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HomeMy WebLinkAbout390 Paseo - 239127304004Environmental Health Department P.O. Box 179 500 Broadway Eagle, CO 81631-0179 Phone: (970) 328-8730 Fax: (970) 328-7185 Permit Permit No. OWTS-020811-2021 Permit Type: OWTS Permit Work Classification: New Permit Status: Active Issue Date: 4/1/2021 Expires: 7/30/2021 On-Site Wastewater Treatement System Project Address Parcel Number 390 PASEO, EL JEBEL AREA,239127304004 Owner Information Address Ryan Watts Phone: Cell: (970) 439-8746 Email: rywatts@hotmail.com Inspections: For Inspections Call: (970) 328-8755 and call the Design Engineer Engineer Phone Email RB Civil LLC, Romeo Baylosis (970) 471-1103 romeo@rbcivil.com Contractor License Number Phone Email Hagist Excavation, LLC tim@hagistx.com(970) 379-9726OWTSPL-000112-20 20 Permitted Construction / Details: Install the new system exactly as depicted in the CBO Septic Consulting design dated March 7th, 2021, stamped and signed March 20th, 2021 by Romeo Baylosis P.E. The new system will be sized to accommodate the maximum daily flows for a 3 bedroom residence with the possibility of an additional bedroom in the future. Two 8 foot deep test pits must be excavated prior to the installation of the STA to verify the soil types present. Eagle County Environmental Health should be contacted at this time to verify this. This OWTS consists of one sewer line from the residence foundation. An Infiltrator 1,500 gallon, 2-compartment poly septic tank and an Infiltrator 500 gallon, single compartment poly pump chamber shall be used in series. The pump and the Biotube ProPak Pump Package will be present in the 500 gallon tank. An Orenco PF3005 pump will be used. The floats will be set to dose 70 gallons each pump cycle. An ADV located at the high point of the system, made accessible at grade, will alternate doses between two sets of distribution laterals to a 3 feet unlined sand filter bed that measures 7' by 47'. Inspection ports should be present at each corner of the bed. Gradation analysis must confirm that sand is secondary sand media. Contact Eagle County Environmental Health and the design engineer well in advance of requesting inspections prior to backfilling any component of the OWTS. The design engineer is responsible for conducting all inspections necessary to certify the installation and assure the functionality of the system. System certification, along with photos and a record drawing is required to be submitted to and approved by Eagle County Environmental Health prior to the use of the system or certifying occupancy. THIS PERIMT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT Issued by: Environmental Health Department, Eagle County, CO Danielle Sell Date April 01, 2021 CONDITIONS 1. 2.ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY PUBLIC HEALTH AGENCY ON-SITE WASTEWATER TREATMENT SYSTEM REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN CR.S. 25-10-101, et seq., AS AMENDED 3.THIS PERMIT IS VALID ONLY FOR PERFORMING WORK ON OWTS ASSOCIATED WITH STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS CONNECTION TO, OR USE WITH, ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT AND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT 4.1.6(A)(1) EAGLE COUNTY PUBLIC HEALTH AGENCY ON-SITE WASTEWATER TREATMENT SYSTEM REGULATIONS REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN ON-SITE WASTEWATER TREATMENT SYSTEM TO BE LICENSED Thursday, April 1, 2021 1 INSPECTION WORKSHEET (EL JEBEL AREA - 390 PASEO - 514060) FOR EAGLE COUNTY GOVERNMENT OWTS-020811-2021Case Number:Case Module:Permit Management 04/20/2022 ApprovedInspection Status:Inspection Date: OWTS Final InspectionInspection Type:Inspector: Job Address:Parcel Number:390 Paseo El Jebel Area, CO 239127304004 Company Name NameContact Type Contractor El Jebel Concrete LLC Jim Marshall Engineer RB Civil LLC Romeo Baylosis Engineer Consultant CBO Septic Consulting Carla Ostberg Owner Ryan Watts CommentsPassedChecklist Item True A 1500-gallon, two-compartment Norwesco® poly septic tank followed by a pump chamber with an Orenco® Biotube Pump Vault and an Orenco PF5005 pump was used. The pump chamber was constructed of two 4-foot diameter concrete manways joined with butyl rubber sealant. Septic Tank - Septic Tank True Received 4/14/2022 from CBO Inc.Record Drawing - Record Drawing True Received 4/14/2022 from CBO Inc.Record Photos - Record Photos True Received 5/14/2021 from CBO Inc.Site and Soil - Site & Soil True Received 4/14/2022 from CBO Inc.Final Certification Letter - Final Certification Letter True Received 5/14/2021 from CBO Inc.General Plan - General Plan True The STA consisted of two 7' x 47' over excavated beds with a 3 foot sand filter. An ADV was placed at the high point of the system. Two 39" wide GeoMats were placed on the 7 foot wide beds. Soil Treatment Area (STA) - Soil Treatment Area (STA) True El Jebel Concrete and Excavation was the licensed installer.Identification of Systems Contractor - Identification of Systems Contractor April 20, 2022 Page 1 of 1P.O. Box 179, 500 Broadway, Eagle, CO 81631-0179 CBO Inc. 129 Cains Lane Carbondale, CO 81623 970.309.5259 carla.ostberg@gmail.com April 12, 2022 Project No. C1591 Ryan Watts & Kayla Kawalick Rywatts@hotmail.com Onsite Wastewater Treatment System (OWTS) Installation Observations 390 Paseo Eagle County, Colorado Permit Number OWTS-4-1-2021 Ryan and Kayla, CBO Inc. observed the installation of the onsite wastewater treatment system (OWTS) on August 21 and April 12, 2022 for the subject property. Jim Marshall with El Jebel Concrete and Excavation installed the system. The OWTS design is based on 4-bedrooms. An average daily wastewater flow of 525 GPD was used. The system installation included a 1500-gallon, two-compartment Norwesco® poly septic tank followed by a pump chamber with an Orenco® Biotube Pump Vault and an Orenco® PF5005 pump. Due to a shortage of materials during the time the system was installed, the pump chamber was constructed of two 4- foot diameter concrete manways joined with butyl rubber sealant. A water test was performed on the pump chamber to assure it was water-tight. The floats were set to dose approximately 70 gallons each pump cycle, allowing approximately 1.5 gallons of drain back. The control panel for the pump was located within line of sight of the septic tank. Valley Precast out of Buena Vista performed start-up of the pumping system on February 17, 2022. Effluent is pumped through a 1.5-inch diameter pump line from the pump chamber to an Orenco® automatic distributing valve (ADV), model 6402. The ADV was placed at a high point in the system in an insulated riser with access from grade. Effluent is pressure dosed to through 1.5-inch diameter distribution lines to two 7’ x 47’ beds. A minimum of 3-feet of sand filter material was installed in the over-excavated footprints. There was at least 6-feet of undisturbed soil between each sand filter. A gradation of the sand media is enclosed. Laterals were 1.5-inches in diameter with 5/32-inch diameter orifices facing down, spaced 2.5-feet on center, installed on the GeoMat™ with the filter fabric over the laterals. Laterals were placed 2-feet from the edges of the bed with 3.0-feet between the laterals. Two 39” wide GeoMat™ were placed on the 7-foot wide beds. Each 1.5-inch diameter lateral ends in a sweeping ell facing up with a ball valve for flushing. Valves were placed in 10-inch sprinkler boxes for access. Laterals were covered by a soil separation fabric and at least 1-foot of topsoil or other suitable soil able to support vegetative growth. Inspection ports were placed at each corner of each bed. Ports were cut to grade and covered with a valve box for access. The OWTS was generally installed according to specifications. This observation is not a guarantee of workmanship and/or parts and materials. CBO Inc. should be notified if changes are made to the OWTS in the future. Any additional OWTS construction must be according to the county regulations. 4-14-2022 LIMITS: Observations are limited to components that are visible at the time of the inspection. The installer must have documented and demonstrated knowledge of the requirements and regulations of the county in which they are working. The quality of the installation is dependent on the expertise of the installer, soil type, and weather conditions. Please call with questions. Sincerely, CBO Inc. Reviewed By: Carla Ostberg, MPH, REHS Romeo Baylosis, P.E. Layout of GeoMat™ on sand filter media with laterals, orifice shields, and flushing valves at the end of each lateral View of septic tank lids View of pump chamber Septic tank Pump chamber / water test / butyl sealant Manifold connecting laterals on each bed Over-excavation prior to placement of sand Stub out in foundation for sewer line Looking south toward pump chamber Looking from ADV toward STA Pump chamber ADV Inlet side of tank Effluent filter Pump Selection for a Pressurized System - Single Family Residence Project Parameters Discharge Assembly Size Transport Length Before Valve Transport Pipe Class Transport Line Size Distributing Valve Model Transport Length After 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 1.25 13 40 1.50 6402 33 40 1.50 2 3 40 1.50 4 45 40 1.50 5/32 2.5 5 None 0 inches feet inches feet inches feet feet inches feet inches inches feet feet inches feet Calculations Minimum Flow Rate per Orifice Number of Orifices per Zone Total Flow Rate per Zone Number of Laterals per Zone % Flow Differential 1st/Last Orifice Transport Velocity Before Valve Transport Velocity After Valve 0.68 38 25.8 2 1.7 4.1 4.1 gpm gpm % fps fps Frictional Head Losses 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 4.7 0.5 5.8 1.3 0.0 0.2 0.0 0.0 feet feet feet feet feet feet feet feet Pipe Volumes 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 1.4 3.5 0.3 9.5 1.4 13.3 gals gals gals gals gals gals 25.8 19.5 gpm feet 0 1020304050607080 0 20 40 60 80 100 120 140 160 Net Discharge (gpm) PumpData PF5005 High Head Effluent Pump 50 GPM, 1/2HP 115/230V 1Ø 60Hz, 200/230V 3Ø 60Hz PF5007 High Head Effluent Pump 50 GPM, 3/4HP 230V 1Ø 60Hz, 200/230/460V 3Ø 60Hz PF5010 High Head Effluent Pump 50 GPM, 1HP 230V 1Ø 60Hz, 200/460V 3Ø 60Hz PF5015 High Head Effluent Pump 50 GPM, 1-1/2HP 230V 1Ø 60Hz, 200V 3Ø 60Hz Legend System Curve: Pump Curve: Pump Optimal Range: Operating Point: Design Point: February 17, 2022 To Whom It May Concern: We have been to the following site(s): 390 Paseo Dr, El Jebel Pump startup was completed. We have verified that the system was started properly. The System went through several cycles with no issues. Sincerely, Travis Nall Service Manager Environmental Health Department P.O. Box 179 500 Broadway Eagle, CO 81631-0179 Phone: (970) 328-8730 Fax: (970) 328-7185 Permit Permit No. OWTS-020811-2021 Permit Type: OWTS Permit Work Classification: New Permit Status: Active Issue Date: 4/1/2021 Expires: 7/30/2021 On-Site Wastewater Treatement System Project Address Parcel Number 390 PASEO, EL JEBEL AREA,239127304004 Owner Information Address Ryan Watts Phone: Cell: (970) 439-8746 Email: rywatts@hotmail.com Inspections: For Inspections Call: (970) 328-8755 and call the Design Engineer Engineer Phone Email RB Civil LLC, Romeo Baylosis (970) 471-1103 romeo@rbcivil.com Contractor License Number Phone Email Hagist Excavation, LLC tim@hagistx.com(970) 379-9726OWTSPL-000112-20 20 Permitted Construction / Details: Install the new system exactly as depicted in the CBO Septic Consulting design dated March 7th, 2021, stamped and signed March 20th, 2021 by Romeo Baylosis P.E. The new system will be sized to accommodate the maximum daily flows for a 3 bedroom residence with the possibility of an additional bedroom in the future. Two 8 foot deep test pits must be excavated prior to the installation of the STA to verify the soil types present. Eagle County Environmental Health should be contacted at this time to verify this. This OWTS consists of one sewer line from the residence foundation. An Infiltrator 1,500 gallon, 2-compartment poly septic tank and an Infiltrator 500 gallon, single compartment poly pump chamber shall be used in series. The pump and the Biotube ProPak Pump Package will be present in the 500 gallon tank. An Orenco PF3005 pump will be used. The floats will be set to dose 70 gallons each pump cycle. An ADV located at the high point of the system, made accessible at grade, will alternate doses between two sets of distribution laterals to a 3 feet unlined sand filter bed that measures 7' by 47'. Inspection ports should be present at each corner of the bed. Gradation analysis must confirm that sand is secondary sand media. Contact Eagle County Environmental Health and the design engineer well in advance of requesting inspections prior to backfilling any component of the OWTS. The design engineer is responsible for conducting all inspections necessary to certify the installation and assure the functionality of the system. System certification, along with photos and a record drawing is required to be submitted to and approved by Eagle County Environmental Health prior to the use of the system or certifying occupancy. THIS PERIMT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT Issued by: Environmental Health Department, Eagle County, CO Danielle Sell Date April 01, 2021 CONDITIONS 1. 2.ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY PUBLIC HEALTH AGENCY ON-SITE WASTEWATER TREATMENT SYSTEM REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN CR.S. 25-10-101, et seq., AS AMENDED 3.THIS PERMIT IS VALID ONLY FOR PERFORMING WORK ON OWTS ASSOCIATED WITH STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS CONNECTION TO, OR USE WITH, ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT AND WILL RESULT IN BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT 4.1.6(A)(1) EAGLE COUNTY PUBLIC HEALTH AGENCY ON-SITE WASTEWATER TREATMENT SYSTEM REGULATIONS REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN ON-SITE WASTEWATER TREATMENT SYSTEM TO BE LICENSED Thursday, April 1, 2021 1 832‐R‐13‐002 33 Four Wheel Drive Road Carbondale, CO 81623 970.309.5259 carla.ostberg@gmail.com March 7, 2021 Project No. C1591 Ryan Watts & Kayla Kawalick Rywatts@hotmail.com Onsite Wastewater Treatment System Design 3-Bedroom Residence + 1 Future Bedroom 390 Paseo Eagle County, Colorado Ryan and Kayla, CBO Inc. has completed an onsite wastewater treatment system (OWTS) design for the subject residence. The property is located outside of Basalt, in an area where OWTSs are necessary. Legal Description: Subdivision: ASPEN MESA ESTATES FIL 1 Lot: 52 Parcel ID: 2391-273-04-004 SITE CONDITIONS The property is currently undeveloped. A 3-bedroom residence is proposed with a future bedroom contemplated. The residence will be served by a community water system. The water line will enter the property from the north and no OWTS component will come within 25-feet of the water line. The proposed soil treatment area (STA) will be located south of the residence. The area is densely vegetated with scrub oak. The area slopes to the southeast at an approximate 20-22% slope. 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 American GeoServices made recommendations regarding the proposed OWTS in a septic feasibility report dated July 31, 2020, Project No. 0326-WS20 (enclosed). The report classified soils as Silty Sand Silt to Silty Clayey Sand with more than 35% gravel/rock, concluding soils should be classified as R-0 for design purposes. Two Borings were drilled to a maximum depth explored of 5.0-feet. No groundwater was encountered at the time of drilling. The materials encountered in Boring #1 consisted of sand to silty sand with gravel and cobbles, medium to fine grain, brown, dry to damp, medium dense to dense (colluvium) to 1.25-feet, underlain by sandy clayey to silty clayey and weathered rock fragments, brown to gray brown, medium dense to dense, low plasticity (colluvium) to a maximum depth explored of 5.0-feet. Page 2 The materials encountered in Boring #2 consisted of sandy clayey to silty clayey and weathered rock fragments, brown to gray brown, medium dense to dense, low plasticity (colluvium) to a maximum depth explored of 5.0-feet. STA sizing is recommended as R-0 with a proposed over-excavated 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 be used to design the OWTS. No open profile pits were excavated in the scope of work outlined in this report. Soil profile test pits to must be excavated with a track hoe to verify soils prior to construction of the OWTS. Access to the location of the proposed STA is made difficult because of a steep slope off the county road to the south and dense vegetation on the property. When the driveway is constructed, it will be feasible to bring in a track hoe for access to the proposed STA and removal of trees. We must be present to evaluate soils in the soil profile test pits when excavated. If soils are different than described by American GeoServices, we may propose a change to the OWTS design; however, in our experience with soils in this area, findings in the American GeoServices report are consistent with soils typically encountered in this area. DESIGN SPECIFICATIONS Design Calculations: Average Design Flow = 75 gallons/person/day (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 = 657 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 at grade 7166’ (Lower Level Finished Floor) has been established as 100’. The sewer line will exit the foundation at approximately 7164’ (98’). CBO Inc. should be notified of any discrepancies or problems with grade elevations of proposed components during installation of the OWTS. OWTS Component Minimum Elevation Primary Tank Inlet Invert Approximate horizontal distance 37’ / min. 2% fall to septic tank / min. 9.25” fall Automatic Distributing Valve Approximate horizontal distance 13’ / min. 1% rise for drain back / min. 1.625” rise Infiltrative Surface Approximate horizontal distance to farthest bed 33’ / min. 1% fall / min. 4.125” fall to farthest bed *Elevations are based upon standard OWTS installation practices. Component elevations may change during installation due to site conditions. The system installation will include a 1500-gallon, two-compartment Infiltrator® poly septic tank followed by a 500-gallon Infiltrator® poly pump chamber with an Orenco® Biotube Pump Vault and an Orenco® PF3005 pump. The floats should be set to dose approximately 70 gallons each pump cycle, allowing approximately 1.5 gallons of drain back. The control panel for the pump must be located within line of sight of the septic tank. We recommend Valley Precast out of Buena Vista be contracted for start-up of the pumping system. Page 3 Pump Table Dose Range Max = 133 gal. (525 GPD x 25% + 1.5 gal drain back) Min. 53.5 gal. (13 gal x 4) + 1.5 gal drain back Dose Setting 70 gallons/dose 1.5 gallons drain back (13’ / 1.5” diameter pump line) Float Separation 500 gallon Infiltrator® poly pump chamber 5.5” on/off float separation Pump Criteria 25.8 gallons per minute (GPM) 19.5 feet total dynamic head (TDH) Effluent will be pumped through a 1.5-inch diameter pump line from the pump chamber to an Orenco® automatic distributing valve (ADV), model 6402. This pump line must have a minimum 1% grade for proper drain back into the tank after each pump cycle. The ADV must be placed at a high point in the system and be placed 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 1.5-inch diameter distribution lines to two 7’ x 47’ beds. A minimum of 3-feet of sand filter material will be installed in the over-excavated footprints. There must be at least 6-feet of undisturbed soil between each sand filter. 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 1.5-inches in diameter with 5/32-inch diameter orifices facing down, spaced 2.5-feet on center, installed on the GeoMat™ with the filter fabric over the laterals. Laterals should be placed 2-feet from the edges of the bed with 3.0-feet between the laterals. Two 39” wide GeoMat™ must be placed on the 7-foot wide beds. All material associated with the GeoMat™ installation must be proprietary products associated with the GeoMat™, including orifice shields and geotextile fabric. Manufacturer instructions must be followed regarding installation of the GeoMat™. Each 1.5-inch diameter lateral must end in a sweeping ell facing up with a ball valve for flushing. Valves should be placed in a 10-inch sprinkler box for access. Laterals must be covered by a soil separation fabric and at least 1-foot of topsoil or other suitable soil able to support vegetative growth. There shall be no cobble-sized (<2.5”) or greater rock in final cover over the GeoMat™. Inspection 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. Page 4 COMPONENT MANUFACTURER MODEL NO. COMMENTS Septic Tank Infiltrator® Item # IM-1530-2CP 1500-gallon, 2- compartment poly septic tank Effluent Filter Orenco® 4-inch diameter, full size filter and housing Pump Tank Infiltrator® Item # IM-540-HH 500-gallon, single compartment poly pump chamber Pump Orenco® PF300511 ½ HP 120 Volt Biotube ProPak Pump Package Orenco® BPP30DD Vault, Filter, Control Panel (demand dose) Tank Risers and Lids Orenco® Double-walled PVC Risers and Lids (24” diameter) ADV Orenco® V6402A 1.5” Inlet and Outlets ADV Riser and Lid Orenco® Double-walled PVC Risers and Lids (30” diameter) GeoMat™ GeoMatrix Systems, LLC 188’ GeoMat™ (39” sheets) 68 orifice shields Flushing Assembly Orenco® 1.5” diameter (2) 45° or 90° long sweep only (4 total) Construction must be according to Eagle County On-Site Wastewater Treatment System Regulations, the OWTS Permit provided by Eagle County Environmental Health Department, and this design. INSTALLATION CONTRACTOR CBO Inc. 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 Inc. 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 Inc. should be notified 48 hours in advance to observe the installation. In 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. Page 5 REVEGETATION REQUIREMENTS An adequate layer of good quality topsoil capable of supporting revegetation shall be placed over the entire disturbed area of the OWTS installation. A mixture of native grass seed that has good soil stabilizing characteristics (but without taproots), provides a maximum transpiration rate, and competes well with successional species. No trees or shrubs, or any vegetation requiring regular irrigation shall be placed over the area. 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 additional water 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. If an effluent filter or screen has been installed in the OWTS, we recommend this filter or screen be cleaned annually, or as needed. If 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 If 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. 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. If soil conditions encountered are different from conditions described in report, CBO Inc. should be notified. All OWTS construction must be according to the county regulations. Requirements not specified in this report must follow applicable county regulations. The contractor should have documented and demonstrated knowledge of the requirements and regulations of the county in which they are working. Licensing of Systems Contractors may be required by county regulation. Page 6 3-20-2021 Please call with questions. Sincerely, CBO Inc. Reviewed By: Carla Ostberg, MPH, REHS Romeo A. Baylosis, PE Pump Selection for a Pressurized System - Single Family Residence Project Parameters Discharge Assembly Size Transport Length Before Valve Transport Pipe Class Transport Line Size Distributing Valve Model Transport Length After 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 1.25 13 40 1.50 6402 33 40 1.50 2 3 40 1.50 4 45 40 1.50 5/32 2.5 5 None 0 inches feet inches feet inches feet feet inches feet inches inches feet feet inches feet Calculations Minimum Flow Rate per Orifice Number of Orifices per Zone Total Flow Rate per Zone Number of Laterals per Zone % Flow Differential 1st/Last Orifice Transport Velocity Before Valve Transport Velocity After Valve 0.68 38 25.8 2 1.7 4.1 4.1 gpm gpm % fps fps Frictional Head Losses 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 4.7 0.5 5.8 1.3 0.0 0.2 0.0 0.0 feet feet feet feet feet feet feet feet Pipe Volumes 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 1.4 3.5 0.3 9.5 1.4 13.3 gals gals gals gals gals gals Minimum Pump Requirements Design Flow Rate Total Dynamic Head 25.8 19.5 gpm feet 0 5 10 15 20 25 30 35 400 50 100 150 200 250 300 Net Discharge (gpm) PumpData PF3005 High Head Effluent Pump 30 GPM, 1/2HP 115/230V 1Ø 60Hz, 200V 3Ø 60Hz PF3007 High Head Effluent Pump 30 GPM, 3/4HP 230V 1Ø 60Hz, 200/460V 3Ø 60Hz PF3010 High Head Effluent Pump 30 GPM, 1HP 230V 1Ø 60Hz, 200/460V 3Ø 60Hz PF3015 High Head Effluent Pump 30 GPM, 1-1/2HP 230V 1Ø 60Hz, 200/230/460V 3Ø 60Hz Legend System Curve: Pump Curve: Pump Optimal Range: Operating Point: Design Point: 390 Paseo Legend 390 Paseo 200 ft N➤➤N • Has 5-10 times more flow area than other brands, so lasts many times longer between clean- ings, increasing homeowner satisfaction • Installs in min- utes inside new or existing tanks; extendible tee handle for easy removal • Easy to clean by simply hosing off whenever the tank needs pumping • Removes about two-thirds of sus- pended solids, on average, extending drainfield life • Corrosion-proof construction, to ensure long life • Lifetime warranty Residential Biotube® Effluent Filters Applications Our patented* 4-in. (100-mm) Biotube Effluent Filters, Biotube Jr., Biotube Insert Filters, and Biotube Base Inlet Filters are ideal for residential septic tanks and have a lifetime warranty. They prevent large solids from leaving the tank, dramatically improving wastewater quality and extending the life of residential drainfields. Standard Features & Benefits • Alarm available, to signal the need for cleaning • Flow modulating discharge orifices available to limit flow rate leaving tank, mitigat- ing surges and increasing retention time • Custom and commercial sizes available Effluent from the relatively clear zone of the septic tank, between the scum and sludge layers, horizontally enters the Biotube Effluent Filter. Effluent then enters the annular space between the housing and the Biotubes, utilizing the Biotubes’ entire surface for filtering. Particles larger than the Biotube’s mesh are prevented from leaving the tank. Optional Features & Benefits Biotube Filtering Process 8-in. (200-mm) Base Inlet Filter 4-in. (100-mm) Insert Filter 4-in. (100-mm) Biotube Jr. (4-in. Biotube cartridge avail- able separately as Insert Filter) Orenco’s superior effluent filters resist clogging better than all other brands. Our stan- dard, full-sized 4-in. (100-mm) Biotube Effluent Filter provides maximum long-term protection in a complete package, with housing. Our 4-in. (100-mm) Biotube Jr., at half the size of our standard model, has more filtering capacity than the full-sized filters sold by other manufacturers. For tanks with existing outlet tees, the Biotube Insert Filter is ideal. And for low-profile tanks, there’s the Base Inlet Filter. * Covered by patent numbers 5,492,635 and 4,439,323 4-in. (100-mm) Biotube Effluent Filter APS-FT-1 Rev. 3.4 © 11/10 Orenco Systems®, Inc. To Order Call your nearest Orenco Systems®, Inc. distributor. For nearest distribu- tor, call Orenco at 800-348-9843 or go to www.orenco.com and click on “Distributor Locator.” Nomenclatures Riser wall Tank wall Filter housing Extendible PVC handle Stainless steel set screws Top seal plate Air vents Biotube® filter cartridge Solid base 4-in. Biotube Effluent Filter 4-in. Biotube Jr. 4-in. Biotube Filter (standard) 4-in. Biotube Jr. (includes cartridge and housing) Distributed By: 8-in. Biotube Filter (base inlet model) 4-in. Biotube Filter Insert (cartridge only) Junior series FT J0418 Biotube effluent filter series Filter diameter (inches) Cartridge height (inches) W = fits Type 3034 outlet tee S = fits Schedule 40 outlet tee Options: Blank = no options M = flow modulation plate installed A = float bracket attached Blank = 1/8" filtration P = 1/16" filtration Insert FT i0418 Biotube effluent filter series Filter diameter (inches) Cartridge height (inches) W = fits Type 3034 outlet tee S = fits Schedule 40 outlet tee - For customized options (e.g., NC indicates North Carolina regions) - Blank = 1/8" filtration P = 1/16" filtration FT 04 Biotube effluent filter series Filter diameter (inches) Housing height: 36" and 44" are standard Options: Blank = no options M = flow modulation plate installed A = float bracket attached Cartridge height: 28" and 36" are standard - Blank = 1/8" filtration P = 1/16" filtration W = fits Type 3034 outlet pipe S = fits Schedule 40 outlet pipe FT 2208 14 B Biotube effluent filter series Housing height: 22" standard Cartridge height: 14" standard Options: A = float bracket FS = 2" outlet orifice FSO = 2" outlet orifice and overflow plate* Base inlet model - Blank = 1/8" filtration P = 1/16" filtration Filter diameter (inches) 08 = 8" * Also available with coupling and sleeve as a “kit”: FT-OVERFLOWKIT Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-BPP-1 Rev. 1.2, © 08/14 Page 1 of 4 Biotube® ProPak Pump Package™ Technical Data SheetOrenco® 60-Hz Series Pump Packages General Orenco’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 filter, 4-in. (100-mm) 60-Hz turbine effluent pump, and control panel. For more information on other ProPak components, see the following Orenco technical documents: • Float Switch Assemblies (NSU-MF-MF-1) • Discharge Assemblies (NTD-HV-HV-1) • Splice Boxes (NTD-SB-SB-1) • External Splice Box (NTD-SB-SB-1) Applications The Biotube ProPak is designed to filter and pump effluent to either gravity or pressurized discharge points. It 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 (1.3, 1.9, and 3.2 L/sec), as well as with 50 Hz and 60 Hz power supplies. Standard Models BPP20DD, BPP20DD-SX, BPP30TDA, BPP30TDD-SX, BBPP50TDA, BPP50TDD-SX Product Code Diagram Biotube® ProPak™ pump package components. 4-in. (100-mm) turbine effluent pump Pump motor Pump liquid end Pump vault Support pipe Discharge assembly Float collar Float stem Floats Float bracket Biotube® filter cartridge Vault inlet holes External splice box (Optional; internal splice box comes standard.) Riser lid (not included) Riser (not included) Control panel BPP Pump flow rate, nominal: 20 = 20 gpm (1.3 L/sec) 30 = 30 gpm (1.9 L/sec) 50 = 50 gpm (3.2 L/sec) Control panel application: DD = demand-dosing TDA = timed-dosing, analog timer TDD = timed dosing, digital timer, elapsed time meter & counters Standard options: Blank = 57-in. (1448-mm) vault height, internal splice box, standard discharge assembly 68 = 68-in. (1727-mm) vault height SX = external splice box CW = cold weather discharge assembly DB = drainback discharge assembly Q = cam lock MFV = non-mercury float - Biotube® ProPak™ pump vault Technical Data SheetOrenco® Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-BPP-1 Rev. 1.2, © 08/14 Page 2 of 4 ProPak™ Pump Vault Materials of Construction Vault body Polyethylene Support pipes PVC Dimensions, in. (mm) A - Overall vault height 57 (1448) or 68 (1727) B - Vault diameter 17.3 (439) C - Inlet hole height 19 (475) D - Inlet hole diameter (eight holes total) 2 (50) E - Vault top to support pipe bracket base 3 (76) F - Vault bottom to filter cartridge base 4 (102) ProPak™ pump vault (shown with Biotube filter and effluent pump) Biotube® Filter Cartridge Materials of Construction Filter tubes Polyethylene Cartridge end plates Polyurethane Handle assembly PVC Dimensions, in. (mm) A - Cartridge height 18 (457) B - Cartridge width 12 (305) Performance Biotube® mesh opening 0.125 in. (3 mm)* Total filter flow area 4.4 ft2 (0.4 m2) Total filter surface area 14.5 ft2 (1.35 m2) Maximum flow rate 140 gpm (8.8 L/sec) *0.062-in. (1.6-mm) filter mesh available Biotube® filter cartridge (shown with float switch assembly) AA D E B B C E Technical Data Sheet Orenco® Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-BPP-1 Rev. 1.2, © 08/14 Page 3 of 4 Pump Curves 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 L/sec) and pressure (TDH), providing a graphical representation of a pump’s performance range. Pumps perform best at their nominal flow rate, measured in gpm or L/sec. 4-in. (100-mm) Turbine Effluent Pumps Orenco’s 4-in. (100 mm) Turbine Effluent Pumps are constructed of lightweight, corrosion-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 Orenco’s 4-in. (100-mm) turbine effluent pumps are Type SOOW 600-V motor cable (suitable for Class 1, Division 1 and 2 applications). Materials of Construction Discharge: Stainless steel or glass-filled polypropylene Discharge bearing: Engineered thermoplastic (PEEK) Diffusers: Glass-filled PPO Impellers: Acetal (20-, 30-gmp), Noryl (50-gpm) Intake 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 Nom. flow, Length Weight Discharge Impellers gpm (L/sec) in. (mm) lb (kg) in., nominal 1 20 (1.3) 22.5 (572) 26 (11) 1.25 4 30 (1.9) 21.3 (541) 25 (11) 1.25 3 50 (3.2) 20.3 (516) 27 (12) 2.00 2 Performance Nom. flow, hp (kW) Design Rated Min liquid gpm (L/sec) flow amps cycles/day level, in. (mm) 2 20 (1.3) 0.5 (0.37) 12.3 300 18 (457) 30 (1.9) 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 NPT threaded, U.S. nominal size, to accommodate Orenco® discharge hose and valve assemblies. Consult your Orenco Distributor about fittings to connect discharge assemblies to metric-sized piping. 2 Minimum liquid level is for single pumps when installed in an Orenco Biotube® ProPak™ Pump Vault. 10 20 30 40 6050 70 0.63 1.26 1.89 2.52 3.793.15 4.42 140 120 100 80 60 40 20 Flow in gallons per minute (gpm) Flow in liters per second (L/sec)Total dynamic head (TDH) in feetTotal dynamic head (TDH) in metersPF 500511 43 37 30 24 18 12 6 PF 200511 PF 300511 Technical Data SheetOrenco® Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-BPP-1 Rev. 1.2, © 08/14 Page 4 of 4 AUTO OFF MAN NN1 Control Panel (Demand Dose) Orenco’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 of Construction Enclosure UV-resistant fiberglass, UL Type 4X Hinges Stainless steel Dimensions, in. (mm) A - Height 11.5 (290) B - Width 9.5 (240) C - Depth 5.4 (135) Specifications Panel ratings 120 V, 3/4 hp (0.56 kW), 14 A, single phase, 60 Hz 1. Motor-start contactor 16 FLA, 1 hp (0.75 kW), 60 Hz; 2.5 million cycles at FLA (10 million at 50% of FLA) 2. Circuit 120 V, 10 A, OFF/ON switch, Single pole breakers 3. Toggle switch Single-pole, double-throw HOA switch, 20 A 4. Audio alarm 95 dB at 24 in. (600 mm), warble-tone sound, UL Type 4X 5. Audio alarm 120 V, automatic reset, DIN rail mount silence relay 6. Visual alarm 7/8-in. (22-mm) diameter red lens, “Push-to-silence,” 120 V LED, UL Type 4X Control Panel (Timed Dose) Orenco’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 Hinges Stainless steel Dimensions, in. (mm) A - Height 11.5 (290) B - Width 9.5 (240) C - Depth 5.4 (135) Specifications Panel ratings 120 V, 3/4 hp (0.56 kW), 14 A, single phase, 60 Hz Dual-mode Programmable for timed- or demand-dosing (digital timed-dosing panels only) 1a. Analog timer 120 V, repeat cycle from 0.05 seconds to 30 (not shown) hours. Separate variable controls for OFF and ON time periods 1b. Digital timer 120-V programmable logic unit with built-in LCD (shown below) screen and programming keys. Provides control functions and timing for panel operation 2. Motor-start contactor 16 FLA, 1 hp (0.75 kW), 60 Hz; 2.5 million cycles at FLA (10 million at 50% of FLA) 3. Circuit breakers 120 V, 10 A, OFF/ON switch. Single pole 120 V 4. Toggle Switch Single-pole, double-throw HOA switch, 20 A 5. Audio alarm 95 dB at 24 in. (600 mm), warble-tone sound, UL Type 4X 6. Visual alarm 7/8-in. (22-mm) diameter red lens, “Push-to-silence”, 120 V LED, UL Type 4X Control panel, demand-dose Control panel, timed-dose (digital timer model shown) 1b 2 3 4 56 1 2 3 4 5 6 Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 2.2, © 09/14 Page 1 of 6 PF Series 4-inch (100-mm) Submersible Effluent Pumps Technical Data SheetOrenco® 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. Features/Specifications To specify this pump for your installation, require the following: • Minimum 24-hour run-dry capability with no deterioration in pump life or performance* • Patented 1⁄8-inch (3-mm) bypass orifice to ensure flow recirculation for motor cooling and to prevent air bind • Liquid end repair kits available for better long-term cost of ownership • TRI-SEAL™ floating impeller design on 10, 15, 20, and 30 gpm (0.6, 1.0, 1.3, and 1.9 L/sec) models; floating stack design on 50 and 75 gpm (3.2 and 4.7 L/sec) models • Franklin Electric Super Stainless motor, rated for continuous use and frequent cycling • Type SOOW 600-V motor cable • Five-year warranty on pump or retrofit liquid end from date of manu- facture against defects in materials or workmanship * Not applicable for 5-hp (3.73 kW) models Standard Models See specifications chart, pages 2-3, for a list of standard pumps. For a complete list of available pumps, call Orenco. Product Code Diagram PF - Nominal flow, gpm (L/sec): 10 = 10 (0.6) 15 = 15 (1.0) 20 = 20 (1.3) 30 = 30 (1.9) 50 = 50 (3.2) 75 = 75 (4.7) Pump, PF Series Frequency: 1 = single-phase 60 Hz 3 = three-phase 60 Hz 5 = single-phase 50 Hz Voltage, nameplate: 1 = 115* 200 = 200 2 = 230† 4 = 460 Horsepower (kW): 03 = 1⁄3 hp (0.25) 05 = ½ hp (0.37) 07 = ¾ hp (0.56) 10 = 1 hp (0.75) 15 = 1-½ hp (1.11) 20 = 2 hp (1.50) 30 = 3 hp (2.24) 50 = 5 hp (3.73) Cord length, ft (m):‡ Blank = 10 (3) 20 = 20 (6) 30 = 30 (9) 50 = 50 (15) * ½-hp (0.37kW) only †220 volts for 50 Hz pumps ‡Note: 20-foot cords are available only for single-phase pumps through 1-½ hp Franklin Super Stainless Motor Franklin Liquid End Discharge Connection Bypass Orifice Suction Connection LR80980 LR2053896 Powered by Technical Data SheetOrenco® Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 2.2, © 09/14 Page 2 of 6 Specifications, 60 Hz Pump Model PF100511 10 (0.6) 0.50 (0.37) 1 115 120 12.7 12.7 6 1 ¼ in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF100512 10 (0.6) 0.50 (0.37) 1 230 240 6.3 6.3 6 1 ¼ in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF10053200 10 (0.6) 0.50 (0.37) 3 200 208 3.8 3.8 6 1 ¼ in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF100712 4, 5 10 (0.6) 0.75 (0.56) 1 230 240 8.3 8.3 8 1 ¼ in. GFP 25.9 (658) 17 (432) 30 (14) 300 PF10073200 4, 5 10 (0.6) 0.75 (0.56) 3 200 208 5.1 5.2 8 1 ¼ in. GFP 25.4 (645) 17 (432) 31 (14) 300 PF101012 5, 6 10 (0.6) 1.00 (0.75) 1 230 240 9.6 9.6 9 1 ¼ in. GFP 27.9 (709) 18 (457) 33 (15) 100 PF10103200 5, 6 10 (0.6) 1.00 (0.75) 3 200 208 5.5 5.5 9 1 ¼ in. GFP 27.3 (693) 18 (457) 37 (17) 300 PF102012 5, 6, 7, 8 10 (0.6) 2.00 (1.49) 1 230 240 12.1 12.1 18 1 ¼ in. SS 39.5 (1003) 22 (559) 48 (22) 100 PF102032 5, 6, 8 10 (0.6) 2.00 (1.49) 3 230 240 7.5 7.6 18 1 ¼ in. SS 37.9 (963) 20 (508) 44 (20) 300 PF10203200 5, 6, 8 10 (0.6) 2.00 (1.49) 3 200 208 8.7 8.7 18 1 ¼ in. SS 37.9 (963) 20 (508) 44 (20) 300 PF150311 15 (1.0) 0.33 (0.25) 1 115 120 8.7 8.8 3 1 ¼ in. GFP 19.5 (495) 15 (380) 23 (10) 300 PF150312 15 (1.0) 0.33 (0.25) 1 230 240 4.4 4.5 3 1 ¼ in. GFP 19.5 (495) 15 (380) 23 (10) 300 PF200511 20 (1.3) 0.50 (0.37) 1 115 120 12.3 12.5 4 1 ¼ 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 ¼ in. GFP 22.5 (572) 18 (457) 26 (12) 300 PF20053200 20 (1.3) 0.50 (0.37) 3 200 208 3.7 3.8 4 1 ¼ 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 ¼ in. GFP 28.4 (721) 20 (508) 33 (15) 100 PF20103200 4, 5 20 (1.3) 1.00 (0.75) 3 200 208 5.8 5.9 7 1 ¼ in. GFP 27.8 (706) 20 (508) 33 (15) 300 PF201512 4, 5 20 (1.3) 1.50 (1.11) 1 230 240 12.4 12.6 9 1 ¼ in. GFP 34.0 (864) 24 (610) 41 (19) 100 PF20153200 4, 5 20 (1.3) 1.50 (1.11) 3 200 208 7.1 7.2 9 1 ¼ in. GFP 30.7 (780) 20 (508) 35 (16) 300 PF300511 30 (1.9) 0.50 (0.37) 1 115 120 11.8 11.8 3 1 ¼ in. GFP 21.3 (541) 20 (508) 28 (13) 300 PF300512 30 (1.9) 0.50 (0.37) 1 230 240 6.2 6.2 3 1 ¼ in. GFP 21.3 (541) 20 (508) 25 (11) 300 PF30053200 30 (1.9) 0.50 (0.37) 3 200 208 3.6 3.6 3 1 ¼ in. GFP 21.3 (541) 20 (508) 25 (11) 300 PF300712 30 (1.9) 0.75 (0.56) 1 230 240 8.5 8.5 5 1 ¼ 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 ¼ in. GFP 24.6 (625) 21 (533) 30 (14) 300 PF301012 4 30 (1.9) 1.00 (0.75) 1 230 240 10.4 10.4 6 1 ¼ in. 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 ¼ 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 ¼ in. GFP 32.8 (833) 24 (610) 40 (18) 100 PF30153200 4, 5 30 (1.9) 1.50 (1.11) 3 200 208 6.9 6.9 8 1 ¼ in. GFP 29.8 (757) 22 (559) 34 (15) 300 PF301534 4, 5 30 (1.9) 1.50 (1.11) 3 460 480 2.8 2.8 8 1 ¼ in. GFP 29.5 (685) 22 (559) 34 (15) 300 PF302012 5, 6, 7 30 (1.9) 2.00 (1.49) 1 230 240 11.0 11.0 10 1 ¼ 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 10 1 ¼ in. SS 34.0 (864) 24 (610) 41 (19) 300 PF303012 5, 6, 7, 8 30 (1.9) 3.00 (2.23) 1 230 240 16.8 16.8 14 1 ¼ in. SS 44.5 (1130) 33 (838) 54 (24) 100 PF303032 5, 6, 8 30 (1.9) 3.00 (2.23) 3 230 240 10.0 10.1 14 1 ¼ in. SS 44.3 (1125) 27 (686) 52 (24) 300 PF305012 5, 6, 7, 8 30 (1.9) 5.00 (3.73) 1 230 240 25.6 25.8 23 1 ¼ in. SS 66.5 (1689) 53 (1346) 82 (37) 100 PF305032 5, 6, 8 30 (1.9) 5.00 (3.73) 3 230 240 16.6 16.6 23 1 ¼ in. SS 60.8 (1544) 48 (1219) 66 (30) 300 PF30503200 5, 6, 8 30 (1.9) 5.00 (3.73) 3 200 208 18.7 18.7 23 1 ¼ in. SS 60.8 (1544) 48 (1219) 66 (30) 300 PF500511 50 (3.2) 0.50 (0.37) 1 115 120 12.1 12.1 2 2 in. SS 20.3 (516) 24 (610) 27 (12) 300 PF500512 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 (516) 24 (610) 28 (13) 300 PF50053200 50 (3.2) 0.50 (0.37) 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 (0.37) 3 460 480 1.5 1.5 2 2 in. SS 20.3 (516) 24 (610) 28 (13) 300 PF500712 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 3.9 3 2 in. SS 23.7 (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 23.1 (587) 26 (660) 32 (15) 300Design gpm (L/sec)Horsepower (kW)PhaseNameplate voltageActual voltageDesign flow ampsMax ampsImpellersDischarge size and material 1Length, in. (mm)Min. liquid level, 2 in. (mm)Weight, 3 lb (kg)Rated cycles/day Technical Data Sheet Orenco® Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 2.2, © 09/14 Page 3 of 6 Specifications, 60 Hz (continued) Pump Model PF500734 50 (3.2) 0.75 (0.56) 3 460 480 1.8 1.8 3 2 in. SS 34.8 (884) 25 (635) 31 (14) 300 PF501012 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 PF501034 50 (3.2) 1.00 (0.75) 3 460 480 2.2 2.2 4 2 in. SS 26.4 (671) 26 (660) 39 (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) 100 PF50303200 4, 5, 8 50 (3.2) 3.00 (2.23) 3 200 208 13.1 13.1 8 2 in. SS 43.4 (1102) 30 (762) 55 (25) 300 PF503034 4, 5, 8 50 (3.2) 3.00 (2.23) 3 460 480 5.3 5.3 8 2 in. SS 40.0 (1016) 31 (787) 55 (25) 300 PF505012 5,6,7,8 50 (3.2) 5.00 (3.73) 1 230 240 26.2 26.4 13 2 in. SS 65.4 (1661) 55 (1397) 64 (29) 300 PF505032 5,6,7,8 50 (3.2) 5.00 (3.73) 3 230 240 16.5 16.5 13 2 in. SS 59.3 (1506) 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 (4.7) 1.50 (1.11) 1 230 240 12.1 12.3 4 2 in. SS 33.4 (848) 30 (762) 44 (20) 100 Specifications, 50 Hz Pump Model PF100552 10 (0.6) 0.50 (0.37) 1 220 230 3.9 4.1 6 1 ¼ in. GFP 23.0 (584) 17 (432) 26 (12) 300 PF100752 4, 5 10 (0.6) 0.75 (0.56) 1 220 230 6.2 6.2 9 1 ¼ in. GFP 26.8 (658) 17 (432) 30 (14) 300 PF101552 5, 6 10 (0.6) 1.50 (1.11) 1 220 230 10.5 11.4 18 1 ¼ in. SS 39.5 (1003) 22 (559) 46 (21) 300 PF300552 30 (1.9) 0.50 (0.37) 1 220 230 4.1 4.1 4 1 ¼ 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 ¼ in. GFP 24.8 (630) 19 (483) 29 (13) 300 PF301052 30 (1.9) 1.00 (0.75) 1 220 230 7.4 7.4 7 1 ¼ 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 ¼ 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 PF501052 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 PF501552 50 (3.2) 1.50 (1.11) 1 220 230 9.1 9.1 5 2 in. SS 32.5 (826) 30 (762) 42 (19) 100 PF751052 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 1 GFP = glass-filled polypropylene; SS = stainless steel. The 1 ¼-in. NPT GFP discharge is 2 7⁄8 in. octagonal across flats; the 1 ¼-in. NPT SS discharge is 2 1⁄8 in. octagonal across flats; and the 2-in. NPT SS discharge is 2 7⁄8 in. hexagonal across flats. Discharge is female NPT threaded, U.S. nominal size, to accommodate Orenco® discharge hose and valve assemblies. Consult your Orenco Distributor about fittings to connect hose and valve assemblies to metric-sized piping. 2 Minimum liquid level is for single pumps when installed in an Orenco Biotube® Pump Vault or Universal Flow Inducer. In other applications, minimum liquid level should be top of pump. Consult Orenco for more information. 3 Weight includes carton and 10-ft (3-m) cord. 4 High-pressure discharge assembly required. 5 Do not use cam-lock option (Q) on discharge assembly. 6 Custom discharge assembly required for these pumps. Contact Orenco. 7 Capacitor pack (sold separately or installed in a custom control panel) required for this pump. Contact Orenco. 8 Torque locks are available for all pumps, and are supplied with 3-hp and 5-hp pumps. Design gpm (L/sec)Horsepower (kW)PhaseNameplate voltageActual voltageDesign flow ampsMax ampsImpellersDischarge size and material 1Length, in. (mm)Min. liquid level, 2 in. (mm)Weight, 3 lb (kg)Rated cycles/day Technical Data SheetOrenco® Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 2.2, © 09/14 Page 4 of 6 Materials of Construction Discharge Glass-filled polypropylene or stainless steel Discharge bearing Engineered thermoplastic (PEEK) Diffusers Glass-filled PPO (Noryl GFN3) Impellers Celcon® acetal copolymer on 10-, 20, and 30-gpm models; 50-gpm impellers are Noryl GFN3 Intake screen Polypropylene Suction connection Stainless steel Drive shaft 7/16 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 at 203-221˚ F (95-105˚ C). Using a Pump Curve A pump curve helps you determine the best pump for your system. Pump curves show the relationship between flow (gpm or L/sec) and pressure (total dynamic head, or TDH), 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 Orenco 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 Curves, 60 Hz Models Total dynamic head (TDH) in feetFlow in gallons per minute (gpm) 24 81012141660 800 700 600 500 400 300 200 100 PF1005-FC w/ ¼" flow controller PF10 Series, 60 Hz, 0.5 - 2.0 hp PF1007 PF1010 PF1020 PF1005 Total dynamic head (TDH) in feetFlow in gallons per minute (gpm) 36 12 15 18 21 2490 160 140 120 100 80 60 40 20 0 PF1503 PF15 Series, 60 Hz, 0.3 hp Technical Data Sheet Orenco® Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 2.2, © 09/14 Page 5 of 6Total dynamic head (TDH) in feetFlow in gallons per minute (gpm) 5102025303540150 400 350 300 250 200 150 100 50 0 PF2005 PF2010 PF2015 PF20 Series, 60 Hz, 0.5 - 1.5 hp Total dynamic head (TDH) in feetFlow in gallons per minute (gpm) 510202530354045150 800 900 700 600 500 400 300 200 100 0 PF3005 PF3007 PF3010 PF3015 PF3020 PF3030 PF3050 PF30 Series, 60 Hz, 0.5 - 5.0 hp Total dynamic head (TDH) in feetFlow in gallons per minute (gpm) 450 400 350 300 250 200 150 100 50 0 10 02040506070809030 PF5050 PF5030 PF5015 PF5010 PF5007 PF5005 PF50 Series, 60 Hz, 0.5 - 5.0 hp Total dynamic head (TDH) in feetFlow in gallons per minute (gpm) 10 20 40 50 60 70 80 90 100300 80 90 100 70 60 50 40 30 20 10 0 PF75 Series, 60 Hz, 1.0 - 1.5 hpPF7515 PF7510 60 Hz Models (continued) Technical Data SheetOrenco® Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 2.2, © 09/14 Page 6 of 6Total dynamic head (TDH) in metersTotal dynamic head (TDH) in feet, nominalFlow in liters per second (L/sec) Flow in gallons per minute (gpm), nominal 0.90.80.70.60.50.40.30.20.10 13119.57.96.34.83.21.6 120 100 80 60 40 20 0 160 180 140 394 328 262 197 131 66 525 459 PF100552 PF100752 PF101552 PF1005-FC w/ 6mm flow controller PF10 Series, 50 Hz, 0.37 - 1.11 kW Total dynamic head (TDH) in metersTotal dynamic head (TDH) in feet, nominalFlow in liters per second (L/sec) Flow in gallons per minute (gpm), nominal 0.8 1.2 1.6 2.0 2.40.40 13 19 25 326.3 60 80 100 120 40 20 0 197 262 328 131 66 PF301552 PF301052 PF300752 PF300552 PF30 Series, 50 Hz, 0.37 - 1.11 kW Total dynamic head (TDH) in metersTotal dynamic head (TDH) in feet, nominalFlow in liters per second (L/sec) Flow in gallons per minute (gpm), nominal 0.5 1.0 2.0 2.5 3.0 3.5 4.0 4.51.50 7.9 16 32 40 48 56 6324 40 45 35 30 25 20 15 10 5 0 131 115 98 82 66 49 33 16 PF501552 PF501052 PF500752 PF500552 PF50 Series, 50 Hz, 0.37 - 1.11 kW Total dynamic head (TDH) in metersTotal dynamic head (TDH) in feet, nominalFlow in liters per second (L/sec) Flow in gallons per minute (gpm), nominal 0.6 1.2 2.4 3.0 3.6 4.2 5.44.8 6.01.80 10 19 4838 57 67 76 8629 27 30 24 21 18 15 12 9 6 3 0 89 79 69 59 49 39 30 20 PF751052 PF75 Series, 50 Hz, 0.75 kW Pump Curves, 50 Hz Models 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 and/or 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 1 for the following valve operation description. The flow of the incoming effluent forces the rubber flap disk 1 to seat against the valve bottom 2. The opening 3 in the rubber flap disk aligns with an opening in the valve bottom to allow flow to only one valve outlet. The stem 4 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 5. 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. 5 4 3 2 1 Inlet Outlets Figure 1: 6000 Series Valve Orenco Automatic Distributing Valve Assemblies NTP-VA-1 Rev. 1.2, © 11/03 Orenco Systems®, Inc. Page 1 of 6 For Wastewater Effluent Systems This article may describe design criteria that was in effect at the time the article was written. FOR CURRENT DESIGN CRITERIA, call Orenco Systems, Inc. at 1-800-348-9843. 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 assemblies are glued 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 changes in direction. Because of this, headlosses through the valve assembly are fairly high. Table 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. Figure 2: Orenco Distributing Valve Assembly (6000 Series Valve) NTP-VA-1 Rev. 1.2, © 11/03 Orenco Systems®, Inc. Page 2 of 6 Table 1. Automatic Distributing Valve Assembly Headloss Equations Model Series Equation Operating Range (gpm) V4400A HL = 0.085 x Q1.45 10 - 40 V4600A HL = 0.085 x Q1.58 10 - 25 V6400A HL = 0.0045 x Q2 + 3.5 x (1 - e-0.06Q) 15 - 70 V6600A HL = 0.0049 x Q2 + 5.5 x (1 - e-0.1Q) 15 - 70 NTP-VA-1 Rev. 1.2, © 11/03 Orenco Systems®, Inc. Page 3 of 6 0 5 10 15 20 25 30 35 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Flow (gpm)Head Loss Through Assembly (ft.)V4600A V4400A V6600A V6400A 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. Figure 3: Automatic distributing valve assembly headloss curves 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 full if possible. If the line is empty at the beginning of each cycle, pockets of air during filling can cause random rotation of the valve. The valve is particularly vulnerable to this erratic rotation with empty lines that are long and not laid at a constant grade. An ideal valve loca- tion 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 return 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 rotation 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. Dosing Tank Discharge Laterals Distributing Valve Assembly Transport Line Figure 4: Ideal valve location NTP-VA-1 Rev. 1.2, © 11/03 Orenco Systems®, Inc. 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. 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. h Check Valves if h>2'-0" Distributing Valve Assembly Transport Line Dosing Tank Pressure Release Line if h>2'-0" Discharge Laterals Figure 5: Valve assembly below final discharge point NTP-VA-1 Rev. 1.2, © 11/03 Orenco Systems®, Inc. Page 5 of 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 center pin in bottom of valve. Scale deposits may build up on the pin and hold stem and disk assembly down. Clean pin and again check for freedom of movement. SOLUTION 5: 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. SOLUTION 6: 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 full. 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-1 Rev. 1.2, © 11/03 Orenco Systems®, Inc. Page 6 of 6 Distributing Valves General Orenco’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. Orenco 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. Ideal valve location is at the high point in the system. Refer to Automatic Distributing Valve Assemblies (NTP-VA-1) for more information. Standard Models V4402A, V4403A, V4404A, V4605A, V4606A, V6402A, V6403A, V6404A, V6605A, V6606A. Nomenclature Submittal Data Sheet Side View ball valve elbow Top View coupling clear pipe distributing valve union Bottom View elbows Specifications Materials of Construction All Fittings:Sch. 40 PVC per ASTMspecification Unions:Sch. 80 PVCper ASTMspecification Ball Valve:Sch. 40 PVCper ASTMspecification Clear Pipe:Sch. 40 PVCper ASTMspecification V4XXX Distributing Valves: High-strength noncorrosive ABSpolymer and stainless steel V6XXX Distributing Valves: High-strength noncorrosive ABSpolymer, stainless steel, and die cast metal NSU-SF-VA-1 Rev. 3.0, © 4/03 Page 1 of 2 Applications Automatic Distributing Valve Assemblies are used to pressurize multiple zone distribution systems including textile filters, sand filters and drainfields. V Indicates assembly Model series: 44 = 4400 series (2-4 outlets) 46 = 4600 series (5-6 outlets) 64 = 6400 series (2-4 outlets) 66 = 6600 series (5-6 outlets) Distributing valve Number of active outlets A Distributing Valves (continued) Flow (gpm)Head Loss Through Assembly (ft.)0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 0 5 10 15 20 25 30 35 V4400A V6600A V6400A V4600A NSU-SF-VA-1 Rev. 3.0, © 4/03 Page 2 of 2 Model Inlet Size (in.) Outlets Size (in.) Flow range (gpm) Max Head (ft.) Min. Enclosure V4402A 1.25 1.25 10 - 40 170 VB1217 V4403A 1.25 1.25 10 - 40 170 VB1217 V4404A 1.25 1.25 10 - 40 170 VB1217 V4605A 1.25 1.25 10 - 25 170 RR2418 V4606A 1.25 1.25 10 - 25 170 RR2418 V6402A 1.5 1.5 15 - 100 345 RR2418 V6403A 1.5 1.5 15 - 100 345 RR2418 V6404A 1.5 1.5 15 - 100 345 RR2418 V6605A 1.5 1.5 15 - 100 345 RR2418 V6606A 1.5 1.5 15 - 100 345 RR2418 Item# SEK- Orenco® Flushing Assemblies Flushing 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: • 1” diameter • 1.25” diameter • 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. (719) 395-6764 Fax: (719) 395-3727 28005 County Road 317 P.O. Box 925 Buena Vista, CO 81211 Water & Wastewater • Systems • Products • Service Website: http://valleyprecast.com/ Email: frontdesk@valleyprecast.com American GeoServices Septic Feasibility Report 2663 Cinnabar Rd Colorado Springs, CO 80921 Ph: (719) 761 6072 www.americangeoservices.com sma@americangeoservices.com Ph: (888) 276 4027 Fx: (877) 471 0369 Mailing:1338 Grand Avenue #306 Glenwood Springs, CO 81601 Ph: (303) 325 3869 GEOTECHNICAL & MATERIALS ENVIRONMENTAL STRUCTURAL CIVIL ENGINEERING AND SCIENCE 888-276-4027 July 31, 2020 PROJECT NO: 0326-WS20 CLIENTS: Mr. Ryan Watts Reference: Septic Feasibility Report, 390 Paseo Road, Carbondale, CO 81623 Dear Mr. Watts, At your request, we have completed the septic feasibility report for the referenced project in accordance with the American GeoServices, LLC (AGS) proposal. Results of our evaluation and design recommendations are described below. Soils profile: Silty sand silt to silty clayey sand with more than 35% gravel/rock. Site is underlain by rocks on the surface and rocky soil profile as shown in the attached photographs. Therefore, no matter how many explorations are performed, the soil type will primarily be “R0.” Hence, no further exploration is necessary at this time. Groundwater: Not encountered. Design Soil type: Type R0; Design Long Term Acceptance Rate (LTAR), Treatment Level 1: Use 0.8 for the required minimum 3-foot deep unlined sand filter. Conclusion: Site is suitable for on-site waste treatment as per the most current Fremont County, CO, On-site Wastewater Treatment System (OWTS) Regulations, provided adequate setbacks are provided for all the components of OWTS. In our opinion, an engineered system consisting of a 3-ft deep sand filter and/or a mound system with pressure distribution will be required. COLORADO WYOMING OREGON WASHINGTON fLORIDA Project No: 0326-WS20-SEPTIC Page No: 2 of 5 SITE INVESTIGATION In July 2020, a detailed site reconnaissance was performed and two soil explorations were made in the proposed construction area. It was noted that the entire site was rocky with numerous rock outcrops or rocky soils conditions as shown in the attached photographs. In addition, we reviewed following available soils literature and public domain websites on the site area: • Soil Survey Maps, USDA, SCS • Geology of Colorado, USGS • Geologic Maps and Colorado Geologic Survey Maps • USGS Topographic Map. • U.S. Geological Survey, Open File Reports • Local County, GIS Data obtained from site observations, subsurface exploration, laboratory evaluation, and previous experience in the area was used to perform engineering analyses. Results of engineering analyses were then used to reach conclusions and recommendations presented in this report. SURFACE CONDITIONS The site is as shown in Figure 1 through Figure 4. There are no existing structures at the site near the proposed explorations. Based on our review of available USGS topographic map and site visit, the site is gently to moderately sloping downwards to the west southst with a slope of approximately 10%-25% in the immediate vicinity of the proposed leach field area. There are no natural or known cultural features of concern at the site . There is no current or historic land use at the site that is of concern for the proposed septic system. Based on the site reconnaissance, in our opinion, there will be surface water run -off and accumulation if proper stormwater management is not implemented. It is the owner’s responsibility to make sure all the surface water will be diverted away from the septic field area so that surface water run-off does not accumulate at or near the proposed septic field. SUBSURFACE CONDITIONS Following soil classification and identification is based on commonly accepted methods employed in the practice of civil and septic engineering. It should be recognized that subsurface conditions often vary both with depth and laterally between individual boring locations. The following is a summary of the subsurface conditions encountered at the site: Project No: 0326-WS20-SEPTIC Page No: 3 of 5 Depth (Inches) USCS Classification USDA Soil Texture Soil Type Structure- Type Structure- Grade 0”-8” Sandy silt with rootmass (Topsoil) 8”-15” Silty sand to sandy silt with gravel and rock fragments (SM/GM) ROCKY (Gravelly Sandy to silty gravel and rock fragments) R0 Granular and blocky Structureless 15”-96” Silty sandy clayey gravel with rock fragments >35% rocks > 20mm size (GC/GM) ROCKY (Gravelly Sandy to silty gravel and rock fragments) R0 Granular and blocky Structureless Groundwater table was not encountered. Type “R” soils are present throughout. Rocky surface is present. Rock outcrops are present. GROUNDWATER Groundwater table or perched groundwater was not encountered during explorations, and based on our local experience, groundwater is not anticipated to be present. This observation may not be indicative of other times or at locations other than the site. Some variations in the groundwater level may be experienced in the future. Seasonal perched groundwater conditions may be encountered at higher depths during rainy season. The magnitude of the variation will largely depend upon the duration and intensity of precipitation, temperature and the surface and subsurface drainage characteristics of the surrounding area. CONCLUSIONS and RECOMMENDATIONS Based upon the results of our On-site Wastewater Treatment System (OWTS) feasibility study, in our opinion, the site is suitable for OWTS to be designed and constructed in accordance with current local county OWTS regulations and Colorado Department of Health guidelines, provided following recommendations are followed: • Adequate stormwater management should be designed and implemented because there will be surface water run-off and accumulation if proper stormwater management is not implemented. It is the owner’s responsibility to make sure all the surface water will be diverted Project No: 0326-WS20-SEPTIC Page No: 4 of 5 away from the septic field area so that surface water run-off does not accumulate at or near the proposed septic field. • Depending upon the site grading, proposed house location, number of bedrooms, and the proposed soil treatment area (STA) or leach field or drain field location, a properly designed septic system along with proper setbacks should be used to satisfy local and state regulations. • The STA or leach field or drain field can be located on site without encroaching easements, flood plain, any lake, or any wetlands. • More than six bedrooms should not be planned. • We recommend that AGS services are retained to design the septic system in accordance with the most current local County OWTS regulations. Above recommendation may be modified based on further investigation and analyses. LIMITATIONS Design Data/Recommendations contained in this report are based on our field observations and subsurface explorations, limited site evaluation, and our present knowledge of the proposed construction as described by you. It is possible that soil conditions could vary between or beyond the points explored. If soil conditions are encountered during construction that differ from those described herein, we should be notified so that we can review and make any supplemental recommendations necessary. If the scope of the proposed construction, including the proposed use, number of occupants, or structural locations changes from that described in this report, our recommendations should also be reviewed and revised by AGS. Our scope of work did not include any investigation or evaluation of any kind related to any water bodies, flood hazard evaluation, wetlands evaluation and mitigation, and any evaluation of any kind related to floods, creeks, hydrology, wetlands, and stormwater management. Our Scope of Work for this project did not include research, testing, or assessment relative to past or present contamination of the site by any source. If such contamination were present, it is very likely that the exploration and testing conducted for this report would not reveal its existence. If the Owner is concerned about the potential for such contamination, additional studies should be undertaken. We are available to discuss the scope of such studies with you. No tests were performed to detect the existence of mold or other environmental hazards as it was beyond Scope of Work. Local regulations regarding land or facility use, on and off-site conditions, or other factors may change over time, and additional work may be required with the passage of time. Based on the intended use of the report within one year from the date of Project No: 0326-WS20-SEPTIC Page No: 5 of 5 report preparation, AGS may recommend additional work and report updates. Non -compliance with any of these requirements by the client or anyone else will release AGS from any liability resulting from the use of this report by any unauthorized party. Client agrees to defend, indemnify, and hold harmless AGS from any claim or liability associated with such unauthorized use or non- compliance. In this report, we have presented judgments based partly on our understanding of the proposed construction and partly on the data we have obtained. This report meets professional standards expected for reports of this type in this area. Our company is not responsible for the conclusions, opinions or recommendations made by others based on the data we have presented. This report has been prepared exclusively for the client, its’ engineers and subcontractors for the purpose of design and construction of the proposed structure. No other engineer, consultant, or contractor shall be entitled to rely on information, conclusions or recommendations presented in this document without the prior written approval of AGS. We appreciate the opportunity to be of service to you on this project. If we can provide additional assistance or observation and testing services during design and construction phases, please call us at 1 888 276 4027. Sincerely, Sam Adettiwar, MS, PE, GE, P.Eng, M.ASCE Senior Engineer Attachments FIGURES FIGURE 1: SITE LOCATION MAPREFERENCE: GOOGLE MAPS USGS TOPOGRAPHIC MAPS SITE LOCATION SITE LOCATION FIGURE 3: GEOLOGIC MAP SITE LOCATION LEGEND REFERENCE: U.S. GEOLOGICAL MAPS REFERENCE: WEB SOIL SURVEY FIGURE 4: SOIL SURVEY MAP SITE LOCATION LEGEND FIGURE 5: LANDSLIDES HAZARD MAP SITE LOCATION REFERENCE: COLORADO LANDSLIDES INVENTORY FIGURE 6 :DEBRIS FLOW HAZARD SITE LOCATION REFERENCE: EAGLE COUNTY GIS FIGURE 7: EVAPORITE FORMATION SITE LOCATION REFERENCE: EAGLE COUNTY GIS FIGURE 8: STEEP SLOPE AREA SITE LOCATION REFERENCE: EAGLE COUNTY GIS APPENDIX SAND to SILTY SAND with GRAVEL/ COBBLES, medium to fine grain, brown,dry to damp, medium dense to dense, (COLLUVIUM) End of profile. Soils/bedrock conditions are based on subsurface exploration, soils maps, geology maps, and local experience. Groundwater was not encountered during or at the completion of drilling. 1.25 2.5 3.75 5.0 End of profile. Soils/bedrock conditions are based on subsurface exploration, soils maps, geology maps, and local experience. Groundwater was not encountered during or at the completion of drilling. 1.25 2.5 3.75 5.0 UNIFIED SOIL CLASSIFICATION AND SYMBOL CHART COARSE-GRAINED SOILS (more than 50% of material is larger than No. 200 sieve size.) GRAVELS More than 50% of coarse fraction larger than No. 4 sieve size SANDS 50% or more of coarse fraction smaller than No. 4 sieve size Clean Gravels (Less than 5% fines) GW GP Well-graded gravels, gravel-sand mixtures, little or no fines Poorly-graded gravels, gravel-sand mixtures, little or no fines Gravels with fines (More than 12% fines) GM GC Silty gravels, gravel-sand-silt mixtures Clayey gravels, gravel-sand-clay mixtures Clean Sands (Less than 5% fines) SW SP Well-graded sands, gravelly sands, little or no fines Poorly graded sands, gravelly sands, little or no fines Sands with fines More than 12% fines SM Silty sands, sand-silt mixtures SC Clayey sands, sand-clay mixtures FINE-GRAINED SOILS (50% or more of material is smaller than No. 200 sieve size.) SILTS AND CLAYS Liquid limit less than 50% SILTS AND CLAYS Liquid limit 50% or greater HIGHLY ORGANIC SOILS ML CL OL MH CH OH PT Inorganic silts and very fine sands, rock flour, silty of clayey fine sands or clayey silts with slight plasticity Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic silts and organic silty clays of low plasticity Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity, organic silts Peat and other highly organic soils GW GP GM GC SW SP SM SC LABORATORY CLASSIFICATION CRITERIA cu D 50 D 30 = --greater than 4; Cc = between 1 and 3 D 10 010 x D50 Not meeting all gradation requirements for GW Atterberg limits below "A" Above "A" line with P.I. between line or P.I. less than 4 4 and 7 are borderline cases Atterberg limits above "A" requiring use of dual symbols line with P. I. greater than 7 cu D 50 D 30 = --greater than 4; Cc = between 1 and 3 D 10 01o xD60 Not meeting all gradation requirements for GW Atterberg limits below "A" Limits plotting in shaded zone line or P.I. less than 4 with P.I. between 4 and 7 are Atterberg limits above "A" borderline cases requiring use line with P. I. greater than 7 of dual symbols. Determine percentages of sand and gravel from grain-size curve. Depending on percentage of fines (fraction smaller than No. 200 sieve size), coarse-grained soils are classified as follows: Less than 5 percent .................................... GW, GP, SW, SP More than 12 percent .................................. GM, GC, SM, SC 5 to 12 percent ................... Borderline cases requiring dual symbols PLASTICITY CHART 60 ,,/ � � 50 � CH / / >< 40 V" ALINE: Vp1 = on(LL-20) � 30 >-CL ,,/ MHlOH 20 / j:: / 10 ...J CL+ML ./ ML&OL II.. 0 0 I 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT (LL) (%) DESCRIPTIVE TERMINOLOGY & SOIL CLASSIFICATION UNIFIED SOIL CLASSIFICATION SYSTEM DESCRIPTIVE TERMINOLOGY & SOIL CLASSIFICATION LABORATORY/FIELD TESTING DEFINITIONS FOR EXPLORATION LOGS DD = DRY DENSITY (PCF) WD = WET DENSITY (PCF) MC = MOISTURE CONTENT (%) PL = PLASTIC LIMIT (%) LL = LIQUID LIMIT (%) PI = PLASTICITY INDEX OC = ORGANIC CONTENT (%) S = SATURATION PERCENT (%) SG = SPECIFIC GRAVITY C = COHESION Ф = ANGLE OF INTERNAL FRICTION QU = UNCONFINED COMPRESSION STRENGTH #200 = PERCENT PASSING THE #200 SIEVE CBR = CALIFORNIA BEARING RATIO VS = VANE SHEAR PP = POCKET PENETROMETER DP = DRIVE PROBE SPT = STANDARD PENETRATION TEST BPF = BLOWS PER FOOT (N VALUE) SH = SHELBY TUBE SAMPLE GW = GROUND WATER RQD = ROCK QUALITY DESIDNATION TP = TEST PIT B = BORING HA = HAND AUGER GROUNDWATER LEVEL/SEEPAGE ENCOUNTERED DURING EXPLORATION STATIC GROUNDWATER LEVEL WITH DATE MEASURED CONSISTENCY OF COHESIVE SOILS CONSISTENCY STP (BPF) PP (TSF) VERY SOFT 0-1 LESS THAN 0.25 SOFT 2 - 4 0.25 - 0.5 MEDIUM STIFF 5 - 8 0.5 - 1.0 STIFF 9 - 15 1.0 - 2.0 VERY STIFF 16 - 30 2.0 - 4.0 HARD 30+ OVER 4.0 RELATIVE DENSITY OF COHESIONLESS SOILS DENSITY SPT (BPF) VERY LOOSE 0 – 4 LOOSE 5 – 10 MEDIUM DENSE 11 – 30 DENSE 31 – 50 VERY DENSE 50+ PARTICLE SIZE IDENTIFICATION NAME DIAMETER (INCHES) SIEVE NO. ROCK BLOCK >120 BOULDER 12-120 COBBLE 3-12 GRAVEL COURSE 3/4 - 3 FINE 1/4 – 3/4 NO. 4 SAND COARSE 4.75 MM NO. 10 MEDIUM 2.0MM NO. 40 FINE .425 MM NO. 200 SILT .075 MM CLAY <0.005 MM GRAIN SIZE FINE GRAINED <0.04 INCH FEW GRAINS ARE DISTINGUISHABLE IN THE FIELD OR WITH HAND LENS. MEDIUM GRAINED 0.04-0.2 INCH GRAINS ARE DISTINGUISHABLE WITH THE AID OF A HAND LENS. COARSE GRAINED 0.04-0.2 INCH MOST GRAINS ARE DISTINGUISHABLE WITH THE NAKED EYE. SPT EXPLORATIONS: STANDARD PENETRATION TESTING IS PERFORMED BY DRIVING A 2 – INCH O.D. SPLIT- SPOON INTO THE UNDISTURBED FORMATION AT THE BOTTOM OF THE BORING WITH REPEATED BLOWS OF A 140 – POUND PIN GUIDED HAMMER FALLING 30 INCHES. NUMBER OF BLOWS (N VALUE) REQUIRED TO DRIVE THE SAMPLER A GIVEN DISTANCE WAS CONSIDERED A MEASURE OF SOIL CONSISTENCY. SH SAMPLING: SHELBY TUBE SAMPLING IS PERFORMED WITH A THIN WALLED SAMPLER PUSHED INTO THE UNDISTURBED SOIL TO SAMPLE 2.0 FEET OF SOIL. AIR TRACK EXPLORATION: TESTING IS PERFORMED BY MEASURING RATE OF ADVANCEMENT AND SAMPLES ARE RETRIEVED FROM CUTTINGS. HAND AUGUR EXPLORATION: TESTING IS PREFORMED USING A 3.25” DIAMETER AUGUR TO ADVANCE INTO THE EARTH AND RETRIEVE SAMPLES. DRIVE PROBE EXPLORATIONS: THIS “RELATIVE DENSITY” EXPLORATION DEVICE IS USED TO DETERMINE THE DISTRIBUTION AND ESTIMATE STRENGTH OF THE SUBSURFACE SOIL AND DECOMPRESSED ROCK UNITS. THE RESISTANCE TO PENETRATION IS MEASURED IN BLOWS-PER-1/2 FOOT OF AN 11-POUND HAMMER WHICH FREE FALLS ROUGHLY 3.5 FEET DRIVING THE 0.5 INCH DIAMETER PIPE INTO THE GROUND. FOR A MORE DETAILED DESCRIPTION OF THIS GEOTECHNICAL EXPLORATION METHOD, THE SLOPE STABILITY REFERENCE GUIDE FOR NATIONAL FORESTS IN THE UNITED STATES, VOLUME I, UNITED STATES DEPARTMENT OF AGRICULTURE, EM-7170-13, AUGUST 1994, P. 317- 321. CPT EXPLORATION: CONE PENETROMETER EXPLORATIONS CONSIST OF PUSHING A PROBE CONE INTO THE EARTH USING THE REACTION OF A 20-TON TRUCK. THE CONE RESISTANCE (QC) AND SLEEVE FRICTION (FS) ARE MEASURED AS THE PROBE WAS PUSHED INTO THE EARTH. THE VALUES OF QC AND FS (IN TSF) ARE NOTED AS THE LOCALIZED INDEX OF SOIL STRENGTH. ANGULARITY OF GRAVEL & COBBLES ANGULAR COARSE PARTICLES HAVE SHARP EDGES AND RELATIVELY PLANE SIDES WITH UNPOLISHED SURFACES. SUBANGULAR COARSE GRAINED PARTICLES ARE SIMILAR TO ANGULAR BUT HAVE ROUNDED EDGES. SUBROUNDED COARSE GRAINED PARTICLES HAVE NEARLY PLANE SIDES BUT HAVE WELL ROUNDED CORNERS AND EDGES. ROUNDED COARSE GRAINED PARTICLES HAVE SMOOTHLY CURVED SIDES AND NO EDGES. SOIL MOISTURE MODIFIER DRY ABSENCE OF MOISTURE; DUSTY, DRY TO TOUCH MOIST DAMP BUT NO VISIBLE WATER WET VISIBLE FREE WATER WEATHERED STATE FRESH NO VISIBLE SIGN OF ROCK MATERIAL WEATHERING; PERHAPS SLIGHT DISCOLORATION IN MAJOR DISCONTINUITY SURFACES. SLIGHTLY WEATHERED DISCOLORATION INDICATES WEATHERING OF ROCK MATERIAL AND DISCONTINUITY SURFACES. ALL THE ROCK MATERIAL MAY BE DISCOLORED BY WEATHERING AND MAY BE SOMEWHAT WEAKER EXTERNALLY THAN ITS FRESH CONDITION. MODERATELY WEATHERED LESS THAN HALF OF THE ROCK MATERIAL IS DECOMPOSED AND/OR DISINTEGRATED TO SOIL. FRESH OR DISCOLORED ROCK IS PRESENT EITHER AS A CONTINUOUS FRAMEWORK OR AS CORE STONES. HIGHLY WEATHERED MORE THAN HALF OF THE ROCK MATERIAL IS DECOMPOSED AND/OR DISINTEGRATED TO SOIL. FRESH OR DISCOLORED ROCK IS PRESENT EITHER AS DISCONTINUOUS FRAMEWORK OR AS CORE STONE. COMPLETELY WEATHERED ALL ROCK MATERIAL IS DECOMPOSED AND/OR DISINTEGRATED TO SOIL. THE ORIGINAL MASS STRUCTURE IS STILL LARGELY INTACT. RESIDUAL SOIL ALL ROCK MATERIAL IS CONVERTED TO SOIL. THE MASS STRUCTURE AND MATERIAL FABRIC IS DESTROYED. THERE IS A LARGE CHANGE IN VOLUME, BUT THE SOIL HAS NOT BEEN SIGNIFICANTLY TRANSPORTED. DESCRIPTIVE TERMINOLOGY & SOIL CLASSIFICATION Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties 106—Tridell-Brownsto stony sandy loams, 12 to 50 percent slopes, extremely stony Map Unit Setting National map unit symbol: jq4f Elevation: 6,400 to 7,700 feet Mean annual precipitation: 12 to 14 inches Mean annual air temperature: 42 to 44 degrees F Frost-free period: 85 to 105 days Farmland classification: Not prime farmland Map Unit Composition Tridell and similar soils: 45 percent Brownsto and similar soils: 35 percent Minor components: 20 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Tridell Setting Landform: Mountains, terraces Landform position (three-dimensional): Lower third of mountainflank, tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium derived from sandstone and/or colluvium derived from sandstone and/or alluvium derived from basalt and/or colluvium derived from basalt Typical profile H1 - 0 to 2 inches: stony sandy loam H2 - 2 to 14 inches: very cobbly fine sandy loam H3 - 14 to 25 inches: cobbly sandy loam H4 - 25 to 37 inches: very stony fine sandy loam H5 - 37 to 60 inches: very stony loamy sand Properties and qualities Slope: 12 to 50 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 25 percent Map Unit Description: Tridell-Brownsto stony sandy loams, 12 to 50 percent slopes, extremely stony---Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/15/2020 Page 1 of 3 Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Low (about 4.0 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7s Hydrologic Soil Group: A Other vegetative classification: Pinyon-Juniper (null_10) Hydric soil rating: No Description of Brownsto Setting Landform: Terraces Landform position (three-dimensional): Tread Down-slope shape: Linear Across-slope shape: Linear Parent material: Alluvium derived from basalt and/or coarse textured alluvium derived from calcareous sandstone Typical profile H1 - 0 to 11 inches: stony sandy loam H2 - 11 to 30 inches: very gravelly sandy loam H3 - 30 to 42 inches: very gravelly loamy sand H4 - 42 to 60 inches: gravelly sandy loam Properties and qualities Slope: 12 to 50 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (Ksat): Moderately high to high (0.60 to 6.00 in/hr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 30 percent Salinity, maximum in profile: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Available water storage in profile: Low (about 4.2 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 7e Hydrologic Soil Group: A Other vegetative classification: Stony Foothills (null_81) Hydric soil rating: No Minor Components Other soils Percent of map unit: 20 percent Map Unit Description: Tridell-Brownsto stony sandy loams, 12 to 50 percent slopes, extremely stony---Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/15/2020 Page 2 of 3 Hydric soil rating: No Data Source Information Soil Survey Area: Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties Survey Area Data: Version 11, Jun 5, 2020 Map Unit Description: Tridell-Brownsto stony sandy loams, 12 to 50 percent slopes, extremely stony---Aspen-Gypsum Area, Colorado, Parts of Eagle, Garfield, and Pitkin Counties Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 7/15/2020 Page 3 of 3 IMPORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT As the client of a consulting geotechnical engineer, you should know that site subsurface conditions cause more construction problems than any other factor. ASFE/the Association of Engineering Firms Practicing in the Geosciences offers the following suggestions and observations to help you manage your risks. A GEOTECHNICAL ENG.NEERING REPORT IS BASED ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS Your geotechnical engineering report is based on a subsurface exploration plan designed to consider a unique set of project-specific factors. These factors typically include: the general nature of the structure involved, its size, and configuration; the location of the structure on the site; other improvements, such as access roads, parking lots, and underground utilities; and the additional risk created by scope-of-service limitations imposed by the client. To help avoid costly problems, ask your geotechnical engineer to evaluate how factors that change subsequent to the date of the report may affect the report's recommendations. Unless your geotechnical engineer indicates otherwise, do not use your geotechnical engineering report: MOST GEOTECHNICAL FINDINGS ARE PROFESSIONAL JUDGMENTS Site exploration identifies actual subsurface conditions only at those points where samples are taken. The data were extrapolated by your geotechnical engineer who then applied judgment to render an opinion about overall subsurface conditions. The actual interface between materials may be far more gradual or abrupt than your report indicates, Actual conditions in areas not sampled may differ from those predicted in your report. While nothing can be done to prevent such situations. you and your geotechnical engineer can work together to help minimize their impact. Retaining your geotechnical engineer to observe construction can be particularly beneficial in this respect. •when the nature of the proposed structure ischanged. for example, if an office building willbe erected instead of a parking garage, or arefrigerated warehouse will be built instead ofan unrefrigerated one;•when the size, elevation. or configuration of theproposed structure is altered;•when the location or orientation of the proposedstructure is modified;•when there is a change of ownership; or .forapplication to an adjacent site. Geotechnical engineers cannot accept responsibility for problems that may occur if they are not consulted after factors considered in their report's development have changed. A REPORT'S RECOMMENDATIONS CAN ONLY BE PRELIMINARY The construction recommendations included in your geotechnical engineer's report are preliminary, because they must be based on the assumption that conditions revealed through selective exploratory sampling are indicative of actual conditions throughout a site. Because actual subsurface conditions can be discerned only during earthwork, you should retain your geo- technical engineer to observe actual conditions and to finalize recommendations. Only the geotechnical engineer who prepared the report is fully familiar with the background information needed to determine whether or not the report's recommendations are valid and whether or not the contractor is abiding by applicable recommendations. The geotechnical engineer who developed your report cannot assume responsibility or liability for the adequacy of the report's recommendations if another party is retained to observe construction. SUBSURFACE CONDITIONS CAN CHANGE A geotechnical engineering report is based on condi- tions that existed at the time of subsurface exploration. Do not base construction decisions on a geotechnical engineering report whose adequacy may have been affected by time. Speak with your geotechnical consult- ant to learn if additional tests are advisable before construction starts. Note, too, that additional tests may be required when subsurface conditions are affected by construction operations at or adjacent to the site, or by natural events such as floods, earthquakes, or ground water fluctuations. Keep your geotechnical consultant apprised of any such events. GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Consulting geotechnical engineers prepare reports to meet the specific needs of specific individuals. A report prepared for a civil engineer may not be adequate for a construction contractor or even another civil engineer. Unless indicated otherwise, your geotechnical engineer prepared your report expressly for you and expressly for purposes you indicated. No one other than you should apply this report for its intended purpose without first conferring with the geotechnical engineer. No party should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer. GEOENVIRONMENTAL CONCERNS ARE NOT AT ISSUE Your geotechnical engineering report is not likely to relate any findings, conclusions, or recommendations ASFE 8811 Colesville Road/Suite G106/Silver Spring, MD 20910 Telephone: 301/565-2733 Facsimile: 301/589-2017 about the potential for hazardous materials existing at the site. The equipment, techniques, and personnel used to perform a geoenvironmental exploration differ substantially from those applied in geotechnical engineering. Contamination can create major risks. If you have no information about the potential for your site being contaminated. you are advised to speak with your geotechnical consultant for information relating to geoenvironmental issues. A GEOTECHNICAL ENGINEERING REPORT IS SUBJECT TO MISINTERPRETATION Costly problems can occur when other design profes- sionals develop their plans based on misinterpretations of a geotechnical engineering report. To help avoid misinterpretations, retain your geotechnical engineer to work with other project design professionals who are affected by the geotechnical report. Have your geotechnical engineer explain report implications to design professionals affected by them. and then review those design professionals' plans and specifications to see how they have incorporated geotechnical factors. Although certain other design professionals may be fam- iliar with geotechnical concerns, none knows 'as much about them as a competent geotechnical engineer. BORING LOGS SHOULD NOT BE SEPARATED FROM THE REPORT Geotechnical engineers develop final boring logs based upon their interpretation of the field logs (assembled by site personnel) and laboratory evaluation of field samples. Geotechnical engineers customarily include only final boring logs in their reports. Final boring logs should not under any circumstances be redrawn for inclusion in architectural or other design drawings. because drafters may commit errors or omissions in the transfer process. Although photographic reproduction eliminates this problem, it does nothing to minimize the possibility of contractors misinterpreting the logs during bid preparation. When this occurs. delays. disputes. and unanticipated costs ara the all-too-frequent result. To minimize the likelihood of boring log misinterpretation, give contractors ready access to the complete geotechnical engineering report prepared or authorized for their use. (If access is provided only to the report prepared for you, you should advise contractors of the report's limitations. assuming that a contractor was not one of the specific persons for whom the report was prepared and that developing construction cost estimates was not one of the specific purposes for which it was prepared. In other words. while a contractor may gain important knowledge from a report prepared for another party, the contractor would be well-advised to discuss the report with your geotechnical engineer and to perform the additional or alternative work that the contractor believes may be needed to obtain the data specifically appropriate for construction cost estimating purposes.) Some clients believe that it is unwise or unnecessary to give contractors access to their geo- technical engineering reports because they hold the mistaken impression that simply disclaiming responsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps prevent costly construction problems. It also helps reduce the adversarial attitudes that can aggravate problems to disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY Because geotechnical engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted claims being lodged against geotechnical engineers. To help prevent this problem, geotechnical engineers have developed a number of clauses for use in their contracts, reports, and other documents. Responsibility clauses are not exculpatory clauses designed to transfer geotechnical engineers' liabilities to other parties. Instead, they are definitive clauses that identify where geotechnical engineers' responsibilities begin and end. Their use helps all parties involved recognize their individual responsibilities and take appropriate action. Some of these definitive clauses are likely to appear in your geotechnical engineering report. Read them closely. Your geotechnical engineer will be pleased to give full and frank answers to any questions. RELY ON THE GEOTECHNICAL ENGINEER FOR ADDITIONAL ASSISTANCE Most ASFE-member consulting geotechnical engineering firms are familiar with a variety of techniques and approaches that can be used to help reduce risks for all parties to a construction project, from design through construction. Speak with your geotechnical engineer not only about geotechnical issues, but others as well, to learn about approaches that may be of genuine benefit. You may also wish to obtain certain ASFE publications. Contact a member of ASFE of ASFE for a complimentary directory of ASFE publications. Subsurface Explorations Soil Testing Earthwork Monitoring Geotechnology Foundation Engineering Rock Mechanics Earthquake Engineering Geophysics Retaining Wall Design Geostrructural Design Pavement Design Drainage Evaluations Groundwater Studies Environmental Assets Building Assessments AmericanGeoServices.com 8/18/2021 Eagle County Government Mail - Watts (pump tank substitution) https://mail.google.com/mail/u/0?ik=da50768ddd&view=pt&search=all&permthid=thread-f%3A1707996864897184293&simpl=msg-f%3A17079968648…1/3 Claire Lewandowski <claire.lewandowski@eaglecounty.us> Watts (pump tank substitution) 5 messages Carla Ostberg <carla.ostberg@gmail.com>Fri, Aug 13, 2021 at 10:38 AM To: Claire Lewandowski <claire.lewandowski@eaglecounty.us>, hornhunter@sopris.net Hi Claire, I left you a voicemail yesterday. 500 gal poly pump tanks are apparently not available right now. Given the extremely difficult digging on this site, we don't want to put in a larger chamber/tank. There are also no concrete pump tanks available locally (grand junction to buena vista). Wondering if Jim (cc'd here) could substitute solid drywell rings. There would be a seam that he would rubberneck and seal with an epoxy both inside and outside. This is what I can find in the regs: Concrete Septic Tank Structural Design a. Concrete septic tanks must comply with the structural design criteria of ASTM C1227-13 (2013 version) (Standard Specification for Precast Septic Tanks). b. The design for each tank model and size by each manufacturer must be certified by a professional engineer as complying with these design and structural requirements and the watertightness standard of this regulation. c. Certification by a professional engineer must be submitted to the Division for acceptance. d. Tank slab lids, mid-seam tanks, and the connections between the tank and risers must be designed to provide for a watertight seal. __________________________________________ if we got something from the concrete company that this would be an acceptable use, would that work? Jim, do you think you could get something in writing from the concrete company you would get the materials from? It's really a bummer than parts and pieces are unavailable. It's making it difficult to keep projects moving. Carla Ostberg CBO Septic Consulting 970.309.5259 Office 981 Cowen Drive, B-7 Carbondale, CO 81623 Mailing (RECENTLY CHANGED) 129 Cains Lane Carbondale, CO 81623 Claire Lewandowski <claire.lewandowski@eaglecounty.us>Fri, Aug 13, 2021 at 11:01 AM To: Carla Ostberg <carla.ostberg@gmail.com> Cc: hornhunter@sopris.net Hi Carla, As far as I understand, every tank, including pump tanks, must be approved by CDPHE. So the proposal to use sealed drywell rings would not be approved. I will forward this to Chuck Cusino to see if he is receiving similar requests. 8/18/2021 Eagle County Government Mail - Watts (pump tank substitution) https://mail.google.com/mail/u/0?ik=da50768ddd&view=pt&search=all&permthid=thread-f%3A1707996864897184293&simpl=msg-f%3A17079968648…2/3 Thank you, Claire [Quoted text hidden] -- Claire Lewandowski, REHS Environmental Health Specialist III 970-328-8755 (office) 970-328-8747 (direct) environment@eaglecounty.us www.eaglecounty.us Claire Lewandowski <claire.lewandowski@eaglecounty.us>Fri, Aug 13, 2021 at 11:02 AM To: Chuck Cousino - CDPHE <chuck.cousino@state.co.us> Forwarding =, let me know if you have been hearing similar requests. Thanks! [Quoted text hidden] Carla Ostberg <carla.ostberg@gmail.com>Fri, Aug 13, 2021 at 11:05 AM To: Claire Lewandowski <claire.lewandowski@eaglecounty.us> Cc: hornhunter@sopris.net OK thank you. I like the idea of bringing Chuck into the conversation. There are a lot of substitutions happening right now because of lack of availabity. It's a huge problem. Carla Ostberg CBO Septic Consulting 970.309.5259 Office 981 Cowen Drive, B-7 Carbondale, CO 81623 Mailing (RECENTLY CHANGED) 129 Cains Lane Carbondale, CO 81623 [Quoted text hidden] Cousino - CDPHE, Chuck <chuck.cousino@state.co.us>Mon, Aug 16, 2021 at 10:31 AM To: Claire Lewandowski <claire.lewandowski@eaglecounty.us> Claire, Technically, this is what secon 43.13.B of Reg. 43 states: B. The Division must review and provide either comment or acceptance to the manufacturer for proprietary products in these technology categories: 1. Proprietary treatment products (e.g. treatment systems); 2. Proprietary distribution products (e.g. manufactured distribution products or subsurface dripline); 8/18/2021 Eagle County Government Mail - Watts (pump tank substitution) https://mail.google.com/mail/u/0?ik=da50768ddd&view=pt&search=all&permthid=thread-f%3A1707996864897184293&simpl=msg-f%3A17079968648…3/3 3. Septic tanks; 4. Others as needed Note that “pump chambers” are not specifically stated. As such, while I think that it would be a good idea for CDPHE to review single tank pump chambers, we currently only review them upon request of the mfgr. From this, if you feel that the situation warrants your acceptance of this configuration for this specific site, the regulation does not prohibit you from doing so. However, as you are aware, local agencies may always be more stringent than the state regulation. If you feel inclined to approve the proposal, I’d recommend that at a minimum, a low water alarm/redundant off float be included in this design. Feel free to contact me should you have any questions. Thank you, Chuck Cousino, REHS OWTS Coordinator Engineering Section P 303.692.2366  |  F 303.758.1398   4300 Cherry Creek Drive South, Denver, CO 80246 Chuck.Cousino@state.co.us |  www.colorado.gov/cdphe/wqcd 24-hr Environmental Release/Incident Report Line: 1.877.518.5608 On Fri, Aug 13, 2021 at 11:02 AM Claire Lewandowski <claire.lewandowski@eaglecounty.us> wrote: [Quoted text hidden] Claire Lewandowski <claire.lewandowski@eaglecounty.us> 390 Paseo / Watts 1 message Carla Ostberg <carla.ostberg@gmail.com>Wed, May 26, 2021 at 12:09 PM To: Ryan Watts <rywatts@hotmail.com>, Claire Lewandowski <claire.lewandowski@eaglecounty.us>, Danielle Sell <danielle.sell@eaglecounty.us>, Romeo Baylosis <romeo@rbcivil.com> Hi Everyone, The test pit was dug yesterday and while digging was difficult, soils were consistent with what was assumed for the design. And unlike the neighbor, we did not hit shelf rock in the area of the proposed STA. This is a relatively small area and I advised only one test pit be dug to minimize the disturbance and because of the rock content, the pit ends up being bigger than standard. Let me know if you have any objections to that. thank you! Carla Ostberg CBO Septic Consulting 970.309.5259 Office 981 Cowen Drive, B-7 Carbondale, CO 81623 Mailing 33 Four Wheel Drive Road Carbondale, CO 81623 4 attachments IMG_2840.jpeg 175K IMG_2838.jpeg 190K PM_ENV_OWTS_Permit-4-1-2021.pdf 71K C1591 OWTS Design Packet 3 7 21.pdf 6928K