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HomeMy WebLinkAbout2450 Alkali Creek Rd - 185520400091Environmental Health Department P.O. Box 179 500 Broadway Eagle, CO 81631-0179 Phone: (970) 328-8730 Fax: (970) 328-7185 Permit Permit No. OWTS-018399-2020 Permit Type: OWTS Permit Work Classification: New Permit Status: Active Issue Date: 4/6/2020 Expires: 8/4/2020 On-Site Wastewater Treatement System Project Address Parcel Number , 185520400091 Owner Information Address Joshua Boe PO Box 1883 Avon, CO 81620 Phone: Cell: (970) 390-7351 Email: joshuadboe@yahoo.com Inspections: For Inspections Call: (970) 328-8755 and call the Design Engineer Engineer Phone Email KUMAR & ASSOCIATES, Dave Young (970) 945-7988 dyoung@kumarusa.com Contractor License Number Phone Email Reyes General Construction reyescarlossti@gmail.com(970) 376-5760 Permitted Construction / Details: Install the OWTS exactly as shown in the H-P Kumar design dated December 5, 2018, stamped and signed by David A. Young, PE. The system is designed to serve a four bedroom single family residence and a one bedroom accessory dwelling unit, for a combined design flow based on five bedrooms. The system consists of a 1,500 gallon (2,000 gallon total volume) three compartment Valley Precast septic tank with an Orenco PF3005 high head effluent pump within a biotube vault in the third compartment. Set pump floats to deliver 141 gallons of effluent approximately 30 feet to an Orenco V6404 automatic distribution valve (ADV), set level at the high point of the system and made accessible at or above grade. The ADV will alternate doses of effluent between four sets of trenches, for a total of eight shallow trenches, each consisting of twenty Standard Quick4 Plus chambers, for a total of 160 chambers. Inspection ports must be installed at both ends of each trench, and flushing assemblies/distribution line cleanouts (as shown in the design Figure 6) at the end of each distribution lateral. Maintain all elevations and applicable setbacks, as shown on the design drawing. Electrical permits must be obtained for the pump, audible and visual alarm system from the Eagle County Building Department. Contact Eagle County Environmental Health Department 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 April 06, 2020 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 Monday, April 6, 2020 1 *************************************************************************** APPLICATION FOR ON-SITE WASTEWATER TREATMENT SYSTEM (OWTS) PERMIT INCOMPLETE APPLICATIONS MAY NOT BE ACCEPTED (SITE PLAN MUST BE INCLUDED) FEE SCHEDULE APPLICATION FEE FOR NEW OWTS OR MAJOR REPAIRS $800.00 MINOR REPAIR FEE $400.00 Fee includes the design review, permitting and maintenance of OWTS records Make all checks payable to: Eagle County Treasurer Property Owner: _______________________________________Phone: ________________________ Owner Mailing Address: ________________________________ email: _________________________ Professional Engineer: __________________________________ Phone: ________________________ Applicant / Contact Person: ______________________________Phone: ________________________ Licensed Systems Contractor Name / Company: ___________________________________________ Contractor Mailing Address: _________________________________ Contractor License #:_______ Contractor Phone Number: ________________________ email: ______________________________ OWTS Permit Application is for: ____ New Installation ____ Alteration ____ Repair Tax Parcel Number: _________________________________ Lot Size: ________________________ Assessor’s Link: www.eaglecounty.us/patie/ Physical Address: _____________________________________________________________________ Legal Description: ____________________________________________________________________ Building Type: _____ Residential / Single Family _____ Residential / Multi Family _____ Commercial / Industrial Number of Bedrooms: ______ Number of Bedrooms: ______ Type of Use: _______________ *As of 06/27/2014, all systems require design by a Registered Professional Engineer. Type of Water Supply: ____ Private Well ____ Spring ____ Surface ____ Public If Public, Name of Supplier: ____________________________________________________________ Applicant Signature: ______________________________________Date:_______________________ **************************************************************************** Office Use Only: OWTS PERMIT # __________________ BUILDING PERMIT # ____________________ Amount Paid: ___________ Receipt #: ___________ Check #: ___________ Date: ______________ DEPARTMENT OF ENVIRONMENTAL HEALTH (970) 328-8755 FAX: (970) 328-8788 TOLL FREE: 800-225-6136 www.eaglecounty.us P.O. Box 179 500 Broadway Eagle, CO 81631 environment@eaglecounty.us INSPECTION WORKSHEET (INSP-512256-2022) FOR EAGLE COUNTY GOVERNMENT OWTS-018399-2020Case Number:Case Module:Permit Management RequestedInspection Status:Inspection Date: OWTS Final InspectionInspection Type:Inspector: Job Address:Parcel Number:2450 Alkali Creek Rd Wolcott Area, CO 185520400091 Company Name NameContact Type Contractor Reyes General Construction Carlos Reyes Engineer KUMAR & ASSOCIATES Dave Young Owner Joshua Boe CommentsPassedChecklist Item True A Valley Precast 1,500 gallon, three chamber septic tank with an Orenco PF3005 Effluent pump installed in the third chamber. Septic Tank - Septic Tank True Received 1/5/2022 from K&A.Record Drawing - Record Drawing True Received 1/5/2022 from K&A.Record Photos - Record Photos True Received 3/17/2020 from K&A.Site and Soil - Site & Soil True Received 1/5/2022 from K&A.Final Certification Letter - Final Certification Letter True Received 3/17/2020 from K&A.General Plan - General Plan True STA consists of 8 rows of 20 Infiltrator Quick4 Plus Standard chambers in each row. Soil Treatment Area (STA) - Soil Treatment Area (STA) True Reyes General Construction was the licensed installer.Identification of Systems Contractor - Identification of Systems Contractor January 05, 2022 Page 1 of 1P.O. Box 179, 500 Broadway, Eagle, CO 81631-0179 5020 County Road 154 Glenwood Springs, CO 81601 phone: (970) 945-7988 fax: (970) 945-8454 email: kaglenwood@kumarusa.com www.kumarusa.com Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, and Summit County, Colorado December 30, 2021 Joshua Boe P. O. Box 1883 Avon, Colorado 81620 (joshuadboe@yahoo.com) Project No. 18-7-376.02 Permit No. OWTS-018399-2020 Subject: Certification of Onsite Wastewater Treatment System, Proposed Residence, Lot 7, Horse Mountain Estates, 2450 Alkali Creek Road, Eagle County, Colorado Dear Joshua: A representative of Kumar & Associates observed the installation of the Onsite Wastewater Treatment System (OWTS) for the residence at the subject site as required by the Eagle County Environmental Health Department. Our observations and recommendations are presented in this report. The services are supplemental to Kumar & Associates agreement for professional services to you dated May 23, 2018. We previously designed the OWTS for the residence as submitted in our report dated December 5, 2018, Project No. 18-7-376.02. The system was designed for a total of five bedrooms and nine persons. The system was installed by Reyes General Construction. We performed our evaluation on April 28 and 29, 2020 and December 13, 2021. The OWTS components observed included: control panel, cleanout, septic tank, pump, effluent line, automatic distributing valve (ADV) and soil treatment area (STA) and the locations of these components. The installation and locations of the system components were verified as shown on Figure 1. Pictures of the OWTS components made during the site visit are included with this report. The distance locations to the septic tank shown on Figure 1 were made by taping. On December 13, 2021, after power had been supplied to the pump, a pump performance test was performed with adequate pump performance observed. The installation of the sewer line from the residence to the septic tank was not observed. No photographs of the sewerline were able to be obtained from the installer. It is our opinion that the OWTS was installed in general conformance with the above referenced design. The observations and recommendations presented above are based on our site observations and our experience in the area. We make no warranty either express or implied. Alterations to the Kumar & Associates OWTS PHOTOGRAPH LOG PROPOSED RESIDENCE LOT 7, HORSE MOUNTAIN ESTATES ALKALI CREEK ROAD EAGLE COUNTY, COLORADO Project No. 18-7-376.02 Photograph 1: Cleanout and control panel. Photograph 2: Valley Precast 1,500+500 gallon, three-chamber septic tank. OWTS PHOTOGRAPH LOG PROPOSED RESIDENCE LOT 7, HORSE MOUNTAIN ESTATES ALKALI CREEK ROAD EAGLE COUNTY, COLORADO Project No. 18-7-376.02 Photograph 3: Orenco PF3005 with Biotube Vault installed in third chamber of septic tank. Photograph 4: Orenco V6404 Automatic Distributing Valve (ADV) OWTS PHOTOGRAPH LOG PROPOSED RESIDENCE LOT 7, HORSE MOUNTAIN ESTATES ALKALI CREEK ROAD EAGLE COUNTY, COLORADO Project No. 18-7-376.02 Photograph 5: Effluent line exiting septic tank to ADV and to soil treatment area (STA). Photograph 6: Effluent lines to STA. OWTS PHOTOGRAPH LOG PROPOSED RESIDENCE LOT 7, HORSE MOUNTAIN ESTATES ALKALI CREEK ROAD EAGLE COUNTY, COLORADO Project No. 18-7-376.02 Photograph 7: Cleanout installed at end of STA trench. Observation ports not yet installed. Photograph 8: Control Panel. 5020 County Road 154 Glenwood Springs, CO 81601 Phone: (970) 945-7988 Fax: (970) 945-8454 Email: hpkglenwood@kumarusa.com Office Locations: Parker, Glenwood Springs, and Silverthorne, Colorado ONSITE WASTEWATER TREATMENT SYSTEM DESIGN PROPOSED RESIDENCE LOT 7, HORSE MOUNTAIN ESTATES ALKALI CREEK ROAD EAGLE COUNTY, COLORADO PROJECT NO. 18-7-376.02 DECEMBER 5, 2018 PREPARED FOR: JOSHUA BOE P. O. BOX 1883 AVON, COLORADO 81620 joshuadboe@yahoo.com Project No. 18-7-376.02 TABLE OF CONTENTS INTRODUCTION ........................................................................................................... - 1 - BACKGROUND INFORMATION ................................................................................ - 1 - PROPOSED CONSTRUCTION ..................................................................................... - 1 - SITE CONDITIONS ....................................................................................................... - 1 - SUBSURFACE CONDITIONS ...................................................................................... - 2 - OWTS ANALYSIS ......................................................................................................... - 3 - DESIGN RECOMMENDATIONS ................................................................................. - 4 - SOIL TREATMENT AREA ....................................................................................... - 4 - OWTS COMPONENTS .............................................................................................. - 5 - OWTS OPERATION AND MAINTENANCE .............................................................. - 8 - OWTS HOUSEHOLD OPERATION ......................................................................... - 9 - OWTS MAINTENANCE ........................................................................................... - 9 - OWTS CONSTRUCTION OBSERVATION ............................................................... - 10 - LIMITATIONS ............................................................................................................. - 10 - FIGURES FIGURE 1 OWTS SITE PLAN FIGURE 2 USDA GRADATION TEST RESULTS FIGURE 3 SOIL TREATMENT AREA CALCULATIONS FIGURE 4 SOIL TREATMENT AREA PLAN VIEW FIGURE 5 SOIL TREATMENT AREA CROSS SECTION FIGURE 6 DISTRIBUTION LINE CLEANOUT DETAIL ATTACHMENT VALLEY PRECAST 1,500 GALLON SEPTIC TANK DETAIL AUTOMATIC DISTRIBUTING VALVES DETAIL ORENCO PF3005 PUMP PERFORMANCE CURVE Project No. 18-7-376.02 INTRODUCTION This report provides the results of an onsite wastewater treatment system (OWTS) design for the proposed residence located on Lot 7, Horse Mountain Estates, Alkali Creek Road, Eagle County, Colorado. The purpose of this report is to provide design details for the OWTS in accordance with the 2018 Eagle County Environmental Health Department Onsite Wastewater Treatment System Regulations and the Colorado Department of Public Health and Environmental Regulation #43. The services were performed as part of our agreement for professional services to Joshua Boe dated May 23, 2018. BACKGROUND INFORMATION HP/Kumar recently performed a subsoil study for foundation design of the proposed residence at the site dated August 20, 2018, Project No. 18-7-376. Information from that report has been reviewed and considered in the preparation of the current OWTS design. PROPOSED CONSTRUCTION The proposed construction will consist of a four-bedroom residence with an attached garage and a one-bedroom accessory dwelling unit (ADU)/workshop located on the lot as shown on Figure 1. The ground floor of the residence will be constructed over crawlspace, and the attached garage and the ADU/workshop will have a slab-on-grade ground floor. We understand that the residence will be constructed in the near future and the ADU/workshop will be constructed a later date. The soil treatment area (STA) for the OWTS will be located northwest of the residence. The OWTS will be designed for five bedrooms based on the combined flows from the two structures. Water service will be provided to the residence by an existing on-site well located as shown in Figure 1. If proposed construction is different than that described, we should be contacted to re-evaluate our design recommendations. SITE CONDITIONS During our recent site visit for the profile pit evaluations for the OWTS design, the property was vacant and the ground surface appeared mostly natural in the area of the proposed STA. The site has a dirt access road from Alkali Creek Road leading to the on-site water well. - 2 - Project No. 18-7-376.02 The ground surface in the proposed STA slopes down moderately to the north. Slope grades range from about 5 to 7% in the proposed building areas and STA. The water well is located to the south of the proposed building and STA as shown on Figure 1. Minimum 100-feet and 50- feet setbacks are required from the septic tank and STA to the well, respectively. Vegetation consists primarily of sagebrush, grass and weeds. SUBSURFACE CONDITIONS Field exploration for the design was conducted by H-P/Kumar on May 29, 2018. Two profile pits (Profile Pits 1 and 2) were excavated at the approximate locations shown on Figure 1 to evaluate the subsurface conditions at the anticipated STA. Logs of the profile pits are provided below. Log of Profile Pit 1 Depth USDA Classification 0-1½’ TOPSOIL; Clay Loam with organics, firm, moist, dark brown. 1½’-2½’ CLAY LOAM; with gravel and cobbles, moderate blocky structure, stiff, moist, brown. 2½’-6½’ SILTY CLAY LOAM; strong blocky structure, very stiff, moist, brown. Bulk sample obtained from 2½ to 3½ feet depth. • Bottom of pit @ 6½ feet. • No free water encountered during excavation. • No redox features or indications of seasonal groundwater observed. Log of Profile Pit 2 Depth USDA Classification 0-1½’ TOPSOIL; Clay Loam with organics, firm, moist, dark brown. 1½’-5’ SILTY CLAY LOAM; moderate blocky structure, very stiff, moist, brown. • Bottom of pit @ 5 feet. • No free water encountered during excavation. • No redox features or indications of seasonal groundwater observed. The soils encountered consisted of about 1½ feet of organic (Clay Loam) topsoil overlying Clay Loam to Silty Clay Loam with moderate to strong blocky structure to the maximum depth explore of 6½ feet. Gradation and hydrometer analyses were performed on a disturbed bulk sample at a depth from 2½ to 3½ feet from Profile Pit 1 with the results provided on Figure 2. The laboratory test results indicate the sample to be Silty Clay Loam soils per USDA classification. - 3 - Project No. 18-7-376.02 In addition to the two profile pits, percolation testing was performed in two shallow holes hand- dug holes in the bottom of backhoe pits on May 30, 2017. The percolation rates in the test holes averaged about to 180 minutes per inch (mpi). Percolation test procedures outlined in Colorado Department of Public Health and Environmental Regulation #43 were not utilized and the results were only used for comparison with the soil profile pit evaluations. Groundwater was not encountered in the exploratory pits at the proposed residence location to the pit depths of 8 feet when dug on May 29, 2018 and the exposed soils were slightly moist. Based on our experience in the area, groundwater level is likely more than 15 feet at the site. Based on the subsurface conditions and laboratory testing, the soils at the STA have been classified as Type 4 per State regulations, which equates to a long-term acceptance rate (LTAR) of 0.20 gallons per square foot per day. OWTS ANALYSIS Based on the site conditions and profile pit evaluations, the evaluated area should be suitable for a pressure-dosed infiltration disposal system. The system will consist of chambers in a trench configuration. The STA will be sized for four bedrooms in the proposed residence (7 people) and one bedroom in the ADU (2 people) for a total of 9 people using an LTAR of 0.20 gallons per square foot per day. The sewage will gravity flow from the residence and ADU to the septic tank for primary treatment and then be pressured-dosed on a regular basis to the STA for dispersal and final treatment. The STA will consist of eight trenches with Infiltrator chambers. Equal distribution will be provided to the Infiltrators by an automatic distribution valve (ADV). Pressure-dosing to the STA allows for a reduced field size. The pressure dosing was also used to provide equal distribution to the relatively slow infiltrating soils at the STA. A 100 feet minimum setback is required from the STA to the existing well located south of the proposed STA. Based on site plan measurements, the well appears to be approximately 160 feet from the STA. The location of the field with respect to the well should be confirmed prior to construction of the field to verify adequate set-back. - 4 - Project No. 18-7-376.02 DESIGN RECOMMENDATIONS The design recommendations presented below are based on the proposed construction, the site and subsurface conditions encountered and our experience in the area. Locations of the system components are provided on Figure 1. If conditions encountered during construction are different than those that are described in this report please contact us and we will re-evaluate our design recommendations. SOIL TREATMENT AREA • The treatment system will consist of eight trenches with 20 Infiltrator Quick 4 Plus Standard chambers in each (160 chambers total) placed on the native Silty Clay Loam and Clay Loam soils. A pressure distribution system will be used to disperse the effluent to the trenches. • The STA was sized based on an LTAR of 0.20 gallons per square feet per day. • Each chamber was allowed 12 square feet of area. A 20% reduction in the STA size was applied for pressure dosing and a 30% reduction of the STA size was applied for use of Infiltrator chambers in a trench configuration. The total STA is 1920 square feet. Soil treatment area calculations are shown on Figure 3. • Distribution lines, consisting of 1.5-inch diameter, Schedule 40 piping, with ⅛-inch orifice holes drilled at 4-foot centers near the center of the infiltrators, should be installed along the complete length of the infiltrators in each trench (Figure 4). The distribution lines should be suspended approximately 2 inches from the top surface of the infiltrators by pipe ties. The orifice holes should face up toward the infiltrator surface above. • A ⅛-inch hole should be drilled on the bottom of each end of each distribution pipe to allow for complete drainage of the pipe after each dosing. • Manifolds will connect adjacent trenches in pairs for a total of four manifolds. • A minimum of four feet of undisturbed soils between trenches is required. • The trenches should be oriented along ground contours to minimize soil cut and cover. • The base and sidewalls of the trench excavations should be scarified prior to the chamber placement. • A minimum of 12 inches and a maximum of 24 inches of cover soil should be placed over the chambers. - 5 - Project No. 18-7-376.02 • Backfill should be graded to deflect surface water away from the STA and should be sloped at 3 horizontal to 1 vertical maximum. This is especially important along the up-slope side of the field where a swale may be needed. • Disturbed soil should be re-vegetated as soon as possible with a native grass mix. No trees, shrubs or other plants with deep roots should be planted on or near the STA as this may damage the system piping. • Four-inch diameter inspection ports should be installed vertically into the knockouts provided in the Infiltrator end caps. Install vents at each end of each trench. The inspection port piping should be screwed into the top to the chambers and should not extend down to the ground surface inside the chambers. The inspection ports should extend at least 8 inches above the finished ground surface or be protected in a valve box at finished grade. • A plan view of the STA is presented on Figure 4 and a cross section of the STA is presented on Figure 5. • Cleanouts are required in each of the distribution lines. See Figure 6 for the cleanout detail. OWTS COMPONENTS Recommended OWTS components provided below are based on our design details and our experience with the specific component manufacturers. Equivalent components may be feasible but need to be approved by us prior to construction. Septic Tank • A 1,500 gallon, three chamber Valley Precast septic tank (2,000-gallon total size) is proposed for primary treatment and dosing to the STA. The first two chambers of the tank will be utilized for treatment and settling, and the third chamber will contain the dosing pump. A detail of the tank is provided as an attachment to the report. • A submersible effluent pump enclosed in a Biotube Pump Vault will be installed in the third chamber. • The tank must be set level. The excavation bottom must be free of large rocks or other objects that could damage the tank during placement. A road base or gravel bedding material may be needed to act as a leveling course and prevent tank damage during placement. • Install tank with 2 feet minimum cover soil for frost protection. Maximum tank soil cover depth is 4 feet. - 6 - Project No. 18-7-376.02 • The septic tank lids must extend to final surface grade and made to be easily located. Sewer Pipe • The sewer lines from the residence and ADU/workshop to the septic tank should not be less than the diameter of the building drain and not less than 4 inches in diameter. • The sewer pipe should have a rating of SDR35 or stronger. • The sewer pipe should be sloped between 2% to 4% to help limit disturbance of solids in the tank and potential sewage bypass of the first chamber of the tank. If a steeper slope is needed, this can be accomplished with vertical step-downs in the sewer line. • A minimum 36 inches of cover soil should be provided over the sewer pipe. Paved areas, patios or other areas without vegetative cover may be more susceptible to frost. We recommend 48 inches of soil cover over the sewer pipe in these areas and the pipe be insulated on top and sides with 2-inch thick blue foam insulation board. If adequate soil cover is not possible, we should be contacted for re-evaluation prior to installation. • The sewer line should be double encased with larger diameter schedule 40 PVC pipe underneath the driveway surface and any other areas subjected to vehicle traffic, and be provided with at least 48 inches of soil cover and be insulated on top and sides with 2-inch thick foam board insulation. • The sewer pipe should be bedded in compacted ¾ inch road base or native soils provided that the native soils contain no angular rocks or rocks larger than 2½ inches in diameter to help prevent settlement of the pipe. Sags could cause standing effluent to freeze and damage piping. • Install cleanout pipes within 5 feet of the building foundation, where the sewer pipe bends 90 degrees or more and every 100 feet of sewer pipe. Our recommended clean-out locations are shown on Figure 1 • All 90-degree bends should be installed using a 90 degree long-sweep or by using two 45 degree elbows. • The sewer line locations shown on Figure 1 are considered conceptual. We assume that there will be only one sewer line exiting the residence and ADU/workshop each. It is the responsibility of the owner and/or contractor to locate all sewer line exit locations and connections to the septic tank. We should be notified if there are other sewer lines exiting the structures. - 7 - Project No. 18-7-376.02 • The sewer lines form the residence and the ADU/workshop should be connected by a downstream facing wye. A tee fitting is not suitable for this application. Effluent Transport Piping • 1.5-inch diameter Schedule 40 effluent transport piping should be sloped at 2% minimum to drain back from the ADV to the dose tank and from the ADV to each trench. The ADV must be the high point of the system • The effluent transport pipe should be bedded in compacted ¾ inch road base or native soils provided that the native soils contain no angular rocks or rocks larger than 2½ inches in diameter to help prevent settlement of the pipe. Sags could cause standing effluent to freeze and damage piping. • A minimum 18 inches of cover soil should be provided over the effluent transport pipe. Paved areas, patios or other areas without vegetative cover may be more susceptible to frost. We recommend 48 inches of soil cover over the effluent pipe in these areas. If adequate cover soil is not possible the effluent pipe should be insulated on top and sides with 2-inch-thick foam insulation board and the design engineer should re-evaluate soil cover prior to installation. • The effluent pipe should be double encased with larger diameter Schedule 40 PVC pipe underneath driveway surfaces and be provided with at least 48 inches of soil cover and be insulated on top and sides with 2-inch-thick foam insulation board. • All 90-degree bends should be installed using a 90 degree long-sweep or by using two 45 degree elbows. Effluent Pumping System • An Orenco PF3005, 115 volt, submersible effluent pump with a 1.25 inch diameter discharge assembly, or equivalent, will be required for effluent pumping. • The maximum effluent transport distance from the pump discharge to the ADV is estimated to be 30 feet. The distance from the ADV to the STA manifolds is estimated to be an additional 70 feet. • The elevation difference from pump discharge to the ADV is estimated to be 5 feet. • The pump should be enclosed in an Orenco Biotube Pump Vault for effluent filtering and protection of the pump from vibration. - 8 - Project No. 18-7-376.02 • An equivalent pump must be capable of operating at 15.6 gallons per minute at 16.9 feet of total dynamic head. A pump performance curve is provided as an attachment to this report. • The floats should be set to provide a dose volume of approximately 141 gallons. The actual dose volume will be about 113 gallons assuming 28 gallons of drainback in the transport line. To achieve the desired dose volume the upper (“ON”) and lower (“OFF”) floats should be set approximately 14 inches apart. • The flow differential between the first and last orifices is estimated to be 1.0%. • The high water alarm float should be placed approximately 3 inches above the “ON” float in the dose tank. The high water alarm must be wired on a separate electrical circuit from the pump. • A ⅛ inch diameter weep hole should be drilled in the effluent transport line prior to exiting the dose tank so the transport line can drain after each pumping cycle. Automatic Distributing Valve • An Orenco V6404 Automatic Distributing Valve (ADV) will be used to alternate doses to the four pairs of STA trenches. • The ADV must be installed level and must be the high point in the system. • The ADV should be installed in a sprinkler box, or equivalent, such that it is serviceable and protected from freezing. We recommend the ADV be equipped with heat tape for additional frost protection during winter months. • We recommend the ground surface be graded away from the ADV in all directions. Improper surface drainage could cause standing water to freeze and damage the valve and/or piping. • The valve has clear sections of pipe that should be inspected at least annually to ensure that it is alternating doses to each trench. OWTS OPERATION AND MAINTENANCE The OWTS will require periodic inspection and maintenance to function properly. A properly designed, installed and maintained system can greatly increase its lifespan. The level of maintenance will vary depending on the complexity of the system and water use habits of the residents. We recommend that an OWTS Operation and Maintenance (O&M) Manual be - 9 - Project No. 18-7-376.02 developed. Depending on the complexity of the system a contract with an OWTS maintenance provider may be prudent. Below are some basic recommendations for the OWTS O&M. OWTS HOUSEHOLD OPERATION • Use of high efficiency water fixtures is recommended to decrease the hydraulic load on the OWTS system. • Fix plumbing leaks immediately as this may cause a hydraulic overload of the soil absorption system. • Do not irrigate the area on top of or directly upgradient of the soil absorption field as this may cause a hydraulic overload. • Do not dispose of household waste down household drains as this may clog or damage OWTS components. Examples of household waste includes: dental floss, cotton swabs, coffee grounds, paper towels, feminine products and many other kitchen and bath items. • Use of kitchen garbage disposals is not recommended. If a garbage disposal is utilized, kitchen wastewater should be screened thoroughly. Many kitchen solids are not decomposed in the septic tank and may cause increased tank pumping frequency. • Do not dispose of household chemicals, greases, oils, paints, hot tub water or water softener backwash in household drains. A separate drywell, if feasible, may be necessary for hot tub water or water softener backwash disposal. • Limit the use of bleach as this may harm useful bacteria in the septic tank and soil absorption system. • Liquid dishwasher and clothes washer detergent is recommended for households served by an OWTS. Clay substances used as fillers in powder detergents may result in clogging of the soils absorption system. • The effluent in septic tanks can freeze during extended periods of non-use in cold weather. We recommend that a tank heater be installed in this system to help prevent freezing. OWTS MAINTENANCE • Inspect the septic tank, pump, pump vault filter, ADV and STA at least annually for problems or signs of failure. - 10 - Project No. 18-7-376.02 • The filter should be cleaned annually by spray washing solids into the first chamber of the septic tank. • The septic tank should be pumped and cleaned every 3 to 5 years depending on use. Longer pumping intervals may increase the amount of solids that reach the STA, which may shorten its life span. • Pumping of the septic tank should take place when the level of the sludge and scum layers combined take up 25 to 33% of the capacity of the first chamber of the tank. OWTS CONSTRUCTION OBSERVATION The Eagle County Environmental Health Department requires that the designer of the system provide a record drawing and certification of the OWTS construction (As-Built inspection). We should be provided with at least 48 hour notice prior to the installer needing the inspections. Prior to issuance of our certification letter, we require observation of all system components prior to backfill. The number of site visits required for the inspection will depend on the installer’s construction schedule. LIMITATIONS We have conducted this design in accordance with generally accepted engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The recommendations provided in this report are based on the site conditions, profile pit evaluations, soil texture anal ysis, the proposed construction and our experience in the area. Variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to our design. USDA GRADATION TEST RESULTS 1 MIN. 4 MIN.19MIN.15 MIN.60MIN.#325 #140 3/4"3/8"1 1/2"3"5"6"8" DIAMETER OF PARTICLES IN MILLIMETERS U.S. STANDARD SERIES CLEAR SQUARE OPENINGS SIEVE ANALYSIS TIME READINGS HYDROMETER ANALYSIS #4#10#18#35#60 7 HR 45 MIN.24 HR. 0 10 20 30 40 50 100 90 80 70 60 50 60 70 80 90 100 0 10 20 30 40 20315276.237.519.09.54.752.001.00.500.025.106.045.019.009.005.002.001 SILT COBBLESLARGE GRAVEL MEDIUMCOARSEMEDIUMV. FINE SAND CLAY FINE V. COARSE SMALL USDA SOIL TYPE: GRAVEL %SILT %CLAY % FROM:PROFILE PIT 1 @ 212 - 312 FEET 0 16 33SAND %51 SILTY CLAY LOAM ORENCO V6404 AUTOMATIC DISTRIBUTING VALVE 1.5" DIAMETER SCH. 40 NON-PERFORATED PVC PIPE SLOPED AT 2% MIN. TO DRAIN BACK TO DOSE TANK Line Fl o w From T a n k INFILTRATOR QUICK 4 PLUS STANDARD END CAP INFILTRATOR QUICK 4 PLUS STANDARD CHAMBERS IN 8 TRENCHES. 20 CHAMBERS IN EACH TRENCH (160 TOTAL). DRILL ONE 18" DIAMETER HOLE ON THE BOTTOM OF EACH END OF EACH DISTRIBUTION PIPE TO ALLOW FOR COMPLETE DRAINAGE. INSTALL SPLASH PLATES BENEATH DRAIN HOLES CLEANOUTS INSTALLED AT END OF EACH DISTRIBUTION LATERAL. SEE FIGURE 6 FOR DETAIL 1.5" SCH. 40 PVC DISTRIBUTION PIPE WITH 18" DIAMETER HOLES DRILLED AT 4 FOOT CENTERS ON TOP OF EACH PIPE. PLACE HOLES NEAR CENTER OF EACH CHAMBER. PIPE TO BE INSTALLED LEVEL AND SECURED WITH 120 LB. MIN. TENSILE STRENGTH CABLE TIES AT EACH END OF EACH CHAMBER. 1.5" DIAMETER SCH. 40 NON-PERFORATED PVC PIPE SLOPED AT 2% MIN. DOWN TO EACH TRENCH 4 INCH DIAMETER PVC OBSERVATION PORTS INSTALLED VERTICALLY INTO KNOCKOUTS PROVIDED IN END CAPS. INSTALL VENTS AT EACH END OF EACH TRENCH. REMOVABLE LID TO BE PLACED ON TOP OF PIPE. PIPE MUST STICK UP AT LEAST 8 INCHES ABOVE FINISHED GRADE OR BE PLACED AT GRADE IN AN ACCESSIBLE VALVE BOX. PIPES SHOULD NOT EXTEND TO SOIL SURFACE AND SHOULD BE SECURED TO CHAMBER WITH SCREWS OR COUPLINGS TO PREVENT SLIDING DOWNWARD.4' min. undisturbed soil between trenches (typical)NOT TO SCALE Notes 1.Chambers should be installed level on a scarified ground surface. Concrete sand may be used as a leveling course if needed. 2.Care should be taken by the contractor to avoid compaction of the native soils in the trench areas. The base and side walls of trench excavations should be scarified prior to chamber installation. 3.Fill placed over the soil treatment area should be properly benched into the hillside. 4.Changes to this design should not be made without consultation and approval by H-P/Kumar. 6.Refer to the 2018 Eagle County Onsite Wastewater System Regulations for other applicable specifications. Infiltrator Quick 4 Plus Standard End Cap Infiltrator Quick 4 Plus Standard Chamber Installed Level Approx. Existing Ground Surface 12" min. 24" max. Cover Soil Graded to Deflect Surface Water Scarify ground surface prior to chamber placement. Native Soil Excavate 36" Wide Trench 4' min. Undisturbed Soil Between Trenches Notes 1.Chambers should be installed level on a scarified ground surface. Concrete sand may be used as a leveling course if needed. 2.Care should be taken by the contractor to avoid compaction of the native soils in the trench areas. The base and side walls of trench excavations should be scarified prior to chamber installation. 3.Changes to this design should not be made without consultation and approval by H-P/KUMAR APPR2;IMATE SCALE 1 INCH 1 )EET Ground Surface Insulate lid with 2" blue board Backfill valve box to bottom of cap with onsite soil 1.5" Sch. 40, 90° long-sweep or two 45° elbows 1.5" Sch. 40, threaded cap Install 6" valve box at ground surface APPROXIMATE SCALE: 1 INCH = 2 FEET Notes: 1.All piping, fittings and valves should be Sch. 40 P9C. 2.Install distribution line cleanouts at the end of each distribution line. Pump Selection for a Pressurized System - Single Family Residence Project Lot 7, Horse Mountain / Eagle County 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 30 40 1.50 6404 90 40 1.50 5 7 40 1.50 8 70 40 1.50 1/8 4 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 0.43 36 15.6 2 1.0 2.5 2.5 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 1.7 0.5 3.2 1.4 0.0 0.1 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 3.2 9.5 0.7 14.8 3.2 25.1 gals gals gals gals gals gals Minimum Pump Requirements Design Flow Rate Total Dynamic Head 15.6 16.9 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: