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Home My WebLink AboutOWTS Design Packet 04.03.202033 FOUR WHEEL DRIVE ROAD CARBONDALE, CO 81 623 970.309.5259 CARLA.OSTBERG@GMAI L. COM April 3, 2020 Dave and Shelia Poulsen sheilbpoulsen@gmail.com Subsurface Investigation and Onsite Wastewater Treatment System Design 3-Bedroom Residence TBD Maroon Mesa Road Lot 14, Pinyon Peaks Subdivision Garfield County, Colorado Dave and Sheila, Project No. C1512 CBO Inc. performed a subsurface investigation and completed an onsite wastewater treatment system (OWTS) design for the subject residence. The 15.19-acre property is located outside of Carbondale, in an area where OWTSs are necessary. Legal Description: Section: 11 Township: 7 Range: 88 Subdivision: PINYON PEAKS SUB -1ST AMENDED Lot: 14 15.19 ACRES Parcel ID: 2393-113-03-014 SITE CONDITIONS The property is currently undeveloped. A 3-bedroom, single-family residence is proposed. The residence will be served potable water from a community water system. The water line enters the property from the south. The route of the water line has not yet been determined. Since the OWTS components are located to the south of the proposed residence, the water line must be at least 25-feet from the proposed soil treatment area (STA) and at least 10-feet from the proposed septic tank. The proposed STA location has an approximate 15% slope to the south. The slope changes farther to the east to have a more southwestern slope, creating a path for drainage between the slope transition. The proposed STA must be installed in the southern sloping area, to the west of the slope change. The area is covered with pinyon trees and minimal vegetation due to the rock. There should be no traffic or staging of material over the future STA site to avoid compaction of soils prior to construction of the STA. We anticipate difficult digging conditions. Consideration should be given to having a large machine capable of digging through weathered bedrock to a depth of at least 6-feet below grade for installation of both the septic tank and STAs. Page 2 Photo of site SUBSURFACE The subsurface was investigated on October 10, 2018 by HP/Kumar. A report dated December 5, 2018, Project Number 18-7-633 documents the investigation (enclosed). Two profile pits were excavated and two percolation tests were run. Profile Pit 1 consisted of 1-foot of topsoil underlain by weathered bedrock (sandstone/siltstone) to a maximum depth of 3-feet where backhoe refusal was encountered. Profile Pit 2 consisted of 1-foot of topsoil underlain by weathered bedrock (sandstone/siltstone) to a maximum depth of 5- feet where backhoe refusal was encountered. Percolation tests resulted in 40 minutes per inch (MPI) and 17 MPI. Soils are classified as R-0. Without 4-feet of suitable soil, we are proposing an over -excavated, pressure dosed sand filter with a minimum 3-feet of Secondary Sand Filter material. A long term acceptance rate (LTAR) of 0.8 gallons per square foot will be used to design the STA. DESIGN SPECIFICATIONS Design Calculations: Average Design Flow = 75 GPD x 2 people/bedroom x 3 Bedrooms = 450 GPD LTAR = 0.8 GPD/SF 450 GPD / 0.8 GPD/SF = 563 SF The new OWTS design is based on 3-bedrooms. An average daily wastewater flow of 450 GPD will be used. For the purposes of this OWTS design, Benchmark Elevation at grade 6848' (finished floor, lower level) has been established as 100'. CBO Inc. should be notified of any discrepancies or problems with grade elevations of proposed components during installation of the OWTS. OWTS Component Minimum Elevation Primary Tank Inlet Invert 98' (6846') (approx. horizontal distance 10' / min. 2% fall = min. 2.5" drop) Automatic Distributing Valve 99' (6847') (approx. horizontal distance 6' / min. 1 % rise = min. 0.75" drop) Infiltrative Surface 93' (6841') (approx. horizontal distance 24' / min. 1 % fall = min. 3" drop) Page 3 The 4-inch diameter, SDR-35 sewer line exiting the residence must have a double -sweep clean out and a minimum 2% grade to the septic tank. The system installation will include a 1250-gallon, two -compartment concrete septic tank with an Orenco® Biotube Pump Vault and an Orenco® PF3005 pump in the second compartment of the septic tank. The floats should be set to dose approximately 65 gallons each pump cycle, allowing approximately 1 gallon of drain back after each pump cycle. A pump curve is enclosed. The pump must be capable of a minimum design flow rate of 28.4 GPM and a minimum total dynamic head of 21.6 feet with 5 feet residual head at last orifice. The control panel for the pump must be located within line of sight of the septic tank. We recommend Valley Precast out of Buena Vista be contracted for start-up of the pumping system. Pum Table Dose Range Max = 113 gal. (450 GPD x 25% + 1 gal drain back) Min. 55 gal. (13.5 gal x 4) + 1 gal drain back Dose Setting 65 gallons/dose 1 gallon drain back (6' / 1.5" diameter pump line) Float Separation 1250 gallon 2-compartmet Valley Precast concrete septic tank 8" on/off float separation Pump Criteria 28.4 gallons per minute (GPM) 21.6 feet total dynamic head (TDH) A 1.5-inch diameter Schedule 40 pump line must be installed from the pump to an Orenco® automatic distributing valve (ADV), model 6402. This pump line must have a minimum 1 % grade for proper drain back into the tank after each pump cycle. The ADV must be placed a high point in the system and be placed in an insulated riser with access from grade. Screened rock must be placed below the ADV to support the ADV and to assure the clear pipes existing the ADV remain visible for future inspection and maintenance. Effluent will be pressure dosed through 1.5-inch diameter distribution lines to (2) over -excavated, 10' x 28.5' unlined sand filters with a minimum of 3-feet of sand filter material. Sand filter material must be clean, coarse sand, all passing a screen having four meshes to the inch. The sand must have an effective size between 0.15 and 0.60 mm. The uniformity coefficient must be 7.0 or less. Material meeting ASTM 33, for concrete sand, with three percent or less fines passing 200 mesh sieve may be used. A gradation of the sand media must be provided. Laterals will be connected with a 1.5-inch diameter level manifold. Laterals used to disperse the effluent must be surrounded by washed coarse screened gravel or crushed stone (minimum 6-inches below and minimum 2-inches above laterals). All of the gravel or stone must pass a 2 '/2-inch screen and must be retained on a %-inch screen. Laterals must be 1.5-inches in diameter with 5/32-inch diameter orifices facing down, spaced 2-feet on center (OC). We recommend Orenco® Orifice Shields be installed on the laterals at each orifice. Laterals will begin 2-feet from the edges of the filter, with 3-feet between each lateral. Each 1.5-inch diameter lateral must end in a sweeping ell facing up with a ball valve for flushing. A soil separation fabric should be placed over the gravel layer followed by approximately 1-foot of topsoil or other suitable soil able to support vegetative growth. Inspection ports must be placed in the corner of each bed. Ports may be cut to grade and covered with a sprinkler box for access. COMPONENT SPECIFICATIONS The component manufacturers are typical of applications used by contractors and engineers in this area. CBO Inc. must approve alternative components prior to installation of the OWTS. Requests must be submitted, in writing, to our office for approval prior to installation. Component technical data sheets are available upon request. Page 4 COMPONENT MANUFACTURER MODEL NO. COMMENTS Septic Tank Valley Precast Item # 1250T-2CP-HH 2-compartment concrete septic tank with high head pump Pump Orenco® PF300511 % HP 120 Volt Biotube ProPak Pump Package Orenco® BPP30DD Vault, Filter, Control Panel (demand dose) Tank Risers and Lids Orenco® Double -walled PVC Risers and Lids (24" diameter) ADV Orenco® V6402A 1.5" Inlet and Outlets ADV Riser and Lid Orenco® Double -walled PVC Risers and Lids (30" diameter) Orifice Shields Orenco® OS150 1.5 inch diameter (78 total) Flushing Assembly Orenco® 1.5" diameter (2) 45° or 90° long sweep only (6 total) The component manufacturers are typical of applications used by contractors and engineers in this area. Alternatives may be considered or recommended by contacting our office. Construction must be according to Garfield County On -Site Wastewater Treatment System Regulations, the OWTS Permit provided by Garfield County Building Department, and this design. INSTALLATION CONTRACTOR CBO Inc. expects that the installer be experienced and qualified to perform the scope of work outlined in this design. The installer must review this design thoroughly and coordinate with our office in advance of installation. Any additional conditions in this design or county permit must be completed and documented prior to final approval of the OWTS installation. Communication between the installer and this office is expected throughout the installation. INSTALLATION OBSERVATIONS CBO Inc. must view the OWTS during construction. The OWTS observation should be performed before backfill, after placement of OWTS components. Septic tanks, distribution devices, pumps, dosing siphons, and other plumbing, as applicable, must also be observed. CBO Inc. should be notified 48 hours in advance to observe the installation. In an effort to improve the accuracy of the record drawing, we request that the installer provide a sketch of the installation, including path of the sewer lines, water line installation (if applicable), septic tank location, STA location, and measurements from building corners or another fixed objects on the property. This sketch is most easily provided on Sheet W2.0 of the OWTS Design Packet. Photographs of the installation and final cover are also requested to supplement our installation documentation. REVEGETATION REQUIREMENTS An adequate layer of good quality topsoil capable of supporting revegetation shall be placed over the entire disturbed area of the OWTS installation. A mixture of native grass seed that has good soil stabilizing characteristics (but without taproots), provides a maximum transpiration rate, and competes well with successional species. No trees or shrubs, or any vegetation requiring regular irrigation shall be placed over the STA. Until vegetation is reestablished, erosion and sediment control measures shall be implemented and maintained on site. The owner of the OWTS shall be responsible for maintaining proper vegetation cover. Page 5 OPERATION INFORMATION AND MAINTENANCE The property owner shall be responsible for the operation and maintenance of each OWTS servicing the property. The property owner is responsible for maintaining service contracts for manufactured units, alternating STAs, and any other components needing maintenance. Geo-fabrics or plastics should not be used over the STA. No heavy equipment, machinery, or materials should be placed on the backfilled STA. Machines with tracks (not wheels) should be used during construction of the STA for better weight distribution. Livestock should not graze on the STA. Plumbing fixtures should be checked to ensure that no additional water is being discharged to OWTS. For example, a running toilet or leaky faucet can discharge hundreds of gallons of water a day and harm a STA. If an effluent filter or screen has been installed in the OWTS, we recommend this filter or screen be cleaned annually, or as needed. If the OWTS consists of a pressurized pump system, we recommend the laterals be flushed annually, or as needed. The homeowner should pump the septic tank every two years, or as needed gauged by measurement of solids in the tank. Garbage disposal use should be minimized, and non -biodegradable materials should not be placed into the OWTS. Grease should not be placed in household drains. Loading from a water softener should not be discharged into the OWTS. No hazardous wastes should be directed into the OWTS. Mechanical room drains should not discharge into the OWTS. The OWTS is engineered for domestic waste only. ADDITIONAL CONSTRUCTION NOTES If design includes a pump, weep holes must be installed to allow pump lines to drain to minimize risk of freezing. The pump shall have an audible and visual alarm notification in the event of excessively high water conditions and shall be connected to a control breaker separate from the high water alarm breaker and from any other control system circuits. The pump system shall have a switch so the pump can be manually operated. Excavation equipment must not drive in excavation of the STA due to the potential to compact soil. Extensions should be placed on all septic tank components to allow access to them from existing grade. Backfill over the STA must be uniform and granular with no material greater than minus 3-inch. LIMITS: The design is based on information submitted. If soil conditions encountered are different from conditions described in report, CBO Inc. should be notified. All OWTS construction must be according to the county regulations. Requirements not specified in this report must follow applicable county regulations. The contractor should have documented and demonstrated knowledge of the requirements and regulations of the county in which they are working. Licensing of Systems Contractors may be required by county regulation. Please call with questions. Sincerely, CBO Inc. Oa/Lt. (a OV-bf-Ls Reviewed By: Carla Ostberg, MPH, REHS Romeo A. Baylosis, PE Pump Selection for a Pressurized System - Single Family Residence Project Paulsen / Lot 14, Pinyon Peaks / C1512 Parameters Discharge Assembly Size Transport Length Before Valve Transport Pipe Class Transport Line Size Distributing Valve Model Transport Length After Valve Transport Pipe Class Transport Pipe Size Max Elevation Lift Manifold Length Manifold Pipe Class Manifold Pipe Size Number of Laterals per Cell Lateral Length Lateral Pipe Class Lateral Pipe Size Orifice Size Orifice Spacing Residual Head Flow Meter 'Add -on' Friction Losses Calculations 1.25 inches 6 feet 40 1.50 inches 6402 42 feet 40 1.50 inches 2 feet 6 feet 40 1.50 inches 6 26.5 feet 40 1.50 inches 5/32 inches 2 feet 5 feet None inches 0 feet Minimum Flow Rate per Orifice Number of Orifices per Zone Total Flow Rate per Zone Number of Laterals per Zone Flow Differential 1st/Last Orifice Transport Velocity Before Valve Transport Velocity After Valve Frictional Head Losses 0.68 gpm 42 28.4 gpm 3 0.5 4.5 fps 4.5 fps Loss through Discharge Loss in Transport Before Valve Loss through Valve Loss in Transport after Valve Loss in Manifold Loss in Laterals Loss through Flowmeter 'Add -on' Friction Losses Pipe Volumes 5.7 feet 0.3 feet 6.5 feet 1.9 feet 0.1 feet 0.1 feet 0.0 feet 0.0 feet Vol of Transport Line Before Valve Vol of Transport Line After Valve Vol of Manifold Vol of Laterals per Zone Total Vol Before Valve Total Vol After Valve Minimum Pump Requirements 0.6 gals 4.4 gals 0.6 gals 8.4 gals 0.6 gals 13.5 gals Design Flow Rate Total Dynamic Head 4191i orenco 6 f 9 T r 28.4 Wm 21.6 feet 300 250 200 O I 150 0 I 100 50 00 i1=a111111111111111111111111111111111 1111111111 1 111111111111111111 111111111 1111111111111/111111111111111•111111111 1111111111111111111111111111111111111111 1111111111111111111111111111111111111111 1111111111111111111111111111111111111111 'm41111111111111111111111111111111111111 11111I11111o1I11111111i11111111111111111 1111111111111111111111111111111111111111 !1111111111111111111111111111111111111 :1111iii11111111111111111111111111111111 111111111111111111111111111 1111111111111 1111111111111111111111111111011111111111 1111111111111111111111111111111111111111 1111111111111111111111111111111111111 1111111111111111111�1111 1111h1111111111 �11111111111111111111:1111I1111111111 111111111111111111111111101111111111111 11111111111111 ! 1111111111 111111111 N 11111 1111111111111111111111111111111111111111 1111111111111111111111111111111111111111 1111111111111111111111111111111111111111 1111111111111111111111111111111111111i1a11 1111111111111111111111111111111111111111 111111111111111111111111111111111111111 1111111111 111111111111111111111110!i! 1■1■111■1■1■1■111■1■1■1■1IIl *!mi111111i 1111111111111111111! !!W1i111111111111 1!!1■ 1■1::1 iii 111111 m1111111111111 PumpData 5 10 15 20 25 Net Discharge (gpm) PF3005 High Head Effluent Pump 30 GPM, 1/2HP 115/230V 10 60Hz, 200V 30 60Hz PF3007 High Head Effluent Pump 30 GPM, 3/4HP 230V 10 60Hz, 200/460V 30 60Hz PF3010 High Head Effluent Pump 30 GPM, 1 HP 230V 10 60Hz, 200/460V 30 60Hz PF3015 High Head Effluent Pump 30 GPM, 1-1/2HP 230V 10 60Hz, 200/230/460V 30 60Hz Legend 30 35 Systei urve: Punlpcurve: Pump OptimaL✓Zange: OperatiOPoint: DesiPPoint: 40 0 �0 ) - 'moo m 000Q Gcp ov w m o 3 N • g n O o o 3 al N w pEOH anua IaagM a1103 ££ 0 co 0 5 r o � o.� ODp DE o CD 5 Q v�cD coo a) o- a m ('< -CD nyNN noo 11 (00QCD No eL (.C� o oD 0 0 0 EjCD it) < Q) (7(� o-m o 0 Qo- -P. a 0'< '< o cxin o O b 30 l laaLIS r 0 m0 z me �c z D H m0 0 z o= w o0 m 0) c0 z NI a2sn 38 1Sf1W SJNIMV2I , , 1 I / / / 1 1 / / / / J o / / / / / / / / / / / / • / / / / / / /, cn Z //////// / . / / / / / // / / / gcn//, / / / / /7/ / /\ / / / / / / ///////i / // / / / /// / // 77 /// / // r- / /� ,/ / / / / //////////////////\/ /7/ /,/ /// /z / 7 / // �/ / / / - // /l / // / I� ,l 7 / / �,____ / /,/� /// //� / / I /////////// /'///////// // //// // / // / / I / / �/�//// /////// //////// //// // / I / //� �/ // / / / / , // // i/ / / / / / / // //��r/// /� / / lI / /I /1��l //IIIl�/I �l/ ///, I I I I\ \ w/ / / /7y/�/ II I I / 4100.,41L.I 1nmm I �� / / �' p I m o I T:\ . .......... 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The study was conducted in accordance with our proposal for geotechnical engineering services to you dated October 10, 2018. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed residence has not been designed but will be located on the site in the area of Pits 1 and 2, as shown on Figure 1. Ground floors may be structural over crawlspace or slab -on -grade. Cut depths are expected to relatively shallow and range between about 2 to 5 feet. Foundation loadings are assumed to be relatively light and typical of residential type of construction. The septic disposal system is proposed to be located downhill to the south of the residence. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The site is located off the north end of the Maroon Mesa Road cul-de-sac in open pinyon forest. The building site slopes down to the south at grades of about 5 to 10 percent. Below the building area, the grade is about 15 percent down to the south. There is a low ridge of Maroon Formation sandstonelsiltstone bedrock located just to the north of the proposed building area. -2- Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the building area and two profile pits in the septic disposal area at the approximate locations shown on Figure 1. The logs of the pits are presented on Figure 2. The subsoils encountered, below about 1 foot of root zone, highly weather bedrock, silty sand with rock fragments, consist of weathered Maroon Formation sandstone/siltstone bedrock down to practical digging refusal to the backhoe at 4 to 4'/2 feet. The bedrock bedding is relatively flat. No free water was observed in the pits at the time of excavation and the weathered rock was slightly moist. Foundation Recommendations: Considering the subsurface conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural weathered bedrock designed for an allowable soil bearing pressure of 4,000 psf for support of the proposed residence. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and disturbed bedrock fragments encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural weathered bedrock. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 36 inches below the exterior grade is typically used in this area. Shallow, frost -protected footings can also be used. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 10 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 45 pcf for the on -site weathered bedrock (minus 5 inch in size) as backfill. Floor Slabs: The natural on -site weathered bedrock is suitable to support lightly loaded slab -on - grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing wails and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free - draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve (3 -inch screened rock). H-Pk-KUMAR Project No. 18 7-€33 -3- All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of on -site processed soils and rocks devoid of vegetation, topsoil and oversized rock. Underdrain System: Although free water was not encountered during our exploration, it has been our experience where bedrock is shallow that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can also create a perched condition. We recommend below -grade construction, such as retaining walls, crawlspace and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches (3/-inch screened rock). The drain gravel backfill should be at least 1 %2 feet deep. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2 feet of the on -site, finer graded weathered bedrock soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. A swale may be needed uphill to direct surface runoff around the residence. H-Pa KU MAR Project No 18-7-633 -4- 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Percolation Testing: Percolation tests were conducted on October 18, 2018 to evaluate the feasibility of an infiltration septic disposal system at the site. Two profile pits and adjacent shallow percolation holes were dug at the locations shown on Figure 1. The test holes (nominal 12-inch diameter by 12-inch deep) were hand dug at the bottom of shallow backhoe pits and were soaked with water. The soils exposed in the percolation holes are similar to those exposed in the Profile Pits shown on Figure 2 and consist of about 1 foot of root zone over weathered Maroon Formation bedrock. Results of a USDA gradation analysis performed on a sample of excavated weathered bedrock (minus 1'/2 inch fraction) obtained from the site are presented on Figure 3. The percolation test results are presented in Table 1. Based on the shallow bedrock, the tested area is probably not suitable for a conventional infiltration septic disposal system. We expect that a mounded system with a sand bed filter will be needed. An engineer should design the septic disposal system. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Figure 1, the proposed type of construction and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and 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 at once so 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 H-P KUMAR Project No. 18-7-633 -5- have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know. Respectfully Submitted, H-P KUMAR Daniel E. Hardin, P. Reviewed by Steven L. Pawlak, P.E. DEH/kac attachments Figure 1 Figure 2 Figure 3 Table 1 — — Location of Exploratory Pits — Logs of Exploratory Pits - USDA Gradation Test Results Percolation Test Results H-PaKUMAR Project No. 18-7-633 LOT 14 6865 LOT 15 `,��\\\\\\\\\\\\ \ LOT 13 Neighbor's Drit Driveway Found #5 Rebar with 1 1/4" Orange Plastic Cop (illegible) 5 5727:33" W, 0.93' 50 0 50 100 APPROXIMATE SCALE -FEET Found /5 Rebar with 1 1/4" Orange Plastic Cop L.S. /15710 S 2724 56" W, 0 66' Edge of Pavement 18-7-633 H-P--KUMAR LOCATION OF EXPLORATORY PITS Fig. 1 PIT 1 PIT 2 PROFILE PIT 1 PROFILE PIT 2 0 5 LEGEND - GRAVEL=15 -1SAND=53 SILT=26 CLAY=6 TOPSOIL; ROOT ZONE, HIGHLY WEATHERED BEDROCK, SILTY SAND WITH ROCK FRAGMENTS, FIRM, MOIST, REDDISH BROWN. WEATHERED BEDROCK; SANDSTONE/SILTSTONE, HARD, SLIGHTLY MOIST, RED, FLAT BEDDING, MAROON FORMATION. DISTURBED BULK SAMPLE. PRACTICAL DIGGING REFUSAL. NOTES 0 5 1. THE EXPLORATORY PITS WERE EXCAVATED WITH A BACKHOE ON OCTOBER 18, 2018. 2. THE LOCATIONS OF THE EXPLORATORY PITS WERE MEASURED APPROXIMATELY BY PACING FROM FEATURES SHOWN ON THE SITE PLAN PROVIDED. 3. THE ELEVATIONS OF THE EXPLORATORY PITS WERE NOT MEASURED AND THE LOGS OF THE EXPLORATORY PITS ARE PLOTTED TO DEPTH. 4. THE EXPLORATORY PIT LOCATIONS SHOULD BE CONSIDERED ACCURATE ONLY TO THE DEGREE IMPLIED BY THE METHOD USED. 5. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY PIT LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 6. GROUNDWATER WAS NOT ENCOUNTERED IN THE PITS AT THE TIME OF DIGGING. PITS WERE BACKFILLED SUBSEQUENT TO SAMPLING. 7. LABORATORY TEST RESULTS: GRAVEL = PERCENT RETAINED ON NO. 10 SIEVE; SAND = PERCENT PASSING NO. 10 SIEVE AND RETAINED ON NO. 325 SIEVE; SILT = PERCENT PASSING NO. 325 SIEVE TO PARTICLE SIZE .002MM; CLAY = PERCENT SMALLER THAN PARTICLE SIZE .002MM. 18-7-633 H-P KUMAR LOGS OF EXPLORATORY PITS Fig. 2 H-P KUMAR TABLE 1 PERCOLATION TEST RESULTS PROJECT NO. 18-7-633 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) P-1 28 10 Water added 5 41/2 1/2 40 41/2 4 1/2 4 32/4 1/4 3% 31/4 1/2 51/2 5 1/2 5 43/4 1/4 4$/4 41/2 1/4 41/2 41/4 % P-2 28 10 Water added 6 51/4 3/4 17 51/4 44%/2 3/4 41/2 3a/4 a/4 33/4 3 '/4 6% 6 9/4 6 51/2 1/2 51/2 5 1/2 5 41/4 % Note: Percolation test holes were hand dug in the bottom of backhoe pits. Percolation tests were conducted on October 18, 2018. The average percolation rates were based on the last three readings of each test. 1250 Gallon Top 5Va111 Item # Two Compartment 1250T-2CP-HH with High Head Pump DESIGN NOTES • Design per performance test per ASTM C1227 • Top surface area 56.25 ft2 • f'c © 28 days; concrete = 6,000 PSI Min. Installation: • Tank to be set on 5" min. sand bed or pea gravel • Tank to be backfilled uniformly on all sides in lifts less than 24" and mechanically compacted • Excavated material may be used for backfill, provided large stones are removed • Excavation should be dewatered and tank filled with water prior to being put in service for installation with water table less than 2' below grade • Meets C1644-06 for resilient connectors • Inlet and Outlet identified above pipe • Delivered complete with internal piping • Secondary safety screen available with PVC riser Flexible Boot • ALLOWABLE BURY (Based on Water Table) WATER TABLE ALLOWABLE EARTH FILL 0'-0" 2'-0" 1' — 0" 3' — 0" 2'-0" 3'-0" 3'-0" 4'-0" DRY 4' — 0" `Service contracts available for maintenance* utyl Rubber Sealant 19" 135" • Wires to 'r Panel. O • • a0 Top View 24" Minimum Height Idc Disconnect II Valve 130" Pump: • Lowers TSS and improves effluent quality to field • Easiest pump system to maintain on the market • Complete installation (wiling, panel, mounting and start-up procedures) • Complete warranty Section View Digging Specs Invert Dimensions Net Capacity Net Weight 13' Long x 7' Wide 56" below inlet Inlet Outlet Length Width Min. Height Inlet Side Outlet Total Lid Tank Total 56" 73" 135" 60" 92" 843 gal 416 gal 1259 gal 3120 Ibs 10880 Ibs 14200 Ibs Water & (719) 395.6764 28005 Co. Rd" 317 Wastewater P.O. Bons 925 O VALLEY .• ProdSystemsucts Fax: (719) 395-3727 Buena vim' CO 81211 4 PRECAST, Inc. • Service Website: www.valleyprecastcom Email: frontdesk©valleyprecastcom Double Walled PVC Riser & Lid Options Poly Lid (Static load tested to 5000 Ibs) • Skid resistance surface • Available in green • Highest level of UV Protection included • Includes a foam gasket for airtight and watertight applications Includes square drive screws to discourage unauthorized entry Insulation panels achieve R-10 insulation rating • • c' C C) 2) C Double Walled PVC Riser 41 I\ / N /I-n /1-wl I\ 4 2" of Insulation Standard Orenco ® DuraFiber'" Access Lids (FLD) Not recommended for vehicular traffic 24" and 30" Diameters • Solid, resin -infused fiberglass construction • 20,000-Ib breaking strength • Standard green or brown colors • Available with or without urethane lid gasket • Available with carbon filtration • 4 stainless steel flathead socket cap screws & hex key wrench • Insulated lids available - 2" or 4" • Available in 24" and 30" Diameter • Cut to length • Sold in +/- 2" increments • Must be cut between ribs V!c!VALLEY � PRECAST, & Wastewater • Systems • Products PRECAST, Inc. • Service (719) 395�764 28005 Co. Rd. 317 P.O. Boc925 Fax: (719) 395-3727 Buena Yam' CO 81211 Webslte: www.valleyprecastcom Email: frontdesk©valleyprecastcom Orenco® Technical Data Sheet Biotube® ProPak Pump PackageTM 60-Hz Series Pump Packages Float External splice box Optional; internal splice box comes standard.) bracket Support pipe Control panel Riser lid (not included) 0 Riser (not included) Discharge assembly Pump vault Float stem Floats Float collar Vault inlet holes 4-in. (100-mm) turbine effluent pump Biotube® filter cartridge 00 00 00 00 00 O 0 00 0▪ 0 00 00 O 0 00 00 00 00 Pump liquid end Pump motor Biotube© ProPakTM pump package components. General 0renco's Biotube® ProPak"" is a complete, integrated pump package for filtering and pumping effluent from septic tanks. And its patented pump vault technology eliminates the need for separate dosing tanks. This document provides detailed information on the ProPak pump vault and filter, 4-in. (100-mm) 60-Hz turbine effluent pump, and control panel. For more information on other ProPak components, see the following Orenco technical documents: • Float Switch Assemblies (NSU-MF-MF-1) • Discharge Assemblies (NTD-HV-HV-1) • Splice Boxes (NTD-SB-SB-1) • External Splice Box (NTD-SB-SB-1) Applications The Biotube ProPak is designed to filter and pump effluent to either gravity or pressurized discharge points. It is intended for use in a septic tank (one- or two -compartment) and can also be used in a pump tank. The Biotube ProPak is designed to allow the effluent filter to be removed for cleaning without the need to remove the pump vault or pump, simpli- fying servicing. Complete packages are available for on -demand or timed dosing sys- tems with flow rates of 20, 30, and 50-gpm (1.3, 1.9, and 3.2 Usec), as well as with 50 Hz and 60 Hz power supplies. Standard Models BPP2ODD, BPP2ODD-SX, BPP3OTDA, BPP3OTDD-SX, BBPP5OTDA, BPP5OTDD-SX Product Code Diagram BPP Standard options: Blank = 57-in. (1448-mm) vault height, internal splice box, standard discharge assembly 68 = 68-in. (1727-mm) vault height SX = external splice box CW = cold weather discharge assembly DB = drainback discharge assembly 0 = cam lock MFV = non -mercury float Control panel application: DD = demand -dosing TDA = timed -dosing, analog timer TDD = timed dosing, digital timer, elapsed time meter & counters Pump flow rate, nominal: 20 = 20 gpm (1.3 Usec) 30 = 30 gpm (1.9 L/sec) 50 = 50 gpm (3.2 Usec) Biotube® ProPak'" pump vault Orenco Systems° Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-BPP-1 Rev. 1.2, © 08/14 Page 1 of 4 Orenco° Technical Data Shee ProPakTM Pump Vault Materials of Construction Vault body Polyethylene Support pipes PVC Dimensions, in. (mm) A - Overall vault height B - Vault diameter 57 (1448) or 68 (1727) 17.3 (439) C - Inlet hole height 19 (475) D - Inlet hole diameter (eight holes total) E - Vault top to support pipe bracket base F - Vault bottom to filter cartridge base 2 (50) 3 (76) 4 (102) y -1E3 iH is A C B JCS...... B • ProPakTM pump vault (shown with Biotube filter and effluent pump) ggg ggg ggg Biotube° Filter Cartridge Materials of Construction Filter tubes Polyethylene Cartridge end plates Polyurethane Handle assembly PVC Dimensions, in. (mm) A - Cartridge height 18 (457) B - Cartridge width 12 (305) Performance Biotube® mesh opening Total filter flow area 0.125 in. (3 mm)* 4.4 ft2 (0.4 m2) Total filter surface area 14.5 ft2 (1.35 m2) Maximum flow rate *0.062-in. (1.6-mm) filter mesh available 140 gpm (8.8 t-/sec) J ckLD LTrE3 g. so gg OC o o o o o o o o o o o o o o o o. og 0. og o. og o. og Biotube® filter cartridge (shown with float switch assembly) NTD-BPP-1 Rev. 1.2, © 08/14 Page 2 of 4 0renco Systems° Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com 4-in. (100-mm) Turbine Effluent Pumps 0renco's 4-in. (100 mm) Turbine Effluent Pumps are constructed of lightweight, corrosion -resistant stainless steel and engineered plastics; all are field -serviceable and repairable with common tools. All 60-Hz PF Series models are CSA certified to the U.S. and Canadian safety standards for effluent pumps, and meet UL requirements. Power cords for 0renco's 4-in. (100-mm) turbine effluent pumps are Type SOOW 600-V motor cable (suitable for Class 1, Division 1 and 2 applications). Materials of Construction Discharge: Stainless steel or glass -filled polypropylene Discharge bearing: Engineered thermoplastic (PEEN Diffusers: Glass -filled PPO Impellers: Acetal (20-, 30-gmp), Noryl (50-gpm) Intake screens: Polypropylene Suction connection: Stainless steel Drive shaft: 300 series stainless steel Coupling: Sintered 300 series stainless steel Shell: 300 series stainless steel Lubricant: Deionized water and propylene glycol Specifications Nom. flow, Length Weight gpm (Usec) in. (mm) lb (kg) Discharge Impellers in., nominal 1 20 (1.3) 22.5 (572) 26 (11) 1.25 30 (1.9) 21.3 (541) 25 (11) 1.25 50 (3.2) 20.3 (516) 27 (12) 2.00 4 3 2 Performance Nom. flow, gpm (Usec) 20 (1.3) 30 (1.9) 50 (3.2) hp (kW) Design Rated Min liquid flow amps cycles/day level, in. (mm) 2 0.5 (0.37) 12.3 300 18 (457) 0.5 (0.37) 11.8 300 20 (508) 0.5 (0.37) 12.1 300 24 (610) 1 Discharge is female NPT threaded, U.S. nominal size, to accommodate 0renco® discharge hose and valve assemblies. Consult your 0renco Distributor about fittings to connect discharge assemblies to metric -sized piping. 2 Minimum liquid level is for single pumps when installed in an Orenco Biotube® ProPakTM Pump Vault. Pump Curves Pump curves, such as those shown here, can help you determine the best pump for your system. Pump curves show the relationship between flow (gpm or L/sec) and pressure (TDH), providing a graphical representation of a pump's performance range. Pumps perform best at their nominal flow rate, measured in gpm or Usec. 140 120 a p 100 1— a z 80 E 60 40 20 Flow 'n liters per second (L/sec) 0.63 1.26 1.89 2.52 3.15 3.79 4.42 PF 200511 ▪ PF 300511 ▪ PF 5005111 10 20 30 40 50 60 70 Flow in gallons per minute (gpm) 43 37 30 24 18 12 6 Total dynamic head (TDH) in meters 0renco Systems° Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-BPP-1 Rev. 1.2, © 08/14 Page 3 of 4 Control Panel (Demand Dose) Orenco's ProPak'" demand dose control panels are specifically engineered for the ProPak pump package and are ideal for applications such as demand dosing from a septic tank into a conventional gravity drainfield. Materials of Construction Enclosure UV -resistant fiberglass, UL Type 4X Hinges Stainless steel Dimensions, in. (mm) A - Height 11.5 (290) B - Width 9.5 (240) C - Depth 5.4 (135) Specifications Panel ratings 1. Motor -start contactor 120 V, 3/4 hp (0.56 km, A, single phase, 60 Hz 16 FLA, 1 hp (0.75 kW), 60 Hz; 2.5 million cycles at FLA (10 million at 50% of FLA) 2. Circuit 120 V, 10 A, OFF/ON switch, Single pole breakers 3. Toggle switch 4. Audio alarm Single -pole, double -throw HOA switch, 20 A 95 dB at 24 in. (600 mm), warble -tone sound, UL Type 4X 5. Audio alarm 120 V, automatic reset, DIN rail mount silence relay 6. Visual alarm 7/8-in. (22-mm) diameter red lens, "Push -to -silence," 120 V LED, UL Type 4X / O D41-461 mmmm xmO 1 Control panel, demand -dose Control Panel (Timed Dose) Orenco's ProPak timed dose control panels are specifically engineered for the ProPak pump package and are ideal for applications such as timed dosing from a septic tank into a pressurized drainfield or mound. Analog or digital timers are available. Materials of Construction Enclosure UV -resistant fiberglass, UL Type 4X Hinges Stainless steel Dimensions, in. (mm) A - Height 11.5 (290) B - Width 9.5 (240) C - Depth 5.4 (135) Specifications Panel ratings Dual -mode 120 V, 3/4 hp (0.56 kV , 14 A, single phase, 60 Hz Programmable for timed- or demand -dosing (digital timed -dosing panels only) la. Analog timer (not shown) 120 V, repeat cycle from 0.05 seconds to 30 hours. Separate variable controls for OFF and ON time periods 1 b. Digital timer (shown below) 120-V programmable logic unit with built-in LCD screen and programming keys. Provides control functions and timing for panel operation 2. Motor -start contactor 16 FLA, 1 hp (0.75 kW), 60 Hz; 2.5 million cycles at FLA (10 million at 50% of FLA) 3. Circuit breakers 120 V, 10 A, OFF/ON switch. Single pole 120 V 4. Toggle Switch 5. Audio alarm Single -pole, double -throw HOA switch, 20 A 95 dB at 24 in. (600 mm), warble -tone sound, UL Type 4X 6. Visual alarm 7/8-in. (22-mm) diameter red lens, "Push -to -silence", 120 V LED, UL Type 4X Control panel, timed -dose (digital timer model shown) NTD-BPP-1 Rev. 1.2, © 08/14 Page 4 of 4 0renco Systems° Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com Orenco® Technical Data Sheet PF Series 4-inch (100-mm) Submersible Effluent Pumps Applications Our 4-inch (100-mm) Submersible Effluent Pumps are designed to transport screened effluent (with low TSS counts) from septic tanks or separate dosing tanks. All our pumps are constructed of lightweight, corrosion -resistant stainless steel and engineered plastics; all are field - serviceable and repairable with common tools; and all 60-Hz PF Series models are CSA certified to the U.S. and Canadian safety standards for effluent pumps, meeting UL requirements. Orenco's Effluent Pumps are used in a variety of applications, including pressurized drainfields, packed bed filters, mounds, aerobic units, effluent irrigation, effluent sewers, wetlands, lagoons, and more. These pumps are designed to be used with a Biotube° pump vault or after a secondary treatment system. Franklin Liquid End S4® C US LR80980 LR2053896 Discharge Connection — Bypass Orifice — Suction Connection 0 Powered by Franklin Electric Features/Specifications To specify this pump for your installation, require the following: • Minimum 24-hour run -dry capability with no deterioration in pump life or performance* • Patented 1/8-inch (3-mm) bypass orifice to ensure flow recirculation for motor cooling and to prevent air bind • Liquid end repair kits available for better long-term cost of ownership • TRI-SEALTM floating impeller design on 10, 15, 20, and 30 gpm (0.6, 1.0, 1.3, and 1.9 L/sec) models; floating stack design on 50 and 75 gpm (3.2 and 4.7 L/sec) models • Franklin Electric Super Stainless motor, rated for continuous use and frequent cycling • Type SOOW 600-V motor cable • Five-year warranty on pump or retrofit liquid end from date of manu- facture against defects in materials or workmanship Not applicable for 5-hp (3.73 k1M models Standard Models See specifications chart, pages 2-3, for a list of standard pumps. For a complete list of available pumps, call Orenco. Product Code Diagram PF Cord length, ft (m): Blank = 10 (3) 20 = 20 (6) 30 = 30 (9) 50 = 50 (15) Voltage, nameplate: 1 = 115* 200 = 200 2 = 230t 4 = 460 Frequency: 1 = single-phase 60 Hz 3 = three-phase 60 Hz 5 = single-phase 50 Hz Horsepower (kW): 03 = 1/3 hp (0.25) 07 = 3 hp (0.56) 15 = 1-Y2 hp (1.11) 30 = 3 hp (2.24) Nominal flow, gpm (L/sec): 10 = 10 (0.6) 15 = 15 (1.0) 20 = 20 (1.3) 30 = 30 (1.9) 50 = 50 (3.2) 75 = 75 (4.7) 05 = 12 hp (0.37) 10=1hp(0.75) 20 = 2 hp (1.50) 50 = 5 hp (3.73) Pump, PF Series Y2-hp (0.37kw) only r220 volts for 50 Hz pumps 'Note: 20-foot cords are available only for single-phase pumps through 1 % hp Orenco Systems° Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 2.2, © 09/14 Page 1 of 6 Orenco° Technical Data Sheet Specifications, 60 Hz 0 C S Pump Model N To 0 c E R cn G. E Length, in. (mm) Rated cycles/day PF100511 10 (0.6) 0.50 0.37) 1 115 11012.7 12.7 6 1 '/4 in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF100512 10 (0.6) 0.50 '0.37) 1 230 2L0 6.3 6.3 6 1 '/4 in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF10053200 10 (0.6) 0.50 ;0.37) 3 200 298 3.8 3.8 6 1 A in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF100712 4'5 10 (0.6) 0.75 ;0.56) 1 230 24 8.3 8.3 8 1 '/4 in. GFP 25.9 (658) 17 (432) 30 (14) 300 PF10073200 4'5 10 (0.6) 0.75 (0.56) 3 200 208 5.1 5.2 8 1 '/4 in. GFP 25.4 (645) 17 (432) 31 (14) 300 PF101012 5' 6 10 (0.6) 1.00 (0.75) 1 230 2 .0 9.6 9.6 9 1 '/4 in. GFP 27.9 (709) 18 (457) 33 (15) 100 PF10103200 5, 6 10 (0.6) 1.00 (0.75) 3 200 2(08 5.5 5.5 9 1 '/4 in. GFP 27.3 (693) 18 (457) 37 (17) 300 PF102012 5' 6, 7, 8 10 (0.6) 2.00 (1.49) 1 230 240 12.1 12.1 18 1 '/4 in. SS 39.5 (1003) 22 (559) 48 (22) 100 PF102032 5' 6, 8 10 (0.6) 2.00 (1.49) 3 230 24 7.5 7.6 18 1 '/4 in. SS 37.9 (963) 20 (508) 44 (20) 300 PF10203200 5, 6, 8 10 (0.6) 2.00 (1.49) 3 200 208 8.7 8.7 18 1 A in. SS 37.9 (963) 20 (508) 44 (20) 300 PF150311 15 (1.0) 0.33 (0.25) 1 115 120 8.7 8.8 3 1 '/4 in. GFP 19.5 (495) 15 (380) 23 (10) 300 PF150312 15 (1.0) 0.33 (0.25) 1 230 24 4.4 4.5 3 1 '/a in. GFP 19.5 (495) 15 (380) 23 (10) 300 PF200511 20 (1.3) 0.50 (0.37) 1 115 120 12.3 12.5 4 1 '/4 in. GFP 22.3 (566) 18 (457) 25 (11) 300 PF200512 20 (1.3) 0.50 (0.37) 1 230 240 6.4 6.5 4 1 A in. GFP 22.5 (572) 18 (457) 26 (12) 300 PF20053200 20 (1.3) 0.50 (0.37) 3 200 208 3.7 3.8 4 1 '/4 in. GFP 22.3 (566) 18 (457) 26 (12) 300 PF201012 4'5 20 (1.3) 1.0C (0.75) 1 230 240 10.5 10.5 7 1 '/4 in. GFP 28.4 (721) 20 (508) 33 (15) 100 PF20103200 4'5 20 (1.3) 1.0C (0.75) 3 200 208 5.8 5.9 7 1 '/4 in. GFP 27.8 (706) 20 (508) 33 (15) 300 PF201512 4'5 20 (1.3) 1.5C (1.11) 1 230 240 12.4 12.6 9 1 IA in. GFP 34.0 (864) 24 (610) 41 (19) 100 PF20153200 4'5 20 (1.3) 1.5C (1.11) 3 200 208 7.1 7.2 9 1 '/a in. GFP 30.7 (780) 20 (508) 35 (16) 300 PF300511 30 (1.9) 0.5C (0.37) 1 115 1 /0 11.8 11.8 3 1 '/4 in. GFP 21.3 (541) 20 (508) 28 (13) 300 PF300512 30 (1.9) 0.5( (0.37) 1 230 2I-I0 6.2 6.2 3 1 IA in. GFP 21.3 (541) 20 (508) 25 (11) 300 PF30053200 30 (1.9) 0.5(, (0.37) 3 200 2C8 3.6 3.6 3 1 IA in. GFP 21.3 (541) 20 (508) 25 (11) 300 PF300712 30 (1.9) 0.75 (0.56) 1 230 240 8.5 8.5 5 1 '/4 in. GFP 24.8 (630) 21 (533) 29 (13) 300 PF30073200 30 (1.9) 0.75 (0.56) 3 200 208 4.9 4.9 5 1 A in. GFP 24.6 (625) 21 (533) 30 (14) 300 PF301012 4 30 (1.9) 1.00 (0.75) 1 230 240 10.4 10.4 6 1 IA in. GFP 27.0 (686) 22 (559) 32 (15) 100 PF30103200 4 30 (1.9) 1.00 (0.75) 3 200 208 5.8 5.8 6 1 '/4 in. GFP 26.4 (671) 22 (559) 33 (15) 300 PF301512 4'5 30 (1.9) 1.50 (1.11) 1 230 240 12.6 12.6 8 1 A in. GFP 32.8 (833) 24 (610) 40 (18) 100 PF30153200 4'5 30 (1.9) 1.50 (1.11) 3 200 208 6.9 6.9 8 1 '/4 in. GFP 29.8 (757) 22 (559) 34 (15) 300 PF301534 4'5 30 (1.9) 1.50 (1.11) 3 460 480 2.8 2.8 8 1 '/4 in. GFP 29.5 (685) 22 (559) 34 (15) 300 PF302012 5' 8, 7 30 (1.9) 2.00 (1.49) 1 230 240 11.0 11.0 10 1 '/4 in. SS 35.5 (902) 26 (660) 44 (20) 100 PF30203200 5, 6 30 (1.9) 2.00 (1.49) 3 200 208 9.3 9.3 10 1 A in. SS 34.0 (864) 24 (610) 41 (19) 300 PF303012 5' 6, 7, 8 30 (1.9) 3.00 (2.23) 1 230 240 16.8 16.8 14 1 '/4 in. SS 44.5 (1130) 33 (838) 54 (24) 100 PF303032 5' 6, 8 30 (1.9) 3.00 (2.23) 3 230 240 10.0 10.1 14 1 '/4 in. SS 44.3 (1125) 27 (686) 52 (24) 300 PF305012 5' 6, 7, 8 30 (1.9) 5.00 (3.73) 1 230 240 25.6 25.8 23 1 A in. SS 66.5 (1689) 53 (1346) 82 (37) 100 PF305032 5' 6' 8 30 (1.9) 5.00 (3.73) 3 230 240 16.6 16.6 23 1 '/4 in. SS 60.8 (1544) 48 (1219) 66 (30) 300 PF30503200 5, 6' 8 30 (1.9) 5.00 (3.73) 3 200 208 18.7 18.7 23 1 '/4 in. SS 60.8 (1544) 48 (1219) 66 (30) 300 PF500511 50 (3.2) 0.50 (0.37) 1 115 120 12.1 12.1 2 2 in. SS 20.3 (516) 24 (610) 27 (12) 300 PF500512 50 (3.2) 0.50 (0.37) 1 230 240 6.2 6.2 2 2 in. SS 20.3 (516) 24 (610) 27 (12) 300 PF500532 50 (3.2) 0.50 (0.37) 3 230 240 3.0 3.0 2 2 in. SS 20.3 (516) 24 (610) 28 (13) 300 PF50053200 50 (3.2) 0.50 (0.37) 3 200 208 3.7 3.7 2 2 in. SS 20.3 (516) 24 (610) 28 (13) 300 PF500534 50 (3.2) 0.50 (0.37) 3 460 480 1.5 1.5 2 2 in. SS 20.3 (516) 24 (610) 28 (13) 300 PF500712 50 (3.2) 0.75 (0.56) 1 230 240 8.5 8.5 3 2 in. SS 23.7 (602) 25 (635) 31 (14) 300 PF500732 50 (3.2) 0.75 (0.56) 3 230 240 3.9 3.9 3 2 in. SS 23.7 (602) 25 (635) 32 (15) 300 PF50073200 50 (3.2) 0.75 (0.56) 3 200 208 4.9 4.9 3 2 in. SS 23.1 (587) 26 (660) 32 (15) 300 NTD-PU-PF-1 Rev. 2.2, © 09/14 Page 2 of 6 0renco Systems° Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com Technical Data Sheet Orenco® Specifications, 60 Hz (continued) Pump Model a1 ca o 'a c) c -ad a7 N co7 o � = - - z > a E lC lx0 aa) E Length, in. (mm) Rated cydes/day PF500734 50 (3.2) PF501012 50 (3.2) PF50103200 50 (3.2) PF501034 50 (3.2) PF5015124 50 (3.2) PF501532004 50 (3.2) PF503012 4, 5, 7, 8 50 (3.2) PF50303200 4, 5' 8 50 (3.2) PF503034 4' 5, 8 50 (3.2) PF505012 5,6,7,8 50 (3.2) PF505032 5,6,7,8 50 (3.2) PF751012 75 (4.7) PF751512 75 (4.7) 0.75 (0.56) 3 460 480 1.8 1.8 3 2 in. SS 34.8 (884) 25 (635) 31 (14) 300 1.00 (0.75) 1 230 240 10.1 10.1 4 2 in. SS 27.0 (686) 26 (660) 35 (16) 100 1.00 (0.75) 3 200 208 5.7 5.7 4 2 in. SS 26.4 (671) 26 (660) 39 (18) 300 1.00 (0.75) 3 460 480 2.2 2.2 4 2 in. SS 26.4 (671) 26 (660) 39 (18) 300 1.50 (1.11) 1 230 240 12.5 12.6 5 2 in. SS 32.5 (826) 30 (762) 41 (19) 100 1.50 (1.11) 3 200 208 7.0 7.0 5 2 in. SS 29.3 (744) 26 (660) 35 (16) 300 3.00 (2.23) 1 230 240 17.7 17.7 8 2 in. SS 43.0 (1092) 37 (940) 55 (25) 100 3.00 (2.23) 3 200 208 13.1 13.1 8 2 in. SS 43.4 (1102) 30 (762) 55 (25) 300 3.00 (2.23) 3 460 480 5.3 5.3 8 2 in. SS 40.0 (1016) 31 (787) 55 (25) 300 5.00 (3.73) 1 230 240 26.2 26.4 13 2 in. SS 65.4 (1661) 55 (1397) 64 (29) 300 5.00 (3.73) 3 230 240 16.5 16.5 13 2 in. SS 59.3 (1506) 49 (1245) 64 (29) 300 1.00 (0.75) 1 230 240 9.9 10.0 3 2 in. SS 27.0 (686) 27 (686) 34 (15) 100 1.50 (1.11) 1 230 240 12.1 12.3 4 2 in. SS 33.4 (848) 30 (762) 44 (20) 100 Specifications, 50 Hz Pump Model PF100552 PF100752 4' 5 PF101552 5, 6 PF300552 PF300752 PF301052 PF301552 4, 5 PF500552 PF500752 PF501052 PF501552 PF751052 10 (0.6) 10 (0.6) 10 (0.6) 30 (1.9) 30 (1.9) 30 (1.9) 30 (1.9) 50 (3.2) 50 (3.2) 50 (3.2) 50 (3.2) 75 (3.2) 0.50 (0.37) 0.75 (0.56) 1.50 (1.11) 0.50 (0.37) 0.75 (0.56) 1.00 (0.75) 1.50 (1.11) 0.50 (0.37) 0.75 (0.56) 1.00 (0.75) 1.50 (1.11) 1.00 (0.75) 220 220 220 220 220 220 220 220 220 220 220 220 230 230 230 230 230 230 230 230 230 230 230 230 3.9 6.2 10.5 4.1 6.1 7.4 9.3 4.0 6.3 7.3 9.1 7.3 4.1 6.2 11.4 4.1 6.1 7.4 9.3 4.0 6.4 7.4 9.1 7.3 6 9 18 4 5 7 8 2 3 4 5 4 1 '/a in. GFP 1 Ya in. GFP 1 '/a in. SS 1 '/4 in. GFP 1 '/a in. GFP 1 '/4 in. GFP 1 1/4 in. GFP 2 in. SS 2 in. SS 2 in. SS 2 in. SS 2 in. SS 23.0 (584) 26.8 (658) 39.5 (1003) 22.5 (572) 24.8 (630) 28.4 (721) 35.4 (899) 20.3 (516) 23.7 (602) 27.0 (686) 32.5 (826) 30.0 (762) 17 (432) 17 (432) 22 (559) 19 (483) 19 (483) 20 (508) 24 (610) 25 (635) 25 (635) 26 (660) 30 (762) 27 (686) 26 (12) 30 (14) 46 (21) 26 (12) 29 (13) 32 (15) 40 (18) 29 (13) 31 (14) 35 (16) 42 (19) 34 (15) 300 300 300 300 300 100 100 300 300 100 100 100 1 GFP = glass -filled polypropylene; SS = stainless steel. The 1 '14-in. NPT GFP discharge is 2 7i8 in. octagonal across flats; the 1 3/4-in. NPT 2-in. NPT SS discharge is 2 7B in. hexagonal across flats. Discharge is female NPT threaded, U.S. nominal size, to accommodate Orenco® Distributor about fittings to connect hose and valve assemblies to metric -sized piping. 2 Minimum liquid level is for single pumps when installed in an Orenco Biotube® Pump Vault or Universal Flow Inducer. In other applications, Orenco for more information. 3 Weight includes carton and 10-ft (3-m) cord. 4 High-pressure discharge assembly required. 5 Do not use cam -lock option (Q) on discharge assembly. 6 Custom discharge assembly required for these pumps. Contact Orenco. 7 Capacitor pack (sold separately or installed in a custom control panel) required for this pump. Contact Orenco. 8 Torque locks are available for all pumps, and are supplied with 3-hp and 5-hp pumps. SS discharge is 2 1/8 in. octagonal across flats; and the discharge hose and valve assemblies. Consult your Orenco minimum liquid level should be top of pump. Consult Orenco Systems° Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 2.2, © 09/14 Page 3 of 6 Orenco® Technical Data Sheet Materials of Construction Discharge Glass -filled polypropylene or stainless steel Discharge bearing Engineered thermoplastic (PEEK) Diffusers Glass -filled PPO (Noryl GFN3) Impellers Celcon® acetal copolymer on 10-, 20, and 30-gpm models; 50-gpm impellers are Noryl GFN3 Intake screen Polypropylene Suction connection Stainless steel Drive shaft 7/16 inch hexagonal stainless steel, 300 series Coupling Sintered stainless steel, 300 series Shell Stainless steel, 300 series Motor Franklin motor exterior constructed of stainless steel. Motor filled with deionized water and propylene glycol for constant lubrication. Hermetically sealed motor housing ensures moisture -free windings. All thrust absorbed by Kingsbury -type thrust bearing. Rated for continuous duty. Single- phase motors and 200 and 230 V 3-phase motors equipped with surge arrestors for added security. Single-phase motors through 1.5 hp (1.11 kV) have built-in thermal overload protection, which trips at 203-221° F (95-105° C). Using a Pump Curve A pump curve helps you determine the best pump for your system. Pump curves show the relationship between flow (gpm or L/sec) and pressure (total dynamic head, or TDH), providing a graphical representation of a pump's optimal performance range. Pumps perform best at their nominal flow rate — the value, measured in gpm, expressed by the first two numerals in an Orenco pump nomenclature. The graphs in this section show optimal pump operation ranges with a solid line. Flow flow rates outside of these ranges are shown with a dashed line. For the most accurate pump specification, use Orenco's PumpSelect software. Pump Curves, 60 Hz Models Total dynamic head (TDH) in feet 800 700 600 500 400 300 200 100 1 1 1 1 I PF10 Series, 60 Hz, 0.5 2.0 hp PF1020 '' - PF1010 - PF1007 • PF1005 "" PF1005-FC ` w/'/4" flow controller 0 2 4 6 8 10 12 14 Flow in gallons per minute (gpm) Total dynamic head (TDH) in feet 160 140 120 100 80 60 40 20 PF15 Series, 60 Hz, 0.3 hp PF1503 0 0 3 6 9 12 15 18 21 Flow in gallons per minute (gpm) 24 NTD-PU-PF-1 Rev. 2.2, © 09/14 Page 4 of 6 Orenco Systems° Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com 60 Hz Models (continued) 400 350 4- c 300 f=1 - 250 -a c • 200 • 150 - 100 4- Total dynamic head (TDH) in feet 50 PF2015 1 1 1 1 1 1 1 PF20 Series, 60 Hz, 0.5 - 1 5 hp PF2010 13F20051 ..... ..... ..... ..... 0 0 450 400 350 300 250 200 150 100 50 5 10 15 20 25 30 35 Flow in gallons per minute (gpm) 40 I I PF5050 I I I I I I I PF50 Series, 60 Hz, 0.5 - 5.0 hp PF5030 PF5010 ....... .......... jPF5007 ..... 1••• PF5005 ....... ..... 10 20 30 40 50 60 70 80 90 Flow in gallons per minute (gpm) Total dynamic head (TDH) in feet Total dynamic head (TDH) in feet 900 P F3050 800 700 600 I I I I PF30 Series, 60 Hz, 0.5 - 5.0 hp PF3030 500 400 300 200 100 .... PF3020 PF3015I PF3010 ... PF3007 1 1 PF3005 ..... ..... ••• .... .......... ........ '• ............ ..... oo 100 90 80 70 60 50 40 30 20 10 5 10 15 20 25 30 35 40 45 Flow in gallons per minute (gpm) jPF7515 111111 I I I PF75 Series, 60 Hz, 1.0 - 1.5 hp PF7510 oo 10 20 30 40 50 60 70 80 90 Flow in gallons per minute (gpm) 100 Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-PU-PF-1 Rev. 2.2, © 09/14 Page 5 of 6 Orenco° Technical Data Sheet Pump Curves, 50 Hz Models 180 160 140 E .E 120 1— 100 -Fa = • 0 E = 80 60 40 20 45 40 35 30 25 20 15 10 5 0 0 Flow in gallons per minute (gpm), nominal 1.6 3.2 4.8 6.3 7.9 9.5 11 13 EMEMEMMMI.1-----3---- EMMEIMMENNEMENNEN MENEMOMMENNEMMEN MENEME„MENNEll MENEMEN"NMENNEM IIMMINMENNEMENNEMEM LRE IMMEME■■■■,■■■■■ MillinnillEMMEMEMEN IMMENESIIMMEMMEN LTATZMEEMENNIIMOM MENNIMENElliiiEWONIM ■■■■ PF1005-FC „■.,E„■ • •I wcont m Herw MM„NE'EM • Immmlll EMENSMvEN 525 _ = 459 394 d 328 x H 262 197 131 66 01 02 0.3 0.4 05 06 07 08 09 Flow in liters per second (L/sec) Flow in gallons per minute (gpm), nominal 7.9 16 24 32 40 48 56 63 131 115 98 82 66 49 33 16 PF50 Series, 50 Hz, 0.37 -1.11 kW — PF5015521 ,.I PF501052 PF5007521 PF500552. 05 10 1.5 2.0 25 30 3.5 40 45 F ow in liters per second IL/sec) a _ s= 120 100 a) m E .E 80 x = 60 m 0 E = 40 a 20 Flow in gallons per minute (gpm), nominal 63 13 19 25 32 PF30 Series, 50 Hz, 0.37 -1.11 kW PF301552I IPF3010521 -PF300752 00 30 27 e: _ o y 24 = y a) = 21 0 18 x co 15 a a) s •= 12 c.e _ _ e: > 9 6 H 3 0 0 06 1.2 18 24 30 36 42 48 54 60 Flow in liters per second (L/sec) JPF3005521 • 04 08 12 16 20 Flow in liters per second (L/sec) Flow in gallons per minute (gpm), nominal 10 19 29 38 48 57 67 76 86 328 = 0 262 e x 197 I- -= m 131 'g 24 PF75 Series, 50 Hz, 0.75 kW PF751052 = 66 89 R 79 0 69 Is 0) 59 = 49 H a R 39 = 30 0 20 To NTD-PU-PF-1 Rev. 2.2, © 09/14 Page 6 of 6 0renco Systems° Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com This article may describe design criteria that was in effect at the time the article was written. FOR CURRENT DESIGN CRITERIA, call Orenco Systems, Inc. at 1-800-348-9843. Orenco Automatic Distributing Valve Assemblies For Wastewater Effluent Systems Introduction Orenco's automatic distributing valve assemblies, pressurized with small high -head effluent pumps, are useful for distributing effluent to multiple zones. These zones can be segments of sand filter manifolds, drainfields, or other effluent distribution systems. Distributing valve assemblies can substantially simplify the design and installation of a distribution sys- tem and reduce installation costs. This is particularly true where a distributing valve assem- bly is used instead of multiple pumps and/or electrically operated valves. Additionally, a reduction in long term operation and maintenance costs is realized due to a reduced size and/or number of pumps. More even distribution can be achieved on sloping sites by zoning laterals at equal elevations. This eliminates drainback to lower lines and the unequal distrib- ution of effluent that occurs at the beginning of a cycle. Valve Operation The valve itself has only a few moving parts, requires no electricity, and alternates automati- cally each cycle. Refer to Figure 1 for the following valve operation description. The flow of the incoming effluent forces the rubber flap disk 0 to seat against the valve bottom 4. The opening 4 in the rubber flap disk aligns with an opening in the valve bottom to allow flow to only one valve outlet. The stem 0 houses a stainless steel spring which pushes the rubber flap disk away from the valve bottom after the flow of effluent stops. The stem acts as a cam follower and rotates the rubber flap disk as the stem is raised and lowered through the cam O. The force from the flow of effluent pushes the stem down through the cam and the stainless steel spring pushes the stem back up through the cam when the flow of effluent stops. Each linear motion of the stem allows the rubber flap disk to rotate half the distance necessary to reach the next outlet. When there is no flow, the rubber flap disk is in the "up" position and is not seated against the valve bottom. Figure 1: 6000 Series Valve Orenco Systems Incorporated 1-800-348-9843 NTP-VA-1 Rev. 1.2, ©11/03 Orenco Systems', Inc. Page 1 of 6 Figure 2: Orenco Distributing Valve Assembly (6000 Series Valve) The Distributing Valve Assembly The Orenco Automatic Distributing Valve Assembly combines the distributing valve itself and sever- al other components to give a complete preassembled unit that is easy to install, monitor, and main- tain. Figure 2 shows a complete assembly. Because distributing valves with several outlets can be difficult to line up and glue together in the field, the discharge lines in the assemblies are glued in place at Orenco. The unions (1) allow removal and maintenance of the valve. The clear PVC pipe sections (2) give a visual check of which discharge line is being pressurized. The inlet ball valve (3) allows a quick, simple method to test for proper valve cycling. The ball valve also stops the flow of effluent in case the pump is activated unexpectedly during maintenance or inspection. Check valves may be necessary on the discharge lines. Use of check valves is discussed in the valve positioning section. Valve Assembly Hydraulics Liquid flowing through the valve assembly must pass through fairly small openings and make several changes in direction. Because of this, headlosses through the valve assembly are fairly high. Table 1 gives the headloss equations for several different assemblies and Figure 3 shows the graphical repre- sentations of these equations. Orenco recommends that high -head turbine pumps be used to pressur- ize the valve assemblies to ensure enough head is available for proper system operation. High -head turbine pumps are also recommended because the use of a distributing valve usually requires more frequent pump cycling. The high -head turbine pumps are designed for high cycling systems and will outlast conventional effluent pumps by a factor of 10 or more in a high cycling mode. Furthermore, the high -head turbine pump intake is 12 inches or more above the bottom of the pump and tends to prevent any settled solids from being pumped into the distribution valve and obstructing its opera- tion. A minimum flow rate through the distributing valve is required to ensure proper seating of the rubber flap disk. Minimum flow rates for the various models are given in Table 1. NTP-VA-1 Rev. 1.2, ©11/03 Orenco Systems", Inc. Page 2 of 6 Table 1. Automatic Distributing Valve Assembly Headloss Equations Model Series Equation Operating Range (gpm) V4400A HL = 0.085 x Q 1.45 10 - 40 V4600A HL = 0.085 x Q1.58 10 - 25 V6400A HL = 0.0045 x Q2 + 3.5 x (1 - e 0.06Q) 15 - 70 V6600A HL=0.0049xQ2+5.5x(1-e0•1(?) 15-70 Head Loss Through Assembly (ft.) 35 30 25 20 15 10 5 0 0 V6600A 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Flow (gpm) Figure 3: Automatic distributing valve assembly headloss curves The Pumping System Although the distributing valve was designed for the irrigation industry, it has started to gain fairly wide acceptance in the effluent pumping industry. However, because of the mechanical movements of the valve, it is necessary to take steps to prevent solids from reaching the distributing valve that may impede the operation of the valve. Orenco Biotube® Pump Vaults — when properly sized and installed — provide the necessary protection to prevent valve malfunction. The Biotube® pump vault accepts effluent only from the clear zone between a tank's scum and sludge layers and then filters this effluent through a very large surface area screen cartridge. Without this protection in effluent systems, the valve has very little chance of reliable long-term operation. NTP-VA-1 Rev. 1.2, © 11/03 Orenco Systems Inc. Page 3 of 6 Valve Positioning The physical position of the valve in relation to the pump and the discharge point is very important for proper valve operation. The most reliable operation occurs when the valve is placed at the high point in the system and as close to the pump as possible. The transport line between the pump and valve should be kept full if possible. If the line is empty at the beginning of each cycle, pockets of air during filling can cause random rotation of the valve. The valve is particularly vulnerable to this erratic rotation with empty lines that are long and not laid at a constant grade. An ideal valve loca- tion is shown in Figure 4. If the final discharge point is more than about 2 feet above the valve and the system does not drain back into the dosing tank, check valves should be installed on the lines immediately following the valve and a pressure release hole or line should be installed just prior to the valve. This pressure release hole or line can go into a return line to the dosing tank or to a "minidrainfield" near the valve. In order for the valve to rotate reliably, no more than about 2 feet of head should remain against the valve to allow the rubber flap disk to return to its up position. In many cases, it may take from one minute to several minutes for the pressure in the valve to be lowered enough for proper rotation to occur. Special care should be taken when installing systems controlled by programmable timers to ensure cycling does not occur too rapidly. Figure 5 illustrates a valve assembly using check valves. Pumping downhill to the valve should be avoided unless the transport line is very short and the ele- vation between the discharge line out of the tank and the valve is less than about 2 feet. If the valve is located many feet below the dosing tank, random cycling may occur while the transport line drains through the valve at the end of the cycle. A pressure sustaining valve located just before the distrib- uting valve may overcome this problem in some instances. Transport Line Dosing Tank Distributing Valve Assembly Discharge Laterals Figure 4: Ideal valve location NTP-VA-1 Rev. 1.2, ©11/03 Orenco Systems', Inc. Page 4 of 6 System Startup Refer to the Hydrotek Valve booklet that is provided with the distributing valve assembly for the sequencing of the valve outlets. The transport line should always be flushed with clean water before installing the valve. Any sand, gravel, or other foreign objects that may have been in the pipe during installation can easily become lodged in the distributing valve, causing malfunction. With the pump running, alternately close and open the ball valve on the distributing valve assembly to check proper rotation of the valve. (Note: If check valves are used on the lines after the distribut- ing valve, the pump may need to be turned on and off to allow the pressure to be released from the valve.) If visual operation of which zone is operating is not possible, watch the clear pipe on each line for indication of which zone is operating. Pressure Release Line if h>2'-0" Transport Line Dosing Tank Discharge Laterals Check Valves if h>2'-0" Distributing Valve Assembly Figure 5: Valve assembly below final discharge point Maintenance Annually check for proper operation by following procedures listed in the Hydrotek Valve booklet and system startup procedures listed above. Troubleshooting 1. PROBLEM: Valve does not change or cycle to next zone or outlet CAUSE: The stem and disk assembly is not rotating when water flow is turned off and then back on. SOLUTION 1: Ensure that there is no debris inside the cam. Clean and carefully reinstall the cam. SOLUTION 2: If fewer than the maximum number of outlets are being used, check the installation of the cam. Ensure that the stem and disk assembly is not being held down by an improperly installed cam. Refer to the cam replacement instructions. NTP-VA-1 Rev. 1.2, ©11/03 Orenco Systems`, Inc. Page 5 of 6 SOLUTION 3: SOLUTION 4: SOLUTION 5: SOLUTION 6: 2. PROBLEM: CAUSE: SOLUTION 1: SOLUTION 2: SOLUTION 3: 3. PROBLEM: CAUSE: SOLUTION 1: SOLUTION 2: CAUSE: SOLUTION 1: Remove the valve top and check for proper movement of stem and disk assembly. Check for and remove any debris or foreign objects that may jam or retard the movement of the disk. Check for freedom of movement of stem and disk assembly up and down over the center pin in bottom of valve. Scale deposits may build up on the pin and hold stem and disk assembly down. Clean pin and again check for freedom of movement. Be sure that all operating outlets are not capped and that the flow to operating zones is not restricted in any manner. This would cause pressure to build up in the valve and lock the stem and disk assembly in the down position. The backflow of water from uphill lines may be preventing the valve from cycling properly. This can happen when the valve is placed too far below an elevated line. If the valve cannot be placed close to the high point of the system, a check valve should be installed near the valve in the outlet line that runs uphill from the valve and a drain line installed just prior to the valve to relieve the pressure. Water comes out of all the valve outlets Stem and disk assembly not seating properly on valve outlet. Check for sufficient water flow. A minimum flow rate is required to properly seat the disk as shown in Table 1. Remove the valve top and check the inside walls to ensure that nothing is interfering with the up and down movement of the stem and disk assembly inside the valve. Make sure that the operating outlets are not capped and that the flow to the operat- ing zones are not restricted in any manner. Valve skips outlets or zones Pumping into an empty transport line — especially downhill — may cause the valve to skip outlets from pockets of air allowing the rubber flap disk to raise during a cycle. Keep the transport line full. If the line must remain empty between cycles, use a larger diameter transport line laid at a constant grade to prevent air pockets from forming. The stem and disk assembly is being advanced past the desired outlet. Ensure that the correct cam for the desired number of zones is installed and that the outlet lines are installed to the correct outlet ports of the valve as indicated by the zone numbers on the top of the cam. NTP-VA-1 Rev. 1.2, © 11/03 Orenco Systems', Inc. Page 6 of 6 Distributing Valves Submittal Ella Sheet Applications Automatic Distributing Valve Assemblies are used to pressurim multiple mine distribution systems including textile filters, sand filters and drainfields. coupling distributing valve union clear pipe Top View ball valve elbow Side View Bottom View Specifications General oNpars o Orenco Systems® Incorporated 1-800-348-9843 C;renco's Automatic Distributing Valve Assemblies are mechanically operated and sequentially redirect the pump's flow to multiple zones or cells in a distribution field. Valve actuation is accomplished by a combination of pressure and flow. Automatic Distributing Valve Assemblies allow the use of smaller horsepower pumps on large sand filters and drainfields. For example, a large community drainfield requiring 300 gpm can use a six -line Valve Assembly to reduce the pump flow rate requirement to only 50 gpm. C;renco only warrants Automatic Distributing Valves when used in conjunction 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 and a section of clear pipe and 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,V46o6A,V6402A,V6403A, V6404A, V6605A, V6606A. Nomenclature A Indicates assembly Number of active outlets Model series: 44 = 4400 series (2-4 outlets) 46 = 4600 series (5-6 outlets) 64 = 6400 series (2-4 outlets) 66 = 6600 series (5-6 outlets) Distributing valve Materials of Construction All Fittings: Unions: Ball Valve: Clear Pipe: V4X)O( Distributing Valves: V000( Distributing Valves: Sch. 40 PvCper ASTM specification Sch. 80 PvCper ASTM specification Sch. 40 PvCper ASTM specification Sch. 40 PvCper ASTM specification 1 igh-strength noncorrosive ABS polymer and stainless steel 1 igh-strength noncorrosive ABS polymer, stainless steel, and die cast rrletal NSU-SF-VA-1 Rev. 3.0, ® 4/03 Page 1 of 2 Distributing Valves (continued) Head Loss Through Assembly (ft.) 35 30 25 20 15 10 5 0 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Flow (gpm) Model Inlet Size (in.) Outlets Size (in.) Flow range (gpm) Max Head (ft.) Min. Enclosure V4402A 1.25 1.25 10- 40 170 V31217 V44034 1.25 1.25 10-40 170 V31217 V4401A 1.3 1.25 10-40 170 V31217 V46054 1.3 1.3 10- 25 170 F+2418 V46064 1.3 1.3 10- 25 170 F+2418 N/6402A 1.5 1.5 15-103 345 F+2418 N/64034 1.5 1.5 15-103 345 F+2418 N/64134A 1.5 1.5 15-103 345 F+2418 V66054 1.5 1.5 15-103 345 F+2418 \66064 1.5 1.5 15-103 345 F+2418 NSU-SF-VA-1 Rev. 3.0, © 4/03 Page 2 of 2 Item# SEK- Orenco® Flushing Assemblies Flushing Assemblies Orenco® flushing assemblies provide easy access for lateral maintenance. Flushing assembly kits include a PVC sweep with ball valve and a polyethylene valve box enclosure. Orenco K flushing assemblies are available in the following sizes: • 1" diameter • 1.25" diameter • 1.5" diameter • 2" diameter Valve Boxes Orenco® valve boxes are used to provide access to flushing assemblies. Constructed of polyethylene. Valve Box, 7-in. diameter round enclosure Note: Kits include VB7 valve box enclosure. OM VI VALLEY PRECAST, inc. Water & Wastewater • Systems • Products • Service (719) 395-6764 28005 County Road 317 P.O. Box 925 Fax: (719) 395-3727 Buena Vista, CO 81211 Website: http://valleyprecast.com/ Email: frontdesk@valleyprecast.com Orenco® Technical Data Sheet Orifice Shields 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 P a a a< <R a<< t Orifice Shield Cutaway view, cold weather configuration 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, 0S125, OS150, OS200 Product Code Diagram 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 Material of Construction PVC per ASTM D-1784 Physical Specifications Model Shield O.D. in. (mm) Lateral pipe O.D. in. (mm) OS075 OS100 0S125 0S150 OS200 3.5 (89) 3.5 (89) 3.5 (89) 4.5 (114) 4.5 (114) 1.05 (27) 1.315 (33) 1.66 (42) 1.90 (48) 2.375 (60) Orenco Systems® Inc. , 814 Airway Ave., Sutherlin, OR 97479 USA • 800-348-9843 • 541-459-4449 • www.orenco.com NTD-SF-OS-1 Rev. 1.1, © 09/14 Page 1 of 1