HomeMy WebLinkAbout904 Granite Springs Trail - 210715401004Inspection Result Eagle County, Colorado P.O. Box 179 500 Broadway Eagle, CO Phone: (970) 328-8730 Fax: (970) 328-7185 IVR Phone: 1-866-701-3307 Inspection Number: INSP-504680-2020 Permit Number: OWTS-016746-2019 Inspection Date: 12/22/2020 Inspector: Lewandowski, Claire Permit Type: OWTS Permit Inspection Type: OWTS Final Inspection Work Classification: NewOwner:Mark Hollander Job Address:904 GRANITE SPRINGS TRL IVR Pin Number:188258 EDWARDS AREA, CO Project:<NONE> Parcel Number:210715401004 Contractor:Phone: (970) 904-0694 / Cell: Spiegel Construction Inspection Status: Approved Inspection Notes The above-referenced permit has been inspected and finalized. The Onsite Wastewater Treatment System (OWTS) was designed and installed to serve the five-bedroom residence on the above property. Additional information about the maintenance of your septic system needs can be accessed through our website links, provided on the Environmental Health Department’s septic system resource page. Be aware that changes in the use of your property or alterations of your building may require commensurate changes to, or relocation of, your septic system. Landscape features, trees with taproots, irrigation systems, and parking areas above the soil treatment area can cause a premature system failure. It is equally important that you notice and immediately repair dripping faucets and hissing toilets as this will certainly cause the system to fail. If you have any questions regarding this information, please contact us at (970) 328-8755 and reference the OWTS septic permit number. Inspector Comments Added Item: Septic Tank As permitted. Passed. Added Item: Record Drawing Received. Passed. Added Item: Record Photos Received. Passed. Added Item: Site and Soil Gradiation Analysius of replacement verify secondary sand. Approved. Added Item: Final Certification Letter Received. Completed by Shane M. Mello of Kumar & Associates, stamped signed, and dated December 18, 2020 by Robert L. Duran. Added Item: Pressure Distribution Pump performance test completed by Kumar and Associates December 14,2020. Passed. Tuesday, December 22, 2020 For more information visit: http://www.eaglecounty.us Page 1 of 2 Added Item: General Plan As permitted. Passed. Added Item: Soil Treatment Area (STA) As permitted. Passed. Added Item: Identification of Systems Contractor Installed by licensed Eagle County OWTS Contractor Speigel Construction Tuesday, December 22, 2020 For more information visit: http://www.eaglecounty.us Page 2 of 2 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 16, 2020 Julie Ann Hollander Trust Mark R. Hollander Trust P. O. Box 777 Edwards, Colorado 81632 (markh@crazyshirts.com) Project No. 18-7-534.01 Permit No. OWTS-016746-2019 Subject: Certification of Onsite Wastewater Treatment System, Proposed Residence, Lot 10, Block 5, Filing 34, Cordillera, 904 Granite Springs Trail, Eagle County, Colorado Dear Julie and Mark: 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 Julie Ann Hollander Trust and Mark R. Hollander Trust dated October 18, 2018. We previously designed the OWTS for the residence as submitted in our report dated November 15, 2018, Project No. 18-7-534.01. The system was designed for five bedrooms. The OWTS was installed by Spiegel Construction under Permit No. OWTS-016746-2019. We performed our as-built evaluations on November 11 and 12, 2019 and July 14 and December 14, 2020. The OWTS components observed included: sewer line, cleanout, septic tank, effluent line, 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 November 11, 2019, a sample of the secondary sand media was obtained and the results of gradation analysis test are attached. On December 14, 2020, 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. N77°08'1 4 " E 332.02' LOT 9 LOT 11 TRACT C OPEN SPACE R=5 0. 0 0' Δ=1 2 8 ° 1 7' 2 3 "L=11 1. 9 5' Chor d L e n gth = 8 9. 9 9' Chor d B eari n g = N 5 4° 1 0' 5 6" E N46°05' 25"E 134 7.88' S61° 3 7' 4 8" W 987.8 5'N22°31'36 "W124.28 ' N77°08'1 4 " E 164.20'S18°00'41 "E103.76' N 4 6 ° 1 1 ' 1 8 " W 4 3 7 . 6 1 ' S 4 7 ° 1 5 ' 4 8 " E 2 2 5 . 5 1 ' BUILDING E N V E L O P E BUILDIN G E N V E L O P E 91609170918091909200916291649166916891729174917 6 917 891829184918691889192919491969198920292049206GRANITE SPRINGS TRAIL WILDLIFE EASEMENT APPX WATER STUB LOCATION; GC TO VIF 9 1 9 8 9 2 0 0 9 2 0 2 FIRE HYDRANT FIBER OPTIC LOCATION; GC TO VIF APPX GAS STUB LOCATION; GC TO VIF SPLIT RAIL FENCE LOT 10 CORDILLERA SUBDIVISION FILING 34 904 GRANITE SPRINGS TRAIL EAGLE COUNTY . COLORADO 497,891 SF (11.43 ACRES) 62.5'12'31' FIVE BEDROOM RESIDENCE PROPOSED DRIVEWAY PROPOSED WORKSHOP VALLEY PRECAST 1,500 GALLON THREE CHAMBER SEPTIC TANK WITH AN ORENCO PF3005 EFFLUENT PUMP INSTALLED IN THE THIRD CHAMBER APPROX I M A T E T O E OF COV E R S O I L CLEANOUT CONTROL PANEL 11'12'LEGEND: GRAVEL BED SAND FILTER GRADATION ANALYSIS TEST LABORATORY TEST REPORT DATA Laboratory Client: 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 83.0 No. 16 1.18 70.0 No. 30 0.6 47.0 No. 50 0.3 21.0 No. 100 0.15 7.0 No. 200 0.075 3.0 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 0.93 millimeters 0.182 millimeters 0.25 to 0.60 FAIL 0.15 to 0.60 PASS 5.09 unitless ratio < or = 4.0 FAIL < or = 7.0 PASS 3.0 millimeters < or = 3 PASS < or = 3 PASS Effective Size - D10 - Diameter that 10 percent of the sample is finer than. Kumar & Associates - Glenwood Springs Julie and Mark Hollander Secondary Sand Media 11/11/2019 Uniformity Coefficient (D60 / D10) Percent passing thru #200 Sieve 11/19/2019 18-7-534.01 Parameter D60 - Diameter that 60 percent of the sample is finer than. 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 PROPOSED RESIDENCE LOT 10, BLOCK 5, FILING 34, CORDILLERA 904 GRANITE SPRINGS TRAIL EAGLE COUNTY, COLORADO Project No. 18-7-534.01 Photograph 1: Sewer line entering septic tank and inlet tee. Photograph 2: Valley Precast 1,500 gallon, three-chamber septic tank. OWTS PHOTOGRAPH LOG PROPOSED RESIDENCE LOT 10, BLOCK 5, FILING 34, CORDILLERA 904 GRANITE SPRINGS TRAIL EAGLE COUNTY, COLORADO Project No. 18-7-534.01 Photograph 3: Orenco PF3005 pump in Biotube pump vault in third chamber of septic tank. Photograph 4: 1.5” Schedule 40 effluent transport line exiting septic tank. OWTS PHOTOGRAPH LOG PROPOSED RESIDENCE LOT 10, BLOCK 5, FILING 34, CORDILLERA 904 GRANITE SPRINGS TRAIL EAGLE COUNTY, COLORADO Project No. 18-7-534.01 Photograph 5: Soil treatment area (STA) with observation ports on sides and corners. Photograph 6: Graded STA. OWTS PHOTOGRAPH LOG PROPOSED RESIDENCE LOT 10, BLOCK 5, FILING 34, CORDILLERA 904 GRANITE SPRINGS TRAIL EAGLE COUNTY, COLORADO Project No. 18-7-534.01 Photograph 7: 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 10, BLOCK 5, FILING 34, CORDILLERA 904 GRANITE SPRINGS TRAIL EAGLE COUNTY, COLORADO PROJECT NO. 18-7-534.01 NOVEMBER 15, 2018 PREPARED FOR: JULIE ANN HOLLANDER TRUST MARK R. HOLLANDER TRUST P. O. BOX 777 EDWARDS, COLORADO 81632 (markh@crazyshirts.com) Project No. 18-7-534.01 TABLE OF CONTENTS INTRODUCTION ........................................................................................................... - 1 - PROPOSED CONSTRUCTION ..................................................................................... - 1 - SITE CONDITIONS ....................................................................................................... - 1 - SUBSURFACE CONDITIONS ...................................................................................... - 2 - OWTS ANALYSIS ......................................................................................................... - 3 - DESIGN RECOMMENDATIONS ................................................................................. - 3 - SOIL TREATMENT AREA ....................................................................................... - 3 - OWTS COMPONENTS .............................................................................................. - 5 - OWTS OPERATION AND MAINTENANCE .............................................................. - 8 - OWTS HOUSEHOLD OPERATION ......................................................................... - 8 - OWTS MAINTENANCE ........................................................................................... - 9 - OWTS CONSTRUCTION OBSERVATION ................................................................. - 9 - LIMITATIONS ............................................................................................................. - 10 - 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 CLEANOUT DETAIL ATTACHMENTS VALLEY PRECAST SEPTIC TANK DETAIL ORENCO ORIFICE SHIELD TECHNICAL DATA SHEET ORENCO PF3005 EFFLUENT PUMP CURVE Project No. 18-7-534.01 INTRODUCTION This report provides the results of an onsite wastewater treatment system (OWTS) design for the proposed residence to be located on Lot 10, Block 5, Filing 34, Cordillera, 904 Granite Springs Trail, Eagle County, Colorado. The purpose of this report was to provide design details for the OWTS in accordance with the 2018 Eagle County Onsite Wastewater Treatment System Regulations and the Colorado Department of Public Health and Environment’s Regulation #43. The study was performed in accordance with our proposal to Julie Ann Hollander Trust and Mark R. Hollander Trust dated August 21, 2018. We previously prepared a subsoil study for foundation design of the residence and submitted our findings in a report dated October 18, 2018, Project No. 18-7-534. PROPOSED CONSTRUCTION The proposed residence will be a five-bedroom structure with an attached garage and a detached workshop located on the lot as shown on Figure 1. The proposed OWTS soil treatment area (STA) will be located to the southwest of the residence. The workshop will not have plumbing and not be connected to the OWTS. Water service will be provided to the residence by the public water supply from Granite Springs Trail. If proposed construction is different than that described, we should be contacted to re-evaluate our design recommendations. SITE CONDITIONS The lot was vacant at the time of field exploration and the ground surface appeared mostly natural. The terrain at the proposed STA location slopes moderately down to the south-southeast at grades of about 14 to 18%. Vegetation on the lot consists of grass, weeds, brush, and stands of aspen trees and scrub oak. No surface water features were observed in the near vicinity of the lot. The water service line supply to the residence will be from the Granite Springs Trail cul-de- sac and well outside the required 25 feet minimum set-back from the OWTS. We are not aware of any nearby water wells. - 2 - Project No. 18-7-534.01 SUBSURFACE CONDITIONS The field exploration for the OWTS was conducted on October 9, 2018. Two profile pits (Profile Pits 1 and 2) were excavated with a mini-trackhoe at the approximate locations shown on Figure 1 to evaluate the subsurface conditions. The pits were logged by a representative of H- P Kumar. Logs of the profile pits are provided below. Log of Profile Pit 1 Depth USDA Classification 0-1½’ TOPSOIL; Loam with organics, loose, moist, dark brown. 1½’-8’ GRAVELLY to VERY GRAVELLY CLAY LOAM; with cobbles, strong prismatic structure, very stiff, slightly moist to moist, tan with gray layers. • Bottom of pit @ 8 feet. • No free water or redoximorphic features observed at time of excavation. Log of Profile Pit 2 Depth USDA Classification 0-1½’ TOPSOIL; Loam with organics, loose, moist, dark brown. 1½’-8’ GRAVELLY to VERY GRAVELLY CLAY LOAM; with cobbles, strong prismatic structure, very stiff, slightly moist to moist, tan with gray layers. • Disturbed bulk sample taken from 3 to 4 feet. • Bottom of pit @ 8 feet. • No free water or redoximorphic features observed at time of excavation. The soils encountered consisted of about 1½ feet of organic topsoil overlying Gravelly to Very Gravelly Clay Loam with cobbles that extended down to the depths explored of 8 feet. A hydrometer and gradation analysis was performed on a disturbed bulk sample of the soils from Profile Pit 2 with the results provided on Figure 2. The tested sample classifies as a Very Gravelly Clay Loam per the USDA system. Based on the subsurface conditions, the soils have been classified as Soil Type R-1; Option 1 and Soil Type 3 per State regulations, which equates to a long-term acceptance rate (LTAR) of 0.35 gallons per square foot per day. No free water was encountered in the pits at the time of excavation and no indications of seasonal high groundwater were observed in the soil profiles. - 3 - Project No. 18-7-534.01 In addition to the two profile pits, percolation testing was performed in three hand dug holes, in the bottoms of shallow backhoe pits on October 9, 2018. The percolation rates in the test holes varied significantly and ranged from about 40 to 80 minutes per inch (mpi) with an average rate of about 60 mpi. Percolation test procedures outlined in Colorado State Health Department Regulation #43 were not utilized and the results were only used for comparison of the soil profile pit evaluations. OWTS ANALYSIS Based on the site conditions, profile pit evaluations and gradation analyses, an aggregate bed overlying a minimum 2 feet thick mounded sand filter is needed to provide adequate treatment of the effluent from the residence. The sand filter is needed due to the excessive rock content of the subsoils (Soil type R-1 per, Option 1 per State regulations). The STA aggregate bed will be sized for five bedrooms (eight persons) using an LTAR of 0.8 gallons per square foot per day for the imported “secondary sand media”. The STA basal area of the sand will be sized for Soil Type 3 with an LTAR of 0.35 gallons per square foot per day. The sewage will gravity flow from the residence to the septic tank for primary treatment then be pressured dosed on a regular basis to the STA for dispersal and final treatment. 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. 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 STA will consist of a 1 foot thick aggregate (gravel) bed that is 62.5 feet long by 12 feet wide (750 square feet) constructed over a two feet thick mounded sand filter. The aggregate area is sized based on an LTAR of 0.8 gallons per square foot per day for the - 4 - Project No. 18-7-534.01 sand filter. A pressure distribution system will be used to dose the effluent to the STA at regular intervals. • The minimum basal area of the mounded sand filter is 62.5 feet long by 27.5 feet wide (1,719 square feet). The mounded sand filter basal area is sized based on an LTAR of 0.35 gallons per square foot per day for Soil Type 3. Due to the slope of the site, the basal width is estimated to be 31 feet for a total basal area of 1,938 square feet. • The base of the aggregate bed must be above existing grade. • Soil treatment area calculations are shown on Figure 3. • The base of the excavation should be scarified prior to the sand filter placement. • Vegetation should be removed and the surface scarified in the existing ground surface that is to be under the basal area. • Sand filter material should extend one foot horizontally from the perimeter of the aggregate bed and then be sloped at 3 Horizontal:1 Vertical (3H:1V) maximum in all directions. • 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 for the filter media. A sample of the sand filter media should be obtained with about 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 sand filter material shall be placed in lifts not exceeding 10 inches thick. Each lift shall be track or bucket compacted until settlement ceases. • 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 holes by the gravel. A technical data sheet of the shields is provided as an attachment. • A minimum of 12 inches and a maximum of 24 inches of cover soil should be placed over the STA. Prior to placement of cover soil, a Hanes Geocomponents Pro Silver 2 ounce/square yard filter fabric, or equivalent, should be placed over the gravel. Mirafi 140N or 160N filter fabric is not suitable for this use. • Backfill should be graded to deflect surface water away from the STA and should be sloped at 3 Horizontal:1 Vertical (3H:1V) maximum in all directions. - 5 - Project No. 18-7-534.01 • Disturbed ground 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 s ystem piping. • Four-inch diameter inspection ports should be installed vertically into each corner and in the middle of the aggregate bed. 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 portion that lies within the gravel should be perforated. • A plan view of the STA is presented on Figure 4 and a cross section of the STA is presented on Figure 5. • Cleanouts must be installed in each of the distribution lines in the STA. A typical cleanout detail is provided as Figure 6. 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, or equivalent, is proposed for primary treatment. • A submersible effluent pump enclosed in a Biotube Pump Vault will be installed in the third chamber. A copy of the septic detail is provided as an attachment to this report. • The tank must be a minimum of five feet from the residence and from the STA. The tank must be a minimum of 10 feet from any potable water supply lines. • 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 will likely 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. - 6 - Project No. 18-7-534.01 • Install the tank 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 pipes 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 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 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 foundations, where the sewer pipes bend 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 residence. Effluent Transport Piping • 1.5 inch diameter Schedule 40 effluent transport piping should be sloped at 2% minimum to drain to the STA manifold from the dose chamber. - 7 - Project No. 18-7-534.01 • 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 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 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 pump should be enclosed in an Orenco Biotube Pump Vault for effluent filtering and to protect the pump from vibration. • The maximum effluent transport distance from the pump discharge to the manifold is estimated to be 65 feet. • The elevation difference from pump discharge to the STA manifold is estimated to be 6 feet. • An equivalent pump must be capable of operating at 24.7 gallons per minute at 17.8 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 100 gallons. To achieve the desired dose volume, the upper (“ON”) and lower (“OFF”) floats should be set approximately 10 inches apart. - 8 - Project No. 18-7-534.01 • The high-water alarm float should be placed approximately 3 inches above the pump “ON” float in the dose chamber. The high-water alarm must be wired on a separate electrical circuit from the pump. • The flow differential between the first and last orifices is estimated to be 0.9%. • A ⅛ inch diameter weep hole should be drilled in the effluent transport line prior to exiting the dose chamber of the septic tank so the transport line can drain 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 The OWTS will require periodic inspection and maintenance to function properly. A properl y 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. Below are some basic recommendations for the OWTS O&M. • 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. - 9 - Project No. 18-7-534.01 • 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. OWTS MAINTENANCE • Inspect the septic tank, effluent pump, effluent pump vault filter and soil treatment area at least annually for problems or signs of failure. • The pump vault filter should be cleaned annually by spray washing solids into the first chamber of the septic tank. • 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. • 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). 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 - 10 - Project No. 18-7-534.01 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 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 components be surveyed by a Professional Colorado Land Surveyor. Table 1 - Common Minimum Horizontal Setbacks from OWTS Components Wells Water Supply Line Occupied Dwelling Lined Ditch or Lake Lake, Irrigation Ditch, Stream Dry Ditch or Gulch Septic Tank STA 100’ 25’ 20’ 20’ 50’ 25’ 5’ Septic Tank 50’ 10’ 5’ 10’ 50’ 10’ - Building Sewer 50’ 10’ 0’ 10’ 50’ 10’ - N77°08'14" E 332.02' LOT 9 LOT 11 TRACT C OPEN SPACE R=50. 0 0' ∆=12 8 °1 7' 2 3"L=111. 9 5' Chord Length = 8 9. 9 9' Chord Bearing =N 5 4° 1 0' 5 6"EN46°05'25"E1347.88'S61°3 7' 4 8" W 987.8 5' S69°58' 3 2" W 153.85'N22°31 '36 "W124.28 ' N77°08'14" E 164.20'S18°00'41 "E103.76 ' N 4 6 ° 1 1 ' 1 8 " W 4 3 7 . 6 1 ' S 4 7 ° 1 5 ' 4 8 " E 2 2 5 . 5 1 ' BUILDING EN V E L O P E BUILDING E N V E L O P E 916091709180919092009162916491669168917291749176917891829184918691889192919491969198920292049206GRANITE SPRINGS TRAIL WILDLIFE EASEMENT APPX WATER STUBLOCATION;GC TO VIF 9 1 9 8 92 0 0 9 2 0 2 FIRE HYDRANT FIBER OPTICLOCATION; GC TO VIF APPX GAS STUBLOCATION;GC TO VIF SPLIT RAIL FENCE LOT 10 CORDILLERA SUBDIVISION FILING 34 904 GRANITE SPRINGS TRAIL EAGLE COUNTY . COLORADO 497,891 SF (11.43 ACRES) 62.5'12'31'PROFILE PIT 1 PROFILE PIT 2 PROPOSED FIVE BEDROOM RESIDENCE PROPOSED DRIVEWAY PROPOSED WORKSHOP PROPOSED VALLEY PRECAST 1,500 GALLON THREE CHAMBER SEPTIC TANK WITH AN ORENCO PF3005 EFFLUENT PUMP INSTALLED IN THE THIRD CHAMBER PROPOSED MOUNDED SOIL TREATMENT AREA CONSISTING OF AN AGGREGATE BED THAT IS 62.5 FEET LONG BY 12 FEET WIDE AND A BASAL AREA THAT IS 62.5 FEET LONG AND MIN. 27.5 FEET WIDE APPROXIM A T E T O E OF COVER S O I L CLEANOUT APPROXIMATE SCALE: 1 INCH = 50 FEET LEGEND PROFILE PIT PERCOLATION TEST HOLE 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#607 HR45 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 2 @ 3 - 4 FEET 54 19 16SAND %11 VERY GRAVELLY CLAY LOAM Install 6" valve box at ground surface Insulate lid with 2" blue board 1.5" Sch. 40, threaded cap 1.5" Sch. 40, 90° long-sweep or two 45° elbows Backfill valve box to bottom of cap with onsite soil Orenco Orifice Shields Ground Surface Cover Soil Aggregate Bed Sand Media Notes: 1. All piping, fittings and valves should be Sch. 40 PVC. 2. Install distribution line cleanouts at the end of each distribution line.APP52;I0A7( SCA/(: 1 INC+ 2 )((7 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 Pump Selection for a Pressurized System - Single Family Residence Project 18-7-534.01 / 904 Granite Springs Trail 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 65 40 1.50 None 6 6 40 1.50 3 56.5 40 1.50 1/8 3 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 57 24.7 3 0.9 3.9 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 4.3 2.4 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 6.9 0.6 17.9 25.4 gals gals gals gals Minimum Pump Requirements Design Flow Rate Total Dynamic Head 24.7 17.8 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: