No preview available
HomeMy WebLinkAbout3148 Upper Cattle Creek Rd - 239123200001Environmental Health Department P.O. Box 179 500 Broadway Eagle, CO 81631-0179 Phone: (970) 328-8730 Fax: (970) 328-7185 Permit Permit No. OWTS-017720-2019 Permit Type: OWTS Permit Work Classification: New Permit Status: Active Issue Date: 11/13/2019 Expires: 9/14/2020 On-Site Wastewater Treatement System Project Address Parcel Number 3148 Upper Cattle Creek RD, 239123200001 Owner Information Address James & Mary Griffith 3148 Upper Cattle Creek RD Carbondale, CO 81623 Phone: Cell: Email: mimidork@aol.com Inspections: For Inspections Call: (970) 328-8755 and call the Design Engineer Engineer Phone Email All Service Septic, Richard Petz (970) 704-0484 richard@allservicespetic.c om Contractor License Number Phone Email Hughes Excavating Company travishughes501@reagan. com (970) 963-2004OWTSPL-000076-20 20 Permitted Construction / Details: Install the OWTS exactly as depicted in the All Service Septic design dated November 6, 2019, stamped and signed by Richard H. Petz, PE. The system is designed to serve the newly proposed three bedroom single family residence. The OWTS consists of a 1,500 gallon, two-compartment Valley Precast septic tank with an Orenco Propak high head effluent pump, model PF3005, installed in an Orenco Biotube Vault with floats set to deliver approximately 80 gallons (before drainback) of effluent to an automatic distribution valve, set at the high point of the system and made accessible at grade, followed by 504 square feet of soil treatment area (STA) (after to reductions taken for pressure dosing and use of chamber media). The STA consists of 42 Quick4 Plus Standard Infiltrator media arrange in three shallow trenches, with 14 pressurized chambers in each, and inspection ports installed in both ends of each trench, with 6 feet of separation between trenches, per design. Install inspection ports in both ends of each trench. Maintain all setbacks and elevations as shown on design. 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 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 occupancy of the dwelling. 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 Claire Lewandowski Date November 13, 2019 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 Tuesday, May 12, 2020 1 PERMIT INSPECTION HISTORY REPORT (OWTS-017720-2019) FOR EAGLE COUNTY GOVERNMENT OWTS Permit 10/22/2019Application Date:Permit Type:Owner:James & Mary Griffith ParcelNew11/13/2019Work Class:Issue Date:239123200001 Active 03/22/2021Expiration Date:Status:Address: 3148 Upper Cattle Creek RD CO 189262IVR Number: Scheduled Date Inspection Type Inspection No.Inspection Status Primary Inspector Reinspection CompleteActual Start Date OWTS Final Inspection INSP-504681-2020 Requested Danielle Sell Incomplete COMMENTS PassedChecklist Item Septic Tank Observed in compliance with design and regulations. Yes Record Drawing Received record drawing with final certification from All Service Septic. Drawing missing location of components from two identifiable points. Request those added to record drawing. No Record Photos Received. Sufficient.Yes Final Certification Letter Received. Stamped, signed, and dated December 21, 2020 by Richard H. Petz, PE. Yes Pressure Distribution Emailed Carla 12/22/20 to verify start up and squirt test. No General Plan In compliance with approved design.Yes Soil Treatment Area (STA)Arc 36 chambers used instead of Quick4, STA equivalent to 504 square feet required. Approved. Yes Identification of Systems Contractor Eagle County 2020 licensed contractor Hughes Excavation completed the installation. Yes December 22, 2020 Page 1 of 1P.O. Box 179, 500 Broadway, Eagle, CO 81631-0179 Inspection Result Eagle County, Colorado P.O. Box 179 500 Broadway Eagle, CO Phone: (970) 328-8730 Fax: (970) 328-7185 IVR Phone: 1-866-701-3307 Inspection Number: El Jebel - 3148 Upper Cattle Creek - 504681 Permit Number: OWTS-017720-2019 Inspection Date: 12/22/2020 Inspector: Lewandowski, Claire Permit Type: OWTS Permit Inspection Type: OWTS Final Inspection Work Classification: NewOwner:James & Mary Griffith Job Address: 3148 Upper Cattle Creek RD IVR Pin Number:189262 CO Project:<NONE> Parcel Number:239123200001 Contractor:Phone: (970) 963-2004 / Cell: (970) 618-0445Hughes Excavating Company Inspection Status: Approved Inspection Notes The above-referenced permit has been inspected and finalized. The Onsite Wastewater Treatment System (OWTS) was designed and installed to serve the new three bedroom residence on the above property. Additional information about the maintenance of your septic system needs can be accessed through our website links, provided on the Environmental Health Department’s septic system resource page. Be aware that changes in the use of your property or alterations of your building may require commensurate changes to, or relocation of, your septic system. Landscape features, trees with taproots, irrigation systems, and parking areas above the soil treatment area can cause a premature system failure. It is equally important that you notice and immediately repair dripping faucets and hissing toilets as this will certainly cause the system to fail. If you have any questions regarding this information, please contact us at (970) 328-8755 and reference the OWTS septic permit number. Inspector Comments Added Item: Septic Tank Observed in compliance with design and regulations. Added Item: Record Drawing Received record drawing with final certification from All Service Septic. The sewer and effluent pipe have tracer wire running along their length and are approved as an alternative to the having the distances marked on the record drawing. Added Item: Record Photos Received. Sufficient. Added Item: Final Certification Letter Received. Stamped, signed, and dated December 21, 2020 by Richard H. Petz, PE. Added Item: Pressure Distribution Start up of pump and control panel were completed by Valley Precast on December 8, 2020. Wednesday, December 23, 2020 For more information visit: http://www.eaglecounty.us Page 1 of 2 Added Item: General Plan In compliance with approved design. Added Item: Soil Treatment Area (STA) Arc 36 chambers used instead of Quick4, STA equivalent to 504 square feet required. Added Item: Identification of Systems Contractor Eagle County 2020 licensed contractor Hughes Excavation completed the installation. Wednesday, December 23, 2020 For more information visit: http://www.eaglecounty.us Page 2 of 2 December 19, 2020 Project No. C1464 Jim Griffith jumgriffit@aol.com Onsite Wastewater Treatment System (OWTS) Installation Observations 3148 Upper Cattle Creek Road Eagle County, Colorado Permit Number OWTS-017720-2019 Jim, ALL SERVICE septic, LLC observed the installation of the onsite wastewater treatment system (OWTS) on May 18, 2019 for the subject property. Hughes Excavation installed the system. The OWTS design is based on 3-bedrooms. An average daily wastewater flow of 450 GPD was used. A new, 4-inch diameter SDR-35 sewer line with a double sweep clean out and minimum 2% grade to the septic tank was installed. The installation included a 1500-gallon, two-compartment Valley Precast concrete septic tank with an Orenco® ProPak pumping system and PF3005 pump. There is an effluent filter in the second compartment of the septic tank. The effluent filter in the pump chamber must be cleaned annually, or as needed. The floats were set to dose approximately 80 gallons each pump cycle, allowing for approximately 40 gallons of drain back into the pump chamber after each pump cycle. The pumping system was wired and is operational. We recommend Valley Precast out of Buena Vista perform start up on the pumping system. A 1.5-inch diameter Schedule 40 pump line was installed from the pump to an Orenco® automatic distributing valve (ADV), model 6403. This pump line must have a minimum 1% grade for proper drain back into the tank after each pump cycle. The ADV was placed at a high point in the system in an insulated riser with access from grade. Effluent is pressure dosed through 1.5-inch diameter pipes to three trenches, each with 12 ‘ARC’ ADS chambers, for a total of 36 chambers and 540 square feet of infiltrative area. There was at least 4-feet of undisturbed soil between each trench. Effluent is pressure dosed to 1.5-inch diameter laterals, which were hung with zip ties from the underside of the chambers. Laterals have 5/32-inch diameter orifices facing up, with the exception of the first and last holes facing down for drainage. The orifices were placed 3-feet on center. Each lateral ends in a 90 degree ell facing up with a ball valve for flushing. Valves were placed in a valve box, accessible from grade, for access. Inspection ports were placed at the beginning and end of each trench. Ports may be 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. ALL SERVICE septic, LLC should be notified if changes are made to the OWTS in the future. Any additional OWTS construction must be according to the county regulations. 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 of the expertise of the installer, soil type, and weather conditions. Please call with questions. Sincerely, ALL SERVICE septic, LLC Reviewed By: Carla Ostberg, MPH, REHS Richard H. Petz, Clean outs 12/21/2020 Sewer line to septic tank 1500 gal tank inlet tee Pump chamber (float tree not attached in this photo) pump line to STA ADV Chamber trenches view of ADV and trenches Inspection ports and flushing valves being installed (used flex pipe rather than specified flushing valves) View of trenches inspection ports 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-017720-2019 Permit Type: OWTS Permit Work Classification: New Permit Status: Active Issue Date: 11/13/2019 Expires: 9/14/2020 On-Site Wastewater Treatement System Project Address Parcel Number 3148 Upper Cattle Creek RD, 239123200001 Owner Information Address James & Mary Griffith 3148 Upper Cattle Creek RD Carbondale, CO 81623 Phone: Cell: Email: mimidork@aol.com Inspections: For Inspections Call: (970) 328-8755 and call the Design Engineer Engineer Phone Email All Service Septic, Richard Petz (970) 704-0484 richard@allservicespetic.c om Contractor License Number Phone Email Hughes Excavating Company travishughes501@reagan. com (970) 963-2004OWTSPL-000076-20 20 Permitted Construction / Details: Install the OWTS exactly as depicted in the All Service Septic design dated November 6, 2019, stamped and signed by Richard H. Petz, PE. The system is designed to serve the newly proposed three bedroom single family residence. The OWTS consists of a 1,500 gallon, two-compartment Valley Precast septic tank with an Orenco Propak high head effluent pump, model PF3005, installed in an Orenco Biotube Vault with floats set to deliver approximately 80 gallons (before drainback) of effluent to an automatic distribution valve, set at the high point of the system and made accessible at grade, followed by 504 square feet of soil treatment area (STA) (after to reductions taken for pressure dosing and use of chamber media). The STA consists of 42 Quick4 Plus Standard Infiltrator media arrange in three shallow trenches, with 14 pressurized chambers in each, and inspection ports installed in both ends of each trench, with 6 feet of separation between trenches, per design. Install inspection ports in both ends of each trench. Maintain all setbacks and elevations as shown on design. 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 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 occupancy of the dwelling. 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 Claire Lewandowski Date November 13, 2019 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 Tuesday, May 12, 2020 1 832‐R‐13‐002 November 6, 2019 Project No. C1464 Jim Griffith jumgriffit@aol.com Subsurface Investigation and Onsite Wastewater Treatment System Design 3-Bedroom Residence 3148 Upper Cattle Creek Road Eagle County, Colorado Jim ALL SERVICE septic, LLC performed a subsurface investigation and completed an onsite wastewater treatment system (OWTS) design for the subject residence. The almost 600-acre property is located outside of Basalt, in an area where OWTSs and wells are necessary. The original design has been modified to specify a larger septic tank to meet the required 48-hour retention time. Original design documents dated August 28, 2019 should be replaced with these dated November 6, 2019. Legal Description: See Enclosed “Property Report Card” from Eagle County Assessor’s website Parcel ID: 2391-232-00-001 SITE CONDITIONS The property is developed with two single-family residences and a mobile home. All are served by separate OWTSs not addressed in this design. A new, 3-bedroom, single-family residence is proposed. This design references the OWTS that will serve the new residence. The proposed building site on the property is in a large meadow. The proposed soil treatment area (STA) is located to the south of the proposed residence and upgradient. The meadow is covered with native grasses. There is an abandoned irrigation ditch to the south of the proposed STA. This ditch does not run. A minimum 25-foot setback will be maintained from the STA to the abandoned ditch. The residence will be served by a private well. The well will be located to the north east of the proposed residence. The well will be located greater than 50-feet from the proposed septic tank and greater than 100-feet from the proposed STA. Table 1 describes the minimum required setback of OWTS components to physical features on the property compared to approximate, proposed setback distances. Table 1 OWTS Components and Physical Features Minimum Required Setback Approximate Proposed Setback House to Septic Tank 5’ 20’ Septic Tank to Well 50’ 66’ Page 2 Septic Tank to Water Course 50’ n/a STA to House 20’ 212’ STA to Well 100’ 351’ STA to Water Course 50’ n/a SUBSURFACE The subsurface was investigated on June 4 and July 29, 2019 by digging seven soil profile test pit excavations (Test Pits). A visual and tactile soil analysis was completed by Carla Ostberg at the time of excavation.1 The two soil horizons encountered on the property were dark brown clay loam topsoil underlain by light brown to tan calcareous sandy silt which is sometimes described as “caliche”. The material grades out with finer particles similar to clay; however, accepts water. The first set of Test Pits (Test Pits #1 - #4) were excavated to the north and east of the proposed house location. With the exception of Test Pit #1, all Test Pits had a topsoil horizon extending deeper than 4-feet below native grade. No bedrock or groundwater was encountered. The second set of Test Pits (Test Pits #5 - #7) were excavated to the south of the proposed residence. The materials encountered in Test Pit #6 consisted of dark brown, clay loam to 3-feet, underlain by light brown to tan “caliche” to a maximum depth explored of 7.0-feet. No bedrock or groundwater was encountered. The materials encountered in Test Pit #7 were consistent with those encountered in Test Pit #6. The test pit was explored to a maximum depth of 7.0-feet. No bedrock or groundwater was encountered. A sample was taken from below the dark brown topsoil horizon in Test Pit #6. The sample formed a ball and a ribbon less than 1-inch in length before breaking. Soil structure shape was loose to blocky, structure grade was moderate, consistent was loose to friable, and texture was more smooth than gritty. STA sizing is based on Soil Type 2A to be conservative. A long term acceptance rate (LTAR) of 0.5 gallons per square foot will be used to design the OWTS. Test Pits #1 - #4 excavated to the north of the proposed residence 1 Carla Ostberg holds a Certificate of Attendance and Examination from the CPOW Visual and Tactile Evaluation of Soils Training. Page 3 Test Pit #1 Sieved sample of topsoil sieved sample of ‘caliche’ Page 4 Test Pit #2 had mottling a 7-feet, possible leakage from ditch that was lined 7-8 years ago Topsoil to 6-feet Page 5 Test Pits #5 - #7 excavated to the south of the proposed residence Test pits, looking north Test Pit #4 Page 6 Test Pit #5 Test Pit #6 Page 7 Caliche at 3-feet Page 8 View of Test Pits #5-7 backfill from Test Pit #7 DESIGN SPECIFICATIONS Design Calculations: Average Design Flow = 75 GPD x 2 people/bedroom x 3 Bedrooms = 450 GPD LTAR = 0.6 GPD/SF 450 GPD / 0.5 GPD/SF x 0.8 (pressure dosed trenches) x 0.7 (chambers) = 504 SF The OWTS design is based on 3-bedrooms. An average daily wastewater flow of 450 GPD will be used. For the purposes of this OWTS design, Benchmark Elevation at grade 7423.25’ has been established as 100’ (finished floor). ALL SERVICE septic, LLC 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 97.5’ (7420.75’) Automatic Distributing Valve 102.75’ (7426’) Infiltrative Surface 102.25’ (7425.5’) A new, 4-inch diameter SDR-35 sewer line with a double sweep clean out and minimum 2% grade to the septic tank must be installed. The installation must include a 1500-gallon, two-compartment Valley Precast concrete septic tank with an Orenco® ProPak pumping system and PF3005 pump. The floats must be set to dose approximately 80 gallons each pump cycle, allowing for approximately 40 gallons of drain back into the pump chamber after each pump cycle. Risers must be installed on the septic tank to bring access to grade. Handle extensions on both the effluent filter and float tree must be installed if the riser height exceeds 1-foot. The control panel must be located within line of sight of the septic tank. We recommend Valley Precast out of Buena Vista perform start up on the pumping system. A 1.5-inch diameter Schedule 40 pump line must be installed from the pump to an Orenco® automatic distributing valve (ADV), model 6403. 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. Page 9 Effluent will be pressure dosed through 1.5-inch diameter pipes to three trenches, each with 14 ‘Quick 4’ Infiltrator® chambers, for a total of 42 chambers and 504 square feet of infiltrative area. There must be at least 4-feet of undisturbed soil between each trench, although we recommend at least 6-feet. Effluent will be pressure dosed to 1.5-inch diameter laterals, which must be hung with zip ties from the underside of the chambers. Laterals will have 5/32-inch diameter orifices facing up, with the exception of the first and last holes facing down for drainage. Orenco® Orifice Shields may be placed under each downward- facing orifice. The orifices must be placed 3-feet on center. Each lateral must end in a 90 degree ell facing up with a ball valve for flushing. Valves may be placed in a valve box, accessible from grade, for access. Inspection ports must be placed at the beginning and end of each trench. Ports may be cut to grade and covered with a valve box for access. The component manufacturers are typical of applications used by contractors and engineers in this area. Alternatives may be considered or recommended by contacting our office. 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 ALL SERVICE septic, LLC 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 ALL SERVICE septic, LLC 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. ALL SERVICE septic, LLC 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. 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 irritation 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. Page 10 Geo-fabrics or plastics should not be used over the STA. No heavy equipment, machinery, or materials should be placed on the backfilled STA. 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. Excavation equipment must not drive in excavation of the STA due to the potential to compact soil. Extensions should be placed on all septic tank components to allow access to them from existing grade. Backfill over the STA must be uniform and granular with no material greater than minus 3-inch. LIMITS: The design is based on information submitted. If soil conditions encountered are different from conditions described in report, ALL SERVICE septic, LLC should be notified. All OWTS construction must be according to the county regulations. Requirements not specified in this report must follow applicable county regulations. The contractor should have documented and demonstrated knowledge of the requirements and regulations of the county in which they are working. Licensing of Systems Contractors may be required by county regulation. Please call with questions. Sincerely, ALL SERVICE septic, LLC Reviewed By: Carla Ostberg, MPH, REHS 11/6/19 Pump Selection for a Pressurized System - Single Family Residence Project Griffith Residence 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 1.25 375 40 1.50 6403 30 40 1.50 4.5 0 40 1.50 3 56 40 1.50 5/32 3 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 19 12.9 1 2.0 2.0 2.0 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 1.2 4.1 2.6 0.3 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 39.7 3.2 0.0 5.9 39.7 9.1 gals gals gals gals gals gals Minimum Pump Requirements Design Flow Rate Total Dynamic Head 12.9 17.9 gpm feet 0 5 10 15 20 25 30 35 40 0 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: 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 Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-SF-OS-1 Rev. 1.1, © 09/14 Page 1 of 1 Orifice Shields Technical Data SheetOrenco® General Orenco Orifice Shields snap-fit onto laterals. They may be placed on top of or beneath a lateral, depending on the location of the orifice. Orifice shields are covered by method-of-use patent # 5,360,556. Standard Models OS075, OS100, OS125, OS150, OS200 Product Code Diagram Material of Construction PVC per ASTM D-1784 Physical Specifications Model Shield O.D. Lateral pipe O.D. in. (mm) in. (mm) OS075 3.5 (89) 1.05 (27) OS100 3.5 (89) 1.315 (33) OS125 3.5 (89) 1.66 (42) OS150 4.5 (114) 1.90 (48) OS200 4.5 (114) 2.375 (60) Applications Orenco® Orifice Shields are used in a pressurized distribution system to protect the orifices from backfill debris that might cause orifice blockage. Orifice shield installed on lateral pipe, standard configuration Shield Orifice Cutaway view, standard configuration Shield Orifice Cutaway view, cold weather configuration OS Lateral pipe size, nominal: 075 = 0.75 in. (20 mm) 100 = 1.00 in. (25 mm) 125 = 1.25 in. (32 mm) 150 = 1.50 in. (40 mm) 200 = 2.00 in. (50 mm) Orifice shield NOT TO SCALE05/20/2015EMB1 of 1DFHDrawn by:Scale:Checked by:Sheet:Date:INFILTRATOR WATER TECHNOLOGIES4 Business Park Rd. Old Saybrook, CT 06475(800) 221-4436INFILTRATOR®water technologiesQUICK4 PLUS STANDARD CHAMBERTYPICAL TRENCH DETAILSECTION VIEW(36" WIDE TRENCH)8" INVERT34"6" COVER (min.)12" COVER H-1012"* LENGTH AND NUMBER OF TRENCHES DETERMINED BY DESIGN.34"SPACING PER CODENATIVE BACKFILLTOPSOILINFILTRATOR WATER TECHNOLOGIESQUICK4 PLUS STANDARD CHAMBERTYPICAL TRENCH DETAILSECTION VIEW(NOT TO SCALE)PRESSURE PIPEIF REQ'D, PER DESIGN The Quick4® Plus Standard Chamber The Quick4 Plus Standard Chamber offers maximum strength through its two center structural columns. This chamber can be installed in a 36-inch-wide trench. Like the original line of Quick4 chambers, it offers advanced contouring capability with its Contour Swivel Connection™ which permits turns up to 15-degrees, right or left. It is also available in four-foot lengths to provide optimal installation flexibility. The Quick4 Plus All-in-One 12 Endcap, and the Quick4 Periscope are available with this chamber, providing increased flexibility in system configurations. Maximum Strength APPROVED in _____________________________________________ Quick4 Plus™ Series Quick4 Plus All-in-One 12 Endcap Benefits: • May be used at the end of chamber row for an inlet/outlet or can be installed mid-trench • Mid-trench connection feature allows construction of chamber rows with center feed, as an alternative to inletting at the ends of chamber rows • Center-feed connection allows for easy installation of serial distribution systems • Pipe connection options include sides, ends or top Quick4 Plus All-in-One Periscope Benefits: • Allows for raised invert installations • 180° directional inletting • 12” raised invert is ideal for serial applications Certified by the International Association of Plumbing and Mechanical Officials (IAPMO) Quick4 Plus Standard Chamber Specifications Size 34”W x 53”L x 12”H (864 mm x 1346 mm x 305 mm) Effective Length 48” (1219 mm) Louver Height 8” (203 mm) Storage Capacity 47 gal (178 L) Invert Height 0.6” (15 mm), 5.3” (135 mm), 8.0” (203 mm), 12.7” (323 mm) Quick4 Plus Standard Chamber Benefits: • Two center structural columns offer increased stability and superior strength • Advanced contouring connections • Latching mechanism allows for quick installation • Four-foot chamber lengths are easy to handle and install • Supports wheel loads of 16,000 lbs/axle with 12” of cover Contact Infiltrator Water Technologies’ Technical Services Department for assistance at 1-800-221-4436 4 Business Park Road P.O. Box 768 Old Saybrook, CT 06475 860-577-7000 • Fax 860-577-7001 1-800-221-4436 www.infiltratorwater.com U.S. Patents: 4,759,661; 5,017,041; 5,156,488; 5,336,017; 5,401,116; 5,401,459; 5,511,903; 5,716,163; 5,588,778; 5,839,844 Canadian Patents: 1,329,959; 2,004,564 Other patents pending. Infiltrator, Equalizer, Quick4, and SideWinder are registered trademarks of Infiltrator Water Technologies. Infiltrator is a registered trademark in France. Infiltrator Water Technologies is a registered trademark in Mexico. Contour, MicroLeaching, PolyTuff, ChamberSpacer, MultiPort, PosiLock, QuickCut, QuickPlay, SnapLock and StraightLock are trademarks of Infiltrator Water Technologies. PolyLok is a trademark of PolyLok, Inc. TUF-TITE is a registered trademark of TUF-TITE, INC. Ultra-Rib is a trademark of IPEX Inc. © 2013 Infiltrator Water Technologies, LLC. All rights reserved. Printed in U.S.A.PLUS05 0713 Quick4 Plus™ Series INFILTRATOR WATER TECHNOLOGIES STANDARD LIMITED WARRANTY (a) The structural integrity of each chamber, endcap and other accessory manufactured by Infiltrator (“Units”), when installed and operated in a leachfield of an onsite septic system in accordance with Infiltrator’s instructions, is warranted to the original purchaser (“Holder”) against defective materials and workmanship for one year from the date that the septic permit is issued for the septic system containing the Units; provided, however, that if a septic permit is not required by applicable law, the warranty period will begin upon the date that installation of the septic system commences. To exercise its warranty rights, Holder must notify Infiltrator in writing at its Corporate Headquarters in Old Saybrook, Connecticut within fifteen (15) days of the alleged defect. Infiltrator will supply replacement Units for Units determined by Infiltrator to be covered by this Limited Warranty. Infiltrator’s liability specifically excludes the cost of removal and/or installation of the Units. (b) THE LIMITED WARRANTY AND REMEDIES IN SUBPARAGRAPH (a) ARE EXCLUSIVE. THERE ARE NO OTHER WARRANTIES WITH RESPECT TO THE UNITS, INCLUDING NO IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE (c) This Limited Warranty shall be void if any part of the chamber system is manufactured by anyone other than Infiltrator. The Limited Warranty does not extend to incidental, consequential, special or indirect damages. Infiltrator shall not be liable for penalties or liquidated damages, including loss of production and profits, labor and materials, overhead costs, or other losses or expenses incurred by the Holder or any third party. Specifically excluded from Limited Warranty coverage are damage to the Units due to ordinary wear and tear, alteration, accident, misuse, abuse or neglect of the Units; the Units being subjected to vehicle traffic or other conditions which are not permitted by the installation instructions; failure to maintain the minimum ground covers set forth in the installation instructions; the placement of improper materials into the system containing the Units; failure of the Units or the septic system due to improper siting or improper sizing, excessive water usage, improper grease disposal, or improper operation; or any other event not caused by Infiltrator. This Limited Warranty shall be void if the Holder fails to comply with all of the terms set forth in this Limited Warranty. Further, in no event shall Infiltrator be responsible for any loss or damage to the Holder, the Units, or any third party resulting from installation or shipment, or from any product liability claims of Holder or any third party. For this Limited Warranty to apply, the Units must be installed in accordance with all site conditions required by state and local codes; all other applicable laws; and Infiltrator’s installation instructions. (d) No representative of Infiltrator has the authority to change or extend this Limited Warranty. No warranty applies to any party other than the original Holder. The above represents the Standard Limited Warranty offered by Infiltrator. A limited number of states and counties have different warranty requirements. Any purchaser of Units should contact Infiltrator’s Corporate Headquarters in Old Saybrook, Connecticut, prior to such purchase, to obtain a copy of the applicable warranty, and should carefully read that warranty prior to the purchase of Units. Quick4 Plus Standard Chamber ___________________________________________________________________________________ Quick4 Plus All-in-One 12 Endcap ________________________________________________________________________________ Quick4 Plus All-in-One Periscope ________________________ EFFECTIVE LENGTH48" 12" 34" QUICK4 PLUS ALL-IN-ONE PERISCOPE (360° SWIVEL) 12.7" INVERT PRESSURIZED PIPE DRILL POINTS LOCATIONS (2 PLACES) 33" 18" 8" INVERT 13" EFFECTIVE LENGTH48" 12" 34" QUICK4 PLUS ALL-IN-ONE PERISCOPE (360° SWIVEL) 12.7" INVERT PRESSURIZED PIPE DRILL POINTS LOCATIONS (2 PLACES) 33" 18" 8" INVERT 13" FRONT VIEW SIDE VIEW EFFECTIVE LENGTH48" 12" 34" QUICK4 PLUS ALL-IN-ONE PERISCOPE (360° SWIVEL) 12.7" INVERT PRESSURIZED PIPE DRILL POINTS LOCATIONS (2 PLACES) 33" 18" 8" INVERT 13" 6" 5"9" 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 GRIFFITH, JAMES W.. JR & MARY FARVER 3148 UPPER CATTLE CREEK RD CARBONDALE, CO 81623-9748 Account: R029225 Tax Area: 178 - CROWN MTN EXCLUDED BASALT AREA - 178 Acres: 597.123 Parcel: 2391-232-00-001 Situs Address: EL JEBEL AREA, 0 Value Summary Value By:Market Override Land (1)$67,270 N/A Land (2)$12,360 N/A Land (3)$18,930 N/A Mobile (1)$38,480 N/A Single Family Residence (1) $829,060 N/A Single Family Residence (2) $241,000 N/A Extra Feature (1)$3,310 N/A Extra Feature (2)$13,250 N/A Extra Feature (3)$300,990 N/A Extra Feature (4)$1,190 N/A Extra Feature (5)$165,830 N/A Extra Feature (6)$2,820 N/A Extra Feature (7)$4,130 N/A Extra Feature (8)$3,600 N/A Extra Feature (9)$4,920 N/A Total $1,707,140 $1,707,140 Legal Description MBL HOME TITLE: TITLE UNK SERIAL: 229179T9489A&B YEAR: 1989 MAKE: TIT Section: 14 Township: 7 Range: 87 S1/2SW1/4- NE1/4SW1/4-PCLIN SE1/4NW1/4 Section: 15 Township: 7 Range: 87 PCLIN SE1/4SE1/4 Section: 22 Township: 7 Range: 87 S1/2NE1/4- PCLIN E1/2SE1/4 Section: 23 Township: 7 Range: 87 W1/2SW1/4- S1/2NW1/4-NE1/4NW1/4-SW1/4NE1/4-NE1/4SW1 /4-PCLIN NW1/4NW1/4 Section: 26 Township: 7 Range: 87 NW1/4NW1/4 BK-0211 PG-0764 SWD 11-27-67 BK-0223 PG-0197 WD 01-03-72 BK-0241 PG-0548 QCD 08-25-75 BK-0292 PG-0689 QCD 10-12-79 BK-0292 PG-0691 QCD 10-12-79 BK-0477 PG-0333 R884305 EAS 07-16-04 Sale Data Doc. #Sale Date Deed Type Validity Verified Sale Price Ratio Adj. Price Ratio Time Adj. Price Ratio Property Record Card Eagle County A#: R029225 P#: 239123200001 As of: 08/28/2019 Page 1 of 11 Claire Lewandowski <claire.lewandowski@eaglecounty.us> 3148 Upper Cattle Creek Rd- Concern with proposed tank size 1 message Claire Lewandowski <claire.lewandowski@eaglecounty.us>Fri, Nov 1, 2019 at 8:45 AM To: Carla Ostberg <carla.ostberg@gmail.com> Cc: environment@eaglecounty.us, mimdork@aol.com, Matthew Smith <matthew@thunderbowlarchitects.com> Hi Carla, I finished the review of the design submitted for the proposed OWTS at 3148 Upper Cattle Creek Rd. The question I have is about the tank size and the 48 hour retention time with a two-compartment tank. Regulation 43.0 b. states"The second compartment of a two-compartment septic tank may only be used as the pump tank when the tank is specifically designed for this purpose and it can be demonstrated to the satisfaction of the ECPHA that the minimum 48-hour detention time will not be decreased.-- " As I see this a 3 bedroom home has a max daily flow rate of 450 gpd, so 900 gallons must be retained for 48 hours. With the pump in the second compartment, on a maximum use day would pump up to 450 gallons of effluent, so in a 1,250 gallon tank would only retain 800 gallons for 48 hours, 100 gallons less than required. I hope that makes sense. According to this reasoning the tank needs to be larger, either way you must demonstrate that the 48 minimum retention time will not be decrease. Please let me know if you have questions or concerns. Best Regards, Claire Please note that beginning July 15 the Community Development Department will have new walk-in hours. The office welcomes walk-in customers between 8 a.m. and 4 p.m. Monday through Friday, except holidays. Claire Lewandowski, REHS Environmental Health Specialist III 970-328-8755 (office) 970-328-8747 (direct) environment@eaglecounty.us www.eaglecounty.us INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION Telephone: (970) 328-8755 P.O. Box 179 - 500 Broadway, Eagle, CO 81631 COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT# 2353-04 BP# 15795 OWNER: JAMES W. GRIFFITH PHONE: 970-963-2943 MAILING ADDRESS: 3148 UPPER CATTLE CREEK RD., CARBONDALE, CO 81623 APPLICANT: JIM MacDONALD PHONE: 970-963-3540 SYSTEM LOCATION: 3148 UPPER CATTLE CREEK RD., CARBONDALE, CO TAX PARCEL NO. 2391-232-00-001 LICENSED INSTALLER: JAMES W. GRIFFITH LICENSE NO. 19-04 PHONE: 970-963-2943 DESIGN ENGINEER: SOPRIS ENGINEERING, PAUL RUTLEDGE PHONE: 970-704-0311 INSTALLATION GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A 3 BEDROOM RESIDENCE 1250 GALLON SEPTIC TANK 1860 SQUARE FEET OF ABSORPTION AREA CREDIT VIA 60 CHAMBERED UNITS, AS PER ENGINEER'S DESIGN DATED 6/8/04. SPECIAL INSTRUCTIONS: INSTALL AS PER ENGINEER'S DESIGN WITH A CLEANOUT BETWEEN THE TANK AND THE HOUSE AND INSPECTION PORTALS IN EACH TRENCH. IF SOME AREAS IN THE PROPOSED TRENCHES NEED SOIL REPLACEMENT FOR ADDED TREATMENT EFFICIENCY AND TO MITIGATE THE PRESENCE OF SCATTERED COBBLES AND OR BOULDERS, THE ENGINEER RECOMMENDS THE PLACEMENT OF SUITABLE SOIL UNDERLYING A MINIMUM OF 6 INCHES OF FILTER SAND MATERIAL PLACED TO A LEVEL GRADE WITH THE REST OF THE TRENCH. RAKE ALL TRENCH SURFACES TO PREVENT THE SMEARING OF SOILS AND DO NOT INSTALL IN WET WEATHER. BE SURE TO MAINTAIN ALL APPLICABLE SET BACK REQUIREMENTS. CALL EAGLE COUNTY ENVIRONMENTAL HEALTH AND THE DESIGN ENGINEER FOR THE FINAL INSPECTION PRIOR TO BACK FILLING ANY PART OF THE INSTALLATION, OR WITH ANY QUESTIONS REGARDING THE INSTALLATION. THE BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC SYSTEM HAS BEEN INSPECTED AND APPROVED. ENVIRONMENTAL HEALTH APPROVAL: VICTOR CROCCO DATE: JULY 8, 2004 CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10-104, 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO 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. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. FINAL APPROVAL OF SYSTEM (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED 1250 GALLON CONCRETE SEPTIC TANK LOCATED 260 DEGREES AND 55 FEET FROM THE FIRST CLEANOUT ON THE WEST SIDE OF THE HOUSE. COMMENTS: THE ENGINEER'S FINAL CERTIFICATION AND AS -BUILT DRAWING WERE RECEIVED ON SEPTEMBER 23, 2004. THIS SYSTEM IS DESIGNED TO ACCOMMODATE A THREE BEDROOM RESIDENCE. ANY ITEM NOT MEETING REQUIREMENTS WILL=TED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE INSPECTION WHEN WORK IS COMPLETED. ENVIRONMENTAL HEALTH APPROVAL �z e� c� DATE: SEPTEMBER 24, 2004 DEPARTMENT OF ENVIRONMENTAL HEALTH (970)328-8755 FAX: (970) 328-8788 TOLL FREE:800-225-6136 www.eaglecounty.us September 24, 2004 James W. Griffith 3148 Upper Cattle Creek Rd. Carbondale, CO 81623 EAGLE COUNTY RAYMOND P. MERRY, REHS Director RE: Final of ISDS Permit #2353-04, Tax Parcel #2391-232-00-001. Property location: 3148 Upper Cattle Creek Rd., Carbondale, CO. Dear Mr. Griffith: This letter is to inform you that the above referenced ISDS Permit has been inspected and finalized. Enclosed is a copy to retain for your records. This permit does not indicate compliance with any other Eagle County requirements. Also enclosed is a brochure regarding the care of your septic system. Be aware that later changes to your building may require appropriate alterations of your septic system. If you have any questions regarding this permit, please contact the Eagle County Environmental Health Division at (970) 328-8755. Sin erely, Janet Kohl Eagle County Environmental Health Department ENCL: Educational Brochure Final ISDS Permit cc: files, September 2004 Chrono file 500 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179 September 21, 2004 y James Griffith Griffith Ranch 3148 Upper Cattle Creek Road Carbondale, CO 81623 RE: AS -BUILT On -site Wastewater System, Caretaker Residence, 3148 Upper Cattle Creek Road Griffith Ranch, Eagle County Colorado SE Job No. 24091.01 Eagle County Permit No. 2353-04 Dear Mr. Griffith: Pursuant to Eagle County regulations, this letter and attached drawing provides documentation that the new OWS system recently installed is in general compliance with the permitted design. Sopris Engineering has performed site visits to inspect, measure and document the as built conditions of the constructed OWS system. The as -built size and relative location of the new OWS system components is delineated on the attached drawing. Also attached is the completed Eagle County document "ISDS Final Inspection Completeness Form". The OWS components have been installed in accordance with Eagle County Regulations, the design presented in the Sopris Engineering Report and the design drawing, dated June 8, 2004. A double compartment, 1250-gallon concrete septic tank system has been installed with an effluent filter in the outlet sanitary tee. Effluent discharges to a new 930 square foot soil absorption trench system configured for serial distribution. Each trench was installed level and has an inspection port on the serial end of each trench and each corner of the field. Adjacent trenches have a horizontal separation of 10-14 feet. The total as -built trench absorption area is 930 SF, utilizing 60 standard leaching chambers installed in 4 serial trenches 94' long. OWS Operation and Maintenance The re establishment of vegetative cover over the field and responsibility for inspection and maintenance of the system will remain with the Lot Owner or the owners representative. All components of the engineered OWS shall be inspected on a regular basis and be properly maintained. The system and responsibility for repair and maintenance of the system will remain with the Owner. The OWS should require minimal maintenance. Several factors influencing the need for maintenance include: actual wastewater flows versus design flows, the volume of kitchen/domestic waste (excluding human waste and toilet paper), excessive household chemicals and other toxic liquids. The tank, absorption field and other system components should be visually inspected bi-annually for debris, damage, leaks, or other potential problems. In general, for a properly utilized system, septic tanks should be pumped and inspected every 2 - 4 years. The effluent filters should be cleaned every six months and at the time of pumping. Absorption fields should be maintained with suitable cover and kept free of root invasive plants. Positive surface drainage away from the absorption field should be maintained. We have forwarded a copy of this letter with attachments to Eagle County Environmental Health Division. Please retain this copy for your records and As -built documentation use. If you have any questions or need any additional informatiaaa-Dlease call. LLC 507/WRi 6t • Suite A3 • Carbondale, CO 81623 • (970) 704-0311 • Fax (970) 704-0313 1 SopRis ENGINEERING • LLC civil consultants ISDS Permit # Z 5^5� O¢- Installer Date: ISDS FINAL INSPECTION COMPLETENESS FORM Tank is /ZS^U Gallons, Tank Material Tank is located feet and_5 ¢716 degrees from S• Gv c ter"' `�` �'' "`' se ❑ (Permanent landmark) Tank is located feet ands�ZWegrees from S/�'<o�rx,•�d ❑ (Permanent landmark) Tank is set level, ­�Tfank lids within 8" of finished grade % sou �a Size of field�oSquare feet, �Units,.37�Lineal feet, Technology S�.va� �u��,sv�-c�aw Css( lean -out is installed in between tank and house (+1/100 feet) c—"T" that goes down 14 inches in the inlet and outlet of the tank. Effluent filter on outle Yes r No Inlet and outlet is sealed with tar tape, rubber gasket etcy� Tank has two compartments with the larger compartment closest to the house '' Measure distance and relative direction to field Depth of fieleet 7 -- Z . S interface raked Inspection portals at the end of each trench oper distance to set -backs SC �S �&itJ '---C--hambers properly installed as per manufacturers specifications. (Chambers latched, end plates properly installed, rocks removed from trenches, etc.) Splash plate(s) installed at least in first trench inlet 1-✓1— -emu-_`014 Type of pipe used for building sewer line-, l -,?-S' , leach field Other Inspection meets requirements Copy form to installer's file if recommendations for improvement were suggested ACTIONS TAKEN: i01 10: E3R FRUM: ERULE CUUN I Y ENV HEH 3 (06ew (HU I U: y'ly (W'Jb.3ff.57b I'ncoiiLplete Applications Will NOT Be Accepted (Site Plan MUST be attached) ISDS Permit # o Building Permit # / _ APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. O. BOX 179 EAGLE, CO 81631 Eagle (970)328-8755, Fax (970)328-0349, El Jebel (970)927-3823 FEE SCHEDULE * APPLICATION FEE $350.00 * THIS FEE INCLUDES THE ISDS PERMIT, SITE EVALUATION (PERCOLATION TEST, * SOIL PROFILE OBSERVATION) AND FINAL INSPECTION * ADDITIONAL FEES MAY BE CHARGED IF A REINSPECTION IS NECESSARY, OR A * PRE -CONSTRUCTION SITE VISIT OR CONSULTATION IS NEEDED * REINSPECTION FEE $47.00, PRE -CONSTRUCTION SITE VISIT FEE $86.00 * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" PROPERTY OWNER: � VS f %+�- tM4 J MAILING ADDRESS: l y U�Lffff ONE APPLICANT/CONTACT PERSON: ��►off-�P� (} Ee � PHONE: I -3JW LICENSED SYSTEMS CONTRACTOR: PHONE: �9b3 Z4y-3 COMPANY/DBA: Co T• �iSc, r (GsQ PERMIT APPLICATION IS FOR: O( NEW TY"7. ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVID22UAL SEWAGE QSAL SYSTEM: �J Legal Description: q 12 _ Tax Parcel Number: Physical Address: -— Lot Size: BUILDING TYPE: (Check applicable category) ()0 Residential/Single Family ( ) Residential/Multi-Family* ( ) Commercial/Industrial* G� 9'16 z3 Number of Bedrooms 3 Number of Bedrooms Type *These systems require design by a Registered Professional Engineer TYPE OF WATER SUPPLY- (Check applicable category) ( ) Well (r Spring ( ) Surface ( ) Public Name of Supplier - APPLICANT SIGNATURE: Date: /7 AMOUNT PAID: 0 Of RECEIPT #: ��� DATE: �0 CHECK #: Pi.`) / CASHIER: CD DEPARTMENT OF ENVIRONMENTAL HEALTH (970) 328-8755 FAX: (970) 328=8788 TOLL FREE:800-225-6136 www.eaglecounty.us DATE: TO: FROM: EAGLE COUNTY July 8, 2004 James W. Griffith Eagle County Department of Environmental Health RAYMOND P. MERRY, REHS Director RE: Individual Sewage Disposal System Permit #2353-04, Tax Parcel #2391-232-00-001. Property Location: 3148 Upper Cattle Creek Rd., Carbondale, CO., Griffith caretaker unit. Enclosed is your ISDS Permit #2353-04 and a copy of the engineer, s design for this system. The permit is valid for 120 days or for the duration of your current building permit for this property. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications invalidate the permit unless otherwise approved. Please note any special requirements that may have been added to the design by this Department. Systems that are designed by a Registered Professional Engineer must be certified by the engineer indicating that the system was installed as specified. Eagle County Environmental Health must also view the installation prior to back filling. Please call well in advance for your final inspection. Your TCO will not be issued until our office receives this certification from the engineer and views the installation. Please note that our ISDS Permit specifications are typically minimum requirements only and should be brought to the property owner's attention in case they may wish to install a system capable of handling larger wastewater,flows. This permit does not indicate conformance with any other Eagle County requirements. Please notify this office if you have not been contracted to perform this installation. If you have any questions, please feel free to contact us at (970) 328-8755. cc: ISDS file # 2353-04 Sopris Engineering, Paul Rutledge July 2004 Chrono file Encl: ISDS Permit #2353-04 500 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179 June 8, 2004 James Griffith Griffith Ranch 3148 Upper Cattle Creek Road Carbondale, CO 81623 RE: Caretaker Residence, Proposed On -site Wastewater System, 3148 Upper Cattle Creek Road Griffith Ranch, Eagle County Colorado SE Job No. 24091.01 Dear Mr. Griffith: Pursuant to your request, this letter/report presents our findings in regard to the feasibility and design for an engineered Onsite Wastewater System (OWS) at the above referenced Site. This design is based on our evaluation of the site conditions with information provided by both of you for use in supporting your application to Eagle County. Our recommendations are in accordance with Eagle County and the State of Colorado ISDS Regulations. Eagle County must permit any proposed improvement to the site. We have reviewed the information forwarded to us, formulated an OWS design and created a site plan with construction details as part of our scope of work. Conclusions Based on our findings we believe that the design and installation of an approved OWS is feasible in accordance with the Regulations of Eagle County and the State of Colorado. We recommend that a new 1250 gallon septic tank be installed that will discharge effluent to a 930 square foot soil absorption trench system. The soil absorption system can be installed in natural soils and will be located within the general area down gradient of the proposed house, as delineated on the attached plan. The system will meet all required setbacks and be installed within the general boundaries indicated on the plan. Our design is outlined below and delineated on the attached site plan. Site Location The subject site is located approximately 3 miles north of El Jebel at 3148 Upper Cattle Creek Road, on the Griffith Ranch, Eagle County Colorado in Eagle County, Colorado. The site is situated in Section23, T 7 S, R 87 W of the 6tn P.M. The Site is part of a large ranch. Existing Site Conditions The site is located on irrigated agricultural lands. The site has a moderate slope (10-15%) toward the west. The existing ground surface in the proposed absorption field area has an approximate slope of 10%. The site is covered with pasture grass and weeds. Domestic water is supplied by a well. There are no wells within 100 feet of the general vicinity of the proposed absorption field. An existing ranch manager's house is located across the road from the proposed house and is going to be removed. 502 Main Street • Suite A3 • Carbondale, CO 81623 • (970) 704-031 1 • Fax (970) 704-0313 SOPRIS ENGINEERING e LLC civil consultants James Griffith SE Job No. 24091.01 June 8, 2004 Page 2 Proposed Site Conditions It is our understanding that you intend to construct a 3-bedroom home with a detached garage. The maximum number of rooms to be utilized as bedrooms in the future is 3. Therefore the system is designed to handle the flow from a 3-bedroom house. The proposed improvements will include a new ISDS system with appropriate site grading. The new structure is to be generally located as shown on the scanned site plan provided by the owner. Subsurface Conditions A subsurface investigation and percolation test was conducted on April 30, 2003 by CTL/Thompson, Inc. (CTL). The results are attached in the CTL report dated June 16, 2003, Job Number GS-3899.The subsoil encountered at the site consists of 1/2 to 1 feet of topsoil overlying stiff silty to sandy clay with gravels to a depth of 10 feet. Groundwater was not encountered in the test profile boring. Percolation testing utilized three test borings, which yielded similar absorption rates. The fastest measured rate was 120 minutes per inch and the slowest measured rate was 60 minutes per inch. The average percolation rate is 80 minutes per inch and should be suitable for a conventional absorption system. Additional geotechnical evaluations and inspections by the engineer and Eagle County should be performed during initial stages of construction to verify assumptions made for the OWS design. An additional profile hole needs to be excavated for visual inspection by the Eagle County Environmental Health Specialist and the Engineer prior to excavation of the absorption field and prior to issuing the final permit. The evaluations and inspections may result in modifications to the design that may include field size revisions and possible soil replacement in select areas if needed. Sufficient notice to Eagle County and the Engineer by the owner/contractor needs to be made in order to schedule the site visit. Design Criteria The absorption field is designed based on utilizing the suitable native soil for treatment in trenches. Additional percolation test may be desirable to confirm the soil's acceptance rate. Based on the reported percolation rate and observations of the percolation holes and test pit we have designed a system that will treat the calculated quantity of effluent with native soils utilizing the Long Term Acceptance Rate (LTAR) for the native soils per Eagle County requirements. Based on the reported percolation rate and observations of the percolation borings and test pit we have designed a system that will treat the calculated quantity of effluent with native soils utilizing the Long Term Acceptance Rate (LTAR) for the native soils. The LTAR is based on the interpolation of absorption rates corresponding to the average percolation rate. The wastewater application rates are from Table 7-2, EPA Design Manual, Onsite Wastewater Treatment and Disposal Systems. The loading rate based on the assumed percolation rate is approximately 0.37 gallons per day per square foot of soil absorption area. The treated effluent will then be absorbed into the natural soils across the bottom area and a portion of the sidewall areas of the trench excavations. James Griffith SE Job No. 24091.01 June 8, 2004 Page 3 The absorption field is designed based on utilizing the suitable native soil for treatment in trenches. However if some areas in the proposed trenches need soil replacement for added treatment efficiency and to mitigate the presence of scattered cobbles and or boulders, we recommend the placement of suitable soil underlying a minimum of 1/2 foot of filter sand material placed to a level grade with the rest of the trench. Proposed residence is a 3-bedroom house. The design flow is calculated as follows: Residence unit - 3 bedrooms @ 2 person /bedroom = 6 person From the Eagle County I. S. D. S. Regulation; Max. Design flow (Qd) = # of people x 1.5(avg. flow) gal/person/day. Gallons per day for the subject house 75 gal/person/day Qd = 6*75*1.5 =675 Qa� 1/day Septic Tank Design Residence Q = 6*75*1.5 =675 Volume (V) of tank = Design Flow * 1.25 (30 hour retention time) V = 675 gal/day * 1.25 = 844 Use one 1250-gallon septic tank to provide additional primary treatment and extend periodic pumping schedules. Soil Absorption System Design The percolation test indicated percolation rate between 60 and 120 minutes per inch with an average rate of 80 minutes per inch. Therefore this range is used to estimate a loading rate for the soil and size the absorption area required for treatment utilizing' native soils. A = Absorption Area Long Term Acceptance Rate method (LTAR): LTAR loading rate for soil with perc rate between 60 and 120 min/inch = 0.37 gal/S.F./day A=Q/LTAR = 675/0.37 1824 sq. ft. We recommend using a gravelless leaching chamber absorption trench system. The county allows up to a 50% adjustment in absorption area if gravelless leaching chambers are used in suitable soils. The equivalent Absorption area per chamber unit is 15.5 S.F. Apply a 50% reduction for utilizing gravelless infiltration chambers in a trench configuration. A = 1824 sq. ft. x 0.50 = 912 sq. ft. (Apply a 50% reduction) Assume 15.5 square feet per chamber: 912 sq.ft. = 58.8 chambers Use 60 chambers 15.5 sq.ft/chamber James Griffith SE Job No. 24091.01 June 8, 2004 Page 4. We recommend using a trench system composed of 4 trenches 94 feet long and 3 foot wide, containing 15 standard leaching chamber units in each trench connected for serial distribution. Excavate absorption trenches to accommodate a minimum 1131 sf of interior surface area. Pursuant to previous discussions with Eagle County Environmental Health, serial distribution is recommended. Distribution An effluent filter shall be installed on the outlet of the secondary chamber in the septic tank. The filter should be inspected every six months. Maintenance shall include cleaning the filter as needed and after periodic pumping of the tank. We recommend that the trenches be connected with the inlet pipe coming into the inlet port of the first serial trench chamber. The effluent flow will run the length of the first trench discharge through the outlet pipe connected to the end chamber. The outlet pipe will run across the minimum 6' separation distance to the second serial trench and connect to the inlet port of the first chamber. The flow will run the length of the second trench and connect the same way to the first chamber in the succeeding trenches. Each trench will be constructed level with successive trenches installed at a lower elevation than the preceding trench to accommodate drainage in the distribution pipes and surface grades. Each trench shall be constructed not to exceed a maximum depth of 4 feet. The method allows for the sloped terrain, provides increased longevity of the system and allows for maintenance and/or partial reconstruction if needed. An inspection port should be installed on the top mid -point cut out at the serial end chamber in each trench. This will allow for checking the performance of the system over time. ISDS Operation and Maintenance The system shall be inspected on a regular basis and be properly maintained. The system and responsibility for repair and maintenance of the system will remain with the Lot Owner. The onsite system should require minimal maintenance. Several factors influencing the need for maintenance include: actual wastewater flows versus design flows, the volume of kitchen/domestic waste (excluding human waste and toilet paper), excessive household chemicals and other toxic liquids. The tank, absorption field and effluent filter should be visually inspected bi-annually for debris, wear, damage, leaks, or other potential problems. In general, for a properly utilized system, septic tanks should be pumped and inspected every 2 - 4 years. The effluent filters should be cleaned every six months and at the time of pumping. Absorption fields should be maintained with suitable cover and kept free of root invasive plants. Positive surface drainage away from the absorption field should be maintained. Construction and Inspections Prior to construction of the permitted system the engineer should be contacted by the contractor and owner well in advance to provide adequate time to discuss the system components with the contractor, answer questions, resolve any conflict issues and schedule inspection site visits based on construction progress.' County Regulations require that the Design Engineers of record perform site inspections of the permitted system during construction and provide "As -Built" documentation of the installed. system to the County after construction is complete. The Regulations further require site inspections and approval by the County Environmental Health Department of the exposed components of the system prior to backfilling. James Griffith SE Job No. 24091.01 June 8, 2004 Page 5 Therefore the County Environmental Health Department should also be contacted and notified of the construction schedule. General Notes 1) All materials and installation practices shall conform to the Eagle County Individual Sewage Disposal Regulation. 2) All sewer lines and distribution lines in the system shall be 4" Schedule 40 or SDR-35 PVC unless specified otherwise on the plans. 3) Add a two-way clean out on the service line from the proposed house. 4) The system shall be plumbed to distribution effluent into the trenches with serial distribution. 5) The contractor shall ensure that the concrete septic tank and sewer lines are watertight. 6) The trench area must be protected to prevent damage from vehicular or livestock traffic and must be crowned to divert drainage runoff away from the trenches to minimize surface infiltration. 7) The infiltration chambers shall be installed level in each trench. A splash plate shall be installed on the trench bottom surface below the inlet in each serial trench to prevent scouring from the effluent or an appropriate chamber end plate may be used to prevent scouring from the effluent. The top of the backfill over the chambers shall be covered with filter fabric or other suitable pervious material to prevent the migration of fines from the overlying topsoil layer. 8) The trenches must have a minimum cover of 12 inches. A final cover of topsoil suitable for vegetation, a minimum 4" deep, shall be placed from the top of the pervious cover layer to the finished surface grade. 9) The absorption trenches must be sodded or covered with vegetative ground cover. Our design and recommendations are based upon data supplied to us by others. If subsurface or site conditions are found to be different from those presented in this report, we should be notified to evaluate the effect it may have on the proposed ISDS. If the County Environmental Health Department requests changes or modifications to this design, we should be contacted to evaluate the effect on the ISDS. If you have any question or need any additional information, please call. Sincerely, SOPRIS ENGINEERING; LLC Paul} die ISDS Permit # 3 5 3 v ti Inspector Date ISDS Final Insuection Completeness Form Tank is r gal. Tank Material �• �I' ° c �' M �- c r -� 1 �� �a e c o s �, a c a Tank is located S 5 ft. and 1&-0 degrees from Tank is located ft. and degrees from -f— Tank set level. Tank lids within 8" of finished grade. Size of field ft2 /o d units ;lineal ft. Technology e 5 Cleanout is installed in between tank and house(+ 1/100ft). "T" that goes down 14 inches in the inlet and outlet of the tank. Effluent filter on outlet -for No e"S Inlet and outlet is sealed with tar tape, rubber gasket etc. Tank has two compartments with the larger compartment closest to the house. d , Measure distance and relative direction to field. 1 3 15 b 0 �'' Depth of field 3 Soil interface raked. 4-2 5_ Inspection portals at the end of each trench. Proper distance to setbacks. Chambers properly installed as per manufacturers specifications. (Chambers latched, end plates prop installed, rocks removed from trenches, etc.) Splash plate(s) installed at least in first trench inlet. 3 Type of pipe used for building sewer line J 9 , leach field Other . Inspection meets requirements. Copy form to installer's file if recommendations for improvement were suggested. ACTION TAKEN: Setbacks Well Potable House Property Lake Dry Tank Drain Field Water Lines line Stream Gulch Field 100 25 20 10 50 25 10 Tank 50 10 5 10 50 10 * 10 1 1 ■■■■■■■■■■■■■!E■■■■■■■■■■■■■■ ■■■■■■■■■■■■■o■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■o■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■•■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■®■■m■■■■ ■■■■■■■■■■■■■■■■■■■■■ ■■■EMMIN ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■m■■■ ■■■■ ■■■■■■■■■■■■■■■■■■■■■■■mmm■■■■ ■■■■■■■■■■■■■■■■■■■■mmmm■■I■■■■ ■■■■■■■■■■■■■■■■, 'MMO I■■■■I■■■■ ■■■■■■■■■■■■■■■►% oommum■■ IN ■■■■■■■■■■■■■m%m■m■■■m■m■m■■■■ ■■■■■■■■■■■■mmmm/m■■■■■11■■■■■■ ■■■■■■■■■■■mmmm■■m,■■■■LI®■'■■■ ■■■■■■■■■■C■■�'mmmmm■■■■■��■i�■■■■ ■■■■■■■■■■■mmmmm/�.■o■■®■■■■■■■ ■■■■■■■■■■■EmMmm■M%■■■■■■■■■■■ ■■■■■■■■■■■■■mmmmmm■■■■■■■■■■ ■■■■■■■■■■■■■mmmm■■■■■■■■■■■■■ ■■■■■■■■■■■■■■►©iTii■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■a ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■e■e■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■a■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ ■■■■■■■■■■■■■■■■■■■■■■■■■■■■■■ GEOTECHNICAL INVESTIGATION PROPOSED CARETAKERS RESIDENCE 3148 UPPER CATTLE CREEK ROAD EAGLE COUNTY, COLORADO Prepared For: MR. JAMES GRIfFITH 3148 Upper Cattle Gr4b'',Road Carbondale;;; , 91623 4� Job No. GS-3899 June 16, 2003 CTL/THOMPSONg INC. CONSULTING ENGINEERS 234 CENTER DRIVE 0 GLENWOOD SPRINGS, COLORADO 81601 ® (970) 945-2809 TABLE OF CONTENTS SCOPE 1 SUMMARY OF CONCLUSIONS 1 SITE CONDITIONS 2 PROPOSED CONSTRUCTION 2 SUBSURFACE CONDITIONS 3 SITE EARTHWORK 3 FOUNDATION 4 FLOOR SYSTEM AND GARAGE FLOOR SLAB 5 FOUNDATION WALLS 6 PERCOLATION TESTING 7 SURFACE DRAINAGE 8 LIMITATIONS g FIGURE 1 - APPROXIMATE LOCATIONS OF EXPLORATORY BORINGS FIGURE 2 - SUMMARY LOGS OF EXPLORATORY BORINGS FIGURES 3 AND 4 - SWELL/CONSOLIDATION TEST RESULTS FIGURES 5 THROUGH 7 - PERCOLATION TEST RESULTS FIGURE 8 - EXTERIOR FOUNDATION WA.L*. RAIN f. TABLE 1 - SUMMARY OF LABORATOR!,:V S ING MR. JAMES GRIFFITH CARETAKERS RESIDENCE CTUT JOB NO. GS-3899 SCOPE 0 This report presents the results of our geotechnical investigation for the proposed caretakers residence to be built at 3148 Upper Cattle Creek Road in Eagle County, Colorado. We conducted this investigation to evaluate subsurface conditions at the site and provide foundation recommendations for the caretakers residence. Our report was prepared from data developed during drilling of exploratory borings atthe site, results of laboratory testing, engineering analysis and our experience with similar conditions. This report includes a description of the subsurface conditions observed in our exploratory borings, and presents recommendations for design criteria for the recommended foundation and floor systems, and geotechnical and construction criteria for details influenced by the subsoils. Recommendations contained in this report were developed based on our understanding of the planned construction. If plans differ significantly from the descriptions contained in this report, we should be informed so that we can check that our recommendations and design criteria are appropriate. A summary of our conclusions is presented below. SUMMARY OF CONCL 1. S u ace conditions encountered in our exploratory borings co ed of a surficial layer of organic sandy clay "topsoil" above sandy clays with scattered gravels to the maximum explored depth of 20 feet below the existing ground surface. In our TH-2 the clays were underlain by silty to clean sands at 10 feet below the existing ground surface. Free ground water was not observed in our exploratory borings at the time of drilling. 2. We recommend constructing the residence on footing foundations supported entirely by the undisturbed, native clay soils. Design and construction criteria for footings are presented in the report. 3. We judge potential differential movement will be low for slabs -on - grade supported by the native clay soils after scarifying, moisture conditioning and compacting or on densely compacted structural fill. Design and construction criteria for slabs -on -grade are presented in the report. MR. JAMES GRIFFITH CARETAKERS RESIDENCE 1 CTUT JOB NO. GS-3899 4. Surface drainage should be designed to provide for rapid removal of surface water away from the residence. SITE CONDITIONS The site is located on the Griffith Property at 3148 Upper Cattle Creek Road which is approximately 3 miles north of El Jebel intersection on Highway 82 in Eagle County, Colorado. Access to the site is from Upper Cattle Creek Road to an access drive approximately 400 feet to the north of the proposed caretakers residence location. The proposed caretakers residence is situated in an existing irrigated pasture area. Ground surfaces slope down to the northwest at grades measured and visually estimated at approximately 10 to 15 percent. Vegetation consists of irrigated pasture grasses and weeds. PROPOSED CONF�ION We P-5nd the proposed single-family residence will be a one story, manufacturede (modular) placed on a permanent foundation. An attached garage may also be constructed. Floors in living areas will be structurally supported by the foundation system with crawl space below. Floors in the garage will be slabs - on -grade. Foundation loads are expected to vary between 1,000 and 2,000 pounds per lineal foot of foundation wall with maximum interior column loads of 15 kips. We were told that maximum excavation depths will be on the order of 6 to 8 feet at the uphill (east) part of the building and approximately 3 to 4 feet at the downhill (west) part of the building. Completed wall backfill depth may be slightly more than excavation depth as final grades are adjusted for drainage. If construction will differ significantly from the descriptions above, we should be informed so that we can adjust our recommendations and design criteria, if necessary. MR. JAMES GRIFFITH CARETAKERS RESIDENCE CTL/T JOB NO. GS-3899 2 SUBSURFACE CONDITIONS We directed the drilling of two exploratory borings (TH-1 and TH-2), one profile boring (Profile) and three percolation borings (P-1, P-2 and P-3) to investigate subsurface conditions at the site. The approximate locations of our borings are shown on Figure 1. Drilling operations were directed by our engineering geologist who logged subsurface conditions encountered in the borings and obtained samples of the excavated soils. Graphic logs of the soils encountered in our exploratory borings are shown on Figure 2. Subsurface conditions encountered in our exploratory borings consisted of a 0.5 feet thick surficial layer of organic sandy clay "topsoil" with vegetative debris above stiff to very stiff, moist, sandy clays with gravels to the maximum explored depth of 19.5 feet below the existing ground surface. In our TH-2 the clays were underlain by dense to very dense, moist, silty to clean sands at 10 feet below the existing ground surface. No free ground water was found in our exploratory borings during our drill g operations SITE E?ORK We judge the clay soils to have a low swell potential. ading plans were not provided to us. Fill may be required to obtain subgrade elevations for the garage floor and driveway. Areas which will receive fill should be stripped of vegetation, organic soils and debris. The on -site soils free of organic matter, debris and rocks larger than 6 inches in diameter can be used as fill. Fill should be placed in loose lifts of 8 inches thick or less and moisture conditioned to within 2 percent of optimum moisture content. Fill placed outside the building footprint should be compacted to at least 95 percent of standard Proctor (ASTM D 698) maximum dry density. Structural fill below garage floor slabs should be compacted to at least 98 percent of ASTM D 698 maximum dry density. Moisture MR. JAMES GRIFFITH CARETAKERS RESIDENCE CTLIT JOB NO. GS-3899 3 content and density of fill and structural fill should be checked by a representative of our firm during placement. We anticipate excavations for the building foundation and utilities can be accomplished using conventional, heavy-duty excavation equipment. Excavation sides will need to be sloped or braced to meet local, state and federal safety regulations. We believe the native clays will classify as Type B soils based on OSHA standards governing excavations. Temporary slopes deeper than 5 feet should be no steeper than 1 to 1 (horizontal to vertical) in Type B soils. Contractors should identify the soils encountered in the excavations and refer to OSHA standards to determine appropriate slopes. Soils removed from the excavation should not be stockpiled at the edge of the excavation. Excavated soils should be placed at a distance from the top of the excavation equal to at least the depth of the excavation. Free ground water was not observed in our exploratory borings at the time of drilling. We do not anticipate excavations for foundations or utilities will penetrate ground water, however, excavations should be sloped to a gravity discharge or to a temporary sump where water can be removed by pumping. The ground surrounding the excavations should be sloped to direct runoff away from the excavations. FOUND r exploratory borings indicate the native clay soils will be at anticipated footing depths. The clay soils are expansive. The foundation should be designed to resist uplift from expansive clays. We recommend constructing the residence on footing foundations with a minimum deadload. Footings should be supported by the undisturbed, native clays. The completed foundation excavation should be inspected by a representative of our firm, prior to placing forms, to confirm that the MR. JAMES GRIFFITH CARETAKERS RESIDENCE CTL/T JOB NO. GS•3899 4 native clays are exposed and suitable for support of the designed footings. We anticipate maximum total movement of footing foundations with a minimum deadload supported on the native clays will be less than 1 inch with differential settlement of about '/2 the actual total settlement. Recommended design and construction criteria for footings are presented below. 1. Footing foundations should be supported by the undisturbed, native clay soils. Soils loosened during excavation or the forming process for the footings should be removed or the soils can be re -compacted prior to placing concrete. 2. Footings supported by the native clays can be designed for a maximum allowable soil bearing pressure of 3,000 psf with a minimum deadload of 750 psf or as high as practical. 3. Continuous wall footings should have a minimum width of at least 14 inches. Foundations for isolated columns should have minimum dimensions of 18 inches by 18 inches. Larger sizes may be required, depending upon foundation loads. 4. Grade beams and foundation walls should be well reinforced, top and bottom, to span undisclosed loose or soft soil pockets. We recommend reinforcement sufficient to span an unsupported distance of at least 10 feet. Reinforcement should be designed by a qualified structural engineer. 5. The soils beneath exterior footings should be protected from freezing. We recommend the bottom of footings be constructed at a depth of at least 36 inches below finished exterior grades for frost protection. The Eagle County building department should be consulted to verify the required frost protection depth. FLOOR SYSTEM AND GA LOOR SLAB Floors in living ar s will be structurally supported by the foundation with crawl space below. The garage floor will be slabs -on -grade. Based on our laboratory test data and our experience, we judge garage slab -on -grade construction can be supported by the native clay soils after scarifying, moisture conditioning and compacting or by densely compacted, structural fill built with the on -site soils with low risk of differential movementand associated damage. We recommend the garage MR. JAMES GRIFFITH CARETAKERS RESIDENCE CTUT JOB NO. GS•3899 5 0 floor be supported entirely by either the native clay soils or on densely compacted structural fill. Structural fill placed to attain subgrade elevations for the garage floor slab and exterior concrete flatwork should be in accordance with the recommendations outlined in the SITE EARTHWORK section. We recommend against providing a gravel layer below floor slabs since the gravel layer will allow wetting of the entire area below the slab from a single water source. We recommend the following precautions for slab -on -grade construction at this site. Slabs should be separated from exterior walls and interior bearing members with slip joints which allow free vertical movement of the slabs. Exterior patio and porch slabs should be isolated from the residence. Frequent control joints should be provided, in accordance with American Concrete Institute (ACI) recommendations, to reduce problems associated with shrinkage and curling. Our experience indicates panels which are approximately square generally perform better than rectangular panels. FOUNDATIO NS le -. � Fo I ion walls should be designed for lateral earth pressures where backfill is not to about the same elevation on both sides of the wall. Many factors affect the values of the design lateral earth pressure. These factors include, but are not limited to, the type, compaction, slope and drainage of the backfill, and the rigidity of the wall against rotation and deflection. For a very rigid wall where negligible or very little deflection will occur, an "at -rest" lateral earth pressure should be used in design. For walls which can deflect or rotate 0.5 to 1 percent of wall height (depending upon the backfill types), lower "active" lateral earth pressures are appropriate. Our experience indicates foundation walls can deflect or rotate slightly under normal design loads, and that this deflection results in satisfactory wall performance. Thus, the earth pressures on the walls will likely be between the "active" and "at -rest" conditions. MR. JAMES GRIFFITH CARETAKERS RESIDENCE 6 CTUT JOB NO. GS-3899 If the on -site soils are used as backfill, we recommend design of below -grade walls using an equivalent fluid density of at least 50 pcf for this site. This equivalent density does not include allowances for sloping backfill, surcharges or hydrostatic pressures. The recommended equivalent density assumes deflection; some minor cracking of walls may occur. If very little wall deflection is desired, a higher equivalent fluid density may be appropriate for design. Our recent experience indicates most below -grade walls designed with 50 pcf to 55 pcf equivalent fluid density have performed satisfactorily. The structural engineer should also consider site specific grade restrictions and the effects of large openings on the behavior of the walls. Backfill placed adjacent to foundation wall exteriors should be free of organic matter, debris and rocks larger than 6 inches in diameter. Backfill should be moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of standard Proctor (ASTM D 698) maximum dry density. Water from rain, snow melt and surface irrigation of lawns and landscaping frequently flows through relatively permeable backfill placed adjacentto a residence and collects on the surface of relatively impermeable soils occurring at the bottom of the excavation. This can cause wet or moist conditions in crawl space areas after construction. To reduce the likelihood water pressure will develop outside foundation walls and reduce risk of accumulation of water in the crawl space, we recommend provision of a foundation drain. The drain should consist of a 4-inch diameter, open joint or slotted pipe encased in free draining gravel. The drain should lead to a positive gravity outfall, or to a sump pit where water can be removed by pumping. A typigfoundation drain detail is presented on Figure 8. PERCOLA ° �ESTING We performed percolation testing in the planned percolation field area. One profile boring and three percolation boringswere drilled at the approximate locations MR. JAMES GRIFFITH CARETAKERS RESIDENCE 7 CTUT JOB NO. GS-3899 shown on Figure 1. Graphic logs of the soils encountered in the borings are shown on Figure 2. Our engineering technician performed percolation testing in the borings on April 30, 2003. Percolation test results are presented on Figures 5 through 7. Percolation rates were very slow at the percolation field area. According to state and local regulations percolation rates outside the range of 5 min/per inch to 60 min/per inch require that the septic system be designed by a qualified engineer. SURFAC AMAGE e;z" rface drainage is critical to the performance of foundations, floor slabs and concrete flatwork. We recommend the following precautions be observed during construction and maintained at all times after the residence is completed: 1. The ground surface surrounding the exterior of the residence should be sloped to drain away from the residence in all directions. We recommend providing a slope of at least 12 inches in the first 10 feet around the residence, where possible. In no case should the slope be less than 6 inches in the first 5 feet. 2. Backfill around the exterior of foundation walls should be placed in maximum 10 inch thick loose lifts, moisture conditioned to within 2 percent of optimum moisture content and compacted to at least 95 percent of standard Proctor (ASTM D 698) maximum dry density. 3. Roof downspouts and drains should discharge well beyond the limits of all backfill. Splash blocks and downspout extensions should be provided at all discharge points. 4. Landscaping should be carefully designed to minimize irrigation. Plants used near foundation walls should be limited to those with low moisture requirements; irrigated grass should not be located within 5 feet of the foundation. Sprinklers should not discharge within 5 feet of the foundation and should be directed away from the building. 5. Impervious plastic membranes should not be used to coverthe ground surface immediately surrounding the residence. These membranes tend to trap moisture and prevent normal evaporation from occurring. Geotextile fabrics can be used to control weed growth and allow some evaporation to occur. MR. JAMES GRIFFITH CARETAKERS RESIDENCE CTUT JOB NO. GS-3899 8 0 The exploratory borings drilled at the site provide a reasonably accurate picture of subsurface conditions. Variations in the subsurface conditions not indicated by our borings will occur. We should observe the completed foundation excavation to confirm the native clays are exposed and suitable for support of the footings as designed. Our report was based on conditions disclosed by our exploratory borings, engineering analysis and our experience. Criteria presented reflect our understanding of the. proposed construction. If construction will differ significantly from the descriptions in this report we should be informed so that we can check that our recommendations and design criteria are appropriate. This investigation was conducted in a manner consistent with that level of care and skill ordinarily exercised by engineering geologists and geotechnical engineers currently practicing under similar conditions in the locality of this project. No other warranty, express or implied, is made. If we can be of further service in discussing the contents of this report or in the analysis of the influence of the subsoil conditions on the design of the structure, please call. CTUTHOMPSON, INC. Reviewed by: Wilson L. "L'wden, C.P.G. John Mechling, P.E. Engineerin e,#Ibgist Branch Manager LB:JM:cd (5 copies sent) MR. JAMES GRIFFITH CARETAKERS RESIDENCE CTUT JOB NO. GS-3899 9 SCALE: 1 °= 100' Existing Caretakers Residence Existing Access Drive James Griffith CaretWu" Realdence Job No. GS-3899 x O ^AF � • � 10 X xx Existing Fenc o= •P-1 \ ® • TH-1 P-3 Profile P-2 TH-2 Proposed Caretakers Residence �a cr o Approrte a� Loc# 0, of '�s s Ex - .story ° Borings F19. 1 TH-1 C 5 10 15 20 20 36/12 50/10 50/6 TH- M Ic sandy clay "topsoil", soft, 'hoist, dark brown. (OL) silty to sandy with gravels, 'o very stiff, moist, tan, (CL) silty to clean with silty gravel dense to very dense, moist, '-own. (SM, SP, GM) ,sample. The symbol 36/12 4es that 36 blows of a 140 hammer falling 30 inches required to drive a 2.5 inch ampler 12 inches. story borings were drilled on '4, 2003 with 4—inch diameter, sous flight auger and a mounted drill rig. ie ground water was found exploratory borings at the )f drilling. explora! Wings are subject expl. nlimitations and sWW �q�� +��ontained in this report. Job No. GS-3899 Fig. 2 7 6 ---------------------- ------------- j --------- r ------- r --- ­1 ----------------------------- ---------------------- ------ --- ------- ------- --------- ------------------------ - ---------- ...... -----------------­--- : ------------ --------- --------- - - ----------------------------------------- ............ --------- ------- ------- ----------------- -- - --------------------- 4 --------------------------------------- ---------- I --------- --------- I ------- I ----T-------- -------------------- - ----------- 7 --------- 1 ------- --- - --------------- ....... EXPANSION AbElk CONSTANT: PRESSUREDUE TO WETTING 2 ----------------------------------- ......... ­- - --- ------- -------------- --------- --------- .......... _­ ............ .................... ------­--- .......... ------- ........... z O z --------- ------------ ------------ ---------- - ---------------- ---------- ------------------ ........... ...... ---------- ------------------------------------------------------- --------- W ----------- -- ------------------------ 0 ----------------- ...... I --------- r ---- - --- - -- ­-­ - - ---------------- ---- --- t__,_ ----------------------- -- z 0 co ........... ------ ---- - --- -- ------------------ --------- ------------ -------------------- - ----------- --------- ------------ co ---------------------- ... . ....... a. 0 -2 ----------- --------------------------------- ------------------------­-- ----------- ----------------- ---------------- ----------------------------- - ------------ - ------ - ----------- -------- -------- ---------- ------------------------------------------------------ ............. .... r­. ..................... . ......... ---------- - --- ------- --------------------------- -4 --------- --------------------------------- ------ -­-----­-------------- ........ ---------- -------------------- ............ - ------- L .......... -------------- ------ ............ ............ -------- : ........... ........ ---------­--- -------- ---------- I ------------- -------- - ------------------------------ ------ -- ...... . -------- ...... -7 ------ ...... L ------- ....... L ...... ............. --------- ........ ....... .... --- --- 0.1 1.0 100 APPLIED PRESSURE - Sample of CLAY, SANDY (CL) NATO' Y UNIT WEIGHT= 102 PCF From TH-1 AT 9 FEET N X" 7: rr,64 MOISTURE CONTENT= 17.7 % JOB NO. G-0-3899 Swell Consolidation Test Results FIG. 3 f 6 5 4 3 2 z 0 U) z CL x ul �112 z 0 LU QR CL 15 0 -2 -3 -4 _5 -6 -7 -8 N --------------------- --------------------- ------- ---- - --------- -------------- ---------------------- --------------- ------- ----------------- ------- --------------------- ------- ------- - ------ ------- ........ ----------- ........... .... ------ - -------- ------ ------ ------------------- - ---------------- -------- ---- ------------------------------------ I.- ------ r .... T --------- 1-7.7 --------------------------------- - - ---------- --------------------------- : ------------------ T -------- --------------- --------- ------------ --------------- ----------- .......... -------- -- -.- - -- ------- ---------------------------- I ------------------- -- ------- ------------------- ----------- ----------- T -------------------------- -------------------------- ------------- ----------------------------- 1 --- 7 ...... CONSTANTEXPANSION UNDER' PRESSURI DUE TO WETTING ----------- 2 ------- -------------- ---------------------------------- -------- ------ --------------- ----------- --------------------------- .... ------ .......... ----------- ----------- ------------------- -------------- ------------------ ----- - ----- -------------------- - ---------------- ---------- ........ ...... ----------- ---- ...... ........... ------------------------ ------ --------------- ----------------- ------------- I ------------------ ------------- ------------------ ....... -------------- ................. . ............ ------------ I,--, ......... ---------- -------------- ----------------- I ........... - -------------------- ---------------- ------- ...... ........ ...... -------------------------- --------------------- ------ ----------- 0.1 Sample of CLAY, SANDY(( From TH-2 AT 4 FEET JOB NO. GS-3899 1.0 10 100 APPLIED PRESSURE - KSF NATURAL DRY UNIT WEIGHT= 106 PCF NATURAL MOISTURE CON'T.,ENT= 13.1 % Sweet - nsolidation T suits FIG. 4 SATURATION AND PREPARATION DATE: 04/28/03 TIME AT START OF SATURATION: 3:30 pm PERCOLATION TEST DATE: 04/30/03 WATER IN BORING AFTER 24 HOURS _ YES X NO PERCOLATION TEST RESULTS HOLE NUMBER DEPTH (INCHES) TIME AT START OF INTERVAL TIME INTERVAL (MINUTES) DEPTH TO WATER CHANGE IN WATER DEPTH (INCHES) PERCOLA- TION RATE (MIN/INCH) START OF INTERVAL (INCHES) END OF INTERVAL (INCHES) P-1 32.0 12:15 30 9.0 9.25 0.25 120 12:45 15 9.25 9.5 0.25 60 1:00 15 9.5 9.75 0.25 60 1:15 30 9.75 10.0 0.25 120 1:45 15 10.0 10.25 0.25 60 2:00 15 10.25 10.25 0.25 60 2:15 15 10.25 10.5 0.25 60 2:30 15 10.5 10.75 0.25 60 2:45 30 10.75 11.0 0.25 �°� 120 3:15 15 11.0 11.25 0. 60 Job No. GS-3899 Fig. 5 SATURATION AND PREPARATION PERCOLATION TEST DATE: 04/28/03 TIME AT START OF SATURATION: 3:30 pm DATE: 04/30/03 WATER IN BORING AFTER 24 HOURS YES X NO PERCOLATION TEST RESULTS HOLE NUMBER DEPTH (INCHES) TIME AT START OF INTERVAL TIME INTERVAL (MINUTES) DEPTH TO WATER CHANGE IN WATER DEPTH (INCHES) PERCOLA- TION RATE (MIN/INCH) START OF INTERVAL (INCHES) END OF INTERVAL (INCHES) P-2 29.0 12:15 15 10.5 10.75 0.25 60 12:30 60 10.75 11.0 0.25 240 1:30 45 11.0 11.25 0.25 180 2:30 30 11.25 11.5 ,a0�� � 120 Job No. GS-3899 Fig. 6 SATURATION AND PREPARATION PERCOLATION TEST DATE: 04/28/03 TIME AT START OF SATURATION: 3:30 pm DATE: 04/30/03 WATER IN BORING AFTER 24 HOURS YES X NO PERCOLATION TEST RESULTS HOLE NUMBER DEPTH (INCHES) TIME AT START OF INTERVAL TIME INTERVAL (MINUTES) DEPTH TO WATER CHANGE IN WATER DEPTH (INCHES) PERCOLA- TION RATE (MIN/INCH) START OF INTERVAL (INCHES) END OF INTERVAL (INCHES) P-3 33.0 12:15 15 10.5 11.0 0.5 30 12:30 15 11.0 11.5 0.5 30 12:45 15 11.5 11.75 0.25 60 1:00 15 11.75 12.0 0.25 60 1:15 15 12.0 12.25 0.25 60 1:30 15 12.25 12.5 0.25 60 1:45 15 12.5 12.75 0.25 60 2:00 15 12.75 13.0 0.25 60 2:15 15 13.0 13.25 0.25 60 2:30 15 13.25 13.5 0.25 60 2:45 15 13.5 13.75 0.25 60 3:00 15 13.75 14.0 0. �. 60 3:15 15 14.0 14.25 60 Job No. GS-3899 Fig. 7 ° NOTE SLOPE DRAIN SHOULD BE AT LEAST 2 INCHES PER REPORT BELOW BOTTOM OF FOOTING AT THE -------------- / HIGHEST POINT AND SLOPE DOWNWARD ~~~-- TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE l REMOVED BY PUMPING. \_ BACKF|LL (oowpnsmow AND \ COMPACTION PER ecponT)------------- SLOPE BELOW GRADE WALL --------------- STRUCTURALLY SUPPORTED PER FLOOR SYSTEM OSHA ROVIDE PVC SHEETING GLUED TO FOUNDATION WALL TO REDUCE CRAWL SPA E MOISTURE PENETRATION COVER GRAVEL WITH REINFORCING STEEL PER STRUCTURAL ENCASE PIPE IN WASHED-' CONCRETE AGGREGATE C33, NO. 57 OR NO. 07). EXTEND GRAVEL TO AT LEAST 1/2 HEIGHT OF FOOTING. . ------------- ------------------ DRAM 2" MINIMUM O" MINIMUM I -- OR BEYOND 11 SLOPE FROM BOTTOM OF FOOTING. (WHICHEVER IS GREATER) 4-INCH DIAMETER PERFORATED DRAIN PIPE. THE PIPE ,SHOULD BE LAID IN A TRENCH WITH A SLOPE RANGE BETWEEN 1/8 INCH AND 1/4 INCH DROP PER FOOT OF DRAIN. FOOTING OR PAD Exterior ��NN���������� � �����.������.�.. ���mmNN ��0��~�� �����mm ��°~�m°° Job No. GS-3899 Fig^8 U) F- J W w LL 0 Q 111■IIIIINI�I ��I�� �IIII�I i�iiii■i�u 0 O 0 0 C w 0 a as 0 a m .Q 0_ as c m iu a� c m 0 a) a 3 CO hi 0 z ISDS PERMIT # 2 £, - U W Nbx: a w-. e, S W. U v- X L a R PHSYSICAL ADDRESS: b Lit ems, yew ��1� Cc ��b2 LEGAL DESCRIPTION: z a i - Z 3 2- cr6 - O(of MAII,ING ADDRESS: ;r•�-� �� r H t L c w v 1 - CC) rG z 3 TYPE OF DWELLING: SF NUMBER OF BEDROOMS: 3 -...-.r�..ue.a�.r...y...�r�..u�..�.•.a�-a.-�r.�r.�e..a..-,�.ti..-ti...�.-..��c �... y.. a,...ti...�..�-.r��_,�.__,� W_.W W W ..• -•- -•- -•- TEST HOLES PRE-SOAKED: YES NO SOIL TRAE WATER DEPTH INCHES OF FALL RATE PROFILE mmmmmomm - mmmmmmmmm mmmmmmmmm mmmmmmmm mmmmmmmm mmmmmmmm mmmmmmmm mmmmmmmm mmmmmmmmm mmmmmmmmmm TIME TO DROP LAST INCH: PERC RATE: MINIMUM LEACH FIELD SIZE: MINIMUM SEPTIC TANK SIZE: COMMENTS: M� D e d to d 1 crr__- S 1) f i v9 La e , Ls d w -6a 04 t•^-. /o JX-r-o .t/19 ENVIRONMENTAL HEALTH SPECIALIST DATE September 21, 2004 James Griffith Griffith Ranch 6148 Upper Cattle Creek Road Carbondale, CO 81623 RE: AS -BUILT On -site Wastewater System, Caretaker Residence, 3148 Upper Cattle Creek Road Griffith Ranch, Eagle County Colorado SE Job No..24091.01 Eagle County Permit No. 2353-04 Dear Mr. Griffith: Pursuant to Eagle County regulations, this letter and attached drawing provides documentation that the new OWS system recently installed is in general compliance with the permitted design. Sopris Engineering has performed site visits to inspect, measure and document the as built conditions of the constructed OWS system. The as -built size and relative location of the new OWS system components is delineated on the attached drawing. Also attached is the completed Eagle County document "ISDS Final Inspection Completeness Form". The OWS components have been installed in accordance with Eagle County Regulations, the design presented in the Sopris Engineering Report and the design drawing, dated June 8, 2004. A double compartment, 1250-gallon concrete septic tank system has been installed with an effluent filter in the outlet sanitary tee. Effluent discharges to a new 930 square foot soil absorption trench system configured for serial distribution. Each trench was installed level and has an inspection port on the serial end of each trench and each corner of the field. Adjacent trenches have a horizontal separation of 10-14 feet. The total as -built trench absorption area is 930 SF, utilizing 60 standard leaching chambers installed in 4 serial trenches 94' long. OWS Operation and Maintenance The re establishment of vegetative cover over the field and responsibility for inspection and maintenance of the system will remain with the Lot Owner or the owners representative. All components of the engineered OWS shall be inspected on a regular basis and be properly maintained. The system and responsibility for repair and maintenance of the system will remain with the Owner. The OWS should require minimal maintenance. Several factors influencing the need for maintenance include: actual wastewater flows versus design flows, the volume of kitchen/domestic waste (excluding human waste and toilet paper), excessive household chemicals and other toxic liquids. The tank, absorption field and other system components should be visually inspected bi-annually for debris, damage, leaks, or other potential problems. In general, for a properly utilized system, septic tanks should be pumped and inspected every 2 - 4 years. The effluent filters should be cleaned every six months and at the time of pumping. Absorption fields should be maintained with suitable cover and kept free of root invasive plants. Positive surface drainage away from the absorption field should be maintained. We have forwarded a copy of this letter with attachments to Eagle County Environmental Health Division. Please retain this copy for your records and As -built documentation use. If you have any questions or need any additional information, please call. LLC er 5`W�I�'MIe_ Suite A3 • Carbondale, CO 81623 • (970) 704-0311 • Fax (970) 704-0313 SOPHIs ENGINEERING 9 LLC civil cons ,t,t, i ISDS Permit # S^sue �� Installer Date: Z1 ISDS FINAL INSPECTION COMPLETENESS FORM / Tank is /2SO Gallons, Tank Material Goy _11_zl�l Tank is located,-,d feet ands%gam-degrees from S ❑ (Permanent landmark) Tank is located feet andsr�!� f egrees from -.5 ,cvw ❑ (Permanent landmark) Tank is set level, �nk lids within 8" of finished arade _-maize of fieldoSquare feet, Units, 3%Lineal feet, Technology So�.�� �c�,�� c�«� 6 lean -out is installed in beftveen tank and house (+1/100 feet) 4-l"T" that goes down 14 inches in the inlet and outlet of the tank. Effluent filter on outle Yes r No ----�Inlet and outlet is sealed with tar tape, rubber gasket etc�� Tank has two compartments with the larger compartment closest to the house Measure distance and relative direction to field Depth of field,�.�feet 7 interface raked Inspection portals at the end of each trench Proper distance to set -backs ambers properly installed as per manufacturers specifications. (Chambers latched, end plates properly installed, rocks removed from trenches, etc.) Splash plate(s) installed at least in first trench inlet S�v'����.r-� w/ ��✓% �w�G4� Type of pipe used for building sewer leach field Other Inspection meets requirements Copy form to installer's file if recommendations for improvement were suggested ACTIONS TAKEN: AW W C 0000 n o (V v s c I- ' C3TQ A o 0 a to 40� fps YIK 171 Nal. t A 13 1 • �a Q • k 00 cn W �� o dt Cw� 3+ CD o N CJi O d O 7 C2 u I CD 4 tD * W Q ! tSl CD N p NW) o �p ccn .tom 00 tD C ryen', Q dA ]JJ rn� 4! , CD _._ . 3 CD CD CD j' CQ N Rio OD N r -a CS7 • 3 N,c� CD O n� CD mn 77 `V ZJ Q PROJECT- _ 3148—UUpperXCattle23GRIFFITH 231 Creek Rd., Carbondale, Co pr CARE TAKER UNIT PROJECT project description nc-y�— date task/action follow-up start date completion date i 'tle o b r ('2$ O t • e- �' � • v •: -� �c w. - U't (0 0 5 1 �..1 # ., r � i � C , { �r� d T 5 s . �. ✓ e,» :� x r s i ppC l%A_ }0S(� r.n. c 1.dS lig�-a 4--o 4uu �2,� 40rr-e, 4-dq{ 1 V V 6, (L c, 4 lei c' 15 13�_-c��k•4v<;eY ' {li,v_ t f its �o v 9,. c/ 1 PROJECT CONTACTS name phone/fax e-mail APW documents enclosed -�%"­y - notesj,,a - ck vN, \ ' �reAc'tie's � v t 14-s _�. �_ , 5 d e 1, " � , ' s ,� � f k � t -1 ;,. 94' ®® GRAPHIC SCALE 10 20 40 80 ( IN FEET ) I inch = 20 ft. 4" DIA. SOLID PVC DISTRIBUTION PIPE 'INSPECTION PORT (TYP.) INSTALLED 60 INFILTRATOR CHAMBERS IN 4 TRENOIE: WITH 15 LEACHING CHAMBER IN EACH TRENCH. TRENCHES MAY BE ADJUSTED AS LONG AS A TOTAL: OF 930 SO. FT. OF AREA IS PROVIDED. LOCATION TRENCHES MUST MEET ALL COUNTY SETBACK REQUIREMENTS. THE SYSTEM SHALL BE PLUMBED FOR SERIAL DISTRIBUTION. THE CHAMBERS IN EACH TRENCH SHALL:: BE, INSTALLED AT LEVEL GRADE: ,THE • BOTTOM ELEVATION ` "OF ` EACH, TRENCFI :MAX VARY TO ACHIEVE A MAXIMUM DEPTH OF 36 INCHES TO THE BOTTOM SURFACE BELOW THE PROPOSED GRADE. 4�_ f = ldE.ttoV�'L' 1 fir-., ,; �•tE � / `'`f �f XIS M �1.� ��. , •� �• � CIO ...�;,..•,��-_� _,:'' f �• ; jt�, ..._ - _ `. "L•-_' IV New For ��drCA � R 1�6' Rana 71 GRIFFITH fCH SITE PLAN _E 1 "=200' OWS SYSTEM NOTES 1. ALL MATERIALS AND INSTALLATION SHALL CONFORM TO STATE AND COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM (ISDS) REGULATIONS. 2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL UTILITY COMPANIES FOR FIELD LOCATIONS OF UTILITIES PRIOR TO CONSTRUCTION AND EXCAVATION, 3. ALL SEWER LINES TO BE SDR-35 OR SCHEDULE 40 P.V.C. PIPE UNLESS NOTED OTHERWISE. 4. INSTALL A TWO-WAY CLEAN OUT ON THE SERVICE LINE FROM THE HOUSE. 5. THE SEPTIC TANK SHALL BE INSTALLED LEVEL ON COMPACTED EARTH. INSTALL WATERTIGHT RISERS AS NECESSARY TO BRING ALL REQUIRED ACCESS POINTS TO THE FINISHED SURFACE GRADE. PROVIDE BOUANCY COMPENSATION IF GROUNDWATER LEVELS WILL RISE ABOVE THE BOTTOM OF THE TANK. 6, A SANITARY BAFFLE TEE IS REQUIRED ON THE SEPTIC TANK INLET AND OUTLET. TWO WAY CLEAN OUT INSTALL THE INLET AND OUTLET TEES PLUMB AND IN A POSITION TO ALLOW PROPOSED GRADE EASY INSPECTION AND MAINTAINANCE OF TANK FROM THE TANK RISERS. FINISH FLOG? � 7• WE RECOMMEND THE INSTALLATION OF A 4" EFFLUENT FILTER CONTAINED IN THE EXISTING GRADE 4" BAFFLE OUTLET TEE OF THE SEPTIC TANK. THE FILTER SHOULD BE RISER & LID INSPECTED EVERY SIX MONTHS. THE EFFLUENT FILTER SHALL BE MAINTAINED AND CLEANED WHEN THE TANK IS PERIODICALLY PUMPED OR AS NECCESSARY. INSPECTION PORT PROPOS D Sfd0l1 E INSTALL A SUITABLE EXTENSION ON THE FILTER WITH A HANDLE TO BE WITHIN W/ CAP (TYP. EFFLUENT FILTER OUTLET TEE 6" BELOW THE ACCESS LID. (NO GLUE) 8. THE CONTRACTOR SHALL ENSURE THAT THE SEWER LINES, SEPTIC TANK AND RISERS ARE WATERTIGHT. ALL PLUMBING FIXTURES AND OWS COMPONENTS SHALL BE INSTALLED AND MAINTAINED TO AVOID SURFACE OR GROUNDWATER FROM ENTERING THE SYSTEM AND TO PREVENT LEAKAGE FROM THE SYSTEM. IN-HOUSE PLUMBING FIXTURES SHALL BE MAINTAINED TO PREVENT EXCESS EFFLUENT DRA/V LINE WATER FROM ENTERING THE SEPTIC SYSTEM. AT MINIMUM 27, SLOPE g, THE DIMENSIONS AND NOTES SHOWN ON THE PLAN INDICATE MINIMUM AREA, SEPTIC TANK LENGTH, WIDTHS AND SEPARATION DISTANCES FOR THE TRENCHES, BED OR EFFLUENT DISCHARGE LINE MOUNDED ABSORTTON FIELD. AT MINIMUM 1% SLOPE 10. THE ABSORPTION TRENCHES SHALL BE EXCAVATED TO LEVEL GRADE IN SERIAL DISTRIBUTION LINES NATIVE EARTH. STANDARD LEACHING CHAMBERS WILL BE PLACED IN THE AT MINIMUM 1% SLOPE TRENCHES OVER THE NA71VE SOIL. THE TRENCH BOTTOM AND SIDEWALLS SHALL BE SCARIFIED AND/OR RACKED IF SMEARING OCCURS. 11. THE LEACHING CHAMBERS SHALL BE INSTALLED LEVEL WITH A MINIMUM COVER OF 10 INCHES NOT TO EXCEED 24 INCHES AND CONNECTED FOR SERIAL DISTRIBUTION. CROSS SECTION SLOPE DETAIL 12. AN APPROPRIATE CHAMBER END PLATE SHALL BE INSTALLED OR A SPLASH N.T.S. PLATE SHALL BE INSTALLED ON THE TRENCH BOTTOM BELOW EACH TRENCH INLET TO PREVENT SCOURING. END PLATES SHALL BE INSTALLED ON THE END CHAMBERS IN EACH TRENCH. 13. VERTICAL INSPECTION PORTS SHALL BE INSTALLED FROM THE CENTER PRE MARKED HOLE ON THE TOP OF THE SERIAL END CHAMBERS. (TYP. END OF EACH ROW) THE PORTS MAY HAVE TREADED CAPS AT GRADE. 14. THE CHAMBERS WILL BE BACKFILLED WITH EXCAVATED MATERIAL VOID OF ROCKS, THE BACKFILL MATERIAL SHALL NOT EXCEED 2 1/2" DIAMETER AND SHALL BE PLACED TO AT LEAST 6 INCHES ABOVE THE TOP OF THE CHAMBERS. THE TOP OF THE PLACED BACKFILL SHALL BE COVERED WITH A LAYER OF FILTER FABRIC. A MINIMUM 4" DEPTH OF TOPSOIL IS TO BE PLACED ABOVE THE BACKFILL TO THE SURFACE. 15. ALL INSTALLATION OF LEACHING CHAMBERS SHALL BE IN CONFORMANCE WITH THE MANUFACTURES INSTALLATION INSTRUCTIONS. 16. THE ABSORPTON TRENCHES/BED OR MOUND MUST BE GENERALLY MARKED AT THE FOUR CORNERS WITH INSPECTION PORTS AND/OR BURIED REBAR. THE FIELDS MUST BE PROTECTED FROM VEHICULAR AND LIVESTOCK TRAFFIC. 17. THE ABSORPTON FIELD SURFACES MUST BE CROWNED TO DIVERT SURFACE DRAINAGE AWAY FROM THE MOUNDED FIELD. NOTE: 18. THE ENTIRE ABSORPTION FIELD SURFACE MUST BE REVEGATATED, EACH RUN OF CHAMBERS MUST BE LEVEL. INLET AID END CAP TO BE USED ON EACH END CHAMBER. INSTAL. 4" PVC 19. THE ABSORPTION FIELD SHALL BE INSTALLED PER THE REQUIRED SETBACK INSPECTION PORT W/ CAP (NON -GLUED) ON END GtAMBERS DISTANCES: OF EACH TRENCH. MAINTAIN 6' OF UNDISTURBED :OIL 10 feet from any property line. BETWEEN TRENCHES. THE TRENCH BOTTOM ELEVA70N OF 25 feet from any potable water supply line. ADJACENT TRENCHES MAY VARY WITH RESPECT TO FINISH 20 feet from any occupied dwelling. SURFACE ELEVATION AND TO INSURE ADEQUATE OWRFLOW 100 feet from any well, spring or cistern. DRAINAGE FROM THE PRECEDING SERIAL TRENCH. 50 feet from any stream or water course. CROWN FIELD TRENCH TO DISTRIBUTION SYSTEM DIVERT SURFACE WATER REVEGATATION — 3' MIN 6' MIN 20• EFFLUENT WILL GRAVITY DISCHARGE THROUGH THE OUTLET BAFFLE TEE TOPSOIL LAYER FROM THE SECONDARY COMPARTMENT OF THE SEPTIC TANK TO THE FIRST ' 7 " SERIAL TRENCH LEACHING CHAMBER, EFFLUENT WILL BE SERIAL \ " DISTRIBUTED TO THE REMAINING SERIAL ABSORPTION TRENCHES VIA 4" PERVIOUS MEMEBRANE LAYER _ 4 -12 12" "\ " OVER FLOW DISTi21BU110N LINES. FILTER FABRIC OR STRAW = �• �=�`-=t� �••�I•=== :-:. � � - MIN. 0'-"\� 21. THE EFFLUENT WILL DISTRIBUTE OVER THE BOTTOM SURFACE OF THE FIRST SELECT BACKFILL LAYER a• .'4-•. - fl :.::. • \ AND SUCCEEDING TRENCHES. THE MINIMUM SLOPE OF THE DISCHARGE LINE NATURAL ONSITE SOILS FREE }� U FROM THE TANK TO THE FIRST TRENCH SHALL BE INSTALLED AT A MINIMUM 29a SLOPE. THE CONNECTING DISTRIBUTION LINES SHALL BE INSTALLED AT EX GRAVEL AND ROCKS IN Q :'; A . j/\T 12" DISTRIBUTION PIPING, OPE TO T14E I AND OF EACH SERIAL TRENCH. FITTINGS SHALL BE TIGHT ANLLD EXCESS OF 2 1/2" DIAMETERA MINIMUM OF NFILDTRATORA CHAIMBER (TYP.) y� ��\\�j\`��\ INSTALLED TO INSURE DISTRIBUTION THROUGH THE SYSTEM. SCARIFY/TILL BOTTOM SURFACE TO A DEPTH OF 3" AND RAKE LEVEL UNDI7URBED SOIL LEACHING CHAMBER CROSS SECTION DETAL NTS 24091.01 24091-43-OWS.DWG 8116104 GENERAL NOTES: 1. THE OWS SYSTEM AS SHOWN ON THE PLAN AND THE DETAILS WERE DESIGNED BY SOPRIS ENGINEERING. THE PROPOSED HOUSE, DRIVEWAY AND PROPOSED CONTOURS WAS PROVIDED BY THE OWNER. THE EXISTING LOT CONDITIONS AND SURVEY INFORMATION WAS PROVIDED BY OTHERS. 2. THE EXISTING CONTOUR INTERVAL ON THIS MAP IS 5 FEET. N0.1 DAT REVISION I BY 3148 UPPER CATTLE CREEK ROAD GRIFFITH RANCH, EAGLE COUNTY, CO CARETAKER HOUSE OWS SYSTEM AS —BUILT ONSITE WASTEWATER SYSTEM OPRI5 , LLC. SITE PLN AAND SYSTEM DETAILS ENGINEERING VIL CONSULTANT 502 MAIN STREET, SUITE A3 DES. PER CK YTN FILE NO. SHEET I CARBONDALE, CO 81623 (970) 704-0311 DR. PER DATE 81f6/04 24091.01 OF I r« •0-« r• « INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH P.O. Box 179 - 550 Broadway • Eagle, Colorado 81631 Telephone: 328-7311 or 949-5257 or 927-3823 YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. q 1� 0 9'0' Please call for final inspection before covering any portion of installed system. OWNER: James W. Griffith Jr. PHONE: 963-2943 MAILING ADDRESS: 3148 Upper Cattle Creek Rd, Carbondale, CO 81623 AGENT: PHONE: SYSTEMLOCATION: 3148 Upper Cattle Creek Rd, Carbondale LICENSED INSTALLER: James Griffith, Jr. LICENSE NO. 4-91 DESIGN ENGINEER OF SYSTEM: INSTALLATION IS HEREBY GRANTED FOR THE FOLLOWING: 1250 GALLON SEPTIC TANK OR GALLON AERATED TREATMENT UNIT. DISPERSAL ARf=A REQUIREMENTS: SQUARE FEET OF SEEPAGE BED 210 SQUARE FEET OF TRENCH BOTTOM. SPECIAL REQUIREMENTS: Owner requesting 10" SB2 = 80' of 10" SB2 in trenches. Install inspection portals at end of trenches. ENVIRONMENTAL HEALTH OFFICER: 1-11 41�;� - DATE: 10/8/91 CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25-10.104, C.R.S. 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO 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 CAUSE FOR BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. SECTION Ill, 3.21 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED ACCORDING TO THE REGULATIONS. FINAL APPROVAL OF SYSTEM: (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION ORDISPERSAL AREA: 340 SQUARE FEET. Y/R IOD of Id .SB2 / INSTALLED SEPTIC TANK: 1� // GALLONS �40 DEGREES N S� FEET ?�m AIIV coehier pP aryyAc,/ Z SEPTIC TANK CLEANOUT TO WITHIN 8" OF FINAL GRADE, OR: PROPER MATERIALS AND ASSEMBLY YES NO COMPLIANCE WITH COUNTY/STATE REGULATION REQUIREMENTS: �� YES NO ANY ITEM CHECKED NO REQUIRES CORRECTION BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE ADE.ARRANGE A RE -INSPECTION WHEN WORKIS COMPETED. COMMENTS: /S-UIr a I iOo em Aou) *'. /"0//S/Ze, %r a t �e'l*'a a�al,o.v ems,AFP14-1 15 Stee/ Pr 3 be,4w,- S_ ENVIRONMENTAL HEALTH OFFICER: DATE: // /41_ 9/ ENVIRONMENTAL HEALTH OFFICER: DATE: (RE -INSPECTION IF NECESSARY) RETAIN WITH RECEIPT RECORDS PERMIT APPLICANT/AGENT: OWNER: AMOUNT PAID: RECEIPT #: CHECK #: CASHIER: ISDS Permit # 2_0 Building Permit # APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE- EAGLE COUNTY P.O. BOX 179 EAGLE, CO 81631 328-8730/927-3823(Basalt) PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $125.00 ************************************************************************** PROPERTY OWNER: �A IPCMVS 0- / m A¢./ 'F-• O a, F-Fr-rW MAILING ADDRESS:31,40 kippwa- its GZ"Yap PHONE: C? APPLICANT/CONTACT PERSON: PHONE: 9 �o3 --'XA LICENSED SYSTEMS CONTRACTOR: �� 4-Q-11 ADDRESS: PHONE PERMIT APPLICATION IS FOR: ( ) NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: - Parcel Number: Lot size: .,q7 uLax Physical Address i�f�yon,t z iI.5, �cy-y_, TZO-o BUILDING TRIPE : - ( Check ( ) Residential / (-)-Residential / ( ) Commercial / HOT TUB WATER CONSERVATION PLAN: TYPE OF WATER SUPPLY: Give depth of all applicable category) Single Family Number of Bedrooms 2— Multi-Family* Number of Bedrooms Industrial* Type Yes ( ).. No Yes ( ) No ( ) Well( ) Spring Surface ( ) Public ( ) Name of Supplier: wells within 200 feet of system: No,v,7 *These systems require design by a Registered Professional Engineer NOTE: SITE PLAN MUST BE ATTACHED TO APPLICATION MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" SIGNATURE: DATE: f?i * �� G C/ AMOUNT PAI RECEIPT#�S S� _ DATE: I� CHECK # q61 Q CASHIER: TIME LOG Travel Perc Final COMMUNITY DEVELOPMENT DEPARTMENT (303) 328-8730 EAGLE COUNTY, COLORADO November 14, 1991 James W. Griffith Jr. 3148 Upper Cattle Creek Rd Carbondale, CO 81623 RE: Final of ISDS Permit No. 1090 Dear Mr. Griffith: 725 CHAMBERS AVE. P.O. BOX 179 EAGLE, COLORADO 81631 FAX (303) 328.7207 This letter is to inform you that the above referenced ISDS Permit has been inspected and finalized. Enclosed is a copy to retain for your records. Also enclosed are informational sheets regarding the care of your septic system. If you have any questions regarding this permit, please contact the Eagle County Environmental Health Division, P.O. Box 179, Eagle, Colorado 81631. We can also be reached, depending on your calling area, at the following numbers: Eagle Valley 328-8730; Basalt/El Jebel 927-3823. Sincerely, C. Kelley Carhart Office Assistant ckc Encl: Information Sheets Final ISDS Permit cc: Chrono File ISDS File Building Permit File ni Y3 - 7`7 G.t-v0� ► 4s C�� v MSt V)W 9 4 ISDS PERMIT # AM&O PERCOLATION TEST EAGLE COUNTY ENVIRONMENTAL HEALTH DEPT. OWNER: � LEGAL DESCRIPTION:3%z/9 U9b��,A, A/ MAILING ADDRESS: TYPE OF DWELLING: 5F/ ,, NUMBER OF BEDROOMS TEST HOLES PRE-SOAKED: YES NO TTMF. nv VAT T nitM" 1 2 3 1 2 3 1 2 3 1 2 3 0, 1 05 0(, 07 11.5 I1.0 1 17,25 4.375 Z.875 3.5 /D /I iZ I'}b I�,�j 7 D•D 2.5 1 1.5 2.75 Z. 3.3 I.$ 3� /_5 l� �% 16.0 A-0 �1 75 2.0 1.5 1.75 2.5 3.3 21 4 Zo 16,%75 15.0 17-6 1'75 1.0 .75 15.7 5 4.7 s y5 zG 11,0 16,D 7q,0 I. i2-5 I5 1.5 L1q 3.3 3,3 161 31) 3) 3 1�.315 17.5 z�{5 1.375 l 0 5 3b S to 71 " 35�,5 2.s,5 r 1.75 1.0 1.0 4.7 5 5 $ 1.0 1.0 % _ 1 /Pf•.s7 /i/O.// II zz,o zo.75 27,p 5 1.25 .5 / Z/ l6 Time to drop last inch S /o-�S J / I'vo PERC RATE: ,j MINIMUM SEPTIC TANK SIZE: rlla/�ta- J�J N20 MINIMUM LEACH FI/ELD SIZE: jo/ RZ1 oviow r�ve�t� /p'sg2- s 70' � ��56z 1_4 7ift e5 COMMENTS: 1ns •r �/ 14197ee 1111 .r %a j�S dry/ fyerc%LP�. PERC TEST DONEAY:1 _A'�3 r �/� 9� DATE: EnViX'onmeAtal Health Officer rev. 6/90ks _I= X ZD/ I ri vi �r 1 Zli,w 5; J ,op S4' r� i N -act q-a L4 a'1z DIAMOND G RANCH Jarnes W. Griffith, Jr. 3148 Upper Cattle Creek Road Carbondale, Colorado 81623 303-963-2943 � To Date - t n"0,4 M 4V4 Subject 2 Anxf-4' -D *51 (- -i I N oq . .. . ..... (kAj c- 21 -.AJ -x Lz Ls iv n"v ,�. J L. o i tN4 LILL-��'Dowj -v t Ino -a L q T- -4 4-V) -T T- V C ov THE co".'Ji wr DIAMOND G RANCH James W. Griffith, Jr. 3148 UPPer Cattle Creek Road Carbondale, Colorado 81623 303-963-2943 To C Date -Lo - 1 ---01 1 Subject Se%nc- %0Q -PCRIA-Sig F�o IN r) t'r pi C,A,o lijer-_ L,0 C_ArT. eL-V\A V, AefV-- CIO 4'.." *-e- of" T" -D- ' v ou e-n, ?0, N PAQ03 I -VA THE WRJTKwfu Co. RX&R4.41, IN 4nm4jl1 RECEIVED OCT 0 1 10 EAGLE COUNTY COMMUNITY DEVELOPMENT ol Chen € Northern, i nc. G �osullmcl Umprieos alml scienlisis XX SUBSOIL SZUDY FOR FOUNDATION DESIGN / PROPOSED RESIDENCE 3148 UPPER CATTLE CREEK ROAD p \ yG&RFfD OO M Y, COIARADO Job No. 4 300 90 Prepared For: Jim and Mary Griffith 3148 Upper Cattle Creek Road Carbondale CO 81623-9748 W 5080 Rued 154 Glenwood SpriNls. Colorado 81601 303 945.7459 303 946.2363 Facsimile May 15, 1990 TABLE OF 00KI12't5 CONCLUSION PURPOSE AND SOOPE OF STUDY PROPOSED OONSTRUCTION SITE CONDITION FIELD EXPLORATION SUBSOIL CONDITIONS FOUNDATION RECOMMENDATIONS FLOOR SLABS UNDERDRAIN SYSTEM SURFACE DRAINAGE LI=ATIONS FIGURE 1 - LOCATION OF EXPLORATORY BOR iGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURE 4 - SWELL -CONSOLIDATION TEST RESULTS.,' FIGURE 5 - GRADATION TFST RESULT'S TABLE I - SUMMARY OF LABORATORY TEST RESULTS 1 1 2 2 2 3 4 5 5 6 7 CONCLUSIONS The proposed residence should be founded with spread footings bearing on the natural granular so ls'�and designed for an allowable soil bearing pressure of 2000 psf. Other design and construction criteria relating to geotechnical aspects of the proposed residence are presented in the body of the report. ..•. •• • s This report presents the results of a subsoil study for a proposed residence to be located at 3148 Upper Cattle Creek Road, Garfield County, Colorado. The project site is shown on Fig. 1. The study was conducted in accordance with our agreement for geotechnical engineering services to Jim and Mary Griffith, dated April 3, 1990. A field exploration program consisting of exploratory borings was conducted to obtain information on subsurface conditions. Samples obtained during the field exploration were tested in the laboratory to determine their engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. The results of the field exploration and laboratory testing are presented in the report. This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the proposed construction and the subsoil conditions encountered. Design parameters and a discussion of geotechnical engineering considerations related to construction of the proposed residence are included in the report. W PROPOSED OONSINXTION The proposed 5000 square foot residence will be one story of wood I.ame construction with an attached garage. Ground floor will either be slab -on -grade or structural over a crawl space. Grading for the structure is expected to be relatively minor with cut depths between about 6 to 8 feet. We. -assume relatively light foundation loadings, typical of the proposed type. construction. If building loadings, location or grading plans change significantly from those described above, we should be notified to reevaluate the reccMrendations contained in this report. SITE OONDITIONS The proposed building area is located on a west facing hillside. The topography of the area is generally flat with slopes of 7% to 10% down to the west. An existing gravel road is located to the north of the building area. The road leads to an existing two-story wood frame house located about 300 feet east of the proposed building area. There is an, existing pond reportedly about 8 feet deep located south of the existing house. A drainage swale runs from the pond area down to the south of the proposed building area. The building area is vegetated with grass. There are willows and brush along the drainage swale to the south. oil 0*'X�CO)IVZB V • The field exploration for the project was conducted on April 4, 1990. Two exploratory borings were drilled at the locations Shawn on Fig. 1 to evaluate the subsurface conditions. The borings were advanced with 4-inch diameter continuous flight augers powered by a truck mounted CME-55 drill rig. The borings were logged by a representative of Chen -Northern, Inc. -3- Samples-of the subsoils were taken with 1 3/8-inch and 2-inch I.D. spoon samplers. The samplers were driven into the subsoils at various depths with blows from a 140 pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASIM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the. penetration resistance values are shown on the Logs of Exploratory Borings, Fig. 2. The samples were returned to our laboratory for review by the project engineer and testing. i The subsoil conditions encountered at the site are shown graphically on Fig. 2. The subsoils consist of 4 1/2 to 5 feet of topsoil overlying 5 1/2 to 7 1/2 feet of relatively dense, clayey sandy gravels containing cobbles and boulders. Very stiff to hard sandy silty clay with occasional gravel and cobbles was encountered below depths of 10 1/2 to 12 feet down to the maxir= depth explored, 21 feet. laboratory testing performed on samples obtained from the borings included natural moisture content, density, gradation analyses and Atterberg limits testing. Swell -consolidation tests results,.,shown on Fig. 4, indicate that the upper organic topsoil is highly compressible. The lower sandy clays have low to moderate compressibility. Results of a gradation analysis performed on small diameter drive samples (minus 1 1/2-inch fraction) of the natural granular soils are shown on Fig. 5. Atterberg limits testing indicates the clay fraction of the subsoils is of medium plasticity. The laboratory testing is summarized in Table I. -4- No free water was encountered in the borings at the time of drilling or < when checked two days later. The subsoils were generally moist. FORMTION REOOMMENDATIONS Considering the subsoil conditions encountered in the exPloratory borings and the nature of the proposed construction, we recomwnd the residence be founded with spread footings bearing on the natural granular soils below all topsoil. The building foundation excavation may extetxd into the underlying clays. We expect bearing on the clays will be acceptable. The design and construction criteria presented below should be observed for a spread footing foundation system. The construction criteria should be considered when preparing project documents. 1) Footings placed on the undisturbed natural granular soils should be designed for an allowable soil bearing pressure of 2000 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about l inch or less. 2) All existing fill, topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to relatively dense natural granular soils. 3) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 4) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. placement of foundations at least 36 inches below exterior grade is typically used in this area. 5) Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 10 feet. Foundation walls acting as -5 retaining structures should also be designed to resist a lateral earth pressure corresponding to an equivalent fluid unit weight of 50 pcf. G) A representative of the soil engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. The natural on -site soils, exclusive of.topsoil, are suitable to support lightly to moderately loaded slab -on -grade construction. TO reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and'slab reinforcement should be established by the designer based on experience and the interned slab use. A minimum 4-inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of Minus 2-inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard proctor density at a moisture content near Optimum- Required fill can consist of the on -site gravels devoid of vegetation, topsoil and oversized rock. DI V Di Although free water was not encountered during our exploration, it has been our experience in mountainous areas that local perdu d groundwater may develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below grade construction, such as retaining walls, crawl space and basement areas be Protected from wetting and hydrostatic pressure buildup by an undezdrain system. The drains should consist of drain tile placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain should be placed at least 1 foot. below lowest adjacent finish grade and sloped at a minimum 1% to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 2 feet deep. The following drainage precautions should be observed during construction and maintained at all times after the residence has been ccupleted: 1)' Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximcnn standard proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free - draining wall backfill should be capped with about 2 feet of the on -site soils to reduce surface water infiltration. 4) Roof dawmPouts and drains should discharge well beyond the limits of all backfill. -7- •LINIITATIONS This report has been prepared in accordance with generally accepted soil and foundation engineering practices in this area for use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data cbtained from the exploratory borings drilled at the locations indicated on Fig. 1 and the proposed type of construction. The nature and extent of subsurface variations across the site may not become evident until excavation is performed. If during construction, fill, soil, rock or water conditions appear to be different from those described herein, this office should be advised at once so reevaluation of the recommendations may be made. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the soil engineer. Sincerely, CF I NORMMN, INC. By. Daniel E. Hardin, P.E. Reviewed By Steven L. Pawlak, P.E. DEH,/ec cc: Morter Architects, Attn: Jim Morter IJ 00 � r � .000 1 BORING I PROPOSED '� / _ i BUILDING —J / AREA 000,� ro el IN 44 BORIN 2 / cp \ / _— \\�,; J� APPROXIMATE SCALE EXISTING POND rvl / 8' DEEP ��--"� _ EXISTING HOUSE 100, �J 14 500 90 1 ChenONorthern,Inc I LOCATION OF EXPLORATORY BORINGS I Fig. I LCUGIVU. ® Topsoil; organic sandy clay, silty, slightly gravelly, occasional cob to medium stiff, moist, dark brown to black, tiles, soft © Clay (CL); silty, sandy, with occasional gravel and cobble -size basalt fragments, very stiff to hard, moist, reddish brown. rrRmyj Gravel. (GC) and cobbles, clayey, sandy, subangular basalt fragments, dense moist, brown. , Relatively undisturbed drive sample; 2-inch I.D. California liner sample. Drive sample; standard penetration test (SPT), 1 3/8-inch I.D. split spoon sample, ASTM D-1586. 5/12 Drive sample blow count; indicates that 5 blows of a 140-pound hammer falling 30 inches were required to drive the California or. SPT sampler 12 inches. NOTES: 1. Exploratory borings were drilled on April 4, 1990 with a 4-inch diameter continuous flight power auger. 2. Locations of exploratory borings were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory borings were obtained by interpolation between c on the site plan provided. 4. The exploratory boring locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory boring logs represent the approximate boundaries between material ;,,apes and transitions may:;be gradual. 6. No free 4f:.;er was encountered in the bor:=gs at the time of drilling or when checked k,wo days later. Fluctuations in water level may occur with time. 7. Laboratory Tasting Results: WC = Water Cootent (%) DD = Dry Density (pcf) +4 = Percent retained on No. 4 sieve -200 = Percent passing No. 200 sieve LL = Liquid Limit (%) PI = Plasticity Index (%) 4 300 90 1 ChenoNortheM,Inc Legend and Notes Fig. 3 Boring 1 Boring 2 Elev. = 66' Elev. = 74' 4 75 - 75 G 70 OV IV WC123 70 DD=99 0. 50/3 65 0� 10/25 65 5/12 .; a) DD=84 LL=344 +� a, PI=17LL- v 60 o0 31/12 0 60 +' > °o +4=63 =200=11 17/ 12 WC=24 a, ;• .o DD=102 > a, w do w 55 o. •� o; 40/12 .00 55 20/12 50 30/12 50 a5 45 Note: Explanation of symbols presented on Fig. 3. 4 300 90, J -ChenONOrthern,Inc Logs of Exploratory Borings Fig. 2 0 0 1 E 2 O U 3 4 5 6 7 8 Ehl.,111111IM111Moisture Content 23 percent Moll 11111MIllBoring ■■IlilIIl■■1111111■■Illllu, ��111111��■1111111■■11111�, ■■I�IIIIEs��Il�IIII■■Illllh ■■1 11111111il.1111111 ■■11��lll��lllllll����i��il ■�11 il�■�imu■■�nmi �■INIII�■1�11111■■Illllgl 9L 0.1 Z 0 i 3 1 lu APPLIED PRESSURE — ksf 1uu Moisture Content 24 percent Dry Unit Weight 102 pc1 Sampleof: sandy clay From: Boring 2 at 15 feet oil ■■uu��■�mm■■��ma U.) Lu lu luu APPLIED PRESSURE — ksf 4 300 90 1 Chen -Northern, Inc. I SWELL -CONSOLIDATION TEST RESULTS I Fig. 4 CA-1-79 NIIIIIIIIIIIIIIIIII�1 � 11NIIIIIIIIIIIIIIIIII ■ 11111111111111111111111 VIIIIIIIIIIIIII�1111 �� �11111111111111111111� 1 1111111111111111111■ 0 c D m O m m m m c r Ch .Pb o- 1090-91 J4- JOB NAM1 IL � `z4 JosNo. JOB LOCATION BILL TO DATE STARTED DATE COMPLETED DATE BILLED JOB COST SUMMARY TOTAL SELLING PRICE ZY__ I A '� :✓. I �+( f mall TOTAL MATERIAL TOTAL LABOR INSURANCE SALES TAX MISC. COSTS TOTAL JOB COST GROSS PROFIT LESS OVERHEAD COSTS % OF SELLING PRICE NET PROFIT JOB FOIAER Product 278 ®® NEW ENC * s //- /3 - 9/ 'OLDER Printed in U.S.A, b y k —f. f 7 � T ll +j( 1 =J ti O , I r I AiiTi1T' 16 z � -O i v e i } �1 ^r r T� �I �► i q :. I: :.::.::.:.:.::.: J 1 iLL s ,03 n I N n '. ..:.•. :•.� ..•.:,...em.�.s�. 4000 ;:..`...:•: : •• " I .•._..• . '...".: . i L w II -77 •. ..•..•....•.•.•.•.. •.•..•..•.. ------------- L ! •i I 0 �' : := aX. i . 1 . z. L- "�»t- � � \ I „ f. \✓ it _ :�•`�-sue::; ' �-XI�TEi, � Eta r r 7; Ton is :•:•i 1 't27 rtEtA4a4N 4W, 1b \ HIGH 1-•IATC-c � Rip up.P)- J 94 1 l � F �J ..... W C ,z,� '� LU _ cc = O, cn < J o Q J cn z 0 V Q a E-- o a o Q... LL L a M m cc Cc L CC cc) � < v UJ J M ° of 2 2 •sheets INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT Eagle County Department of Environmental Health PERMIT N2 0876 P.O. Box 850 - 550 Broadway Eagle, Colorado 81631 Telephone: 328-7311 or 949-5257 or 927-3823 YELLOW COPY OF PERMIT MUST PLEASE CALL FOR FINAL INSPECTION BEFORE BE POSTED AT INSTALLATION SITE COVERING ANY PORTION OF INSTALLED SYSTEM Owner: James W. Griffith, Jr. Telephone: 963-2943 Address: 3148 Upper Cattle Creek Road Carbondale, CO 81623 System Location: Same >M6AM Installer: Andy Schwal l er - Divide Corporation License Number: Conditional installation approval is hereby granted for the following: Minimum requirements: 1�0 0 Gallon Septic Tank or Aerated Treatment unit Absorption area of dispersal area computed as follows: Percolation rate:_ Inch in Minutes Absorption area per bedroom Sq. Ft. Number of Bedrooms 3 X Sq. Ft. minimum requirement per bedroom - equals Total Sq. Ft. minimum requirement Special Requirements: Minimum 1000 gallon septic tank- 24n fppt of in" SR 2 equals two (2 ) oot lengths of 10" SB 2 with a diver Date: 9-26-88 Environmental Health Officer:- Sid Fox CONDITIONS: 1. All installations must comply with all requirements of the Eagle County Individual Sewage Disposal System Regulations, adopted pursuant to authority granted in 25710-104, C.R.S. 1973, as amended. 2. This permit is valid only for connection to 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 cause for both legal action and revocation of the permit. 3. Section III, 3.21 requires any person who constructs, alters or installs an Individual Sewage Disposal System to be licensed according to the regulations. FINAL APPROVAL OF SYSTEM: No system shall be deemed to be in compliance with the Eagle County Individual Sewage Disposal System Regulations until the system is approved prior to covering any portion of the system. I11}l�!}� 8F 1b'S INSTALLED ABSORPTION OR DISPERSAL AREA: q0 - Q. FT. INSTALLED SEPTIC TANK: 000 GALLONS; DEGREES; FEET DESIGN ENGINEER OF SYSTEM: __ Also biC b ea- (� /Z i ^► INSTALLER OF SYSTEM: _b Iyi PI ((22 - S( SZh(JJA-110-d PHONE:. SEPTIC TANK CLEANOUT TO WITHIN 12"OF FINAL GRADE OR / AERATED ACCESS PORTS ABOVE GRADE: YESy NO PROPER MATERIALS AND ASSEMBLY: YES i✓ NO COMPLIANCE WITH PERMIT REQUIREMENTS: YES NO COMPLIANCE WITH COUNTY / STATE REGULATION REQUIREMENTS: YES �NO COMMENTS: (Any item checked NO requires correction before final approval of system is made. Arrange a re -inspection when work is completed.) DATE (Final Approval) ENVIRONMENTAL HEALTH OFFICER DATE (Re -Inspection) ENVIRONMENTAL HEALTH OFFICER: RETAIN WITH RECEIPT RECORDS PERMIT Name of Applicant: James W. Griffith, Jr. Name of Owner: Same Amount Paid: $275.00 Receipt Number: 399 Date: 9-6-88 Cashier: J . Brophy Checks 2027 and 2028 White and Pink Copies - Environmental Health Department Yellow Copy - Applicant / Owner APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT \ ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY No. 3 230 \ P. 0. BOX 179 EAGLE, COLORADO 81631 949-5257 Vail 328-7311 Eagle 927-3823 Basalt PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $125.00 NAME OF OWNER: TRrr1em W . Gv. .,'r+Tk MAILING ADDRESS: 31%48 Upj2y,g C*mg� C+effyy_ T,-xro PHONE: 963 -a S 51.3 NAME OF APPLICANT (If different from owner): - - ADDRESS: PHONE: DESIGN ENGINEER OF SYSTEM (If applicable): ADDRESS: PHONE: PERSON RICENSEDBINSTALLERSTA(LAjIOESOF SY(<):NO jVjZWin- Ea e . u.1Lvo 5ctwq 1ra ADDRESS: 1716 Emma 200P'►SYt,.-r, Q 4162/ 9PHONE: 927- 50?- PERMIT APPLICATION IS FOR: (X() NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Physical Address: Z) 4IyPPave CAj rLs-( �c e*-x Kv,%O Ca*LJ%0rA&,.1X' CO eL6a3 Parcel Number: Lot Size: Legal Description: 5eaF A-rrau.F,jn BUILDING OR SERVICE TYPE (Check applicable category): x' Residential - Single Family ( ) Residential - Fourplex ( ) Residential - Duplex ( ) Commercial (Type) ( ) Residential - Triplex NUMBER OF PERSONS: I NUMBER OF BEDROOMS: 3 WASTE TYPES Check applicable categories): Commercial or Institutional (X) Dwelling ( ) Non -Domestic Wastes ( ) Transient Use ( X ) Garbage Disposal ( x) Dishwasher ( X) Automatic Washer ( ) Spa Tub ( ) Other (Specify): TYPE OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSED: k Septic Tank Composting Toilet ( ) Incineration Toilet ( ) Vault Privy ( ) Greywater ( ) Chemical Toilet ( ) Pit Privy ( ) Aeration Plant ( ) Recycling, Portable Use ( ) Other ( ) Recycling, Other Use WILL EFFLUENT BE DISCHARGED DIRECTLY INTO WATERS OF THE STATE: ( ) YES ( X) NO IS SYSTEM DESIGNED FOR LESS THAN 2,000 GALLONS PER DAY: (X) YES ( ) NO WATER CONSERVATION PLAN: ( ) YES NO NOTE: The Environmental Health Office may reduce the required absorption area upon approval of an adequate water conservation plan. SOURCE AND TYPE OF WATER SUPPLY: ( V) Well ( ) Spring ( ) Creek/Stream Give depth of all wells within 200 feet of system: ,5rr,&ft � war,., q"1 - 45011177O 6 If supplied by�comm nity water, give name of supplier: SIGANTURE: DATE: 9006® INFORMATION BELOW TO BE FILLED OUT BY ENVIRONMENTAL HEALTH OFFICER: GROUND CONDITIONS: Percent ground slope 5170 SOIL Depth to Bedrock (Per 8' profile hole) plC Depth to Groundwater table Ole_ PERCOLATION TEST RESULTS: _ Minutes per inch in Hole#1 Q0 rM P,� Minutes per inch in Hole #2 )qo`Z-ir- Minutes per inch in Hole #3 FINAL DISPOSAL BY: ( ) Absorption Trench, Bed or Pit ( ) Evapotranspiration ( ) Above Ground Dispersal ( ) Sand Filter ( ) Under Ground Dispersal �® �( ) Wastewater Pond ( ) Other C8 AMOUNT PAID: �_ RECET NUMBER DATE: NOTE: SITE PLAN MUST BE ATTACHED TO APPLICATION. (Environmental Health Dept. - Rev. 4/88) PERCOLATION TEST ENVIRONMENTAL HEALTH DEPARTMENT Eagle County FEE: $125.00 ISDS APPLICATION NO. 3 -a 3C�' OWNER: LEGAL DESCRIPTION: RURAL ADDRESS: TYPE OF DWELLING: e!M NUMBER OF BEDROOMS: DATE OF PERCOLATION TEST: 2-2-2 TYPE OF SOIL: TEST HOLES PRE-SOAKED: YES, NO TIME WATER DEPTH INCHES OF FALL RATE 1 2 3 11 2 3 1 2 3 1 2 3 d3 7,4 1 ` :'5 /irS 3'l8r2e 3 PERCOLATION RATE: jW1 P-1 RECOMMENDED MINIMUM SEPTIC TANK SIZE: 1 0 0 c) RECOMMENDED MINIMUM LEACH FIELD SIZE: Vff __ RECOMMENDED MINIMUM SQUARE FOOTAGE PER BEDROOM: 7 X SITE HAS BEEN REVIEWED AND TESTED FOR PERCOLATION RATE. Environmental Health Officer Date COMMENTS: I70' X 2 Val I dou-coenes. y,^ C w, S Rev. 5/31/84 EAGLE COUNTY ENVIRONMENTAL HEALTH OFFICE sim Griffith jr. Name • B2.30 Date Routed Application No. Location Please review the attached Individual Sewage Disposal System Permit Application and return it with this completed form the the Environmental Health Office. PLANNING: Complies with - YES NO REVIEWED BY DATE Subdivision Regulations: NIA Zoning Regulations: �0 Recommend Approval:. ✓ COMMENTS: BUILDING: Complies with - Building Permit Applied For: Buildina Permit Issued: Recommend Approval: COMMENTS: ENGINEER: Complies with - Roads: Grading: Drainage: Recommend Approval: COMMENTS: YES NO REVIEWED BY DATE v q7_� YES NO REVIEWED BY DATE ENVIRONMENTAL HEALTH: Complies with - YES NO REVIEUED BY Q4TE Floodplain Permit Necessary: I.S.D.S. Regs. Compliance: Recommend Approval: COMMENTS: J'1101Ov& ( C300 GA- t 00 STPT o-F to"' 562. �a Qtje+1,S 0 JOB NAME JOB NO. XIL JOB LOCATION BILL TO DATE STARTED 3 �}S upper Cates Of) Ca bur DATE COMPLETED I DATE BILLED JOB COST SUMMARY TOTAL SELLING PRICE TOTAL MATERIAL PERMIT # 876 OWNER: James W. Griffiths, Jr. LOCATION: 3148 Upper Cattle Creek Road, Carbondale INSTALLER: Andy Schwaller- Divide Corporation SIZE OF TANK: 1000 Gallons DWELLING: 3 BR Residence PERC RATE: 40 MPI ABSORPTION AREA: 240 Lineal feet of SB2 10" FINALIZED: 10-5-88 BY: Sid Fox 10B r / _E LLD: 1 S)OWINCA RANCH ROAD J E XIST I NGa STREAM EXISTING POWER POLE- 1 -27 O4' � dj a $ z I 1ct SC' � i - I PROPOSED WELL i LOCATION SITE PLAN...FOR- CARETAKERS HOUSE APMESS:E A OWNS OWNER: JAMES W. GRIFFITH JR. ADDRESS:3148 UPPER CATTLE CREEK ROAD CARBONDALECO. a l Ga TELEPHONE NO.: - 9lb3. 2945 1 COUNTY: E-AcaLE SITE SW Y4 OF THE SW Y4 , SECTION ?-3 LOCATION ' TWP. ? S RW-L 87 W G P M. MIST FROM SECTION LINES • c=' FT. FROM SOUTH SEC. UNE TO CTR. PT. OF "OUSE ' S (o0i FT. FROM WEST SEC. U E DRAFTSMh,WI . PHILL1P MICRA.S . PAYNE ADDRESS ; SAME A OWNER TELEPHONE ' MO. 303 - 9,03 - 2943 DATE-: 9 _ $ _ ... SGAt_E : 1 n ._� IO` _ SHEET p1= i EAGLE COUNTY DEPARTMENT OF ENVIRONMENTAL HEALTH PLEASE CALL FOR FINAL P. 0. Box 850 - 550 Broadway PERMIT MUST BE POSTED INSPECTION BEFORE COVERING Eagle, Colorado 81631 AT INSTALLATION SITE ANY PORTION OF INSTALLED SYSTEM 328-7311 or 949-5257 or 927-3823 PERMIT NO. No- 55 1 OWNER: William Hignett ADDRESS: P.O. Box B, Aspen, CO 81611 SYSTEM LOCATION: Lot 92, Blue Creek Ranch Subdivision LICENSED INSTALLER: owner will be responsible as installer is Not LICENSE NUMBER: **CONDITIONAL INSTALLATION APPROVAL is hereb licensed y granted for the following: MINIMUM REQUIREMENTS:1,000 gallon septic tank or aerated treatment unit. Absorption area or dispersal area computed as follows: PERCOLATION RATE: 1 inch in 10 minutes. Absorption Area per Bedroom 200 sq. ft. No. of Bedrooms 3 x 200 sq. ft. minimum requirement per bedroom 600 total sq. ft. minimum requirement. SPECIAL REQUIREMENTS: This 1'SDS° was engi'nee G"i=ed T p engineAr desigp must be followed for installation. DATE: November 18, 1981 INSPECTOR: Erik W. Edeen **CONDITIONS: 1. All installation must comply with all requirements of the County Individual Sewage Disposal System Regulations, adopted pursuant to authority granted in 25-10-104, C.R.S. 1973, as amended. 2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Connection to or use with any dwelling or structure not approved by the building and zoning departments shall automatically be a violation of a requirement of the permit and cause for both legal action and revocation of the permit. 3. Section III, 3.21 requires any person who constructs, alters, or installs an individual sewage disposal system to be licensed according to the Regulations. FINAL APPROVAL OF SYSTEM: No system shall be deemed to be in compliance with the Eagle County Individual Sewage Disposal System Regulations until the installed system is approved prior to covering any part. Installed Absorption or Dispersal Area: sq. ft. Installed Septic Tank: gallons.�o��� Design Engineer of Syst . &eZ"`- 4 1� Installer of System: r�r-/j ,— Phone: Septic tank cleanout to within 12" of final ade or aerated access ports above grade? Yes No _ Proper materials and assembly? Yes fie' Compliance with permit requirements? Yes No Compliance with County/State regulations requirements? Yes No COMMENTS: (Any item checked "No" requires correction before final approval of system is made. Arrange a re -inspection when work is completed.) DATE: //- 1% -/ INSPECTOR: RF-TN-PFrTTnN nATF• TNCPP Tn p PLEASE RMIRM THIS POP.TInN 141TH YnUR SITE PLAN AND FEE(S) ,,28--7311 949- 5 57 7 - 3 • r M EN V I ROEIaT 1L HE„L i H BOX 850 EAGLE, COLORADO 81631 PER1'1IT FEE _ $150 PERCOLATION TEST FEE = S50 APPLICATION FOR INDIVIDUAL SE'. -'!AGE DISPOSAL SYSTEM PER111T NO. Z/y NAME OF OWNER: MQ, C-,hie= ADDRESS: FIN rp NSPew -Co. &Hail PHIWIE: 92S-4S7'7_— NAMI OF APPLICANT (IF DIFFERENT FROM O1,lNER): ADDRESS DESIGN ENGINEER OF SYSTEM (IF APPLICABLE): PHONE: ADDRESS: 4012 S. ggLkwo 5p, �..Tr A-% C�L6Nc���a0 g�(�PH0NE: _94<&.� ZpgZt PERSON RESPONSIBLE FOR INSTALLATION OF SYSTEM: ��_d►����.,t A�o_'TC�I.�P�1J,�S ADDRESS: / PHONE. PERMIT APPLICATION IS FOR: (Xj New Installation ( ) Alteration ( ) Repair LOCATION OF PROPOSED FACILITY: County E1=LE. Lot Size tZ�.ac.N Igo.• City or Town, if within City or Town Limits LEGAL DESCRIPTION: STREET (RURAL) ADDRESS: 92 IS SYSTEM DESIGNED FOR LESS THAN 2,000 GALLONS PER DAY? (X) Yes ( ) No BUILDING OR SERVICE TYPE: (Check applicable category) (X) Residential - Single-family dwelling ( ) Residential - Duplex ( ) Commercial - State usage # Persons 2 0 Residential - Triplex Residential - Quadplex # Bedrooms WASTE TYPES: (Check all applicable) ( ) Commercial or Institutional (X) Dwelling ( ) Non -domestic wastes ( ) Transient Use ( ) Other SOURCE AND TYPE OF 14ATER SUPPLY: ( K) Well ( ) Spring Give depth of all wells within 200 feet of the system: If supplied by community water, give name of supplier: TYPE OF INDIVIDUAL SEWAGE IDISPOSA.L SYSTEM, PROPOSED: (Al Septic Tank ( ) Aeration Plant ( ) ' .�aUl1, P'r'Ivy 1 i L_!Lr S,L.iIii� iUtisi 7 ( ) Pit Privy ( ) Incineration Toilet ( ) ( ) Greywater ( ) Other ( ) Garbage Grinder ( x) Dishwasher ( X) Automatic Masher ( ) Creek or Stream Chemical Toilet T.__yc_1 Illy, n.t[, CIJ.en IJJ.. Recycling, Other Use WILL EFFLUENT BE DISCHARGED DIRECTL'r INTO IWATERS OF THE STATE? ( ) Yes ()C) No Signature Date INFORMATION BELOW TO BE FILLED OUT BY ENVIRONMENTAL HEALTH OFFICER GROUND CONDITIONS: Percent Ground Slope: `' Depth to Bedrock (per 8' Profile Hole C '7 G(� Depth to Groundwater Table SOIL PERCOLATION TEST RESULTS: �� h P Minutes per inch in Hole No. 1 Minutes per inch in Hole No. 2 ,f l( t1i nutes per inch in Hole No. 3 FINAL DISPOSAL BY: ( ) Absorption Trench, Bed or Pit ( ) Evapotranspiration ( ) Above Ground Dispersal ( ) Sand Filter ( ) Underground Dispersal ( ) 'Wastewater Pond ( ) Other f Bu;fLDINGDIVISION INSPECTION REQUEST P::O. Box 179 PHONE: 328-7311 E A G LE C O U N J Y D),TE 4--JOB NAME TIME RECEIVED V AM PM CALLER BUILDING FOOTING FOUNDATION FRAMING FINAL PARTIAL LOCATION: COVER INSULATION SHEETROCK VENEER ROOF PARTIAL LOCATION: PLUMBING ROUGH STANDPIPE FINAL W D C S PARTIAL LOCATION: MECHANICAL ELECTRICAL VENTILATION HEATING HOODS TEMPORARY ROUGH FINAL SMOKE DETECTOR PARTIAL LOCATION: PARTIAL LOCATION: ❑ OTHER ❑ PARTIAL. LOCATION READY FOR INSPECTION. r' 1 MON , ' TUE WED THUR FRI AM PM COMMENTS: G / GAG �- ❑ APPROVED ❑ DISAPPROVED\ ❑ REINSPECT ❑ UPON THE FOLLOWING CORRECTIONS: CORRECTIONS DATE EAGLE COUNTY ENVIRONMENTAL HEALTH ROUTE FORM // - /6- F / NAME 9/i DATE ROUTED �,� ���� APPLIC. N0. LOCATION Please review the attached Individual Sewage Disposal System Permit Application and return it and this completed form to the Environmental Health Office. PLANNING: Complies with: YES NO REVIE14ED BY PATE Subdivision Regulations: Zoning Regulations: Recommend Approval: COMMENTS: BUILDING: Building Permit Applied For: Building Permit Issued: Recommend Approval: COMMENTS: 70 / ENGINEER: Complies with: Roads: Grading: Drainage: Recommend Approval: COMMENTS: ENVIRONMENTAL HEALTH: Floodplain Permit Necessary: I.S.D.S. Regs. Compliance: Recommend Approval: COMMENTS: YES NO REVIEWED BY DATE YES NO REVIEWED BY DATE YES NO REVIEWED BY DATE � i CONSTRUCTION PERMIT APPLICATION Jurisdiction of EAGLE COUNTY USE THIS FORM WHEN APPLYING FOR ANY OR.A-LL--QF THE FOLLOWING PERMITS: CIRCLE THOSE THAT APPLY— [ A ] Building [ B ]' Plumbing [ C ] Electrical [ D ] Mechanical [ E ] Road Cut/Right of Way [ F ] Individual Sewage Disposal System [ G ] Grading [ H ] Sign Applicant to complete numbered spaces only. JOB ADDRESS 1 LEGAL DEAL LOT NO. BLK TRACT 1 ❑SFE ATTACHED SHEET 1 OWNER 2` MAIL ADDRESS ZIP PHONE CONTRACTOR 3 ,. MAILADDRESS PHONE LICENSE NO. ARCHITECT OR DESIGNER 4 MAIL ADDRESS PHONE LICENSE NO. ENGINEER 5 MAIL ADDRESS PHONE LICENSE NO. LENDER 6 MAILADDRESS BRANCH USE OF BUILDING 7 No, of Dwelling Units 8 Class of work: ❑ NEW ❑ ADDITION O ALTERATION ❑ REPAIR ❑ MOVE ❑ REMOVE 9 Describe work: 10 Change of use from Change of use to 11 Valuation of work: $ 14 Total floor area of structure: 12 Acreage or sq. footage of lot: 15 Height of structure above finish grade: 13 Sq. footage of lot coverage: 16 Special Conditions and Additional Information: 17 Energy Award: SITE PLAN MUST BE INCLUDED WITH THIS APPLICATION: exceptions are listed in Eagle County Building Resolution. For site plan preparation instructions refer to Eagle County publication "Graphic & Submittal Requirements for Site Plans". 18 I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS _ /f APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL BE COMPLIED WITH WHETHER SPECIFIED SIGNATURE OF CONTRACTOR OR AUTHORIZED AGENT DATE HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE OF CONSTRUCTION. SIGNATURE OF OWNER (IF OWNER BUILDER) DATE APPLICATION ACCEPTED BY PLANS CHECKED BY APPROVED FOR ISSUANCE BY White Copy —INSPECTOR Canary Copy —APPLICANT Pink Copy —ENVIRONMENTAL HEALTH Gold Copy —ASSESSOR JOB NAM[ 0551 Hignett Creek Ranch Cattle Creek Lot 92 Blue Sub 3148 Upper IIT JOB NO� � S� Ana � ncerrnni BILL TO DATE STARTED DATE COMPLETED DATE BILLED JOB COST SUMMARY TOTAL SELLING PRICE TOTAL MATERIAL PERMIT # 551 OWNER: William * gnett LOCATION: Lot 92 - Blue Creek Ranch Subdivision INSTALLER: Owner Design Engineer - Dave Grounds SIZE OF TANK: 1,000 gallons DWELLING: Residential - 3 bedrooms x 200 sq.ft. PERC RATE: one inch/10 minutes (600 sq.ft.) TOTAL LABOR INSURANCE SALES TAX MISC. COSTS TOTAL JOB COST GROSS PROFIT LESS OVERHEAD COSTS % OF SELLING PRICE NET PROFIT Finalized -)-' -11 l _. 11-16-81 By: Erik Edeen _DER 11 Printed in USA f Untreated Building Paper or 1'61 1 6 2" of Hoy or Straw 0 TOPSOIL p a - — o -- f f I/2- 21/2 Washedr Grovel m F t 1 � 3" O Perforated P V.C. ASTM D2729 R ABSORPTION TRENCH GENERAL NOTES: 1) All materials and field ccastruction to meet Eagle County regulations on Individual Sewage Disposal Systems. 2) Location of septic tank arl leachfield are approximate and may require field adjustment. to be 3-inch diameter Sewer and Drain ASTM D2729. 3} 4) tali sewer pipe The septic tank shall be bedded on three inches of minus 1/2-inch 5) material. All connections to the septic tank and distribution boxes shall be grog ited and leakproof. 6) 5' of cast iron or 3034 PVC shall be used for house connection and at inlet and outlet of septic tank. DESIGN CRITERIA AND CALCULATI)NS: 1) Percolation rate 10 min./inch 2) 3 bedrooms 3) Regnirec trench area 600 sq. f t. 4) Septic tank required - 1000 gallon SITE PLAN FOR SEPTIC SYSTEM -\\--I\Tonk w X t\ 94.9 E X I S T I N G HOUSE NOTES: 1) Contour inte 7al - 1 foot 2) Benchmark -(,round at southwest house corner - Elev. 194.9' 3) O designs s a tree moo_ Q o A ENVIRONMENTAL. HE�Lf� PJ 20 0 20 410 SCALE: I inch = 20 feet SITE PLAN FOR SEPTIC SYSTEM ounta'n engineering 6 lond vvrvvytnp co. 406 So. Hyland Sauore Sups A I Glenwood Springs, Colorado &601 (303)445-2U43 PREPARED FOR Bill Hignett DRN. BY DSD CKD. BY DWG SHEET OF DATE 1 i /I j/R1 I SCALE „= 20' I JOB NO.