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Home My WebLink AboutEngineer's OWTS Design Plan129 CAINS LANE CARBONDALE, CO 81623 970.309.5259 CARLA. OSTBERG@GMAIL.COM !.iftl>'l'l (' ( :()l\!il If -'l' I N(i January 17,2025 Brett Wamsley Brettwamsleyl @qmail.com Project No. C1934 Subsurface lnvestigation and Onsite Wastewater Treatment System Design 4-Bedroom Residence 54 Pine Street Garfield County, Colorado Brett, CBO lnc. performed a subsurface investigation and completed an onsite wastewater treatment system (OWTS) design for the subject residence. The 15,747-square foot property is located outside of Carbondale, in an area where OWTSs are necessary. Legal Description: Section: 28 Township: 7 Range: 88 Subdivision: COOPERTON TWNSTE. Block:9 Lot:27 THRU:- Lot: 29 & N 12.5'OF 26& S 12.5'OF 30 15747 SQUARE FEET Parcel lD: 2393-284-09-008 SITE CONDITIONS The property is currently developed with a 3-bedroom residence. The residence is served by an existing OWTS consisting of a 1000-gallon, two-compartment concrete septic tank followed by a soil treatment area (STA) that is either 12' x 53' or 18' x 35' with 3' of gravel under perforated pipe. Garfield County lndividual Sewage Disposal System (ISDS) Permit 943 documents the system. The permit received final approval on December 11, 1980. A remodel to the residence is proposed and will result in a total of 4 bedrooms. The existing OWTS will be abandoned and replaced with the system outlined in these design documents. The residence will be served by a community water system, although there are wells in the Sutank neighborhood. The Colorado Division of Water Resources indicates a well is located on the property to the northwest. We visited the property and verified with the owners that the well is located on the far west side of Parcel 2393-283-08-009. This parcel is directly west of the subject property south of 67 Glenwood Avenue. The existing water line enters the property off Pine Street to the west. No water line will come within 10- feet of the proposed septic tank or 2S-feet of the proposed STA. There is a ditch that runs through a culvert along the northwestern portion of the property. No OWTS component will come within 10-feet of the ditch. The proposed soil treatment area (STA) location is relatively flat and will be located in the yard area to the north of the residence. Page2 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. SUBSURFACE The subsurface was investigated by CTL Thompson, Projeot No. GS06929.000-120R1 and ie documented in a report dated December 1 1 ,2024. One Test Pit was excavated in the area of the proposed addition (to the south of the residence). The Test Pit is described as having 6-inches of topsoil underlain by brown to tan, medium dense, silty, gravel, cobbles, and boulders to a maximum depth explored of 6-feet. A sample was taken from the Test Pit between 4 and S-feet below grade. Soils consisted of 58% gravel, 30% sand, and 12%o silt and clay. This report and our experience with soils in this area indicate soils are consistent with Soil Type R-0. We are proposing a pressure-dosed, over-excavated, unlined sand filter with a minimum of 3-feet sand filter material (Secondary Sand). A long-term acceptance rate (LTAR) of 0.8 gallons per square foot will bo used to design the STA. Prior to installation of the STA, an additional soil profile test pit must be excavated and this office must be called to verify soils are consistent with assumptions made for the design. lf assumptiolls are itrcorrect or soils are differerrt than described here, the design may be subject to change. DESIGN SPECIFICATIONS The existing septic tank will be abandoned by pumping the tank and removing it or crushing the top, bottom, and sides and filling in the void with onsite materials. The existing STA will be abandoned in place. Desiqn Calculations: Average Design Flow = 75 GPD x 2 people/bedroom x 3 Bedrooms + 75 GPD (4th Bedroom) = 525 GPD LTAR = 0.8 GPD/SF 525 GPD / 0.8 GPD/SF = 656.25 SF The OWTS design is based on 4-bedrooms. An average daily wastewater flow of 525 GPD will be used For the purposes of this OWTS design, Benchmark Elevation has been established as 100' (Finished Floor). 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 4-inch SDR-35 sewer line exiting the residence must have a double-sweep clean out and a minimum 2o/o grade to the septic tank. The system installation will include a 1500-gallon, two-compartment Valley Precast concrete septic tank with an Orenco@ Biotube Pump Vault and an Orenco@ PF3005 pump in the second compartment of the OWTS Gomponent Minimum Elevation Primary Tank lnlet lnvert Approximate horizontaldistance 33'/ min. 2%fall I min.8.25" fall Automatic Distributing Valve Approximate horizontal distance 25' I min.1o/o rise I min.3.125" rise lnfiltrative Surface Approximate horizontal distance 6' / min. 1o/o fall to STA / min. 0.75" fall Page 3 septic tank. The floats should be set to dose approximately 65 gall'ons each pump cycle, allowing approximately 3.5 gallons of drain back. An alternative tank configuration of a minimum 125)-gallon, two-compartment poly sepfic tank followed by a 5)}-gallon, single-compartment poly pump chamber may be considered ffaccess for the concrete septic tank is not feasible. The control panel for the pump must be located within line of sight of the septic tank. An electrician will be responsible for wiring the pumping system and the contractor will be responsible for connecting the plumbing. This office should be contacted for start- up of the system to verify its functioning and to perform a squirt test prior to use of the system. 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 two 10' x 33 beds. 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 fines 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.S-inches in diameter with 5/32-inch diameter orifices facing down, spaced 3-feet on center, installed on the GeoMatrM with the filter fabric over the laterals. Laterals should be placed 2-tfeet from the edges of the bed with 3.O-feet between the laterals. Laterals will be connected with 1.S-inch diameter level manifolds. Three 39" wide GeoMatsrM must be placed on the 10-foot wide beds. All material 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 soilseparation 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 Inc. 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. Min. 47.5 gal. (11 gal x 4) + g.S qal drain back Max = 134.75 gal. (525 GPD x 25o/o + 3.5 qal drain back) Dose Range 3.5 gallons drain back (214' I 1.5" diameter pump line) 85 gallons/doseDose Setting 6.5" on/off float separation1 500 gallon two-compartment Valley Precast concrete septic tank Float Separation 17.6 feet total dynamic head ffDH) 223 gallons per minute (GPM)Pump Criteria Page 4 Construction must be according to the jurisdiction's adopted On-Site Wastewater Treatment System Regulations, the OWTS Permit, and this design. PERMIT APPLICATION INSTRUCTIONS An OWTS Permit Application must be submitted to Garfield County Environmental Health Department. https://vwvw.qarfield-countv.com/environmental-health/filesqcco/sites/16/OWTS-Application-Complete- Packet-Dec.-2019.pdf. If the OWTS Permit Application will be submitted with a Building Permit Application, it should be submitted directly to Garfield County Building Department. All questions regarding permit submission can be directed to Garfield County Environmental Health Department, 970-945-661 4 x81 50. 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 final approval of the OWTS installation. Communication between the installer and this office is expected throughout the installation. 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. COMPONENT MANUFACTURER MODEL NO.COMMENTS Septic Tank Valley Precast Item # 1500T-2CP-HH 1500-gallon, two- :ompartment concrete septic tank with high read pump Pump Orenco@ PF3005111%HP 120 Volt Biotube ProPak Pump Packaqe orencoG)BPP3ODD /ault, Filter, Control Panel ldemand dose) Tank Risers and Lids Orenco@ Double-walled PVC Risers and Lids (24" diameter) ADV Orenco@ v6,4|02A.1.5" lnlet and Outlets AUV Rrser and Ltd orenco(D Double-walled PVC Risers and Lids (30" diameter) Flushing Assembly Orenco@ 1.5" diameter 2) 45" or 90" long sweep only 6 total) GeomatrM GeoMatrlx systems, LLC 39" wide sheets 198' GeoMatrM and 60 orifice shields Page 5 REVEGETATION REQU IREMENTS 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 inigation shall be placed over the STA. Until vegetation 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 CONSTRUCTION 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. 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. AIIOWTS 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. Page 6 Please call with questions. Sincerely, CBO lnc. b,\b }xbx), Carla Ostberg, MPH, REHS K-CROrf/(P.O. Bo.t r4o C0 8r g7o,t1o,o17 z f Inch ay I a,cronlr@rorrr/ooft.conr Reviewed By: Kachayla R. Cronk, P.E. Colorado License No. 61440 E Pump Selection for a Pressurized System - Single Family Residence Project 54 Pine Street Parameters 300 Discharge Assembly Size Transport Length Before Valve Transport Pipe Class Transport Line Size Distributing Valve Model Transport Length Afier Valve Transport Pipe Class Transport Pipe Size Max Elevation Lift Manifold Length Manifold Pipe Class Manifold Pipe Size Number of Laterals per Cell Lateral Length Lateral Pipe Class Lateral Pipe Size Orifice Size Orifice Spacing Residual Head Flow Meter 'Add-on' Friction Losses Galculations 1.25 33 40 1.50 6402 6 40 1.50 3 A 40 1.50 b JI 40 1.50 5t32 J None 0 inches feet inches feet inches feet feet inches feet inches inches feet feet inches feet oolt IoF E a! c,E .9tr Gc o a6 P 250 200 150 100 50 PumpData 5 10 15 20 25 Net Discharge (Spm) 30 35 40 Minimum Flow Rate per Orifice Number of Orifices per Zone Total Flow Rate per Zone Number of Laterals per Zone % Flow Differential lsVlast Orifice Transport Velocity Before Valve Transport Velocity After Valve Frictional Head Losses 0.68 JJ 22.3 J 0.4 3.5 3.5 gpm gpm o/o fps fps Loss through Discharge Loss in Transport Before Valve Loss through Valve Loss in Transport after Valve Loss in Manifold Loss in Laterals Loss through Flowmeter 'Add-on' Friction Losses Pipe Volumes 3.5 1.0 4.8 0.2 0.1 0.1 0.0 0.0 feet feet feet feet feet feet feet feet 0 0 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 Vol After Valve 3.5 gals 0.6 gals 0.6 gals 9.8 gals 3.5 gals 11.1 gals PF30O5 High Head Effluent Pump 30 GPM, 1/2HP 1151230V 1@ 60Hz,200V 3@ 60Hz PF3007 High Head Effluent Pump 30 GPM, 3/4HP 230V 1O 60H2, 200/460V 3@ 60Hz PF3010 High Head Effluent Pump 30 GPM, 1HP 230V 1A 60H2, 200/460V 3@ 60Hz PF3015 High Head Effluent Pump 30 GPM, 1.1/2HP 230V 1A 60Hz,20012301460V 30 60Hz uirements 22.3 17.6 gpm feet SYSTEM I System Curve: - Pump Curve: * Pump Optimal Range: - Operating Point: O o Design Point: CBO lnc. 129 Cains Lane Carbondale, ColDEdo 31623 Phone 970.309.5259 carla.ostberg@gmail.com N SCALE: 1 = 50'=0' r--1 THE LOCATION OF PROPOSED IMPROVEIVENTS SHOWN ARE NOT THE RESULT OF A PROPERTY SURVEY. THE LOCATIONS ARE APPROXIMATE. IT IS THE HOMEOWNERS' DUTY TO ENSURE ATL CONSTRUCTION AND IMPROVEMENT LOCATIONS ARE ACCUMTE. PROPERW LINES AND SETBACK DISTANCES SHOULD BE CONFIRMED PRIOR TO EXCAVATION. SCAIED FOR PRINTING ON 11'X'I7" PEPER. DRAWNGS MUST BE USED IN CONJUNCTION WI-H DESIGN LETTER DATED O1N712025 /A SITE PLAN 1'id-O- APPROX. LOCATION Itl2.0 DRIVEWAY STA u.t uttrFtt, UJz o-- RESIDENCE LINE IMPROWI\,{EI.IT LOCATTON CERTIFICAru mn r, r. r,* a m 9mru G ffi 30 BK9,rws PhT oFmrcm$TE oF @p*ToNACCOpNCTmAWStuTOF E Wamsley Residence 54 Pine Street Garfield County, Colorado Project Number: C1934 Da|e: 0111712025 Designed by: CBO Reviewed by: KC DEwn by: DD w1.0 Sheet 1 0F 4 CBO lnc. 129 Cains Lane Carbondale, Colorado 81623 Phone 970.309.5259 carla.ostberg@gmail.com TO WELL (APPROX.) (2) 10'x 33' PRESSURE DOSED, OVER-EXCAVATED, UNLTNED SAND FTLTERS (MtN. 3'ASTM C-33 CONCRETE SAND) WITH THREE 39'WIDE IMPROVEMENT LOCATION CERTIFICATE LOTS 25, 26,27,28,29 AND SOUTH HALF OF LOT 30, BLOCK 9 AMENDED PLAT OF TOWNSITE OF COOPERTON ACCORDING TO THE AMENDED PLAT OF THE GEOMAT SHEETS EACH BED O'SETBACK LINE I I 1.5' DIA SCH4O PVC PUMP LINE TO EACH BED (3) 1.5' DrA SCH-40 PVC TATEMLS w*2" DrAoRrFrcES FAcrNc DowN COVERED WITH ORIFICE SHIELDS l\ 1,5' DIA SCH-40 LEVEL MANIFOLD,/ -1lFLUSHING VALVE AT END OF EACH LATERALlrll INSPECTION PORTAT CORNER OF EACH BED MlN. 1o',TO PIPED IRRIGATION DITCH lL/*. EXISTING 12'X 53'STA TO BE ABANDONED (LOCATION APPROXIMATE) 1.5'DIA SCH-40 PUMP LINE..g,EXISTING SEPTIC TANK (MIN 1% DRAIN BACKTO TANK) itE hs Etd ADV MOOEL 6402 AT HIGH POINT, -- TO BE ABANDONED lii ACCESSIBLE AT GRADE @ ErF :,$ I I 1sOO-GALLON TWO.COMPARTMENT CONCRETE SEPTIC TANK WITH AN ORENCO PUMP PACKAGE IN THE SECOND COMPARTMENT, RISERS AND LIDS TO GRADE ll 4' DIA SDR-35 SEWER PIPE WITH CLEANOUT MIN 2% FALL TO TANK FEe Edi lil r-l --l N WATER LINE ENTERS HOUSE Ir I lr,t UJtr (t, tu =c I )DRIVEWAY 0 10' 20' SCALE: 1 = 20'=0" GAMGE oo 4-BEDROOM RESIDENCE BM '100'= FF Wamsley Residence 54 Pine Street Garfield County, Colorado Proiect Number: C1934 Oa!€: 0111712025 Designed by: CBO Reviewed by: KC Dmwn by: DD w2.0 She.t 2 0F 4 CBO lnc. 129 Cains Lane Carbondale, Cokjrado 81623 Phone 970.309.5259 carla.ostberg@grtrail.cm SLIP.ON PVC 1.5'DIA SCH-40 PVC PUMP LINE FROM TANK (MIN. 1OlO DMIN BACK TO PUMP CHAMBER) DO NOT GLUE INSULATED TRACER WIRE FINISHED GRADE ADV IUODEL 5402 AT HIGH POINT, ACCESSIBLE AT GMDE 4'DIA SEWER LINE END EACH TATERAL IN 'i90" LCNG SWEEPING ELL FACING dJP WITi-I A BALL VALVE IN A VALVE bOX ACCESSIBLE AT GRADE : 1.5" DIA SCH.4O PVC PUMP LINE TO EACH BED TO TANK HOUSE ACLEANOUT DETAIL\9r--16rr* THREE SHEETS OF GEOMAT (EACH 39) ON EACH BED DIA SCH-40 PVC LATERALS W/ 5/32" DIA ORIFICES FACING DOWN, 3'O.C. LATEMLS PLACED ON TOP OF GEOMAT UNDER FILTER FABRIC SPRINKLER VALVE BOX AT GRADESLIP-ON PVC DO NOT GLUE FINISHED GRADE DIA SCH.4O LEVEL MANIFOLD 4" DIA INSPECTION PIPE INSPECTION PORT AT EACH CORNER OF BED EIA HOLE DRILLED .aSTA PLAN\rr-ffi STA FIL MEDIA INTO TWO SIDES OF PIPE FOR T/ENTILATION (BELOW SLrP ON CAP) FABRIC SHEILDS /i II{SPECTION PORT DETAIL\9r-6ffi INSFECTION PORT AT EACH COR'{ER GRADE COVER 30'DIAMETER PVC RISER 2 OVER.EXCAVATE APPROX. 4'6'BELOW NATIVE GMDEAND FILL WITH MIN. 3' SAND FILTER MATERIAL DISTRIBUTING VALVE ASSEMBLY FROM PUMPING .5" DtA SCH-40 PVC INLETAND OUTLETS /iSTA SECTION\9r-lfcc A AUTOMATIC DISTRIBUTING VAL\E DETAIL 1' BETWEEN EACH BED 3 39'WIDE SHEETS GEOMAT ON EACTI BED NOTE: MINIMUM 6' UNDISTURBED SOILS Wamsley Residence 54 Pine Street Garf eld County, Colorado Pro.ectNumber: C1934 D€le: 0111712025 Designed by: CBO tuviewed by: KC hawn by: DD w3.0 Sh*t 3 0F 4 DESIGN 4.BEDROOM RESIDENCE 75 GPD x 2 PERSONS/BEDROOM x 3 BEDROOMS + 75 ePD (4th BEDROOM) = 525 cPD WASTEWATER FLOW = 525 GPD USE 15OO GALLON, TWO-COMPARTMENT CONCRETE SEPTIC TANK WITH AN ORENCO PUMPING SYSTEM IN THE SECOND COMPARTMENT SOIL TREATMENT AREA (STA): LONG TERM ACCEPTANCE RATE (LTAR) = 0.8 GAU SF CALCULATED STA = Q/LTAR = 525 / 0.8 = 656.25 SF (2) 10'X 33'OVER-EXCAVATED, UNLTNED SAND FTLTERS WITH MrN. 3'SAND FTLTER MATERTAL STA TO PIPED DITCH 10'36' STA TO WELL (APPROX.)100'20'l STATO HOUSE 20'27' SEPTIC TANK TO PIPED DITCH 10'27' SEPTIC TANK TO WELL (APPROX.)50'2't2', HOUSE TO SEPTIC TANK 5'20' OWTS COMPONENTS AND PHYSICAL FEATURES MINIMUM REQUIRED SETBACK APPROXIMATE PROPOSED SETBACK Finished GEde FINISHED GRADE INSTALL FLUSHING VALVE ECCENTRIC TO CENTER OF VALVE BOX 10'DIAVALVE BOX WTH SECURED LID 1.5' PVC SLIP X MALE PIPE THREAD ADAPTERWCAP 1.5" DIA BALL VALVE 1.5" DtA SCH40 PVC LONG SWEEP 90' ELBOW 1.5' DtA SCH-40 PVC LATERAL zt FLUSHING VAL\E DETAIL\1,/-N6rt.ffi '12' Minimum Cover 24'MtN. 3'MtN. Distribution Pipe Orifie Orifi@ Shield4'DIA SDR.35 SEWER LINE (MrN 2% SLOPE TO TANK) SCREENED OR SAND FOR BEDDING Native Soil and/or Specified I'MtN. AGEOMAT SECTION\3/r-ftc ATRENCH DETAIL\t-715tr w4.0 TEnsmisive Hygrcs@pic CBO lnc- 129 Cains Lane Carbondale, Colorado 8'1623 Phone 970.309.5259 cada.ostberg@gmail.mm Wamsley Residence 54 Pine Street Garfield County, Colorado ProjectNumber: C1934 Da|€: 01|1712025 Designed by: CBO Reviewed by: KC Drawn by: DD Shet 4 0F 4 ffi GTLITHOMPSON GEOTECHNICAL ENGINEERING INVESTIGATION a- ::,:..::: i:p:_:.--n:F-,rti'F:;:r:^:L!:-, =:tt:-r..i 1,'.-_-..: "'-' _ -_ l ICE HOUSE ADDITION 54 PINE STREET CARBONDALE, COLORADO Prepared for: Maura and Brett Wamsley 54 Pine Street Carbondale, CO 81623 CTLIT Project No. GS06929.000-1 20-R1 December 11,2024 CTLlThompson, lnc. Denver, Fort Collins, Colorado Sprinos, Glenwood Sprinos, Ppblg, Summit Countv - Colorado Chevenne, Wyoming and Bozeman, Montana ffi Table of Gontents scoPE...... SUMMARY OF CONCLUSIONS SITE CONDITIONS PROPOSED CONSTRUCT|ON ............... SUBSURFACE COND|TONS.................. EARTHWORK.............. Excavations Subexcavation and Structural Fi||.......... Foundation Wall Backfi ll ........................ FOUNDATIONS.............. SLAB-ON.GRADE CONSTRUCTION ...... BELOW.GRADE CONSTRUCTION ......... SURFACE DRAINAGE CONCRETE CONSTRUCTION OBSERVATIONS ....... GEOTECHNICAL RISK LTMtTATIONS ................ FIGURE 1-VICINITY MAP FIGURE 2 - AERIAL PHOTOGRAPH FIGURE 3 - PROPOSED CONSTRUCTION FIGURE 4 - SUMMARY LOG OF EXPLORATORY PIT FIGURE 5. GRADATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TESTING MAURA AND BRETT WAMSLEY ICE HOUSE ADDITION cTLlr PROJECT NO. GS06929.000-120-Rl 1 1 2 2 2 3 3 4 4 5 6 6 7 7 9 I 9 SCOPE CTLIThompson, lnc. (CTLIT) has completed a geotechnical engineering investigation regarding the addition to the residence located at 54 pine street in Carbondale, Colorado. We conducted thls lnvestigation to evaluate subsurface conditions at the site and provide geotech- nical engineering recommendations for the planned construction. The scope of our investigation was set forth in our Proposal No. GS 24-0161. Our report was prepared from data developed from our field exploration, laboratory testing, engineering analysis, and our experience with simi- lar conditions. This report includes a description of subsurface conditions found in our explorato- ry pit and provides geotechnical engineering recommendations for design and construction of the foundation, floor system, and details influenced by the subsoils. Recommendations in this report were developed based on our understanding of the currently planned construction. We should be provided with architectural plans, as they are further developed, so that we can pro- vide geotechnical/geo-structural engineering input. A summary of our conclusions is below. SUMMARY OF CONCLUSIONS Subsurface conditions encountered in our exploratory pit excavated at the site consisted of about 6 inches of "topsoil" over 5.5 feet of silty gravel with cobbles and boulders. Groundwater was not encountered in our pit. Our experience indicates that the silty gravel and cobble soil at the site generally exhibits good foundation support characteristics. Existing fill or clay should be removed from below the planned addition. The addition can be constructed on footing foundations that are supported on the ttnclistrrrhed siltv nraval andlor denqelrr nnmnanfad ctrrrntrrral fill trvictinn fill nr , vrr uYrYr er clay soil should be removed from below the footings. We judge that slab-on-grade floors are appropriate for the site provided existing fill is removed from below the slabs. Good floor slab performance can be ex- pected for slabs supported on the silty gravel and cobble soils. Densely- compacted, structuralfill may be required to raise grades or replace unsuitable soil below slabs. 5.A foundation wall drain should be constructed around the perimeter of the foun- dation of the addition. Site grading should be designed and constructed to rapidly convey surface water away from the building. MAURA AND BRETT WAMSLEY ICE HOUSE ADDITION CTLIT PROJECT NO. GS06929.000-120-R1 1 2 3 4 Page 1 of 10 ffi SITE CONDITIONS The Wamsley residence is located at 54 Pine Street in Carbondale, Colorado. A vicinity map with the location of the site is included as Figure 1. The property is an approximately 0.36 acre parcel. An aerial photograph of the site is shown on Figure 2. The existing residence on the property is a two-story wood frame structure with a crawl space. Ground surface in the area of the proposed addition is relatively flat and has been landscaped with irrigated grass. Our obser- vations indicated the existing structure has performed adequately. PROPOSED CONSTRUCTION A site plan by The Outpost Studio (dated October 21,2024) indicates that the new addi- tion will be a one-level structure with slab-on-grade floor and no below-grade areas. The addi- tion is planned on the south side of the existing residence and has a footprint of 850 square feet. We expect maximum foundation excavation depths of about 3 feet will be required to con- struct the addition. We should be provided with architectural plans, as they are further devel- oped, so that we can provide geotechnical/geo-structural engineering input. SUBSURFACE CONDITIONS To investigate subsurface conditions, CTLIT directed excavation of one exploratory pit (TP-1) on November 8,2024. The pit was excavated with a track-hoe at the approximate loca- tion shown on Figures 2 and 3. Exploratory excavation operations were observed by our repre- sentative who logged subsurface conditions encountered and obtained representative samples of the soils. A graphic log of subsurface conditions found in our exploratory pit is included as Figure 4. Subsurface conditions encountered in our exploratory pit excavated at the site consisted of about 6 inches of "topsoil" over 5.5 feet of silty gravel with cobbles and boulders. Groundwa- ter was not encountered in our pit at the time of excavation. The pit was backfilled after explora- tory operations were completed. Samples of the subsoils obtained from our pit were selected for laboratory testing that included grain size analysis and water-soluble sulfates. A sample selected for grain size analy- MAURA AND BRETT WAMSLEY ICE HOUSE ADDITION CTLIT PROJECT NO. GS06929.000-120-Rt Page 2 of 10 ffi sis contained 58 percent gravel, 30 percent sand, and 12 percent silt and clay sized particles (passing the No. 200 sieve). The samples did not include rocks larger 3 inches, which are pre- sent in the in-situ soils. Grain size analysis results are shown on Figure 5. Laboratory test re- sults are summarized on Table L EARTHWORK Excavations Our subsurface investigation indicates excavations at the site can be made with conven- tional, heavy-duty excavating equipment, such as a medium to large-size trackhoe. Large boul- ders may be encountered during excavation. From a "trench safety" standpoint, sides of excava- tions must be sloped or retained to meet local, state, and federal safety regulations. The soils at this site will likely classifu as Type C soils based on OSHA standards governing excavations. Temporary slopes deeper than 5 feet should be no steeper than 1.5 to 1 in Type C soils. The contractor's "competent person" is required to review excavation conditions and refer to OSHA Standards when worker exposure is anticipated. Contractors should identify the soils encoun- tered and ensure that OSHA standards are met. We do not anticipate excavations for the planned construction at the site will penetrate a free groundwater table. Water from seepage, precipitation, and snowmelt can likely be mitigated by sloping excavations to gravity discharges, or to temporary sumps, where water can be re- moved by pumping. Excavations should not undermine the existing footings. Excavations should generally be sloped away from existing foundations. We recommend against new footings that are parallel to and in close proximity to existing building foundation walls. lf this situation is part of the de- sign for the addition foundation a checkerboard excavation sequence, underpinning, or bracing will be required. CTLIT can assist with preliminary design for a checkerboard excavation se- quence, underpinning, or bracing, if requested. MAURA AND BRETT WAMSLEY ICE HOUSE ADDITION CTLIT PROJECT NO. cS06929.000-1 20-Rl Page 3 of 10 ffi Subexcavation and Structural Fill Our experience indicates the silty gravel and cobble soil at the site generally exhibits good foundation support characteristics. Natural clay and existing fill soilwith unknown support characteristics may be present at the site. Clay and existing fill should be removed from below the footings, floor slabs, and exterior slabs. Footing and slab-on-grade elevations can be re- attained with densely compacted, structural fill. Additionally, a 4- to 6-inch-thick layer of struc- tural fill placed as a leveling course may be conducive to construction of footings and floor slabs. CTLIT should be called to observe conditions exposed in subexcavated areas, prior to placing structural fi ll. The on-site excavated soils can be reused as structuralfill, provided they are screened to remove rocks larger than 4 inches in diameter, organics, and debris. lmport soil needed for structural fill should consist of an aggregate base course or pit run material with a maximum rock size of 4 inches and 10 to 30 percent silt and clay size material. A sample of potential im- port soil for structural fill should be submitted to CTLIT for approval prior to the hauling to the site. Structural fill should be placed in loose lifts of I inches thick or less, moisture- conditioned to within 2 percent of optimum moisture content and compacted to at least 98 per- cent of standard Proctor (ASTM D 698) maximum dry density. Moisture content and density of structural fill should be checked by a representative of CTLIT during placement. Observation of the compaction procedure is necessary. Foundation Wall Backfill Proper placement and compaction of foundation backfill is important to reduce infiltration of surface water and settlement of backfill. This is especially important for backfill areas that will support exterior concrete flatwork, such as driveways and patios. The on-site excavated soils can be reused as backfill, provided they are screened to remove organics, debris, and rocks larger than 6 inches in diameter. Backfill should be placed in loose lifts of approximately 10 inches thick or less, moisture-conditioned to within 2 percent of optimum moisture content, and compacted to at least 95 percent of maximum standard Proctor (ASTM D 698) dry density. MAURA AND BRETT WAMSLEY ICE HOUSE ADDITION cTLIT PROJECT NO. GS06929.000-120-Rl Page 4 of 10 Moisture content and density of the backfill should be checked by CTLIT during placement. Ob- servation of the compaction procedure is necessary. FOUNDATIONS Our experience indicates the silty gravel and cobble soil at the site generally exhibits good foundation support characteristics. Natural clay and existing fill soil with unknown support characteristics may be present at the site. The natural clay and existing fill should be removed from below the foundations to expose the underlying, silty gravel and cobbles. lf necessary, footing elevations can be re-attained with densely compacted, structural fill in accordance with recommendations in the Subexcavation and Structural Fill section. Footings can be supported by the undisturbed, silty gravel and/or the densely compacted, structural fill. Additionally, a 4- to O-inchthick layer of structural fill placed as a leveling course may be conducive to construction of footings and floor slabs. Recommended design and construction criteria for footing foundations are below. These criteria were developed based on our analysis of field and laboratory data, as well as our engi- neering experience. 1. Footings should be supported on the undisturbed, silty gravel and/or densely compacted, Fillsection. 2 MAURA AND BRETT WAMSLEY ICE HOUSE ADDITION CTLIT PROJECT NO. GS06929.000-120-R1 3. 4 5 Footings on the undisturbed, silty gravel and/or densely compacted, structural fill can be designed for a maximum net allowable soil bearing pressure of 3,000 psf The weight of backfill soils above footings can be neglected for bearing pressure caicuiation. A friction factor of 0.35 can be used to calculate resistance to sliding between concrete footings and the soils. Continuous wallfootings should have a minimum width of 16 inches. Founda- tions for isolated columns should have minimum dimensions of 24 inches by 24 inches. Larger sizes may be required, depending upon foundation loads. Grade beams and foundation walls should be well-reinforced. We recommend re- inforcement sufficient to span an unsupported distance of at least 12 feet. The soils under exterior footings should be protected fi'om freezing. We recom- mend the bottom of footings be constructed at a depth of at least 36 inches be- low finished exterior grades. The Garfield County building department should be consulted regarding frost protection requirements. structuralfill in conformance with the Subexcavation and Structural 6. Page 5 of 10 SLAB.ON.G RADE CONSTRUCTION Plans indicate floors of the new addition will be constructed as slab-on-grade. Our expe- rience indicates the silty gravel and cobble soil at the site generally exhibits good support char- acteristics. Natural clay and existing fill soilwith unknown support characteristics may be pre- sent at the site. Natural clay and existing fill should be removed from below interior floor slabs and exterior slabs. Slab-on-grade elevations can be re-attained with densely compacted, struc- tural fill as recommended in the Subexcavation and Structural Fill section. Based on our analysis of field and laboratory data, as well as our engineering experi- ence, we recommend the following precautions for slab-on-grade construction at this site. Slabs should be separated from wall footings and column pads with slip joints, which allow free vertical movement of the slabs. Underslab plumbing should be pressuretested for leaks before the slabs are constructed. Plumbing and utilities which pass through slabs should be isolated from the slabs with sleeves and provided with flexible couplings to slab- supported appliances. Exterior concrete slabs, such as sidewalks and patios, should be isolated from the building. These slabs should be well-reinforced to function as independent units. Frequent controljoints should be provided, in accordance with American Con- crete lnstitute (ACl) recommendations, to reduce problems associated with shrinkage and curling. The lnternational Building Code (lBC) may require a vapor retarder be placed be- tween the base course or subgrade soils and the concrete slab-on-grade floors. The merits of installation of a vapor retarder below floor slabs depends on the sensitivity of floor coverings and building to moisture. A properly installed vapor retarder (10 mil minimum) is more beneficial below concrete slab-on-grade floors where floor coverings, painted floor surfaces or products stored on the floor will be sensitive to moisture. The vapor retarder is most effective when concrete is placed directly on top of it. A sand or gravel leveling course should not be placed between the vapor retarder and the floor slab. The placement of concrete on the vapor retarder may increase the risk of shrinkage cracking and curling. BELOW.GRADE CONSTRUCTION We understand that no below-grade areas, such as basements or crawl space, are planned for the addition. lf plans change to include below-grade areas, CTLIT should be con- MAURA AND BRETT WAMSLEY ICE HOUSE ADDITION CTLIT PROJECT NO. GS06929.000-1 20-R1 1 2 3 4. E Page 6 of 10 tr tacted to provide recommendations for lateral earth pressures and subsurface drainage. SURFACE DRAINAGE Surface drainage is critical to the peformance of foundatiorrs, floor slabs, and concrete flatwork. Site grading should be designed and constructed to rapidly convey surface water away from the building. Proper surface drainage and irrigation practices can help control the amount of surface water that penetrates to foundation levels and contributes to settlement or heave of soils and bedrock that support foundations and slabs-on-grade. Positive drainage away from the foundation and avoidance of irrigation near the foundation also help to avoid excessive wetting of backfill soils, which can lead to increased backfill settlement and possibly to higher lateral earth pressures, due to increased weight and reduced strength of the backfill. We recommend the following precautions. The ground surface surrounding the exterior of the residence should be sloped to rapidly convey surface water away from the building in all directions. We recom- mend a minimum conetructed olope of at least 12 inches in the first 10 fcet in landscaped areas. Backfill around the exterior of foundation walls should be moisture{reated and compacted pursuant to recommendations in the Foundation Wall Backfill. ln- creases in the moisture content of the backfill soils after placement often results in settlement. Re-establishing proper slopes (owner maintenance) away from the building may be necessary. 3.We recommend that the residence be provided with roof drains or gutters and downspouts. The drains and/or downspouts should discharge well beyond the limits of all backfill. Splash blocks and/or extensions should be provided at all drains and/or downspouts so water discharges onto the ground beyond the back- fill. We generally recommend against burial of downspout discharge pipes. Landscaping should be designed and maintained to minimize irrigation. Plants placed close to foundation walls should be limited to those with low moisture re- quirements. lrrigated grass should not be located within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of foundations. Plastic sheeting should not be placed beneath landscaped areas adjacent to foundation walls or grade beams. Geotextile fabric can be used to control weed growth and allow some evaporation to occur. CONCRETE Concrete in contact with soil can be subject to sulfate attack. We measured a water- soluble sulfate concentration of 0.10 percent in a sample of the soil from the site (see Table l) MAURA AND BRETT WAMSLEY ICE HOUSE ADDITION CTLIT PROJECT NO. GS06929.000-1 20-R1 1 2 4 Page 7 of 10 Pursuant to our test and ACI 332-20, this concentration corresponds to a sulfate exposure class of "Moderate" or RS1 as indicated on the table below. SULFATE EXPOSURE CLASSES PER ACI332-20 Percent sulfate by mass in soil determined by ASTM C1580 Forthis level of sulfate concentration, ACI 332-20,"Code RequirementsforResidential Concrete", indicates there are special cement type requirements for sulfate resistance as indi- cated on the table below. CONCRETE DESIGN REQUIREMENTS FOR SULFATE EXPOSURE PER ACI 332-20 A) Concrete compressive strength specified shall be based on 28-day tests per B) Alternate combinations of cementitious materials of those listed in ACI 332-20 Table 5.4.2 shall be permitted when tested for sulfate resistance meeting the criteria in section 5.5. C) Other available types of cement such as Type lll or Type I are permitted in Exposure Classes RSl or RS2 if the C3A contents are less than 8 or 5 percent, respectively. D) The amount of the specific source of pozzolan or slag to be used shall not be less than the amount that has been determined by service record to improve sulfate resistance when used in concrete containing Type V cement. Alternatively, the amount of the specific source of the pozzolan or slab to be used shall not be less than lhe amount tested in accordance with ASTM C10121C1012M and meeting the criteria in section 5.5.1 of ACt332-20. E) Water-soluble chloride ion content that is contributed from the ingredients including water aggregates, ce- mentitious materials, and admixtures shall be determined on the concrete mixture ASTM C12181C1218M between 29 and 42days. MAURA AND BRETT WAMSLEY ICE HOUSE ADDITION crllr pRoJEcr No. Gs06929.000-120-Rl Water-Soluble Sulfate (SO+) in SoilA (o/ol Exposure Classes < 0.10Not Aoolicable RSO Moderate RS1 0.10 to 0.20 R52 0.20 to 2.00Severe > 2.00Very Severe R53 Exposure Class Maximum Water/ Cement Ratio Minimum Compressive Strength A (psi) Cementitious Material Tvpes B Calcium Chloride Admixtures ASTM c150/ c150M ASTM c595/ c595M ASTM cl157t c1157M RSO N/A 2500 No Type Restrictions No Type Restrictions No Type Restrictions No Restrictions RS1 0.50 2500 Type with (MS) Designation MS No Restrictions RS2 0.45 3000 vc Type with (HS) Designation HS Not Permitted RS3 0.45 3000 V + Pozzolan or Slag Cement D Type with (HS) Designation plus Pozzolan or Slag Cement E HS + Pozzolan or Slag Cement E Not Permitted Page 8 of 10 ffi Superficial damage may occur to the exposed surfaces of highly permeable concrete. To control this risk and to resist freeze thaw deterioration, the waterto-cementitious materials ratio should not exceed 0.50 for concrete in contact with soils that are likely to stay moist due to sur- face drainage or high-water tables. Concrete should have a total air content of 60/o +l-1.5o/o. We recommend foundation walls and grade beams in contact with the subsoils be damp-proofed. CONSTRUCTION OBSERVATIONS We recommend that CTLIT be retained to provide construction observation and materi- als testing services for the project. This would allow us the opportunity to verifl7 whether soil conditions are consistent with those found during this investigation. lf others perform these ob- servations, they must accept responsibility to judge whether the recommendations in this report remain appropriate. lt is also beneficialto projects, from economic and practical standpoints, when there is continuity between engineering consultation and the construction observation and materials testing phases. GEOTECHNICAL RISK The concept of risk is an important aspect of any geotechnical evaluation. The primary reason for this is that the analytical methods used to develop geotechnical recommendations do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judgment and experience. Therefore, the rec- ommendations in any geotechnical evaluation should not be considered risk-free. We cannot provide a guarantee that the interaction between the soils and the proposed structures will lead to performance as desired or intended. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structures will perform satisfacto- rily. lt is critical that all recommendations in this report are followed. LIMITATIONS This report has been prepared for the exclusive use of the client. The information, con- clusions, and recommendations provided herein are based upon consideration of many factors including, but not limited to, the type of structures proposed, the geologic setting, and the sub- surface conditions encountered. Standards of practice continuously change in geotechnical en- MAURA AND BRETT WAMSLEY ICE HOUSE ADDITION CTLIT PROJECT NO. GS06929.000-120-Rl Page 9 of 10 ffi gineering. The recommendations provided in this report are appropriate for about three years. lf the proposed project is not constructed within three years, we should be contacted to determine if we should update this report. Our exploratory pit provides a reasonable characterization of subsurface conditions at the site. Variations in the subsurface conditions not indicated by the pit will occur. The recom- mendations in this report were developed based on plans at the time of our investigation. Revi- sions in the planned construction could affect our recommendations. We should be provided with structural and architectural plans, as they are further developed, so that we can provide geotechnical/geo-structural engineering input. This investigation was conducted in a manner consistent with that level of care and skill ordinarily exercised by geotechnical engineers currently practicing under similar conditions in the locality of this project. No warranty, express or implied, is made. lf we can be of further ser- vice in discussing the contents of this report, please call. GTLITHOMPSON, INC Reviewed by: 4 Kimberly Talbert Staff Geologist kta I bert@ctlthom pson. co m MAURA AND BRETT WAMSLEY ICE HOUSE ADDITION crLlT PROJECT NO. GS06929.000-120-R1 Craig A. Burger, P Principal Engineer ivAt Page 10 of 10 ffi o 500 loo0 NOTE: SCALE: 1'- 1000' TvIAURA AT{D BRETT WAMSLEY ICEHOUSEADDMON CTUT PROJECT NO. GSO6929.OOO-120 SATELLITE IMAGE FROM MMAR (CoPYRTGHT 2024) Vicinity Map Flg. 1 LEGEND: TP_1 APPROXIMATE LOCATION OF I EXPLORATORY PtT ffi o 30 60 NOTE: SCALE: 1'= 60' MAURA AT{D BRETT WAMSLF/ ICE HOUSEADDMON oTUT PROJECT NO. GSO6929.OOO-120 SATELLITE IMAGE FROM GOOGLE EARTH (DATED SEPTEMBER 21, 2021) Aerial Photograph Flg. 2 LEGEND: TP_1 APPROXIMATE LOCATION OF I EXPLOMTORY PIT ffi 0 50 60 NOTE: SCALE: 1'- 60' MAURAAT{D BRETTWAMSLff ICE HOUSEADDMON oTUT PROJECT NO. GSO6929.OOO-120 BASE IMAGE BY THE OUTPOST STUDIO (DATED OCTOBER 21, 2024) r-1 I ) PI.ANNED ADDITION Proposed Construction .r.r: MULTI-LEVEL ... WOOD HOUSE wooD DECK ONE STORY WOOD GARAGE - : -:- - -.1; - - -:-- -i{if,ffril!fi"5--r TP-1 r _l .""\ J"*- *r*) iii !l; Flg. 3 -a2 TP-1 0 5 10 MAUMAND BRETTWAMSLEY ICE HOUSE ADDITON CTqT PROJECT NO. GS06929.0000-120 LEGEND: TOPSOIL, SANDY, SLIGHTLY MOIST, BROWN. GMVEL, SILTY, COBBLES AND BOULDERS, MEDIUM DENSE, BROWN, TAN. (GP.GM) INDICATES BULK SAMPLE OBTAINED FROM EXCAVATED SOILS. NOTES: THE EXPLORATORY PIT WAS EXCAVATED WITH A TRACKHOE ON NOVEMBER 08, 2024. THE PIT WAS BACKFILLED AFTER EXPLOMTORY EXCAVATION OPEMTIONS WERE COMPLETED. 2. GROUNDWATER WAS NOT FOUND IN OUR EXPLOMTORY PITS AT THE TIME OF EXCAVATION. 3. THIS LOG IS SUBJECT TO THE EXPLANATIONS, LIMITATIONS AND CONCLUSIONS IN THIS REPORT ffi Summary Log of Filo,oratbry FIG.4 0 F 5 Ftrl u.lIL I IFLulo Fut trJL! IrFo.lrjo 10 ffi SANDS GRAVELcLAY (PLASTTC) TO StLT (NON-PLAST|C) FINE MEDIUM COARS FINE COARSE COBBLES SIEVE ANALYSIS 2ro @o s60Fz E50t UJa40 30 20 10 0 10 20 30 40 50 60 70 80 90 .o74 .149 .297- _^.590 1.19 2.0 2.38 4.76 9.52 19.1 36.1 76,2 127 2oO0.42 '- - '-i52--- DIAMETER OF PARTICLE IN MILLIMETERS -t_ -r- -----+---_t_ -F- I t- - _t__t_ _t_ - otuz F IJJdF2ulotu o- 90 80 '100 .001 0.002 .005 .009 .019 .037 5'6'8" TIME REAOINGS 60 MrN. 19 MlN. 4 MtN. 1 MtN. "200 U,S, STANDARD SERIES .100 .50 .40 .30 't6 .t0 .8 CLEAR SQUARE OPENINGS 3/8" 314" 1vt', 3" 25 HR. 7 HR, 45 MtN. 15 MtN. Somple of cRAVEL. StLTy (GP-GM) Fro M TP-1 - AT4 FEET GRAVEL 58 SAND srLT & CLAY 12 PLASTTCTTY truOeX - o/o o/o LIQUID LIMIT 30 o/o % % SANDS GRAVELCLAY (PLASTTC) TO StLT (NON-PLAST|C) FINE MEDIUM COARS FINE COARSE COBBLES _l_ _t_ -t_ _l__t_____- -------f_ ___t___t___t___ __l__t__ tnoz6 po Fz u50 oaU\o 30 20 10 0 10 20 30 40 50 60 70 80 90 100.001 0.002 .005 .009 .019 .037 .O74 .149 .2970.42.590 1,19 2.0 2.38 4.76 DIAMETER OF PARTICLE IN MILLIMETERS o uJzaFUtr '4 90 100 9-52 19.1 36.1 76.2 1275i!0O TIME READINGS 60 MlN. 19 MtN. 4 MtN. 1 MtN. .200 U.S. STANDARD SERIES '100 '50'40'30 .16 .10'8 CLEAR SAUARE OPENINGS 3/8" 314" 1y," 3', 5'6' 25 HR. 7 HR. 45 MtN. 15 MtN. Somple of From MAUM & BRETT WAMSLEY ICE HOUSE ADDITON PROJECT NO. cS06929.000-120 GRAVEL SILT & CLAY PLASTICITY INDEX - SAND LIOUID [i[4LT % o/o o/o o/o To Gradation Test Results FIG.5 TABLE I SUMMARY OF LABORATORY TESTING GTLIT PROJECT NO. GS06929.000-120 ffi DESCRIPTION GRAVEL, SILTY (GP-GM) PASSING NO.200 SIEVE (o/ol 12 PERCENT SAND (%) 30 PERCENT GRAVEL (Yol 58 SOLUBLE SULFATES (%\ 0.10 -SWELL (o/ol ATTERBERG LIMITS PLASTICITY INDEX (%) LIQUID LIMIT (o/o\ DRY DENSITY (PCF) MOISTURE CONTENTel 3.6 DEPTH (FEET) 4-5 EXPLORATORY BORING TP-1 Page 1 of 1 ''-! l-F[ 't!'r irir.rffiT **'-rt--;.-r"-tv. hf This does not constitute a build or use it. GARFIELD COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH 2010 Blako Avenue Glenwood $prlngr, Cotorado gl60l rngn! lrtutf AqO.IZO, TND|VIDUAL SEWAGE D|SPOSAL FERMtT Ng 0*s Ownet System Locetion Licensad Contractor r conditional construbtion approval ls hereby granted tor r .! .000 gatton . . X Septic Tank or , Aeratod treatment unit. Absorption area (or dispersal araa) computed as follows; Perc rate of one inch in . 20 , minutes requires a mlnlmum or 2l Q- sq. ft. of absorption areo per bedroom. Therelore the no. of bEdrooms 3 ,, Sif Q ,q. ft. minimum requiremenr = a totalot 6-30 sq. ft. of abeorprion area. Maywosussest Leach Fleld l2r x 53r x !t doep or l8t lx3r deep. r Date t: FINAL APPROVAL OF SYSTEM: L lnopootor t t: No system shall be deemed to be in compliance with the $ewago oisposal Laws until the assembled sy$tom is approved praor to coyor.lng any part. T Septic Tank aciess for inspection and cloanlng within 12" of ground surface or asrated access ports abov6 groundsurface, Proper malerials and assembly. Trade name ofjggliglg[or aerated troatmont unit. Adequate ebsorption (or dispersal) area. Adequate comptiance with permit rGquirements. Ad€quate compl iance with coun ty and $tate regul ations/requ irements. Conal rnd - Other Date Flnal l0 t e80 Y I RETAIN WITH RECEIPT RECORDS NSTRUCTION SITE TCONDITIONS: 1' All installation mu-st 99mply with all requirements ot the coun_tyJndividual sewage Dirposal Regularions, adopted pursuant to au.thority granted in 66.44.4..CRS 1999, amended 06.9_14, CRS l969.2' This pormit le valid only for connection to structur€s vlrhich hava fully complied with County zoning and buiiding requiroments.connection to or use with any dwelling or structurei nqt rpprovod uv itr" guitJing anJ zoning office shall automdrically be a viola.^ lion of a requirement of the permit and_causs for both lbgai action and revocation of the permit,3. Section aal, 9.24 requires any person who constructs, oltiis. oi lnrralls an indiviaual ,.n 19, dirposal system in a manner which in-volvss a knowing and material variation from the term$ or ipictfications coniainJ in tneipptiieti;n ;i;;r;;t commirs e ctass t,. Petty Offense ($500.00 fine - 6 rnonths in jail or both). : Building Official - Permit White Copy Appllcont _ Green Copy Dept. _ pink Copy" rrrn vv a--^----ranar----aaarmu--rrrr.c---^-^r-^-rrrrr1r--r--r^-^rrru--^^----^--^^^^^--^----^-^ -^--&r-l.^..* Page Two INDIVIDUAL HOME SEIdAGE TREATMENT SYSTEMS APPLICATION Date le-l l-6D vt f rL€ vbu Fees Pald $Jf9' /t OYner:Ko= +?,rr-Q.Ma IN PROJECT SUBMITTED ill';N"'' x\si*H;ffi Attach separate sheets. gr lgpolt-lhgwing entlre area wlth respect to surroundlng areas, topography of area, habitab!e buildings, location of potable ivater.wells, soll iercola-tlon test holes, soll profiles in test holes (see Page 3). I Location of Facility: County GARFIELD Clty or Town Legal Description zQ 2 zq P tl LotSize \3=\.S x \SCl 2, I'lo. of Bedrooms 3 Septlc Tank Capaclty t rslil- Aeratlon Unit Capaclty _ 3. Source of Dorestic Water: Public (name): Pri vate: l,lel I -V: Depth b$-t Other Depth to lst ground water table 2.cl' 4. Is facility within boundarles of a city/town or sanitation dlstrict? \At> 5. Distance to nearest sewer system:b0' Have you attempted to arrange a connection with the sys tem? h e-., If reJected, what was the reason? 5 If R.P.E. tested, state rate of absorption in test holes shown on the locatlon map, in minutes per lnch of drop in water level after holes have been soaked for 24 hours: 7, Name, address, and telephone of R.P.E. who made soil absorptlon tests: *) 15,..,, 8. Name, address, and telephone o R;P.E. responsible for deslgn of the system: =.rl r {y\t 9 Express member they nay designate. Any withdrawal of th acknowledged by the County Buildlng & San rmission is hereby nted for the Garfield County Building & ty he the inspection of the above property by any Sanitatlon Departrnent and/or such persons as 'l s pe rmi ss i on s hal I be i n wri ti ng and recel pt itation Department. pe of 10. I have been given an opportuni tions of Garfield County and I requlrements included thereln. to read the Individual Sewa reby agree to comply with a ge Di sposal Systems Regu'la-ll terms, conditions and It 8c: (r0 BE RETURNED T0 BLDG. & SANr. DEPr. ) reo can Page Three a PLEASE DRAhl AII ACCURATE I'IAP TO YOUR PROPERTY..--. G rntr VrrA$rt ,\flr' s\-. fdsr'5\r { *-:+. l4on,,-q* t,s$O $\t \.,r\. rs, fG' 1 { (T0 BE RETURT{ED T0 BLDG. & SANI. DEPT.) tg, -(q {.t G# :":::J"1":$.,:*Map Viewer * Well Constructed r Final Permit : Ground Water X Geophysical Log r Confluence Point Source Water Route Framewo L_j County il Superfund Sites Legend t' s ,. ,1, 1 :.: ' t! *trr:' :, Location Notes 292 0 146 292 Feel 1:1,754 (} This praduct is for informational purposes and may not have been prepared for, or be suitable for legal, engineeing, or suNeying purposes. Users of this information should review or consuft the primary data and informatbn sources to asceftain the usability of the information. Date Prepared: 1012212024 3:16:59 PM 54 Pine Street Legend ? 54 Pire st i' Hg a 4 6qPublic.nef" Garfield County, CO Overview Parcels Roads Parcel/Account Numbers Owner Name i- I Lakes&Rivers - CountyBoundary Line $998,330 Last 2 Sales Date Price 9/71/2024 $2,100,000 7/3O/207s $s97,000 Legend Account RO9O077 Physical 54PINEST Number Address ParcelNumber 239328409008 CARBONDALE Acres 0 OwnerAddress WAMSLEY BRETT& MAURA Land SqFt 15,747 1309 OAKWAYAVENUE TaxArea 009 GLENWOOD SPRINGS CO MillLevy 74.3900 81601 Date created: t/ 77 /2025 Last Data Uploaded:7/77 /2O25 2:12:58 AM Total Actual Value 87623 Develooed bvB SCHNEIDER GEOSPATIAL 1117125,8:39 AM Garfield County, CO qPublic.net - Garfield County, CO - Property Record Card: R090077 Summary Account Parcel Propcrty Address Legal Description Acres Land SqFt TaxArea MlllLevy Subdivision View Map Map Owner WAMSLEY BRETT & MAURA 1309 OAK WAY AVENUE GLENWOOD SPRINGS CO 81601 R090077 239328409008 54 PtNt SL CARBONDALE, CO 81623 Section: 28 Township: 7 Range: 88 Subdivision: COOPERTON TWNSTE. Block: 9 Lot: 27 THRUI Lot: 29 & N 12.5' OF 25& S 12.5' oF 30 15747 SQUARE FEET o t5,747 9 74.3900 COOPERTON TWNSTE. Land UnitType Square Feet STNGLE FAM.RES.-LAND - 1't 12 (REStDENTtAL pROpERTY) 15,747 Buildlng# Units Building Type Abstract Codes / (Property Typel Architectural Style Frame Actual Year Built Gross LlvingArea Total Heated SqFt Bedrooms Baths Heatlng Fuel HeatlngType Air Conditionlng RoofType RoofCover I 1. SFR STNGLE FAM.RES-TMPROVEMTS-1212 (REStDENT|AL pROpERTY) 1 1/2 STRY WOOD FRAME 1900 100 4 3 2 NONE https://qpublic.schneidercorp.com/Application.aspx?ApplD=1038&LayerlD=22381&PageTypelD=4&PagelD=9447&Q=1127081S'2&KeyValue=R090077 113 1117r25,8:39 AM Actual Values Tax Year qPublic.net - Garfield County, CO - Property Record Card: R090077 2024 2023 2022 202t Actual Value $998,330.00 $998,330.00 $648,790.00 $u8,790.N Assessed Values Tax Year 2024 2023 2022 202t Assessed Value $66,890.00 $66,890.00 $4s,090.00 $46,390.00 Tax History TaxYear 2024 2023 2022 2021 2020 Taxes Billed $4,97s.96 $4,849.72 Click here to view the tax information for this parcel on the Garfreld Countv Treasurer's website. Transfers Sale Date Deed Type Reception Number Book - Page $3,6s2.00 $3,699.20 $3,160.48 Sale Price 9/ru2024 QUITCLAIM DEED 99987?$o 9/rrl2024 SPECIAL WARRANTY DEED 999878 $2.100.000 7/30/2015 WARRANTYDEED 466339 $597,000 5/u/2072 BARGAIN AND SALE DEED 818627 $o 5/rrl2072 WARRANryDEED 818620 $340,000 4/30/2072 STATEMENT OF AUTHORITY 878679 $o 8/3t2005 WARRANWDEED 704020 1830-0290 $600,000 8/3/2006 STATEMENTOFAUTHORIry 70407?7830-0289 $o 6/17/2004 WARMNryDEED 654730 r599-464 $349,000 6/75/2004 SPECIALWARRANTY DEED 654729 1"599-463 $o 70/24/2@2 SPECIAL WARRANry DEED 6 13538 t400'482 $o 7/2/2002 rMlERl\NTYpEEp _ 606418 7367-432 $325,OOO 8tt8/1980 WARMNryDEED 306686 0554-0228 $6o,ooo WARRANWDEED Property Related Public Documents Click here to view Property Related Public Documents Photos 297597 s35-295 $12s,000 Sketches https://qpublic.schneidercorp.com/Application.aspx?ApplD=1038&LayerlD=22381&PageTypelD=4&PagelD=9447&Q=1127081502&KeyValue=R090077 213 1117125,8:39 AM qPublic.net - Garfield County, CO - Propefi Record Card: R090077 1tt.o RD!ffig lJ€* !j6rl 1e.g as a grlH 3E rt '1t.d SE l!* rl q e fl ffi flt{ q Orltr 56 rt giE 1tO5! it-s tr gilH gsl lt_d 1'+Jl F'Prro B .q q {d€.3t !t4 q 6EF- FB*irs f,EF1&* qo q & a q FF*pge -!lEA 115 rt t lEO 1t.d E N T5,g:t Developed by Q scn;.rg19g5 The Garfield Courrty Assessor's Ofhce rnakes eveTy efiort to ploduce the rnost Jccur;rte infornration possible. No warranties. expressed or irrplied are provided for the data herein. its use or interpretation. Data is subject to coristant change and its accuracy and conrpleteness cannot be gliarairteed. I User Privacy Policy I GDP&Pfinacy_NoUe LasLD-&aUp)wl:Ug'/20E-72J2:58.N Contact Us hftps://qpublic.schneidercorp.com/Application.aspx?ApplD=1038&LayerlD=22381&PageTypelD=4&PagelD=9447&Q=1'127081502&KeyValue=R090077 3/3 {5OO Gallon Top Seam -2CP with High Head Pumplbn # 1500T-2GP-llll DESIGN NOTESo Design per performonce test per ASTM cl227r Top surfoce oreo 62.33 ft2o f'c @ 28 dole; concrete : 6,000 PSI Min. lnstollotion:e Tonk to be set on 5' min. sond bed or peo grovelo Tonk to be bockfilled uniformly on oll sides in lifts less thon 24" ond mechonicolly compoctedr Excovoted moteriol moy be used for bockfill, provided lorge stones ore removedo Excovotion should be dewotered ond tonk filled with woter prior to being put in service for instollotion with woter toble less thon 2' below groder Meets C1644-06 for resilient connectorsr lnlet ond Outlet identified obove piper Delivered complete with internol pipingo Control Ponel to be mounted in sight line of tonkr 4' Moximum bury depth 2f OcrAm iremilIDili .-'-YJFi..-;- Rborsb GEdo Net Copocity Min. Height lnlet Side Outlet Totol 92"1002 gol 507 gol 1509 gol Top View :l _J:L Wlub r-' Net Weight Tonk 11180 lbs 24'Minimum Riser Height Dhoonntd VrhrrFlexible 'Sgn/Ice @ntnc{s atnllaile for malnbnana Digging Specs lnvert Dimensions 13' Long x 8' Wide lnlet Outlet , 54"or73"'i56' below inlet DbdaOr Hcgtt Section View Pump:o LorvertTSSandlnpmmduent quall$bf,sHr Compleb hs0dhUon (wldru, panel, munthg and sfiart{p pmcedume}o Complebrvaranty lbs '! I I i i lbsl Lid 3600 ALLOWABLE BURY (Bosed on Woter Toble) WATER TABLE ALLOWABLE FARTI{ FII I 0'- 0"3'- 0" 1'- O'3'- 0" 2'-o'4'-O" 3'- O"4'- 0" DRY 4'- o" Phone: 719€95{764 Fax 71$39$372l Webclb: wunr.valleyprccastont Enull : fiondesk@vallelryrccastomBuene Vbte, Colorado PRtCASfrrnc. Double Walled PVG Riser & Lid Options Poly Lid (Static load tested to 5m0 bs)o Skid resistance surhe. Avaihbb in graen. Highest level of UV Probction induded. lncludes a bam gasket br airtight and watertight applicalions. lncludes square dfive scr€uls b disourage unauthorized enfy. lnsulation panels achieve R-10 insulation rding Double Walled PVC Riser . Available in 24' and 30' Diamebr. Gut to lengilh. Sold in +l- 2" incrcmenb. Muet be cut between ribe 2' of lnsulalion Standard Orenco @ DuraFiber* Access Lids (FLD) Not recommended br vehicularffic 2f and 3O Diamebrs. Solid, resin-infused fiberglass oonstuction. 20,00G1b breaking stengilh. Standard gr€en or brown olors. Available with or without urethane lid gasket. Available with carbon filhationo 4 stainless steel flathead socket cap scrsrus & hex key wrendr. lnsulated lids available - ? or4' W#**r Fret sgs6zo4 o Systemg o Prcducils o SeMoe VALTEYE PRtCAStlrnc. reCoRd.317 P.O. Bo(es Fu: fl19) geFigrn BHa\ftb' @812-1 Webclb: wruw.valleyprcmtom Emll : fronUsk@ydeyprcmtom 0 a Biotube@ ProPak Pump PackagerM 60-Hz Series Pump Packages Control panel General 0renco's Biotube@ ProPaK" is a complete, integrated pump package for filtering and pumping effluent from septic tanks. And its patented pump vault technology eliminates the need for separate dosing tanks. This document provides detailed information on the ProPak pump vault and filte( 4-in. (100-mm) 60-Hz turbine effluent pump, and control panel. For more information 0n other ProPak components, see the following 0renco technical documents: o Float Switch Assemblies (NSU-MF-MF-1) o Discharge Assemblies (NTD-HV-HV-l ) . Splice Eoxes (NTD-SB-SB-1) c Erternal Splice Box (NID-SB-SB-I) Applications The Biotube ProPak is designed to filter and pump effluent to either gravity or pressurized discharge points. lt is intended for use in a septic tank (one- or two-compartment) and can also be used in a pump tank, The Biotube ProPak is designed to allow the effluent filter to be removed for cleaning without the need to remove the pump vault or pump, simpli- fying servicing. Complete packages are available for on-demand or timed dosing sys- tems with flow rates of 20, 30, and 50-gpm 0.3, 1,9, and 3.2 Usec), as well as with 50 Hz and 60 Hz power supplies. Standard Models BPP2ODD, BPP2ODD-SX, BPP3OTDA, BPP3OTDD-SX, BBPPsOTDA, BPP5OTDD-SX Product Code Diagram t _tt External splice box (0ptional; internal splice box comes standard,) Riser lid (not included) Float bracket Support pipe Pump vault Float stem Floats Float collar Vault inlet holes 4-in, (100-mm) turbine effluent pump Biotube@ filter cartridge Riser (not included) Discharge assembly Pump liquid end Pump motor BPP t- Standard options: Blank = 57-in. (1448-mm) vault height, internal splice box, standard discharge assembly68 = 68-in. (1727-mm) vault heisht SX = external splice box CW = cold weather discharge assembly DB = drainbackdischargeassembly0 = cam lock MFV = non-mercuryfloat Control panel application: DD = demand-dosing TDA = timed-dosins, analog timer TDD = timed dosing, digital timer, elapsed time meter & counters BiotubP ProPakrM pump package compnnents.Pump flow rate, nominal: 20 = 20gpm(1.3Usec) 30 = 30 gpm (1.9 Usec) 50 = 50 spm (3.2 Usec) Biotube@ ProPaK. pump vault grenco Systems@ lnc. , 814 Ainttray Ave., Sutherlin, 0R 97479 USA . 800-348-9843 . 541 -459-t1449 . wwworenco.com NTD.BPP.l Rev. 1,2, @ 08/14 Page 1 of 4 OfenCO Technical Data Sheet ProPak'" Pump Vault Biotube@ Filter Gartridge Materials of Construction Materials of Construction Vault body Polyethylene Filter tubes Polyethylene Dimensions, in. (mm)Handle assembly PVC A - Overall vault height 57 (1448) 0r 68 (1727) Dimensions, in. (mm) B - Vault diameter 17.3 (43e)A - Cartridge height 18 (457) C - lnlet hole height 1S (475)B - Cartridge width 12 (305) D - lnlet hole diameter Gight holes total)2 (50)Performance E - Vault top t0 support plpe braclct hase 3 (76)Biotube@ mesh opening 0.125 in. (3 mm). F - Vault bottom to filter cartridge base 4 (102)Total filter flow area 4.4tf (0.4m'?) Total filter surface area 14.5 ft2 (1 .35 m'z) Maximum flow rate 140 gpm (8.8 Usec) .0.062-in. (1.6-nm) lilter nesh available E T l- D AC I A T E II B s --l ProPakrM pump vault (shown with Biotube filter and eftluent pump) BiotubP filter cartridge (shown with float switch assembly) I{TD-BPP-1 Rev.1,2, @ 08/14 Page 2 ot 4 orenco Systems@ lnc. ,814 Airway Ave., Sulherlln, 0R 97479 USA r 800-348-9843 . 541-459-4449 r www.oreneo.Gom Technical Data Sheet Orenco 4-in. (100-mm) Turbine Etfluent Pumps Orenco's 4-in. (100 mm) Turbine Effluent Pumps are constructed of lightweight, conosion-resistant stainless steel and engineered plastics; all are field-serviceable and repairable with common tools. All 60-Hz PF Series models are CSA certified to the U.S, and Canadian safety standards for effluent pumps, and meet UL requirements. Power cords for 0renco's 4-in, (100-mm) turbine effluent pumps are Type S00W 600-V motor cable (suitable for Class 1 , Division 1 and 2 applications). Materials of Construction Discharge:Stainless steel or glass{illed polypropylene Dischargebearing: Engineeredthermoplastic(PEEK Diffusers:Glass{illed PPO lmpellers:Acetal (20-, 30-gmp), Noryl (50-gpm) lntake screens Polypropylene Suction connection: Stainless steel Drive shaft:300 series stainless steel Coupling:Sintered 300 series stainless steel Shell:300 series stainless steel Lubricant:Deionized water and propylene glycol Specifications Pump Gurves Pump curves, such as those shown here, can help you determine the best pump for your system. Pump curves show the relationship between flow (gpm or Usec) and pressure [DH), providing a graphical representation of a pump's performance range. Pumps perform best atlhei nominal flow rate, measured in gpm or Usec. Flow in liters per second (Usec) 0.63 1.26 1.89 2.52 3.15 3.79 4.42 140 q) * 120 F'* ! G e80 (l Eoo\E (E .E 40 PF 2005r \ t \ \ PF 300511 \ \ \ \\ PF 500511 \\ t::jiJ \\ \\ 10 FIow in gallons per minute (gpn) 43 37 30 24 eqt QJ EF ! GqJq ct G\E G R 20 Nom.llow gpm (Usec) Length in. (mm) Weight lb (kg) Discharge in., nominal 1 lmpellers 20 30 40 50 60 70 20 (1.3) 22.5 (572) 26 (11)1.25 4 30 (1 .9) 21 .3 (541) 25 (1 1)1.25 3 50 (3,2) 20.3 (516) 27 (12)2.00 2 Performance Nom, floW gpm (Usec) hp (kw)Design flow amps Rated cycles/day Min liquid level, in. (mm) 2 20 0,3) 0.5 (0.37) 12.3 300 18 (457) 30 0.9) 0.5 (0,37) 11.8 300 20 (508) 50 (3,2) 0.5 (0,37) 12.1 300 24 (610) 1 Discharge is female NPf threaded, U,S. nlminal size, to accInm1date )rence discharge h1se and valve assenblies. Consult y1ur )renc, Distributor about fittings to c1nnect discharge assenblies t0 metric-sized piping. , Mininum liquid level is for single punps when installed in an 1renc1Bi\tubP ProPakrM Punp Vault. grenco Systems@ 1nc.,814 Ainvay Ave., Sutherlin,0R 97479 USA o 800-348-9843 o 541-459-4'149 . wwworenco.com NTD-BPP-1 Rev. 1 ,2, @ 08/1 4 Page 3 ol 4 OrenCO Technical Data Sheet Control Panel (Demand Dose)Control Panel (Iimed Dose) 0renco's ProPaK' demand dose control panels are specifically engineered for the ProPak pump package and are ideal for applications such as demand dosing from a septic tank into a conventional gravity drainfield. Materials ot 0onstruction 0renco's ProPak timed dose control panels are specifically engineered for the ProPak pump package and are ideal for applications such as timed dosing from a septic tank into a pressurized drainfield or mound. Analog or digital timers are available. Materials of Construction Enclosure UV-resistant fiberglass, UL Type 4X Enclosure UV-resistant fiberglass, UL Type 4X Hinges Stainless steel Hinges Stainless steel Dimensions, in. (mm)Dimensions, in. (mm) A - Height 11.5 (290)A - Height 11.5 (2e0) B - Width 9.5 (240)B - Width e.5 (240) C - Depth 5.4 (135)C - Depth 5.4 (135) Specifications Specifications Panel ratings 120U,314 hp (0,56 kW),14A, single phase,60 Hz Panelratings 120U,314 hp (0.56 kW, 14 A, single phase, 60 Hz 1 , Motor-start c0ntactor 1 6 FLA, '1 hp (0.75 kW), 60 Hz; 2.5 million cvcles at FLA (10 million at 50% of FLA) Dual-mode Programmable for timed- or demand-dosing (digital timed-dosing panels only) 2. Circuit 120 V 10 A, 0FF/0N switch, Single pole breakers 3, Toggle switch Single-pole, double{hrow HOA switch, 20 A 4. Audio alarm 95 dB at 24 in. (600 mm), warbletone sound, UL Type 4X 5. Audio alarm 120 V, automatic reset, DIN rail mount silence relay 6. Visual alarm 718-in. Q2-mn) diameter red lens, "Push-to-silence," 120 V LED, ULType 4X Control panel, demand-dose 1 20 V, repeat cycle from 0.05 seconds to 30 hours, Separate variable controls for OFF and 0N time periods 120-V prugrarrrrrrable lugiu urrit witlr built-irr LCD screen and programming keys. Provides control functions and timing for panel operation 2, Motor'start contactor 16 FLA, I hp (0,75 k\44, 60 Hz; 2.5 million cycles at FLA (10 million at 50% of FLA) 3. Circuit breakers 120 V, 10 A, 0FF/0N switch. Single pole 120 V 4. Toggle Switch Single-pole, double{hrow HOA switch, 20 A 5. Audio alarm 95 dB at 24 in. (600 mm), warble-tone sound, UL Type 4X 6. Visual alarm 7/9-ln. Q2-mm) diameter red lens, "Push{o-silence", 1 20 V LED, UL Type 4X Control panel, timed-dose (digitaltimer model shown) 1a. Analog timer (not shown) 1b. Digital tirrrer (shown below) @ ffio o o @r I.. I' I. r.1 NTD-BPP.1 Rev. 1.2, @ 08/14 Page 4 ol 4 orenco Systems@ lnc. , 814 Airway Ave., Sutherlin, 0R 97479 USA r 800-348-9843 o 541 -459-4449 o www.orenco.com PF Series 4-inch (1 00-mm) Submersible Etfluent Pumps OrenCO Technical Data Sheet Applications Our 4-inch (100-mm) Submersible Effluent Pumps are designed to transport screened effluent (with low TSS counts) from septic tanks or separate dosing tanks. All our pumps are constructed of lightweight, corrosion-resistant stainless steel and engineered plastics; all are field- serviceable and repairable with common tools; and all 60-Hz PF Series models are CSA certified to the U.S. and Canadian safety standards for effluent pumps, meeting UL requirements. Orenco's Effluent Pumps are used in a variety of applications, including pressurized drainfields, packed bed filters, mounds, aerobic units, effluent irrigation, effluent sewers, wetlands, lagoons, and more. These pumps are designed to be used with a Biotube@ pump vault or after a secondary treatment system. - Discharge Connection - Bypass Orifice Franklin Liquid End - Suction Connection Franklin Super Stainless Motor Featu res/Specif ications To specify this pump for your installation, require the following: o Minimum 24-hour run-dry capability with no deterioration in pump life or performance* . Patented l,E-inch (3-mm) bypass orifice to ensure flow recirculation for motor cooling and t0 prevent air bind . Liquid end repair kits available for better longterm cost of ownership . TRI-SEALTM floating impeller design on 10, 15, 20, and 30 gpm (0.6, 1.0, 1 ,3, and 1 .9 Usec) models; floating stack design on 50 and 75 gpm (3,2 and 4.7 Usec) models . Franklin Electric Super Stainless motor, rated for continuous use and frequent cycling . Type S00W 600-V motor cable . Five-year warranty 0n pump or retrofit liquid end from date of manu- facture against defects in materials or workmanship " Not applicable for s-hp (3.73 kW nodels Standard Models See specifications chart, pages 2-3, for a list of standard pumps. For a complete list of available pumps, call 0renco. Product Gode Diagram 20 = 20(61 50 = 50(15) Voltage, nameplate: 1 = 115- 200 = 2002=2301 4 =460 Frequency: 1 = single-phase 60 Hz 3 = three-phase 60 Hz 5 = single-phase 50 Hz 05 = lzz hp (0,37) 10 = t hp(0.75) 20 = 2hp(1,50) 50 = 5hp(3.73) Nominal flow, gpm (Usec): 10 = 10(0.6) 15 = 15 20 = 20 (1.3) 30 = 30 50 = 50 (3.2) 75 = 75 Pump, PF Series . %-hp (0.37kVV) only 1220 volts for 50 Hz pumps tNote: 20jo0t cords are available only for single-phase pumps through 1 -,4 hp PF t l Cord length, ft (m):r Blank = 10 (3)30 = 30 (e) Horsepower (kW): 03 = %hp(0.25) 07 = %hp(0.56) 1s = 1-%hp(1.11) 30 = 3hp(2.24) (1.0) (1.e) (4.7) "@:, @ LBE0SAO LR2053896 Powered by Franklin Electric t I #- grenco Systems@ lnc. , 814 Ainivay Ave., Sutherlin, 0R 97479 USA . 800-348-9843 . 541 -459-4449 . wwwolenco.com I{TD-PU-PF.1 Rev.2,2, @ 09/14 Page 1 ol 6 OfenCO Technicat Data Sheet Specifications,G0Hz . a i a _aE E €- c E 3 #; . g F E=6c-a#ggEssEEff E EEsEe,E F^ $ E* E ir" t -E gE E Ee E66TJ Pump Model PF100511 10(0.6) 0,50(0,34 1 115 120 12.7 127 6 1ll+in.GFP 23.0(660) 16(406) 26(12) 300 PFl 0051 2 10 (0.6) 0.50 (0.34 1 230 240 6.3 6.3 6 1 /+ in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF1007124'5 10 (0.6) 0.75 (0.56) 1 230 240 8.3 8.3 8 1 1z+ in. GFP 25,9 (658) 17 (432) 30 (14) 300 PF10053200 10 (0.6) 0.50 (0.34 3 200 208 3,8 3.8 6 1 1z+ in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF10073200 4'5 10 (0.6) 0.75 (0.56) 3 200 208 5.1 5.2 8 1 /+ in. GFP 25.4(645) 17 (432) 31 (14) 300 PFl010125'6 10(0.6) 1.00(0.75) 1 230 240 9.6 9.6 9 1lzain.GFP 27.9(709) 18(457) 33(15) 100 PF101032005'0 10(0.6) 1.00(0.75) 3 200 208 5.5 5.5 9 11l+in,GFP 27.3(693) 18(457) 37fin 300 PF1020125'6'7'B 10(0.6) 2.00(1.49) 1 230 240 12j 12.1 18 11u+in.SS 39.5(1003) 22(559) 48(22) 100 PF1020325'6'8 10(0.6) 2.00(1,49) 3 230 240 7.5 7.6 18 1/+in.SS 37.9(963) 20(508) 44(20) 300 PF102032005'6'8 10(0,6) 2.00(1.49) 3 200 208 8.7 8.7 18 1/+in.SS 37.9(963) 20(508) 44(20) 300 PF1 5031 1 15(1.0) 0.33(0.25) '1 115 120 8.7 8.8 3 1%in.GFP 19,5(4e5) 15(380) 23(10) 300 PFl 5031 2 15 (1.0) 0.33 (0.25) 1 230 240 4.4 4.5 3 1 lzc in. GFP 19.5 (495) 15 (380) 23 (10) 300 PF20051 1 20 (1.3) 0.50 (0.34 1 115 120 12,3 12,5 4 1%in,GFP 22,3 (566) 18 (457) 25 (11) 300 PF200512 20 (1,3) 0.50 (0.37) 1 230 240 6.4 6.5 4 1 % in, GFP 22.5 (572) 18 (457) 26 (12) 300 PF20053200 20 (1,3) 0.50 (0.34 3 200 208 3.7 3,8 4 1 % in. GFP 22.3 (566) 18 (457) 26 (12) 300 PF201012 4'5 20 (1 ,3) 1 .00 (0.75) 1 230 240 10.5 10.5 7 1 % in. GFP 28.4 (721) 20 (508) 33 (15) 100 PF201032004'5 20(1.3) 100(0.75) 3 200 208 5.8 5,9 7 1lqin.GFP 27.8(706) 20(508) 3305) 300 PF2015124'5 20 (1.3) 1.50 (1.11) 1 230 240 12.4 12.6 9 1 /r in. GFP 34.0 (864) 24 (610) 41 (19) 100 PF201532004'5 200.3) 1.50(1.11) 3 200 208 7.1 7.2 I 1lqin.GFP 30.7(780) 20608) 35(16) 300 PF30051 1 30(1.9) 0.50(0.37) 1 115 120 11,8 11.8 3 1%in.GFP 21.3(541) 20608) 28(13) 300 PF30051 2 30 (1,9) 0.50 (0.34 1 230 240 6,2 6.2 3 1 1/+ in. GFP 21.3 (541) 20 (508) 25 (11) 300 PF30053200 30 (1 9) 0.50 (0.34 3 200 208 3.6 3.6 3 1 % in. GFP 21.3 (541) 20 (508) 25 (11) 300 PF30071 2 30 (l ,9) 0 75 (0.56) 1 230 240 8.5 8,5 5 1 lza in. GFP 24.8 (630) 21 (533) 29 (13) 300 PF30073200 30 (1.9) 0.75 (0,56) 3 200 208 4.9 4.9 5 1 l/q in. GFP 24.6 (625) 21 (533) 30 (14) 300 PF3010124 30(1.9) 1.00(0.75) 1 230 240 10.4 104 6 1/qin.GFP 27.0(686) 22(559) 32(15) 100 PF30103200 4 30 (1 .9) 1.00 (0.75) 3 200 208 5.8 5.8 6 1 lzq in. GFP 26.4 (671) 22 (559) 33 (15) 300 PF301512 4'5 30 (1.9) 1,50 (1.11) 1 230 240 12.6 12.6 8 1 /+ in. GFP 32.8 (833) 24 (610) 40 (18) 100 PF301532004'5 30(1.9) 1,50(1 11) 3 200 208 6.9 6.9 8 1/rin.GFP 2s.8(757) 22(559) 34(15) 300 PF301$44'5 30(1.9) 1.50(1.11) 3 460 480 2.8 2,8 8 1%in.GFP 29.5(685) 22(555) 34(15) 300 PF302012s'6'7 300.9) 2.000.49) 1 230 240 11.0 11.0 10 1%in.SS 35.5(902) 26(660) 44(20) 100 PF30203200 5'6 30 (1 .9) 2.00 (1 ,49) 3 200 208 9.3 9.3 1 0 1 % in. SS 34.0 (864) 24 (610) 41 (1 9) 300 PF303012 5'6'7'8 30 (1.9) 3,00 (2,23) 1 230 240 16.8 16.8 14 1 1za in. SS 44,5 (1130) 33 (838) 54 (24) 100 PF3030325'6'8 30(1.9) 3,00(223) 3 230 240 10.0 10.1 14 1ilain.SS 44.3(1125) 27(686) 52(24) 300 PF3050l 2 5' 6' 7' I 30 (1 .9) 5.00 (3.73) 1 230 240 25.6 25.8 23 1 l/+ in. SS 66.5 (1 689) 53 (1 346) 82 (37) 1 00 PF3050325'6'8 300.9) 5.00(3.73) 3 230 240 16.6 16.6 23 1%in.SS 60,8(1544) 48(1219) 66(30) 300 PF30503200 5' 6' 8 30 (1 .9) 5.00 (3.73) 3 200 208 187 187 23 1 /+ In. SS 60.8 (1 544) 48 0 21 9) 66 (30) 300 PF50051 1 50 (3,2) 0.50 (0.37) 1 1 15 120 12,1 12j 2 2 in. SS 20.3 (51 6) 24 (610) 27 (12) 300 PF50051 2 50 (3,2) 0.50 (0.37) 1 230 240 6.2 6.2 2 2 in, SS 20.3 (516) 24 (610) 27 (12) 300 PF500532 50 (3.2) 0.50 (0.37) 3 230 240 3.0 3.0 2 2 in. SS 20.3 (51 6) 24 (610) 28 (1 3) 300 PF50053200 50 (3,2) 0.50 (0.34 3 200 208 3.7 3.7 2 2 in. SS 20.3 (516) 24 (610) 28 (13) 300 PF500534 50 (3,2) 0.50 (0.34 3 460 480 1 ,5 1 .5 2 2 in, SS 20.3 (516) 24 (61 0) 28 (1 3) 300 PF50071 2 50 (3.2) 0.75 (0.56) 1 230 240 8.5 8.5 3 2 in. SS 23.7 (602) 25 (635) 31 (14) 300 PF500732 50 (3.2) 0.75 (0.56) 3 230 240 3.9 3.e 3 2 in. SS 237 (602) 25 (635) 32 (15) 300 PF50073200 50 (3,2) 0.75 (0.56) 3 200 208 4.9 4.9 3 2 in. SS 23J (587) 26 (660) 32 (15) 300 I{ID.PU.PF.t Reu.2.2,@ 09114 Page 2 ot 6 orenco Systems@ lnc. ,814 Airway Ave., Sutherlin, 0B 97479 USA o 800-348-9843 . 541-459-4449 r wwworenco.com Technical Data Sheet OrenCO Specifications, 60 Hz (continued) E= $F*.EP Ev, v,6t\ (E!t 66' (.) .J !t6' (EE 6.v tt .J,E.96' = 6) 6' E5a9E cv =.4 E EEt .9 o-'#cgE KE 8ei5E e .E 6)q E 6 CL Ea!x.E = =oF Et g, 6=IE 6,Ettg o E o Model (3.2) 0.75 (0,56) 3 460 480 2 in, SS 34.8 (884) 25 (635) 31 (14) 300 PF501 01 2 50 (3,2) 1.00 (0.75) 1 230 240 10.1 10.1 4 2 in. SS 27.0 (686) 26 (660) 35 (16) 100 pF50103200 50 (3.2) 1.00 (0.75) 3 200 208 5.7 5.7 4 2 in. SS 26,4 (671) 26 (660) 39 (18) 300 PF501 034 50 (3.2) 1.00 (0,75)3 460 480 2.2 2.2 4 2 in. SS 26.4 (671) 26 (660) 3e (18) 300 PF5015124 50 (3.2) 1.50 (1 .11)1 230 240 12.5 12.6 5 2 in. SS 32.5 (826) 30 (762) 41 (19) 100 PF501532004 50 (3.2)1.50 (1 ,11) 3 200 208 7.0 7.0 5 2 in. SS 29.3 (744) 26 (660) 35 (16) 300 PF503012 4,5,7,8 50 (3.2)3.00 (2,23) 1 230 240 17 .7 17 .7 8 2 in. SS 43.0 (1092) 37 (940) 55 (25) 1 00 PF50303200 4'5,s 50 (3.2) 3.00 (2,23) 3 200 208 1 3.1 1 3.1 8 2 in. SS 43.4 (1102) 30 (762) 55 (25) 300 PF503034 4' 5' s 50 (3.2) 3.00 (2.23) 3 460 480 5.3 5.3 8 2 in. SS 40.0 (1 01 6) 31 (787) 55 (25) 300 PF505012 5'6'7'8 50 (3.2) 5.00 (3.73)1 230 240 26.2 26.4 1 3 2 in. SS 65.4 0 661) 55 (1 397) 64 Qg) 300 PF505032 5,6,7,8 50 (3.2)5.00 (3.73) 3 230 240 16,5 1 6.5 1 3 2 in. SS 59.3 (1 506) 49 (1245) 64 (29) 300 PF751012 75 (4.7)1 ,00 (0.75) 1 230 240 9.9 10,0 3 2 in. SS 27,0 (686) 27 (686) 34 (15) 100 PF751512 75 g.n 1 .50 (1.11) 1 230 240 12j 12.3 4 2 in. SS 33.4 (848) 30 (762) 44 (20) 100 Specifications, 50 Hz Model 10 (0.6) 0.50 (0.37) 1 220 4.1 6 1 1/+ in, GFP 23.0 (584) 17 (432) 26 PF1007524'5 10 (0.6) 0.75 (0.56)1 220 230 6.2 6.2 9 1 /a in, GFP 26.8 (658) 17 (432) 30 (14) 300 PF]01552 5'6 10 (0.6) 1 .50 (r .11)1 220 230 1 0.5 11 .4 18 1 l/a in. SS 39.5 (1003) 22 (559) 46 (21) 300 PF300552 30 (1.e)0.50 (0.37) 1 220 230 4.1 4.1 4 1 lt in, GFP 22.5 (572) 19 (483) 26 (12) 300 PF300752 30 (1.9) 0,75 (0.56) 1 220 230 6.1 6.1 5 1 % in. GFP 24.8 (630) 19 (483) 2e (13) 300 PF301 052 30 (1 .9) 1 ,00 (0.75) 1 220 230 7 .4 7 .4 7 1 l/c in. GFP 28,4 (721) 20 (508) 32 (15) 100 PF301552 4'5 30 (1 .9) 1 .50 (1 .11)1 220 230 9.3 9.3 8 1 /q in. GFP 35.4 (899) 24 (610) 40 (18) 100 PF500552 50 (3.2) 0.50 (0.37)1 220 230 4.0 4.0 2 2 in. SS 20.3 (516) 25 (635) 29 (13) 300 PF500752 50 (3.2)0.75 (0.56) 1 220 230 6.3 6.4 3 2 in. SS 23,7 (602) 25 (635) 31 (14) 300 PF501 052 50 (3.2) 1.00 (0.75) 1 220 230 7.3 7.4 4 2 in. SS 27.0 (686) 26 (660) 35 (16) 100 PF501 552 50 (3.2) 1.50 (1 ,11) 1 220 230 e.1 9.1 5 2 in, SS 32.5 (826) 30 (762) 42 (1e) 100 PF751052 Distribut\r about fittings t0 connect hose and valve assemblies t0 metric-sized piping. qrenco for more information. 3 Weight includes cafton and 10-ft (3-n) c1td. 4 High-pressure discharge assembly required. 5 Do not use canlock option (Q) 0n discharge assembly. 6 Custon discharge assembly requircd f1r these pumps. Cqntact )renc1. 7 Capacit\r pack (sotd separately or installed in a custon c1ntrol panel) required f1r this punp. C1ntact qrenc1. 8 Torque l1cks are available for all punps, and are supplied with s-hp and ,-hp pumps. NTD-PU.PF.1 Rev.2.2, @ m/14 Page 3 ol 6 75 (3.2) 1.00 (0.75) 1 220 230 7.3 7.3 4 2 in. SS 30,0 (762) 27 (686) 34 (15) 100 grenco Systems@ lnc, , 814 Ainvay Ave., Sutherlin, 0R 97479 USA o 800-348-9843 r 541 -459-t1449 . wwworenco.com OrenCO Technical Data Sheet Materials of Gonstruction Discharge Glass{illed polypropylene or stainless steel Dischargebearing Engineeredthermoplastic(PEElg lmpellers Celcon@ acetal copolymer on 10-, 20, and 30-gpm models; 50-gpm impellers are Noryl GFN3 lntake screen Polypropylene Suctionconncction Stainlcsssteel Drive shaft 7/1 6 inch hexagonal stainless steel, 300 series Coupling Sintered stainless steel, 300 series Shell Stainless steel, 300 series Motor Franklin motor exterior constructed of stainless steel. Motor filled with deionized water and propylene glycol for constant lubrication, Hermetically sealed motor housing ensures moisture-free windings. All thrust absorbed by Kingsbury-type thrust bearing. Rated for continuous duty. Single- phase motors and 200 and 230 V 3-phase motors equipped with surge arrestors for added security, Single-phase motors through 1.5 hp (1 ,11 kW have built-in thermal overload protection, which trips a|203-221" F (95-105" C). Using a Pump Gurve A pump curvehelps you determine the best pump for your system. Pump curves show the relationship between tlow (gpm or Usec) and pressure (total dynamic head, orTDH), providing a graphical representation of a pump's optimal performance range. Pumps perform best at their nominal flow rate - the value, measured in gpm, expressed by the first two numerals in an 0renco pump nomenclature. The graphs in this section show optimal pump operation ranges with a solid line. Flow flow rates outside of these ranges are shown with a dashed line. For the most accurate pump specification, use Orenco's PumpSelect" software. Pump Gurves, 60 Hz Models PFl5 Series,60 H2,0.3 hp 160 't40 120 100 80 60 40 20 QIe tsH !(! q)q CI (E \t (! .o 800 700 QJe.5 600 F soo E $*o(r $ soo \I zoo(E e 100 002468101214 Flow in gallons per minute (gpm) 36912151821 FIow in gallons per minute (gpn) 't6 0 24 PFl0 Series,60 H2,0.5 - 2.0 hp t"' PF1007E_l !!!:l \ PFl005-FC wllq"llow controller NTD-PU-PF.1 neu.2.2,@lJiJ,114 Page 4 of 6 0renco Systems@ lnc. , 814 Airway Ave., Sutherlin, 0R 97479 USA r 800-348-9843 . 541 -459-4449 . www.orenco.com Technical Data Sheet OrenCO PF20 Series,60 H2,0.5 - 1.5 hp PF2010 lPr 900 800 q)* zoo Fu* E 500 o€ct 400.E tEI 300 E s 200 F 400 350 o -(lr s 300 F zso E E zoos() E r5o \: rooG F 50 100 90 q)e80 =70FS'60t Ge50 CI'E 40(! T30 Ezo 10 450 400 q!* sso S eoos ! 250G(l)t zoo.E S l50\E E roo .a 60 Hz Models (continued) 5101520253035 FIow in gallons per minute (gpm) PF50 Series, 50 Hz,0.5 - 5.0 hp l: PF5030 PF5015 PF5010 PF5007 PF5005['! 0102030405060708090 Flow in gallons per minute (gpm) PF30 Series,60 H2,0,5 - 5.0 hp.:; PF3030 PF3020 PF30t5 PF3010tt1 PF3007 PF3005 S 1\ -051015202530354045 Flow in gallons per minute (gpn) PF7515 PF75 Series,60 Hz, 1.0 - 1.5 hp PF7510 10 20 30 40 s0 60 70 80 90 r00 Flow in gallons per minute (gpn) 00 0 400 50 0 Qrenco Systems@ |nc.,814 Airway Ave., Sutherlin, 0R 97479 USA . 800-348-9843 . 541-459-4449 . www.orenco.com NTD.PU.PF.l Rev.2.2, @ 09/14 Page 5 ol 6 OrenCO Technical Data Sheet Pump Curves,50 Hz Models FIow in gallons per minute (gpn), nominal1.6 3.2 4.8 63 7.9 9.5 11 13 0.1 0.2 0.3 0.4 0,5 0.6 0.7 0.8 FIow in liters per second (Usec) FIow in gallons per minute (gpn), noninal7.9 10 24 32 40 48 58 83 0.5 1.0 1.5 2.0 25 3.0 3.5 4.0 FIow in liters per second (Usec) FIow in gallons per minute6.3 13 19 (gpn), noninal25n 180 45 120 szs E € zoz $ a 197 \ !(!qt€ (l r3r 'F G\! oeE 100 eqt E .s 80 F foo o)€ (l Eoo\! lE F 20 525 -E +ss S 3e4 *Q gze Es zoz \s rslS G rsr S G .o66h 't60 eg 140a .S rzo sE roo !Ga€80(l Soo\! Sqo.6 20 30 27 24 21 18 15 12 I 6 3 0 00.9 0.4 0.8 1.2 1.6 20 Flow in liters per second (Usec) 2.4 FIow in gallons perr0l9n38 minute (gpn), noninal48 5'/ 67 76 86 40 e E" '= 30=6Ezstqts20 (l Ets\! Sro.o 89- Gtr ies og E'.(tl 59: a+st. !G sg€ (! 30F\zol fE .o eqr !J fa !Gqt G() lE\t G F G o ql -qr s !G!J€ (l G\E IE .a 15 98 82 66 49 33 PF75 Series,50 Hz,0.75 kW 0.6 1,2 1.8 2.4 3.0 3,6 4.2 4.8 5.4 6.0 Flow in liters per second (Usec) 5 4.5 PF30 Series,50 Hz,0.37 - 1.11 kWlPt l::- l;::== Sw/6mmllow PFt005-FC conlrollel PF50 Series,50 H2,0.37 - 1.11 kW E m'052 \ NTD.PU.PF-1 Rev,2.2, @ 09/14 Page 6 ot 6 Orenco Systemso lnc. , 814 Ainvay Ave., Sutherlin, 0R 97479 USA . 800-348-9843 . 541 -459-4449 . www.orenco.com This article may describe design criteria that was in effect at the time the article was written. FOR CUfuRENT DESIGN CNTERIA, cqll Orenco Systems, Inc. at 1-800-348-9843. -_-,0renco Automatic Distributing F Orenco qtstems' lncorporatedValve Assemblies 1.Boo.s4'.e'4s For Wastewater Effluent Systems Introduction Orenco's automatic distributing valve assemblies, pressurized with small high-head effluent pumps, are useful for distributing effluent to multiple zones. These zones can be segments of sand filter manifolds, drainfields, or other effluent distribution systems. Distributing valve assemblies can substantially simplify the design and installation of a distribution sys- tem and reduce installation costs. This is particularly true where a distributing valve assem- bly is used instead of multiple pumps andlor electrically operated valves. Additionally, a reduction in long term operation and maintenance costs is realized due to a reduced size and/or number of pumps. More even distribution can be achieved on sloping sites by zoning laterals at equal elevations. This eliminates drainback to lower lines and the unequal distrib- ution of effluent that occurs at the beginning of a cycle. Valve Operation The valve itself has only a few moving parts, requires no electricity, and alternates automati- cally each cycle. Refer to Figure I for the following valve operation description. The flow of the incoming effluent forces the rubber flap disk O to seat against the valve bottom @. The opening @ in the rubber flap disk aligns with an opening in the valve bottom to allow flow to only one valve outlet. The stem @ houses a stainless steel spring which pushes the rubber flap disk away from the valve bottom after the flow of effluent stops. The stem acts as a cam follower and rotates the rubber flap disk as the stem is raised and lowered through the cam €). The force from the flow of effluent pushes the stem down through the cam and the stainless steel spring pushes the stem back up through the cam when the flow of effluent stops. Each linear motion of the stem allows the rubber flap disk to rotate half the distance necessary to reach the next outlet. When there is no flow, the rubber flap disk is in the "up" position and is not seated against the valve bottom. Figure 1: 6000 Series Valve NTP-VA-1 Rev.1.2, @ 11/03 0renco Systems@, Inc. Page 1 ol 6 o lnlet @ o o o-_--> ,f I outt"tt v 0 Figure 2: Orenco Distributing Valve Assembly (6000 Series Valve) The Distributing Valve Assembly The Orenco Automatic Distributing Valve Assembly combines the distributing valve itself and sever- al other components to give a complete preassembled unit that is easy to install, monitor, and main- tain. Figure 2 shows a complete assembly. Because distributing valves with several outlets can be difficult to line up and glue together in the field, the discharge lines in the asscmblics arc glucd in place at Orenco. The unions (1) allow removal and maintenance of the valve. The clear PVC pipe sections (2) give a visual check of which discharge line is being pressurized. The inlet ball valve (3) allows a quick, simple method to test for proper valve cycling. The ball valve also stops the flow of effluent in case the pump is activated unexpectedly during maintenance or inspection. Check valves may be necessary on the discharge lines. Use of check valves is discussed in the valve positioning section. Valve Assembly Hydraulics Liquid flowing through the valve assembly must pass through fairly small openings and make several changcs in dircction. Bccausc of this, hcadlosscs through thc valvc asscmbly arc fairly high. Tablc 1 gives the headloss equations for several different assemblies and Figure 3 shows the graphical repre- sentations of these equations. Orenco recommends that high-head turbine pumps be used to pressur- ize the valve assemblies to ensure enough head is available for proper system operation. High-head turbine pumps are also recommended because the use of a distributing valve usually requires more frequent pump cycling. The high-head turbine pumps are designed for high cycling systems and will outlast conventional effluent pumps by a factor of 10 or more in a high cycling mode. Furthermore, the high-head turbine pump intake is 12 inches or more above the bottom of the pump and tends to prevent any settled solids from being pumped into the distribution valve and obstructing its opera- tion. A minimum flow rate through the distributing valve is required to ensure proper seating of the rubber flap disk. Minimum flow rates for the various models are given in Table 1. NTP.VA-1 Rev.1.2, @ 1U03 0renco Systemso, lnc. Page 2 ol 6 v66004 Thble 1. Automatic Distributing ValveAssembly Headloss Equations Model Series Equation OperatingRange (gpm) v4400A HL:0.085 x ql'45 10-40 v46004 HL:0.08s x q1'58 t0 -25 v6400A HL: 0.0M5 x d + 3.5 x (1 - e-0'06q 15 -70 HL : 0.0M9 * d + 5.5 x (1 -.-0'1Q)t5 -70 v6600A -/- / v6400A v4600A -/ v4400Al-.'/aa"'/ -r/ -/Z,J -7 /4 -a --.-J', .1 .J -o E o)a U) ! C') =oL -cFaaoJ E(5 q) I 35 30 25 20 15 10 5 0 0510152025303540455055606570 Flow (gpm) Figure 3: Automatic distributing valve assembly headloss curves The Pumping System Although the distributing valve was designed for the irrigation industry it has started to gain fairly wide acceptance in the effluent pumping industry. However, because of the mechanical movements of the valve, it is necessary to take steps to prevent solids from reaching the distributing valve that may impede the operation of the valve. Orenco Biotube@ Pump Vaults - when properly sized and installed - provide the necessary protection to prevent valve malfunction. The Biotube@ pump vault accepts effluent only from the clear zone between a tank's scum and sludge layers and then filters this effluent through a very large surface area screen cartridge. Without this protection in effluent systems, the valve has very little chance of reliable long-term operation. NTP-VA-1 Rev. 1.2, @ 1U03 0renco Syslems', lnc. Page 3 ol 6 Valve Positioning The physical position of the valve in relation to the pump and the discharge point is very important for proper valve operation. The most reliable operation occurs when the valve is placed at the high point in the system and as close to the pump as possible. The transport line between the pump and valve should be kept fuIl if possible. If the line is empty at the beginning of each cycle, pockets of air tluring filling can cause random rotation of the valve. The valve is particularly r,ulnerable to this erratic rotation with empty lines that are long and not laid at a constant grade. An ideal valve loca- tiorr is shown in Figure 4. If the final discharge point is more than about 2 feet above the valve and the system does not drain back into the dosing tank, check valves should be installed on the lines immediately following the valve and a pressure release hole or line should be installed just prior to the valve. This pressure release hole or line can go into a return line to the dosing tank or to a "minidrainfield" near the valve In order for the valve to rotate reliably, no more than about 2 feet of head should remain against the valve to allow the rubber flap disk to retum to its up position. In many cases, it may take from one minute to several minutes for the pressure in the valve to be lowered enough for proper rotafion to occur. Special care should be taken when installing systems controlled by programmable timers to ensure cycling does not occur too rapidly. Figure 5 illustrates a valve assembly using check valves. Pumping downhill to the valve should be avoided unless the transport line is very short and the ele- vation between the discharge line out of the tank and the valve is less than about 2 feet. If the valve is located many feet below the dosing tank. random cycling may occur while the transport line drains through the valve at the end of the cycle. A pressure sustaining valve located just before the distrib- uting valve may overcome this problem in some instances. Distributing Valve Assembly Discharge Laterals Transport Line Dosing Tank Figure 4: ldealvalve location NTP-VA-1 Rev. 1.2, @ 11103 0renco Systemso, lnc. Page 4 of 6 System Startup Refer to the Hydrotek Valve booklet that is provided with the distributing valve assembly for the sequencing of the valve outlets. The transport line should always be flushed with clean water before installing the valve. Any sand, gravel, or other foreign objects that may have been in the pipe during installation can easily become lodged in the distributing valve, causing malfunction. With the pump running, alternately close and open the ball valve on the distributing valve assembly to check proper rotation of the valve. (Note: If check valves are used on the lines after the distribut- ing valve, the pump may need to be turned on and off to allow the pressure to be released from the valve.) If visual operation of which zone is operating is not possible, watch the clear pipe on each line for indication of which zone is operating. Discharge Laterals Pressure Release Line if h>2!0" Valves if h>2L0" Distributing Valve Assembly Transporl Line Dosing Tank Figure 5: Valve assembly below final discharge point Maintenance Annually check for proper operation by following procedures listed in the Hydrotek Valve booklet and system startup procedures listed above. Troubleshooting 1. PROBLEM: Valve does not change or cycle to next zone or outlet CAUSE The stem and disk assembly is not rotating when water flow is turned off and then back on. SOLUTION 1: Ensure that there is no debris inside the cam. Clean and carefully reinstall the cam. SOLUTION 2: If fewer than the maximum number of outlets are being used, check the installation of the cam. Ensure that the stem and disk assembly is not being held down by an improperly installed cam. Refer to the cam replacement instructions. NTP.VA-1 Rev.1.2, @ 1U03 0renco Systemso, lnc, Page 5 ol 6 SOLUTION 3: Remove the valve top and check for proper movement of stem and disk assembly. Check for and remove any debris or foreign objects that may jam or retard the movement of the disk. SOLUTION 4: Check for freedom of movement of stem and disk assembly up and down over the SOLUTION 5: SOLUTION 6: center pm m bottom ot valve. Scale deposrts may build up on the pin and hold stem and disk assembly d,rwn. Clean pin and agail uhcuk lol ficcdunr uf nruvernenl. Be sure that all operating outlets are not capped and that the flow to operating zones is not restricted in any manner. This would cause pressure to build up in the valve and lock the stem and disk assembly in the down position. The backflow of water from uphill lines may be preventing the valve from cycling properly. This can happen when the valve is placed too far below an elevated line. If the valve cannot be placed close to the high point of the system, a check valve should be installed near the valve in the outlet line that runs uphill from the valve and a drain line installed just prior to the valve to relieve the pressure. 2. PROBLEM: Water comes out of all the valve outlets CAUSE Stem and disk assembly not seating properly on valve outlet. SOLUTION 1: Check for sufficient water flow. A minimum flow rate is required to properly seat the disk as shown in Table 1. SOLUTION 2: Remove the valve top and check the inside walls to ensure that nothing is interfering with the up and down movement of the stem and disk assembly inside the valve. SOLUTION 3: Make sure that the operating outlets are not capped and that the flow to the operat- ing zones are not restricted in any manner. 3. PROBLEM: Valve skips outlets or zones CAUSE:Pumping into an empty transport line - especially downhill - may cause the valve to skip outlets from pockets of air allowing the rubber flap disk to raise during a cycle. SOLUTION 1: Keep the transport line fuIl. SOLUTION 2: If the line must remain empty between cycles, use a larger diameter transport line laid at a constant grade to prevent air pockets from forming. CAUSE: The stem and disk assembly is being advanced past the desired outlet. SOLUTION 1: Ensure that the correct cam for the desired number of zones is installed and that the outlet lines are installed to the correct outlet ports of the valve as indicated by the zone numbers on the top of the cam. NTP.VA-I Rev.1.2, @ 1U03 Orenco Systems@, lnc. Page 6 ol 6 *--. *.,tht €Distributing Valves Submittal Data Sheet OlncoSyatoma" lncorporated 1-8m-348-9843 Applications Automatic Distributing Valve Assemblies are used to pressurize multiple zone distribution systems including textile filters, sand filters and drainfields. coupling distributing valve union clear pipe Top View ball valve elbow Side View elbows Bottom View General 0renco's Automatic Distributing Valve Assemblies are mechanically operated and sequentially redirect the pump's flow to multiple zones or cells in a distribution field. Valve actuation is accomplished by a combination of pressure and flow. Automatic Distributing Valve Assemblies allow the use of smaller horsepower pumps on large sand filters and drainfields. For example, a large community drainfield requiring 300 gpm can use a six-line Valve Assembly to reduce the pump flow rate requirement to only 50 gpm. 0renco only warrants Automatic Distributing Valves when used in conjunction with High-Head Effluent Pumps with Biotube@ Pump Vaults to provide pressure and flow requirements, and to prevent debris from fouling valve operation. An inlet ball valve and a section of clear pipe and union for each outlet are provided for a complete assembly that is easy to maintain and monitor. ldeal valve location is at the high point in the system. Refer to Automatic Distributin g Valve Assemblies (NTP-VA- 1 ) for more information. Standard Models v4402A, V4403A, V4404A, V4605A, V4606A, V6402A, V6403A, v6404A, V6605A, V6606A. Nomenclature t!!A--T_ T I rlndicates assembly lNu-b", of active outlets Model series: 44 = 4400 series(2-4outlets) 46 : 4600 series (5-6 outlets) 64 : 6400 series(2-4outlets) 66 : 6600 series(5-6outlets) Distributing valve ! Specifications Materials of Gonstruction AllFiftings: Unions: BallValve: Clear Pipe: V4XX( Distributing Valves: V6)CC( Distributing Va lves: Sch. tlO PVC per ASTM specification Sch. 80 PVC per ASTM specification Sch. tlO PVC perASTM specification Sch, tlO PVC perASTM specification High-strength noncorrosive ABS polymer and stainless steel High-strength noncorrosive ABS polymer; stainless steel, and die cast metal NSU-SF-VA-1 Rev.3.0. @ 4/03 Page I ol 2 Distributi ng Va lves (conti nued) -35!o E?,8o .cmEt E15F 8roc -,E8J 0 051015m?5$3540'455056606570 Flow(gpm) v66004 v4400Al-z v5400A v4600Al,// -/4 '- -4 t' - -F Model lnletSize Outlets Size Flow v4402A 1.25 1.?5 Max Head Min. Enclosure 170 21710-40 v4403A 1.2s 1.25 10-40 170 v81217 V4.'104A 1.25 1.25 10-40 170 vB121t v4605A 1.25 1.25 10-25 r70 RR24t8 v4606A 1.25 1.25 10-25 r70 RR2418 v6402A 1,5 1,5 r5. 100 345 RR2418 v64034 1.5 1.5 15 - 100 345 RR2418 VEM4A 1.5 't.5 15- lm 345 RR241B v6605A 1.5 1.5 15- lm 345 RR2418 v6606A 1.5 1.5 15 - 100 345 RR241B NSU-SF-VA-l Rev.3.0, @ 4/03 Page 2 ol 2 _r.-4. Finished Grade 6" 12" &o6ll Recommended Cover Depth is 12",6" Minimum Fabri 1" or 1J" Sch. 40 PVC Distribution Pipe Specified Orifice Holes GeoGuard Orifice Shield Native Soil and/or Specified FillGeoMat Core 2" 1 lt +,.. \rv GEOMAT LEACHING SYSTEM Cross Section - Not to Scale - Copyright 2010 GEOMATRIX SYSTEMS, LLC manufactured under one or more oflhe following US patents: 7,374,670; 7,165,390. Other US and TE GEOMAT LEACHINGSYSTEM Cross Section Geomatrix Systems, LLC., Old Saybrook, CT NOTE: Lateral spacing as required GEOMATRIX QuickSnap'" Orifice Shield lnstructions These instructions are for use with GeoMat'" Leaching System Put a 2 x 6 that is at least as long as the pipe on the ground or saw horses for use as a level surface. Place the pipe on the 2 x 6 with one shield at eaclr end of the pipe to secure it fronr rotation during orifice and shield oricntation marl<ing, he sure to remove these shields when pipe is complete. Measure and mark position of orifice on the top of the pipe, per design specification. Snap a shleld on dlrectly beneath each urifice rnark. Mark the edge of each shield on at least one side, as shown, and mark the exact top of the pipe. This marking will allow the shield to be properly oriented. Drill pipe per design specification. Be sure to clean shavings/debris out of hole Rotate shields 180 degrees to cover orifice. The edge of the shield should be aligned with the edge mark as shown. The shield should be rotated such that the flat surface and the top orientation mark are both in the L2 O'clock position. This should result in the shield positioned directly over the orifice. Generously apply Premier brand One-Step Pipe Cement Multi-Purpose Clear, or equal, to the surfaces where the shield and pipe meet. The use of a foam brush will help with this; the round applicator is not effective. Let glue sufficiently dry before rough handling and/or sliding into GeoMat. Note the above steps are intended to prevent shields from moving around during insertion into GeoMat; not for rough handling. When better adhesion is necessary, for tronsportation, etc, use PVC primer and solvent cement on oll surfaces where the pipe and shield touch and then snap on shield in correct locotion. Questions? Call Geomatrix Systems at 860-510-0730 Quicksnap and GeoMat are trademarks of Geomatrix systems, LLc old saybrook, cT - QSINST 5/19 '*a \ Item# SEK.Orenco@ Flushing Assemblies Flushino Assemblies Orenco@ flushing assemblies provide easy access for lateral maintenance. Flushing assembly kits include a PVC sweep with ball valve and a polyethylene valve box enclosure. Orenco@ flushing assemblies are available in the following sizes:. L" diametero 1.25" diametero 1.5" diameter. 2" diameter Valve Boxes Orenco@ valve boxes are used to provide access to flushing assemblies. Constructed of polyethylene. Valve Box, 7-in. diameter round enclosure Note: Kits include VB7 valve box enclosure. *'--r * € UATLEY PRECASTtnc Water & Wastewater. Systems. Products. Service (7ts) sss-Gzll 3:j:ffitntY Road 317 Fax: (7Lg) 395-3727 Buena Vista, co 81211 Website: http ://valleyprecast.com/ Email : frontdesk@val leyprecast.com