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HomeMy WebLinkAbout6026 Hwy 6 - 211303100002 September 05th, 2019 Mr. Jeudiel Giorgiano PO Box 2076 Edwards, CO. 81632 RE: Final approval of the: Septic System Installation, OWTS-016494-2019 Property location: 6026 US Hwy 6, Gypsum, Eagle County Area. Mr. Giordano: This letter is to inform you that the above-referenced, OWTS-016494-2019 permit, has been inspected and finalized. This OWTS permit was approved and sized to serve a total of three (3) bedrooms (2 bedrooms in main residence – 1 bedroom in guest house). Additional information about the maintenance 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 tap roots, irrigation systems and parking areas above the soil treatment area can cause 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. Best Regards, Giovanna Harkay. Administrative Fiscal Tech IV Attachments: Certification Letter and Design – Septic System Flyer – Final Letter PUBLIC HEALTH & ENVIRONMENT (970) 328-8755 FAX: (970) 328-8788 Environment@eaglecounty.us 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 EXISTING RESIDENCE AND GUEST HOUSE 6026 U. S. HIGHWAY 6 WEST OF GYPSUM EAGLE COUNTY, COLORADO PROJECT NO. 18-7-567 FEBRUARY 8, 2019 REVISED JUNE 5, 2019 PREPARED FOR: JAY GIORDANO P. O. BOX 2076 EDWARDS, COLORADO 81632 (ipvail@yahoo.com) Project No. 18-7-567 TABLE OF CONTENTS INTRODUCTION ...................................................................................................................... - 1 - PROPOSED CONSTRUCTION ................................................................................................ - 1 - SITE CONDITIONS ................................................................................................................... - 1 - SUBSURFACE CONDITIONS ................................................................................................. - 2 - DISCUSSION ............................................................................................................................. - 3 - OWTS ANALYSIS .................................................................................................................... - 3 - DESIGN RECOMMENDATIONS ............................................................................................ - 4 - SOIL TREATMENT AREA................................................................................................... - 4 - OWTS COMPONENTS ......................................................................................................... - 6 - OWTS OPERATION AND MAINTENANCE.......................................................................... - 9 - OWTS HOUSEHOLD OPERATION .................................................................................. - 10 - OWTS MAINTENANCE ..................................................................................................... - 10 - OWTS CONSTRUCTION OBSERVATION .......................................................................... - 11 - LIMITATIONS ......................................................................................................................... - 11 - 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 ATTACHMENTS VALLEY PRECAST 1000 GALLON TANK WITH 500 GALLON DOSE TANK DETAIL ORENCO ORIFICE SHIELD TCHNICAL DATA SHEET ORENCO EFFLUENT PUMP CURVE Project No.18-7-567 INTRODUCTION This report provides the results of an onsite wastewater treatment system (OWTS) design for the existing residence and guest house located at 6026 Highway 6, west of Gypsum, Eagle County, Colorado. The purpose of this report is to provide design details for the OWTS in accordance with 2018 Eagle County Onsite Wastewater Treatment System Regulation and the Colorado Department of Public Health and Colorado Environmental Regulation #43. The study was performed in accordance to our agreement for professional services to Jay Giordano dated September 13, 2018. The revision was made for a change in the design. PROPOSED CONSTRUCTION The existing OWTS at the site will be abandoned and a new system constructed. The new OWTS will be for the existing 2-bedroom residence and separate 1-bedroom guest house which are located as shown on Figure 1. The current OWTS serves the residence and guest house as well as two recreational vehicles (RV’s) with sewer connections to the existing septic tank. The new OWTS will not connect to the sewer lines from the RV’s and these sewer lines will be disconnected and abandoned. The new OWTS will be designed for three bedrooms. If proposed construction is different than that described, we should be contacted to re-evaluate our design recommendations. SITE CONDITIONS The site, which is shown on Figure 1, is bounded on the north by Highway 6 and on the west and south by the “Duck Pond” open space and is approximately 3½ miles west of the Gypsum Highway 6 round-a-bout. The Eagle River bisects the property into east and west portions. The east portion of the property is unimproved and not considered in this study. The existing residence and guest house are located in the central portion of the eastern part of the site as shown on Figure 1. There are several other out-buildings and RV’s in this area. The topography on the site slopes down to the southeast towards the river at grades from about 6 to 8% before a Project No.18-7-567 - 2 - steep riverbank slope down adjacent to the river. The existing OWTS soil treatment area (STA) is located to the south of the residence and apparently on the adjoining Eagle County “Duck Pond” open space property. Condition of the existing septic tank is not known but the tank likely has perforations from the RV sewer line connections and may have been installed when the existing residence was built in about 1965. Water service to the site is provided by an on-site well located to the northeast of the main residence as shown on Figure 1. The septic tank must be a minimum of 50 feet from the well and the STA a minimum 100 feet from the well. The water supply lines must be a minimum of 10 feet from the septic tank and a minimum of 25 feet from the STA. If the water service is different than that described, we should be contacted to re-evaluate our design recommendations. SUBSURFACE CONDITIONS The field exploration for the new STA was conducted on October 8, 2018. Two profile pits (Profile Pits 1 and 2) were excavated at the approximate locations shown on Figure 1 to evaluate the subsurface conditions. Logs of the profile pits are provided below. Log of Profile Pit 1 Depth USDA Classification 0-8’ EXTREMELY GRAVELLY LOAMY SAND; primarily small cinder gravel, single grain structure, medium dense, moist, brown. • Disturbed bulk sample taken at 3 to 4 feet depth. • Bottom of pit @ 8 feet depth. • No free water or redoximorphic features observed during excavation. Log of Profile Pit 2 Depth USDA Classification 0-1’ TOPSOIL; SANDY LOAM, organic, loose, moist, dark brown. 1’-7’ EXTREMELY GRAVELLY LOAMY SAND; primarily small cinder gravel, single grain structure, medium dense, moist, brown. • Bottom of pit @ 7 feet depth. • No free water or redoximorphic features observed during excavation. Project No.18-7-567 - 3 - The soils encountered consisted of about nil to 1 foot of topsoil overlying Extremely Gravelly Loamy Sand down to the depths explored of 7 and 8 feet. Hydrometer and gradation analyses were performed on a disturbed bulk sample of the soils from Profile Pit 1 at 3 to 4 feet depth with the results provided on Figure 2. The tested sample classifies as Extremely Gravelly Loamy Sand per the USDA system. The soils in both profile pits contained greater than 35 percent gravel material larger than 2.0 mm size. The soils classify as Type R-0 per State Regulations due to the high rock content and are not considered suitable for effluent treatment. No free water was encountered in the pits or indications of seasonal high groundwater observed at the time of excavation. DISCUSSION The existing soil treatment area (STA) needs to be relocated as discussed above in this report. Due to the age of the OWTS, including the septic tank, we believe all components of the system should be replaced. This includes new sewer lines form the main residence and the guest house. The new STA will require a dosing tank which would be part of the new septic tank. The existing tank should be removed or abandoned per County regulations, and all existing sewer and effluent lines should also be abandoned with the lines removed or capped at each end. OWTS ANALYSIS Based on the profile pit evaluations, the natural 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 and guest house. The STA aggregate bed will be sized for 3 bedrooms using an LTAR of 0.8 gallons per square foot per day. The sewage will gravity flow to the new septic tank for primary treatment then be pressure dosed with a submersible effluent pump on a regular basis to the STA for dispersal and final treatment. Project No.18-7-567 - 4 - Pumping to the STA is required by State and County Regulations for the needed sand filter treatment system. A 100 feet minimum setback is required from the proposed STA to any on-site and off-site wells. A 50 feet minimum setback is required from any wells to sewer and effluent lines and the proposed septic tank. The distance from the on-site well to the STA is over 200 feet and to the septic tank is 100 feet. A minimum 50 feet setback is required from the Eagle River to the septic tank and STA from the Eagle River. A minimum 5 feet setback is required from the septic tank to the existing residence and guest house. A minimum 20 feet setback is required from the STA to the residence and guest house. A minimum 25 feet setback is required to potable water supply lines from the STA. Based on our site observations there are no nearby active irrigation ditches or other nearby wells. The existing septic tank and sewer lines from the RV’s and the existing STA should be abandoned per Eagle County Regulations and should be documented for approval by the County. DESIGN RECOMMENDATIONS The design recommendations presented below are based on the existing construction, the site and subsurface conditions, and our experience in the area. Proposed 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, contact us to re-evaluate our design recommendations. SOIL TREATMENT AREA • The treatment system will consist of a 1 foot thick aggregate (gravel) bed that is 47 feet long by 12 feet wide (564 square feet) constructed over a three feet thick sand filter. The aggregate area size is based on an LTAR of 0.8 gallons per square foot per day for the secondary sand media. 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 3. Project No.18-7-567 - 5 - • The sand filter media 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 filter 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 excavation 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 track or bucket compacted until settlement ceases. • Distribution lines, consisting of 1.5-inch diameter Schedule 40 piping with 1/8-inch orifice holes drilled at 4-feet spacings, should be installed as shown on Figure 4. The first hole should be 6 inches from the manifold and the last hole should be 6 inches from the looped end. 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. A technical data sheet for the shields is provided. • 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 4 for gradation specifications. • The bed should be oriented lengthwise along the ground contours to minimize soil cut and cover. • A minimum of 12 inches and a maximum of 24 inches of cover soil should be placed over the aggregate bed. 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. • Backfill and surface grading should be graded to deflect surface water away from the STA and should be sloped at 3 Horizontal to 1 Vertical maximum. This will be especially important along the up-slope side of the field and a swale may be needed. Project No.18-7-567 - 6 - • 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 absorption area 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. • 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 three 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 1,000 gallon, three chamber, Valley Precast septic tank, or equivalent, 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 (500 gallons) will contain the dosing pump. The total volume of the tank including the dose tank is 1,500 gallons. 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 for the effluent dosing. • The tank must maintain a 10 feet setback to the on-site water supply line. • The tank must be a minimum of 5 feet from the residence and guest house. • The tank must be a minimum of 5 feet from the proposed STA. • 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 Project No.18-7-567 - 7 - material may be necessary to prevent tank damage during placement and act as a leveling course. • Install tank with 2 feet minimum cover soil for frost protection. Maximum tank soil cover depth is 4 feet. • The septic lids must extend to final surface grade and made to be easily located. • The existing septic tank should be abandoned per Eagle County Regulations. Sewer Pipe • New sewer lines for the residence and guest house to the septic tank should be provided. The approximate locations of sewer lines from the structures to the septic tank are shown on Figure 1. The sewer lines from the structures to the septic tank should not be less than the diameter of the building drain and not less than 4 inches in diameter. • Existing sewer lines from the RV’s should be abandoned and removed and the excavation backfilled, or the piping capped at each end. Flow filling the pipes with lean concrete is also feasible. The proper abandoning of the lines should be observed by a field representative of H-P/Kumar and/or the Eagle County Environmental Health Department • The two sewer lines should be connected with a “wye” connection prior to entering the tank. A “tee” connection is not suitable. • The sewer pipes should have a rating of SDR35 or stronger. Schedule 40 PVC is required beneath all driveway surfaces. • The sewer pipes 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 pipes. 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 pipes 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 Project No.18-7-567 - 8 - 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 foundations, 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 two sewer line locations shown on Figure 1 are approximate. 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 buildings. Effluent Transport Piping • 1.5-inch diameter Schedule 40 effluent transport piping should be sloped at 2% minimum to drain back to the dose tank from the STA. • 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 in the pipe could cause standing effluent to freeze and damage the piping. • A minimum of 36 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 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. Project No.18-7-567 - 9 - • The maximum effluent transport distance from the pump discharge to the manifold is estimated to be 120 feet. • The elevation difference from pump discharge up to the manifold is estimated to be 6 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 14.3 gallons per minute at 14.1 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 92 gallons. The actual dose volume will be about 79 gallons assuming 13 gallons of drain-back in the transport line. To achieve the desired dose volume, the upper (“ON”) and lower (“OFF”) floats should be set approximately 9¼ inches apart. • The flow differential between the first and last orifices is estimated to be 0.2%. • 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 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. Project No.18-7-567 - 10 - 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 STA. • Do not irrigate the area on top of or directly upgradient of the STA 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 STA. • 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 STA. • 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 of the effluent in the tank. OWTS MAINTENANCE • Inspect the septic tank, dose tank, Biotube pump vault, effluent pump and soil treatment area at least annually for problems or signs of failure. • The effluent 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 soil absorption area, which may shorten its life span. Project No.18-7-567 - 11 - • 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 an As-Built certification of the OWTS construction. We should be provided with at least 48-hour notice prior to the installer needing the As-Built 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. A sample of the sand filter media should be obtained within 1 month of installation for gradation analysis with the sample provided to us for testing or the test results provided to us. Documentation of properly abandoning the existing septic tank and sewer and effluent line piping is also needed as per the Eagle County requirements. 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 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. APPROXIMATELOCATION OF EXISTING1,250 GALLON TWOCHAMBER SEPTIC TANKTO BE REMOVED ORABANDONEDEXISTING2 BEDROOMRESIDENCEEXISTING1 BEDROOMGUEST HOUSEDUCK PONDOPEN SPACEPROPERTYLINE10' SETBACK TOPROPERTY LINE50' S E T B A C K TO R I V E R EXISTINGWATER WELLPROPOSED VALLEYPRECAST 1,000 GALLONTHREE CHAMBER DOSETANK EQUIPPED WITHAN ORENCO PF3005EFFLUENT PUMP IN THETHIRD CHAMBERPROPOSED SOIL TREATMENTAREA (STA) CONSISTING OF ANAGGREGATE BED THAT IS 47FEET LONG BY 12 FEET WIDEPLACED ON A 3 FOOT SANDFILTERPROFILEPIT 1PROFILEPIT 2CLEANOUTSHIGHWAY 6 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 @ 3 - 4 FEET 60 30 2SAND %8 EXTREMELY GRAVELLY LOAMY SAND Line Flow From Tank 3' 3' 3' 3' 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. 47' 3'41'3' 12' 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 (11 ORIFICES PER LATERAL). INSTALL ORENCO ORIFICE SHILEDS 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 BACK TO DOSE TANK. 1.5 INCH DIAMETER NON-PERFORATED SCH 40 PVC MANIFOLD PIPE INSTALLED LEVEL. CLEANOUT INSTALLED AT THE END OF EACH DISTRIBUTION LATERAL. SEE FIGURE 6 FOR DETAIL. 1 FOOT THICK AGGREGATE BED PLACED ON 3 FEET THICK SAND FILTER APPROXIMATE SCALE 1" 20' 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 H-P/Kumar. 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 APPROXIMATE GROUN D S U R F A C E 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 H-P/KUMAR APPROXIMATE SCALE 1 INCH  FEET 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 18-7-567 / 6026 Hwy 6 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 1.25 120 40 1.50 None 6 6 40 1.50 3 41 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 33 14.3 3 0.2 2.3 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 1.4 1.6 0.0 0.0 0.0 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 12.7 0.6 13.0 26.3 gals gals gals gals Minimum Pump Requirements Design Flow Rate Total Dynamic Head 14.3 14.1 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-SF-OS-1 Rev. 2.0, © 03/17 Page 1 of 1 Orifice Shields Technical Data Sheet 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 6/12/2019 Eagle County Government Mail - Giordano OWTS https://mail.google.com/mail/u/0?ik=928161f115&view=pt&search=all&permmsgid=msg-f%3A1636157477555374871&simpl=msg-f%3A1636157477555374871 1/1 Giovanna Harkay <giovanna.harkay@eaglecounty.us> Giordano OWTS Ray Merry <ray.merry@eaglecounty.us>Wed, Jun 12, 2019 at 11:42 AM To: David Young <dyoung@kumarusa.com>, Shane Mello <smello@kumarusa.com>, #environment <environment@eaglecounty.us> Dave & Shane, I'm reviewing the design and have a question on the best way to handle the details for the controls outlined in 43.9 (I)(7). I can include permit language that basically requires the contractor to obtain these details with you - if that's OK with you. Also, the flushing assembly shows an Infiltrator chamber which I don't think is a big deal nor confusing tot he contractor as the assembly is the same without the chamber anyway. I'm inclined to leave it. Is that OK? Also, does Jay have a survey or how difficult would it be to assure the property line setbacks are maintained via an ILC or similar mechanism? Let me know what you think so we can get this permit out the door. Thanks. -- Raymond P. Merry, REHS Director of Environmental Health PO Box 179 Eagle, CO 81631 970.328.8757 ray.merry@eaglecounty.us P Thanks for not printing electronic media 7/2/2019 Eagle County Government Mail - Giordano OWTS-016494-2019 https://mail.google.com/mail/u/0?ik=928161f115&view=pt&search=all&permmsgid=msg-f%3A1637967659572909874&simpl=msg-f%3A1637967659572909874 1/2 Giovanna Harkay <giovanna.harkay@eaglecounty.us> Giordano OWTS-016494-2019 David Young <dyoung@kumarusa.com>Tue, Jul 2, 2019 at 11:14 AM To: "Eagle County Environmental Health (environment@eaglecounty.us)" <environment@eaglecounty.us> Cc: "ipvail@yahoo.com" <ipvail@yahoo.com>, "danylopi@hotmail.com" <danylopi@hotmail.com> All; for Jay Giordano’s system near the Eagle River west of Gypsum, excavation for tank had soft soils and near groundwater level- and the excavation bottom was elevated with rock om to stabilize and get the tank to well above high groundwater. As a result of that, we do not have adequate sewer pipe slope to the septic tank from the residence. We would like to adjust the system to include a sewage pump from the residence to the tank. The remainder of the design should not change. Let us know if you guys are acceptable to this change. Thanks David A. Young, P.E. Senior Associate | Project Manager C: (970) 618-4846 D: (970) 384-4837 O: (970) 945-7988 E: dyoung@kumarusa.com Kumar & Associates, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601   www.kumarusa.com   Confidentiality Notice: The information transmitted is intended only for the person or entity to which it is addressed and may contain confidential and/or privileged material.  Any review, copying, transmission, disclosure, distribution, dissemination or other use of, or taking of any action in reliance upon this information by person or entities other than the intended recipient is prohibited.  If you received this in error, please contact the sender and delete the material from any computer. 7/2/2019 Eagle County Government Mail - Giordano OWTS-016494-2019 https://mail.google.com/mail/u/0?ik=928161f115&view=pt&search=all&permmsgid=msg-f%3A1637967659572909874&simpl=msg-f%3A1637967659572909874 2/2 image001.jpg 29K