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HomeMy WebLinkAboutOWTS Design 11.02.2022CTLITHOMPSON November 2, 2022 Green Line Architects 65 North 4th Street, Suite 5 Carbondale, Colorado 81623 Attention: Steve A. Novy, AIA Principal Subject: Site and Soil Evaluation and OWTS Design High Aspen Ranch, Phase 2 491 High Aspen Drive (a.k.a. Lot 31, High Aspen Ranch) Assessor's Parcel Number: 218736104031 Garfield County, Colorado Project No. GS06546.001-132 As requested, we have prepared this Soil Evaluation and Onsite Wastewater Treatment System (OWTS) design for the proposed residence and garage/office building at the subject location. The soil evaluation is required by the Garfield County Environmental Health Department (GCEHD) to characterize subsurface conditions where OWTS are to provide sewer service for residence and garage/office building. Design documents, required for all new OWTS, are included with this report. This report and information should be presented to the GCEHD for the application of the OWTS permit. Proposed Construction A 4-bedroom, single-family dwelling is proposed as presented on Figure 1. Crawlspace-level construction is proposed for the residence and garage/office building. Potable water is to be supplied by a future public water supply. The Soil Treatment Area (STA) that serviced the previous buildings will be removed. Wastewater is to be managed by a new OWTS. Site Description The 36±-acre parcel is located approximately 9.3 miles southeast of Glenwood Springs on High Aspen Drive. All existing structures will be removed. The building and OWTS sites slope down generally to the southeast on the order of 8 percent to 12 percent. The landscape position of the test site is designated LL, as represented in the EPA's Onsite Wastewater Treatment Systems Manual. No features requiring minimum setback distances from the proposed OWTS, as indicated in Table 7-1 of the GCEHD OWTS Regulations, other than those shown on Figure 2 were located or observed on the site during our preliminary investigation, reconnaissance, or soil evaluation. There are no known wells on site or neighboring properties, and there is one GCEHD record relating to an OWTS permit associated with the property and that OWTS is being removed. There is a pond to the northwest of the proposed septic field. Ground cover at the proposed soil treatment area (STA) consisted of natural grasses, weeds, brush, and trees. CTLIThompson, Inc. Denver, Fort Collins, Colorado Springs, Glenwood Springs, Pueblo, Summit County - Colorado Cheyenne, Wyoming and Bozeman, Montana U Subsurface Conditions On October 4, 2022, a site evaluation was conducted by a representative of CTLIThompson, Inc. (CTLiT). The subsurface conditions were investigated by observing the excavating of two profile pits to a depth of 8 feet. Subsurface conditions exposed in both Profile Pits consisted of approximately 6 to 8 inches of topsoil underlain by sandy clay to the depths explored as presented on Figure 8. A gradation analysis was conducted on a selected sample as presented on Figure 9. Ground water was not encountered in the profile pits. No known unsuitable, disturbed, or compacted soils were found on the site. A Long Term Acceptance Rate (LTAR) of 0.15 gal/ft2/day was determined for the site, as shown in Table 10-1 Soil Treatment Long Term Acceptance Rates in the GCEHD OWTS Regulations. Recommendations The subsurface conditions are not appropriate for a conventional OWTS for the location tested due to soil texture and structure. GCEHD regulations require an engineer to design the OWTS where conventional OWTS are not suitable. A pressure dosed OWTS is appropriate for the site. The minimum STA size should consider a loading rate no faster than 0.15 gal/ft2/day of residential strength wastewater from a 4-bedroom residence and garage/office building. The average design wastewater flow for a 4-bedroom residence is estimated at 525 gallons per day (gpd) as shown in Table 6-1 of the GCEHD OWTS regulations. Our STA recommendations are based on the following criteria and formulae: Design Re uirements No. of Bedrooms 4 Design Flow Rate * 525 gpd Soil application Rate 0.15 gal/ft2/day * Table 6-1 of the GCEHD OWTS regulations. OWTS Design Values Treatment Level TL1 Adjustment Factors* Beds 1.0 Chambers 0.7 * Tables 10-2 and 10-3 of the GCEHD OWTS regulations. GREEN LINE ARCHITECTS HIGH ASPEN RANCH, PHASE 2 CTLIT PROJECT NO. GS06546.001-132 2 OWTS Des i n Results Minimum Recommended Minimum Treatment Area 2,450 ft2 2,496 ftZ Minimum No. of Chambers 205 208 (Quick4 Plus Std) Minimum Septic Tank Size 1,250 1,250 Gallons * Minimum Pump Tank/ Pump 500 500 Compartment Size Gallons * Table 9-1 of the GCEHD OWTS regulations. Wastewater strength is assumed to be typical residential. Some fixtures, such as garbage disposals, washing machines, and water treatment systems, can increase demand on the OWTS and additional flows should be accounted for in the capacity of the OWTS. Swimming pools and hot tubs should not be drained into or onto the OWTS. It would also be prudent to oversize the septic tank and/or STA for enhanced performance and for future improvements to the residence or garage/ office building. A minimum septic tank capacity of 1,250 gallons is required for a 4-bedroom residence and garage/office building. We should be advised to revise our recommendations if future bedrooms or other items that may result in an increase of flow or strength of wastewater are planned. Refer to Figures 2 through 7 and 10 through 12 for recommendations for OWTS components. All components of the OWTS shall meet or exceed GCEHD regulations. The tank locations shown on Figure 2 are based on assumed accessibility. Locations may need to be adjusted to maintain accessibility for pump trucks. Our recommendations include the installation of an adequately sized effluent filter installed on the outlet of the septic tank, effluent pumping system, effluent filter, and automatic distributing valve (ADV). The filter reduces the gross solids entering the STA, thereby prolonging the life of the OWTS and enhancing treatment. It is critical that the ADV be installed at the highest point in the system, so that the transport line drains from the ADV to the pump tank and the headers drain from the ADV to the STA. Details for the ADV are present on Figures 11 and 12. In addition, wheeled traffic that can compact the soil and impede percolation should be avoided in the STA excavation. This report and information including planned number of bedrooms and system options should be presented to the GCEHD for application of the OWTS permit. Septic Tank Depths There are several issues that can affect the depth of septic tank installation that the owner and installer should discuss before the final installation elevation is selected. Proposed elevations of finished floors, building sewer and grading elevations may not have been determined or available when this design was prepared. Depending on the configuration of the proposed structure and site grading, gravity flow from the house to the septic tank may or may not be feasible. In addition, some county septic tank requirements preclude deeply installed tanks. We feel the installation depth of septic tanks should be no more than 2 feet from the top of the tanks to the finished grade. Tanks installed deeper than this amount may be difficult to access, service and maintain and may require GREEN LINE ARCHITECTS HIGH ASPEN RANCH, PHASE 2 CTLIT PROJECT NO. GS06546.001-132 3 strengthening due to the pressures of overburden soil. Per GCEHD regulations, tanks cannot be installed deeper than 4 feet from the top of tanks to the finished grade. Typical residential construction usually provides adequate gravity flow from the upper floor levels, but not basement level areas. Sewage from basement, or other lower floor levels, might require the installation of an ejector pump in order to convey sewage to the septic tank. To minimize the load on this ejector pump, the house plumbing can be split to allow the upper floors to drain by gravity to the septic tank, while the lower levels are pumped. Installation Observations GCEHD should be given proper notice to observe the OWTS prior to backfilling and any other stages of construction as required. In addition to providing added assurance, CTLIT can be notified to observe various stages of construction, from open excavation to completed system to verify substantial compliance. We recommend that CTLIT perform installation observations once approximately half of the STA has been installed, and upon completion of installation before system is backfilled. It is required for GCEHD to conduct a final OWTS inspection prior to backfill. Installation observations by this office are not included in the cost of this study and will be billed to the client or others as authorized by our service agreement. Maintenance and Operation The OWTS requires conscientious maintenance and operation to provide a reasonable service life. The owner must consider that the OWTS does not have the same "unlimited" capacity as a municipal sewer system. OWTS are sized for a limited hydraulic and organic loading and exceeding that loading on a continual basis can harm the system and cause irreparable damage. Septic tanks should be checked periodically for scum and sludge accumulation and pumped as necessary. Refer to Exhibit A for general maintenance and operation considerations. Limitations Accepted industry standards, methods and state and/or county guidelines were used to conduct this investigation. Exposure to subsurface conditions is limited from observations of the profile pits. Variations of subsurface conditions present under the STA site may exist from that observed in the profile pits. If there is going to be cut and backfill done to the proposed septic field CTLIT should run a percolation test on the area that is being adjusted to make sure the soil has an LTAR as fast or faster than the original samples. Typical wastewater flows and characteristics for residential dwellings are provided by state and/or county guidelines. In some cases, actual flows and characteristics may vary substantially from typical estimates. This investigation is not absolute, and these variations may affect the performance of the OWTS. GCEHD and CTLIT should be notified if subsurface variations are observed during construction or if there are any changes in the proposed location or construction. If we can be of further service in discussing the contents of this report or in the analysis of the interaction of subsoil conditions and the OWTS, please call. GREEN LINE ARCHITECTS HIGH ASPEN RANCH, PHASE 2 CTLIT PROJECT NO. GS06546.001-132 4 An installer that is experienced and approved by the GCEHD is recommended for the installation of the OWTS. Due to variables, such as, but not limited to construction methods, individual usage, maintenance habits, soil heterogeneity and climate, no warranty expressed or implied as to the longevity or performance of the OWTS is made. We encourage owners of OWTS to visit https://www.cpow.net/resources/homeowner-resources for additional resources for literature about OWTS. Due to the changing nature of onsite wastewater engineering standards and practices, the information and recommendations provided in this report are only valid for two years following the date of issue. Following that time, our office should be contacted to provide, if necessary, any updated recommendations and design criteria as appropriate. CTLIThompson appreciates the opportunity to be a member of your team. If you have any questions regarding the information in this report, please do not hesitate to contact us at your convenience. Respectfully submitted, CTLITHOMPSON, INC. John Q. Byers Engineering Technician jbyers@ctlthompson.com GREEN LINE ARCHITECTS HIGH ASPEN RANCH, PHASE 2 CTLIT PROJECT NO. GS06546.001-132 Reviewed by: Spencer Schram, PE Geotechnical Engineer Spencer Schram sschram(cDctlthompson.co'Nov 2 2022 3:53 PM 5 EXHIBIT A ONSITE WASTEWATER TREATMENT SYSTEM MAINTENANCE AND CARE Maintenance that involves possible human contact with sewage materials should be conducted by a qualified professional that is aware of, and has experience in dealing with biologic hazards, and implementation of precautionary methods to reduce the risk of illness or injury caused by potentially hazardous conditions. Routine Maintenance • Septic tanks should be checked every 2 years for liquid level, sludge and scum accumulation and pumped as necessary. Septic tanks are typically pumped every 3 years. Pumping frequencies will vary depending on usage. Effluent screens should be cleaned as needed and when the tank is pumped. Operational level of septic tanks is when full. Levels lower than the outlet may indicate a leaky tank. Non -routine Maintenance • Leaks from faucets, toilets and other plumbing that drains into the sewer should be repaired before the STA has been damaged. • Backfill materials in trenches and excavations may settle overtime. Areas that have settled should be refilled, re -graded and re -vegetated to promote positive surface drainage away from OWTS components. • Disposal of harsh chemicals and non -biodegradable items into the sewer should be avoided. • Avoid septic tank additives! Some additives can damage your system. Under normal conditions human wastes contribute sufficient "biology" to maintain activity of the system. • Avoid discarding garbage disposal grindings, fats and grease in the sewer. • Liquid laundry detergents are preferred over powder detergents. Some powder laundry detergents contain fillers that may not completely dissolve and contribute to the sludge or scum. Septic tanks and filters may require more frequent service if powder detergents are used. • The surface and slopes of the STA should be seeded with a native -type or drought resistant vegetation cover to reduce erosion. Vegetation over the STA should be kept mowed. Gardens should not be located over STAs. • Maintain a packet that includes the OWTS design report, maintenance records, phone numbers of the installer and septic tank pumper and other paperwork relating to the OWTS in a readily accessible location. GREEN LINE ARCHITECTS Exhibit A-1 HIGH ASPEN RANCH, PHASE 2 CTLIT PROJECT NO. GS06546.001-132 Other Considerations • The system is designed for a finite hydraulic load. Overloading the system with frequent peak loads and continuous high loads can harm the system. Continued high sewer volumes not accounted for in the design of this system may require additional soil treatment area. Conventionally, the system is not intended to accommodate hot tubs or spas. • Spread laundry loads through the week. Limit usage as much as possible or upgrade the OWTS to accommodate additional flow. • Practice water conservation. Install water saving devices to reduce wastewater volume. • The OWTS is designed for normal Colorado climate of approximately 15 inches of precipitation per year. Irrigation over the STA should be avoided or extremely limited. Watering over the STA will add to the hydraulic loading, which can adversely affect the performance, and longevity of the OWTS. • Plumbing from underground irrigation systems should not be allowed within 5 feet of the backfill of the STA. • Livestock and wheeled traffic or other activities that can compact the soil should not be allowed over the STA. • Trees and shrubs should not be planted within the plant's root zone of the STA. Trees should not be planted so that the STA would be shaded as the tree matures. Consult with your local nursery for tree information. • Some water treatment systems produce significant amounts of "reject" water that can increase hydraulic loading to the OWTS. The "reject" water is not considered wastewater and does not need to be treated. Other uses for this water, such as irrigation, should be considered before connecting the treatment system to the sewer. The STA will need to be upgraded if significant amounts of "reject" water are introduced into the system. Installer: Phone Number: Pumper: GREEN LINE ARCHITECTS HIGH ASPEN RANCH, PHASE 2 CTLIT PROJECT NO. GS06546.001-132 Phone Number: Exhibit A-2 LEGEND: PRO-1 INDICATES APPROXIMATE LOCATION OF PROFILE PIT 8-12% INDICATES APPROXIMATE SLOPE DIRECTION AND GRADE (%) APPROXIMATE SCALE: 1" = 150' 0' 75' 150' GREEN LINE ARCHITECTS HIGH ASPEN RANCH, PHASE 2 CTL I T PROJECT NO. GS06546.001-132 Approximate Location of Proposed Water Line K 0High Aspen Dr,ITEStover Valley Rd. ed Canyon Rd VICINITY MAP GLENWOOD SPRINGS, CO AREA NOT TO SCALE �1 Property Lines � PRO-2 - 8-12% PRO-1 Approximate Location of Proposed Garage/Office Approximate Location of Proposed 4-Bedroom Residence Garage/Office Locations of Profile Pits FIGURE 1 50' Setback from Pond O: to Sewer Line and STA �� �,a•//•'-- •'� APPROXIMATE q SCALE: 1"=50' • . 0' 25' 50, Driveway d N,� .// / 14 .�. 25' Setback from Water Line to STA 'd d •': / L ; : / / 20' Setback from • • /' :,�°'• '• d: � ••- / Building to STA 5' Setback from Building to \ � Septic Tank Approximate Location of Proposed STA (30' x 104') �.% / `d• . •� — — �— . •� // Orenco V6402A `' \ / a• 4-_ �.— — — Automatic Distributing / \ / Building Sewer Valve / dr with Cleanout . •-• ' 0 ,, Transport Line \ d 5' Setback from Septic Tank and I Building Sewer Pump Tank to STA Cleanout Every 100' / on Sewer Lines Septic Tank and / 20' Setback from Pump Tank (Figure 3) Building to STA 5' Setback from Building to Septic Tank GREEN LINE ARCHITECTS HIGH ASPEN RANCH, PHASE 2 CTL I T PROJECT NO. GS06546.001-132 Proposed Location of Onsite Wastewater Treatment System FIGURE 2 From Building Sewer — Compact backfill prior to installing building sewer, and effluent and transport lines. Frorr Build Sewi Compac prior to i building and effIt transpol Cross -over (TYp•) Min. 1,250-Gallon Septic Tank 10 Drawdown 500-Gallon Pump Tank OPTION A - SEPTIC TANK WITH ORENCOO ProSTEPTM PUMPING SYSTEM IN SEPARATE PUMP TANK Min. 1,250-Gallon Septic Tank 500-Gallon Pump Tank OPTION B - SEPTIC TANK AND EFFLUENT PUMP IN SEPARATE PUMP TANK GENERAL NOTES: - MINIMUM SEPTIC TANK REQUIREMENTS - MINIMUM PUMP REQUIREMENTS - OTHER REQUIREMENTS 1. County approved plastic or precast concrete. 2. Min. 1,250 gallon septic tank. Min. 500 gallon pump tank. 3. Shall meet County OWTS requirements. 4. Tanks to be placed on level, stable ground. 5. Min. 6" risers to be located over all openings where shown. Two -foot maximum depth preferred from top of tank to surface. 6. Bottom risers to be sealed water -tight to top of septic tank. 7. Riser lids shall be exposed at grade and are to be secured against unauthorized entry. Selection of pump option should be made by owner. GREEN LINE ARCHITECTS HIGH ASPEN RANCH, PHASE 2 CTL I T PROJECT NO. GS06546.001-132 8a. Orenco® PF5007 pump in Orenco® Flow Inducer, or equivalent. 8b. High quality effluent pump on 4-inch concrete block. 9. Minimum 48.9 GPM at 47 feet of head. 10. Set float drawdown for 180 to 220 gallon doses. 10a. Set high water alarm float to allow 300- gallon reserve, or as much as practical. 11. Union joint to be no lower than 18 inches from riser lid for accessibility. 12. 1/4-inch weephole to be provided to allow transport line to drain back to tank or to STA. 13. Pumps, floats and control panel to be wired to dedicated circuit. Control panel to include dose counter and pump run-time meter. Final connection by licensed electrician. All connections to be separate from tank environment and weather -tight to prevent corrosion. Alarm location to be visible from pump tank. lug To STA 10a STA 14. Buildinq sewer to be 4-inch Sch. 40. Overall slope to be minimum 1/4" per foot with no portion flatter than 1/8" per foot. Two feet min. cover over pipe or insulated with 2-inch rigid insulation. 15. Transport line to be sch. 40. 1/8" per foot min. slope to tank and/or STA with air (vacuum) release at highest point. Minimum 18 inches soil cover. 16. Effluent filter to have 5.3 square feet effective surface area or one Orenco® FT0400 Biotube® effluent filter. Provide high-water float and alarm. Provide handle extension for accesibility. 17. Outlets to be sealed water -tight. Septic Tank and Pump Options FIGURE 3 1 71-inchO sch. 40 transport line from pump tank with air (vacuum) release TYPICAL PLAN VIEW valve at highest point (next to ADV). Min 1/8-inch per foot fall to pump Orenco V6402A ADV tank. Min. 18" cover or insulated. 11-inchO sch. 40 headers from ADV. Min 1/8-inch per foot fall to STA. 00 O O 11111111y 0 c co 0 0 ', 1111111 104 Infiltrator@ Quick4@ Plus Standard Chambers (per bed) 4-inchO Building Sewer Line �- Min. 1/8-inch per Foot Fall Min. 18-inch Cover or Insulated GREEN LINE ARCHITECTS HIGH ASPEN RANCH, PHASE 2 CTL I T PROJECT NO. GS06546.001-132 11111111 ,• I'1111'1 •- 11111111 111111'1 !11'llll • •• 1!1!111! IT V1 0 O d � C N O !=j 76 m LL N N � N fl 8 Infiltrator@ Quick40 Plus All -in -One 12 Endcaps (per bed) Distribution Lateral Cleanouts UT 12' - see Figure 7 12' 6' _0 chambers) _ 01 Min. Soil Treatment Area - 2,496 ft2 (208 Quick4@ Plus Standard Chambers and 16 Quick4@ Plus All -in -One 12 Endcaps) Soil Treatment Area FIGURE 4 TYPICAL CROSS-SECTION, A -A' 104 Infiltrator® Std. Quick48 Chambers Dispersal Lines- 1 Linch schedule 40 PVC pipe with s-inch holes at 4-feet on -center with holes facing upward and every fifth hole facing downward with orifice shields. Hung from chamber tops. - See Figure 6 GREEN LINE ARCHITECTS HIGH ASPEN RANCH, PHASE 2 CTL I T PROJECT NO. GS06546.001-132 Soil Treatment Area FIGURE 5 DISPERSAL LINE INSTALLATION DETAIL QUICK4 PLUS ALL -IN -ONE 12 ENDCAP MANIFOLD ( RR 12-INCH 0� ALL WEATHER PLASTIC PIPE STRAP WITH 120 POUNDS TENSILE STRENGTH AT EVERY CHAMBER CONNECTION QUICK40 PLUS STANDARD / CHAMBERS WNWE SPERSAL LINE PER DESIGN OBSERVATION PIPE DETAILS QUICK4 PLUS ALL -IN -ONE 12 Option A: CHAMBER RISER ABOVE GRADE ATTACH CAP OR THREADED CLEANOUT ASSEMBLY 4" PVC PIPE CUT TO FIT USE HOLE SAW �_]Mg �',EXTEND 4" PVC PIPE THROUGH TO CUT OUT I INSPECTION PORT TO INFILTRATIVE PRE -MARKED CIRCLE SURFACE. CUT SLOTS IN BOTTOM OF PIPE. Option B: INSTALLATION WITH VALVE BOX SMALL VALVE COVER BOX OR IRRIGATION VALVE BOX AT GRADE ATTACH CAP OR THREADED CLEANOUT ASSEMBLY USE HOLE SAW TO CUT OUT PRE -MARKED CIRCLE Adapted from drawings provided by Infiltrator® Systems Inc. GREEN LINE ARCHITECTS HIGH ASPEN RANCH, PHASE 2 CTL I T PROJECT NO. GS06546.001-132 °G COMPACT SOIL BASE TO SUPPORT BOX 4" PVC PIPE CUT TO FIT EXTEND 4" PVC PIPE THROUGH INSPECTION PORT TO INFILTRATIVE SURFACE. CUT SLOTS IN BOTTOM OF PIPE. Infiltrator® Chamber Pipe Installation and Observation Pipe Details FIGURE 6 Attach Threaded Cap with s-Inch Hole Drilled in Top for Squirt -Height Test 1 2 -Inch Ball Valv Quick4 Plus All -in -One 12 Endcap 1 2 -Inch 0 Sweeping El SIDE VIEW END VIEW Small Valve Cover Box or Irrigation Valve Box at Grade Compact Soil Base To Support Box Adapted from drawings provided by Infiltrator® Systems Inc. GREEN LINE ARCHITECTS HIGH ASPEN RANCH, PHASE 2 CTL I T PROJECT NO. GS06546.001-132 bservation Pipe (See Figure 6) Quick4® Plus Standard Chambers Dispersal Line per Design Attach Threaded Cap with e-Inch Hole Drilled in Top for Squirt -Height Test 1 z -Inch Ball Valve _, Distribution Lateral Cleanout Details FIGURE 7 w w IL x h w w 0 TP-1 TP-2 11111 LEGEND: 0 0 ® TOPSOIL, CLAY, SANDY, ORGANICS, MOIST, DARK 00, BROWN, BLACK. CLAY MASSIVE SHAPE, LOOSE (SINGLE GRAIN) 5 00, 00, 5 GRADE, LOOSE CONSISTENCY, DARK BROWN, #4 *4F FIGRAY (SOIL TYPE 4A) 00, w 00, w w ki CL h w w 0 10 10 BULK SAMPLE FROM AUGER CUTTINGS. 15 15J NOTES: 1. PROFILE PITS WERE EXCAVATED WITH A TRECKHOE ON OCTOBER 4, 2022. PITS WERE BACKFILLED IMMEDIATELY AFTER EXCAVATION OPERATIONS WERE COMPLETED. 2. SOIL EVALUATION CONDUCTED BY RYAN BARBONE E.I.T. (CPOW SOILS CLASS CERTIFIED) 3. GOUNDWATER WAS NOT ENCOUNTERED AT THE TIME OF THE EXCAVATION. REDOXIMORPHIC FEATURES WERE NOT OBSERVED IN OUT PARTS 4. THESE LOGS ARE SUBJECT TO THE EXPLANATIONS, LIMITATIONS, AND CONCLUSIONS IN THIS LETTER. Summary Logs of Exploratory Borings GREEN LINE ARCHITECTS 491 HIGH ASPEN DRIVE, PHASE 2 FIGURE 8 CTL I T PROJECT NO. GS06546.001-132 C�B��COC:C ME ME '��CCC��CC�CC�I�C�BCCC� MEW C��CCC�CC�C=MM�C =Z11 C�2110 ME 1EIiiiiiiiiii1iiiiiii1 ME oil , CLAY (PLASTIC) TO SILT (NON -PLASTIC) ®®®®N W-MEMM® Sample of SOIL TYPE 4A (CLA From TP - 1 AT 3-4 FEET GRAVEL 1 % SAND 10 % SILT & CLAY 89 % LIQUID LIMIT % PLASTICITY INDEX % C�CC�C:EW um 00in in in C� in ME MM in , Sample of SOIL TYPE 4A (CLA' From TP - 2 AT 3-4 FEET GREEN LINE ARCHITECTS HIGH ASPEN RANCH, PHASE 2 CTLIT PROJECT NO. GS06546.001-132 GRAVEL 1 % SAND 6 % SILT & CLAY 93 % LIQUID LIMIT % PLASTICITY INDEX % Gradation Test Results FIGURE 9 Pump Selection for a Pressurized System - Single Family Residence Project GS06546.001 Parameters Discharge Assembly Size 1.50 inches 160 Transport Length Before Valve 6 feet Transport Pipe Class 40 Transport Line Size 1.50 inches Distributing Valve Model 6402 140 Transport Length After Valve 110 feet Transport Pipe Class 40 Transport Pipe Size 1.50 inches Max Elevation Lift 5 feet 120 Manifold Length 9 feet Manifold Pipe Class 40 Manifold Pipe Size 1.50 inches Number of Laterals per Cell 8 01 Lateral Length 111 feet 100 Lateral Pipe Class 40 p Lateral Pipe Size 1.50 inches f" Orifice Size 1/8 inches m Orifice Spacing 4 feet a = 80 Residual Head 5 feet Flow Meter None inches 'Add -on' Friction Losses 0 feet T O 60 Calculations F Minimum Flow Rate per Orifice 0.43 gpm Number of Orifices per Zone 112 Total Flow Rate per Zone 48.9 gpm Number of Laterals per Zone 4 % Flow Differential 1 st/Last Orifice 3.6 % Transport Velocity Before Valve 7.7 fps Transport Velocity After Valve 7.7 fps Frictional Head Losses Loss through Discharge 7.2 feet Loss in Transport Before Valve 0.8 feet Loss through Valve 14.1 feet Loss in Transport after Valve 14.2 feet Loss in Manifold 0.3 feet Loss in Laterals 0.4 feet Loss through Flowmeter 0.0 feet 'Add -on' Friction Losses 0.0 feet Pipe Volumes Vol of Transport Line Before Valve 0.6 gals Vol of Transport Line After Valve 11.6 gals Vol of Manifold 0.9 gals Vol of Laterals per Zone 46.9 gals Total Vol Before Valve 0.6 gals Total Vol After Valve 59.5 gals Minimum Pump Requirements Design Flow Rate 48.9 gpm Total Dynamic Head 47.0 feet Orenco 40 20 00 10 20 30 40 50 Net Discharge (gpm) PumpData PF5005 High Head Effluent Pump 50 GPM, 1/2HP 115/230V 10 60Hz, 200/230V 30 60Hz PF5007 High Head Effluent Pump 50 GPM, 3/4HP 230V 10 60Hz, 200/230/460V 30 60 PF5010 High Head Effluent Pump 50GPM, IHP 230V 10 60Hz, 200/460V 30 60Hz PF5015 High Head Effluent Pump 50 GPM, 1-1/2HP 230V 10 60Hz. 200V 30 60Hz 60 70 80 System Curve: Pump Curve: Pump Optimal Range: Operating Point: O O Design Point: 9W11 =6111 Distributing Valves Applications Automatic Distributing Valve Assemblies are used to pressurize multiple zone distribution systems including textile filters, sand filters and drainfields. Top View Side View Elbows Bottom View General Orenco's Automatic Distributing Valve Assemblies are mechanically operated and sequentially redirect the pump's flow to multiple zones or cells in a dis- tribution field. Valve actuation is accomplished by a combination of pressure and flow. They allow the use of smaller horsepower pumps on large sand filters and drainfields. For example, a large community drainfield requiring 300 gpm (18.9011sec) can use a six -line valve assembly to reduce the pump flow rate requirement to only 50 gpm (3.14Usec). Orenco only warrants Automatic Distributing Valves when used in conjunc- tion with High -Head Effluent Pumps with Biotube® pump vaults to provide pressure and flow requirements, and to prevent debris from fouling valve operation. An inlet ball valve, a section of clear pipe, and a union for each outlet are provided for a complete assembly that is easy to maintain and monitor. Ideal valve location is at the high point in the system. Refer to Automatic Distributing Valve Assemblies (NTP-VA-1) for more information. Standard Models V4402A,V4403A,V4404A,V4605A,V4606A V6402A V6403A,V6404A, V6605A,V6606A. Product Code Diagram V©®02 A TTAssernbly ischarge connections installed: 02 = 2 connections 03 = 3 connections 04 = 4 connections 05 = 5 connections 06 = 6 connections Available discharge connections: 4 = 4 available connections 6 = 6 available connections Inlet/outlet size, in. (mm): 4 = 1.25 (32) 6 = 1.50 (40) Distributing valve Materials of Construction All Fittings Sch. 40 PVC per ASTM specification Unions Sch. 80 PVC perASTM specification Ball Valve Sch. 40 PVC per ASTM specification Clear Pipe Sch. 40 PVC per ASTM specification Orenco Systems® Inc., 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9343 • 541-459-4449 • www.orenco.com NTD-SF-VA-1 Rev. 2.0, © 03/17 Pagel of 2 FIGURE 11 Orenco® S Y S T E M S Specifications Model Inlet Size, in. (mm) Outlets Size, in. (mm) Flow Range, gpm (Usec) Max Head, ft (m) Min. Enclosure* V4402A 1.25 (32) 1.25 (32) 10 - 40 (0.63 - 2.52) 170 (51.816) VB1217 V4403A 1.25 (32) 1.25 (32) 10 - 40 (0.63 - 2.52) 170 (51.816) VB1217 V4404A 1.25 (32) 1.25 (32) 10 - 40 (0.63 - 2.52) 170 (51.816) VB1217 V4605A 1.25 (32) 1.25 (32) 10 - 40 (0.63 - 2.52) 170 (51.816) RR2418 V4606A 1.25 (32) 1.25 (32) 10 - 40 (0.63 - 2.52) 170 (51.816) RR2418 V6402A 1.50 (38) 1.50 (38) 15 -100 (0.95 - 6.31) 345 (105.16) RR2418 V6403A 1.50 (38) 1.50 (38) 15 -100 (0.95 - 6.31) 345 (105.16) RR2418 V6404A 1.50 (38) 1.50 (38) 15 -100 (0.95 - 6.31) 345 (105.16) RR2418 V6605A 1.50 (38) 1.50 (38) 15 -100 (0.95 - 6.31) 345 (105.16) RR2418 V6606A 1.50 (38) 1.50 (38) 15 -100 (0.95 - 6.31) 345 (105.16) RR2418 ' When using an enclosed basin, choose the next larger -sized diameter. Table 1. Automatic Distributing Valve Assembly Headloss Equations Model Series Equation Operating Range, gpm (Usec) V4400A HL = 0.085 x Q1 11 10 - 40 (0.63 - 2.52) V4600A HL = 0.085 x 0111 10 - 25 (0.63 -1.5� V6400A HL = 0.0045 x (2 + 3.5 x (1 - e-119 15 - 70 (0.95 - 4.42) V6600A HL = 0.0049 x Qz + 5.5 x (1 - e-01c) 15 - 70 (0.95 - 4.42) 35 30 T E 25 ti ti c 20 m 0 t 15 y 10 = 5 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Flow (gpm) NTD-SF-VA-1 Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.arenco.com Rev. 2.0, ® 03/17 Page 2 of 2 FIGURE 12