No preview available
HomeMy WebLinkAbout35 Powell Ct - 210716403012Environmental Health Department P.O. Box 179 500 Broadway Eagle, CO 81631-0179 Phone: (970) 328-8730 Fax: (970) 328-7185 Permit Permit No. OWTS-023866-2022 Permit Type: OWTS Permit Work Classification: New Permit Status: Active Issue Date: 4/12/2022 Expires: 8/10/2022 On-Site Wastewater Treatement System Project Address Parcel Number 35 POWELL CT, EDWARDS AREA,210716403012 Owner Information Address Nancy Boyce 35 Powell CT Cordillera, CO 81632 Phone: (970) 926-0696 Cell: Email: nancy12049@aol.com Inspections: For Inspections Call: (970) 328-8755 Engineer Phone Email KUMAR & ASSOCIATES, Dave Young (970) 945-7988 dyoung@kumarusa.com Contractor License Number Phone Email Defina Construction, INC gary@definaconstruction. com (970) 376-6702OWTSPL-000181-20 22 Permitted Construction / Details: Install the new system exactly as depicted in the Kumar and Associates design dated March 8th, 2022, stamped and signed on March 9th, 2022 by David A Young, PE. The new system will be sized to accommodate the maximum daily flows for a 3 bedroom residence. This OWTS consists of one sewer line from the residence. A Valley Precast 1,000 gallon, three-compartment septic tank with a total volume of 1,500 gallons will be used with an Orenco PF3005 submersible effluent pump, or equivalent, enclosed in an Orenco Biotube Pump Vault in the third compartment. The pump floats will be set to pump 101 gallons per dose. The STA consists of a one foot thick gravel bed over a 3 foot sand filter with a distribution area of 75 feet long by 12 feet wide. A Hanes Geocomponents Pro Silver 2 should be placed over the aggregate bed. The backfill should be sloped at 3 horizontal to 1 vertical or flatter. A shallow swale to divert surface water flow away from the STA may be needed along the upslope side. Gradation analysis must confirm that sand is secondary sand media. Do not install in wet or frozen ground. Contact Eagle County Environmental Health and the design engineer well in advance of requesting inspections prior to backfilling any component of the OWTS. The design engineer is responsible for conducting all inspections necessary to certify the installation and assure the functionality of the system. System certification, along with photos and a record drawing is required to be submitted to and approved by Eagle County Environmental Health prior to the use of the system. THIS PERIMT EXPIRES BY TIME LIMITATION AND BECOMES NULL AND VOID IF THE WORK AUTHORIZED BY THE PERMIT IS NOT COMMENCED WITHIN 120 DAYS OF ISSUANCE, OR BEFORE THE EXPIRATION OF AN ASSOCIATED BUILDING PERMIT Issued by: Environmental Health Department, Eagle County, CO Danielle Salinsky Date April 12, 2022 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, April 12, 2022 1 INSPECTION WORKSHEET (INSP-523683-2023) FOR EAGLE COUNTY GOVERNMENT OWTS-023866-2022Case Number:Case Module:Permit Management 12/15/2023 ApprovedInspection Status:Inspection Date: OWTS Final InspectionInspection Type:Inspector:Danielle Salinsky Job Address:Parcel Number:35 Powell Ct Edwards Area, CO 210716403012 Company Name NameContact Type Applicant Brent Alm Contractor Defina Construction, INC Gary Defina Engineer KUMAR & ASSOCIATES Dave Young Owner Nancy Boyce CommentsPassedChecklist Item True Inspected and verified on 7/12/2023.Septic Tank - Septic Tank True Received 12/15/23.Record Drawing - Record Drawing True Received 12/15/23Record Photos - Record Photos True Received 4/7/2022 from K&A.Site and Soil - Site & Soil True Received 12/15/23 stamped, signed and dated by Daniel E. Hardin PE Final Certification Letter - Final Certification Letter True Received 4/7/2022 from K&A.General Plan - General Plan True Inspected and verified on 7/12/2023. Sand gradation from Flag Sand & Gravel confirms secondary sand specifications are met. Soil Treatment Area (STA) - Soil Treatment Area (STA) True Defina Construction was the licensed installer.Identification of Systems Contractor - Identification of Systems Contractor December 15, 2023 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 15, 2023 Labine Builders Attn: Todd Labine P.O. Box 3714 Avon, Colorado 81655 todd@labinebuilders.com Project No. 21-7-509.02 Permit No. OWTS-023866-2022 Subject: Certification of Onsite Wastewater Treatment System, Proposed Boyce Residence, Lot 12, Block 4, Filing 34, Cordillera, 35 Powell Court, Eagle County, Colorado Dear Todd: 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 Labine Builders dated June 2, 2021. We previously designed the OWTS for the residence as submitted in our report dated March 8, 2022, Project No. 21-7-509.02. The system was designed for three bedrooms. The OWTS was installed by Defina Construction, Inc. under Permit No. OWTS-023866-2022. We performed our as-built evaluations on October 21, 2022 and June 16, July 12 and December 5, 2023. The OWTS components observed included: sewer line, cleanout, septic tank, effluent line, pump, control panel 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 visits are included with this report. The distance locations to the septic tank shown on Figure 1 were made by taping. On June 21, 2023, a sample of the secondary sand media was obtained and the results of gradation analysis test are attached. On December 5, 2023, after power had been supplied to the pump, a pump performance test was performed with adequate pump pressure observed. 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 system or improper backfill and site grading could affect the operation and effectiveness of the OWTS. N41° 25' 49"E 179.82'L1 C4L2C5L3N6° 09' 15"E 125.51'S81° 31' 14" E 1 0 5 . 1 8 'S7° 44' 08"E 168.37'N 5 2 ° 4 4 ' 4 8 " W 1 1 6 . 4 3 'C3POWELL COURT40' R.O.W. - ASPHALTGORE TRAIL50' R.O.W. - ASPHALT FND REBAR WITH CAP PLS 23089, SITE BENCHMARK: 9246.47' EDGE OF VEGETATION FND REBAR WITH CAP PLS 23089 DISTURBED G GAS TRACER POST 92059210921592209225923092359240924592509250 9255 FND REBAR WITH CAP PLS 23089 W CURB STOP 480.00 CLEANOUT VALLEY PRECAST 1,000-GALLON, THREE-CHAMBER SEPTIC TANK WITH DOSING PUMP IN THIRD CHAMBER SOIL TREATMENT AREA (STA) CONSISTING OF AN AGGREGATE BED OVER A 3 FEET THICK SAND FILTER. 12' WIDE BY 75' LONG 900 SQUARE FEET TOTAL LOT 12 35 POWELL COURT 3.594 AC. ±PROPOSED THREEBEDROOMRESIDENCEEDGE OF VEGETATION CONTROL PANEL Kumar & Associates GRADATION ANALYSIS TEST LABORATORY TEST REPORT DATA Laboratory Client: Location / Plant: Sample / Product: Sample Date: Lab Test Date: Job Number: SIEVE SIEVE OPENING IN MILLIMETERS PERCENT PASSING THRU SIEVE 3"75 100.0 1.5 37.5 100.0 3/4"19 100.0 3/8"9.5 100.0 No. 4 4.75 100.0 No. 8 2.36 77.0 No. 16 1.18 69.0 No. 30 0.6 57.0 No. 50 0.3 20.0 No. 100 0.15 5.0 No. 200 0.075 2.7 GRADATION RESULTS COMPARED TO PREFERRED AND SECONDARY SAND FILTER SPECIFICATIONS Value Units Preferred Sand Value Pass / Fail Preferred Sand Secondary Sand Value Pass / Fail Secondary Sand 0.75 millimeters 0.200 millimeters 0.25 to 0.60 FAIL 0.15 to 0.60 PASS 3.73 unitless ratio < or = 4.0 PASS < or = 7.0 PASS 2.7 millimeters < or = 3 PASS < or = 3 PASS Uniformity Coefficient (D60 / D10) Percent passing thru #200 Sieve 06/21/2023 21-7-509.02 Parameter D60 - Diameter that 60 percent of the sample is finer than. Effective Size - D10 - Diameter that 10 percent of the sample is finer than. Kumar Glenwood Springs Labine Builders Flag Sand & Gravel Secondary Sand 06/21/2023 0 10 20 30 40 50 60 70 80 90 100 0.01 0.1 1 10 100Percent Passing SieveDiameter of Particle in Millimeters Plot of Gradation Analysis 3"1.5"3/4"3/8"#4#8#30#50#100#200 #16 OWTS PHOTOGRAPH LOG BOYCE RESIDENCE LOT 12, BLOCK 4, FILING 34, CORDILLERA 35 POWELL COURT EAGLE COUNTY, COLORADO Project No. 21-7-509.02 Photograph 1: Valley Precast 1,000-gallon, 3 chamber septic tank. Photograph 2: Pump installed in the third chamber of the septic tank. OWTS PHOTOGRAPH LOG BOYCE RESIDENCE LOT 12, BLOCK 4, FILING 34, CORDILLERA 35 POWELL COURT EAGLE COUNTY, COLORADO Project No. 21-7-509.02 Photograph 3: Soil treatment area (STA) prior to sand placement. Photograph 4: Soil treatment area (STA) with gravel and piping exposed. OWTS PHOTOGRAPH LOG BOYCE RESIDENCE LOT 12, BLOCK 4, FILING 34, CORDILLERA 35 POWELL COURT EAGLE COUNTY, COLORADO Project No. 21-7-509.02 Photograph 5: Control panel. 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 ONSITE WASTEWATER TREATMENT SYSTEM DESIGN PROPOSED BOYCE RESIDENCE LOT 12, BLOCK 4, FILING 34, CORDILLERA 35 POWELL COURT EAGLE COUNTY, COLORADO PROJECT NO. 21-7-509.02 MARCH 8, 2022 PREPARED FOR: LABINE BUILDERS ATTN: TODD LABINE P. O. BOX 3714 AVON, COLORADO 81620 todd@labinebuilders.com Kumar & Associates, Inc. Project No. 21-7-509.02 TABLE OF CONTENTS INTRODUCTION ...................................................................................................................... - 1 - PROPOSED CONSTRUCTION ................................................................................................ - 1 - SITE CONDITIONS ................................................................................................................... - 1 - SUBSURFACE CONDITIONS ................................................................................................. - 1 - OWTS ANALYSIS .................................................................................................................... - 2 - DESIGN RECOMMENDATIONS ............................................................................................ - 3 - SOIL TREATMENT AREA................................................................................................... - 3 - OWTS COMPONENTS ......................................................................................................... - 4 - OWTS OPERATION AND MAINTENANCE.......................................................................... - 7 - OWTS HOUSEHOLD OPERATION .................................................................................... - 7 - OWTS MAINTENANCE ....................................................................................................... - 7 - OWTS CONSTRUCTION OBSERVATION ............................................................................ - 8 - LIMITATIONS ........................................................................................................................... - 8 - FIGURES FIGURE 1 – OWTS SITE PLAN FIGURE 2 – SOIL TREATMENT AREA CALCULATIONS FIGURE 3 – SOIL TREATMENT AREA PLAN VIEW FIGURE 4 – SOIL TREATMENT AREA CROSS SECTION FIGURE 5 – DISTRIBUTION LINE CLEANOUT DETAIL ATTACHMENTS VALLEY PRECAST 1,000 GALLON, THREE-CHAMBER SEPTIC TANK DETAIL ORENCO EFFLUENT PUMP CURVE Kumar & Associates, Inc. Project No. 21-7-509.02 INTRODUCTION This report provides the results of an onsite wastewater treatment system (OWTS) design for the proposed Boyce residence located on Lot 12, Block 4, Filing 34, Cordillera, 35 Powell Court, Eagle County, Colorado. The purpose of the report is to provide design details for the OWTS in accordance with the 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 Labine Builders dated June 2, 2021. PROPOSED CONSTRUCTION The residence will be a single-family, one and two-story structure located on the lot as shown on Figure 1. The residence will have three bedrooms, and the OWTS will be designed for three bedrooms. The proposed soil treatment area (STA) for the OWTS will be located to the west of the residence as shown on Figure 1. Water service is provided by public water supply from the curb stop on Powell Court east of the residence located as shown on Figure 1. The route of the water supply line from the water valve to the residence has not been designed at the time of this report. If proposed construction is different than that described, we should be contacted to re-evaluate our design recommendations. SITE CONDITIONS The site was vacant at the time of our field exploration. The terrain is relatively uniform and strongly sloping down to the west at grades of about 15 to 25%. The proposed STA will be in the meadow area west of the residence. Vegetation consists of grass and scattered sagebrush in the meadow area with aspen and fir trees to the north and south of the STA and proposed residence. SUBSURFACE CONDITIONS The field exploration for the OWTS was conducted on November 15, 2021. Two profile pits (Profile Pits 1 and 2) were excavated with a backhoe at the approximate locations shown on Figure 1 to evaluate the subsurface conditions for the planned soil treatment area for the OWTS. The pits were logged by a representative of Kumar & Associates. Logs of the profile pits are provided below. - 2 - Kumar & Associates, Inc. Project No. 21-7-509.02 Log of Profile Pit 1 Depth USDA Classification 0-1’ TOPSOIL; organic Loam, firm, moist, dark brown. 1’-5’ EXTREMELY GRAVELLY SANDY LOAM; weak blocky structure, dense, slightly moist, grayish brown. • Disturbed bulk sample obtained from 2 to 3 feet. • Bottom of pit @ 5 feet, where digging refusal with the excavator occurred. • No groundwater or redoximorphic features observed at time of pit excavation. Log of Profile Pit 2 Depth USDA Classification 0-1’ TOPSOIL; organic Loam, firm, moist, dark brown. 1’-3’ EXTREMELY GRAVELLY SANDY LOAM; weak blocky structure, medium dense to dense, slightly moist, grayish brown. • Bottom of pit @ 3 feet, where digging refusal with the excavator occurred. • No groundwater or redoximorphic features observed at time of pit excavation. The soils encountered in profile pits, below about 1 foot of organic topsoil, consisted of extremely gravelly Sandy Loam consisting primarily of basalt fragments to boulder size in a clayey sand matrix. No free water was encountered in the pits nor indications of seasonal high groundwater were observed at the time of the pit excavations. Based on the subsurface conditions, the soils at the STA have been classified as Type 2A and R- 2 per State regulations, which equates to a long-term acceptance rate (LTAR) of 0.50 gallons per square foot per day. OWTS ANALYSIS Based on the profile pit evaluations and our experience in the area, the soils contain greater than 35 percent rock-sized material and a sand filter on the natural soils will be needed for adequate treatment of the wastewater effluent. An aggregate bed overlying a minimum 3 feet thick sand filter will be used to provide adequate treatment of the effluent from the residence. The STA aggregate bed will be sized for 3 bedrooms using an LTAR of 0.5 gallons per square foot per day. There is adequate elevation difference from the ground floor of the residence down to the septic tank for gravity flow of the sewer effluent. The effluent will gravity flow from the residence to a septic tank for primary treatment and then pressure dosed to the STA for dispersal and final treatment. The STA will consist of an aggregate bed over the sand filter. There are no known water supply lines in the vicinity of the proposed STA. We understand the water service line to the residence will be from Powell Court on the east side of the residence. The required setback to the water supply line from the septic tank is 10 feet, 5 feet for sewer and - 3 - Kumar & Associates, Inc. Project No. 21-7-509.02 effluent lines, and 25 feet from the STA. We should be notified for additional recommendations if the water supply line is within these minimum setbacks. 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. A layout of the proposed OWTS components is provided on Figure 1. If conditions encountered during construction are different than those that are described in this report, we should be contacted to re-evaluate our design recommendations. SOIL TREATMENT AREA • The STA will consist of a 1 foot thick aggregate (gravel) bed that is 75 feet long by 12 feet wide (900 square feet) constructed over a three feet thick sand filter. The aggregate area size is based on an LTAR of 0.50 gallons per square foot per day for Soil Type 2. • A pressure distribution system will be used to dose the effluent to the STA at regular intervals. • Soil treatment area calculations are shown on Figure 2. • The sand filter material should meet the requirements of the current Eagle County OWTS regulations for “secondary sand media.” ASTM C33 concrete sand is suitable. A sample of the sand media should be obtained within 1 month prior to installation for gradation analysis with the sample provided to us for testing or the test results provided to us for approval of the material. • The base of the excavations should be scarified prior to sand filter placement. • The sand filter material should be placed in lifts not exceeding 10 inches thick. Each lift should be bucket compacted until settlement ceases. • Distribution lines, consisting of 1.5-inch diameter Schedule 40 piping with ⅛-inch orifice holes drilled at 4-feet spacings, should be installed as shown on Figure 3. The first hole should be 18 inches from the manifold and the last hole should be 18 inches from the looped end. There should be a total of 18 holes in each distribution line. The distribution lines should be installed level in the aggregate bed. The orifice holes should face down. • Orenco Orifice Shields, or equivalent, should be installed on the effluent distribution piping within the aggregate bed at each orifice location to limit potential masking of the holes by the gravel. • The aggregate bed will consist of a minimum of 6 inches of aggregate below the distribution lines and extend to at least 4½ inches above the laterals for a total thickness of at least 1 foot. The aggregate should consist of clean, graded gravel which may range in size from ½ inch to 2½ inches, see Figure 3 for gradation specifications. - 4 - Kumar & Associates, Inc. Project No. 21-7-509.02 • The bed should be oriented lengthwise along the ground contours to minimize soil cut and cover. • The top of the aggregate bed should be at or below the existing ground surface. • Prior to placement of the cover soil, a Hanes Geocomponents Pro Silver 2 ounce/yard filter fabric, or equivalent, should be placed over the aggregate bed. Mirafi 140N or 160N filter fabric is not suitable for this use. • A minimum of 12 inches and a maximum of 36 inches of cover soil should be placed over the aggregate bed. Backfill should be graded to deflect surface water away from the STA and should be sloped at 3 horizontal to 1 vertical or flatter. A shallow swale to divert surface water flow away from the STA may be needed along the upslope side. • 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 each corner of the aggregate bed. The inspection port piping should extend down to the sand filter and not be connected to the distribution piping. The portion of the pipe that lies within the gravel should be perforated. The inspection ports should extend at least 8 inches above the finished ground surface or be protected in a valve box at finished grade. • The STA must be a minimum of 25 feet from any potable water supply lines. • The STA must be a minimum of 20 feet from the residence. • The STA must be a minimum of 10 feet from the property line. • The STA must be a minimum of 5 feet from the septic tank. • A plan view of the STA is presented on Figure 3 and a cross section of the STA is presented on Figure 4. • Cleanouts are required at the end of each of the three distribution lines. See Figure 5 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 Valley Precast 1,000 gallon, three-chamber septic tank (1,500 gallons total) should be used for primary treatment. The first two chambers of the tank will be utilized for treatment and settling, and the third chamber of the tank will contain the dosing pump. A detail of the tank is provided as an attachment. - 5 - Kumar & Associates, Inc. Project No. 21-7-509.02 • An effluent filter should be installed in the primary tank outlet tee. • The tanks must be a minimum of 5 feet from the residence. • The tanks must be a minimum of 10 feet from any potable water supply lines. • The tanks must be a minimum of 5 feet from the proposed STA. • The tanks 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 prevent tank damage during placement and act as a leveling course. • The tank lids must extend to final surface grade and made to be easily located. • Install the tanks with 2 feet minimum cover soil for frost protection. Maximum tank soil cover is 4 feet. Sewer Pipe • The sewer line to the septic tank should not be less than the diameter of the building drains and not less than 4 inches in diameter. • The sewer pipe should have a rating of SDR35 or stronger. Schedule 40 PVC pipe is required beneath any driveway surfaces. • 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 24 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 and 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 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 in the pipe could cause standing effluent to freeze and damage the 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. • All 90-degree bends should be installed using a 90-degree long-sweep or by using two 45-degree elbows. • The sewer line location shown on Figure 1 is considered conceptual. We assume that there will be only one sewer line exiting the residence. It is the responsibility of the owner/contractors 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 building. - 6 - Kumar & Associates, Inc. Project No. 21-7-509.02 Effluent Transport Piping • 1.5-inch diameter Schedule 40 effluent transport piping should be sloped at 2% minimum to drain to the STA from the tank. • 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 to the 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 and insulation with at least 2 inches of rigid foam insulation in these areas. If adequate cover soil is not possible, we should re-evaluate the condition 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 1.50-inch diameter discharge assembly, or equivalent, will be required for effluent pumping. • The maximum effluent transport distance from the pump discharge to the manifold is estimated to be 25 feet. • The elevation difference from pump discharge up to the manifold is estimated to be 2 feet. • The pump should be enclosed in an Orenco Biotube Pump Vault for effluent filtering and protection of the pump from vibration. • An equivalent pump must be capable of operating at 23.4 gallons per minute at 5.6 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 101 gallons. To achieve the desired dose volume, the upper (“ON”) and lower (“OFF”) floats should be set approximately 10 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. - 7 - Kumar & Associates, Inc. Project No. 21-7-509.02 • An 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 back into the dose tank after each pumping cycle. 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 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 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. OWTS MAINTENANCE • Inspect the septic tank, dose tank, Biotube pump vault, effluent pump, and STA at least annually for problems or signs of failure. - 8 - Kumar & Associates, Inc. Project No. 21-7-509.02 • The effluent filter for the tank should be cleaned at least 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. We should be provided the tank inspection report prior to or at the time of our inspection. 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 and soil texture analysis, 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. It is our opinion that the designed location of the OWTS components does not violate any setback requirements of the current Eagle County Regulations. Below is a table of common minimum horizontal setbacks to OWTS components. Refer to the Eagle County Regulations for a complete list of required setbacks. We recommend the OWTS component locations be surveyed by a Professional Colorado Land Surveyor. N41° 25' 49"E 179.82'L1 C4L2C5L3N6° 09' 15"E 125.51'S81° 31' 14" E 1 0 5 . 1 8 'S7° 44' 08"E 168.37'N 5 2 ° 4 4 ' 4 8 " W 1 1 6 . 4 3 'C3POWELL COURT40' R.O.W. - ASPHALTGORE TRAIL50' R.O.W. - ASPHALT FND REBAR WITH CAP PLS 23089, SITE BENCHMARK: 9246.47' EDGE OF VEGETATION FND REBAR WITH CAP PLS 23089 DISTURBED G GAS TRACER POST 92059210921592209225923092359240924592509250 9255 FND REBAR WITH CAP PLS 23089 W CURB STOP 480.00 CLEANOUT PROPOSED VALLEY PRECAST 1,000-GALLON, THREE-CHAMBER SEPTIC TANK WITH DOSING PUMP IN THIRD CHAMBER PROPOSED SOIL TREATMENT AREA (STA) CONSISTING OF AN AGGREGATE BED OVER A 3 FEET THICK SAND FILTER. 12' WIDE BY 75' LONG 900 SQUARE FEET TOTAL LOT 12 35 POWELL COURT 3.594 AC. ±PROPOSED THREEBEDROOMRESIDENCEPROFILE PIT 1 PROFILE PIT 2 EDGE OF VEGETATION Kumar & Associates Kumar & Associates LINE FLOW FROM TANK 4 INCH DIAMETER PVC OBSERVATION PORTS INSTALLED TO THE BASE OF THE AGGREGATE. THE PORTION OF THE PIPE THAT LIES IN THE AGGREGATE SHOULD BE PERFORATED. INSTALL PORTS IN EACH CORNER OF THE AGGREGATE BED. 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. 12' 75' 1.5 INCH DIAMETER PERFORATED SCH 40 PVC DISTRIBUTION LATERAL WITH 18 INCH DIAMETER ORIFICE HOLES SPACED AT 4 FEET INTERVALS. FACE PERFORATIONS DOWN. FIRST ORIFICE TO BE 6 INCHES FROM MANIFOLD AND LAST ORIFICE TO BE 6 INCHES FROM LOOPED END (18 ORIFICES PER LATERAL). INSTALL ORENCO ORIFICE SHIELDS AT EACH ORIFICE. 1.5 INCH DIAMETER NON-PERFORATED SCH 40 PVC LOOPED END PIPE INSTALLED LEVEL. 1.5 INCH DIAMETER NON-PERFORATED SCH 40 PVC EFFLUENT TRANSPORT PIPE SLOPED AT 2% MINIMUM TO DRAIN TO STA. 1.5 INCH DIAMETER NON-PERFORATED SCH 40 PVC MANIFOLD PIPE INSTALLED LEVEL. CLEANOUT INSTALLED AT THE END OF EACH DISTRIBUTION LATERAL. SEE FIGURE 5 FOR DETAIL. 1 FOOT THICK AGGREGATE BED PLACED ON 3 FEET THICK SAND FILTER. 3'3'3'3' 3' 3' 69' Kumar & Associates Notes: 1.Aggregate specifications (112" drain gravel is suitable for this application) Standard Sieve Sizes % Passing by Weight 212"100% 3 4"0-20% No. 4 0-3% 2.Aggregate bed placed on 3 feet of concrete sand placed in 10-inch lifts on scarified natural ground. 3.Secondary sand media specifications (concrete sand is suitable for this application) Effective size: 0.15-0.60 mm Uniformity coefficient: ≤ 7.0 Percent fines passing #200 sieve: ≤ 3.0 4.Care should be taken by the contractor to avoid compaction of the native soils in the bed area. The base and side walls of bed excavation should be scarified prior to sand filter placement. 5.Fill placed over the soil treatment area should be properly benched into the hillside. 6.Changes to this design should not be made without consultation and approval by Kumar and Associates. 7.All Piping should have a rating of Schedule 40. 8.Refer to the 2018 Eagle County Onsite Wastewater System Regulations for other applicable specifications. NATIVE SOIL APPX. GR O U N D S U R F A C E ~ 2 2 % Kumar & Associates Notes 1.Distribution lateral piping should be installed level in aggregate bed on top of 3 feet of concrete sand. The ground surface should be scarified prior to sand placement. 2.Care should be taken by the contractor to avoid compaction of the native soils in the bed area. 3.Changes to this design should not be made without consultation and approval by Kumar and Associates. APPROXI0ATE SCALE 1 INC+  FEET .5 . .5 . 5 Kumar & Associates NOT TO SCALE NRWHV AOO SLSLQJ ILWWLQJV DQG YDOYHV VKRXOG EH SFK  39C ,QVWDOO GLVWULEXWLRQ OLQH FOHDQRXWV DW WKH HQG RI HDFK GLVWULEXWLRQ OLQH Pump Selection for a Pressurized System - Single Family Residence Project 21-7-509.02 / 35 Powell Ct Parameters Discharge Assembly Size Transport Length Transport Pipe Class Transport Line Size Distributing Valve Model 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 1.50 25 40 1.50 None -2 6 40 1.50 3 69 40 1.50 1/8 4 5 None 0 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 0.43 54 23.4 3 1.0 3.7 gpm gpm % fps Frictional Head Losses Loss through Discharge Loss in Transport Loss through Valve Loss in Manifold Loss in Laterals Loss through Flowmeter 'Add-on' Friction Losses 1.6 0.8 0.0 0.1 0.1 0.0 0.0 feet feet feet feet feet feet feet Pipe Volumes Vol of Transport Line Vol of Manifold Vol of Laterals per Zone Total Volume 2.6 0.6 21.9 25.2 gals gals gals gals Minimum Pump Requirements Design Flow Rate Total Dynamic Head 23.4 5.6 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 Legend System Curve: Pump Curve: Pump Optimal Range: Operating Point: Design Point: