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pitkin.eh.264929400005 (2002)
Pitkin County Environmental Health Department Permit for an Individual Sewage Disposal System 0405 Castle Creek Road, Suite 10, Aspen, Colorado 81611 Phone 970-920-5070 / FAX 970-920-5077 Permit # 02050 Parcel ID # 2649-294-00-005 Type of permit Name of Owner Street Address New Home Stuart Gibson 32 Avalanche Creek Property legal description Size of lot 36.37 Water source Private well # of potential bedrooms in Caretaker unit none acres Total square footage of the house 4 Total square footage of the caretaker unit # of potential bedrooms in caretaker unit none Designed for what # rooms (list) Designed by Perc rate 13 Permit information 5925 none Sopris Engineering 502 Main Street Suit A3 Carbondale 81623 Profile hole depth 8 Minimum Septic tank capacity 1750 Depth to groundwater or bedrock Minimum Absorption area Comments <7.5 1010sf-707sf with 30%reduc. Septic permit approved per compliance with the engineer design and specifications dated June 11, 2002. Any changes must be approved by this department and the design engineer grior to them being made. Minimum horizontal distances between components of the system and physical features shall conform to the Pitkin County ISDS regulations. Irrigation ditch must be lined per engineer requirements. Old system must be properly abandoned. Design is for a 2,000 concrete two-compartment septic tank with an Orenco Systems Advantex AX -20. A 30% reduction in field size is taken for Infiltrator units in a bed configuration. Gravity flow is to two beds, three feet apart. Each bed has 4 rows of 13 infiltrator units (total 48 units.) The units are to be kept shallow due potential groundwater problems. The design requires the owner to have the responsibility that all components are inspected and maintained on a regular basis by qualified personnel. This department does not endorse any brand of products. The engineer must do a final inspection of the installation and submit an as -built letter to this department. This department must also be called for an inspection with a minimum of 48 hours advanced notice. Permit approved by: Date: Plans and specifications of the pro sed individual sewage disposal system have been reviewed and are considered satisfactory. Permission is hereby granted to the owner or the agent to perform the work indicated in accordance with the Pitkin County ISDS Regulation in effect at the time of issue. This permit becomes invalid 6 months from the date that the permit was issued unless system construction has commenced or an extension has been approved in writing by the Department. As -built drawings must be, in1 ded wit this pe it before the final approval will be issued. Installer: 11� N , Final inspection approval: Date: PITKIN COUN'i,f ENVIRONMENTAL HEALTH DEPAR'i P TENT APPLICATION iFOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM 0405 Castle Creek Road, Suite 10, Aspen Colorado 81611 Phone 970-920-5070/Fax 970-920-5077 Name of OWNER Owner's Mailing Address 3a 115 Business Phone: Home Phone: -t"j 0 -" 72,0 - 6 °lIZ E-mail Address: RECEIVED Jill �2 N ,nn Primary Contact Person (all communication regarding this permit will go through this person) Name !. &s 1 S Company Contact Mailing Address City, State, Zip G �'A - o Business Phone: Ir" kt-'- 1' 11 LI q Cell Phone: Fax: L'3 - :6 �-i cl E-mail Address: Parcel ID # (available from assessor's office at 920-5160 or at www.aspen.com/assessorn -!e— R. g - .2-1. - 0 Street address of property 32 J Legal Description: Lot ,Block Filing Subdivision Size of lot: 542.5 —7 acres. Type of proposed structure: Total square feet of house _ Sq Z5 # of bedrooms (potential) in house Caretaker Unit: Attached ( ) Detached ( ) Total area(sq. ft.) of caretaker unit # of bedrooms(potential) in caretaker unit Permit is for: New Home ( A) Repair due to failure ( ) Remodel/Addition ( X) Emergency use ( ) Water: Private well ( /) Spring ( ) Stream ( ) Community/Public Water System ( ) If community system: Name of system The fee for a ISDS application is $330 for a permit that takes 6 hours or less for the department to approve. If approval takes longer than 6 hours, a rate of $65 per hour will be charged. The maximum fee is $1000. The basic fee of $330 is due at the time of application. The remainder, if any, will be due in two stages: first, at the time of issuance of the ISDS permit; second, before final approval of the ISDS permit. Application for an individual sewage disposal system is hereby submitted. I hereby certify that the above information is true and accurate and that I have provided true and accurate information on locations of all existing and proposed wells, contour intervals, buildings, property lines, ditches, slopes, waterlines, springs, suction or irrigation lines, drinking water cisterns, drain tiles, irrigation ditches, lakes, water courses, streams, floodplains, dry gulches, and existing septic systems. I hereby certify that any such features not shown on attached site map are not present. Issuance of the permit does not imply the approval of any other permit required for construction pursuant to Pitkin County codes. No construction may be undertaken until all approvals and permits have been obtained. The Aspen/Pitkin Environmental Health Department, Pitkin County and employees of these agencies will be held harmless should the individual sewage disposal system fail or malfunction. The permit to construct is issued on information submitted by the applicant or his/her representatives. The owner assumes full responsibility in case of failure of the system. Signature of applicant Received by G:\eh\isds\isdsapp\isdsapp.doc (M V-1 Receipt # Date AA -5 b-1- Date R !t'oT-0 4 2002 October 29, 2002 Nancy Mackenzie pI T KIN COUNTY Pitkin County Environmental Department ENVIRONMENTAL HEALTH 130 S. Galena Aspen, CO 81612 RE: Gibson Residence — AS -BUILT OWS System, Gibson Residence, Hwy 133, Pitkin County, CO SE Job No. 22051.01 Permit Number: Parcel ID: Dear Nancy: Pursuant to requirements, this letter provides documentation that the new Onsite Wastewater System (OWS) recently installed is in general compliance with the permitted design. It is our understanding that you inspected the system prior to backfill. The system constructed on site was designed and built to serve the needs of the 4 -bedroom house. Sopris Engineering has performed visits to inspect and document the as built conditions of the constructed system. We have coordinated our efforts with the contractor that built the system. The as built conditions and installation of the new ISDS components is in compliance with the permitted design specifications for the system. The System was installed in accordance with Pitkin County Regulations; the design presented in the Sopris Engineering Report and the design drawings, dated June 11, 2002. A 2000 gallon dual compartment septic tank was installed with an Orenco Systems Inc., Advantex-AX-20 advanced treatment system. The infiltration field was constructed with a total of 48 chambers in a bed configuration with 8 rows with 6 chambers per row. The field has individual distribution lines to 4 pairs of chamber rows. A 4" perforated distribution line has been installed on the bottom surface of each chamber row to insure equal distribution of the treated effluent along the length of the rows. The infiltration bed grade is level. Inspection ports were installed on each end chamber of all rows. The maximum depth of the field from existing ground is approximately 24" deep. The chambers were installed in suitable soil consistent across the field. A 4 -port Orenco distribution box was installed with an insulated lid at the surface. Four individual distribution lines run from the D- box to 4 pairs of chamber rows in the field. The box was installed level on compacted ground. Water was added during inspection to insure level and equal distribution. The construction was completed utilizing specified materials installed according to design. The minimum setback distances have been maintained. Attached is an as -built drawing of the system. The absorption field maintains an offset of 12 feet from the existing ditch to the east of the field. The ditch has been rebuilt, with the installation of a 6" clay liner, from the point of diversion to the culvert entrance that is installed at least 50 feet downstream of the field. The existing well is 150 feet away from the infiltration field. The old septic tank has been thoroughly pumped, washed, filled with compacted earth and abandoned in place. OWS Operation and Maintenance All components of the engineered OWS shall be inspected on a regular basis and be properly maintained. The system and responsibility for repair and maintenance of the system will remain with the Lot Owner. The owner shall retain the services of qualified personnel to inspect the OWS and to perform all maintenance and repairs necessary to ensure that the system is in good operating condition and is in compliance with the manufacturers performance requirements. The operating components of the OWS will be inspected within 30 days of being placed into operation and thereafter every six months. The OWS should require minimal maintenance. Several factors influencing the need for maintenance include: actual wastewater flows versus design flows, the volume of kitchen/domestic waste (excludir. 502 Main Street • Suite A3 • Carbondale, CO 81623 • (970) 704-0311 • Fax (970) 704-0313 SoPRIS ENGINEERING ° LLC civil consultants Nancy Mackenzie SE Job No. 22051.01 October 29, 2002 Page 2 human waste and toilet paper), excessive household chemicals and other toxic liquids. The tank, dispersal field and other applicable treatment system components should be visually inspected bi-annually for debris, wear, damage, leaks, or other potential problems. In general, for a properly utilized system, septic tanks should be pumped and inspected every 2 - 4 years. The effluent filter should be cleaned every six months and at the time of pumping. Infiltration fields should be maintained with suitable cover and kept free of root invasiveplants. Positive surface drainage away from the infiltration field should be maintained. If you have any question or need any additional information, please call. Sincerely, SOPRIS ENGINEERING, LLC Paul E. Rutledge Design Engineer Cc: Mr. and Mrs. Gibson Steve Kennedy Pitkin County Environmental Health Department Contact Log Sheet jima,tonyf, EH sign -off To: @a,tonyf From: Nancy MacKenzie <nancym@ci.aspen.co.us> Subject: EH sign -off Cc: Bcc: Attached: Please sign EH off on building permit for 32 Avalanche Creek, Stuart Gibson residence. Thanks!! Printed for Nancy MacKenzie <nancym@ci.aspen.co.us> 1 Suzanne Wolff, Re: gibson residence - avalanche creek road To: Suzanne Wolff <suzannew@ci.aspen.co.us> From: Nancy MacKenzie <nancym@ci.aspen.co.us> Subject: Re: gibson residence - avalanche creek road Cc: Bcc: Attached: Thanks for the heads -up. I met Steve Kennedy and the engineer out there last week. They will have difficulty fitting in a septic probably anywhere because of having to meeting setbacks from all the water features --and the bigger house and bigger footprint. By our regs they cant build in the floodplain, but they could build a mound system above the flood plain At 04:55 PM 05/09/2002, you wrote: are you the one who has been dealing with james harris on their septic permit? if not, please pass this message along... i guess they have had difficulties accommodating the septic system within the envelope. he sent me a proposed location that is within the floodplain. while that may work from an engineering perspective, it is prohibited by the land use code. so i told him he would have to redesign in order to accommodate the system within the envelope. just wanted to pass this info along... thanks Printed for Nancy MacKenzie <nancym@ci.aspen.co.us> June 11, 2002 James Harris David Johnston Architects, PC 758 Main Street Carbondale, CO 81623 RE: Onsite Wastewater System Design — Gibson Residence, Hwy 133, Pitkin County, CO SE Job No. 22051.01 Dear Mr. Harris Pursuant to your request, attached herewith is a letter presenting our latest findings in regard to the feasibility of design and approval of an engineered Onsite Wastewater System (OWS) for the above referenced Site. An OWS to serve the needs for your proposed single familyresidential re -development of the site would include the installation of an Individual Sewage Treatment System (ISTS) which will be in compliance with State and County standards. Our design recommendations are based on our current knowledge of the site conditions with respect to information provided by others for use in supporting your application to Pitkin County. Several physical and regulatory constraints, clarified in a recent meeting on- site are addressed in our design. Our recommendations are feasible with respect to current and proposed land use, setback issues, utilities and preservation of existing vegetation. Our recommendations are in accordance with Pitkin County and the State of Colorado ISDS Regulations. It is our understanding that Pitkin County will allow development in the site envelope on the site and will permit a septic system if feasible under current accepted guidelines. We are including a detailed description of the system in this letter and have attached technical information and details as a part of our scope of work. Conclusions: We have reviewed the site plans, existing site features, performed site inspections and have discussed the limitations that exist with regard to construction of a conventional Individual Sewage Disposal System (ISDS). In addition we have met on site with Nancy MacKenzie, of Pitkin County, to discuss conceptual design issues. Based on recent evaluations and discussions we recommend a design that will incorporate all the OWS components in an area identified between the existing house and barn. This area has been evaluated by the Geotechnical Engineer for use as a dispersal field. Based on our findings we believe that the design and installation of an approved ISTS system is feasible in accordance with the Regulations of Pitkin County and the Statey Colorado. It is our understanding that the system will serve the needs of a residential 4 -bedroom, single-family home. Our design recommendations for an ISTS include the installation of a 2000gallon concrete septic tank equipped with an Orenco Systems Advantex AX -20 wastewater treatment unit installed per manufacturer standards. The treated effluent will discharge to a new -engineered bed type soil infiltration system. The soil dispersal system will accept the treated wastewater for infiltration into the ground through native soils. The system will meet or exceed all required standards and setbacks for an equivalent lined sand filter system, which does not rely on a soil absorption system for secondary treatment of wastewater. Our design recommendations are outlined below and delineated on the attached drawing(s). 502 Main Street - Suite A3 - Carbondale, CO 81623 - (970) 704-03119 Fax (970) 704-0313 SopRs1ENGINEERING 9 LLC civil consultants Site Location: James Harris SE Job No. 22051.01 June 11, 2002 Page 2 The subject site is situated on the Northeast corner of the confluence of Avalanche Creek and the Crystal River near Redstone, Colorado in Pitkin County. The site is situated in Section 21, T 9 S, R 88 W of the 6`" P.M. The developed portion of the Site comprises approximately 1 acre adjacent to the east bank of the Crystal River and the north embankment of Avalanche Creek at the confluence. The site is an existing residential property with existing infrastructure, a home and out buildings. Existing Site Conditions: The developed portion of the site contains a 0.71 -acre building envelope that, lies outside of the 100 -year - flood plain. The existing grade on site gently slopes to the north normal to the river gradient with a maximum relief of 10 feet. The site is vegetated with grasses, willows, cottonwood and spruce trees. The site contains an existing 3 -bedroom house, a barn, ponds and a landscaped area. The site is currently served by an ISDS system in which as built and/or permit information is undocumented. A cleanout has been identified on the site. It is reported that the system utilizes a conventional gravel and pipe absorption field with a 1000 -gallon septic tank. No problems with the existing septic system have been observed or reported. Water is supplied by an existing well, on the property next to the existing house on the property. The finished floor elevation for the current residence is 6779.4 feet (msl) and the nominal elevation of existing ground at the location of the proposed absorption system is 6770.0 +/- (msl). The base flood elevation, as delineated on FEMA mapping, is approximately 6766.0 +/- (msl). Review of the FEMA, FIRM map (panel 39 of 325, 08097C0039 C) dated June 4, 1987 indicates that the 100 -year base flood elevation at the site is 6675 feet (msl). Proposed Site Conditions: It is our understanding that you intend to remove the existing home and construct a 5000 S.F.+/-, 4 - bedroom, home. The proposed improvements will include a new OWS system with an advanced treatment unit. The site has an existing gravel surface turn around area that will be used as the infiltration field area. This area will be closed to any traffic or storage use and will be vegetated. Subsurface Conditions: A report which will include the results of the subsurface investigation and percolation tests conducted on May 16, 2002 by Hepworth-Pawlak Geotechnical, Inc. (Job No. 102 283) is still pending. The preliminary results indicate subsoil encountered at the site consists of nil to 2' feet of topsoil overlying gravel with cobbles and small boulders. No groundwater was encountered, at the time of the investigation, to a depth of 8 feet in the profile pit located in the vicinity of the proposed infiltration field. Percolation tests were conducted in two separate test holes located in the infiltration development envelope. The tests resulted in an average percolation rate of less than 10 minutes per inch. However the test result from test hole P-3 is not valid since the test hole was dug above an existing distribution line in sub drain backfill. The preliminary results indicate that based on the subsoil conditions and results of the test that the site might be suitable for infiltration of treated effluent in the infiltration field. Additional testing was requested by SE. James Harris SE Job No. 22051.01 June 11, 2002 Page 3 HP performed an additional subsurface investigation and percolation test on May 23 & 24, 2002. Another profile pit (Profile pit 2) and percolation test hole (Hole No. P-4) was excavated on May 23, 2002. The subsoil encountered in profile pit 2 consists of sandy gravel with scattered cobbles and small boulders. Groundwater was encountered, at the time of the investigation, to a depth of 8 feet in profile pit 2 located in the vicinity of the proposed infiltration field. The percolation test resulted in a percolation rate of 13 minutes per inch for Hole No. P-4. Additional testing in the proposed field area was requested by Pitkin County during a follow up inspection by Nancy MacKenzie on June 5, 2002. The additional percolation tests are to confirm the average percolation rate in the proposed infiltration field area based on 3 individual test holes. Pursuant to the County's request, attached are the results of the subsurface percolation tests conducted on May 8, 2002 by Sopris Engineering, LLC in 2 additional test holes with the proposed field area. The subsoil encountered in the percolation test holes is the same as in profile pit 2 and consists of 1/2 foot of topsoil or gravel fill overlying sandy, silty gravel with scattered cobbles below 2 feet. Groundwater was not observed in the shallow percolation test hole excavations. Groundwater was encountered in profile pit 2, at the time of this investigation, at a depth of 7.5 feet as measured consistently over a 2 -week period with the adjacent ditch running. Based on our observations we do not believe that the seasonal high ground water level would increase more than an additional 12 inches. Percolation testing, utilizing 2 additional test holes (P-5 & P-6), was performed to determine an average percolation rate along with the previous test performed by HP in the same area (Hole No. P-4). The fastest average test rate was 11 minutes per inch and the slowest average test rate was 14 minutes per inch. The average percolation rate is 13 minutes per inch and is suitable for a conventional type absorption system. System Sizing and Location Criteria The size of the OWS is based on the proposed 4 -bedroom residence with respect to the increased average daily flow, for homes greater than 2000 S.F., and the peaking factor required by Pitkin County. Pitkin County requires that the components of the system be contained within the boundaries of the approved building envelope, which cannot encroach into a designated 100 -year flood plain. The location of the proposed system within an existing gravel surfaced area offers the only feasible location with respect to current and proposed land use, setback issues, utilities and preservation of existing vegetation. In regards to setback issues the site is severely limited for feasibility of a conventional ISDS. Therefore an OWS with an advanced treatment system and other mitigation measures are proposed. These measures will allow for installation of a system within an envelope based on reasonable accepted setback distances to prevent any potential contamination from a conventional type system. Our engineered design systein utilizing -.a packaged treatment unit does not rely on a soil absorption system to treat the effluent therefore the risk of contamination is not a practical concern. Treated effluent is discharged to the ground via a soil infiltration system allowing the infiltration of treated effluent into the native soils. Therefore based on the design of the infiltration system, the high quality of effluent from the engineered advance treatment unit and evaluation of risk of contamination of surface and ground water, it is not necessary to add 8 feet additional distance for each 100 gallons of wastewater per day of design flow over 1,000 gallon per day as specified in Table R to prevent contamination. We do not anticipate any adverse effects from treated effluent being discharged in an infiltration system installed in this general area. tirrr � James Harris SE Job No. 22051.01 June 11, 2002 Page 4 The proposed infiltration field maintains a minimum 50 -foot setback from the Crystal River. The existing ditch will be lined or piped to prevent cross connection of waters and limit any potential artificial groundwater rise. A minimum 10 -foot setback will be maintained from the lined ditch. Basis of Advanced Sewage Treatment System Alternative The Department of Environmental Health through the Environmental Health Specialist, Nancy MacKenzie has performed site investigations and has observed existing site conditions, discussed the proposed development and has clarified certain physical and regulatory constraints that need to be addressed in the design. Her recommendations for continued review of the ISDS application included the inspection of soil profile pits, additional percolation test results and review of the revised geo-technical report, engineers revised field sizing calculations, and a revised engineered OWS designed to mitigate the compliance issues discussed pursuant to the Regulations. We understand that the county will accept our revised design for review and will grant approval for the system upon receipt and review. This report details the proposed OWS that is designed to mitigate hydro -geologic and construction site issues, discussed with Nancy Mackenzie, and other constraints contained in the Regulations. The primary issues discussed involved the design of a dispersal field, based on additional percolation testing that will insure equal distribution of effluent across the field installed in suitable soils with the infiltrative surface at least 4 feet above the estimated high ground water table. The design flow rate must be calculated as the volume based on a conventional system in Pitkin County. The infiltration field must be sized and designed based on a conventional absorption field. The proposed lined ditch must begin and end at a distance from the components of the system based on the base setback distances in Table II of the regulations. Design of the site's OWS is in accordance with the above referenced design recommendations and requirements. The Design includes the installation of an Orenco Systems, Inc., Advantex treatment system and an infiltration field for the discharge and polishing of treated effluent. Design Criteria: The proposed residence is a 4 -bedroom guesthouse. The design flow is calculated as follows: The new OWS shall be based on a minimum of 4 -bedrooms using an increased daily per capita usage rate of 100 gpd/person for a dwelling over 2000 S.F. and less than 6000 S.F. Residence unit - 4 bedrooms @ 2 person /bedroom = 8 person From the Pitkin County I. S. D. S. Regulation; Max. Design flow (Qd) _ # of people x 100(avg. flow gal/person/day) x 1.75 = gal/day Gallons per day for the subjept house = 100 gal/person/day Qd = 8*100*1.75 =1400 a James Harris SE Job No. 22051.01 June 11, 2002 Page 5 Septic Tank Design: Residence Q = 8*100*1.75 =1400 Volume (V) of tank = Design Flow * 1.25 (30 hour retention time) . / V = 1400 gal/day * 1.25 = 1750 gallons `� Use one double compartment, concrete 2000 -gallon septic tank. Treatment System Design With respect to effluent quality, maintenance and operation requirements, a compact recirculating trickling packed bed filter treatment system packaged in and on a new concrete septic tank is the preferred method of treatment. The Orenco Systems Advantex-AX-20 is a "State of the Art" pre -manufactured package system that provides economical, quiet, odor free operation that provides excellent wastewater treatment, which exceeds the requirements of the EPA for secondary wastewater treatment. Raw sewage inters a standard 2 -compartment septic tank for conventional primary treatment. Clear zone effluent is filtered and pumped to a distribution manifold in the Advantex filter pod via a pump/filter vault assembly installed in the secondary septic tank compartment. Effluent percolates down through textile media and is collected in the bottom of the filter pod. The vertical textile media provides approximately 20,000 SF of surface area for bio -mat attachment. The treated effluent is discharged out of the filter pod to a recirculating splitter valve (RSV) that, returns flow back to the septic tank during timed treatment cycles or allows discharge of treated effluent flow to the soil infiltration system. During periods of no sewage loading all of the discharge is returned to the tank for continuous treatment. The return flow is discharged back to the primary compartment for advanced nitrogen removal up to 85%. The Advantex recirculating pump typically runs only 90 minutes per day. The system shall be capable of producing effluent quality that exceeds the requirements of the US EPA for secondary wastewater treatment (30mg/L BOD and 30 mg/L total suspended solids). The Advantex AX -20 is designed to provide treatment resulting in effluent water quality parameter levels of 15 mg/L BOD and 15 mg/L TSS based on typical residential strength wastewater. Assuming an average BOD concentration of 150 mg/1 the unit will remove 90% of BOD and up to 85% total nitrogen removal. The Orenco Systems Advantex AX -20 is adequate to treat wastewater from an equivalent 6 -bedroom home utilizing a 2000 -gallon septic tank. James Harris SE Job No. 22051.01 June 11, 2002 Page 6 Soil Infiltration Field System Design The average slope in the infiltration field location, just south of the barn, is 2%. Based upon the revised percolation test rates and soil profile, we propose the installation of an infiltration bed in native soils. The size of the infiltration bed will be based on the standard absorption field equation using the average percolation rate of 13 minutes per inch. Based upon the design percolation rate, the standard absorption area equation is: A (SF) = Qd *(t)1where A = Area; Qd = Design flow (gal/day) . 5 t = time in minutes This design calculation results in a recommoded minimum absorption area: A = 1400 *(13), `� = 1010 sq. ft. 5 Apply a 30% reduction for utilizing gravelless infiltration chambers. 1010 x 0.7 = 707 sq. ft. Use 744 SF of bed area with gravelless chambers: Assumefoot wide by 6.25 -foot long chamber units. Assume 15.5 square feet per chamber. 707 sq.ft. = 46 chambers Use 48 chambers for 744 SF. 15.5 sq.ft/chamber We recommend using a bed system composed of 8 rows 37.5 feet long and 3 feet wide, containing 6 standard infiltration chamber units in each row. Excavate infiltration field to accommodate a maximum infiltrative surface depth 30 inches. This design is conservative based on the estimated recovery rate and the high quality of effluent applied to the bed. We do not anticipate that a conventional bio mat will form on the infiltrative surfaces. The bed will provide a means for achieving tertiary treatment (polishing). Based on the average percolation rate of the receiving soils and the absence of a conventional bio -mat on the infiltrative surfaces in the field we estimate that the long-term recovery rate of the daily peak loading will be less than 3 hours. The field area will be adequate to maintain long term acceptance of the treated effluent. The chamber units may be installed over the approved native soils. Effluent Distribution System A gravity distribution system will be utilized to transport effluent from the new septic tank and treatment system and to the infiltration field's leaching chambers. An effluent filter pump system vault will be installed in the secondary compartment of the septic tank to circulate filtered effluent through the packed bed filter treatment media above the tank, which will greatly reduce the biological loading to the infiltration field. An automatic float operated discharge valve opens per demand to allow treated effluent to be discharged to the field. A 4" effluent discharge line will discharge effluent to a distribution box James Harris SE Job No. 22051.01 June 11, 2002 Page 7 installed near the down -gradient infiltration bed field. The effluent will be equally distributed from the distribution box through 4 individual discharge pipes to each pair of chamber rows in the system. The discharge pipes will connect to a tee at the head of each chamber row pair. A perforated distribution pipe will be installed to run the length of the individual rows with the perforations oriented downward. An inspection port should be installed on the top mid -point cut out on the corner end chambers in each row and on alternate ends in the middle rows. This will allow for checking the performance of the system over time. OWS Operation and Maintenance All components of the engineered OWS shall be inspected on a regular basis and be properly maintained. The system and responsibility for repair and maintenance of the system will remain with the Lot Owner. The owner shall retain the services of qualified personnel to inspect the ISTS and to perform all maintenance and repairs necessary to ensure that the system is in good operating condition and is in compliance with the manufacturers performance requirements. The operating components of the ISTS system will be inspected within 30 days of being placed into operation and thereafter every six months. Attached is a copy of a maintenance agreement with SCG Enterprises the company that will install the system. The OWS should require minimal maintenance. Several factors influencing the need for maintenance include: actual wastewater flows versus design flows, the volume of kitchen/domestic waste (excluding human waste and toilet paper), excessive household chemicals and other toxic liquids. The tank, dispersal field and other applicable treatment system components should be visually inspected bi-annually for debris, wear, damage, leaks, or other potential problems. In general, for a properly utilized system, septic tanks should be pumped and inspected every 2 - 4 years. The effluent filters should be cleaned every six months and at the time of pumping. Infiltration fields should be maintained with suitable cover and kept free of root invasive plants. Positive surface drainage away from the infiltration field should be maintained. Attached are an ISDS and Advantex operation and maintenance guide. Construction and Inspections Prior to construction of the permitted system the engineer should be contacted by the contractor and owner well in advance to provide adequate time to discuss the system components with the contractor, answer questions, resolve any conflict issues and schedule inspection site visits based on construction progress. County Regulations require that the Design Engineers of record perform site inspectioA of the permitted system during construction and provide "As -Built' documentation of the installed system to the County after construction is complete. The Regulations further require site inspections and approval by the County Environmental Health Department of the exposed components of the system prior to backfilling. Therefore the County Environmental Health Department should also be contacted and notified of the construction schedule. General Notes: James Harris SE Job No. 22051.01 June 11, 2002 Page 8 1) All materials and installation practices shall conform to the Pitkin County Individual Sewage Disposal Regulation and the conditions of the permit. 2) All sewer lines and distribution lines in the system shall be 4" Schedule 40 or SDR -35 PVC unless specified otherwise on the plans. 3) Add a two-way clean out on the service line from the house. 4) The system shall be plumbed to distribution effluent into the beds with equal distribution. 5) The contractor shall ensure that the concrete septic tank and sewer lines are watertight. 6) The beds shall be installed in accordance with the design detail drawings and notes. 7) The infiltration field must be covered with vegetative ground cover, must be protected to prevent damage from vehicular or livestock traffic and must be crowned to divert drainage runoff away from the trenches to minimize surface infiltration. 8) The treatment unit shall be installed in accordance with the manufactures specifications and installation guidelines by qualified personal (SCG Enterprises, Inc.). Our design and recommendations are based upon data supplied to us by others. If subsurface or site conditions are found to be different from those presented in this report, we should be notified to evaluate the effect it may have on the proposed OWS. If the County Environmental Health Department requests changes or modifications to this design, we should be contacted to evaluate the effect on the OWS. If you have any question or need any additional information, please call. Sincerely, SOPRIS ENGINEERING, LLC Paul E. Rutledge Cc: Steve Kennedy SOPRIS ENGINEERING, LLC. SOIL PERCOLATION TEST RESULTS JOB NAME: Gibson JOB NUMBER: 22051.01 DATE OF TEST: 6/8/2002 Test performed by SE on 6/8/02 PER HOLE NO. HOLE DEPTH TIME WATER DEPTH WATER LEVEL PERCOLATION AVERAGE INTERVAL INTERVAL INTERVAL LEVEL RATE PERCOLATON BEGIN END DROP RATE in min in in in min/in min/in P-5 24 10 9 7 2.00 5 10 7 5 1 /2 ------------------- 1.50 -------------------------------------- 7 water added ---------------------------------- 10 9 7 1/2 1.50 -------------------------------------- 7 ----------------------------------- 10 7 1/261/2 ------------------- 1.00 10 water added --------------------------------- 10 9 ------------------- 7 7/8 -------------------------------------- 1.13 ------------------- 9 ------------------ -------------- 10 ------------------ 7 7/8 ------------------- 6 7/8 1.00 10 106 7/8 6 0.88 11 --------------------------------- 10 6 ------------------- 51/8 -------------------------------------- 0.88 11 11 P-6 30 ------ 5-3/4------ I -------1.25------- 8 -------10-------------7---------- 10 53/4 43/4 1.00 10 10 4 3/4 4 0.75 -------------------•------------------ 13 water added ----------------------------------- 10 7 ------------------- 53/4 ----------- 1.25 --------- 8 ------------------ ------10 -------------5 10 ------------------ 5 3/4 5------- 0.75 13 10 5 4 1/4 0.75 13 •--------------- 10 ----------------------------------------------------------•------------------ 41/4 3 5/8 0.625 16 14 P-4 31 10 ----------------------------------- See HP Results in May 29 ------2 ------------------- Report----------- ------------------- -------------------------------------- ------------------ ------------------- ---------------- ----------------------------------- ----------------------------------- ------------------- ------------------- ------------------------------------------------------------ ------------------- --------------------- ;- erra ----eb--- Y --H-P- Av 13 Combined Average I I 1 1 13 Note: Percolation test holes had been dug and soaked by the client prior to our testing. Percolation test were conducted on May 8, 2002. The average pecolation rates in each hole were based on the last 3 readings of each test. The average percolation rate for the field. is based on the combined average of the average percolation rate of each hole. iddo Ilk., May 29, 2002 HepvA%od-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax: 970-945-8454 hpgeo@hpgeotech.com David Johnston Architects Attn: James Harris 758 Main Street Carbondale, Colorado 81623 Job No. 102 283 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Addition, 32 Avalanche Creek Drive, Pitkin County, Colorado Dear Mr. Harris: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and percolation test for foundation and septic disposal designs at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated April 16, 2002. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Evaluation of potential geologic hazard impacts on the site is beyond the scope of this study. Proposed Construction: The proposed addition will be 1 and 2 story wood frame and log construction above a crawlspace and located on the south side of the existing residence as shown on Fig. 1. The existing residence is one story wood frame construction above a crawlspace. Cut depths are expected to range between about 3 to - 4 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. The septic disposal system is proposed to be located downhill and north of the residence. The proposed addition will extend over an existing irrigation ditch and pond. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The site is located on the east side of Highway 133 at the confluence of Avalanche Creek and the Crystal River. The ground surface in the building area i& - gently sloping down to the west. Vegetation consist of evergreen and aspen forest with a ground cover of grass and weeds. There is an active irrigation ditch uphill and east of the building area and a pond south of the building area. The pond was nearly dry at the time of our field work. The pond bottom is about 4 feet below the addition area. The Crystal River water elevation is about 10 to 12 feet below the addition area. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the building area and two profile pits in the septic disposal area at the approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about 1 to 11/� feet of topsoil, David Johnston Architects May 29, 2002 Page 2 consist of sandy gravel with cobbles and boulders. About 5 feet of fill material and a foundation subdrain was observed in Pit 2. Results of a gradation analysis performed on a sample of the natural sandy gravel (minus 6 inch fraction) obtained from the site are presented on Fig. 3. No free water was observed in Pit 2 or Profile Pit 1 at the time of excavation. Free water was encountered in Pit 1 at 3 feet and Profile Pit 2 ans 8 feet. Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil designed for an allowable soil bearing pressure of 3,000 psf for support of the proposed addition. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Loose and disturbed soils and existing fill encountered at the foundation be level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural soils. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 42 inches below the exterior grade is typically used in this area. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 10 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 45 pcf for the on-site soil as backfill. Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. 4-1 All fill materials for support of floor slabs should be compacted to at least 95 % of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on-site soils devoid of vegetation, topsoil and oversized rock. Underdrain System: Free water was not encountered in Pit 2 during our exploration but was observed in Pit 1 and Profile Pit 2. The site is located below an unlined irrigation ditch and at the confluence of Avalanche Creek and the Crystal River and has the potential for high groundwater. We recommend below -grade construction, such as H -P GEOTECH G -- David Johnston Architects May 29, 2002 Page 3 retaining walls and crawlspace areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1 % to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2 % passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 11/a feet deep. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the addition has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95 % of the maximum standard Proctor density in pavement and slab areas and to at least 90 % of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2 feet of the on-site, finer graded 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 6 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Percolation Testing: Percolation tests were conducted on May 17, 2002 to evaluate the feasibility of an infiltration septic disposal system at the site. One profile pit and three percolation holes were dug at the locations shown on Fig. 1. An additional _Profile Pit (Profile Pit 2) and percolation test hole (P-4) were excavated on May 23, 2002. Percolation test P-1 through P-3 were conducted on May 17, 2002 and percolation test P-4 was conducted on May 24, 2002. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe pits and were soaked with water one day prior to testing. The soils exposed in the percolation holes are similar to those exposed in the Profile Pits shown on Fig. 2 and consist of sandy gravel with cobbles and boulders. The percolation test results are presented in Table I. Based on the subsurface conditions encountered and the percolation test results, the tested area may be suitable for a conventional infiltration septic disposal system. The site could be H -P GEOTECH G David Johnston Architects May 29, 2002 Page 4 impacted be seasonal high groundwater. Pitkin County requires that a civil engineer should design the infiltration septic disposal system. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Fig. 1, the proposed type of construction and our experience in the area. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance, please let us know. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Louis E. Eller Reviewed by: Daniel E. Hardin, P. 24443 LEE\ksw attachments cc: Sopris Engineering �l►Q��II 0 H -P GECTECH APPROXIMATE SCALE 1"=50' EXISTING BARN/ADU P PROF��ILE ,6770 P�� PIT 2>♦ 6775 / 6780 p � / � � 6785 0� PROFILE / PIT 1 / PIT 2 '\ F. QP i `AP 1 / EXISTING R�E\SIDENC? 6770 EXISTIN POND •-P-R-OPOSED•-•*-- . / - PIT 1 EXISTING IRRIGATION / DITCH 6785 Avg` Agcy _ C'QEEK j HEPWORTH—PAWLAK LOCATION OF EXPLORATORY PITS Fig 1 I 102 283 GEOTECHNICAL, INC. I AND PERCOLATION TEST HOLES PIT 1 i 2 PROFILE PIT 1 . ..JFILE PIT 2 ELEV.= 6772' ELEV.= 6771' ELEV.= 6771' ELEV.= 6770' 1 10 10 LEGEND: r� TOPSOIL; sandy silt, organic, moist, dark brown. FILL; silty sard and gravel, loose to medium dense, moist, dark brown to black, scattered VN trash and debris. Foundation subdrain encountered at 4 feet. aa. GRAVEL (GM); sandy, silty, with scattered cobbles, dense, moist, light brown, rounded rock. GRAVEL (GM -GP); with cobbles and small boulders, sandy, slightly silty, dense, moist to wet, 000 0• brown, subrounded rock. Disturbed bulk: sample. — Free water level in pit at time of excavating. Encountered in Pit 1 and Profile Pit 2. NOTES: 1. Exploratory pits were excavated on April 24, 2002 with a backhoe. Profile Pit 1 and percolation holes P 1 to P3 were excavated on May 16, 2002 and Profile Pit 2 and P 4 were excavated on May 23, 2002 with a backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features on the site plan provided. 3. Elevations of the exploratory pits were obtained by interpolation between contours on the site plan provided. 4. The exploratory pit locations and elevations should be considered accurate only to!'the degree _implied by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual. 6. Water level readings shown on the logs were made at the time and under the conditions indicated. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: +4 = Percent retained on No. 4 sieve -200 = Percent passing No. 200 sieve 102 283 HEPWORTH—PAWLAK LOGS OF EXPLORATORY PITS Fig. 2 GEOTECHNICAL, INC. 0 0 o a. o D.P °�• �• I ob .a. —_ 0�• +4=87O,..Q. LLe —200=2 ��• _ 5 o0c. 5 �a .a Q• °�•°o° :• ° QDQ4• °Q••Oe 1 10 10 LEGEND: r� TOPSOIL; sandy silt, organic, moist, dark brown. FILL; silty sard and gravel, loose to medium dense, moist, dark brown to black, scattered VN trash and debris. Foundation subdrain encountered at 4 feet. aa. GRAVEL (GM); sandy, silty, with scattered cobbles, dense, moist, light brown, rounded rock. GRAVEL (GM -GP); with cobbles and small boulders, sandy, slightly silty, dense, moist to wet, 000 0• brown, subrounded rock. Disturbed bulk: sample. — Free water level in pit at time of excavating. Encountered in Pit 1 and Profile Pit 2. NOTES: 1. Exploratory pits were excavated on April 24, 2002 with a backhoe. Profile Pit 1 and percolation holes P 1 to P3 were excavated on May 16, 2002 and Profile Pit 2 and P 4 were excavated on May 23, 2002 with a backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features on the site plan provided. 3. Elevations of the exploratory pits were obtained by interpolation between contours on the site plan provided. 4. The exploratory pit locations and elevations should be considered accurate only to!'the degree _implied by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions may be gradual. 6. Water level readings shown on the logs were made at the time and under the conditions indicated. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: +4 = Percent retained on No. 4 sieve -200 = Percent passing No. 200 sieve 102 283 HEPWORTH—PAWLAK LOGS OF EXPLORATORY PITS Fig. 2 GEOTECHNICAL, INC. HOLE NO. P-1 P-2 P-3 Test was conducted in subdrain backfill. P-4 HEi . JORTH-PAWLAK GEOTECHNICA�INC. TABLE 1 PERCOLATION TEST RESULTS JOB NO. 102 283 HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN.(INCH) 31 10 water added 11 7 4 15 7 43/4 2 1/4 43/4 21/4 2 1/2 11 10 1 10 9 1 9 8 1/2 1/2 8 1/2 73/4 3/4 7 3/4 7 3/4 31 10 43/4 33/4 1 60 3 3/4 3 1/2 1/4 3 1/2 3 1/2 0 3 1/2 3 1/2 3 2 1/2 1/2 2 1/2 2 1/4 1/4 2 1/4 2 1/4 0 2 1/4 2 1/4 33 10 water added water added water added,2 water added, 2 water added,2 water added,2 water added,2 5 3/4 41/4 5 1/2 21/2 3 6 1/2 5 1/2 5 0 5+ 5 0 5+ 5 0 5+ 5 0 5+ 4 0 4+ 31 10 water added water added 6 3 1/2 i4 2 1/2 13 6 1/4 4 1/2 1 3/4 41/2 31/4 1 1/4 3 1/4 2 1 1/4 7 5 1/2 1 1/2 5 112 43/4 3/4 43/4 I 4 3/4 4 3 1/4 314 I Note: The average percolation rata is based on the last three readings of each test. °a\ rn '/ , a/ — , �• / l /ice/.r / / z/ ,�' � — m/�� i V+si ` o 112. 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LOCATION OF (IN \\�\ \ GENERALTRENCHES ARE WITHIN THE LOCATION 1 inch 20 ft SHOWN AN MEET ALL COUNTYSETBACK = M of REQUIREMENTS. THE SYSTEM IS PLUMBED FOR EQUAL DISTRIBUTION. THE CHAMBERS IN EACH BED ARE \ \ 2h \\ INSTALLED AT LEVEL GRADE. o \ / W \ APPROXIMATE ELEVATIONS a \ tri ^ o v \ \\ \\ oz INLET INVERT EL=6769 N e nH_`^ \ \ \ \\ \\ �s BOTTOM TRENCH EL=6768 INSTALLED MINIUMUM 36" DEEP RISERS 0\ SEPTIC TANK ACCESS OPENINGS FOR ACCI TO TANK AND SYSTEM COMPONENTS ALi \ RISERS HAVE APPROPRIATE INSULATED L)L -S' \ Tr \ THE SURFACE. P INSTALLED 2 -COMPARTMENT 2000 GF 47 DI fRiBUTTIOIy\ \ \ �F CONCRETE SEPTIC TANK WITH AN OR[ L JNE`IZ ST9��TRENtOUEOSN �Q\ \ \ \ \ Oe \ SYSTEMS ADVANTEX AX -20 TREATMEI \ \\ \ C IN\U$ED RO{� SPIJTTF� \ \ \ \ \ e�2) 110 P' RTV(TYP. EC� \�\i� S'EER S N\D INRF� \ \ \ \ 9?r \CCES:S���TO RFA(`�S\ \ \ a \\ \\ \ 4' IA. SOLID VC H DER PIP SCH ULE 40 TYP RR92 .�0, F \ \� EE \ /4' ISCHARGE LINE/ EPTIC ENVELOENVELOPE G/ / e�'�� X/ 3,5T• " S8156.44•E \ ^ 0 \ \ LPO AGE LINE _ _ 24.53' \ \ X863 \ HOUSE // TWO—WAY OUT ` \\ / \o> m CD EXISTING WELL POTENTIA \ \ REPLACEMENT LOCATION TO BE DETERMINED It l \ PROPOS-D HOUSE \ / \ \ \\ \ \ o ° / 4 -BEDROOM D 0 T CROWN FIELD TRENCH TO ovv un umcn auu roc DIVERT SURFACE WATER VEGETATIVE COVER TOPSOIL 4" MIN. INLET_ 4" FROM SOLID PVC DISTRIBUTION PIPE UNDISTURBED 12"-24" \EARTH \` • � FILTER FABRIC \ 1 " SCREENED -BACKFILL--/ MIRAFI N-140 / ` \ � NATIVE S0111 AND USE LEVELING COARSE GRAVEL NG -T TO SCREENED BACKFILL EXCEED 2-1/2 DIA. NATIVE SOIL AND / NEEDEDNLESS RAVEL N is GRAVEL NOT 2" \ \ //\ �\ DIAMETER WITH FINES / EXCEED 2TAND DIA. LESS THAN 4% CENTER CUTOUT-- STANDARD INFILTRATOR VARIES PER # OF NATIVE GRAVEL SOIL SCARIFY/TILL BOTTOM SURFACE TO CHAMBER ROWS T A DEPTH OF 3" AND RAKE LEVEL NOTE: ALL ROWS OF INFILTRATORS IN A BED MUST BE LEVEL. MAXIMUM DEPTH OF BEDS NOT TO EXCEED 36". INLET AND 12' (MIN.) END CAPS ARE TO BE INSTALLED ON EACH END INFILTRATOR CHAMBER RESPECTIVLEY. INSTALL 4" OR 2" PERFORATED PIPE ALONG THE ENTIRE LENGTH OF EACH ROW OF CHAMBERS. PIPE TO BE INSTALLED ALONG THE BOTTOM SURFACE OF THE BEDS WITH THE ORIFICES POINTED DOWNWARD. INSTALL A 4" VERTICAL INSPECTION RISER FROM THE CENTER CUT OUT ON I�LulTrr—nn I�Inntiulll� =nm.uu nn'Tw _ nn �LR11� rlllll�. X1111 .� N�muuLlur�urslna CHAMBERS UNDISTURBED SOIL THE TOP OF THE LAST CHAMBER IN EACH ROW. SOLID 4" PVC--" DISTRIBUTION PIPE CROSS—SECTION STANDARD CAPACITY PLAN VIEW STANDARD CAPACITY LEACHING CHAMBER SYSTEM LEACHING CHAMBER SYSTEM NOT TO SCALE NOT TO SCALE INFILTRATION CHAMBER BED SYSTEM N.T.S. OF 1/16 I �cr 29 ycv ti0 ham, I I I I � '00 z \ / ae"�e 01000 '0 fe p A/t "at e0U Bk�)'o i 9,9, Y 4" DISTRIBUTION GRAVITY LINE SOLID PVC GRAVITY FROM SEPTIC TANK VINERY IN DISTRIBUTION LATERALS (TYP.) TO ABSORPTION MOUND FLOW SPLITTER BASIN DETAIL ADVANTEX TREATMENT SYSTEM NOTES: 1. EFFLUENT TO THE TANK WILL BE TREATED WITH AN ORENCO SYSTEMS INC. ADVANTEX AX -20 TREATMENT UNIT. THE UNIT IS A RECIRCULATING TEXTILE FILTER INSTALLED WITH THE SEPTIC TANK. THE ADVANTEX AX -20 IS DESIGNED TO PROVIDE TREATMENT RESULTING IN EFFLUENT WATER QUALITY PARMETER LEVELS OF 15 mg/I BOD AND 15 mg/I TSS BASED ON RESIDENTIAL STRENGTH WASTEWATER. 2 THE ADVANTEX TREATMENT SYSTEM SHALL BE INSTALLED IN ACCORDANCE WITH THE MAUNUFACTURES SPECIFICATIONS AND INSTALLTION GUIDELINES BY SCG ENTERPRISES, INC., AN APPROVED INSTALLER. 3. THE TREATMENT SYSTEM SHALL BE INSPECTED ON A REGULAR BASIS AND BE PROPERLY MAINTAINED. OWNERSHIP OF THE SYSTEM AND RESPONSIBILITY FOR REPAIR AND MAINTENANCE WILL REMAIN WITH THE OWNER. THE OWNER SHALL RETAIN THE SERVICES OF QUALIFIED PERSONNEL TO INSPECT THE ISTS'S AND TO PERFORM ALL MAINTENANCE AND REPAIRS NECESSARY TO ENSURE THAT THE SYSTEM IS INSTALLED PROPERLY, IS IN GOOD OPERATING CONDITION AND IS IN COMPLIANCE WITH THE MANUFACTURES PERFORMANCE REQUIREMENTS. ►dvanTei'' Treatment System A 20 Series - Mode 3a Filtrate Return Line Discharge Filtrate Inlet y Inlet Recirculating Splitter Valve (RSV) with Quick Disconnect Slope (min. 1/8"/ft:) INSPECTION PORT W/_ CAP_ (NO GLUE)_ DISTRIBUTION BOX LID AT GROUND SURFACE PERFORATED RISER N.T.S Discharge Filtrate Inlet �57F— g0" TWO WAY CLEAN OUT PROPOSED GRADE— ADVANTEX AX -20 TREATMENT SYSTEM RECIRCULATING PUMP/FILTER A`SSEMB VAULT AdvanTex --FLOW SPLITTER BASIN \--EFFLUENT DISCHARGE LINE AT MINIMUM 1% SLOPE DISTRIBUTION LINES AT MINIMUM 1% SLOPE Top View AdvanTex Fitter _ 2" Dia. Vent Dia. PVC Riser/Lid 2 Compartment Tank ` Biotube® Pump Package Side View EXISTING GRADE PROPOSED BUILDING FINISH FI OOR —EFFLUENT DRAIN LINE AT MINIMUM 2% SLOPE ULATING SPUTTER VALVE LINE CROSS SECTION SYSTEM DETAIL N.T.S. 20051AB-OWS.DVJG 10/28/02 ISDS SYSTEM NOTES 1. ADD A TWO-WAY CLEAN OUT ON THE SERVICE LINE FROM THE HOUSE. 2 ALL MATERIALS AND INSTALLATION SHALL CONFORM TO PITKIN COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM (RSDS) REWLATION3. 3. ALL SEWER LINES TO BE SDR -35 OR SCHEDULE 40 P.V.C. RPE UNLESS NOTED OTHERWISE 4. THE CONTRACTOR SHALL ENSURE THAT THE SEWER LINES AND SEPTIC TANKS ARE WATERTIGHT. ALL PLUMBING FIXTURES SHALL BE INSTALLED AND MAINTAINED TO AVOID EXCESSIVE WATER ENTERING THE SEPTIC SYSTEM. 5. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL UTILITY COMPANIES FOR FIELD LOCATIONS OF URUTIES PRIOR TO CONSTRUCTION AND EXCAVATION. 6. THE DISPERSAL TRENCHES MUST BE MARKED AND PROTECTED TO PREVENT DAMAGE FROM VEHICULAR AND LIVESTOCK TRAFFIC. 7. THE TANK SHALL BE INSTALLED LEVEL ON COMPACTED EARTH. INSTALL WATERTIGHT RISERS AS NECESSARY TO BRING ALL REWIRED ACCESS POINTS TO THE FINISHED SURFACE GRADE. INSTALL THE PRETREATMENT COMPONENTS TO BE EASILY INSPECTED AND ]MAINTAINED FROM THE TANK RISERS AND ACCESS LIDS. THE SEPTIC TANK TO BE INSTALLED 3 FEET BELOW GRADE IF FEASIBLE TO ACCOMODATE STANDARD 3 FOOT RISERS OR MOUND EARTH AROUND RISERS AND ADVANTEX PODS TO INSURE INSULATION FOR GOLD COMATE APPLICATIONS. 8. THE ENTIRE INFILTRATION BED SURFACE MUST BE REVEGATATID. 9. THE INFILTRATION BED SURFACES MUST BE CROWNED TO DIVERT SURFACE DRAINAGE AWAY FROM THE TRENCHES TO. THE -DIMENSIONS SHOWN ON THE PLAN INDICATE MINIMUM AREA AND SEPARATION DISTANCES FOR THE BEDS. 11. THE LEACHING CHAMBERS SHALL BE INSTALLED IN A LEVEL BED. 12. THE MINIMUM COVER OVER THE TOP OF THE INFILTRATION FIELD CHAMBERS SHALL BE 10 INCHES NOT TO EXCEED 24 INCHES3, THE BED CHAMBERS WILL BE BACKFILLED W TH NATIVE AND IMPORTED MATERIAL FROM THE EXCAVATION VOID OF ROCKS, THE BACKFILL MATERIAL SHALL NOT EXCEED 2 1/2' DIAMETER AND SHALL BE PLACED TO AT LEAST 6 INCHES ABOVE THE TOP OF THE CHAMBERS. THE SCREENED BACKFILL SHALL BE COVERED WITH FILTER FABRIC. A MINIMUM 4- DEPTH OF TOPSOIL IS TO BE PLACED ABOVE THE BACKFILL TO THE SURFACE. THE TRENCH BOTTOM SHALL BE SCARIFIED IF SMEARING OCCURS. 14. VERTICAL INSPECTION PORTS SHALL BE INSTALLED FROM THE CENTER PRE MARKED HOLE ON THE TOP OF THE BED END CHAMBERS. (TYP. ENDS OF EACH ROW) 15. ALL INSTALLATION OF CHAMBERS SHALL BE IN CONFORMANCE WITH THE MANUFACTURES INSTALLATION INSTRUCTIONS. 16. ISTS SYSTEM TO BE INSTALLED AND CONSTRUCTED TO MEET NSF -40 CLASS i STANDARDS OR ENGINEERED EQUIVALENT. �Mllillai End View GENERAL NOTES: 1. THE OWS SYSTEM AS SHOWN ON THE PLAN AND THE DETAILS WERE DESIGNED BY SOPRIS ENGINEERING. THE PROPOSED HOUSE, DRIVEWAY WAS PROVIDED BY_DAVID .JOHNSTON ARCHITECTS-Pr----THE-EXISTING-LAC CONDITIONS. CONTOURS, SURVEY INFORMATION AND PROPOSED BUILDING ENVELOPE WAS PROVIDED BY DAVID JOHNSTON ARCHITECTS, PC. 2. THE CONTOUR INTERVAL ON THIS MAP IS 1 FEET. N0.1 DATE I REVISION STATE HIGHWAY 133 PITKIN COUNTY, COLORADO GIBSON RESIDENCE AS—BUILT OWS VIL CONSULTANULTAN T OPTICS ENGINEERING, LLC. SITE PLAN AND DETAILS 502 MAIN STREET, SUITE A3 DES. PER CK. YTN FILE N0. SH CARBONDALE, CO 81623 (s7o) Toa—o311 DR. PER DATE To/zfi/oz 22051.01 OF m 1 1