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HomeMy WebLinkAboutPitkin.EH.264328203002 (2019) ONSITE WASTEWATER TREATMENT SYSTEM (OWTS) CONSTRUCTION PERMIT 76 Service Center Rd· Aspen, CO · 81611 Phone: 970.920.5070 Fax: 970.920.5374 Permit #: 0036.2019.POWT Parcel ID #: 2643-282-03-003 Permit Issued: NEW REPAIR REMODEL/ADDITION TANK ONLY FIELD ONLY AMENDMENT Owner(s): Joseph Spears Property Address: 580 Medicine Bow Rd Legal Description: Size of Lot: 2.76 Acres Detached Accessory Unit: YES NO Size of Building: 3490 Sq. Ft. Size of Accessory Unit: Sq. Ft. This system is designed to serve 5 bedrooms Designed By: All Service Septic, LLC Project #: C1255 Dated: 3/7/19 Phone #: 970-309-5259 Mailing Address: Fax #: Email Address: Carla.Ostberg@gmail.com Perc Rate: .65 LTAR (sand) Profile Hole Depth: 8’ Depth to Groundwater or Bedrock:  5’ Minimum Tank Capacity: 1500 gallons Minimum Absorption Area: 923 ft2 Permit Conditions: This OWTS Construction Permit is approved on the condition of compliance with the engineer design as submitted with the application and the specifications cited above. Changes must be approved by this Department and the engineer prior to construction. This system will consist of a 2000 gallon, 3 compartment tank with a dosing pump in the 3 rd chamber. The pump will pressure dose an ADV to alternate pressure dosing 6 trenches. Each 52’ trench will consist of 2 feet of “secondary sand” beneath a gravelless chamber with a 1.5” pipe suspended with 5/32” holes facing upwards at 3 foot intervals. A PVC liner will be installed on the downhill side of each trench. 1st and last holes will point downwards for drainage. A ball valve will be installed at the end of each trench for maintenance. Observation ports must be installed at each end of each trench. Trenches must be separated by at least 4 feet. This Permit must be kept on-site during installation. The engineer must do a final inspection of the installation and submit an "as-built" letter to this Department within 30 days of the final inspection, unless a longer period of time has been agreed upon, in writing. This Department must also be called for the final inspection with a minimum of 48 hours notice. Minimum horizontal distances between components of the system and physical features shall conform to the requirements of the Pitkin County OWTS Regulation. This Permit is conditioned upon the property owner(s) providing for regular inspection, cleaning, and maintenance of the system by qualified personnel, in accordance with the manufacturer's recommendations and the requirements of the Pitkin County OWTS Regulation. Issuance of this OWTS Construction Permit does not constitute a guarantee, warranty, or representation by the Department that the system will operate properly or will not fail. Issuance of this permit does not imply compliance with Pitkin County building and/or land use regulations, nor guarantee issuance of building and/or land use permits. THIS PERMIT IS EXPRESSLY CONDITIONED UPON COMPLIANCE WITH ALL REQUIREMENTS OF THE PITKIN COUNTY OWTS REGULATION, INCLUDING BUT NOT LIMITED TO THOSE CONDITIONS SPECIFIED ABOVE. Plans and specifications for the proposed OWTS have been reviewed and are considered satisfactory. Permission is hereby given to the property owner(s) to perform the work indicated in accordance with the Pitkin County OWTS Regulation. This Permit will expire 1 year from the date of issuance unless construction on the system ha s commenced. An "as-built" drawing must be submitted and approved by EH before final approval of the system will be issued. Issued By: Bryan Daugherty, REHS Date: 11/25/19 Expires: 11/25/20 Installer: License #: Reactivation Authorized by: Final Approval Issued By: Date: New Expiration Date: EH Bryan Daugherty <bryan.daugherty@pitkincounty.com> Online Form Submittal: Septic (OWTS) Construction/Repair Permit Application 1 message noreply@civicplus.com <noreply@civicplus.com>Tue, Oct 29, 2019 at 6:31 PM To: schuyler.clay@pitkincounty.com, ehapps@pitkincounty.com Septic (OWTS) Construction/Repair Permit Application Job Parcel ID 264328203002 Physical Address 580 Medicine Bow Road System Type OWTS (Septic) Type of Permit New System Construction Application Residences 1 No. of Bedrooms 5 Lot 3 Block 4 Filing 1 Subdivision Brush Creek Village Is this a multi-family structure? No Lot Size 2.76 Acres Living Area Square Footage 3,490 (Section Break) Uploads Site Plan A1.2.pdf Building Floor Plans Floor Plans.pdf Septic Soil Report Field not completed. System Design C1255 OWTS Design Packet 3 7 19.pdf Additional Reports, etc.SKM_C45819081820210.pdf (Section Break) Primary Contact Information Primary Contact First Name Joseph Spears Primary Contact Last Name (Or Company Name) S2 Architects Primary Contact Email Joseph@S2architects.com Address Primary Contact Address 215 S. Monarch Suite G-102 Primary Contact Phone Number 9705444856 Primary Contact City ASPEN Primary Contact State Colorado Primary Contact Zip 81611 (Section Break) Primary Contact Information (If other than Owner) Primary Contact is Owner?Yes Indicate Preferred Method of Payment Check Payment Contact Email for Debit/Credit Payment Joseph@S2architects.com (Section Break) Designer Information Primary Contact is Designer?Yes (Section Break) PLEASE READ BEFORE SELECTING SUBMIT: By selecting SUBMIT, I certify that I am the owner or representative with the legal authority to agree to the conditions of this permit, the above information is complete and accurate, and that I have provided complete and accurate information in all of the documents included in my application package. I acknowledge that this department may revoke any permit I am issued if my application is found to contain any inaccurate, false, or misleading information. Building Permit Instructions If this application is part of a building permit application, please bring a copy of this application to your building Pre-Submittal meeting. To get a copy, either enter your email address to receive a copy of your application, or select "Submit and Print" below. Email not displaying correctly? View it in your browser. March 7, 2019 Project No. C1255 Monique Spears monique@e4outdoor.com Subsurface Investigation and Onsite Wastewater Treatment System Design 5-Bedroom Residence 580 Medicine Bow Road Pitkin County, Colorado Monique, ALL SERVICE septic, LLC performed a subsurface investigation and completed an onsite wastewater treatment system (OWTS) design for the subject residence. The 3.5-acre property is located outside Aspen, in an area where OW TSs are necessary. Original design documents dated October 28, 2016 are outdated due to a change in the regulation. Also, the site plan has been updated and the bedroom count changed from the original design. Design documents dated October 28, 2016 should be discarded and replaced with design documents dated March 7, 2019. The legal description of the property is Lot 3, Filing 1, Block 4, Brush Creek Village. Parcel ID: 2643-282-03-002 SITE CONDITIONS The property is currently undeveloped. A 5-bedroom single-family residence is proposed. The residence will be served potable water by Brush Creek Metro District. The water line must be at least 25-feet from any OWTS component. The proposed soil treatment area (STA) slopes steeply to the southeast at approximately 25%. The proposed area is sparsely covered with brush and native grasses. This hillside must be properly revegetated to minimize erosion. SUBSURFACE The subsurface was investigated on October 17, 2016 by digging two soil profile test pit excavations (Test Pits). A mini-excavator was used to excavate the test pits. A visual and tactile soil analysis was completed by Carla Ostberg at the time of excavation. The materials encountered in Test Pit #1 consisted of medium brown clay loam to 3-feet, underlain by medium brown, dense clay loam to 5-feet, underlain by medium brown to gray fractured, weathered Mancos shale to a maximum depth explored of 8-feet. The limiting layer was encountered at 5-feet. Materials encountered in Test Pit #2 were similar to those in Test Pit #1, with the weathered, fractured Mancos shale encountered at 5-feet below grade. A sieved sample of the soil was taken from Test Pit #1 at approximately 2-feet below grade. The sample Page 2 formed a ball and a ribbon 1 to 2-inches in length before breaking. The texture was both gritty and smooth. The sidewall of structure shape was blocky, structure grade moderate, and consistence was friable to firm. This soil is classified as Soil Type 3, Clay Loam. With the use of a minimum 2-feet of sand filter material, the long term acceptance rate (LTAR) will be based on Treatment Level 3 (TL3) of Soil Type 3. A LTAR of 0.65 gallons per square foot will be used to design the OWTS, in accordance with Pitkin County OWTS Regulation, Table 10-1. View of the proposed area from the driveway Test Pit #1 Fractured Mancos shale horizon at 5-feet Page 3 Backfill Sieved sample Test Pit #2 DESIGN SPECIFICATIONS Design Calculations: 5 bedrooms x 75 gallons/person/day x 2 people/bedroom = 750 gallons/day Septic Tank Capacity = 5 bedrooms = 1500-gallons + pump capacity STA Calculations = 750 gallons/day / 0.65 SF/gallon (Soil Type 3, TL3) = 1154 SF Pressure dosed trenches = 1154 SF x 0.8 = 923 SF Six trenches, each with 2-feet sand under 13 ‘Quick 4’ Low Profile Infiltrator® chambers The OWTS design is based on 5-bedrooms. A design flow of 750 GPD will be used. For the purposes of this OWTS design, Benchmark Elevation has been established at 7812’ as the sewer line existing the residence (100’). ALL SERVICE, LLC 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 Min. 98’ ADV Min. 128’ (high point) Infiltrative area of upper most trench Min. 127’ Page 4 The system installation will include a 2000-gallon, two-compartment concrete septic tank with an Orenco® ProPak and PF3005 pump in the second compartment. The pump floats should be set to dose approximately 95 gallons per dose, allowing 13 gallons for drain back into the septic tank after each pump cycle. The control panel for the pump must be placed within line of sight of the septic tank. We recommend Valley Precast out of Buena Vista be contracted to perform start up on the pumping system. Effluent will be pumped through a 1.5-inch diameter Schedule 40 discharge pipe to an automatic distributing valve (ADV) Model 6606. The ADV must be placed at the high point of the system and must be accessible from grade. The 1.5-inch diameter pump line must have a minimum grade of 1% for proper drain back into the pump chamber. Effluent will be pressure dosed to six trenches, each over-excavated 4-feet deep and filled with a minimum of 2-feet of ASTM C33 concrete sand. Given the steepness of the slope, we recommend installation of a 20 mil PVC liner on the downhill side of each trench from the bottom of the trench excavation to the top of the chambers. 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. There must be a minimum of 6-feet of undisturbed soil between each trench. Excavation on the steep hillside will be difficult. Greater separation between trenches should be considered when laying out the excavation. Each trench will consist of 13 ‘Quick 4’ Low Profile Infiltrator® chambers placed on top of the sand filter material in each trench. Effluent will be pressurized through 1.5-inch laterals, with 5/32-inch orifices facing UP (12-o’clock) with the first and last holes facing DOWN (6-o’clock) for drainage, 3-feet on center. We recommend Orenco® Orifice Shields be placed under the downward facing orifices. Laterals are suspended under the chambers with zip ties. Each 1.5-inch diameter lateral must end in a sweeping ell facing up with a ball valve for flushing. These may be cut to grade and covered with a valve box for access. Inspection ports must be placed in the sand filter material at the beginning and end of each trench and may be cut to grade and covered with a valve box for access. A minimum of 1-foot of topsoil or other soil that can support vegetation should be paced over the chambers. Given the steepness of the slope, it is critical that the STA be properly re-vegetated to minimize future erosion over the STA. 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 Pitkin County Onsite Wastewater Treatment System Regulations, the OWTS Construction Permit provided by Pitkin County Environmental Health Department, and this design. PERMIT APPLICATION INSTRUCTIONS Applications may be submitted to Pitkin County Environmental Health Department electronically. The following is the link to the OWTS Construction Permit Application: https://pitkincounty.com/FormCenter/Environmental-Health-18/Septic-OWTS-ConstructionRepair-Permit-Ap- 72 Questions about the application process should be directed to Pitkin County Environmental Health Department 970-920-5438 or 970-920-5076. Page 5 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 irritation 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. 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 backfilled STA. 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. INSTALLATION OBSERVATIONS ALL SERVICE septic, LLC 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. ALL SERVICE septic, LLC should be notified 48 hours in advance to observe the installation. Page 6 LIMITS: The design is based on information submitted. If soil conditions encountered are different from conditions described in report, ALL SERVICE septic, LLC should be notified. All OW TS construction must be according to the county regulations. Requirements not specified in this report must follow applicable county regulations. The installer should have documented and demonstrated knowledge of the requirements and regulations of the county in which they are working. Please call with questions. Sincerely, ALL SERVICE septic, LLC Reviewed By: Carla Ostberg, MPH, REHS Pump Selection for a Pressurized System - Single Family Residence Project Spears Residence / 580 Medicine Bow Road 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 1.50 120 40 1.50 6606 90 40 1.50 18 0 40 1.50 6 44 40 1.50 5/32 3 5 None 0 inches feet inches feet inches feet feet inches feet inches inches feet feet inches feet Calculations Minimum Flow Rate per Orifice Number of Orifices per Zone Total Flow Rate per Zone Number of Laterals per Zone % Flow Differential 1st/Last Orifice Transport Velocity Before Valve Transport Velocity After Valve 0.68 15 10.2 1 1.0 1.6 1.6 gpm gpm % fps fps Frictional Head Losses 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 0.3 0.8 4.0 0.6 0.0 0.1 0.0 0.0 feet feet feet feet feet feet feet feet Pipe Volumes 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 12.7 9.5 0.0 4.7 12.7 14.2 gals gals gals gals gals gals Minimum Pump Requirements Design Flow Rate Total Dynamic Head 10.2 28.9 gpm feet 0 5 10 15 20 25 30 35 40 0 50 100 150 200 250 300 Net Discharge (gpm) PumpData PF3005 High Head Effluent Pump 30 GPM, 1/2HP 115/230V 1Ø 60Hz, 200V 3Ø 60Hz PF3007 High Head Effluent Pump 30 GPM, 3/4HP 230V 1Ø 60Hz, 200/460V 3Ø 60Hz PF3010 High Head Effluent Pump 30 GPM, 1HP 230V 1Ø 60Hz, 200/460V 3Ø 60Hz PF3015 High Head Effluent Pump 30 GPM, 1-1/2HP 230V 1Ø 60Hz, 200/230/460V 3Ø 60Hz Legend System Curve: Pump Curve: Pump Optimal Range: Operating Point: Design Point: r O 0 o r SOD v xmr, m c c Z o z � z D C/) O� rn 0 p� z c o Y CD i v �v ; o W �=m v 0 - „ ID 0 O o c c9mU) ( �Q� —�v cnm Goo CD o m zT m z z �. 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G g U) e � 2 O \ \ r-0 M/\ \ E m _= I = \ \ / �/ \ m2 2 Z 0 >0 R / m f f m \ of e >K IU) I > \\f % 0 > / E 0 ® r ] / = s X (D m O o n n0 CA n \® CD e 2 2 0 7 � $ E . . . . . . . $ O \ e � $-n2 K K 0 >> q q e \\2 E2 c K c K \ m / �\ 0 0 /Z z / z >0 O / 9 m ? ƒ & m \ of e > r > K / 0 O 0 2 > K 3] � m 2 / \ / 3 ® m O m O m e t \ IZ V5 0 k CO CDi / kCD > E\ $ 3 CO D \ / 0 � 2000 Gallon Top Seam - 2CP o0OT-2CP-HH with High Head Pump DESIGN NOTES • Design per performance test per ASTM C1227 • Top surface area 87.75 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 • Control Panel to be mounted in sight line of tank • 4' Maximum bury depth Flxible ALLOWABLE BURY (Based on Water Table) WATER TABLE ALLOWABLE EARTH FILL 0' — 0" 3' — 0" 1' — 0" 3' — 0" 2' — 0" 4' — 0" 3' — 0" 4' — 0" DRY Boot 6 f 56" a :I �20" Clear Access \ I r al � 114 TANK 'L ID —JL a . �. *Service contracts available formaintenance"' Digging Specs Invert Dimension 15' Long x 8' Wide Inlet Outlet Length Width 56" below inlet 56" 54"or73" 162" 78" VE0 O VALLEY PRECAST', Inc. Buena Vista, Colorado 24" Minimum Riser Height Quids valve Riser Height 54" �f Pump: • Lowers TSS and Improves effluent quality to field • Complete installation (wiring, panel. mounting and start-up procedures) • Complete wananty s Net Capacity Net Weight Min. Height Inlet Side Outlet I Total Lid Tank Total 92" '1559 gal ' 507 gal 2066 gal 5420 Ibs 15530 Ibsl 21150 Ibs Phone: 719-395-6764 Fax: 719-395-3727 Website: wwwxalleyprecastcom Email: frontdesk@valleyprecasLcom 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 Biotube® ProPak Pump Package™ Technical Data SheetOrenco® 60-Hz Series Pump Packages General Orenco’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 L/sec), as well as with 50 Hz and 60 Hz power supplies. Standard Models BPP20DD, BPP20DD-SX, BPP30TDA, BPP30TDD-SX, BBPP50TDA, BPP50TDD-SX Product Code Diagram Biotube® ProPak™ pump package components. 4-in. (100-mm) turbine effluent pump Pump motor Pump liquid end Pump vault Support pipe Discharge assembly Float collar Float stem Floats Float bracket Biotube® filter cartridge Vault inlet holes External splice box (Optional; internal splice box comes standard.) Riser lid (not included) Riser (not included) Control panel BPP Pump flow rate, nominal: 20 = 20 gpm (1.3 L/sec) 30 = 30 gpm (1.9 L/sec) 50 = 50 gpm (3.2 L/sec) Control panel application: DD = demand-dosing TDA = timed-dosing, analog timer TDD = timed dosing, digital timer, elapsed time meter & counters 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 Q = cam lock MFV = non-mercury float - Biotube® ProPak™ pump vault Technical Data SheetOrenco® 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 2 of 4 ProPak™ Pump Vault Materials of Construction Vault body Polyethylene Support pipes PVC Dimensions, in. (mm) A - Overall vault height 57 (1448) or 68 (1727) B - Vault diameter 17.3 (439) C - Inlet hole height 19 (475) D - Inlet hole diameter (eight holes total) 2 (50) E - Vault top to support pipe bracket base 3 (76) F - Vault bottom to filter cartridge base 4 (102) ProPak™ pump vault (shown with Biotube filter and effluent pump) 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 0.125 in. (3 mm)* Total filter flow area 4.4 ft2 (0.4 m2) Total filter surface area 14.5 ft2 (1.35 m2) Maximum flow rate 140 gpm (8.8 L/sec) *0.062-in. (1.6-mm) filter mesh available Biotube® filter cartridge (shown with float switch assembly) AA D E B B C E Technical Data Sheet Orenco® 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 3 of 4 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 L/sec. 4-in. (100-mm) Turbine Effluent Pumps Orenco’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 Orenco’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 (PEEK) 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 Discharge Impellers gpm (L/sec) in. (mm) lb (kg) in., nominal 1 20 (1.3) 22.5 (572) 26 (11) 1.25 4 30 (1.9) 21.3 (541) 25 (11) 1.25 3 50 (3.2) 20.3 (516) 27 (12) 2.00 2 Performance Nom. flow, hp (kW) Design Rated Min liquid gpm (L/sec) flow amps cycles/day level, in. (mm) 2 20 (1.3) 0.5 (0.37) 12.3 300 18 (457) 30 (1.9) 0.5 (0.37) 11.8 300 20 (508) 50 (3.2) 0.5 (0.37) 12.1 300 24 (610) 1 Discharge is female NPT threaded, U.S. nominal size, to accommodate Orenco® discharge hose and valve assemblies. Consult your Orenco 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® ProPak™ Pump Vault. 10 20 30 40 6050 70 0.63 1.26 1.89 2.52 3.793.15 4.42 140 120 100 80 60 40 20 Flow in gallons per minute (gpm) Flow in liters per second (L/sec) To ta l d y n a m i c h e a d ( T D H ) i n f e e t To ta l d y n a m i c h e a d ( T D H ) i n m e t e r s PF 500511 43 37 30 24 18 12 6 PF 200511 PF 300511 Technical Data SheetOrenco® 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 4 of 4 AUTO OFF MAN NN1 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 120 V, 3/4 hp (0.56 kW), 14 A, single phase, 60 Hz 1. Motor-start contactor 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 Single-pole, double-throw HOA switch, 20 A 4. Audio alarm 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 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 120 V, 3/4 hp (0.56 kW), 14 A, single phase, 60 Hz Dual-mode Programmable for timed- or demand-dosing (digital timed-dosing panels only) 1a. Analog timer 120 V, repeat cycle from 0.05 seconds to 30 (not shown) hours. Separate variable controls for OFF and ON time periods 1b. Digital timer 120-V programmable logic unit with built-in LCD (shown below) 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 Single-pole, double-throw HOA switch, 20 A 5. Audio alarm 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, demand-dose Control panel, timed-dose (digital timer model shown) 1b 2 3 4 56 1 2 3 4 5 6 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 PF Series 4-inch (100-mm) Submersible Effluent Pumps Technical Data SheetOrenco® 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. 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-SEAL™ 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 kW) 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 - 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) Pump, PF Series Frequency: 1 = single-phase 60 Hz 3 = three-phase 60 Hz 5 = single-phase 50 Hz Voltage, nameplate: 1 = 115* 200 = 200 2 = 230† 4 = 460 Horsepower (kW): 03 = 1⁄3 hp (0.25) 05 = ½ hp (0.37) 07 = ¾ hp (0.56) 10 = 1 hp (0.75) 15 = 1-½ hp (1.11) 20 = 2 hp (1.50) 30 = 3 hp (2.24) 50 = 5 hp (3.73) Cord length, ft (m):‡ Blank = 10 (3) 20 = 20 (6) 30 = 30 (9) 50 = 50 (15) * ½-hp (0.37kW) only †220 volts for 50 Hz pumps ‡Note: 20-foot cords are available only for single-phase pumps through 1-½ hp Franklin Super Stainless Motor Franklin Liquid End Discharge Connection Bypass Orifice Suction Connection LR80980 LR2053896 Powered by Technical Data SheetOrenco® 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 2 of 6 Specifications, 60 Hz Pump Model PF100511 10 (0.6) 0.50 (0.37) 1 115 120 12.7 12.7 6 1 ¼ in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF100512 10 (0.6) 0.50 (0.37) 1 230 240 6.3 6.3 6 1 ¼ in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF10053200 10 (0.6) 0.50 (0.37) 3 200 208 3.8 3.8 6 1 ¼ in. GFP 23.0 (660) 16 (406) 26 (12) 300 PF100712 4, 5 10 (0.6) 0.75 (0.56) 1 230 240 8.3 8.3 8 1 ¼ 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 ¼ in. GFP 25.4 (645) 17 (432) 31 (14) 300 PF101012 5, 6 10 (0.6) 1.00 (0.75) 1 230 240 9.6 9.6 9 1 ¼ in. GFP 27.9 (709) 18 (457) 33 (15) 100 PF10103200 5, 6 10 (0.6) 1.00 (0.75) 3 200 208 5.5 5.5 9 1 ¼ 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 ¼ in. SS 39.5 (1003) 22 (559) 48 (22) 100 PF102032 5, 6, 8 10 (0.6) 2.00 (1.49) 3 230 240 7.5 7.6 18 1 ¼ 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 ¼ 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 ¼ in. GFP 19.5 (495) 15 (380) 23 (10) 300 PF150312 15 (1.0) 0.33 (0.25) 1 230 240 4.4 4.5 3 1 ¼ 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 ¼ 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 ¼ 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 ¼ in. GFP 22.3 (566) 18 (457) 26 (12) 300 PF201012 4, 5 20 (1.3) 1.00 (0.75) 1 230 240 10.5 10.5 7 1 ¼ in. GFP 28.4 (721) 20 (508) 33 (15) 100 PF20103200 4, 5 20 (1.3) 1.00 (0.75) 3 200 208 5.8 5.9 7 1 ¼ in. GFP 27.8 (706) 20 (508) 33 (15) 300 PF201512 4, 5 20 (1.3) 1.50 (1.11) 1 230 240 12.4 12.6 9 1 ¼ in. GFP 34.0 (864) 24 (610) 41 (19) 100 PF20153200 4, 5 20 (1.3) 1.50 (1.11) 3 200 208 7.1 7.2 9 1 ¼ in. GFP 30.7 (780) 20 (508) 35 (16) 300 PF300511 30 (1.9) 0.50 (0.37) 1 115 120 11.8 11.8 3 1 ¼ in. GFP 21.3 (541) 20 (508) 28 (13) 300 PF300512 30 (1.9) 0.50 (0.37) 1 230 240 6.2 6.2 3 1 ¼ in. GFP 21.3 (541) 20 (508) 25 (11) 300 PF30053200 30 (1.9) 0.50 (0.37) 3 200 208 3.6 3.6 3 1 ¼ 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 ¼ 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 ¼ 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 ¼ 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 ¼ 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 ¼ 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 ¼ 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 ¼ in. GFP 29.5 (685) 22 (559) 34 (15) 300 PF302012 5, 6, 7 30 (1.9) 2.00 (1.49) 1 230 240 11.0 11.0 10 1 ¼ 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 ¼ 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 ¼ 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 ¼ 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 ¼ 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 ¼ 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 ¼ 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 De s i g n g p m (L / s e c ) Ho r s e p o w e r (k W ) Ph a s e Na m e p l a t e vo l t a g e Ac t u a l v o l t a g e De s i g n f l o w am p s Ma x a m p s Im p e l l e r s Di s c h a r g e s i z e an d m a t e r i a l 1 Le n g t h , i n . ( m m ) Mi n . l i q u i d l e v e l , 2 in . ( m m ) We i g h t , 3 l b ( k g ) Ra t e d c y c l e s / d a y Technical Data Sheet Orenco® 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 Specifications, 60 Hz (continued) Pump Model PF500734 50 (3.2) 0.75 (0.56) 3 460 480 1.8 1.8 3 2 in. SS 34.8 (884) 25 (635) 31 (14) 300 PF501012 50 (3.2) 1.00 (0.75) 1 230 240 10.1 10.1 4 2 in. SS 27.0 (686) 26 (660) 35 (16) 100 PF50103200 50 (3.2) 1.00 (0.75) 3 200 208 5.7 5.7 4 2 in. SS 26.4 (671) 26 (660) 39 (18) 300 PF501034 50 (3.2) 1.00 (0.75) 3 460 480 2.2 2.2 4 2 in. SS 26.4 (671) 26 (660) 39 (18) 300 PF5015124 50 (3.2) 1.50 (1.11) 1 230 240 12.5 12.6 5 2 in. SS 32.5 (826) 30 (762) 41 (19) 100 PF501532004 50 (3.2) 1.50 (1.11) 3 200 208 7.0 7.0 5 2 in. SS 29.3 (744) 26 (660) 35 (16) 300 PF503012 4, 5, 7, 8 50 (3.2) 3.00 (2.23) 1 230 240 17.7 17.7 8 2 in. SS 43.0 (1092) 37 (940) 55 (25) 100 PF50303200 4, 5, 8 50 (3.2) 3.00 (2.23) 3 200 208 13.1 13.1 8 2 in. SS 43.4 (1102) 30 (762) 55 (25) 300 PF503034 4, 5, 8 50 (3.2) 3.00 (2.23) 3 460 480 5.3 5.3 8 2 in. SS 40.0 (1016) 31 (787) 55 (25) 300 PF505012 5,6,7,8 50 (3.2) 5.00 (3.73) 1 230 240 26.2 26.4 13 2 in. SS 65.4 (1661) 55 (1397) 64 (29) 300 PF505032 5,6,7,8 50 (3.2) 5.00 (3.73) 3 230 240 16.5 16.5 13 2 in. SS 59.3 (1506) 49 (1245) 64 (29) 300 PF751012 75 (4.7) 1.00 (0.75) 1 230 240 9.9 10.0 3 2 in. SS 27.0 (686) 27 (686) 34 (15) 100 PF751512 75 (4.7) 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 10 (0.6) 0.50 (0.37) 1 220 230 3.9 4.1 6 1 ¼ in. GFP 23.0 (584) 17 (432) 26 (12) 300 PF100752 4, 5 10 (0.6) 0.75 (0.56) 1 220 230 6.2 6.2 9 1 ¼ in. GFP 26.8 (658) 17 (432) 30 (14) 300 PF101552 5, 6 10 (0.6) 1.50 (1.11) 1 220 230 10.5 11.4 18 1 ¼ in. SS 39.5 (1003) 22 (559) 46 (21) 300 PF300552 30 (1.9) 0.50 (0.37) 1 220 230 4.1 4.1 4 1 ¼ in. GFP 22.5 (572) 19 (483) 26 (12) 300 PF300752 30 (1.9) 0.75 (0.56) 1 220 230 6.1 6.1 5 1 ¼ in. GFP 24.8 (630) 19 (483) 29 (13) 300 PF301052 30 (1.9) 1.00 (0.75) 1 220 230 7.4 7.4 7 1 ¼ in. GFP 28.4 (721) 20 (508) 32 (15) 100 PF301552 4, 5 30 (1.9) 1.50 (1.11) 1 220 230 9.3 9.3 8 1 ¼ in. GFP 35.4 (899) 24 (610) 40 (18) 100 PF500552 50 (3.2) 0.50 (0.37) 1 220 230 4.0 4.0 2 2 in. SS 20.3 (516) 25 (635) 29 (13) 300 PF500752 50 (3.2) 0.75 (0.56) 1 220 230 6.3 6.4 3 2 in. SS 23.7 (602) 25 (635) 31 (14) 300 PF501052 50 (3.2) 1.00 (0.75) 1 220 230 7.3 7.4 4 2 in. SS 27.0 (686) 26 (660) 35 (16) 100 PF501552 50 (3.2) 1.50 (1.11) 1 220 230 9.1 9.1 5 2 in. SS 32.5 (826) 30 (762) 42 (19) 100 PF751052 75 (3.2) 1.00 (0.75) 1 220 230 7.3 7.3 4 2 in. SS 30.0 (762) 27 (686) 34 (15) 100 1 GFP = glass-filled polypropylene; SS = stainless steel. The 1 ¼-in. NPT GFP discharge is 2 7⁄8 in. octagonal across flats; the 1 ¼-in. NPT SS discharge is 2 1⁄8 in. octagonal across flats; and the 2-in. NPT SS discharge is 2 7⁄8 in. hexagonal across flats. Discharge is female NPT threaded, U.S. nominal size, to accommodate Orenco® discharge hose and valve assemblies. Consult your 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, minimum liquid level should be top of pump. Consult 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. De s i g n g p m (L / s e c ) Ho r s e p o w e r (k W ) Ph a s e Na m e p l a t e vo l t a g e Ac t u a l v o l t a g e De s i g n f l o w am p s Ma x a m p s Im p e l l e r s Di s c h a r g e s i z e an d m a t e r i a l 1 Le n g t h , i n . ( m m ) Mi n . l i q u i d l e v e l , 2 in . ( m m ) We i g h t , 3 l b ( k g ) Ra t e d c y c l e s / d a y Technical Data SheetOrenco® 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 4 of 6 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 kW) 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 Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 24 81012141660 800 700 600 500 400 300 200 100 PF1005-FC w/ ¼" flow controller PF10 Series, 60 Hz, 0.5 - 2.0 hp PF1007 PF1010 PF1020 PF1005 Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 36 12 15 18 21 2490 160 140 120 100 80 60 40 20 0 PF1503 PF15 Series, 60 Hz, 0.3 hp Technical Data Sheet Orenco® 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 Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 5102025303540150 400 350 300 250 200 150 100 50 0 PF2005 PF2010 PF2015 PF20 Series, 60 Hz, 0.5 - 1.5 hp Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 510202530354045150 800 900 700 600 500 400 300 200 100 0 PF3005 PF3007 PF3010 PF3015 PF3020 PF3030 PF3050 PF30 Series, 60 Hz, 0.5 - 5.0 hp Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 450 400 350 300 250 200 150 100 50 0 10 02040506070809030 PF5050 PF5030 PF5015 PF5010 PF5007 PF5005 PF50 Series, 60 Hz, 0.5 - 5.0 hp Tot a l d y n a m i c h e a d ( T D H ) i n f e e t Flow in gallons per minute (gpm) 10 20 40 50 60 70 80 90 100300 80 90 100 70 60 50 40 30 20 10 0 PF75 Series, 60 Hz, 1.0 - 1.5 hpPF7515 PF7510 60 Hz Models (continued) Technical Data SheetOrenco® 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 6 of 6 To ta l d y n a m i c h e a d ( T D H ) i n m e t e r s To ta l d y n a m i c h e a d ( T D H ) i n f e e t , n o m i n a l Flow in liters per second (L/sec) Flow in gallons per minute (gpm), nominal 0.90.80.70.60.50.40.30.20.10 13119.57.96.34.83.21.6 120 100 80 60 40 20 0 160 180 140 394 328 262 197 131 66 525 459 PF100552 PF100752 PF101552 PF1005-FC w/ 6mm flow controller PF10 Series, 50 Hz, 0.37 - 1.11 kW To ta l d y n a m i c h e a d ( T D H ) i n m e t e r s To ta l d y n a m i c h e a d ( T D H ) i n f e e t , n o m i n a l Flow in liters per second (L/sec) Flow in gallons per minute (gpm), nominal 0.8 1.2 1.6 2.0 2.40.40 13 19 25 326.3 60 80 100 120 40 20 0 197 262 328 131 66 PF301552 PF301052 PF300752 PF300552 PF30 Series, 50 Hz, 0.37 - 1.11 kW Tot a l d y n a m i c h e a d ( T D H ) i n m e t e r s Tot a l d y n a m i c h e a d ( T D H ) i n f e e t , n o m i n a l Flow in liters per second (L/sec) Flow in gallons per minute (gpm), nominal 0.5 1.0 2.0 2.5 3.0 3.5 4.0 4.51.50 7.9 16 32 40 48 56 6324 40 45 35 30 25 20 15 10 5 0 131 115 98 82 66 49 33 16 PF501552 PF501052 PF500752 PF500552 PF50 Series, 50 Hz, 0.37 - 1.11 kW Tot a l d y n a m i c h e a d ( T D H ) i n m e t e r s Tot a l d y n a m i c h e a d ( T D H ) i n f e e t , n o m i n a l Flow in liters per second (L/sec) Flow in gallons per minute (gpm), nominal 0.6 1.2 2.4 3.0 3.6 4.2 5.44.8 6.01.80 10 19 4838 57 67 76 8629 27 30 24 21 18 15 12 9 6 3 0 89 79 69 59 49 39 30 20 PF751052 PF75 Series, 50 Hz, 0.75 kW Pump Curves, 50 Hz Models 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 1 to seat against the valve bottom 2. The opening 3 in the rubber flap disk aligns with an opening in the valve bottom to allow flow to only one valve outlet. The stem 4 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 5. 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. 5 4 3 2 1 Inlet Outlets Figure 1: 6000 Series Valve Orenco Automatic Distributing Valve Assemblies NTP-VA-1 Rev. 1.2, © 11/03 Orenco Systems®, Inc. Page 1 of 6 For Wastewater Effluent Systems 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. 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. Figure 2: Orenco Distributing Valve Assembly (6000 Series Valve) 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 Q1.45 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 = 0.0049 x Q2 + 5.5 x (1 - e-0.1Q) 15 - 70 NTP-VA-1 Rev. 1.2, © 11/03 Orenco Systems®, Inc. Page 3 of 6 0 5 10 15 20 25 30 35 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 Flow (gpm) He a d L o s s T h r o u g h A s s e m b l y ( f t . ) V4600A V4400A V6600A V6400A 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. Figure 3: Automatic distributing valve assembly headloss curves 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. Dosing Tank Discharge Laterals Distributing Valve Assembly Transport Line 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. 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. h Check Valves if h>2'-0" Distributing Valve Assembly Transport Line Dosing Tank Pressure Release Line if h>2'-0" Discharge Laterals Figure 5: Valve assembly below final discharge point NTP-VA-1 Rev. 1.2, © 11/03 Orenco Systems®, Inc. Page 5 of 6 SOLUTION 3: 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. SOLUTION 4: 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. SOLUTION 5: 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. SOLUTION 6: 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. 2. PROBLEM: Water comes out of all the valve outlets CAUSE: Stem and disk assembly not seating properly on valve outlet. SOLUTION 1: Check for sufficient water flow. A minimum flow rate is required to properly seat the disk as shown in Table 1. SOLUTION 2: 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. SOLUTION 3: Make sure that the operating outlets are not capped and that the flow to the operat- ing zones are not restricted in any manner. 3. PROBLEM: Valve skips outlets or zones CAUSE: 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. SOLUTION 1: Keep the transport line full. SOLUTION 2: 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. CAUSE: The stem and disk assembly is being advanced past the desired outlet. SOLUTION 1: 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 General Orenco’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. Orenco 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, V4606A, V6402A, V6403A, V6404A, V6605A, V6606A. Nomenclature Submittal Data Sheet Side View ball valve elbow Top View coupling clear pipe distributing valve union Bottom View elbows Specifications Materials of Construction All Fittings: Sch. 40 PVC per ASTMspecification Unions: Sch. 80 PVCper ASTMspecification Ball Valve: Sch. 40 PVCper ASTMspecification Clear Pipe: Sch. 40 PVCper ASTMspecification V4XXX Distributing Valves: High-strength noncorrosive ABSpolymer and stainless steel V6XXX Distributing Valves: High-strength noncorrosive ABSpolymer, stainless steel, and die cast metal NSU-SF-VA-1 Rev. 3.0, © 4/03 Page 1 of 2 Applications Automatic Distributing Valve Assemblies are used to pressurize multiple zone distribution systems including textile filters, sand filters and drainfields. V Indicates assembly 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 Number of active outlets A Distributing Valves (continued) Flow (gpm) He a d L o s s T h r o u g h A s s e m b l y ( f t . ) 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 0 5 10 15 20 25 30 35 V4400A V6600A V6400A V4600A NSU-SF-VA-1 Rev. 3.0, © 4/03 Page 2 of 2 Model Inlet Size (in.) Outlets Size (in.) Flow range (gpm) Max Head (ft.) Min. Enclosure V4402A 1.25 1.25 10 - 40 170 VB1217 V4403A 1.25 1.25 10 - 40 170 VB1217 V4404A 1.25 1.25 10 - 40 170 VB1217 V4605A 1.25 1.25 10 - 25 170 RR2418 V4606A 1.25 1.25 10 - 25 170 RR2418 V6402A 1.5 1.5 15 - 100 345 RR2418 V6403A 1.5 1.5 15 - 100 345 RR2418 V6404A 1.5 1.5 15 - 100 345 RR2418 V6605A 1.5 1.5 15 - 100 345 RR2418 V6606A 1.5 1.5 15 - 100 345 RR2418 NOT TO SCALE 07/24/2013EMB 1 of 1DFH INFILTRATOR SYSTEMS INC. 4 Business Park Rd. Old Saybrook, CT 06475 (800) 221-4436 INFILTRATOR Š systems inc . QUICK4 PLUS STANDARD LOW PROFILE CHAMBER PRODUCT SPECIFICATION 8" 48" INFILTRATOR SYSTEMS INC. QUICK4 PLUS STANDARD LOW PROFILE CHAMBER PRODUCT SPECIFICATION (NOT TO SCALE) (EFFECTIVE LENGTH) TOP VIEW 53" SIDE VIEW END VIEW 34" QUICK4 PLUS ALL-IN-ONE END CAP QUICK4 PLUS END CAP 18" 18" 8" 8" 3.3" INVERT 3.3" INVERT 13.3" EFFECTIVE LENGTH* 4.5" EFFECTIVE LENGTH* INSPECTION PORT 6" *ALL VIEWS = INSTALLED LENGTHS 10.4" EFFECTIVE LENGTH* 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 Orifice Shields Technical Data SheetOrenco® General Orenco Orifice Shields snap-fit onto laterals. They may be placed on top of or beneath a lateral, depending on the location of the orifice. Orifice shields are covered by method-of-use patent # 5,360,556. Standard Models OS075, OS100, OS125, OS150, OS200 Product Code Diagram Material of Construction PVC per ASTM D-1784 Physical Specifications Model Shield O.D. Lateral pipe O.D. in. (mm) in. (mm) OS075 3.5 (89) 1.05 (27) OS100 3.5 (89) 1.315 (33) OS125 3.5 (89) 1.66 (42) OS150 4.5 (114) 1.90 (48) OS200 4.5 (114) 2.375 (60) Applications Orenco® Orifice Shields are used in a pressurized distribution system to protect the orifices from backfill debris that might cause orifice blockage. Orifice shield installed on lateral pipe, standard configuration Shield Orifice Cutaway view, standard configuration Shield Orifice Cutaway view, cold weather configuration OS Lateral pipe size, nominal: 075 = 0.75 in. (20 mm) 100 = 1.00 in. (25 mm) 125 = 1.25 in. (32 mm) 150 = 1.50 in. (40 mm) 200 = 2.00 in. (50 mm) Orifice shield Quick4 PLUSPLUS STD LOW PROFILE CHAMBER Fa il u re to c om ply wi th t he s e i nst al l a t i o n i ns tru c t i on s may i nval i d a te t he w a r r a n ty. C ont a c t I n fi l trat o r S y st e m s ’ Te c h n i c a l Ser v i c e s De p a r t m e n t fo r ass i s t anc e a t 8 0 0-2 21-4436 . Installing the Chambers and End Caps 1.To allow pressure laterals to drain after each dose, drill a hole in the bottom of the pipe at the end of the pressure line. Place the snap-off splash plate or a paving block at the bottom of the trench to protect the infiltrative surface from erosion. 2.With a hole saw, drill out the appropriate diameter hole to accommodate the pressure lat- eral pipe. 3.Insert the pressure lateral pipe into the end cap’s drilled opening and slide it into the manifold pipe. Glue the pressure lateral pipe to the manifold pipe. 4. With the pressure lateral pipe through the end cap, place the back edge of the end cap over the inlet end of the first chamber. Be sure to line up the locking pins on the top of both the chamber and end cap. Before You Begin Quick4 Plus Standard Low Profile (LP) Chambers can only be installed according to state and/or local regulations. Soil and site conditions must be approved prior to installation. Conduct a thorough site evaluation to determine proper sizing and siting of the system before installation. Materials and Equipment Needed Quick4 Plus Standard LP Chambers Quick4 Plus All-in-One or Q4 Plus Endcaps PVC Pipe and Couplings Backhoe Laser, Transit or Level Tape measure Shovel and Rake Utility Knife 1 1/4-inch Drywall Screws* Screw Gun* Small Valve-cover Box* 4-inch Cap Inspection Por t * Optional These guidelines for construction machinery must be followed during installation: Avoid direct contact with chambers when using construction equipment. Chambers require a 12-inch minimum of compacted cover to suppor t a wheel load rating of 16,000 lbs/axle or equivalent to an H-10 AASHTO load rating. Only drive across the trenches when necessary. Never drive wheeled machinery over chambers. Avoid stones larger than 3 inches in diameter in backfill. Remove stones this size or larger that are in contact with chambers. 5. (Method A)Secure the pres- sure lateral pipe to the top of the first chamber with a plastic pipe strap at the outlet end of the unit. Slide the strap up through a slot in the chamber top, down through the other slot, and cinch the two ends around the pipe. 6. (Method B)With the holes pointing up, stabilize the pressure lateral pipe on the ground to prevent it from moving. 7. Lift and place the next chamber onto the previous one at a 45-degree angle. Line up the chamber end between the connector hook and locking pin at the top of the first chamber. Lower it to the ground to engage the interlocks. 8. (Method A)Secure the lateral pipe to the top of the next chamber once in place. Follow the same method in Step 5. 9. Continue interlocking chambers and securing the pipe until the trench is completed. 10. Before attaching the final end cap, it may be necessary to remove the tongue of the connector hook on the last chamber with a pair of pliers depending on your pipe diameter. 11.Insert the pressure lateral pipe through the hole in the final end cap and slide the end cap toward the last chamber. Lift the end cap over the modified con- nector hook and push straight down to secure it to the chamber. Note: If cleanout extensions are required, use a hole saw to cut a hole in the top of the Quick4 Plus All-in-One Endcap so the pressure lateral pipe with an elbow can extend to the ground surface. For cleanout access, use the “Installing Optional Inspection Ports” section in the general installation instructions. 12.If installing multiple rows of chambers, follow Steps 1-9 to lay the next row of chambers parallel to the first. Keep a minimum separation distance between each row of chambers as required by local code. 2 Drill pressure pipe hole. Quick4®Plus Standard Low Profile Chambers Pressure Distribution Systems Installation Instructions 5 Secure pressure pipe. VALVE BOX (OR IRRIGATION BOX) ACCESS FOR DRAINFIELD MAINTENANCE AND FLUSHING QUICK4 PLUS STANDARD LP 11 Lateral pipe through end cap. 1" PRESSURE LATERAL (TYP.) 2" PRESSURE LATERAL (TYP.) 1” OR 2” TRENCH BOTTOM PIPE PLACEMENT Note: Health departments may require a wet-run pressure check to be done prior to chamber installation when the pipe is lay- ing on the ground. Check with your local health department for the proper procedure. 4 Place end cap over inlet end. Distributed By: 6 Business Park Road •P.O. Box 768 Old Saybrook, CT 06475 860-577-7000 • FAX 860-577-7001 1-800-221-4436 www.infiltratorsystems.com U.S. Patents: 4,759,661; 5,017,041; 5,156,488; 5,336,017; 5,401,116; 5,401,459; 5,511,903; 5,716,163; 5,588,778; 5,839,844 Canadian Patents: 1,329,959; 2,004,564 Other patents pending. Infiltrator, Equalizer, and Quick4 are registered trademarks of Infiltrator Systems Inc. Infiltrator is a registered trademark in France. Infiltrator Systems Inc. is a registered trademark in Mexico. © 2009 Infiltrator Systems Inc. All rights reserved. Printed in U.S.A. PLUS030709AG-0 (a)The structural integrity of each chamber, end cap and other accessory manufactured by Infiltrator (“Units”), when installed and operated in a leachfield of an onsite septic system in accordance with Infiltrator's instructions, is warranted to the original purchaser (“Holder”) against defective materials and workmanship for one year from the date that the septic permit is issued for the septic system containing the Units; provided, however, that if a septic permit is not required by applicable law, the warranty perod will begin upon the date that installation of the septic system commences. To exercise its warranty rights, Holder must notify Infiltrator in writing at its Corporate Headquarters in Old Saybrook, Connecticut within fifteen (15) days of the alleged defect. Infiltrator will supply replacement Units for Units determined by Infiltrator to be covered by this Limited Warranty. Infiltrator’s liability specifically excludes the cost of removal and/or installation of the Units. (b)THE LIMITED WARRANTY AND REMEDIES IN SUBPARAGRAPH (a) ARE EXCLUSIVE. THERE ARE NO OTHER WARRANTIES WITH RESPECT TO THE UNITS, INCLUDING NO IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE. (c)This Limited Warranty shall be void if any part of the chamber system is manufactured by anyone other than Infiltrator. The Limited Warranty does not extend to inciden- tal, consequential, special or indirect damages. Infiltrator shall not be liable for penalties or liquidated damages, including loss of production and profits, labor and materials, overhead costs, or other losses or expenses incurred by the Holder or any third party. Specifically excluded from Limited Warranty coverage are damage to the Units due to ordinary wear and tear, alteration, accident, misuse, abuse or neglect of the Units; the Units being subjected to vehicle traffic or other conditions which are not permitted by the installation instructions; failure to maintain the minimum ground covers set forth in the installation instructions; the placement of improper materials into the system containing the Units; failure of the Units or the septic system due to improper siting or improper sizing, excessive water usage, improper grease disposal, or improp- er operation; or any other event not caused by Infiltrator. This Limited Warranty shall be void if the Holder fails to comply with all of the terms set forth in this Limited Warranty. Further, in no event shall Infiltrator be responsible for any loss or damage to the Holder, the Units, or any third party resulting from installation or shipment, or from any product liability claims of Holder or any third party. For this Limited Warranty to apply, the Units must be installed in accordance with all site conditions required by State and local codes; all other applicable laws; and Infiltrator’s installation instructions. (d)No representative of Infiltrator has the authority to change or extend this Limited Warranty. No warranty applies to any party other than the original Holder. * * * * * * * The above represents the standard Limited Warranty offered by Infiltrator. A limited number of States and counties have different warranty requirements. Any purchaser of Units should contact Infiltrator's Corporate Headquarters in Old Saybrook, Connecticut, prior to such purchase, to obtain a copy of the applicable warranty, and should carefully read that warranty prior to the purchase of Units. Infiltrator Systems, Inc. Limited Warranty Advantages of Method A • Pipe and orifice placed closer to the chamber dome offer improved distribution. • Pipe positioned at the top of the chamber places it well above effluent. • Plastic pipe hanger easily secures pipe in place. Advantage of Method B • Pipe resting on the trench bottom allows easy installation and maintenance. • Stabilizing “T’s” keep pipe level. • System promotes efficient pressure checks. • Pipe resting on the trench bottom allows easier inspections if monitoring ports are installed. PRESSURE PIPE WITH HOLES AT 12 O'CLOCK (MAY BE INSTALLED ON EITHER SIDE) ALL WEATHER PLASTIC PIPE STRAP WITH 120 POUNDS TENSILE STRENGTH AT EVERY CHAMBER CONNECTION QUICK4 PLUS STANDARD LP CHAMBER 34" 8" STABILIZE OR "T" EVERY 10' TO PREVENT PIPE ROTATION AND MAINTAIN PROPER PIPE POSITION 3 34" 8" PRESSURE PIPE WITH HOLES AT 12 O'CLOCK (MAY BE INSTALLED ON EITHER SIDE) QUICK4 PLUS STANDARD LP CHAMBER 3/12/2019 Pitkin County, CO https://pitkincounty.com/FormCenter/Print?formID=72&Preview=YES&Save=True&savedProgressID=1/3 PLEASE NOTE If Applying for a permit that is associated with a Building Permit, the Application must be submitted through the Community Development Building Permit Process. This online application is only for standalone OWTS Constructions or Use Permits. Job Parcel ID* 2645-224-00-009 Physical Address* 292 Old Pond Way System Type* OWTS (Septic) Type of Permit* New System Constru Residences* 1 No. of Bedrooms* 3 Lot 12B Block Block Filing Filing Subdivision Shield O' Terraces Yes No Is this a multi- family structure? Lot Size* 2.4 Acres Living Area Square Footage * 3,000 SF Uploads Site Plan* S2 OLD POND 20190304 - Sheet - A-1-3 - SITE PLAN - ROOF PLAN.pdf Building Floor Plans* S2 OLD POND 20190304 - Sheet - A-2-2 - MAIN LEVEL FLOOR PLAN.pdf Septic (OWTS) Construction/Repair Permit Application 3/12/2019 Pitkin County, CO https://pitkincounty.com/FormCenter/Print?formID=72&Preview=YES&Save=True&savedProgressID=2/3 Septic Soil Report No file chosenChoose File Soil Testing Notification and Report (must be provided by a competent technician as defined in OWTS regulations). Soil Testing Reports are necessary for field area installations, but are not necessary for tank installations. System Design* C1393 OWTS Design Packet 2 1 19.pdf A separate soils report is not necessary if included in the System Design document. Additional Reports, etc. No file chosenChoose File Primary Contact Information Primary Contact First Name* Joseph Primary Contact Last Name (Or Company Name) Spears Primary Contact Email Address* Joseph@S2architects.com Primary Contact Address* 215 S. Monarch Suite G-102 Primary Contact Phone Number* 9705444856 Primary Contact City* ASPEN Primary Contact State* Colorado Primary Contact Zip* 81611 Primary Contact Information (If other than Owner) Yes No Primary Contact is Owner? Owner First Name Lisa Gutner GST Descendants Trust - Ronald - Katch Owner Last Name (Or Company Name) S2 Architects 3/12/2019 Pitkin County, CO https://pitkincounty.com/FormCenter/Print?formID=72&Preview=YES&Save=True&savedProgressID=3/3 Owner Email Address lisabethcreating@gmail.com Owner Mailing Address lisabethcreating@gmail.com Owner City Highland Park Owner State IL Owner Zip 60035 Owner Phone 9705444856 Owner Fax Fax Number Check Debit/Credit Card Indicate Preferred Method of Payment* Payment Contact Email for Debit/Credit Payment* Joseph@S2architects.com Designer Information Yes No Primary Contact is Designer? PLEASE READ BEFORE SELECTING SUBMIT: By selecting SUBMIT, I certify that I am the owner or representative with the legal authority to agree to the conditions of this permit, the above information is complete and accurate, and that I have provided complete and accurate information in all of the documents included in my application package. I acknowledge that this department may revoke any permit I am issued if my application is found to contain any inaccurate, false, or misleading information. Building Permit Instructions If this application is part of a building permit application, please bring a copy of this application to your building Pre-Submittal meeting. To get a copy, either enter your email address to receive a copy of your application, or select "Submit and Print" below. o'f't G 000%V , ( ech HEPWORTH - PAWLAK GEOTECHNICAL Hepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone:970-945-7988 Fax: 970-945-8454 email: hpgeo@hpgeotech.com SUBSURFACE STUDY FOR FOUNDATION DESIGN PROPOSED HOPKINSON RESIDENCE LOT 3, BLOCK 4, FILING 1, BRUSH CREEK VILLAGE MEDICINE BOW ROAD PITKIN COUNTY, COLORADO JOB NO. 107 0720 NOVEMBER 7, 2007 PREPARED FOR: ASPEN LOG & TIMBER HOMES & CONSTRUCTION, INC. ATTN: WAYNE NELSON 5510 EAST 2200 NORTH EDEN, UTAH 84310 Parker 303-841-7119 0 Colorado Springs 719-633-5562 • Silverthorne 970-468-1989 TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY........................................................................ - 1 - PROPOSED CONSTRUCTION................................................................................. - 1 - SITECONDITIONS................................................................................................... - 2- FIELDEXPLORATION............................................................................................ - 2- SUBSURFACE CONDITIONS.................................................................................. - 2- FOUNDATION BEARING CONDITIONS............................................................... - 3 - DESIGN RECOMMENDATIONS............................................................................. - 3 - FOUNDATIONS.................................................................................................... - 3 - FOUNDATION AND RETAINING WALLS......................................................... - 4- FLOORSLABS...................................................................................................... - 6 - UNDERDRAINSYSTEM...................................................................................... - 7- SITEGRADING.................................................................................................... - 8 - SURFACEDRAINAGE......................................................................................... - 8- LIMITATIONS.......................................................................................................... - 9- FIGURE 1 - LOCATION OF EXPLORATORY BORING FIGURE 2 - LOG OF EXPLORATORY BORING FIGURE 3 - LEGEND AND NOTES FIGURE 4 - SWELL -CONSOLIDATION TEST RESULTS PURPOSE AND SCOPE OF STUDY This report presents the results of a subsurface study for a proposed residence to be located on Lot 3, Block 4, Filing 1, Brush Creek Village, Medicine Bow Road, Pitkin County, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our agreement for geotechnical engineering services to Aspen Log & Timber Homes & Construction, Inc. dated September 19, 2007. An exploratory boring was drilled on the lot to obtain information on the general subsurface conditions. Samples of the bedrock obtained during the field exploration were tested in the laboratory to determine their classification, compressibility or swell and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION The proposed residence will be a one and two story log structure over a walkout basement/garage located on the lot as shown on Figure 1. There will be a second level of living area above the garage. Ground floors are proposed to be slab -on -grade. Grading for the structure will be relatively extensive involving cut depths up to about 20 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. If building loadings, location or grading plans change significantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. Job No. 107 0720 Gecstech -2- SITE CONDITIONS The building area is located on the uphill, northwest side of Medicine Bow Road and was vacant at the time of our field exploration. There is an old trial cut into the proposed building area that was partly blocked by a fill pile. The ground surface slopes steeply down to the east at grades of about 40%. There is about 26 to 28 feet of elevation difference across the proposed building area. Vegetation consisted of scruboak, brush, grass and weeds. FIELD EXPLORATION The field exploration for the project was conducted on September 25, 2007. One exploratory boring was drilled at the location shown on Figure 1 to evaluate the subsurface conditions. The exploration was limited to one boring at the location shown due steep terrain and blockage of the access trail. The boring was advanced with 4-inch diameter continuous flight augers powered by a track -mounted CME 55LC/300 drill rig. The boring was logged by a representative of Hepworth-Pawlak Geotechnical, Inc. Samples of the subsoils were taken with a 2 inch I.D. spoon sampler. The sampler was driven into the subsoils at various depths with blows from a 140 pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils and hardness of the bedrock. Depths at which the samples were taken and the penetration resistance values are shown on the Log of Exploratory Boring, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS A graphic log of the subsurface conditions encountered at the site is shown on Figure 2. The subsoils, below about 3'/2 feet of medium stiff to stiff, sandy silty clay with shale fragments, consist of weathered and medium hard to very hard, claystone bedrock down to the maximum explored depth of 20 feet. Job No. 107 0720 C-,86'rtech -3- Laboratory testing performed on samples obtained from the boring included natural moisture content and density. Results of swell -consolidation testing performed on relatively undisturbed drive samples of the claystone bedrock, presented on Figure 4, generally indicate low to moderate compressibility under conditions of loading and wetting. The samples showed a low to moderate expansion potential when wetted under a constant light surcharge with swelling pressures of about 3,500 to 5,000 psf. No free water was encountered in the boring at the time of drilling and the subsoils and bedrock materials were slightly moist. FOUNDATION BEARING CONDITIONS The bedrock materials encountered at the site possess a low to moderate expansion potential when wetted. The expansion potential can probably be mitigated by load concentration to reduce swelling in the event of wetting below the foundation bearing level. Surface runoff, landscape irrigation, and utility leakage are possible sources of water which could cause wetting. The expansion potential should be further evaluated at the time of construction. The very hard claystone with depth may have a minor to no expansion potential. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory boring and the nature of the proposed construction, we recommend the residence be founded with spread footings placed on undisturbed bedrock materials. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed bedrock materials can be designed for an allowable bearing pressure of 4,000 psf. The footings should also be designed for a minimum dead load pressure of 1,000 psf. In order to Job No. 107 0720 satisfy the minimum dead load pressure under lightly loaded areas, it may G99tech be necessary to concentrate loads by using a grade beam and pad system. Wall -on -grade construction is not recommended at this site to achieve the minimum dead load. 2) Based on experience, we expect settlement or heave of footings designed and constructed as discussed in this section will be up to about 1 inch. There could be some additional movement if the claystone was to become wet. 3) The footings should have a minimum width of 16 inches for continuous footings and 24 inches for isolated pads. 4) Continuous foundation walls should be reinforced top and bottom to span local anomalies and limit the risk of differential movement. One method of analysis is to design the foundation wall to span an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist a lateral earth pressure as discussed in the "Foundation and Retaining Walls" section of this report. 5) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 42 inches below the exterior grade is typically used in this area. 6) Prior to the footing construction, any topsoil, clay and loose disturbed rock should be removed and the footing bearing level extended down to the undisturbed bedrock materials. If water seepage is encountered in the excavation, the footing areas should be dewatered before concrete placement. 7) A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 65 pcf Job No. 107 0720 GE'CPtech -5- for backfill consisting of the on -site soils and at least 45 pcf for backfill consisting of imported granular materials. Cantilevered retaining structures which are separate from the residence and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 55 pcf for backfill consisting of the on -site soils and at least 40 pcf for backfill consisting of imported granular materials. Backfill should not contain vegetation, topsoil or oversized rock. All foundation and retaining structures should be designed for appropriate hydrostatic and surcharge pressures such as adjacent footings, traffic, construction materials and equipment. The pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildup of water behind a wall or an upward sloping backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content near optimum. Backfill in pavement areas should be compacted to at least 95% of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected even if the material is placed correctly and could result in distress to facilities constructed on the backfill. We recommend imported granular soils for backfilling foundation walls and retaining structures because their use results in lower lateral earth pressures and the backfill will improve the subsurface drainage. Imported granular wall backfill should contain less than 25% passing the No. 200 sieve and have a maximum size of 6 inches. Granular materials should be placed to within 2 feet of the ground surface and extend to at least 3 feet outside the wall and to an envelope defined as a line sloped up from the base of the wall at an angle of at least 30' from the vertical. The upper 2 feet of the wall backfill Job No. 107 0720 G&�tech M should be a relatively impervious on -site clay soil or a pavement structure should be provided to prevent surface water infiltration into the backfill. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.4. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 350 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. FLOOR SLABS The claystone possesses an expansion potential and slab heave could occur if the subgrade materials were to become wet. Slab -on -grade construction may be used provided precautions are taken to limit potential movement and the risk of distress to the building is accepted by the owner. A positive way to reduce the risk of slab movement, which is commonly used in the area, is to construct structurally supported floors over crawlspace. To reduce the effects of some differential movement, nonstructural floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Interior non -bearing partitions resting on floor slabs should be provided with a slip joint at the bottom of the wall so that, if the slab moves, the movement cannot be transmitted to the upper structure. This detail is also important for wallboards, stairways and door frames. Slip joints which will allow at least 1 %Z inches of vertical movement are recommended. Floor slab control joints should be used to reduce damage due to shrinkage cracking. Slab reinforcement and control joints should be established by the designer based on experience and the intended slab use. Job No. 107 0720 GCPtech -7- A minimum 4 inch layer of free -draining gravel should be placed immediately beneath basement level slabs -on -grade. 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. The free -draining gravel will aid in drainage below the slabs and should be connected to the perimeter underdrain system. Required fill beneath slabs should consist of a suitable imported granular material, such as 3/-inch road base. The fill should be spread in thin horizontal lifts, adjusted to at or above optimum moisture content, and compacted to at least 95% of the maximum standard Proctor density. All vegetation, topsoil and loose disturbed soil and rock should be removed prior to fill placement. The above recommendations will not prevent slab heave if the expansive soils underlying slabs -on -grade become wet. However, the recommendations will reduce the effects if slab heave occurs. All plumbing lines should be pressure tested before backfilling to help reduce the potential for wetting. UNDERDRAIN SYSTEM Although groundwater was not encountered during our exploration, it has been our experience in the area and where bedrock is shallow, that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. Therefore, we recommend below -grade construction, such as crawlspace and basement areas, be protected from wetting by an underdrain system. The drain should also act to prevent buildup of hydrostatic pressures behind foundation walls. The underdrain system should consist of a drainpipe surrounded by free -draining granular material placed at the bottom of the wall backfill. The drain lines should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade, and sloped at a minimum 1 % grade to a suitable gravity outlet. Free -draining granular material used in the drain system should consist of minus 2 inch aggregate with less than 50% passing Job No. 107 0720 G89tech the No. 4 sieve and less than 2% passing the No. 200 sieve. The drain gravel should be at least 1 %2 feet deep. Void form below the foundation can act as a conduit for water flow. An impervious liner such as 20 mil PVC should be placed below the drain gravel in a trough shape and attached to the foundation wall above the void form with mastic to keep drain water from flowing beneath the wall and to other areas of the building. SITE GRADING We expect that excavation for the building will be relatively extensive due to the steep slope of the site that will tend to increase the risk of construction -induced slope instability. We assume the cut depths for the basement level will not exceed about 20 feet and will be sloped to a stable grade or retained by shoring. Fills should be limited to about 5 feet deep in downhill embankments. Embankment fills should be compacted to at least 95% of the maximum standard Proctor density near optimum moisture content. Prior to fill placement, the subgrade should be carefully prepared by removing all vegetation and topsoil and compacting to at least 90% of the maximum standard Proctor density. The fill should be benched into the portions of the hillside exceeding 20% grade. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and protected against erosion by revegetation or other means. Steeper cuts into the bedrock maybe feasible. The risk of slope instability will be increased if seepage is encountered in cuts and flatter slopes may be necessary. If seepage is encountered in permanent cuts, an investigation should be conducted to determine if the seepage will adversely affect the cut stability. This office should review site grading plans for the project prior to construction. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Excessive wetting or drying of the foundation excavations and underslab areas should be avoided during construction. Drying could increase the expansion potential of the bedrock materials. Job No. 107 0720 ` 9tech 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement 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 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 paved areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Irrigation sprinkler heads and landscaping which requires regular heavy irrigation, such as sod, should be located at least 5 feet from foundation walls. Consideration should be given to use of xeriscape to reduce the potential for wetting of soils below the building caused by irrigation. 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 express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory boring drilled at the location 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 extrapolation of the subsurface conditions identified at the exploratory boring 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 so that re- evaluation of the recommendations may be made. Job No. 107 0720 G8&L-Ch -10- This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to 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. Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Jordy Z. Adamson, Jr., P.E. Reviewed by: Steven L. Pawlak, P.E. JZA/ksw Job No. 107 0720 - -G459tech APPROXIMATE SCALE 7840 1 " = 50' 7830 7820 / 7810 r/ / BORING 1j r r I I I I I l r I I I I I 1 I I I I 1 I I I I 1 I I I I 1 1 I I 1 1 1 1 1 1 1 1 PRO SED I \ 1 \ RESI NCE I 1 \ 1 \ \ 1 1 1 1 \ \ \ \ \ 11 I LOT 3 1 \ \ \ BLOCK 4 1 \ \ \ 1 FILING 1 \\ \ \ \1 1 \ \ 1 \ 1 7870 \ \ 1 \ 1 \ \ 1 1 \\ \\ \ 11 1 1 1 1 ovoT I 1 I 1 1 I I 1 I 1 1 i I 11 1 1 \ 1 7850 II \ 7870 7860 7840 \ 7820 00 00 7830 7800 7790 1 7810 LOT 10 LOT 2 1F-I 107 0720 LOCATION OF EXPLORATORY BORING Figure 1 HEPWORTH•PAWLAK GEOTECHmCAL BORING 1 E LEV. = 7802' 7805 7505 GARAGE FLOOR 7803.75' 7800 7800 41/12 WC= 5.2 DD=135 7795 7795 a iv LL Li c 47/12 0 WC=6.4 0 DD=141 w 7790 7790 w I 50/2 7785 7785 50/2 7780 7780 7775 7775 NOTE: Explanation of symbols is shown on Figure 3. 1070720 GgRedi LOG OF EXPLORATORY BORING Figure 2 HEPWORTH•PAWLAK GEOTECHNICAL LEGEND: CLAY (CL); silty, sandy, with shale fragments, medium stiff to stiff, slightly moist, grayish brown. CLAYSTONE BEDROCK; weathered and medium hard to very hard with depth, slightly moist, grayish brown to black. Mancos Shale. Relatively undisturbed drive sample; 2-inch I.D. California liner sample. 41/12 Drive sample blow count; indicates that 41 blows of a 140 pound hammer falling 30 inches were required to drive the California sampler 12 inches. —I Depth at which boring caved following drilling. NOTES 1. The exploratory boring was drilled on September 25, 2007 with a 4-inch diameter continuous flight power auger. 2. The exploratory boring location was measured approximately from features shown on the site plan provided. 3. Elevations of exploratory borings were obtained by interpolation between contours shown on the site plan provided. 4. The exploratory boring location and elevation should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory boring log represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the boring at the time of drilling. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DD = Dry Density (pcf) 1070720 1 HEPWORTH� LAKGEOTECHNECAL 1 LEGEND AND NOTES Figure 3 1 0 0 0 co c co Q X w 1 O Cn 2 Q E O U Moisture Content = 5.2 Dry Density = 135 Sample of: Weathered Claystone From: Boring 1 at 4 Feet Expansion upon wetting percent pcf 0.1 1.0 10 100 APPLIED PRESSURE - ksf 0.1 Moisture Content = 6.4 Dry Density = 141 Sample of: Claystone Bedrock From: Boring 1 at 9 Feet upon wetting 1.0 10 APPLIED PRESSURE - ksf percent pcf 100 1070720 I SWELL -CONSOLIDATION TEST RESULTS ' Figure 4 Meter Q MAIN LEVEL SITE PLAN SCALE: 1/8" = 1'-0" 0 0 7/ V) uCD U w o [-- U T T W _ Lu00C-) CD U CZ/) cn N Q UD O Q O Z U O �zco W Ln CL- 00 z cn -:� LO LO _ CV L(� O ti N O Q t/1 Lu U z Lu 0 cf)Q T T C) LLJ T O0 O CE c LLJ O z Lu U O 0 U w11� U W�1 < C:D Iy L Lo a_ CL O SUB. SITE PLAN APP 3/23/19 SUB. DD SET 7/29/19 DRAWING DATE: 7/27/19 SITE PLANS ■