 6.7 0.3 8.8 0.4 15.8 gals gals gals gals gals gals PF3005 High Head Effluent Pump 30 GPM, 1/2HP 1151230V 1Ø 60H2,20OV 3Ø 6OHz PF3007 High Head Effluent Pump 30 GPM, 3/4HP 230V 1Ø 60H2, 200/460V 3Ø 6OHz PF3010 High Head Effluent Pump 30 GPM, 1HP 23OV 1Ø 60H2, 200/460V 3Ø 6OHz PF3015 H¡gh Head Effluent Pump 30 GPM, 1.1/2HP 230V 1Ø 6OHz,20012301460V 3Ø 6OHz g"gpm '.¿ System Curve: - Pump Curve: *-- Pump uptrmal Range: Operat¡ng Po¡nt: O o Design Po¡nt: SYSTEMS @ feet 5127122,8:54 AM GDqPublic.net'" Garfreld County, CO Summary Account Parcel PropertyAddress legal Descrlptlon Acres Land SqFt TaxAree Mllllerry Subdlvlslon View Map Owner PLATT, TERESA LYN 1719 NO NAME LANE GLENWOOD SPRTNGS CO 81ó019749 qPublic,net - Garfield County, CO - Property Record Card: R040153 ¿í¡n' ',iÇt" "R040153 218502100003 1719 129 COUNTY RD, GLENWOOD SPRINGS, CO 81ó01 Section: 2 Township: ó Range: 89 TR lN LOT 2 (.430) AC 0.43 0 4 79.4730 SINGLE FAM.RES.-LAND. 1112 (RESIDENTIAL PROPERTY) Land Unlt Type Squerê Feet Buildings Bulldlng# Unlts 0 BulldlngTlpe Abstract Codes / (Propêrty fVpe) Archltectural Style Storles Fråme Actuel Yeer Bullt Gross LlvlngArea Total Heâted SqFt Bedrooms Beths Heeting Fuel HeatlngType Alr Condltlonlng RoofTVpe Roof Cover Actual Values Assessed Year Land Actuel lmprovement Actual Total Actual Assessed Values Assessed Year Land Assessed lmprovement Assessed Total Assessed Tax History TaxYear Taxes Billed 7 t SFR StNGLE FAM.RES-TMPROVEMTS-1212 (RESTDENTTAL PROPERW) 1-STORY t WOOÞFRAME 1943 7,979 t,979 4 1..75 GAS WALL&FLOOR NONE GAELE ROLLCOMP 2021 2022 $170,000.00 $3ó4,4ó0.00 $534,460,q) 2022 $11,820.00 $2s,330.00 $37,1so.q) 2020 2021 $17o,ooo.oo $3ó4,4óo.oo $s34,4ó0.d) 2021 $12,1ó0.0O $2ó,060.00 $38,220.00 2019 2020 $200,000.00 $358,410.00 $558,410.00 2020 $14,300,0o $25,ó30.00 $3e,e30.00 2018 $3,719.24$3,037.44 $2,997.28 $3,027.12 Cl¡ck here to view the tax information for th¡s parcel on the GarñeldCounWTreasurer. https://qpublic.schneidercorp.com/Application.aspx?ApplD=1038&LayerlD=22381&PageTypelD=4&PagelD=9447&Q='1218585494&KeyValue=R040153 113 5127122,8:54 AM Transfers qPublic.net - Garfield County, CO - Property Record Card: R040153 Sale Date 9/28/t988 3/1.6/t987 6/tólt986 7/1"/L900 Deed Type WARRANTYDEED CORRECTION WARRANTY DEED WARRANWDEED WARRANTYDEED Reception Number 395641 379842 371881 295666 Book - Page 0741-077r 0707-028t 0689-0947 o53t-0447 Sale Prlce $109,500 $o $11s,000 $o Property Related Public Documents Click here to view Prooertv Related Public Documents Photos Sketches 6' WD 1G45f 16' c¡lE_ : 156 st þ WBA ß2 sf usrw{ :3 h l Ct\¡E L992 4 https://qpublic.schneídercorp.com/Application,aspx?ApplD=1038&LayerlD=22381&PageTypelD=4&PagelD=9447&Q=1218585494&KeyValue=R040153 213 5127122,8154 AM 1i, q,¡,irr illi,,,',1¡ r'. ., iIr¡,ltr:,1,,,r l),¡,i/ifl, i, i,i' ll { r;irlrtrJ ir l.r¡,ìt.'rit( r'(l User Privacv Policy GDPR Privacy Not¡ce Last D ata Upþz¡!þ! 271 2Q22;!78:þ1f!! qPubllc.nêt - Garf,eld County, GO - Property Record Cardr R040153 : :,"1.,rr I ri, rr,l L ,:rl,J,, I i( r,,..1, ì I,r,'r.,irD-r, - lrlr lì'.\a.,rr ' l,r, r .r,¡ilrì.,rr"r,.iL\,.r ()Fsþs'p;dçr 'V( r\¡:ltr.; :' i:. : https://qpublic.schne¡dercorp.com/Applicat¡on.aspx?ApplD=1038&LayerlD=22381&PageTypelD=4&PagelD=9447&Q=1218585494&KeyValue=R040153 313 ß€CO LO RADO'SDecÈion Suppo¡t SystÊtlrËcwcB ¡DråmMap Viewerr Well Constructedo Final Permitr Ground WaterX Geophysical Logr Confluence PointSource Water Route FramewoLl CountyLegend'i5- tr ÌË -, L,- 1 ::. ,:LocationNotes585 O 292 585 FeetI1: 3,508tlThis producl is for informaliona, purposes and may not have been prepared for, or b suitabte for tegat,eng¡neering, or surveying p¿rrposes. Users of ¿trs inlormation should review or @nsult the øimary daþ andinlomation sources to asæfta¡n the usability of the infornation.Date Prepared: 811712022 3:30:02 PM 1719 GR 129No Name CreekProposed STAnProposed septicnk locationLegendù G)qPublic,net'" Garfield County, CO Account R040153 Number Parcel 218502100003 Number Acres O LandSqFt 0 TaxArea 004 2019 Mill Lew 79.4730 Physlcal Address Owner Address T7t9 729COUNTY RD GLENWOODSPRINGS PLATT, TERESA LYN 1719 NO NAME LANE GLENWOOD SPRINGS CO 816079749 2019 Total Actual Value Overuiew Legend [] Parcels Roads Parcel/Account Numbers Highways s LimitedAccess - Highway - MajorRoad Local Road ' -- Minor Road Other Road Ramp -- Ferry Pedestrian Way Owner Name fi Lakes&Rivers - CountyBoundary Line 5534,460 Last2Sales Date Price 9/28/1988 $O 3/t6/!987 $O 8760r D ate cr e ate d: 5 /27 / 2O22 Last Datâ Uploadedl. 5/27 /2O22 3t78:M AM Deveronedbv¡f,)ã..Jrp,"^rdçf I l I BddF\.,q. X".r,\ ,"s + .-Utlity he - X + 3-BEDROOM RESIDENCE 0.433 Acres t s/8" Reb & Red tu8tic Câp l^9 No. 27613 êq TA Rebü & tusdc Cap 9.84', Pole f o""**/ ts.og' TP *+ 5/8' Rebtr & Red Plasdc &p6 No. 27613 ß No, 27613 ROPERry LINE THE LOCATION OF PROPOSED IMPROVEMENTS SH NOT THE RESULT OF A PROPERTY SURVEY. THE L( ARE APPROXIMATE. IT IS THE HOMEOWNERS'DUT ENSURE ALL CONSTRUCTION AND IMPROVEMENT ARE ACCURATE. PROPERTY LINES AND SETBACK SHOULD BE CONFIRMED PRIOR TO EXCAVATION. S FOR PRINTING ON 11" X 17" PAPER. iED IN :SIGN Dog Hous TP2 SEPTIC TANKS rl U G' w2.0 t44 -- SITE PLAN ---- Deck Deck Deck oo MI N 4 ISTING SEPTIC TANK TO BE ABANDONED x ?-a¡I * * Power Pole 13.09' Dog House (MrN 1% DRA|N BACKTO TANK) \ Srpr \ ADV MODEL 6402 AT HIGH POINT, ACCESSIBLE AT GRADE Gate 5/8" Rebar & Red Plastic Cap LS No. 27613 46,q 3-BEDROOM RESIDENCE M 100' 15,a 16, 5'MIN 10'IN N8 o3B',00'v g 10 1.5" DtA SCH-40 PVC DISTRIBUTION LINES TO EACH MANIFOLD O.433 Acres + OPERTY LINE FLUSHING VALVE AT END OF EACH LATERAL .l'¡rÐ I\(J. ¿IOLO 5/8" Rebar & Red Plastic Cap LS No. 27613 ROPERTY LINE NOTE: ENCROACHMENT ON THE 10'SETBACK TO THE SOUTH AND EAST PROPERTY LINES MAY BE NECESSARY E SC N o;c? \ü 9.84',6 x crt o cr)ct >1 o\nct ?7,s Guy Wire >< \o 4'' DIA SDR.35 SEWER PIPE WITH CLEANOUT MIN 2% FALL TO TANK Fence -\O.GALLON 2.COMPARTMENT SEPTIC TANK WITH AN ¡T FILTER ON THE OUTLET, FOLLOWED BY A NEW .ON POLY PUMP CHAMBER WITH AN ORENCO PUMP E, RISERS AND LIDS TO GRADE 1.5" DIA SCH-40 PUMP LINE. O\o ¡NSPECTION PORT AT EACH CORNER OF BED 13' x 43.5' PRESSURE DOSED, OVER-EXCAVATE UNL|NED SAND FTLTER (MtN. 3'ASTM C-33 coNcRETE SAND) W|TH FOUR 39" GEOMAT SHt ON BED (4) 1.5' DtA SCH-40 PVC LATERALS wtfI" DRA|N OR|FTCES FACTNG DOWN COVERED WITH ORIFICE SHIELDS Ntn \O P o\O (A >< PROPOSED OWTS 1.5- DIA SCH.4O LEVEL MANIFOLD /'\ rJUl-]-+U l-Lrlvll- LllllE. % DRA|N BACK TO TANK) ODEL 6402 AT HIGH POINT, ìSIBLE AT GRADE PVC LATERALS ORIFICES FACING ). ON GEOMAT MI - 0.06 mm ENT <7.0 ISIEVE <3.0 GEOMAT 3'WIDE BED INSPECTION PORTS AT CORNERS OF BED FLUSHING VALVE AT END OF EACH LATERAL 1.5'DIA SCH-40 PVC LATERALS wtrH $" otR oRlFtcES FActNG DowN AT 2' O.C. PLACED ON GEOMAT GEOMAT TM FABRIC OVER 1.5' LATERALS Finished Grade 12" Minimum Cover 39" GEOMAT SECÏ 1n 2 Sp N S SPRINI BOX AI FINISHED 114" DIA INTO T\ FOR VE (BELOV 2 Membra4 SHEETS OF 39" GEOMAT TM IN BED CONFIGURATION tr EOMAT SEPARATION FABRIC EOMAT INSPECTION PORT AT EACH CORNER ORIFICE SHIELDS GRADE NOTE 4 SHEETS 39" GEOMAT ON BED OVER-EXCAVATE APPROX. 4'6' BELOW NATIVE GRADE AND FILL WITH MIN. 3'SAND FILTER MATERIAL TOPSOIL COVER SLIP-ON PVC CAP DO NOT GLUE 4" DIA SDR-35 INSPECTION PIPE STA FILTER MEDIAL Hygroscopic Memb Transmissive 1 7 .¡. I ...:' 'i.; ':' ;. a:' .jSAND FILTER3', RTD AIL CE 'BEDROOM x 3 BEDROOMS) = 450 GPD 'O.COMPARTMENT POLY SEPTIC TANK FOLLOWED BY :-COMPARTMENT POLY PUMP CHAMBER WITH AN STEM :A (STA): NCE RATE (LTAR) = 0.8 GAL/ SF |LTAR = 450 / 0.8 = 562.5 SF /ER.EXCAVATED, UNLINED SAND FILTER I WITH GEOMAT tsrVV I \) rr\,rlVll-\.rllEl\ I ù r{lìlJ PHYSICAL FEATURES SOIL PROFILE TEST PIT NO. 2 TOPSOIL AND ROOT ZONE DEPTH SAND AND GRAVELS (ROCK 12"-16"',) SAND AND GRAVELS (LARGER BOULDERS) tvl I l\ I tvtL,lvl faE\aulraEU SETBACK ,1F f r\\,r/\l lvlr-r I E T n\.rf- \.r\JE ¡-, SETBACK FI GRADE I th\rrLt\ YYll\L fFILE TEST PIT NO. 1 TOPSOIL AND ROOT ZONE DEPTH SAND AND GRAVELS (ROCK 12"-16") SAND AND GRAVELS (LARGER BOULDERS) 'UNDWATER OR BEDROCK ENCOUNTERED EXCAVATION LEGEND [! topsoil sand and gravels 4" DIA SDR,35 SEWER LINE 30' DIAMETER PVC RISER (INSULATED 12" MIN FROM EFFLUENT PUMPING SYSTEM X TO TANK - CLEANOUT DETA A DISTRIBUTING 10" I WIT 1.5' PIPI AD¡ 1.5" VAL INSTALL FLUSHING VALVE ECCENTRIC TO CENTER OF VALVE BOX 1.5* LON GE( 1.5' LAT HOUSE TO SEPTIC TANK 5'5' SEPTIC TANK TO WELL N/A50' SEPTIC TANK TO WATER COURSE approx.50'50' STA TO HOUSE 27'.20' 100'N/ASTA TO WELL STA TO WATER COURSE approx.50'50' ill I H L LS LOG