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Home My WebLink AboutPitkin.EH.264326301010 (2016)1TKIN COUN'I 4SITE WASTEWATER TREATk. _NT SYSTEM (OWTS) CONSTRUCTION PERMIT 76 Service Center Rd° Aspen, CO • 81611 Phone: 970.920.5070 Fax: 970.920.5374 Permit #: 0042.2016.POWT Parcel ID #: 2643-263-01-010 Permit Issued: ®NEW REPAIR REMODEL/ADDITION TANK ONLY FIELD ONLY AMENDMENT Owner(s): Blaine and Alexa Wesner Property Address: 230 Buchanan Drive Legal Description: Lot R-3, Starwood Size of Lot: 2.15 Size of Buildina: Acres 8867 ft2 Sq. Ft Detached Accessory Unit Size of Accessory This system is designed to serve 5 bedrooms Designed By Phone #: Fax #: SGM 970-945-1004 Project #: Mailing Address Email Address Perc Rate: .15 LTAR Profile Hole Depth: 8' Minimum Tank Capacity: 2000 gallons YES ®NO 2015-309.003 Dated: 118W 6th St, Ste 200, Glenwood Depth to Groundwater or Minimum Absorption 4000 ft2 Permit Conditions: Sq. Ft. 11 /4/16 rings 8' 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 2 1500 gallon 2 compartment tanks with AX20 pods for TL2 quality effluent. Effluent will gravity flow to a 500 gallon dosing tank with an Orenco duplex pump system to pressure dose to an ADV (automatic distributing valve. The ADV will pressure dose 5 zones, each consisting of 2, 27 chamber trenches for a total of 10 trenches. Each trench will have a ball valve installed at the end for flushing. Each trench will have a 2" PVC pipe with 1/8" holes drilled upwards with ever 5th hole downwards for drainage. All tank risers must be accessible from grade. 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 manufacturers 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 has commenced. An "as -built" drawing must sub fitted and approved by EH before final approval of the system will be issued. Issued By, Installer: _ License # Date: = Expires: Reactivation Authorized by: Final Approval Issued By: Date: New Expiration Date: E—] FeePaw 0{txw ONSITE WASTEWATER TREATMENT SYSTEM (OWTS) CONSTRUCTION PERMIT APPLICATION 76 Service Center Rd, Aspen, CO -81611 Phone. 970.920.5070 Fax: 970.920.5374 Parcel ID# (available from We Pitkin County Assessor's Office 2q - e:)1 0 970-920-5160 or at Purpose of Permit: [KEW REPAIR DUE TO FAILURE REMODEL/ADDMON El TANK ONLY FIELD ONLY Cost of System Repair or RemodeVAddition (approximate): Prope_rty Address: Lot: Block'. Filing: Subdivision: n'TA&w o0b Property Owner(s)*: email Address: 91-A="1,*- ALF-X-A---WF,5-#JZA— owner's Mailing Address: City, State, Zip: Home Phone: Business Phone: contact information must be provided for the owner signing this application Primary Contact Person/Applicant (if not owner): Company: L. ArN t3 -v 4/Z O(A 6 HT1411JSAj'kA t Contact/Aqltcant Mlifing Address: city, State, Zip: Cell Phone: Business Phone: 1-14-0 - 1-16,11- 1 - iF Fax Number: Email Address: Building Permit # (if applicable): Lot Size (in acres): Size of B88Guilding (square feet): Number of Potential Bedrooms: 4- 7ADetachedAccessoryUnit? YES 9 0 Size of Accessory Unit (square feet): Number of Potential Bedrooms in ., Fixture List for the Accessory Unit: Water Source: E] PRIVATE WELL SURFACE WATER SPRING 52r-OMMUNITY/PUBLIC WATER SMEM Name of Community/Public Water System (if applicable): Cs —S)tA e-'rje- 0 Engineer. Firm: Job Number: Phone Number: Fax Number'. 11-11 y a I -r- 34`l. 0 0 3 `t-10 X00* 9 T -t Mailing Address: City, State. Zip: PLEASE READ BEFORE SIGNING: I certify that the above Information is complete and accurate and that I have provided complete and accurate Information In all of the documentsincludedinmy application package. I acknowledge that EHINR may revoke any permit I am issued if my application is found to contain anyInaccurate, false, or misleading information. I understand that no construction may be undertaken on an OWTS until an OWTS Construction Permit is Issued. Fee & Receipt #: Date: G:\OWTS March 8, 2008 NEW REGSWff" - Admin\forms \OWTS Const Forms OWTS construction permit application.xIs LipdateT 10/7/08 x`'1220/6, P 0 1 BSGM www.sgm-inc.com SGM Project # 2015-309.003 November 4, 2016 Kurt Dahl 76 Service Center Road Aspen, CO 81611 Subject: OWTS Design 230 Buchanan Drive Aspen, CO 81611 Mr. Dahl, SGM has prepared an Onsite Wastewater Treatment System (OWTS) design for the subject site at 230 Buchanan Drive (Lot R-3, Starwood Subdivision, parcel #264326301010). The design was prepared for OWTS Construction Permit submittal to Pitkin County. SITE CONDITIONS The subject site is a 2.150 acre lot. The proposed construction is an 8,867 square foot, 5 -bedroom, single-family residence. The site is located in an area where an OWTS is required. The site of the proposed OWTS soil treatment area (STA) slopes at approximately 20% to the southwest (linear concave), and is located on the shoulder of a glacial bench. The soils in this area are generally clay loam with many cobbles and boulders. The NRCS classifies the soil as Empedrado Loam. The site elevation is 8,350 feet above sea level (NAVD 88). The proposed STA site has been historically used as a pasture. Site features that will require setbacks include an existing domestic water supply line (believed to be located within an existing 30 -foot wide easement), two ditches and a pond, three proposed drywells, the proposed single-family residence, and the property boundaries. There are no existing structures or wells on the parcel. The site is served domestic water by the Starwood Subdivision municipal water supply. Pitkin County Health records were reviewed to determine the location of the OWTS on the adjacent Lot R- 2. The neighbor's OWTS is approximately 220 feet from the proposed STA. The upper ditch will be lined within 100 feet of the STA, reducing the setback requirement to 10 feet. Historically this ditch has conveyed irrigation water for the Red Mountain Ditch Company RMDC). The RMDC is currently installing a pipe at the existing flowline. The existing ditch will continue to be used as a water feature. The lower ditch has been abandoned. The lower ditch was used in the past to convey water from a pond (located 138 feet to the southwest of the proposed STA) to the water features on Lots R -8-A and R-8-13 (common ownership). GLENWOOD SPRINGS 118 West Sixth St, Suite 200 1 Glenwood Springs, CO 81601 1 970.945.1004 SSG m www.sgm-inc.com The soil conditions require a very large STA. Most of Lot R-3 is well -vegetated with a mature stand of Gambel Oak. The Starwood Homeowner's Association values these trees as screening, and has agreed to grant an OWTS easement on the neighboring Lot P-3 in order to preserve them. The applicant requests relief from the 10 -foot property boundary setback, as part of the proposed STA will be located on Lot P-3 and will span the property boundary. There are no mapped floodplains on Lot R-3. No natural or cultural features were identified in the preliminary investigation. PROPOSED CONSTRUCTION The proposed construction will be a single-family residence with 5 bedrooms (approximately 8,867 square feet). The flow rate for the residence is 100 gallons/day/person for an average daily flow of 1,000 gallons/day (gpd). SUBSURFACE CONDITIONS Subsurface conditions were investigated and percolation tests were conducted by HP Geotech Percolation Testing, Lot R-3, Starwood, Buchanan Drive, Pitkin County, Colorado, Job No. 115 501 A, dated November 30, 2015). A previous report evaluated the soil conditions nearby in Lot P-3 Percolation Testing Results, 952 Trentaz, Lots R -8A and B, Starwood, Pitkin County, Colorado, Job No. 115 084A, dated June 9, 2015). In the November report, nine percolation holes and three test pits were evaluated. Subsurface conditions at the HP Geotech test pits located nearest to the proposed STA consist of 18 inches of topsoil overlying 2. 5 to 4.5 feet of clay. Sand with clay and gravel with cobbles were encountered below the clay. Free water and bedrock were not encountered in the profile pits or percolation test holes. The HP Geotech report notes that the percolation holes were covered with rigid foam insulation, but frost may have developed in the test holes due to cold temperatures. Percolation tests ranged from 160 to 320 minutes per inch (MPI). The June evaluation of the soils on lot P-3 indicated three perc rates of 240 MPI, with one other test yielding 80 MPI. Additionally, Carla Ostberg of All Service Septic, LLC performed a subsurface investigation and reviewed SGM's initial design for the OWTS. In her letter dated September 24, 2016, Carla Ostberg states that the soils are classified as "Soil Type 4A, Clay with weak structure grade." Due to the absence of a platy soil structure, SGM revised the initial design based on Soil Type 5 and re - sized the STA for Soil Type 4A. GSGM www.sgm-inc.com RECOMMENDATION An OWTS with septic tanks, pumping system, secondary treatment, and a soil treatment area composed of chambered trenches can be constructed at this site. The proposed location of the OWTS is presented on Sheet C9. Two 1,500 -gallon septic tanks shall be installed. Both septic tanks can be single -compartment tanks. The second will be equipped with two PF 500511 Orenco high -head pumps which will alternate doses to two Orenco AX -20 AdvanTex Filters. Orenco AdvanTex AX -20 filters are certified to treat 500 gpd in Colorado. The daily flow is 1,000 gpd by regulation, requiring two AX -20's. The two pumps in the second septic tank will each dose an AX - 20 separately, so that the 500 gpd limit per AX -20 is not exceeded. Secondary treatment has been utilized to reduce the STA size and to increase the STA's longevity due to the fine-grained soils. The allowable long-term acceptance rate (LTAR) with secondary treatment for this soil type is 0.20, with an expected treatment level of at least 2 (TI -2). After passing through the secondary treatment, the effluent will be collected in a 500 -gallon dosing tank. Another pair of PF 500511 Orenco high -head pumps will alternate discharge to an Orenco 6605 automatic distributing valve. The STA shall be constructed of 270 ADS ARC 36 HC chamber units in trenches laid out as shown as shown on sheet C9. Sewer Pipe: Sewer pipes shall be 4 -inch SCH40 PVC pipe installed with a minimum slope of 2%. Joints shall be solvent welded. Cleanouts are required 1) at the stubout from the building, 2) at spacing not to exceeding 100 feet, and 3) upslope of two or more bends closer than ten feet in the sewer pipe. Bends in the sewer pipe shall not exceed 45 degrees. The pipe shall be properly bedded per the typical trench detail presented on the design drawings. The septic tank shall: 1) be located down gradient of the home, 2) be buried no deeper than three feet, and 3) be at a location accessible for siphoning and maintenance at the tank. The installer must coordinate with the general contractor as to the elevation of the stubout. A septic tank deeper than 3 feet will not be allowed. If SGM can assist with locating the septic tank after the stubout location is identified, please call. Septic Tanks: Two tanks shall be installed: a 1,500 -gallon, one -compartment tank and a 1,500 - gallon, one -compartment tank with an Orenco Systems, Inc. Biotube pump vault. The tanks and lids shall conform to current County OWTS regulations. The tanks shall be installed with insulated, watertight access risers with lids that can be secured. The effluent filter handle and float tree handle in the second tank shall extend to within six to twelve inches of the lid. The electrical control panel shall be installed on the exterior of the structure with a line of site to the pump vault riser. Controls and alarms shall be listed per UL 508. The control panel for the AdvanTex secondary treatment system shall be an Orenco VCOM unit with a dedicated phone line. The control panel for the STA dosing chamber pumps shall be an Orenco MVP-DAX1 DMHT unit. The panel shall be weatherproof to protect against adverse weather conditions. An Orenco diagram (as modified by SGM to meet Code requirements) of the proposed septic tank configuration is presented on sheet C10. Schedule 40 PVC pipe connections shall be used. SSGM www.sgm-inc.com Pumping System: The pumps shall be an Orenco Model PF5005, %2 HP, 115/230 Volt, single phase with a Biotube Effluent Screen having 1/8 -inch screen openings. The dosing tank control system shall have 3 floats: 1) High Water Alarm Float, 2) Pump ON Float and 3) Pump OFF Float. See sheet C11 for the secondary treatment float configuration. The STA dosing volume shall be 200 gallons. Automatic Distribution Valve (ADV): The ADV shall be an Orenco Model 6605 assembly that will distribute effluent to different laterals of the drain field each time the pump cycles. The ADV shall be installed in a PVC riser, with an insulated fiberglass locking lid, that is large enough to allow maintenance personnel to access the valve assembly and disconnect all unions to allow removal for repair or replacement. The riser lid shall be insulated. The ADV shall be located with the discharge pipe at a point that will allow the valve to drain both to the drain field and back to the tank between dosing cycles. Soil Treatment Area: The STA shall be excavated to the lines and grades indicated on the design figures. The STA shall be ten 135 -foot by 3 -foot chambered trenches. The trenches are to be constructed in accordance with the details indicated in the plans. 270 ADS ARC 36 HC chambers or an approved equivalent shall be placed as indicated on the design drawings. Contractor shall furnish and install PVC reducers for connection to each lateral. Install the pressure laterals per the design drawings. The pressure laterals shall be ten135-foot long, 2 -inch diameter schedule 40 PVC pipes. The orifices shall be at the 12 -o'clock position with every fifth orifice at the 6 -o'clock position to allow the laterals to drain. Orifices shall be 1/8 -inch in diameter on 4 -foot centers. The STA shall be covered with a minimum of 12 -inches of soil as measured after settlement. This may mean that the STA cover will have to be 16+ -inches when in place to allow for settlement over the freeze -thaw of a winter season. The surface of the STA shall be seeded after installation of the system. A seed mix approved by Pitkin County shall be used. These mixes do not require irrigation and develop a growth 10 to 15 inches high. No automatic sprinkler system shall be installed over the STA. Vehicular traffic and livestock shall be kept off of the STA. No landscaping or plastic sheeting can be used over the STA, which will reduce performance of the STA. INSTALLATION OBSERVATIONS The installation of the OWTS shall be observed by the design engineer. A final dosing observation will be required prior to placing the OWTS into service. Our office shall be called at 970-945-1004 to observe the installation at least 24 hours in advance. 5 OPERATION AND PREVENTATIVE MAINTENANCE SCHEDULE Ev BSGM www.sgm-inc.com The goal of an operation and maintenance schedule is to observe the operation, and perform minor maintenance to the onsite wastewater system to allow for proper, long-term functioning of the system. Septic tanks: The scum and sludge accumulation in the septic tanks shall be monitored yearly. Once the cumulative scum or sludge thickness reaches 25% of the tank depth, the entire tank shall be pumped. A pumping frequency of 1 to 3 years is expected at design flows. An alternative is a regular pumping frequency of every 2 years. Filter and Effluent Pumping System: The effluent filter at the septic tank discharge shall be cleaned hosed off) at the time of pumping or as needed. The effluent pumps shall be checked semi- annually to ensure pumps are functioning properly. If the alarm sounds, the pumps and floats shall be checked and/or serviced immediately. AdvanTex Secondary Treatment System: A copy of the AdvanTex O&M Manual is included with this letter. An Orenco-authorized service provider shall be contracted to provide regular maintenance per Orenco's recommendations. General: System users must realize that an on-site wastewater treatment system is different from public sewer service. There are daily considerations such as not putting plastic or other non - biodegradable material into the system. Water use shall be monitored so that toilets are not allowed to leak when seals malfunction. Allowing fixtures to flow continuously to prevent water lines from freezing is not acceptable. Although the proposed system can accommodate variable flows, spreading water use over several hours and eliminating peak flows is recommended. To illustrate the point, a malfunctioning toilet can discharge in excess of 1,000 GPD. Excessive daily loading could flood and irreparably harm the OWTS. SGM recommends against installation of a water softener. The chemical and hydraulic loading from the backwash of a water softener would be damaging to the OWTS and a separate drywell shall be constructed for the backwash waste, if a softener is installed. No landscaping or plastic can be used over the STA, which would reduce the performance of the STA. The design of the OWTS is based on the treatment of domestic sewage only. Swimming pool or spa water is not to be discharged into the OWTS. The proposed OWTS design is based on the regulatory flows noted in the report. Increased flows may hydraulically or organically overload the OWTS, causing premature failure. GSGM www.sgm-inc.com LIMITATIONS Our investigation, layout, design, and recommendations are based on data submitted. If conditions that are considerably different from those described in this report are encountered, SGM shall be called to evaluate the conditions. If the proposed construction is changed, SGM shall be notified to evaluate the effect of the changes on the OWTS. All construction shall be in accordance with the Pitkin County OWTS regulations. Pipe type and size, burial requirements, septic tank construction, and other specifications, which are not depicted in our report, shall conform to the requirements of the Pitkin County OWTS regulations. The installer of the system shall be licensed by the Pitkin County Environmental Health Department and shall have demonstrated knowledge of the Pitkin County OWTS regulations and requirements. If there are any questions or if we may be of further service, please call. Sincerely, SCHMUESER GORDON MEYER William Comerer, E.I. Reviewed By: F 26078 1-0 -1 0Q Fss/oNAt ENG\ Jay Hammond, P.E. Principal — Aspen Office 3 N OW/ 5 Plan Ow9 P.— 11/ 1/ 1016 T. 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I!/ J/ 20/ 6 5: 39 P W W/ I Coinerer 0 IT U to p, v' dv' d e P ci A n n OOy U oOP AUN. s O Ii O ' may CD o y N O N O O- b Q b CD hht Wm Op N G W V y b n CD CD thth ci y 0 C 0 ib p a O O C O O Ot S3 OSS as rt 0 IT U to p, v' dv' d e P ci A n n OOy U oOP AUN. s O Ii O ' may CD o y N O N O O- b Q b CD hht Wm Op N G W V y b n CD CD thth ci y 0 C 0ib 8- 4/ - By lyre 5/ mo son fD 3 Q n3 c s m o o0 0 0 CN 0 9 N png- aw"' glaorms fiif'++ iyfii 0 x o n MMIcjptS n M 8 a AL 4i a • O` k o a yy y figg Bg3 ` 1 a I 1 e 1 a , 113sB r i i'° eb s8 '[ I ai e iib 4b- yg • I HiRFC Jill U) g y 1 j E I a io ' I1 1 3"' f c I ! ant TI 1 r pz I I k4' e311 :. 1 i r hg D I ` 1 I t ai' l __,' `.•. \ b e.,` RR, e i e [ b 1, IR 4 y ' a a/ n awv h+ w zuo bl srs- vbal/ c- xlra- mlwwm- mrs: aV al+ LL 33 Four Wheel Drive Rd Carbondale, CO 8162323 970.309.5259 1111' " September 24, 2016 Project No. C1247 Scott Scherer Schlumberger Construction scott schlumbergerconstruction.com Subsurface Investigation and Onsite Wastewater Treatment System Design Review 230 Buchanan Drive Pitkin County, Colorado Scott, ALL SERVICE septic, LLC performed a subsurface investigation and completed a review of an onsite wastewater treatment system (OWTS) design by SGM for the subject residence. The property is located outside of Aspen, in an area where OWTSs are necessary. SGM has completed a design for the OWTS dated July 15, 2016. The design is based on soils information provided by HP Geotech, documented in a report dated November 30, 2015. Soil Review: Upon review of the HP Geotech report (enclosed), we noted several comments regarding freezing temperatures at the time of the percolation tests. ..."The percolation holes were covered with rigid foam insulation but frost could have developed in the test holes due to the very cold overnight temperatures." We recommended and conducted an additional subsurface analysis of the soils on September 19, 2016. One test pit was excavated in an open field area where the soil treatment area (STA) is proposed. A visual and tactile soil analysis was completed by Carla Ostberg at the time of excavation.' The open field is down gradient of an irrigation ditch, which will be lined or placed in a culvert at the time of installation of the STA. The field is also heavily irrigated throughout the summer, and the soils encountered were very moist. The soils appeared drier at a depth of 5 -feet below native grade. The materials encountered in the Test Pit consisted of dark brown, very moist, organic topsoil to 18 -inches, underlain by medium brown, moist clay with some 2 to 3 -inch diameter cobbles and moderate structure grade to 3 -feet, underlain by medium brown, moist clay with weak structure grade to a maximum depth explored of 6. 0 -feet. No bedrock or groundwater was encountered. We have classified the soils encountered in the Test Pit as Soil Type 4A, Clay with weak structure grade. A long term acceptance rate (LTAR) of 0. 15 gallons per square foot should used to design the OWTS, in accordance with Pitkin County OWTS Regulation, Table 6.28-7. This is consistent with the sizing criteria SGM used in their OWTS design. Carla Ostberg holds a Certificate of Attendance and Examination from the CPOW Visual and Tactile Evaluation of Soils Training. Page 2 Open field area where Test Pit was excavated Side wall of test pit Topsoil to 18", moderate structure to 3', weak structure below 3' Backfill Sidewall k 40 Page 3 Design Review: We agree with the design criteria outlined by SGM. The OWTS design is based on 5 - bedrooms having greater than 6000 square feet of living area. A design flow of 1000 gallons per day GPD) was used. The design outlined by SGM is very conservative and entails implementation of AdvanTex® advanced treatment technology (Treatment Level 3 with nitrogen removal [TL3N]), in addition to distribution using gravelless chamber technology (444 Infiltrator® `Quick 4' chambers). No reductions in sizing were taken for either the advanced treatment or the distribution technologies. There are several other less conservative design alternatives that would comply with Pitkin County OWTS Regulations. Option 1: Eliminate the advanced treatment technology and take the allowable reduction for the use of gravelless chambers with pressurized distribution. 1000 GPD / 0.15 GPD/SF = 6667 SF x 0.8 (pressure dosing) x 0.7 (chambers) = 3733 SF = min. 312 chambers Option 2: Take reduction for advanced treatment technology using the LTAR for Soil Type 4A with TL3N. 1000 GPD / 0. 2 GPD/SF = 5000 SF x 0.8 (pressure dosing) = 4000 SF = min. 333 chambers Option 3: Utilize Non -Pressure Drip Dispersal (NDDS) Technology, with or without advanced treatment 1000 GPD / 0.15 GPD/SF x 1.5 size adjustment factor = 10,000 SF of 2 -inch diameter Schedule 40 pipe Option 1 would likely be the most cost effective design, as it eliminates the advanced treatment technology. By eliminating this technology, the effluent will create greater clogging within the clay soils. Clay soils are more prone to clogging, so cleaner effluent is often preferred. However, the design is based on 1000 GPD and actual flows approaching 1000 GPD is unlikely. We feel that pressure distributing the Treatment Level 1 (TL1) effluent to a large area (to 312 chambers) and cycling between six zones would allow for resting between pump cycles. This resting time allows the clay soils time to absorb the TL1 effluent. While this design recommendation is less conservative than SGM's design, we feel this option will have good long term performance and would be more cost effective. Please call with questions. Sincerely, ALL SERVICE septic, LLC w, Ca Os-( )(RA Carla Ostberg, MPH, REHS Reviewed Richard H 7ffCOLORADi tV Department of Public Health b Environment Dedicated to protecting and improving the health and environment of the people of Colorado March 26, 2015 Joseph Soulia, Government Relations Representative Orenco Systems Incorporated 814 Airway Ave. Sutherlin, OR 97479 Subject: Orenco, Advantex Series, Proprietary Treatment Product - Acceptance For Use in Colorado On-site Wastewater Treatment Systems Dear Mr. Soulia: Pursuant to section 43.13 of the On-site Wastewater Treatment System Regulation 5 CCR 1002-43 Regulation 43), the Water Quality Control Division (Division) has reviewed drawings and specifications received between October 6, 2014 and January 12, 2015 for the Advantex proprietary treatment technology products listed below. The Advantex treatment technology is accepted as a higher level treatment system for use as a component of an on-site wastewater treatment system (OWTS) subject to the design criteria in Table 1 below. This acceptance is not intended as an endorsement or third -party certification of the technology. This acceptance addresses the following product models: Orenco, Advantex AX -20 for treatment level TL3N with flows up to 500 gpd. Orenco, Advantex AX-20RT for treatment level TL3N with flows up to 500 gpd. Orenco, Advantex AX-25RT for treatment level TL3N with flows up to 625 gpd. Orenco, Advantex AX -100 for treatment level TL3N with flows up to 2,000 gpd. This acceptance applies only to OWTS with design capacity less than or equal to 2,000 gallons per day (gpd). Review and approval for the design of any OWTS proposing to use this technology will be reviewed by the local public health agency. As individual local public health agency regulations may be more stringent than Regulation 43, the Division cannot ensure the acceptance of a treatment technology within any given jurisdiction. Any modifications to the physical attributes or characteristics of this treatment technology must be submitted to this office for review and acceptance by the Division prior to sale in Colorado. The Division will review modifications, any additional third party verification reports and issue a revised acceptance letter, or denial, as appropriate. 4300 Cherry Creek Drive 5., Denver, CO 80246-1530 P 303.692-2000 http://www.colorado.aov/cdphe/wacd I ® Inhn W Hirkpnlnnnpr Gnvprnnr I 1 nrn Wn1k Mn MWH Frpnitivp nirprtnr nnrl rhipf Morlirnl nffirpr JCe Soulia, Orenco Systems Inc. '%, , March 26, 2015 On-site Wastewater Treatment System Treatment Technology Acceptance Page 2 of 4 Table 1. Design Criteria for Orenco Systems Inc., Advantex series models listed above: Design Criteria 1. A septic tank consistent with section 43.9(A) and 43.9(8) and an effluent screen consistent with section 43.3(44) and 43.9(1) must precede the treatment unit. Surge volume may be required for some applications based on manufacturer recommendations. Pretreatment for non-residential kitchens must include adequate separate grease separator tank(s) prior to the primary septic tank(s) as required in section 43.9(J) of Regulation 43. 2. Mode configuration requirements: a. In order to attain TL2, TL2N or TO effluent, the design of the treatment system may be configured in " Mode -1" or "Mode -3". This will ensure the required BOD, TSS and TN reductions. Mode 1 is defined as recirculating all of the filtrate to the secondary chamber of the processing tank. b. The design of the treatment system for TL3N must be configured in "Mode -3" in order to obtain the required nitrogen reduction for this treatment level. Mode 3 is defined as recirculating all, or a portion, of the filtrate to the primary chamber of the processing tank. 3. Cold weather considerations, general: a. All units must incorporate 1 -inch insulation attached to the bottom of all lids and risers covers integral to the treatment unit. Insulating around the process tanks, risers, and other components will be at the discretion of the design engineer. b. For installations in areas where snow accumulates each winter, the air vent must be extended to ensure it terminates above the peak snow level. 4. Cold weather considerations for TL2N, TL3 and TUN: a. As per data supplied by Orenco Systems Inc., treatment systems that integrate passive" ventilation do not require a warm air source for the treatment pod. This configuration would be typical of a single family residential treatment system. b. Systems that integrate "active" air ventilation will require a temperature controlled air source to ensure that the temperature of the filtrate remains above 50 F. This configuration would be typical of a commercial treatment system with an AX -100 treatment unit. 5. Timer settings for dosing the treatment unit: a. Timed -dosing to the treatment unit is required. The initial timer settings should be established based on the expected average daily flow and a 4:1 filter recirculation ratio. b. A residual pressure of 3 to 6 feet (5 feet desired) within the treatment unit is used to determine the initial timed -dose settings. c. AX -20 and AX-20RT: The "on" time should remain constant at 45 seconds per dose. The "off" time should be adjusted depending on the average daily flows. See the Orenco Systems design manual for further specifications. d. AX-25RT: The "on" time should remain constant at 60 seconds per dose. The "off" time should be adjusted depending on the average daily flows. See the Orenco Systems design manual for further specifications. 6. Design flow shall be for maximum occupancy. Design flow for single-family residential designs may vary based on the regulations adopted by the local board of health for each specific location. Design flow values and strengths for multi -family and commercial systems shall be consistent with section 43.6(A)(4). Therefore, all design criteria in this acceptance are based on total gallons per day and the assumption of residential strength wastewater. Joe Soulia, Orenco Systems Inco March 26, 2015 On-site Wastewater Treatment System Treatment Technology Acceptance Page 3 of 4 7. The design must include pressure dosed distribution of effluent. Reductions in soil treatment area size or separation distances shall be as described in section 43.10(C)(4) of Regulation 43. 8. The designated higher level treatment rating is identified for each model on page 1. Use in higher level treatment applications requires system be designed by a Colorado Licensed Professional Engineer. The accepted treatment product may also be used for applications requiring less than the approved treatment level of the product. Reductions in soil treatment area size or separation distances based on higher level treatment may not be applied unless the local public health agency has a maintenance oversight program in place as described in section 43.14.1) of Regulation 43. In locations where the local public health agency has not adopted a maintenance oversight program, the treatment system may be used but only with soil treatment area size and separation distances consistent with treatment level TL1 requirements. 9. In addition to these design criteria, other provisions of Regulation 43 and local regulations also apply to a specific design as well as good OWTS design practice. The Division does not approve manufacturer design manuals. Manufacturer provisions shall not be applicable if those provisions are not consistent with Regulation 43, these design criteria, and the regulations adopted by the local board of health for the design location. Local public health agencies will review proposed designs to confirm consistency with Regulation 43, these design criteria, the local board of health regulations adopted pursuant to Regulation 43, and good OWTS design practice. 10. Monitoring of the system may be required by the regulations adopted by the local board of health for the design location. 11. The treatment technology is not intended for industrial sources of wastewater. The treatment technology is intended to receive domestic wastewater with TL1 concentrations see Table 6-3 in Regulation 43) exiting the septic tank. Wastewater with higher concentrations will require verification of the products ability to treat the wastewater and appropriate modifications or pretreatment. 12. Design shall provide access for maintenance and repair. As per the requirements of Regulation 43, septic tanks and all treatment components, other than the soil treatment area, shall be equipped with access manholes and risers that extend to or above final grade. All risers and lids shall be watertight and secure. Additional Operation and Maintenance Criteria 1. Design shall include an Operation and Maintenance (OEtM) Manual to be provided for all installations. Individual operation plans shall include scheduled inspections, assessments, and maintenance of the treatment. This plan for scheduled inspections and assessments should include a routine inspection as described in section 43.14(D)(4)( b) unless the local regulations require more frequent inspections. The owner of the OWTS is responsible for arranging proper design, operation, and maintenance of the facility to achieve the desired treatment level. J6e Soulia, Orenco Systems Inc. C, 0 March 26, 2015 On-site Wastewater Treatment System Treatment Technology Acceptance Page 4 of 4 If you have any questions regarding the Division's review or findings, please contact me at (303) 692- 2366 or chuck.cousino@state.co.us. Sincerely, Charles J. Cousino, RENS On-site Wastewater Treatment System Coordinator Engineering Section Water Quality Control Division Colorado Department of Public Health and Environment cc: SCG Enterprises, Roger Shafer P. E. (local representative) Files T.iL•[r 1 _ t7-1 Part 1: Start -Up and Routine MaintenanceRESIDENTIAL of AdvanTex® Residential O&M Wastewater Treatment Systems MANUAL Orenca Orenco Systems®, Incorporated 814 Airway Ave., Sutherlin OR 97479 USA 800-348-9843 • 541-459-4449 www.orenco.com www.vericomm.net Ptech HEPWORTH-PAWLAK GEOTECHNICAL November 30, 2015 Hepwoawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax: 970-945-8454 Email: hpgeo@hpgeotech.com Blaine Wesner blaine.wesner@`gmail.com) Job No. 115 501A Subject: Percolation Testing, Lot R-3, Starwood, Buchanan Drive, Pitkin County, Colorado Gentlemen: As requested, Hepworth - Pawlak Geotechnical, Inc., performed percolation testing at the subject site. The testing was done in accordance with our agreement for professional services to Blaine Wesner, dated September 29, 2015. A profile pit and three percolation test holes were excavated on November 12, 2015 at the 3 test locations shown on Figure 1. The subsoils exposed in the profile pits were variable and below the topsoil generally consisted of sandy silty clay, clayey sand and clayey sandy gravel with cobbles to the bottom pit depths of 7'/Z to 8 feet feet. No free water was observed in the pits and the soils were slightly moist. Percolation test holes were hand dug in the bottom of shallow backhoe pits and soaked with water the day prior to testing. Percolation testing was conducted on November 13, 2015, by a representative of Hepworth - Pawlak Geotechnical, Inc. The percolation test results are summarized in Table 1 for each of the 3 locations. The percolation holes were covered with rigid foam insulation but frost could have developed in the test holes due to the very cold overnight temperatures. The percolation test results indicate limited infiltration of the mainly clay soils. A professional civil engineer should design the onsite waste disposal system. If you have any questions or need further assistance, please call our office. Sincerely, HEPWORTH -1 Steven L. Pawla SLP/ksw Attachments Figure 1 — Lo oratory Pits Figure 2 — Logs of Exploratory Pits Figures 3, 4 and 5 — Gradation Test Results Table 1 -- Percolation Test Results cc: SGM — Matt Webster (MattW(@sgm-inc.com Rowland+Broughton Architecture — Sara Upton (su ton.rowlandbroughton.com) APPROXIMATE SCALE / ! 1" = 40 F- LUw w W LOT R-3 OP e / PROFILE PIT OP9 A Pfi p P 5 i AID A E P4 0 / -- ` - ` ` J PROFILE PIT 2 P3 A P1 P2 Q PROFILE PIT 1 BUILDING SETBACK LINE h/ 4 115 501A J BUCHANAN DRIVE LOCATION OF EXPLORATORY PITS I Figure 1 PIT 1 PIT 2 PIT 3 ELEV. = 8386' ELEV. = 8373' ELEV. = 8374' 0 0 GRAVEL=7 GRAVEL=36 SAND=25 i SAND=25 SILT =38 SILT=26 — JLLCLAY - 30 Qy a' 5 _ J CLAY=13 _ _ 5 I I I +4=66O ' _ J • 4' I -200=16 10 10 LEGEND: TOPSOIL; organic sandy silt and clay, some gravel, stiff, dark brown to black. CLAY (CL); sandy, silty, scattered gravel, very stiff, slightly moist, grey -brown, medium plasticity, moderately blocky to massive structure. SAND AND CLAY (SC -CL); gravelly, medium dense/very stiff, slightly moist, grey -brown, medium plast ici ty, rounded to subangular rock, moderately granular structure. GRAVEL (GC); clayey, sandy, cobbles, dense, slightly moist, mixed brown. Disturbed bulk sample. J NOTES: 1. Exploratory pits were excavated on November 12, 2015 with a mini -excavator. 2. Locations of exploratory pits were measured approximately by pacing from features at the site. 3. Elevations of exploratory pits were obtained by interpolation between contours shown 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. No free water was encountered in the pits at the time of excavating. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: 4 = Percent retained on the No. 4 sieve 200 = Percent passing No. 200 sieve Gravel = Percent retained on No. 10 Sieve Sand = Percent passing No. 10 sieve and retained on No. 325 sieve Silt = Percent passing No. 325 sieve to particle size .002mm Clay = Percent smaller than particle size .002mm PA 115 501A h LOGS OF EXPLORATORY PITS Figure 2 H worth—Pawlak Geotechnical USDA GRADATION TEST RESULTS GRADATION TEST RESULTS IIILZ HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS JOB NO. 115 501A Page 1 of 2 HOLE NO. HOLE DEPTH INCHES) LENGTH OF INTERVAL MIN) WATER DEPTH AT START OF INTERVAL INCHES) WATER DEPTH AT END OF INTERVAL INCHES) DROP IN WATER LEVEL INCHES) AVERAGE PERCOLATION RATE MIN./INCH) P-1 45 20 40 6% 5% z 213 5% 5'/4 4 5'/4 5 4 5 4/. Y. P-2 44 20 40 6% 6 213 6 5% 4 6% 5% 4 5% 5'/, A P-3 42 20 40 5% 5 9/4 320 5 4% 4 4% 4% Y, 4% 4% 0 P-4 44 20 40 6 5% 4 320 5% 5% 4 5'/2 5% 4 5'/4 5Y. 0 P-5 48 20 6'/2 6 2 213 6 5Y. A 5% 5% h 5% Note: Percolation test holes were hand dug in the bottom of backhoe pits, soaked on November 12, 2015 and covered with rigid foam insulation to prevent freezing overnight. Percolation tests were conducted on November 13, 2015. The average percolation rates were based on the last two readings of each test. Temperature at time of testing was near to below freezing. n n HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2 PERCOLATION TEST RESULTS JOB NO. 115 501A Page 2of2 HOLE NO. HOLE DEPTH INCHES) LENGTH OF INTERVAL MIN) WATER DEPTH AT START OF INTERVAL INCHES) WATER DEPTH AT END OF INTERVAL INCHES) DROP IN WATER LEVEL INCHES) AVERAGE PERCOLATION RATE MINJINCH) P-6 45 20 40 5 4% 4 320 4% 4% Y. 4% 4% 4 4% 0 P-7 P-8 50 45 20 40 20 40 6% 6y, y2 160 320 s'i4 6 y4 6 5% 4 5% 7 5% 6% y. 4 6% 6% 4 6'/2 6% y. 6% 6'/4 y. P-9 48 20 40 8 7% 4 320 7% 7% 7% 7'/2 y. Note: Percolation test holes were hand dug in the bottom of backhoe pits, soaked on November 12, 2015 and covered with rigid foam insulation to preventfreezingovernight. Percolation tests were conducted on November 13, 2015. The average percolation rates were based on the last two readings of each test. Temperature at time of testing was near to below freezing. NrpwOrtak ocniechnlcul, Inc. G< H # 03.0 Cuun Dud 154tChOlenwuudSphnga, Colu ndo 81601 hhonc 990445=5488 HEPWOFITH-PAWLAK GEOTECHNICAL Fax; 470-445=8454 E.mgll: hpgoo(a,'hpgeotcrh 60111 June 9, 2015 Blaine Wesner blaine.wesner(iii 0mail•com Job No. 115 084A Subject: Percolation Testing Results, 952 Trentaz, Lots R -8A and B, Starwood, Pitkin County, Colorado Dear Mr. Wesner: As requested, we conduct percolation testing at the subject site. The testing was performed in accordance with our proposal for services with you dated April 27, 2015. Two profile pits and four percolation test holes were dug at each of the 2 proposed septic disposal areas on May 26, 2015 at the locations shown in Figure 1. The subsoil profiles encountered in the profile pits are shown in Figure 2. The subsoils encountered consist of approximately '/2 to 1 foot of topsoil overlying sandy clay with scattered gravel and cobbles. At Profile Pits 1 and 4, clayey sandy gravel and cobbles with scattered boulder deposit was encountered below the clay soils at depths of 7 and 5 feet, respectively. Results of gradation and hydrometer analyses performed on clay samples taken from Profile Pits 1 and 3 are presented on Figures 3 and 4. No free water was encountered in the profile pits or percolation test holes and the soils were slightly moist to moist. Percolation test holes were hand dug approximately 10 -inches deep and soaked on May27, 2015. Clay soils were encountered in the test holes similar to those encountered in the profile pits. Percolation testing was conducted on May 28, 2015 by a representative ofHepworth — Pawlak Geotechnical, Inc. The percolation test results are summarized in Table 1 and show a wide range of percolation rates but generally 80 minutes per inch or slower. The septic systems should be designed by a civil engineer. If you have any question or need further assistance, please let us know. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Steven L. Pawlak P.E. SLP/ksw Attachments: Figure 1 — Location of Profile Pits and Percolation Test Holes Figure 2 — Logs of Profile Pits Figures 3 and 4 — USDA Gradation Test Results Table 1 — Percolation Test Results cc: Rowland + Broughton - Sara Boulet Upton (sunton(&rowlandbrottghton cote) SGM, Inc — Matt Webster (mattw(d)sgm-inc.com) Schlumberger Construction — Frank Montalbano frank (a sclilumbergerconstruction. com) APPROXIMATE SCALE EXISTING V = 60' co BUILDING cz? 1 co O co CY) I 0 I t / f SITE 2 QP 7 AP6 PROFILE -, PROFILE PIT-4 P T3 A P5 LOT R -8-A i I i 115 084A LOCATION OF PROFILE PITS Hepworth—Powlak Geotechh AND PERCOLATION TEST HOLES Figure 1 CLAY (CL); sandy, scattered gravel and cobbles, very stiff, moist, brown, medium plasticity. 0o;ooe GRAVEL AND COBBLES (GC); silty, clayey, scattered boulders, dense, slightly moist, red -brown Z J Disturbed bulk sample. NOTES 1. Profile pits were excavated on May 26, 2015 with a mini -excavator. W 10 2. Locations of profile pits were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of profile pits were not obtained and pits are drawn to depth. 4. The profile pit locations and elevations should be considered accurate only to the degree implied by the methodused. 5. The lines between materials shown on the profile pit logs represent the approximate boundaries between material types and transitions may be gradual, 6. No free water was encountered in the pits at the time of excavating. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: Gravel = Percent retained on No. 10 Sieve Sand = Percent passing No. 10 sieve and retained on No. 325 sieve Silt = Percent passing No. 325 sieve to particle size .002mm Clay = Percent smaller than particle size .002mm 115 084A , CVe_(be I LOGS OF PROFILE PITS +Figure 2iIftnwr+h_0n 1A, f o e 3 1 PROFILE PIT 1 )FILE PIT 2 PROFILE PIT 3 P; 1LE PIT 4 SITE 1 SITE 1 SITE 2 SITE 2 0 Gravel=0 Gravel -0 Sand=38 _ J Silt= 4118 s Silt=345 Clay=28 - Clay= —42 J Q° Q•P Q Q• a: 10 LEGEND: riTOPSOIL; organic silty sandy clay, dark brown. CLAY (CL); sandy, scattered gravel and cobbles, very stiff, moist, brown, medium plasticity. 0o;ooe GRAVEL AND COBBLES (GC); silty, clayey, scattered boulders, dense, slightly moist, red -brown Z J Disturbed bulk sample. NOTES 1. Profile pits were excavated on May 26, 2015 with a mini -excavator. W 10 2. Locations of profile pits were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of profile pits were not obtained and pits are drawn to depth. 4. The profile pit locations and elevations should be considered accurate only to the degree implied by the methodused. 5. The lines between materials shown on the profile pit logs represent the approximate boundaries between material types and transitions may be gradual, 6. No free water was encountered in the pits at the time of excavating. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: Gravel = Percent retained on No. 10 Sieve Sand = Percent passing No. 10 sieve and retained on No. 325 sieve Silt = Percent passing No. 325 sieve to particle size .002mm Clay = Percent smaller than particle size .002mm 115 084A , CVe_(be I LOGS OF PROFILE PITS +Figure 2iIftnwr+h_0n 1A, f o e 3 1 N Ne worth—Pawlak Gentet�hnlwl L!] HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 'I PERCOLATION TEST RESULTS SITE # 1 (LOT P-3) JOB NO. 115 084A HOLE NO. HOLE DEPTH INCHES) LENGTH OF INTERVAL MIN) WATER WATER DEPTH AT DEPTH AT START OF END OF INTERVAL INTERVAL INCHES) (INCHES) DROP IN WATER LEVEL INCHES) Pa e 1 of 2 AVERAGE PERCOLATION RATE MINJINCH) P-1 t 39 20 10 10 0 240 10 10 0 10 10 0 10 10 0 10 10 0 10 9% 1/4 9% 93/4 0 P-2 38 20 91/2 91/2 0 240 9% 91/2 0 91/2 91/2 0 9'/2 9% 0 9'/z 9% 0 91/2 91/4 1/4 91/4 91/4 0 P-338 20 10% 10'/2 0 240 10'/2 10% 0 10% 101/2 0 10% 10'/2 1 0 10% 10/4 1/4 10'/4 10'/4 0 P-4 39 20 7 6% 1/4 80 61/2 61/4 6'/a 6 E"/4 6 1/4 x5% 4 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soakedonMay27, 2014 by the contractor. Percolation tests were conducted on May28, 2015 by HP Geotech. The average percolation rates were based on the lastthree readings of each test. rJ HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS SITE # 2 (LOT R -8-A) JOB NO. 115 084A Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on May 27, 2015 by the contractor. Percolation tests were conducted on May28, 2015. The average percolation rates were based on the last three readings of each test. TQ G G V1 G HOLE NO. HOLE LENGTH OF WATER WATER DROP IN AVERAGE DEPTH INTERVAL DEPTH AT DEPTH AT WATER PERCOLATION INCHES) MIN) START OF END OF LEVEL RATE INTERVAL INTERVAL INCHES) MINJINCH) INCHES) INCHES) P-5 37 20 8 7 1 7 63/4 4 63/4 6 4 Water Added 7% 47'- 7 2 7'/4 4 7 63/4 4 63/4 6'/2 a 80 P-6 31 20 9'/4 1/4 p9 883/4 4 Q9 83/4 81/2 4 8% 8'/2 0 8'/2 2 0 8% 8'/2 0 No Perc P-7 41 20 8'/2 7'/2 1 7% 7'/4 4 7'/4 7 4 7 7 0 7 7 0 7 7 0 No Perc P-8 36 20 9'/2 8'/4 1'/4 8'/4 73/4 2 7% 7 3/4 7 6'/4 3/4 6'/4 5% 2 53/4 5'/4 2 34 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on May 27, 2015 by the contractor. Percolation tests were conducted on May28, 2015. The average percolation rates were based on the last three readings of each test. C ech HEPWORTH-PAWLAK GEOTECHNICAL Ilcpwk,.Ln-Pawlak Gcotechnical, Inc 5020 County Road 154 Glcnwood Springs, Colorado 81601 Phonc: 970-945-7998 Fav 970-945-8454 Email- hpgcoS(rhpgcotcch com SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE LOT R-3, STARWOOD BUCHANAN DRIVE PITKIN COUNTY, COLORADO JOB NO. 115 501A APRIL 20, 2016 PREPARED FOR: BLAINE WESNER blainemesner(W.gmailxom TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY............................................................................- 1 - PROPOSED CONSTRUCTION.....................................................................................- I - SITECONDITIONS........................................................................................................ 2 - FIELD- FIELDEXPLORATION.................................................................................................- 2 - SUBSURFACESUBSURFACE CONDITIONS......................................................................................- 2 - FOUNDATIONFOUNDATION BEARING CONDITIONS......... 3 - DESIGN RECOMMENDATIONS.................................................................................- 3 - DRILLEDPIERS........................................................................................................- 3 - FOUNDATION ALTERNATIVE..............................................................................- 5 - FOUNDATION AND RETAINING WALLS............................................................. 6 - FLOOR SLABS................. ....................................... 7- UNDERDRAINSYSTEM..........................................................................................- 8 SITEGRADING ............................... ........................................................................... 9- 0- LIMSURFACE DRAINAGE...........................................................................................- 10- LIMITATIONSITATIONS.............................................................................................................. 10- FIGURE 0- FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURES 4 through 7 - SWELL -CONSOLIDATION TEST RESULTS TABLE 1- SUMMARY OF LABORATORY TEST RESULTS Joh No_ 115 501 A G95becY 0 PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence to be located on Lot R-3, Starwood, Buchanan Drive, 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 proposal for geotechnical engineering services to Blaine Wesner, dated March 4, 2016. We previously conducted percolation testing at the subject site and presented our findings in a report dated November 30, 2015, Job No. 115 501 A. A field exploration program consisting of exploratory borings was conducted to obtain information on the subsurface conditions. Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification, strength, 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 subsoil conditions encountered. PROPOSED CONSTRUCTION Development plans for the lot were in progress at the time of our study. In general, the proposed residence will be a 2 -story structure with partial basement and located approximately as shown on Figure 1. Ground floors may be structural above crawlspace or slab -on -grade. Grading for the structure and driveway access into the lot will be relatively minor with cuts and fills up to about 10 to 12 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. If building loadings, location or grading plans change significantly, we should be notified to re-evaluate the recommendations contained in this report. Joh No_ 115 501A Gggtech 2 - SITE CONDITIONS The lot is moderately sloping down to the southwest at about 10 to 15% grade with about 10 feet of elevation difference in the building footprint. An earthen irrigation ditch follows the southwest side of the building envelope and above the proposed septic disposal (OWTS) area. Vegetation consists of stands of scrub oak, brush, grass and weeds. Between about I''/: to 2 feet of snow covered the lot at the time of our field exploration. FIELD EXPLORATION The field exploration for the project was conducted on March 14, 2016. Three exploratory borings were drilled to evaluate the subsurface conditions within the general building area at the locations shown on Figure 1. The borings were advanced with 4 -inch diameter continuous flight auger powered by a track -mounted CME -45 drill rig. The borings were logged by a representative of Hepworth-Pawlak Geotechnical, Inc. Samples of the subsoils in the borings were taken with 1% inch and 2 inch I.D. spoon samplers. The samplers were 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. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. The subsoils, below about 2 feet of topsoil, consist of very stiff to hard sandy clay, very stiff sandy clay with gravel and scattered cobbles and clayey sandy gravel with cobbles down to the maximum depth drilled of 26 feet. It has been our experience in this area of Starwood that boulders can be encountered in the subsoils. Joh No. 115 501A Ggtech 0 -3- Laboratory testing performed on samples obtained from the borings included natural moisture content and density, finer than sand size gradation analyses, liquid and plastic limits and unconfined compressive strength. Results of swell -consolidation testing performed on relatively undisturbed drive samples of the clay soils, presented on Figures 4 through 7, generally indicate low compressibility under relatively light loading and natural moisture content and low to high expansion potential when wetted under relatively light loading with swelling pressures up to about 10,000 to 15,000 psf. The samples typically showed moderate compressibility potential under additional loading after wetting. The liquid and plastic limits testing indicate the clay soils have medium to high plasticity and the unconfined compressive strength test indicates very stiff consistency. The laboratory testing is summarized in Table 1. No free water was encountered in the borings at the time of drilling and the subsoils were slightly moist to moist. FOUNDATION BEARING CONDITIONS The subsoils encountered to the drilled depth of 26 feet are variable and consist of mixed clay, gravel and cobble soils with typically low to high expansion potential when wetted. In residential areas there are several sources of subsurface wetting following building construction, such as irrigation, surface water runoff and utility line leaks. A relatively low risk foundation system with respect to settlement/heave potential caused by subsurface wetting of the expansive soils is straight -shaft drilled piers that extend down into the subsoils below the potential depth of wetting. In addition to their ability to reduce foundation movements, the piers have the advantage of providing moderate to relatively high load capacity with a relatively small settlement potential. As an alternative, micro -piles could also be used as a deep foundation system. DESIGN RECOMMENDATIONS DRILLED PIERS Considering the subsoil conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend straight -shaft piers drilled into the subsoils Job No, 115 501A G&ReCh a -4- for 4 for building support. The design and construction criteria presented below should be observed for a straight -shaft drilled pier foundation system. 1) The piers should be designed for an allowable end bearing pressure of 10,000 psf and a skin friction of 1,200 psf for that portion of the pier beginning 10 feet below the top of pier embedment. Pier penetration through the upper 10 feet of soil should be neglected in the skin friction calculations. 2) All piers should have a minimum total embedment length of 20 feet and a minimum diameter of 18 inches. 3) Piers should also be designed for a minimum dead load pressure of 15,000 psf based on pier end area only. If the minimum dead load requirement cannot be achieved, the pier length should be extended beyond the minimum penetration to make up the dead load deficit. This can be accomplished by assuming one-half the allowable skin friction value given above acts in the direction to resist uplift. 4) Uplift on the piers from structural loading can be resisted by utilizing 75% of the allowable downward skin friction value given above plus an allowance for the weight of the pier. 5) Piers should be reinforced their full length with at least one #5 reinforcing bar for each 16 inches of pier perimeter but at least 3 bars to resist tension created by the swelling materials. 6) A 4 -inch void form should be provided beneath grade beams to prevent the swelling soil from exerting uplift forces on the grade beams and to concentrate pier loadings. A void form should also be provided beneath pier caps. 7) Concrete utilized in the piers should be a fluid mix with sufficient slump so that concrete will fill the void between the reinforcing steel and the pier hole. 8) The pier holes should be properly cleaned prior to placement of concrete. The clay soils are generally very stiff which indicates that casing of the holes should not be required. Some caving and difficult drilling will Job No. 115 501 A GMech 5- O probably be experienced due to cobbles and possible boulders in the subsoils. 9) The pier drilling contractor should mobilize equipment of sufficient size to achieve the design pier sizes and depths. 10) Free water was not encountered in the borings made at the site but groundwater seepage is typical of the area and dewatering of the pier holes could be needed. Placing concrete in the pier hole immediately after drilling is recommended. In no case should concrete free fall into more than 3 inches of water. 11) A representative of the geotechnical engineer should observe pier drilling operations on a full-time basis. FOUNDATION ALTERNATIVE Based on the subsurface conditions identified in the exploratory borings, non -settlement sensitive structures such as grade change site walls or possibly, the greenhouse can be supported by spread footings placed on the natural soils with a risk of long term movement and distress. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the natural soils should be designed for an allowable bearing pressure of 3,000 psf and minimum dead load pressure of 800 psf. Based on experience, we expect settlement/heave of footings designed and constructed as discussed in this section will be about 1 to 2 inches or more which could occur over a long time period. Heavily reinforced continuous wall foundations rather than isolated pads should be used to limit the effects of differential movement. 2) Structural fill may be used for the foundation support. The footing areas should be stripped of the vegetation and topsoil and compacted. Structural fill should be placed in uniform lifts not to exceed 8 inches and compacted to at least 98% of the maximum standard Proctor density at a moisture content within 2% of optimum. Fill should extend laterally beyond the edges of the footing a distance at least equal to the depth of fill below the Job No. 115 501 A G99 _h Q -6- footing. The structural fill should have sufficient fines content to restrict subsurface water flow such as relatively well grade road base or the on-site mixed clay and gravel soils. 3) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 4) 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 exterior grade is typically used in this area. 5) Continuous foundation walls should be heavily reinforced top and bottom to span an unsupported length of at least 12 feet. 6) A representative of the geotechnical engineer should evaluate the exposed soils for bearing conditions and evaluate fill placement for compaction. 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 55 pcf 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 50 pcf for backfill consisting of the on-site soils and at least 40 pcf for backfill consisting of imported granular materials. 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 backtill surface will increase the lateral pressure imposed on a foundation wall or Job No. 115 501 A D@Gi 1 0 - 7- retaining 7 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 near optimum moisture content. Backfill placed in pavement and walkway 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. The settlement potential can be limited by using select granular soil as backfill material and increasing compaction to at least 98% of standard Proctor density. 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 0.40. 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 clay soils encountered in the borings possess expansion potential and slab movement could occur if the subgrade soils were to become wet. A way to achieve low movement potential is to structurally support the floor above crawlspace which is recommended for finished areas of the residence including the basement floor. Slab -on -grade construction can be used in less movement sensitive building areas (such as the garage or greenhouse) provided precautions are taken to limit potential movement and the risk of distress to the Joh No. 115 501A _ Hp 0 -8- building is accepted by the owner. Removal and replacement of the natural soils to provide at least 3 feet of compacted granular structural fill (road base) below slabs should be done to reduce the risk of slab movement. The structural fill should be constructed similar to that described above in "Foundation Alternative" recommendations. To reduce the effects of some differential settlement, nonstructural 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. Slab reinforcement and control joints should be established by the designer based on experience and the intended slab use. A slip joint with a gap of at least 1'/2 inches should be provided at the bottom of slab -bearing partition walls to prevent upward movement of the building in the event of floor slab heave. A minimum 4 -inch layer of free draining gravel should be placed immediately beneath interior slabs -on -grade. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 12% passing the No. 200 sieve. The gravel will protide under slab drainage and in below grade areas, should be connected to the perimeter underdrain described below with interior subdrains. Required fill beneath slabs should consist of a suitable imported granular material, excluding topsoil and oversized rocks. 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 topsoil and loose or disturbed soil should be removed and the subgrade moistened and compacted prior to fill placement. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in mountainous areas and with clay soils that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring, runoff can create a perched condition. We recommend below -grade construction, such as retaining walls, crawlspace and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. Job No. 115 501 A G;&eCh 9- 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 I% 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 2 feet deep. Void form below the grade beams can act as a conduit for water flow. An impervious liner such as a 20 or 30 mit PVC membrane should be placed below the drain gravel in a trough shape and attached to the grade beam with mastic to keep drain water from flowing beneath the grade beam and to other areas of the building. SITE GRADING There is a risk of construction -induced slope instability at the site due to the planned cut and fill depths. We assume the cut depth for the basement level will not exceed about 12 feet. Fills should be limited to about 8 to 10 feet deep unless they are properly designed and/or retained with structural walls. Graded fill embankments 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 95% 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. 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. Job No. 115 50 1 A Q -10- Q SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. 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. Free -draining wall backfill should be capped with at least 2 feet of the on- site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 10 feet from foundation walls. 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 borings located as indicated on Figure 1, the proposed type of construction and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the Joh Nu. 115 501 n C,&Rech 0 11 - 0 exploratory borings and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear to be 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 of the recommendations presented herein. We recommend on-site observation of pier drilling, excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. Steven L. Pawlak. P.E. f Reviewed by: Daniel E. Hardin. I'.E. SLP/ksw to r 115222 , o a cc: Rowland + Broughton — Sara Boulet Upton (suptonAmwlandbroughton.com) Joh No. 115 501 A G99tech BORING 1 PROFILE PIT 2, PROPOSED RESIDENCE PROFILE PIT 3 BORING 2 X 11 PROFILE PIT 1 AUTO COURT s \ V o • 2 BORIN APPROXIMATE SCALE 1 - 40 1- 115 501 A G06 G3 OWTS EASEMENT LEGEND: Profile Pit excavated for previous study, dated 1113012015, Job No. 115 501A Boring completed for current study LOCATION OF EXPLORATORY BORINGS Figure 1 HEPWORTH.PAWLAK BORING 1 BORING 2 BORING 3 ELEV. = 8372' ELEV. =- 8379' ELEV. = 8381' 8385 8385 8380 6375 8350 50/5 35/ 12 WC=11 4 DD=117 33/12 50/11 WC= 11.1 DD -118 50/8 WC=11 7 DD=119 E:sP 24/12 24/12 WC -190 8375 DD=106 18/12 50/8 WC=112 8370 WC=160 DD=114 8370 DD =111 50/7 U- 8365 200=90 0 LL= 47 CD P1=28 UC = 6, 800 m LL 33/12 c 8365 WC= 129 LD DD= 115 m LU 50/7 WC=106 8360 DD -118 o' tZ50/ 7 WC=97 8355 DD=111 200= 45 25/12 8350 50/5 35/ 12 WC=11 4 DD=117 33/12 50/11 WC= 11.1 DD -118 50/8 WC=11 7 DD=119 E:sP 24/12 24/12 WC -190 8375 DD=106 50/8 WC=112 8370 DD=114 m a 50/7 U- 8365 c 0 CD w 64/12 WC= 11 0 8360 DD -118 200-60 50/2 8355 8350 1 8345 8345 ____1 Note Explanation of symbols is shown on Figure 3. 115 501AC4&eC- I LOGS OF EXPLORATORY BORINGS Figure 2 MEP WORTH•PAWLAIS GEar'ECHNICAL LEGEND TOPSOIL; organic sandy silt and clay, some gravel, stiff, dark brown to black. aCLAY (CL); sandy, scattered gravel, very stiff to hard, slightly moist to moist, red -brown, medium plasticity, calcareous zones. 0 GRAVEL (GC); clayey, sandy, cobbles, dense, slightly moist, mixed brown. t' CLAY AND GRAVEL (CL -GC); sandy, cobbles, very stiff/dense, slightly moist, grey -brown, medium plastic fines. bRelatively undisturbed drive sample; 2 -inch I.D. California liner sample. Drive sample; standard penetration test (SPT), 1 3/8 inch I.D. split spoon sample, ASTM D-1586. Drive sample blow count; indicates that 18 blows of a 140 pound hammer falling 30 inches were 18/12 required to drive the California or SPT sampler 12 inches. NOTES: 1. Exploratory borings were drilled on March 14, 2016 with 4 -inch diameter continuous flight power auger. 2. Locations of exploratory borings were measured approximately by pacing 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 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 boring logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the borings at the time of drilling. Fluctuation in water level may occur with time Laboratory Testing Results: WC — Water Content (%) DD = Dry Density (pr -0 200 = Percent passing No. 200 sieve LL = Liquid Limit (%) PI = Plasticity Index (%) UC = Unconfined Compressive Strength (psi) 115 501A technical LEGEND AND NOTES I Figure 3 5 4 3 2 OR0 C: 0 1 NCf6 CL X uJ 0 C O nN 1CL E O U 2 3 4 3 2 G c0 U) cc CL 0 ui c 0 W 1 a CL E 0 J 2 3 4 Moisture Content = 12.9 percent Dry Density = 115 pcf Sample of Sandy Clay From: Boring 1 at 5 Feet Expansion upon wetting 0.1 1.0 APPLIED PRESSURE - ksf 10 100 Moisture Content = 106 percent Dry Density - 118 pcf ExpansionIq Sample of. Sandy Clay upon From: Boring 1 at 10 Feet wetting 5 1 I I I I I I I I I I I I I I I I I I I 1 11 1 I I I 0.1 1.0 APz'LIED PRESSURE - ksf 10 100 115 50 1 AG99bedh SWELL -CONSOLIDATION TEST RESULTS Figure_j 4 H worth—Pawlok Geotechnical 3 2 OR r 1 OROR 0 0 C__ M CL 1X C 0 N 2 a CL E 0 C 3 4 5 115 501A Moisture Content = 11.4 percent Dry Density 117 pcf Sample of: Sandy Clay with Gravel From: Boring 2 at 2,V,, Feet Expansion upon wetting 1.0 10 APPLIED PRESSURE - ksf Moisture Content - 11.1 percent Dry Density = 118 pcf Sample of. Sandy Clay and Gravel From Boring 2 at 15 Feet Expansion upon wetting 1.0 10 APPLIED PRESSURE - ksf 1 SWELL -CONSOLIDATION TEST RESULTS 100 m Figure 5 00 C 0 NC t a 1 C 0 20Cn P CL E 0 3U 0.1 5 4 3 2 0 C0 N C 1 C1 X LU 0 0 N CL C 1 U 2 L 0.1 115 501A Moisture Content = 11.7 percent Dry Density = 119 pcf Sample of. Sandy Clay and Gravel From Boring 2 at 20 Feet Expansion upon wettino 1.0 10 APPLIED PRESSURE - ksf Mo;sture Content - 19.0 percent Dry Densty -- 106 pcf Sample of Sandy Clay From,. Boring 3 at 5 Feet Expansion upon wetting 1.0 10 APPLIED PRESSURE - ksf GMedh SWELL -CONSOLIDATION TEST RESULTS HEPWORTH•PAWLAK GEOTECHNICAf. 100 HAS Figure 6 Moisture Content •- 11.2 percent Dry Density = 114 pcf Sample of: Sandy Clay with Gravel From: Boring 3 at 10 Feet 0 i c 0 N cc CL 0X UJ C O TN1 LO Expansion CL upon 2 wetting cEE 0.1 1.0 10 100 APPLIED PRESSURE - ksf Moisture Content = 11.0 percent Dry Density = 118 pcf Sample of: Sandy Clay with Gravel From: Boring 3 at 20 Feet 0 1 C0 N c n 0X w c a a E ca 2 Expansion upon wetting 0.1 1.0 10 100 APPLIED PRESSURE ksf 115 501A Gggbemdi SWELL-CONSOLIDATION TEST RESULTS Figure 7 He worth—Pawiok Geotechnical HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 Job No. 115 501A SUMMARY OF LABORATORY TEST RESULTS SAMPLE LOCATION NATURAL MOISTURE CONTENT NATURAL DRY DENSITY C GRADATION PERCENT PASSING NO.200 SIEVE ATTERBERG LIMITS UNCONFINED COMPRESSIVE STRENGTH PSF SOIL OR BEDROCK TYPE BORING DEPTH 1 GRAVEL SAND LIQUID LIMIT PLASTIC INDEX 1 2 16.0 111 90 47 28 6,800 Sandy Clay 5 12.9 115 Sandy Clay 10 10.6 118 Sandy Clay 15 9.7 11 I 45 Very Clayey Sandy Gravel 2 2'/z 11.4 117 Sandy Clay with Gravel 15 11.1 118 Sandy Clay and Gravel 20 11.7 119 Sandy Clay and Gravel 3 5 19.0 106 Sandy Clay 10 11.2 114 Sandy Clay with Gravel 20 11.0 118 60 Sandy Clay with Gravel Li H5020PKUMAR County Road154 Glenwood Springs, CO 81601601 Geotechnical Engineering i Engineering Geology Phone: (970) 945-7988 Materials Testing I Environmental Fax: (970) 945-8454 Email: hpkglenwood@kumarusa.com November 30, 2016 Blaine Wesner blaine.wesner@gmail.com Office Locations: Parker, Glenwood Springs, and Silverthome, Colorado Project No. 16-7-559 Subject: Evaluation of Soil Lining Irrigation Ditch, Lot R-3, Starwood, Buchanan Drive, Pitkin County, Colorado Dear Mr. Wesner: As requested, we have evaluated the soils exposed in the irrigation ditch which crosses Lot R-3 for soil lining to limit seepage from the ditch. The findings of our observations and testing, and recommendations for design of the soil lining are presented in this report. The services were performed in accordance with our agreement for professional engineering services to you, dated November 1, 2016. Hepworth-Pawlak Geotechnical (now H-P/Kumar) previously conducted percolation testing and a subsoil study for foundation design on the lot and presented the findings in reports dated November 30, 2015 and April 20, 2016, respectively, Job No. 115 501A. Background: The proposed septic disposal field is located downhill and southwest of the open, earthen irrigation ditch which crosses the lot from the southeast to the northwest. It is desired to keep the ditch open and line it with a clay soil to limit potential seepage loss which could flow into the septic disposal field. The clay soils encountered by the previous studies and the measured slow percolation rate indicate that a soil lined ditch may be feasible with limited seepage loss. Site and Soil Conditions: The ditch was dry at the time of our site visit on November 11, 2016. A 6 -inch diameter plastic pipe had been place at the bottom, along the northeast ditch side at the time of our site visit. The soils in the bottom of the existing ditch were evaluated by sampling them on about 50 to 60 feet intervals. Results of laboratory testing performed on samples taken from each location are presented in Figures 1 and IA and summarized in Table 1. The soils are stiff, slightly sandy to sandy clay of medium plasticity with gravel traces. The natural soil density of the samples typically ranged between about 97 to 100% compared to maximum standard Proctor density value. The clay soils encountered in the ditch are consistent with those previously encountered at shallow depth in the profile pits and exploratory borings located in the uphill part of the lot to the northeast of the ditch. Gravelly layers which could have higher seepage rate than clay soils were encountered with depth in the pits and borings. Conclusions and Recommendations: Based on the soil conditions identified in the ditch bottom and the subsoil profiles previous encountered on the lot, a soil lined ditch appears feasible to limit potential seepage loss and impact to the proposed septic disposal field. Due to U Blaine Wesner November 30, 2016 Page 2 possible irregularities from the ditch construction or natural higher seepage gravelly zones, consideration should be given to amending the clay soil liner with high swelling bentonite. The bentonite should be mixed at a minimum 5% by weight with the onsite clay soil to a minimum depth of one foot on the ditch bottom and sides to at least high water level. The subgrade and bentonite amended soil should be compacted to at least 95% of standard Proctor density at near optimum moisture content. We expect with the bentonite amended soil properly placed and compacted, a permeability of lx 10- ' cm/sec can be achieved on the soil liner. It will be imperative that the soil liner not be disturbed by normal maintenance or future ditch repairs. The findings submitted in this letter are based on our observation and testing of the soils exposed within the existing ditch and the previous subsurface exploration at the site. Variations in the subsurface conditions could increase the seepage potential. We recommend observation of excavations for possible changes in the soil conditions, and testing of soil lining placement during construction for compliance with the design specifications. If you have any questions or need further assistance, please call our office. Sincerely, H -P, KUMAR Steven L. Pawlak Rev. by: DEH SLP/ksw Attachments: Figure 1 — Laboratory Proctor Compaction Test Report Figure I — Particle size distribution Report Table 1 — summary of Laboratory Test Results cc: SGM -- Will Comerer (willc@sm-i-nc.com) Rowland + Broughton — Sara Boulet Upton (supton@rowIandbrou hton.com) H -P -, KUMAR Project No. 16-7-559 r Laboratory Proctor Compaction Test Report 106 I I I f f 1 1 I I a 105 I I I I I I I NJ 3 i I cJQ4.2 f M I U 104 OL for i 1 1 I I 1 1 I i I I I I pG. 2.45 103 SII 102 101 I i I I 10.5 12 13.5 15 16.5 18 19.5 Water content, % Test specification: ASTM D 698-00a Method B Standard Elev/ Depth Classification Nat. Moist. Sp.G. LL P[ 3/8 in. No.200USCSAASHTO CL A-7-6(18) 41 22 2. 0 82 TEST RESULTS MATERIAL DESCRIPTION Maximum dry density ` 104.2 pcf Optimum moisture = 15.7 % Lean Clay with Sand Project No. I6-7-559 Client: Blaine Wesner Project: Lot R-3, Starwood, Buchanan Drive, Pitkin County, Colorado o Location: 200' Southeast of Culvert Remarks: See Figure IA for classification results, Figure 1 Hepworth-Pawlak Geotechnical, Inc. L - Glenwood Springs, Colorado Tested By: KO Checked By: SLP 100 90 80 70 0r w 60 Z LL z 50 w V w 40 EL 30 20 10 0 to 0 Particle Size Distribution Report VOUNrM1V VIC-C - 111111. 3" % Gravel `,i Sand % Fines Coarse Fine Coarse I Medium Fine Slit Clay 0 0 I 2 3 5 8 82 SIEVE SIZE PERCENT FINER SPEC! PERCENT PASS? X=NO) 75 100 375 98 4 98 8 95 16 93 30 91 50 89 100 87 200 82 Material Description Lean Clay with Sand Atterbera Limits PL= 19 LL= 41 P1= 22 Coefficients D85= 0.1149 D60= D50= D30= D15= Dip= Cu= Cc= Classification USCS= CL AASHTO= A-7-6(18) Remarks See Figure I for standard Proctor compaction results. no specification provided) Location: 200' Southeast of Culvert Date: 11 / 14/2016 Hepworth-Pawlak Client: Blaine Wesner Geotechnical! Inc. project: Lot R-3, Stanwood, Buchanan Drive, Pitkin County, Colorado Glenwood Springs, Colorado Project No: 16.7-559 Fi ure 1 A Tested By: KO Checked By: SLP a) LO PL co r 6 z U d O L a. r W J m f( 0 I X U 9. N r O M L Q v L- 0. X ca E C O O Gl N t0 m e: OW W OLLO QaW d N Q' N N O U y U H N N N N N N J C7 Jz O. aw Wkn CD O Urn N Q O W M00 CT00 DD 00 N 00 00 n 00WL aaz v z a O n J t7 cc J } 0: 0a ONLUZ o No M a ti o I'O 0 N O 0 Qoz J 1- Wa W D O d 00 kn ZDU l N O N N N N C? rq N z o ha jrt W O Ut~ik O O 7 O cN 000 ui aaNf- _ ocr N o z U 9. N r O M L Q v L- 0. X ca E C O O Gl N t0 m e: i As a trained AdvanTex Service Provider, you play a crucial role in Orenco's AdvanTex Program. Orenco has always advocated regular, professional servicing of all onsite systems ... not just during the warranty period but for the life of the system. Regular servicing optimizes the treatment process and protects the property owner's investment. It also ensures that onsite systems protect public health, protect the environment, and are viewed as a reliable, sustainable technology. Orenco relies on you to perform the AdvanTex system start-up, do routine (scheduled) maintenance, and respond to calls for unscheduled maintenance (alarm calls). We also rely on you to keep in contact with the homeowners or property owners, review the Homeowner's Manual with them, advise them on preventive maintenance, and work to keep the system under a continuous service contract. Equally important, we rely on you to keep good service records on the system, creating a "history" of its performance. To make your job easier, Orenco has created one of the most service -friendly and trouble-free onsite systems on the market. Then we paired that system with a remote telemetry control panel, to allow you to "view" the system right from your computer.' And we've provided a Web -based business tool — advantexservice.com — to help you file and retrieve system data automatically, schedule service events, and manage service technicians. Finally, we've provided classroom and field training, as well as support materials, like this 0&M Manual. Please read this manual thoroughly, for up-to-date information on the best practices for system start-up and routine maintenance. You can find information about troubleshooting in Part 2 of our 0&M Manual: Advanced Service Tips and Troubleshooting Guide. We're very proud of our AdvanTex Treatment System. Like all our products, it has gone through extensive research, development, and field-testing. Then each component is built to written specifications and subjected to quality review, before shipping. In addition, our AXN models meet the requirements of NSF - ANSI Standard 40 for Class I Systems. If any component of this system does not meet your expectations, please call your authorized AdvanTex Dealer. Thank you, in advance, for your knowledge, your conscientiousness, and your good work. OrenccP MVP control panels are available in some markets. For more information, contact your Dealer orOrenco Sys Inc.. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .. AIM -OM -ATX -1, Rev.1.2, 03114 • Copyright Orenco Systems®, nProperty of Orenco Systems®, Inc. Do not reproduce or distribute without written authorization from Orenco: 800 348- 9843. Introduction....................................................................................2 Typical Site Plan for an AdvanTex Treatment System ................... 4 How the AdvanTex Treatment System Works ............................... 5 Equipment List............................................................................... 6 Start -Up Checklist......................................................................... 7 Completing the Start -Up Checklist ................................................ 8 System Start -Up Procedure.......................................................... 8 Planning the Start-Up................................................................... 8 Before Leaving the Office............................................................. 8 At the Site.................................................................................... 8 Primary Treatment....................................................................... 9 Secondary Treatment.................................................................10 Inspect/Clean Recirc Pump System............................................16 Other System Components.........................................................12 Measure Sludge/Scum...............................................................17 Control Panel.............................................................................12 Inspect/Clean AdvanTex Filter.....................................................17 Final/Safety Inspection...............................................................13 Inspect/ Clean Discharge Pump System.......................................18 Homeowner's Package...............................................................13 Inspect/ Service Other System Components.................................18 Back at the Office......................................................................13 Additional Services Rendered.....................................................18 Scheduled Field Maintenance Report.........................................14 Unscheduled Maintenance Procedures ....................................... Performing Scheduled Field Maintenance.................................15 Notification of Site Condition....................................................... Homeowner Communication......................................................15 Site Condition at Time of Call......................................................21 Retrieve 0&M Info......................................................................15 Field Sampling/ Observations...................................................... Perform Field Sampling/Observations.........................................15 Conditions at Site....................................................................... Check Control Panel...................................................................16 VCOM ATRTU Board (if applicable) .............................................. Inspect/Clean Recirc Pump System............................................16 Cause of Malfunction................................................................. Measure Sludge/Scum...............................................................17 Services Rendered.....................................................................22 Inspect/Clean AdvanTex Filter.....................................................17 Parts Used.................................................................................22 Inspect/ Clean Discharge Pump System.......................................18 Notes/ Final Recommendations................................................... Inspect/ Service Other System Components.................................18 Final/Safety Inspection...............................................................22 Additional Services Rendered.....................................................18 Time/Date/Signature.................................................................. Final/Safety Inspection...............................................................18 Summary/Recommendations.....................................................19 Comments.................................................................................19 Unscheduled Field Maintenance Report.....................................20 Performing Unscheduled Field Maintenance ............................. 21 Unscheduled Maintenance Procedures ....................................... 21 Notification of Site Condition....................................................... 21 Site Condition at Time of Call......................................................21 Field Sampling/Observations...................................................... 21 Conditions at Site....................................................................... 21 VCOM ATRTU Board (if applicable) .............................................. 21 Cause of Malfunction................................................................. 22 Services Rendered.....................................................................22 Parts Used.................................................................................22 Notes/ Final Recommendations................................................... 22 Final/Safety Inspection...............................................................22 Time/Date/Signature.................................................................. 22 Change of Service Provider Authorization .................................. 23 Changing Service Providers........................................................24 Appendix 1: AX20 Timer Settings Worksheet .............................. 25 Appendix 2: Float and RSV Settings ............................................ 26 Typical RSV Levels..................................................................... 27 Typical Float Levels.................................................................... 27 Copyright Orenco Systems®, Inc.lProperty of Oren,; Systems®, Inc. Do not reproduce or distribute without written authorization from Orenco: 800-348-9843. • -AIM .OM -ATX -1, Rev.1.2, 03/14 Building sewer line conveys wastewater from house Watertight processing tank provides primary treatment I I AdvanTex° AX20 Filter Pod provides advanced secondary treatment I I Pump basin on some systems) Final dispersal (shallow gravelless drainfield, drip system, shrub irrigation, water reuse, lagoon, wetland, etc.) or STEP collection not shown) lAIM -OM -ATX -1, Rev. 1.2, 03/ 14 • Copyright Orenco Systems®, Inc. Property of Orenco Systems®, Inc. Do not reproduce or distribute without written authorization from Orenco: 800-348-9843. U 016 The AdvanTex Treatment System consists of a watertight processing tank and the AX20 textile filter pod. Wastewater from the home flows to the tank, where natural biological and physical processes provide primary treatment. In the primary chamber of the tank, the wastewater separates into three layers: a floating scum layer, a bottom sludge layer, and a relatively clear layer of liquid effluent in the middle. From the secondary chamber, a pump draws liquid effluent through the Biotube° filter and sends it to the AX20 pod. There, the effluent is sprayed over hanging sheets of porous synthetic textile media. Microorganisms live in this moist, oxygen -rich (aerobic) environment. As effluent trickles over and through the sheets, the microorganisms remove impurities from it. Effluent recirculates between the tank and the AX20 pod. In Mode 1, the most common configuration, the effluent recirculates to the second compartment of the tank. In Mode 3, effluent recirculates to the first compartment. This mode is used where maximum removal of nitrogen from the effluent is required. After recirculating several times, the effluent is discharged, either directly from the processing tank or after first being collected in a pump basin. Depending on the design for a particular site, the treated effluent may be discharged to a drainfield, an underground drip irrigation system, a constructed wetland, an effluent sewer (STEP) system, or a reuse system. The system may include equipment for ultraviolet (UV) disinfection before ultimate dispersal of the effluent. Properly sited, installed, and operated, a Residential AdvanTex Treatment System can treat wastewater to 10 mg/L BOD and 10 mg/L TSS. This level of treatment is better than what municipal wastewater plants provide. The system can also be configured to reduce nitrogen levels as required locally. When effluent treated in this way is dispersed to the soil, natural processes purify it further, and it eventually returns to the underlying water table, where it can be used again. Copyright Orenco Systems®, Inc.*Property of Orenco Systems®, Inc. Do not reproduce or distribute without written authorization from Orenco. 800- 348- 9843. AWOM-;T;-1, Rev. 1.2, 03/ 14 m 4. Components of a Residential i AdvanTex® Treatment System Mode 1) Listed by Flow Path D Two Chamber Processing Tank 0 i' Biotube®Pump Vault Biotube Filter i i D Effluent Pump Discharge Assembly D AdvanTex® AX20 Filter Pod 10" Recirculating Splitter Valve (RSV) D Float Switches External Splice Box M VeriComm® Control Panel Copyright Orenco Systems®, Inc.*Property of Orenco Systems®, Inc. Do not reproduce or distribute without written authorization from Orenco. 800- 348- 9843. AWOM-;T;-1, Rev. 1.2, 03/ 14 Routine maintenance and troubleshooting requires a variety of tools, equipment, and spare parts. We recommend that all trained AdvanTex Service Providers have the following items at hand: For Routine Inspection and Maintenance Cordless drill with'/1 s -inch Allen wrench for lid bolts on risers and pod Extra lid bolts Sludge and scum measuring device (e.g., Nasco Sludge Judge" for sludge and Orenco SMUG for scum) Hook for raising floats to test them Biotube° filter cradle (OM- BIOTUBECRADLE) Bronze threaded check valve, for measuring pump flow rate in systems with drainbacks Backpack pressure washer Trash pump (and generator, if pump is electric) for removing solids from discharge basin AX20 manifold brush (AX- LATERALBRUSH) AX20 sheet cleaning wand (AX- CLEANINGWAND) Handheld computer (PDA) or laptop computer with Bluetooth® Kit and BT-VCOM software (optional, to turn pump on and off at a distance from the panel) Electrical tester (voltage and amperage) Phone line tester (available from RadioShack®) Dissolved oxygen (DO) meter or colorimetric ampoules Sample bottles Turbidity meter pH meter or pH test strips Test strips for nitrate, ammonia, alkalinity Tape measure Calculator A copy of the AX20 Installation Instructions (NIM -ATX -AX -1), for reference For Repairs Structural adhesive and adhesive/sealant Control panel parts (circuit breakers, motor contactors, relays) Effluent pump(s) Extension cord Flashlight Hand tools (pliers, wrenches, screwdrivers, drill bits, hammer, shovel, hand saw, etc.) Heat gun or torch for bending conduit Inspection mirror (e.g., Prototek "Mirror on a Stick") Plumber's snake PVC cement and primer PVC fittings, 3/ -inch to 2 -inch (20-50 mm) PVC pipe, 3/ -inch to 2 -inch (20-50 mm) Spare parts for downstream components (e. g. drip headworks, UV) Waterproof wire nuts Wire stripping/crimping tool Float switches For Troubleshooting Digital camera Watch or timer A copy of Part 2 of the AdvanTex 0&M Manual: Advanced Service Tips and Troubleshooting Guide (AIM -OM -ATX -2) For Personal Hygiene and Cleanup Bleach/water solution Eye protection Hand cleanser Paper towels Protective clothing Rags Rubber gloves AIM -OM -ATX -1, Rev. 1.2, 03/ 14 • Copyright Orenco Systems, Inc. Property of Orenco Systems®, Inc. Do not reproduce or*distribute without written authorization from Orenco: 800-348-9843. U AX2O Start -Up Checklist Service Provider Technician PHnwry 7hwtmnt Process Tank. r per inlet tee installed Proceed Tank Pumping Equipment. Discharge plumbing property installed through watertight grommet, threaded connections tight, ball valve in open positron. r' Float asseri mourged in Bi 78° vault and property set per AdvanTex Instaltation Guide Float cords meaty Wrapped around splice box and fled Floats operate property Floats set properly (measuring from airtskie Int; of tank). Splice box mounted on access riser. Watertight connectors used. Process Tank Pumping Syil mL L Pump operates in Manual, i j Pimp operates in AutmYatic. Pump run amps - Pimp rest volts _ run von Secondary lteahrm t Recirculating Splitter Veba Assea ty. Venty proper RSV setting imeasunrig from top of cage to outside top of taw. AdvanTex System. Ail pi?ds ioStaffed level All piping property covered and compacted. YendlWon System. Ventilation intaa vst property located and installed Advaiii PIRer operallsn. Irt height ventired. Discharge Pump Basin/Tank. r^tank inspected tar infiltration Basn'tank is set level Dkcdtarge BaslNTank Pumping Equipmenc Li Pump and discharge ptumbhng are compatible W.g pressure rating). I i Discharge Plumbing property installed through watertight grommet, and batt uaNe is in open position. Floats operate property. Floats set property Imeasurmg from outside top of tank). splice box mounted in access riser. Watertight connectors used. Discharge BasINTank Pumping System. j_; Pump operates in Manual Pump operates in Aulumatic Stan -up nate Uccupancy (late fumprun amps Pump rest volts run xotts: Dose volume ventred. Flair rate verged ]draw down testi. Other System Components Dimfoction oquiprront installed property. Dispersal equtpmerd operating wperly. Proper txoer settings. Proper vara size used based on imfomnation provided by manufacturer. All electrical connections in panel secured. Panda wired per manufacturer's wiring otagram. Service provider name/rwmber vnitten on "For Service Call' label Control panel functional test, as detailed in the AdvanTex fttaUXw Instr(tM9s, has )leen "Idled. Dial tore milled. Control panel diagrams lett in panel for future review. Fhu&Sa" InspecOn All access riser .armvare is in place I ids are secureu. All splice box lids are secured Panel circuit breakers are in the "on" position. panel Is set for automatic operation. and panel is latched tar locked it necessary). Homeowner's Package Homeowner's Package reviewed with homeowner COMMEft is aide orcece Spam' Inc. 3CL-ATX-09-1 Revea. m V" Copyright Orenco Systems®, Inc. Property of Drenco Systems® Inc. Do not reproduce or distribute without written authorization from Orenco: 800-348-9843. AIM -OM -ATX -1, Rev. 1.2, 03/ 14 U System Start -Up Procedure Your System Start -Up visit provides final confirmation that the system has been correctly installed and is ready to function properly. It also acquaints you, the service provider, with each individual system, so that you are familiar with any special components or requirements. The AX20 Start -Up Checklist (SCL-ATX-OM-1), shown on the preceding page, will help you remember to complete all the steps needed to check the system's functions. While you don't need to return the Start -Up Checklistto Orenco we recommend bringing a copy to the start-up and checking off the steps to make sure that you perform all of them. As part of the start-up, you'll also download a computer-generated Start -Up SummaryReportfrom advantexservice.com and fax it to the fax number on the bottom of the form. An automated system will add the report to the data file for that system on advantexservice.com. This will confirm that the system is ready for operation, so that Orenco and the AdvanTex Dealer can confidently warranty it and your service contract can begin. Planning the Start -Up When the installer calls to tell you that the system is ready for start-up, ask the following questions: Did the electrician connect the panel to the home's electrical service and turn the power on? Did the installer test the control panel to make sure it was functional? Is there phone service, or, at minimum, is the phone line physically connected to the panel? If the installer answers "yes" to these questions, then the system is ready for start-up. A typical start-up visit takes about an hour. Arrange to meet the system installer at the site so that he or she can answer any questions you may have about the installation. The installer should bring the site plan or as - built. If the system owners can be present too, this is a good opportunity for them to learn how the system functions. As part of the start-up, you will need to review the Homeowner Package with the homeowners or, if the house has not yet been sold, with a representative of the homebuilder. You can do this at the start-up visit, or arrange a meeting prior to the start-up. Before Leaving the Office Download the Start -Up Summary Reportfrom www.advantexservice.com. The top of the form should be pre -filled with information about the site. If any information is missing, fill it in. You will fill out the rest of the form at the site as you go through the start-up procedure. If the system does not have a discharge tank or basin and discharge pump, note that in the Start -Up Summary Report. At the Site Ask the system installer about the size, material, and manufacturer of each primary Mww SI -llp S..n Rq- ^'1'pp1'11 K60iW tank and discharge tank or basin, and record it on the StartUp Summary Report Also record the serial number(s) of the AX20 pods. AIM -OM -ATX -1, Rev.1.2, 03/14 Copyright Orenco Systems®, Inc. Property of Orenco Systems®, Inc. Do not reproduce or distribute without written authorization from Orenco: 800- 348-9843. Primary Treatment Open the risers of the tank and of any discharge or recirculation tanks or basins. WARNING: Do not enter the tank. Entering a tank without proper confined space procedures and equipment can cause serious injury, asphyxiation, or drowning. Proper inlet tee installed. In the inlet riser of the primary processing tank, make sure that the inlet tee is present, firmly attached, and plumb. Discharge plumbing properly installed. In the outlet riser, make sure that the discharge plumbing is properly installed through a watertight grommet. The threaded connections should be hand -tight, and the ball valve should be open. Look at the pump to make sure that it is the model specified on the plans, and record the model on the Start -Up Summary Report Float assembly mounted in Biotube® vault. Floats operate properly. Before you test the floats, open the control panel and place it in test mode by pressing and holding the red button on the front for 15 seconds. Inside the panel, the correct yellow digital input LED should light up. Release the button when the audible alarm chirps. If you can't see the inside of the control panel while you raise and lower the float switches, you may need a helper. Pull the float tree out of the water. The floats will go down, the alarm will sound, and all the yellow LEDs should be off. Raise the bottom float to stop the alarm. A yellow LED should light up. Next, raise the middle float, if it is present. No alarm should sound, but another yellow LED should light up. When you raise the top float, the alarm should sound again and the third yellow LED should light up. Floats set properly. Replace the float tree in its bracket, making sure it's properly mounted. Neatly coil the float cords, and secure them to the splice box. Measure the float heights from the outside top of the tank and verify that the heights are correct according to the AX20Installation Guide. Record them on the Start -Up Summary Report. NOTE: Orenco provides float and RSV settings for all tanks approved for use with Advan Tex Treatment Systems in your area. At start-up and during annual maintenance, you need only verify that the actual settings on the equipment match Orenco's recommendations. If you need to adjust the settings to solve a problem, see Appendix 2. Splice box mounted on access riser. Watertight connectors used. Inspect the splice box to make sure that it is securely mounted inside or outside the riser; that connections have been made using watertight wire nuts; and that there is no water in the splice box. We also recommend that you seal the conduit using conduit seals or any electrically approved sealant. Copyright Orenco Systems®, Inc.•Property of Orenco Systems®, Inc. Do not reproduce or distribute without written authorization from Orenco: 800- 348- 9843. AIM -OM -ATX -1, Rev. 1.2, 03/ 14 Pump operates in Manual. Pump operates in Automatic. Pump amps and volts checked. At the control panel, with the panel still in test mode, check the run amperage of the recirculation pump and discharge pump by placing the clamp of an ammeter around the wire to each pump's circuit breaker and reading the amperage while each pump is running. You can run the pump by holding the toggle switch on MAN. Amperage should be no more than the pump's maximum service factor amperage. NOTE: Improper RSV settings are a common installation error, so please check them carefully. All pods installed level. All piping properly covered and compacted. Check that each AX20 pod is installed level and that all piping is covered with compacted fill. First for the recirculation pump and then for the discharge pump, measure the voltage with the pump off, by putting the probes of a voltmeter on each pump's terminals. Then measure the voltage with the pump running. The difference between running and rest voltage should be no more than Secondary Treatment Verify proper RSV setting. Measure the distance from the outside top of the tank to the top of the Recirculating Splitter Valve (RSV) ball cage, and record it on the Start -Up Summary Report. 3 percent. That is 3.6 volts for a 120 -volt system, or 7.2 volts for a 240 -volt system. Release the switch back to the AUTO position. Make sure the pump comes on as the timer cycles. Timer cycles are shortened to about 30 seconds in test mode. Ventilation intake(s) properly located and installed. Squirt height verified. Open each AX20 pod and make sure that the ball valves at the end of the laterals are closed. Remove an orifice cover and measure the squirt height. Record the squirt height on the Start -Up Summary Report as Residual Head Measurement." Discharge basin/tank inspected for infiltration. Discharge basin/tank set level. Inspect the discharge pump basin or tank to make sure that it is set level and there is no sign of water infiltration. Pump and discharge plumbing are compatible. Discharge plumbing properly installed. Look at the pump to make sure that it is the model specified on the plans, and record the model on the Start -Up Summary Report Verify that the discharge plumbing is installed as specified on the plans; that it is properly installed through a watertight grommet; and that the ball valve is open. AIM-OM-ATX-1,'Rev.1.2,03/14 • *Copyright Orenco Systems®, Inc. Property of Orenco Systems, *Inc*. Do not reproduce or distribute without written authorization from Orenco•800-348-9843. 0 Discharge floats operate properly. Discharge floats set properly. Check the function and settings of the floats in the discharge basin/tank as described under Primary Treatment Components, and record the float heights on the StartUo Summary Report, as before. NOTE: To ensure proper system operation, check to make sure that floats are Orenco "A" or "V" floats. 17 Splice box mounted in discharge access riser. Watertight connectors used. Inspect the splice box in the discharge basin/tank to make sure that it is securely mounted inside or outside the riser; that connections have been made using watertight wire nuts; and that there is no water in the splice box. Use conduit seals or electrically approved sealant. Discharge pump operates in Manual. Discharge pump operates in Automatic. Discharge pump amps and volts checked. Test the discharge pump and check running amps, running volts, and resting volts at the same time you check the recirc pump. Flow rate verified. Dose volume verified. Determining the discharge pump's actual flow rate enables you to determine the dose volume (the volume of wastewater being treated in each dose) and to calculate timer settings. Knowing the dose volume also enables you to determine the volume of wastewater being treated in a given period. To do this, multiply the dose volume by the number of doses. To verify the flow rate, follow Steps 1 through 7, then verify the dose volume in Step 8. Step 1. Determine the gallons per inch (gpi) or liters per centimeter (U cm) volume of the dosing tank or basin. A 24 -inch (600 -mm) diameter basin holds 1.88 gpi (2.8 Ucm). A 30 -inch (750 -mm) diameter basin holds 2.96 gpi (4.4 Ucm). For tanks, consult the manufacturer's volume chart. For Orenco fiberglass tanks, use Fiberglass Tank Volume Charts, NCH-TNK-1. Step 2. You'll be running the pump for one minute during the flow rate test, so check the liquid level inside the tank/basin to ensure that there's enough water above the pump's minimum liquid level (MLL), or the lowest float (whichever is higher), to complete the test. For example, in one minute, a pump operating at 10 gpm (37.8 Umin) will draw down approximately 51% inch (14 cm) of liquid in a 24 -inch (600 -mm) diameter basin, or 10 gallons _ 1.88 gpi = 5'/4 inch, or 37.8 liters _ 2.8 Ucm =14 cm So, to perform a flow rate test with the pump and basin in this example, you'd need at least 51/4 inch (14 cm) of water above the MLL or the bottom float (whichever is higher). If there is not enough liquid, add some. Step 3. If your system isn't configured to drain back to the basin after each dose, skip to step 4. If your system is configured to drain back to the basin, you'll need to account for the drainback volume in your calculations. Or you can stop drainback during the test by temporarily installing a threaded check valve between the pump and the pump dis- charge assembly. This eliminates the need to measure drainback volume. Step 4. To measure the flow rate, first measure the distance from the top of the tank or basin to the liquid level. Record this as H1. Step 5. Using a stopwatch, hold the discharge pump's toggle switch on MAN for exactly one minute, Then switch off the pump. If the system is configured to drain back into the tank or basin after a dose, wait until drainback is complete. Copyright Orenco Systems®, Inc.•Property of Orenco Systems® Inc. Do not reproduce or distribute without written authorization from Orenco: 800-348-9843. • * AIM -OM -ATX -1, Rev. 1.2, 03/ 14 Step 6. Measure the new distance from the top of the tank or basin to the liquid level. Record this as H2. Step 7. To get the pump's flow rate, find the difference between H2 and H1. Multiply this number by the gpi (or Ucm) volume of the tank or basin. Add the drainback volume (DB), if applicable. Then divide by the pump run time in minutes M. For this test, the pump run time in minutes should equal one minute. Pump flow rate (gpm) _ [(H2 - H1) x gpij + DB or T Pump flow rate (L/min) _ H2 - H1) x Ucm] + DB Important: For VeriComm® panels, enter the gpm value on the "Site Details" page at vericomm.net as "Discharge Pump GPM."The VeriComm panel will use it to automatically calculate and record the system's actual flow rates, which can be used for reports, troubleshooting, and determining timer settings. Step 8. To verify the pump's dose volume, multiply the pump's flow rate gpm or Umin) by the pump run time in minutes m — as determined by float settings or timer operation, depending on panel model — and subtract the drainback volume, if applicable. Dose Volume (V) _ (gpm x T) - DB or Dose Volume (V) _ (Umin x T) - DB Dosing tank or basin H, Starting level H 2 Drainback Ending level volume -l if applicable) Other System Components Disinfection equipment installed properly. Dispersal equipment operating properly. Verify that any disinfection and dispersal equipment specified on the plans is present, and follow the manufacturer's instructions to inspect it for proper functioning. Record the disinfection equipment manufacturer and the dispersal system type on the Start -Up Summary Report. Control Panel Proper timer settings. Open the control panel and, using a handheld or laptop computer, verify that the timer settings are appropriate for the installation. Record the Panel ID (RTU or UL number) and timer settinos on the Start -Up Summary Report. Default timer settings are set for an occupancy of 3 people. This may also be adjusted at vericomm.net, for systems equipped with VeriComm. Proper wire size used based on information provided by manufacturer. For Orenco components, the panel installation instructions provide correct wire sizes. All electrical connections in panel secured. Panel wired per manufacturer's wiring diagram. Check the panel to make sure that it is wired according to the diagram clipped inside the panel's door. Gently tug on the wires to make sure they are secured in the terminals. Service provider name/number written on "For Service Call" label. Write in your company's name and phone number, if it hasn't been done already. AIM -OM -ATX -1, Rev. 1.2, 03/ 14 • Copyright Orenco Systems", Inc. Property of Orenco Systems", Inc. Do not reproduce or distribute without written authorization from Orenco: 800-348- 9843. 0 Control panel functional test, as detailed in the Residential AdvanTex Installation Instructions, has been followed. The installer should have performed this test during installation. If not, perform it now. Before performing the next step, return the panel from test mode to normal mode by holding down the alarm button on the front of the panel until the alarm chirps. Dial tone verified. Final/Safety Inspection All access riser hardware is in place. Lids are secured. All splice box lids are secured. Close and secure all pod, riser, external splice box, and basin lids. WARNING: If lid bolts are missing, replace them with spares. If you have no spare lid bolts, fasten the lid with a self -tapping screw, and immediately call your Dealer for replacement bolts. If the lid is unbolted or if the lid or riser are damaged, be sure to securely block access to the tank opening before leaving the site. Open tanks are hazardous, and children or adults who try to enter them may be seriously injured, asphyxiated or drowned. Panel circuit breakers are in the ON position, panel is set for automatic operation, and panel is latched (or locked if necessary). Make sure all circuit breakers are ON. If the panel is in test mode, it will If phone service to the panel is not yet connected, you will be notified later automatically return to normal mode in 30 minutes. To manually return it when the service is connected and the panel automatically starts calling in, to normal mode, hold the alarm button on the front of the panel down until If phone service is available to the panel, quickly press the alarm button on the front of the panel 15 times to force the panel to call in to the VeriComm® Web site. The Modem Activity light on the VCOM board should light up. If the Modem Activity light does not light up, unplug the phone line from the phone jack on the panel and plug the phone line into a phone line tester, or a phone, to see if there is a dial tone. If there is no dial tone, come back and repeat the forced call-in test when phone service is activated to the panel. If there is a dial tone but the modem will not call in, call your AdvanTex Dealer for troubleshooting assistance. Control panel diagrams left in panel for future review. Remember to leave the diagrams in the panel. the alarm chirps. Close and latch the panel, and lock it if necessary. Make sure that the Start -Up Summary Report is completely filled out. Homeowner's Package Homeowner's Package reviewed with homeowner. Go through the Homeowner's Package with the homeowner, or with the builder's representative if the home has not yet been sold. Back at the Office Fax the completed Start -Up Summary Report to the number on the bottom of the report. Copyright Orenco Systems®, Inc.*Property of 6nco Systems® Inc. Do not reproduce or distribute without written authorization from Orenco: 800- 348-9843. • * AIM -OM -ATX -1, Rev. 1.2, 03/ 14 0 dvanTex® Field Maintenance Report Property Owner/Tracking # Inspect Operator Riser/Lid ..................... Site Address 2nd Compartment Contact Phone AX Site ID # County ID # Pod # RTU #/UL # Date of Last Inspection Retrieve O&M Info Daily flow Recirc ratio Timer settings: Perform Field Sampling/Observations NTU (15 x NTUs) pH (6-9) DO (2- 6) Odor of Sample Typical Musty Earthy Moldy Non -typical Sulfide [-]Cabbage Decay Oily film in PVU Yes No Foam in tank Yes No Check Control Panel Recirc Amps Discharge Amps 7 Audible and visual alarms OK Dial tone (telemetry only) Yes No Inspect/Clean Pump System Comments Signature Measure Sludge/Scum Sludge Scum 1 at Compartment Inspect Clean Riser/Lid ..................... 2nd Compartment Splice Box .................... Previous Float Cords ................... Floats ........................ Pump........................ Biotube® Filter ................. Biotube Pump Vault ............ Recirculating Splitter Valve....... Comments Signature Measure Sludge/Scum Sludge Scum 1 at Compartment Cum3nt Previous Current Previous 2nd Compartment Currant Previous current Previous Inspect/Clean AdvanTex Filter Inspect Clean Inspect Clean Disinfection Equipment Dispersal Laterals/Orifices Dispersal Type Inspect Clean Odor: Normal PungentLaterals/Orifices 11 Biomat: 1:1Normal Excessive Pod Bottom Bridging/Ponding: None/Minor Excessive Intake Vent Inspect/Clean Discharge Pump System RSV reinstalled Lids bolted on Inspect Control panel reactivated Inspect Clean Riser/Lid Floats Splice Box 17 Pump Float cords Inspect/Service Other System Components Inspect Clean Inspect Clean Disinfection Equipment Dispersal Laterals/Orifices Dispersal Type Additional Services Rendered Cleaned textile sheets? Replaced uv items? Replaced/Used other items? Parts Used: W = Warranty, B = Billable ( appropriate selection) W B Item Number Description Final/Safety Inspection RSV reinstalled Lids bolted on Manifold reconnected; flush valves closed Control panel reactivated Summary/Recommendations System performing; no further action needed Tank needs pumping Call for service Other? Date Fax completed form to 1-866-384-7404 AIM -OM -ATX -1, Rev.1.2, 03/ 14 • • *Copyright Orenco Systems®, Inc. Property of Orenco Systems®, Inc, Do not reproduce or distribute without written authorization from Orenco*: 800 348-9843. M Residential AdvanTex Treatment Systems require periodic servicing. AX20 systems need a six-month visit, a one-year visit, and annual visits* thereafter, AX20N systems require four visits during the first two years and annual visits* thereafter. Failure to provide required maintenance will void the AdvanTex Treatment System warranty and may place the system out of compliance with local regulations. Homeowner Communication Whenever possible, contact the residents when it's time for a service visit, especially if the residents are new to the home. The service visit is an opportunity to talk with them about proper use of the system, so try to schedule the visit when someone will be there. Retrieve O&M Info Download the Field Maintenance Reportform for your site from www.advantexservice.com. The top of the form should be pre -filled with information about the system. Perform Field Sampling/Observations When you arrive at the site, remove the lids from the risers and take your sample before doing anything else, so that the sample won't be contaminated by material that you stir up while working. To sample effluent, remove the Recirculating Splitter Valve (RSV) from its quick -release holster and set it aside. There will be enough of a trickle through the RSV plumbing to collect a sample without waiting for the pump to cycle. IMPORTANT: To avoid contamination, do not run the pump manually or in test mode to obtain this sample. Wash down, brush, or wipe the RSV inlet before taking the sam- ple so there will be no contam- ination from dislodged solids. Leave the RSV disconnected for the rest of the service call so that any debris you stir up does not make its way to the drainfield. Clarity of sample Assess the clarity of the sample by using a portable turbidity meter. Servicing intervals may vary according to local regulations. WARNING: Follow the precautions below when performing field maintenance on AdvanTex Systems. Do not enter the tank. Entering a tank without proper confined space procedures and equipment can cause serious injury or death. Use proper personal protection equipment, such as rubber gloves and eye protection, as well as protective clothing, to cover parts of the body that will be exposed to wastewater or effluent. When working on components that contact sewage or effluent, lay them on a plastic sheet or place them in a trash can, not on the lawn. Several tools that reduce the mess of cleaning Biotube filters and AdvanTex textile sheets are available from Orenco. Turn off power to electrical components when working in splice boxes or the control panel or when disconnecting pumps. When finished, use proper personal hygiene. Odor of sample Sniff the sample and assess its odor. Record these observations about clarity (NTUs) and odor on the Field Maintenance Report form. pH of sample Dissolved oxygen of sample Using pH test strips or a pH meter, check the pH of the sample and record it on the Field Maintenance Reportform. Values from 6 to 9 are normal. Also check the sample's dissolved oxygen (DO) using a DO meter (or DO field test ampoules), and record that on the form. Values from 2.5 to 6 mg/L are normal. NOTE: If field sample levels are outside of the norm or if your observations indicate the treatment system may not be functioning property, further testing in a laboratory environment may be needed. Sampling equipment, minimum sample size, and storage procedures should conform to the standard methods required by your federal, state, and local authorities. Oily film in PVU Foam in tank Check the liquid in the pump vault (PVU) for an oily sheen, and the liquid in the first compartment of the tank for foam or other unusual appearance. Record your observations on the Field Maintenance Report form. Copyright Orenco Systems®, Inc.*Property of Orenco Systems ,Inc. Do not reproduce or distribute without written authorization from Orenco: 800- 348-9843. AIM -OM -ATX -1, Rev. 1.2, 03/14 Check Control Panel Open the control panel and place it in test mode. Run amperage Check and record the run amperage of the recirculation pump and discharge pump. Place the clamp of an ammeter around the wire to each pump's circuit breaker and read the amperage while each pump is running. You can run the pump by holding the toggle switch on MAN. Amperage should be no more than the pump's maximum service factor amperage. Release the switch to the AUTO position. Make sure the pump comes on as the timer cycles. Timer cycles are shortened to about 30 seconds in test mode. Audible and visual alarms Check the operation of the floats and timers by lifting the float trees out of the tank and discharge basin and following the instructions clipped inside the panel door. Make sure that audible and visual alarms are activated when the appropriate float is raised or lowered. Dial tone (telemetry only) For systems equipped with VeriComm° panels, use a phone line tester or a phone to verify the presence of a dial tone. Inspect/Clean Recirc Pump System E. Riser/Lid Make sure that the lid is intact, and replace it if necessary. Replace any missing lid bolts. Check for marks of liquid infiltration or exfiltration. Splice box Open the splice box and make sure there is no water in it. If there is, remove the water with a sponge and repair the leak. If you disconnect any connections, do not reuse the wire nuts when you reconnect them — use new ones. Float cords Floats Verify that the floats are in good condition and properly secured to the float tree. Verify that float cords are neatly wrapped inside the riser so that they cannot interfere with the operation of the floats. Clean floats by hosing or brushing them so that debris falls back into the tank, not into the pump vault. Pump Turn circuit breaker off at service panel. Switch MOA and circuit breakers in control panel to "Off." Pull the pump and place it on a cleanable surface, like the riser lid, or in a plastic trash can. Check the intake screen; wash off particles as necessary. Record the kinds of particles in the Comments section of the Field Maintenance Reportform and report findings to user (for preventive maintenance). Reinstall the pump, checking to make sure the discharge valve on the hose and valve assembly is open. AIM -OM -ATX -1, Rev.1.2*,03/14 • Copyright Orenco Systems®, Inc. Property of Orenco Systems, Inc• D not reproduce or distribute without written authorization from Orenco: 800 348-9843. 0 Biotube® Filter Biotube Pump Vault Clean the Biotube Filter at every visit. Make sure that the RSV is out. Slide Biotube cartridge out of vault. Hold Biotube cartridge over open inlet of tank or primary compartment. Carefully spray build-up into tank. (The Biotube Cradle, available from Orenco, holds the Biotube Filter on the lip of the riser and directs debris into the tank away from the pump vault.) Flush vault bottom. Recirculating Splitter Valve Move the RSV from side to side to check that the balls move freely. Then verify that the liquid level in the tank is within the normal range. If it is low, the ball mechanism could be jammed in the seated position. If it is high, the RSV may not be making a tight seal when the balls are seated. Clean the balls and replace the balls or the cage if necessary. Don't replace the RSV in the tank until you're ready to leave the site. Measure Sludge/Scum Measure sludge and scum in both compartments of the tank, and record the measurements on the Field Maintenance Reportform. Schedule pumping of the tank when the bottom of the scum layer is within 3 inches 75 mm) of the flow-through port of the tank baffle or when the sludge accumulates to within 6 inches 150 mm) of the flow-through port. Inspect/Clean AdvanTex Filter Open the AdvanTex Filter pod. Odor Biomat Bridging/Ponding Check that the odor and appearance of the biomat are normal. Pungent or unusual odor, ponding (excessive liquid), and bridging (excessive solids) are problems that need immediate attention. The Advanced Service Tips and Troubleshooting Guide can help you ascertain the cause. You may need to change the timer settings or discuss household habits with the system users. And you may need to clean the filter sheets. (See "Additional Services Rendered.") Laterals/Orifices Inspect the orifice shields. A clean area around an orifice cover is a sign of a plugged orifice; clean these orifices out before cleaning the laterals. To clean and flush the manifold, open the flush valves at the ends of the laterals and brush or jet the laterals. Note any unusual appearance or smell of the tank's contents, and consult the Advanced Service Tps and Troubleshooting Guide, available from your AdvanTex Dealer, if necessary. If you find kitty litter, sanitary products, excessive grease, or other material that shouldn't be in the tank, talk to the residents of the home and remind them not to flush those things. Pod bottom Pull out a few sheets, inspect the pod bottom, and note any excessive buildup of debris. When you're done cleaning the manifold, remove the RSV from the tank, and run the pump for two or three minutes with the flush valves open and the RSV removed to flush debris from the pod's underdrain back into the tank. You can do this while you are performing other tasks. After flushing, close the flush valves and make sure the orifice covers are on more or less straight. Replace the RSV in the tank. Intake vent Make sure that the ventilation intake is not damaged or blocked, and clean or replace it if necessary. Copyright orenco Systems®, InclProperty of orenco Systems, *I n,* nc. Do not reproduce or distribute without written authorization 'fro * rom orenco: 800- 348-9843. AIM -OM -ATX -1, Rev. 1.2, D3/14 Inspect/Clean Discharge Pump System Riser/Lid Splice box Float cords Floats Pump If there is a discharge pump basin, inspect it and its components. Clean floats and pump by hosing them. If you pull the pump, check to make sure the discharge valve is open after reinstalling. Over time, solids may accumulate in the discharge basin. Use a trash pump to pump these solids into the inlet end of the processing tank. Inspect/Service Other System Components Disinfection equipment Dispersal laterals/orifices Follow the manufacturer's instructions to inspect and service other components of the system. Additional Services Rendered Cleaned textile sheets? You should not need to clean the textile sheets every year, but it may be necessary now and then. Don't clean them unless the buildup of biomat is bridging across the sheets, because removing too much of the biomat inhibits the system's treatment performance. If you need to clean the sheets, remove the RSV so that solids can freely drain back to the tank. Then clean the sheets one by one with the AdvanTex Cleaning Wand, a hose, or a backpack pressure washer (at low pressure). Wash debris down into the pod, where it will drain back into the processing tank. Replaced W items? Replaced/ used other items? Document any equipment replaced and any additional observations. Final/Safety Inspection Review the Field Maintenance Report form to ensure all activities have been performed. RSV reinstalled If you haven't done so already, reinstall the RSV. Manifold reconnected and valves closed Make sure that the flush valves at the ends of the AX20 laterals are closed. Lids bolted on Replace all lids and tighten all lid bolts. WARNING: If lid bolts are missing, replace them with spares. If you have no spare lid bolts, fasten the lid with a self -tapping screw, and immediately call your Dealer for replacement bolts. If the lid is unbolted or if the lid or riser are damaged, be sure to securely block access to the tank opening before leaving the site. Open tanks are hazardous, and children or adults who try to enter them may be seriously injured, asphyxiated, or drowned. AIM-0M-ATX-1,*Rev.1.2, 03/ 14 Copyright Orenco Systems®, Inc. Property of Orenco Systems®, Inc. Do not reproduce or distribute without written authorization from Orenco: 800- 348-9843. 0 Control panel reactivated Make sure that all circuit breakers have been switched back on. The panel will automatically return from test mode to normal mode in 30 minutes. To manually return it to normal mode, hold down the alarm button on the front of the panel until the alarm chirps. Close and latch the panel, and lock it if necessary. Summary/Recommendations G Treatment system is performing; no further action necessary Call for service Tank needs pumping Ci Other? Check -off or document final recommendation(s). Back at the office, schedule any necessary follow-up. Comments Record any additional observations from your visit on the Field Maintenance Reportform, along with information about equipment repaired or replaced. Fax the completed form to the number on the bottom. The automated system will record the completion of the site's visit and archive an image of the form on advantexservice.com for future reference. Copyright Orenco•Systems®, Inc.*Property of Orenco Systems-, Inc. Do not reproduce or distribute without written authorization from Orenco. 800-348-9843. • * AIM -OM-ATx-1, Rev. 1.2, 03/ 14 0 4varf 7 Field Maintenance Report Unscheduled Property owner/tracking # operator Site Address Contact Phone AX Site ID # County ID # Pod # RTU #AUL # Date of last Impeelon Dispatcher Comments Time: Notification of site condition Made by VeriComm• Monitoring System Made by Homeowner Other Site condition at time of call Alar Tank Overflow Odor Sewage Backup Other Field Sampling/Observations Necessary Not necessary NTU (15: NTUS) pH (6-9) DO (2- 6) Odor of Sample. Typical Musty Earthy Moldy Non -typical Suede [:]Cabbage Decay Conditions at site Alar On Yes No If yes, alar type ) Tank Liquid Level Notal High Low Pump Operational? Yes No Circuit Breakers Reciro........ Tripped On Off Discharge..... Tripped On Off Controls ...... Tripped On Off VCOM• ATRTU Board: (if applicable) Document the panel status by shading the appropriate inputs and outputs as indicated by the yellow and red LEDs. Inputs Q © a Outputs Q (2) 0 Power On Off Flashing Green LED) Cause of Malfunction: Mechanical Process -Related Services Rendered: Parts Used: W = Warranty, B = Billable ( appropriate selection) Item Number Notes/Final Recommendations: System performing; no further action needed Additional service needed Final/Safety Inspection: Lids bolted on? Yes No If damaged, comment ) Control Panel reactivated? Yes No Circuit Breakers: Recirc: On Off Discharge: On Off Controls: On Off Time at Site Travel Time Total Time Time Fax completed form to 1-866-384-7404 AIM -OM -ATX -1, Rev.1.2, 03/ 74 Copyright Orenco Systems®, Inc. Property of Orenco Systems®, Inc. Do not reproduce or distribute without written authorization from Orenco: 800- 348-9843. 0 Unscheduled Maintenance Procedures If you receive an alarm call or phone call that requires a visit to an AdvanTex site, download the Field Maintenance Report Unscheduled from www.advantexservice.com. The top of the form should be pre -filled with information about the site. If any information is missing, fill it in. Depending on the type of problem that caused the alarm, you may not need to check all the boxes — they're just there to reduce the amount of writing you have to do. But do use the notes areas to record any repairs or adjustments you make and to document anything unusual. These notes may help you on future service calls, and they help Orenco and your Dealer identify patterns of problems. We recommend that you send a copy of this form to the homeowners after your visit. This reinforces any advice you may give them about proper use of their system. It also reassures them that the VeriComm® monitoring system is working and that you are diligently maintaining their system. Notification of Site Condition Made by VeriComm Monitoring System Made by Homeowner Other Indicate whether you learned about the problem from the VeriComm system, from the homeowner, or some other way — perhaps from a neighbor. Site Condition at Time of Call Alarm Tank Overflow Odor Sewage Backup Other Describe the condition that prompted the alarm. WARNING: Do not enter the tank. Entering a tank without proper confined space procedures and equipment can cause serious injury, asphyxiation, or drowning. Field Sampling/Observations Necessary Not necessary If the cause of the problem is not immediately apparent, use proper techniques (described in the "Performing Scheduled Field Maintenance" section) to sample effluent from the RSV. Do this first so that subsequent activity will not contaminate the sample. Test the sample's clarity, pH, and dissolved oxygen, and record the results on the form. Also check the box that describes the odor of the sample. Conditions at Site Alarm On Yes No If yes, alarm type Tank Liquid Level Normal High Low Pump Operational? Yes No Circuit Breakers Recirc Tripped On Off Discharge Tripped On Off Controls Tripped On Off Record the status of each part of the system on the form. Use the "Notes" field to describe problems in more detail. VCOM ATRTU Board (if applicable) Shade the appropriate circles to indicate which inputs (yellow) and outputs red) are active on the ATRTU board inside the panel, and record the status of the green power light. Copyright Orenco Systems®, Inc. Property of Orenco Systems® Inc. Do not reproduce or distribute without written authorization from Orenco: 800- 348-9843. *AIM *DM*-A*TX* 1,Rev. 1.2, 03114 Cause of Malfunction Mechanical Process -Related When you have found the cause of the malfunction, record whether it is a mechanical problem (such as failure of a float or loosening of a connection) or a problem with the biological processes in the system such as recirculation ratio, system abuse, or insufficient ventilation). Describe the problem in as much detail as possible in the space provided. Services Rendered Describe what you did to correct the problem. Parts Used Record any new parts you installed. Check the appropriate box to show whether they are covered under warranty or billable to the customer. Notes/Final Recommendations Write down any observations about this incident that will be useful to you, the homeowner, your AdvanTex Dealer, or Drenco. Final/Safety Inspection WARNING: If lid bolts are missing, replace them with spares. If you have no spare lid bolts, fasten the lid with a self -tapping screw, and immediately call your Dealer for replacement bolts. If the lid is unbolted or if the lid or riser are damaged, be sure to securely block access to the tank opening before leaving the site. Open tanks are hazardous, and children or adults who try to enter them maybe seriously injured, asphyxiated, or drowned. Lids bolted on? Yes No If damaged, comment Control panel reactivated? Yes No Circuit Breakers: Recirc: On Off Discharge: On Off Controls: On Off Verify the condition of system components upon leaving the site. Time/Date/Signature Record time at site and travel time. Sign and date the form. Then fax it to the number at the bottom. The bar code at the top will ensure that a PDF of the form will go into the Service Provider's inbox on advantexservice.com, for assignment to the appropriate site. Make a copy of the form and send it to the homeowner, along with the invoice. AIM -0M -ATX -1, Rev.1.2, 03/ 14 Copyright Orenco Systems®, Inc. Property of Orenco Systems®, Inc. Do not reproduce or distribute without written authorization from Orenco: 800-348-9843. AdvanTexSeirvice.com Change of Service Provider Authorization Form P.peM Owner Site Address Contact Phone Pod N RTU WUL N Fill this form out completely, have it signed by the Homeowner, and fax to 1-541-459-2884 Previous Service Provider: New Contract Start Date: JI Additional Comments: New Service Provider Company New Service Provider Signature Date As the homeowner, you acknowledge that you are not under contract with any other Authorized Service Provider as of the "New Contract Start Date," noted above. Homeowner Signature Date Fax completed form to 1-541-459-2884 Copyright Orenco Systems®, InZftperty of Orenco Systems®, Inc. Do not reproduce or distribute without written authorization from Orenco: 800- 348-9843. • • * AIM-0M-AT;1, Rev. 1.2, 03/ 14 Consistent maintenance is important to ensuring the excellent performance of AdvanTex Treatment Systems. So, when a service contract expires, it must be renewed, either with the existing service provider or with another service provider. Our advantexservice.com Web site provides tools to help with this effort. When a service contract expires, contact the homeowners and offer a renewal. If the homeowners renew the contract, update the information in advantexservice.com. If the homeowners do not renew the contract within 60 days, notify the Dealer (if the system is still under warranty) and make a note in advantexservice.com. If a service contract is required by law, notify the county or other regulatory jurisdiction as well. When homeowners do not renew their service contract with their current service provider and select you to be their new service provider, you will need to have access to the site information for that system. Before meeting with the homeowners, you should log onto advantexservice.com and do the following: Print the Change of Service ProviderAuthorization Form. Fill out the form, including the site information, previous service provider's name, start date of the new contract, and any explanatory comments. Have the homeowners sign the form. Add your name, company name, and signature and fax the form to Orenco at the number on the bottom. Once the form is received, you will have access to the site inform- ation for that system, so you can schedule the next service call. In addition, the automated system will archive an image of the form on advantexservice.com for future reference. M-*W-ATX-1,*R;I.1.2*,03/14 • Copyright Orenco Systems`, Inc. Property of orenco Systems® Inc*. Do not reproduce or distribute without written authorization from Orenco: 800- 348-9843AI G2 The following chart shows recommended timer settings for a new system. RESIDENTS 2 0.2 min (12 sec) iNOTES 19.8 min Assumes water usage of 50 gal. (190 L) per person per day and a return recirculation ratio of 3 :1 (Filter recirculation ratio of 4 : 1). Override OFF cycle time is set at one-half of the OFF cycle time. Override ON cycle time is set the same as the ON cycle time. 3 or 4 0.3 min (20 sec) 19.7 min 5 0.4 min (24 sec) 19.6 min 6 0.5 min (30 sec) 19.5 min As you gain experience with a system, you may conclude that you need to make adjustments, sometimes significant ones. This worksheet is intended to help you deter- mine appropriate start-up timer settings (Pump ON, Pump OFF) for a single -pod AX20 system. Typical values and ranges are provided for each parameter. If you have any questions or if your values fall outside the desired ranges on this worksheet, contact your Dealer. PARAMETER TYPICAL VALUES NOTES Number of people 3 Range of 2 to 8 people. Water usage per person 50 gpd (190 Ud) Typical daily average is 50 gal. (190 L) per person. 0i Actual daily flow (total) 150 gpd (570 Ud) Number of people) x (water usage per person). Rb Return recirculation ratio 3 :1 You can adjust this ratio (return flow to forward flow) up or down depending on system per- Rf Filter recirculation ratio 4 :1 formance. (Range of 2 to 6.) Total daily flow to AX20 600 gpd (2280 Ud) Actual daily flow) x (return recirculation ratio + 1). Must be s 3000 gpd (11,370 Ud). Actual flow should not exceed 500 gpd (1895 Ud). (500 gpd x 6:1 Rb = 3000 gpd) Od Actual pump dose rate 33.3 gpm (126 Umin) Determine this value by field-testing or by using Orenco's PumpSelectTM. Start at the low end. Td Pump ON cycle time (dose) 0.25 min Select a value between 0.17 minutes (10 seconds) and 0.75 minutes (45 seconds). Tr Pump OFF cycle time (rest) 19.70 min See Pump OFF equation below. PUMP OFF EQUATION EXAMPLE Plugging in the above values and rounding results in the following: 1440 • Td • Qd 1440 • 0.25 • 33.3 T = — Td T = — 0.25 = 19.74 =19.70 Rb+1 Qi (3+1)•150 After you determine your Pump ON and Pump OFF times, double check to make sure your start-up settings fall within the cycle time (CT) range, below. If they don't, make adjustments per the "Note." ADDITIONAL PARAMETERS TYPICAL VALUES NOTES CT Cycle time 20 min Low flow applications may result in cycle times of an hour or more, which can cause the media to dry out or odors to develop in the recirc tank. If CT is much more than 30 minutes, consult your Dealer or Orenco for suggested adjustments. Pump cycles per day 72 cycles 1440 min/day - (OFF cycle time + ON cycle time). Must not exceed the pump's maximum rated cycles of 300 cycles per day. Gallons per cycle 8.3 gal. (31 L) With 68 orifices and using the Td range recommended above, you will maintain the recom- mended 0.08 to 0.25 gal. (0.45 to 0.95 L) per orifice per dose. Copyright Orenco Systems®, Inc. Property of Orenco Systems®, Inc. Do not reproduce or distribute without written authorization from &4co: 800-348-9843. • ' AIM -OM -ATX -1, Rev.1.2, 03/14 Orenco will provide the float and RSV settings for tanks that are approved for use with AdvanTex Treatment Systems in your area. Service Providers are simply required to verify that the float and RSV settings are correct. This diagram shows how these settings are established for AdvanTex Treatment Systems that use a VeriComm® Control Panel. The diagram shows both a Mode 1 and a Mode 3 setup. For Mode 1 setups, the recirculating splitter valve (RSV) is installed in the second compartment, with the Biotube pump vault. For Mode 3 setups, the RSV is installed in the first compartment, under the inlet riser. NOTE: For Mode 3 installations, the Duckbill RSV will be located in the first compartment of the tank. NOTE: Maintain a minimum '/< in. per foot (20 mm per meter, or 2%) slope from the pod outlet to the RSV inlet. IY'150mm) ---- NOTE: Maintain a minimum Y< in. per foot (20 mm per meter, or 2%) slope from the pod outlet to the RSV inlet. 2-(50 mm) r- min. Y' High wateralarm--- - - - - ---- 50 mm) Override timer - - - - - - - - -- - Y' approx. 50 mm) approx. 6" Surge volume approx. 6" Normal 100%dischar a9 150 mm) approximately 250 gallons) (950 L) 150 mm) RSV Normal low operating liquid level (100% recirc) - - min. 4" I- cage 1100 mm)_ Low water alarm/redundant off - - - - - - NOTE: For Model installations, the Standard Flow-through port in baffle RSV will be located in the second compartment 1 X of the tank. 60% to 10 of X AIM -OM -ATX -1, Rev. 1.2, 03/ 14 • • •Copyright Orenco SysteW' Inc. Property of Orenco Systems, Ina Do not reproduce or distribute without written authorization from Orenco: 800-348-9843 dft i Typical RSV Levels For stinger pipe lengths up to 24 inches (600 mm) long, the "normal low operating liquid level" will be approximately 5-6 inches (125-150 mm) below the top of the RSV cage. (The normal low operating liquid level is the level at which 100% of the filtrate returns to the tank.) For most residential applications, the recommended surge volume — the volume between the low liquid level and the high water alarm float — is approximately 250 gallons (950 L). For Mode 3 installations, the duckbill model RSV, which has a flexible PVC tube that vents the RSV cage to atmosphere, is required. Typical Float Levels Be sure to check the plans for any site-specific or tank -specific float settings. The top float is normally set equal with the tank's invert of inlet. The bottom float should be approximately 4 inches (100 mm) below the normal low operating level. NOTE: Before leaving the site, verify that the "low water alarm/redundant off" float is positioned at least 10 inches (250 mm) below the top of the RSI/ cage. Copyright Orenco Systems®, Inc.,Property of Oren,; Systems`, Inc. Do not reproduce or distribute without written authorization from Orenco: 800- 348-9843. • MAIM -OM -ATX -1, Rev. 1.2, 03/ 14 0 STARWOOD METROPOLITAN DISTRICT 0121 Stewart Drive Aspen Colorado 81611 970-925-8939 TO: Whom It May Concern FROM: Heather Dresser, Secretary Starwood Metropolitan District DATE: March 16, 2015 RE: Water Service in Starwood Subdivision This is to confirm that the Starwood Metropolitan District will supply water to the residence(s) on Tracts R- 8a and 8b at 952 Trentaz Drive and Tract R-3 at 230 Buchanan Drive, Starwood Subdivision, Aspen, Colorado that are owned by Blaine and Alexa Wesner. Because the Starwood Metropolitan District supplies all water to the residence(s) and properties, it does not depend on a community well, and therefore, there is not a community well agreement. The Starwood Metropolitan District is an approved public water system and has sufficient water to supply the development, which includes Tracts R- 8a, 8b and 3, and the Starwood Metropolitan District agrees to do so. If you have any questions, please call me at 970- 925-8939 or Starwood's Manager, Mark Asher, at 970-379-9878. STARWOOD METROPOLITAN DISTRICT 0121 Stewart Drive Aspen Colorado 81611 970-925-8939 TO: Whom It May Concern FROM: Heather Dresser, Secretary Starwood Metropolitan District DATE: September 26, 2016 RE: Water Service in Starwood Subdivision This is to confirm that the Starwood Metropolitan District will supply legal access, and water, to the property and residence on Tract R- 3 at 230 Buchanan Drive, Starwood Subdivision, Aspen, Colorado that is owned by Blaine and Alexa Wesner. Because the Starwood Metropolitan District supplies all water to all residence(s) and properties, it does not depend on a community well, and therefore, there is not a community well agreement. The Starwood Metropolitan District is an approved public water system and has sufficient water to supply the development, which includes Tract R- 3, and the Starwood Metropolitan District agrees to do so. If you have any questions, please call me at 970- 925-8939 or Starwood's Manager, Mark Asher, at 970-379-9878. Pump Selection for a Press 'zed System -Single Family Resider Project Trentaz Meadow House Parameters 1.7 feet Loss in Transport Before Valve 0. 2 Discharge Assembly Size 2.00 inches feet 16( Transport Length Before Valve 10 feet 0. 0 feet Transport Pipe Class 40 feet Loss through Flowmeter 0. 0 Transport Line Size 2.00 inches feet Pipe Volumes Distributing Valve Model 6605 Vol of Transport Line Before Valve 1.7 gals 14( Transport Length After Valve 74 feet 0. 0 gals Transport Pipe Class 40 gals Total Vol Before Valve 1.7 Transport Pipe Size 2.00 inches gals Minimum Pump Requirements Max Elevation Lift 8.25 feet gpm Total Dynamic Head Manifold Length 0 feet 12C Manifold Pipe Class 40 Manifold Pipe Size 2.00 inches Number of Laterals per Cell 10 Lateral Length 135 feet a Lateral Pipe Class 40 U. 10C Lateral Pipe Size 2.00 inches Orifice Size 1/8 inches Orifice Spacing 4 feet Residual Head 5 feet M Flow Meter None inches 80 Add-on'Friction Losses 0 feet U E MC Calculations o Minimum Flow Rate per Orifice 0.43 gpm a 60 Number of Orifices per Zone 68 Total Flow Rate per Zone 29.6 gpm Number of Laterals per Zone 2 Flow Differential 1st/Last Orifice 1.9 Transport Velocity Before Valve 2. 8 fps 40 Transport Velocity After Valve 2.8 fps Frictional Head Losses Loss through Discharge 1.7 feet Loss in Transport Before Valve 0. 2 feet Loss through Valve 9.5 feet Loss in Transport after Valve 1. 1 feet Loss in Manifold 0. 0 feet Loss in Laterals 0.2 feet Loss through Flowmeter 0. 0 feet Add -0n' Friction Losses 0. 0 feet Pipe Volumes Vol of Transport Line Before Valve 1.7 gals Vol of Transport Line After Valve 12.9 gals Vol of Manifold 0. 0 gals Vol of Laterals per Zone 47.1 gals Total Vol Before Valve 1.7 gals Total Vol Ata Valve 59.9 gals Minimum Pump Requirements Design Flow Rate 29.6 gpm Total Dynamic Head 25.9 feet Orenco Systems' Incorporated 06V g dk Ir rr rM Wb U fA es Wr v.,rnr` 20 IM1 10 20 30 40 50 60 70 80 Net Discharge (gpm) Pump Data PF5005 High Head Effluent Pump 50 GPM, 1/2HP 115/230V 1060Hz, 200/230V 30 60H end System Cure: Pump Curve: Pump Optimal Range Operating Pointo Design Pointo 0 U Except for Soil Type 0, the LTAR may vary, depending on the Soil Type and the Treatment Level of the effluent. You may adjust the LTAR for Soil Types 1- 5 by choosing different Treatment Levels, but for Soil Type "0" the LTAR will always be "1" regardless of Treatment Level. Remember that HLT systems are always pressure -dosed, so no additional sizing reductions are given for Manufactured or Chamber distribution media for HLT systems. Enter Design Flow (gpd) 1000 Enter Number of Bedrooms (including office(s), ADU, etc.) 5 Select LTAR 0.2 Enter Additional Flow in GPD 0 Select Effluent Application Factor 0.8 House size in sq ft 8701 Flow 100 FOR HLT SYSTEMS w /ANY DIST. MEDIA See Distrbution Media Tabs below for design details TRENCH STA 4000 BED STA 1 5000 FOR TU w CHAMBER DISTREWON MEDIA ( CLICK( HERE (to go to/return to this TAB ENCH STA BED STA J1Wto Calculate STA Reductions for Deep Gravel I CLICK I HERE Ito go to/return to this TAB To Calculate Distirbution Pipe Volume CLICK HERE Ito go to/ return to this TAB CHAMBER DISTRIBUTION MEDIA WORKSHEET minimum required number of chambers are based on the wastewater flow, LTAR and method of effluent application entered inTAB 1. To change any of those parameters, such as using pressure dosing instead of siphons just clickHERE to return to TAB 1 and make changes - this sheet will automatically recalcuate with that info. FOR HILT EFFLUENT* UNITS Arc 18 ( 18" wide trench) TRENCH STA 4000 444 BED STA 5000 Arc 36 HC 267 Arc 36 LP i RESERVED RESERVED FOR TLI EFFLUENT RESERVED TRENCH STA 2800 BED STA 3500 INSTRUCTIONS: Determine the STA from the tables at left that reflects the STA type and wastewater TL and select it from the drop down list in the YELLOW box below: 4000 7- 1 MINIMUM REQUIRED NUMBER OF UNITS ARE SHOWN IN TABLES BELOW - FOR EQUAL EFFLUENT DISTRIBUTION THE NUMBER OF CHAMBERS IN EACH BED ROW OR TRENCH MUST BE EQUAL, WHICH MAY REQUIRE MORE CHAMBERS THAN SHOWN BELOW. DISTRIBUTION LINES ARE REQUIRED WITHIN THE CHAMBERS. ADS PIPE INC UNITS Arc 18 ( 18" wide trench) 571 Arc 24 (24" wide trench) 444 Arc 36 286 Arc 36 HC 267 Arc 36 LP 286 RESERVED RESERVED RESERVED 0 INFILTRATOR SYSTEMS INC UNITS Quick 4 Plus Standard 333 Quick 4 Plus Low Profile 333 Quick 4 Plus High Capacity 333 RESERVED RESERVED RESERVED K. Vos Caudill, Pi c ADMINISTRATIVE DECISION OF THE COMMUNITY DEVELOPMENT DIRECTOR OF PITKIN COUNTY, COLORADO, APPROVING THE WESNER ACTIVITY ENVELOPE AND SITE PLAN REVIEW Administrative Decision No.-2016 RECITALS 1) Alexa and Blaine Wesner (hereafter "Applicant") have applied to the Community Development Director of Pitkin County (hereafter "Director") to establish an Activity Envelope and obtain Site Plan Review approval for a single family residence and a greenhouse. 2) The lot is located on Buchanan Drive, and is more specifically described as Tract R-3, Starwood Subdivision. 3) The lot is zoned RS -20 and contains 3.4 acres. 4) The lot is undeveloped with the exception of a driveway that links Lots R -8-A and R -8-B to Buchanan Drive. This driveway also crosses Lot P-3, which is a pasture tract owned by the Starwood Homeowners' Association ("HOA"). 5) The Applicant also owns adjacent Tracts R -8-A and R -8-B and leases Tract P-3 from the HOA. Pitkin County Administrative Decision No. 57-2015 approved redevelopment, replacement and expansion of the existing residences on Tracts R -8-A and R -8-B. This approval also established an Activity Envelope and granted Site Plan Review approval for improvements to the driveway across Tract R-3, replacement of the bridge, adjustments to the ditch and installation of landscaping. These improvements have not been completed. 6) The Director finds that the request complies with the applicable provisions of the Land Use Code Code"), as follows: A) Use of TDRs for additional floor area is allowed in Starwood without Special Review, pursuant to Sec. 6-30-50(b)(2). The Applicant proposes to utilize two TDRs to develop up to 10,750 square feet of floor area. B) The lot is within the mapped Scenic View Protection Area. The proposed residence will be minimally, if at all, visible from Highway 82 or McLain Flats Road. C) The wildfire hazard is rated as medium with mitigation, which can be accomplished pursuant to the provisions of Sec. 7-20-60(c) of the Code, as modified by wildfire expert Art Hougland. D) The lot is within mapped mule deer and elk winter range. The lot is adjacent to multiple developed residences. Development of a residence will not increase the zone of influence associated with the existing residences. E) The activity envelope primarily contains slopes of less than 30%. The only slopes in excess of 30% within the Activity Envelope run along the irrigation ditch. The Code permits development on slopes in excess of 30%, pursuant to Sec. 70-20-20(c)(3), when the slope is due to a minor natural or man-made change in the gradient of a continuous slope; the slopes adjacent to the ditch comply with this exception. F) A new driveway will be installed off of Buchanan Drives, G);rhe absorption area for the On -Site Wastewater TreatWti it Systetn ( W southwestern boundary of the lot and extends onto Tract P-3. Tract P-3 is leased by the Applicant Janice K. Vos Caudill, Pitkin County, CO 0 O Administrative Decision Nob( -2016 Page 2 and the Starwood Architectural Committee has approved construction of a portion of the OWTS on Tract M. This area is included in an Activity Envelope on Tract P-3. H) Domestic water is provided by the Starwood Metropolitan District. 1) The ditch below the residence and above the OWTS absorption field will be lined. J) A greenhouse of up to 600 square feet is exempt from the calculation of floor area, pursuant to Sec. 5-20-70OX5) of the Code. APPROVED by the Director, subject to the following conditions, which shall run with the land and be binding on all successors in interest: 1. The Applicant shall adhere to all material representations made in the application and shall consider those representations to be conditions of approval, unless amended by other conditions. 2. Prior to submission of any future building permit applications, the Applicant shall be required to submit for approval by the County Attorney and Community Development a Site Plan with an Activity Envelope in accordance with Land Use Code Section 2-30-20(g) and Application Manual Section 2.1.12. The above referenced approvals shall be a condition precedent to finalization and recordation of them. 3. With the building permit application for the residence, the Applicant shall: A. Provide proof of an adequate water supply (in terms of quantity and availability) for domestic and fire protection purposes, and for irrigation purposes, if applicable. B. Submit a drainage and erosion control plan for review and approval by the Planning Engineer. If the development disturbs one (1) acre or more, the Applicant shall apply for and obtain a State Stormwater Permit. All historic and natural drainage patterns shall be maintained. C. Submit a construction management plan for review and approval by the Planning Engineer. D. Submit a tree mitigation plan, a landscape plan, and a detailed revegetation plan for disturbed areas with appropriate seed mixes. Native plants shall be used for landscaping and revegetation. E. Submit an outdoor lighting plan. 4. Prior to issuance of any new building permits, the Applicant shall: A. Pay the applicable road and employee housing impact fees. B. Obtain a County access/driveway permit for the driveway. The permit shall be improved by the Planning Engineer and the Fire Marshal. Written permission from the Starwood Subdivision shall be provided for use of the subdivision roads by construction vehicles. C. Obtain an OWTS construction permit. The Applicant shall accommodate as much of the absorption field as feasible on Tract R-3 in order to minimize the area on Tract P-3 occupied by the absorption field. D. Complete a fireplace/woodstove registration form with the Community Development Department, if necessary. 5. The Applicant shall obtain an Earthmoving, Clearing and Grubbing permit(s) for any and all hardscape, retaining walls, earthwork, utilities and landscaping. Written permission from the ditch company is required for any work to the ditch. The lot is exempt from Growth Management for up to 5,750 square feet of floor area. At building permit application for the residence, the Applicant shall surrender two TDR Certificates and a copy of Janice K. Vos Caudill, Pitkin County, CO X Administrative Decision No&J-2016 Page 3 the deed(s) evidencing the Applicant's acquisition of the Certificates (if applicable), in order to develop up to 10,750 square feet of floor area. 7. A greenhouse of up to 600 square feet is exempt from the calculation of floor area. The greenhouse shall not contain any plumbing equipment other than a hose bib, but may contain mechanical or electrical equipment. No light shall emanate from the interior of the greenhouse such that it is visible from the exterior of the greenhouse from two (2) hours after dark until two (2) hours before dawn. 8. Areas disturbed by construction shall be re -vegetated within one growing season of the project's completion. 9. No development in excess of 30" above or below natural grade shall occur within the setbacks of the lot, with the exception of driveways and associated retaining walls of up to 6' above or below natural grade and fencing. Landscaping in the form of berms within the setbacks shall not exceed four feet from the most restrictive grade. Any development located within setbacks mandated by County zoning regulations that does not comply with these restrictions shall require a variance from the Board of Adjustment. Approval of an activity envelope within such setbacks does not assure approval of a variance. 10. Retaining walls, if over 4' in height, shall be engineered. 11. The Applicant shall comply with the following standards for Development in a Medium Wildfire Hazard Area, as modified by Art Hoagland, wildfire expert: A. Defensible Space: The area around all buildings/structures, limited by property boundaries that may limit a property owner's ability to comply with this section, shall incorporate landscaping with wildfire defensible space considerations as follows (note: actual vegetation manipulation to meet these conditions may not be necessary where the natural vegetation patterns have already fulfilled these conditions): 1) Around the house and accessory structures and beyond the furthermost projection of combustible construction for a distance of 10', the area should be primarily noncombustible hardscape surfaces, low growing perennials, flowerbeds, cut grass and deciduous, well -trimmed and irrigated plants. Remove trees adjacent to the structures and/or with branches overhanging any portion of the structure. Woody vegetation shall not be planted within this area. Some trees or small clusters of trees or shrubs may remain in the vicinity of the house or accessory structures, if the 10' area is extended outward from the furthest growth expected from the mature trees and shrubs. 2) Beyond the 10' area up to 30', separate trees and shrubs into individuals or clusters, thin clusters and remove dead growth. Prune limbs of trees to one half the height of the tree or 10', whichever is less. For existing or new conifers, prune limbs to one third the height of the tree or 10', whichever is less. No brush or shrubs which when mature will be tall enough to act as ladder fuels shall be installed or maintained around the trees. Clusters of shrubs or trees should be separated from each other and from those beyond the 30' area by a distance of 2% times the height of the mature vegetation. The diameter of a cluster should be limited to 2'h times the height of the mature vegetation. Plant material growing between trees and clusters of shrubs or trees shall be maintained at 6 inches in height or less. Thin and remove the lower branches of brush or shrubs within clusters or individual plants to eliminate ladder fuels. 3) Remove all standing dead or deadfall within 100' of any building or up to the property lines. 4) Remove, or chip and spread, all cut and collected materials. K. Vos Caudill, Pitkin County, CO 0 Q Administrative Decision No.9-2016 Page 4 5) The Applicant shall be responsible for the continued maintenance of the defensible space vegetation requirements. Roofing Materials: Class A covering or Class A assembly as defined by the currently adopted Building Code. No wood shakes or shingles. All other adopted Building Code compliant methods and materials permitted. Roofs with less than a 3: 12 pitch are not permitted unless they comply with the following: 1) All roof coverings shall be constructed of non-combustible materials and installed on a Class A roof assembly. 2) All roof coverings shall have a surface that shall facilitate the natural process of clearing roof debris. 3) Protrusions above the roofline, such as parapets, shall be prohibited, unless specifically approved by the Fire Marshal. 4) Roofs shall be installed as required by the adopted Building Code and shall have a minimum pitch of 1:48. 5) All roof designs, coverings, or equivalent assemblies shall be specifically approved by the Fire Marshal prior to submittal of a building permit application. C. Maintenance and Miscellaneous Requirements 1) Roofs and gutters shall be kept clear of debris. 2) Soffit vents shall be located in the outer 1/3 of the overhang and shall be screened with corrosive resistant wire mesh, with mesh one-fourth ('/4) inch maximum. 3) Any outbuilding shall adhere to the same wildfire requirements. 4) Yards shall be kept clear of all litter, slash and flammable debris. 5) All flammable materials shall be stored on a parallel contour a minimum of fifteen (15) feet away from any structure. 6) Weeds and grasses within the ten (10) foot perimeter shall be maintained to a height not more than six (6) inches. 7) Firewood/wood piles shall be stacked on a parallel contour a minimum of fifteen (15) feet away from the structure. 8) Swimming pools and ponds shall be accessible by the local fire district. 9) Fences shall be kept clear of brush and debris. 10) Wood fences shall not connect to other structures. 11) Fuel tanks shall be installed underground with an approved container. 12) Propane tanks shall be buried, if possible, or installed according to NFPA 58 standards and on a contour away from the structure with standard defensible space vegetation mitigation around any aboveground tank. Any wood enclosure around the tank shall be constructed with materials approved for two (2) hour fire -resistive construction on the exterior side of the walls. 13) Each structure shall have a minimum of one ten (10) pound ABC fire extinguisher. 14) Addresses shall be clearly marked with two (2) inch non-combustible letters and shall be visible at the primary point of access from the public or common access road and installed on a non-combustible post. 15) Utilities shall be extended underground. K. Vos Caudill, Pitkin County, 0 Administrative Decision No. L,2!2016 Page 5 12. The Applicant shall comply with the applicable codes and requirements of the Aspen Fire Protection District, including but not limited to access, turning around of fire apparatus and water supply. 13. The Applicant shall comply with the following conditions regarding wildlife: A. Dogs shall be kenneled within 50' of the residential buildings or leashed under human supervision when outside a required kennel. B. Manipulation of vegetation outside of the activity envelope is prohibited, except as necessary to comply with the wildfire hazard mitigation measures. C. Any vegetable garden or orchard shall be completely enclosed by an 8' tall electrified mesh fence. D. Fruit and nut bearing trees shall be prohibited, except within a fence -protected orchard or vegetable garden. Fruit bearing shrubs or shrubs that do not attract bears may be allowed. E. Trash/garbage shall be kept in an approved bear resistant container or enclosure as required by the County's Wildlife Protection Ordinance. F. Construction workers shall be prohibited from bringing dogs on-site. G. All outside doors shall utilize only solid round handled door knobs unless another type is required by the applicable building code for disabled accessibility purposes. H. Bird feeders, including hummingbird feeders, shall be hung away from any deck or window, and shall be at least 10' from the ground suspended between 2 trees or posts. All seed feeders shall include a seed catchment pan to catch discarded seeds. Bird feeders should be removed from April through November. I. Composting shall be restricted to yard waste. J. Fencing shall comply with the following, except for fencing immediately adjacent to the buildings to contain pets or enclose the garden: Wood fencing shall employ three rails or less, be the round or split rail type, shall not exceed 54 inches in height above ground level and 12 inches in width (top view), and shall have at least 18 inches between the lower two rails. Wire fencing must be 3 strands or less. The top wire should be a 12.5 gauge twisted barbless type at a maximum height of 42 inches. The middle strands (which may be barbed) should be located a minimum of 12 inches apart and from the top wire preventing entanglement when mule deer jump over. The bottom strand should be 16 inches from the ground. of smooth wire and shall not exceed 42 inches in height. Mesh or woven wire fences are prohibited, except to enclose a garden or orchard. 14. No development shall occur outside of the approved activity envelope, with the exception of vegetation removal necessary to comply with the wildfire mitigation measures described above. 15. Prior to commencement of any earthmoving or other construction activity, the Applicant shall stake the corners of the activity envelope and install construction fencing around the construction site within the perimeter of the envelope. The fencing shall remain in place until issuance of a Certificate of Occupancy. 16. No calculations for height, bulk, setback, size, floor area, or any other building and zoning requirements have been conducted. These requirements will be considered at the time of building permit. Any structures represented in the application may not be permitted under building and zoning regulations. K. Vos Caudill, Pi Administrative Decision No. hq-2016 Page 6 17. Failure to comply with the conditions of this approval may result in revocation of this approval, or any subsequent permit(s) or approval(s) related to this property, or vested rights associated with this property. 18. Statutory vested rights for the approval contained herein are granted pursuant to the Pitkin County Land Use Code and Colorado Statutes, subject to the exceptions set forth in Pitkin County Land Use Code, § 2-20-170 and C.R.S., § 24-68-105. The statutory vested rights granted herein shall expire on 2018. NOTICE OF PUBLIC HEARING PUBLISHED IN THE ASPEN TIMES WEEKLY on the 26`h day of May, 2016. __ APPROVED by the Director, this Z day of kS k 2016. PUBLISHED AFTEYDOPTION FOR VESTED REAL PROPERTY RIGHTS in the Aspen Times Weekly on the day of, 2016. t duh 1 (- Ci4 Houben, Community Development Director PIDk264326301010 P038-16 CI. GYI' 1VNjj: O. xLYJlt V7/ L1/ LVlO di 11 : 4: 11 API, 1 Vl- L, K , Ll. VU anice K. 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