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pitkin.eh.264327400008 (2011) (Main House)
VEH/NR JNSITE WASTEWATER TREA LENT SYSTEM (OWTS) CONSTRUCTION PERMIT 0405 Castle Creek Road, Suite 10 - Aspen, CO - 81611 Phone: 970.920.5070 Fax: 970.920.5077 Permit #: 001.2011.pOWt Parcel ID #: 2643-274-00-008 Permit Issued: ®NEW MAIN HOUSE ❑REPAIR ❑REMODEL/ADDITION ❑TANK ONLY ❑FIELD ONLY ❑AMENDMENT Owner(s): Sweet Aspen Sunnyside Property Address: Legal Description: Size of Lot: 13 Size of Building: 294 Sunnyside Lane Lot 12, White Horse Springs Ranch 14000 Acres Detached Accessory Unit: Sq. Ft. Size of Accessory Unit: _ The system is designed for: MAIN HOUSE 6 bedrooms Designed By: Sopris Engineering Project #: _ Phone #: 970-704-0311 Mailing Address: Fax #: 970-704-0313 Email Address: Perc Rate: 27 Minimum Tank Capacity: Profile Hole Depth 2250 gallons ®YES []NO 10218 502 Main CDU permit 002.2011.powt Sq. Ft. Dated: January 10, 2011 Carbondale, CO 81623 9 f t Depth to Groundwater or Bedrock: Greater than 9' Minimum Absorption Area: 1871 sq ft _ Permit Conditions: This OWTS Construction Permit is approved on the condition of compliance with the engineer design as submitted with the application and the specifications cited above. Changes must be approved by this Department and the engineer prior to construction. This design will consist of one 2500 gallon tank with an effluent filter on the outlet. If the tank has a seam below the liquid level, it must be tested for water tightness. A distribution box will be used to distribute the effluent. The box must be accessible from grade. Eljen in -drain units will be used, which qualify for sizing under secondary treatment standards. There will be four beds, each with 6" of concrete sand below the Eljen units. Sand will fill the 48" of separation between rows and 24" beyond Eljen units. There will be 2 rows of 4" perforated PVC pipe placed on 8 Eljen in -drain units in each row. Filter fabric will cover the pipe, Eljen units, and sand in each bed. The absorption area must be at least 20' from the house and at least 10' from the property line. There must be at least 12" of clean backfill over the units. From grade to the bottom of the sand layer should not exceed 48" in depth. This Permit must be kept on-site during installation. The engineer must do a final inspection of the installation and submit an "as -built" letter to this Department within 30 days of the final inspection, unless a longer period of time has been agreed upon, in writing. This Department must also be called for the final inspection with a minimum of 48 hours notice. Minimum horizontal distances between components of the system and physical features shall conform to the requirements of the Pitkin County OWTS Regulation. This Permit is conditioned upon the property owner(s) providing for regular inspection, cleaning, and maintenance of the system by qualified personnel, in accordance with the manufacturer's recommendations and the requirements of the Pitkin County OWTS Regulation. Issuance of this OWTS Construction Permit does not constitute a guarantee, warranty, or representation by the Department that the system will operate properly or will not fail. 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 be submitted and approved by EH before final approval of the system will be issued. Issued By: Date: ?, /[ Expires: 1 -IM /Ir Installer: r- I License #: Reactiv n Auth ized b Final Appr v sued By: Dp te: 6/ i 1 ti New Expiration D e: �� /,_3 / C ro 1 REQUEST FOR REACTIVATION OF EXPIRED 4 E -k- OWTS CONSTRUCTION PERMIT 76 Service Center Rd • Aspen, CO • 81611 Phone: 970.920.5070 Fax: 970.920.5374 This form should be used for requesting reactivation of an expired ISDS or OWTS Construction Permit. If there have been any significant changes or deviations from the information submitted and accepted by this Department with regard to the expired permit, a new application and fee will be required. Permits issued under prior regulations may only be reactivated under limited circumstances. When a new application is required, the system requirements must conform to the current OWiS Regulation which can be found at http:l/�++nrv.asperrIIitkin.comlt�dfs/dela s/12/owtsrep.adf 'ermit Number for Which Reactivation is Requested: 4:51 • Zo I l larcel ID# (available from the Pitkin County Assessor's Office _ 170-920-5160 or at ww�w.pitkinassessor.or;): 26*3 w Z 7# 06 4�)6 'roperty Address: 211et 5vA11tJ5'S1flE L -AJ ,ot: Block: Filing: Subdivision: 12. b{1H17-E Hoi2sc SSRImcS Building Permit #: 'roperty Owners : Email Address: sGUEE-r Owner(s): SdA MYS l OE C10 ISOL 1-3'rDN CV :%C 49IS - AJ 6T Iwner's Mailing Address: City State, Zip: Clo 43¢tice lz A•560G. PO- box 136[ state, Nr fe- 5[611 come Phone: Business Phone: afW q7-3 348$ 4?o qPz3 ma Primary Contact Pelson/Applicant (if not owner): o,u Y l o t s H Company: t3l?f lca� 455G>✓ . Contact/Applicant Mailing Address: City State, Zip: PO 15 It 9¢t�rL-. Conk A:r 4- . c0 16 It Cell Phone: t - -5-7 28 Business Phone: 97C -624 727 Fax Number: AJIA Email Address: ft, le r Ht t il✓OR_ Co�'r PLEASE READ BEFORE SIGNING: I certify that the above information is complete and accurate. 1 acknowledge that EH/NR may revoke any permit I am issued if my application is found to contain any inaccurate, false, or misleading information. I understand that no construction may be undertaken on the ISDS/OWTS until the ISDS/OWTS Construction Permit is reactivated or a new permit is issued. ---1 l (,e� •?- Zig% • I Z, 97 Owner/Applicant Signature Date FOR OFFICE USE ONLY Received b €H/N Staff Fee & Reipt #: Date: to 0 J129112- t eactivation Approved Reactivation Denied Date of Decision: Permit #: CoO f 20 `Wq j Reason Denied: Approved By: AIA, (a ��7f / b5s-(',�(' Denied By: �, �1■irr attllr� 01/12/2011 12:55 FAX 2392628025 Jan. 12. 2011 9:57AM LLOYD MILLER 1a003/004 maltifftusu No, 0700 P. 2 0of. Z011 -PO wt. ONSITE WASTEWATER TREATMENT SYSTEM (OWTS) C/IFXM CONSTRUCTION PERMIT APPLICATION 0405 Castle Creek Road, Suite 10 • Aspen, CO. 81611 Phone, 970.9t20.5070 Fax: 970,920.6077 r'°°°'V kJV"f(�'�b✓�'l� ere lYlwllrt0 MQresa.:C ilm,ePlrorra nese :9W- ®lid --?Orr f T V VL V -' V%w ...r j I i .-v• Lot Size in eons): 13 size R augdirg (aquwe q: Number of Polenllal Boor9orne: 6 NIP I" g 0 USa ly 000 08UOW nooeaa" � � ❑ ku S[La wall UNI uere reeve- / /ID0 Number or PatiW 6adm-ams In or Fbiturtr Uel wort Urk j ?t u Weler 8oraoo: El Pm)LTE WELL ❑ %WAa WATER - [] SPRING & MMMUNf IKOUC WATER str5rt:-et Nome of OoMmunitylPmbno YYkCer Syetam apps e = zi'I✓ HORSE SPM6S R DTS ZCr Pt.t°Ast: RF_f►o 13EFORE SIONING, I eerily that tho above Informallon Is complete and accurate end that I have provided template and accurate Information in ell of the documents Inclpded In my application pwkage- 1 aclrnowledgo (hot EMMR msy rwoke any penult l am laved it my appilcatlon Is found to contain any I ts, fol.., ormisieading Information. I undenriend that no construction may be undertaken on an OWIrb until on OWTS Construction Permit It Iswu I. 1009�nmlffr,y 141111 m�rassari�T�r.�rir^y:it�inTtirrarRinrr•�,�.r���,���i�r�a�rrmt•�s����rnn.�rmrz,�al>}'rm�� 0 Pitkin County Environmental Health Department Contact Log Sheet I�F_TiT� Parcel ED#: Address: Date=- Person Spoken To _ Comments /_Action to be Taken Initials Time l 3 t . n v� � vti_ 3 , c At i eY . 606 r a O w e s Ci La, r' j O s r r V n n`, -� clez June 7, 2012 Sweet Sunnyside LLC. C/O Briston Peterson Brikor Associates PO Box 1361 Aspen, CO 81612 Bryan Daugherty REHS Pitkin County Environmental Health Department 76 Service Center Road, Aspen, CO 81611 RE: AS -BUILT, On-site Wastewater Treatment System (OWTS), Miller Residence and CDU, Block: 2 Lot: 12 and Lot: 12A, White Horse Springs Subdivision, Mclain Flats Road, Pitkin County, Colorado SE Job No. 10218.01 Parcel Number: 264327400008 Dear Gentleman: Pursuant to County requirements, this letter provides documentation that the new Onsite Wastewater Treatment Systems (OWTS) recently installed at the above referenced site are in compliance with the permitted designs. Sopris Engineering inspected the excavations, soils, materials and the installation of the system components at various times during construction, prior to final backfill and after all installations were complete. The two systems constructed on site were designed and built to serve the needs of the main residential structure and a detached ADU. The installed Residential system was designed for a maximum 6 -bedroom residence and the ADU system was designed for a minimum 1 -bedroom residence_ Sopris Engineering performed several visits to inspect and document the as built conditions of the constructed system. We have coordinated our efforts with the general contractor and the earthmoving contractor which constructed the system. The as built conditions and installation of the new OWS components is in compliance with Pitkin County Regulations; the design presented in the Sopris Engineering Report and the design drawing, dated January 7, 2011 and the revised plans dated April 1, 2011 and April 30, 2012. The design criteria and system sizing information is summarized below. An As -built OWTS record drawing is attached delineating the As -built descriptions and location of the components. Design Criteria and As -built System Component Installation and Sizing Main House -Pitkin County Permit Number 001.2011.powt Residence 6 -bedrooms @ 2 person /bedroom = 12 persons. The dwelling area is over 6000 S.F. Max. Design flow (Qd) = # of people x 100(avg. flow gal/person/day) x 1.5 = gal/day Gallons per day for the subject house = 100 gal/person/day for more than 6000 S.F. dwelling space. Qd =12* 100* 1.5 =1800 gal/day; Required Septage volume; V = 1800 gal/day * 1.25 = 2250 Required treatment absorption field area; A = 1800/5 *(27) �/' x 1.0 =1871 sq. ft. 502 Main Street • Suite A3 • Carbondale, CO 81623 • (970) 704-0311 • Fax (970) 704-0313 SOPRIs ENGINEERING LLC civil consultants Sweet Sunnyside LLC., Brikor Associates Bryan Daugherty SE Job No. 10218.01 June 7, 2012 Page 2 A Copeland two chamber 3000 gallon concrete septic was installed with concrete risers and lids at the surface. A 4" Orenco effluent filter sanitary tee is installed on the tank outlet. The tank was tested watertight, installed level, bedded and backfilled with class 6 base material. A two way cleanout is installed on the sewage line off the exterior wall of the residence. Soils Characterization: Per HP Geotechnical Evaluation (Job Number 110 060A, 5-28-10) 1 %2 - 2 feet of topsoil above clayey sand and gravel underlain by sandy gravel with cobbles and boulders to 9 feet. Average percolation rate 46 to 53 inches deep was reported to be 27 mpi. Engineer's Soil evaluation in excavation during construction: 1 to 2 feet of dark brown loam overlying reddish brown sandy loam with an equivalent percolation rate of 20 mpi, within the design infiltration zone. The design percolation rate used was 27 mpi. Treatment/Absorption field: Geotextile Sand filter with equal gravity distribution. Installed 64 In Drain units (model EL00924) Field area divided into four treatment beds, each with two GSF rows containing 8 units per row, placed at 6 feet on center over a 6 -inch deep filter sand layer (concrete sand) approximately 40 feet long by 12 feet wide. The beds should have an average excavation depth of 24 to 36 inches from finish grade with approximately 4 inches of final graded topsoil placed to allow positive drainage away from the bed surface. Each bed was constructed level. Effluent from the septic tank discharges to a Copeland 9 port concrete distribution box, installed with risers and an insulated access lid above the finish surface grade. Four individual distribution lines installed to equally distribute effluent to a solid manifold pipe tee at the head of each of the four treatment/absorption beds. The flow splits in the manifold to the perforated distribution lateral installed on the top of each GSF row. The 4" SDR -35 lateral pipe, installed level, runs the full length of the GSF row and is capped on the end. A 4" vertical piezometer inspection port is installed near the end of each bed. ADU-Pitkin County Permit Number 002.2011.powt ADU Office equivalent 1 -bedrooms @ 2 person /bedroom = 2 persons. The area is less than 1500 S.F. Max. Design flow (Qd) = # of people x 75(avg. flow gal/person/day) x 1.5 = gal/day Gallons per day for the subject ADU = 75 gal/person/day Qd = 2*75* 1.5 =225 ate; Required Septage volume; V=225 gal/day * 1.25 =281 Required treatment absorption field area: A = 1800/5 *25) Y' x 1.0 = 225 sq. ft. A Copeland two chamber 1000 gallon concrete septic was installed with concrete risers and lids at the surface. A 4" Orenco effluent filter sanitary tee is installed on the tank outlet. The tank was installed level, bedded and backfilled with class 6 base material. A two way cleanout is installed on the sewage line off the exterior wall of the ADU. Soils Characterization: Per HP Geotechnical Evaluation (Job Number 110 060A, 5-28-10) 1 V2 - 2 feet of topsoil above clayey sand and gravel underlain by sandy gravel with cobbles and boulders to 9 feet. Average percolation rate 52 to 56 inches deep was reported to be 15 mpi. Engineer's Soil evaluation in excavation during construction: 2 to 3 feet of dark brown loam overlying reddish brown sandy loam with an equivalent percolation rate of 20 mpi, within the design infiltration zone. The revised design percolation rate used was 25 mpi. The modified field sizing was based on the Sweet Sunnyside LLC., Brikor Associates Bryan Daugherty SE Job No. 10218.01 June 7, 2012 Page 3 observation of the soils in a new soil profile pit dug and inspected on 4-23-12. It was determined that the addition of the two extra In -Drain units was not necessary however the placement of an extra 45 S.F. 13 - inch deep sand to the level of the top of the distribution level was appropriate to mitigate the soil conditions and depth of field. Treatment/Absorption field: Geotextile Sand filter with equal gravity distribution. Installed 8 In Drain units (model EL00924) 8 In Drain units (model EL00924). The field is a single treatment bed, with a single GSF row containing 8 units. The In -drain units were placed in the center over a 6 -inch deep sand layer (concrete sand) approximately 45 feet long by 5 feet wide. The bed has an average excavation depth of 42 inches from finish grade and approximately 6 inches of final graded topsoil placed to allow positive drainage away from the bed surface. The single GSF bed will be constructed level and shall follow natural contour grades. The bed was constructed level. Effluent from the septic tank discharges via a solid 4" effluent pipe to a perforated distribution lateral installed on the top of the single GSF row. The 4" SDR -35 lateral pipe, installed level, runs the full length of the GSF row and is capped on the end. A 4" vertical piezometer inspection port is installed near the end of the bed. OWS Operation and Maintenance Ownership of the system and responsibility for maintenance and repair will remain with the property Owner. The Owner is encouraged to retain the services of qualified personnel to inspect the OWTS and to perform all maintenance and repairs necessary to ensure that the system components are maintained in good operating condition and suitable vegetative cover is established on the fields. The components of the OWS system should inspected within 30 days of being placed into operation and should been inspected and maintained bi-annually. The tank, absorption field and other system components should be visually inspected bi-annually for debris, damage, leaks, or other potential problems. In general, for a properly utilized system, septic tanks should be pumped every 2 - 4 years. The effluent filter should be cleaned every six months and at the time of pumping. Absorption fields should be maintained with suitable vegetative cover and kept free of root invasive plants. Positive surface drainage away from the absorption field should be maintained. If you have any question or need any additional information, pleas all. O REGf Sincerely, SOPRIS ENGINEERING, LLC 'cv' 28377 . -Po4 '•• •' Paul E. Rutledge Ni Design Engineer Cc: Shay Stutsman David Partain x� j Form 1.1 SYSTEM DESCRIPTION (SD) (This form is used for the initial system evaluation for the facility and the site. It should be kept on file, and a copy should accompany the service provider at each O&M service visit..4ny changes to the system facility should be recorded on the form, along with the date the change was noted.) A. Client Contact Information Name of owner w e cat/N S' -c-"' < System ref. #:1 6'P_ Phone 7e> 2 Z E-mail: Site address/County: ,Z y.G Se_- Mailing address/County (if Directions to site: . System Documentation A—vailable F;f:Fo documentation, °iii ;;";t Qec:icn n.) Date inst_tled: Installer: f` Phone:�23 Cell: Fax:7d 2 3 r' E-mail: r , Designer: a �. s�� .� •�s.�aes,Ic. G[. License #: Phone: Po f i ?/ f Cell: Fax: E-mail: ? 7k/r.a- esc r. t a i n,�A Previous service provider. /}_, License #: Phone: Cell: Fax: Design flow: Gal per day 114aliv, C. Operational Checklists !� Identify operational checklists for components included in system. Number the components of the treatment train in order in the spaces provided after the titles. Form 4.1 Site Assessment on File? ❑ Yes Erl�o Tanks and advanced treatment component operational checklists (Chapters 5, 6 and 7): ❑ Pump: Demand -Dosed system: 0 Aerobic treatment unit: ❑ Pump: Timer -Dosed system: ❑ Constricted wetland: ❑ Holding tank: ❑ Lagoon: (epticlTrash/Processing (tank): ❑ Disinfection unit—Chlorine: ❑ Pump tank(s): ❑ Disinfection unit —Ultraviolet light: [Media filter: 11 Disinfection unit —Ozone: System ref. Final trea�tmnt and dispersal component operational checklists (Chapter 8): It�'Gravity Distribution:_ �i�"��< ❑ Drip distribution system: ❑ Evapotranspiration bed: ❑ Spray distribution system: ❑ Mound system: ❑ Discharging systems outfall: ❑ Low-pressure drainfield: D. No System Documentation Available Complete the remaining information if it is not available in the permit or as -built drawings. Facility Details C 1. Number of bedrooms: sq ft 2. Square footage of facility. l �'4 3. Number of current occupants: �. d 4. 5. Design flow: Design strength: 8 TSS (mg/L) FOG (mg.2) 5. Vater supply: 11 Private water supply Q Public rater supply { *ate.�� ? ,y . jc zree (if private u p! )- 1 ^ :; +nr,l distance to r srly ft ❑ Groundwater well: ❑ Spring: ft ❑ Surface water (i.e. creek, lake, etc.): ft 8. Garbage disposal present? Yes e –ado Yes No 4-- — --"10. 9. Are any water softener or water treatment chemicals used? 10. Has facility been remodeled since original construction? Yes No S� System Details 1. Site a. Landscape position: b. Drainage: Q Surface/gravi ❑ Subsurface/gravity ❑Subsurface/pump Yes ✓No c. Monitoring well present? 2. Pretreatment components - Tanks b. Septic tank /Trash tank d p�j g��6do 1) Capacity (total): i) Compartmented? Yes .,--No ii) Capacities for compartmented system: 1) enoc gal 2) Material: D&Qcrete ❑ Fiberglass ❑ Plastic l i) Manufacturer:•? Yes --No 3) Access to surface? 4) Location (GIS): z—No 5) Effluent screen?Yes i) Manufacturer: 6 ey Model: 4 �� System ref. ##: Z c. Dosing pump tank, 1) Capacity: 2) --Sallin Material: DJ Concrete D Fiberglass D Plastic 3) Access to surface? Yes No 4) Location (GIS): 5) Pump tank: i) Manufacturer. N.A. 6) Pump: i) Manufacturer. N.A. Model: HP: 7) Pump operating condition i) Discharge Rate: sal/min ii) Head: ft 8) Control method i) Sensors: D Floats D Pressure transducer D Ultrasonic ii) Description: 9) Pump dose settings i) Frequency: doses/day ii) interval: iii) Volume: sec/3ose isl 1`anel for sensors 9s1'aose i) Manufacturer. xn'el: 11) Electrical i) Separate circuits (pump, alarm)? Yes 'INTO ii) Breaker size: 12) Alarm i) Manufacturer. ii) Sensors: D Floats O Pressure transducer ❑ Ultrasonic iii) Description: 4. Final treatment and dispersal 2) Pressure mound distribution i) Distribution method: ❑ Trench D3 ed 0 Other: C.- S F , e,AS a) Pipe diameter: b) Orifice diameter. C) Number of orifices: in d) Squat height/Operating head: e) Clean outs/Inspection ports: in Number Yes No f) Clean out access to surface? Yes No ii) Number of trenches/beds: iii) Dimensions of trenches/beds: ft x ft M System ref. #t: bf 05 ;ee d5A.. s kk� IMP p$ 1"y O �tt a h -b N2 se�II2 g a as $ Ige - Q' - ;P-101#1 U gp� E k Ela€ 9. EIS � lg W sRgsggak$°a$R @na Ege co�" pq -, 'm x leiaE o fi1910. gs— M " � � E � � Eli pa$1a! 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E;� s " $10 E@Ia H �kda� `1$ �# "� !gs€ S<s< < Sims°eggg � E Ia \ Oil € "R°$�=•pEa� aE €$$ se�se i§� Epi $� 8gf �E8 8i F @°FE g95� g a�s i<z a-" I^fie €¢$EB`a L` Eek�#A.1��rag � R ' � z •,'• § U k�lil as gin a 1wa 'HaN11 aoi g p 4�a W ` OPQ 'a kE O ali e@}�}TR Fa4 Rin oill X01,11 MEN 9 GAIN '1H ----------------------�--__- - mon / g C qh- - r r ii /� .'�� � / / / r l i _____- j/ r r / /I i �i ---------------- ;77 - --- .'.------------�- ;./��i�- 'I '� I ' r//•r ri�r �%%rri rrrr��ri �' / g C qh- - r r ii /� .'�� � / / / r l i _____- j/ r r / /I i �i ---------------- ;77 - --- .'.------------�- ;./��i�- 'I '� I ' r//•r ri�r �%%rri rrrr��ri �' January 7, 2011 Sweetaspen Sunnyside LLC. C/O Briston Peterson Brikor Associates PO Box 1361 Aspen, CO 81612 RE: Miller Residence- OWS Design, Block: 2 Lot: 12 AND:- Lot: 12A, White Horse Springs Subdivision, Mclain Flats Road, Pitkin County, Colorado SE Job No. 10218.01 Parcel Number: 264327400008 Dear Briston: Pursuant to your request, this letter/report presents our design for an engineered Onsite Wastewater System (OWS) to serve the proposed Miller Residence. This design is based on our evaluation of the site conditions with information provided by other consultants for use in supporting your OWTS application to Pitkin County. Our recommendations are in accordance with Pitkin County and the State of Colorado Regulations. We have reviewed the information forwarded to us, conducted site visits, reviewed site evaluations, formulated an OWS design and created a site plan with construction details as part of our scope of work. Conclusions Based on our findings we believe that the design and installation of engineered OWS's with secondary treatment is feasible in accordance with the Regulations of Pitkin County and the State of Colorado. The new OWS,s will serve the main house and a small office studio dwellings. The basis of our design is for a minimum 6 bedroom residence and an equivalent 1 bedroom ADU. Our design recommendations for the main house includes the installation of a two compartment 2500 -gallon concrete septic, distribution box and associated piping. Effluent will gravity discharge to a 1920 square foot engineered Geotextile Sand Filter (GSF) system utilizing a synthetic absorption/treatment media. The field will be divided into four equal GSF beds. Each 40 FT by 12 FT bed will have to rows of Eljen In -Drain units each with a perforated distribution lateral running the length of the row. This technology will mitigate any potential for excessive hydraulic loading and allow for even dispersal of effluent over the entire field area. Our design recommendations for the detached office/studio ADU facility include the installation of a two compartment 1000 -gallon concrete septic tank and a 180 square foot engineered Geotextile Sand Filter (GSF) system. A single 36 FT by 5 FT bed will have a single row of Eljen In -Drain units with a perforated distribution lateral running the length of the row. The GSF system is designed based on the design flow rate and the soil percolation rate determined by recent geotechnical field-testing. The distribution piping, for both systems are designed to gravity discharge quantities of effluent across the Eljen In -drain units for single pass treatment followed by infiltration of the treated effluent into the underlying soils. The systems will meet all required setbacks and be installed within the general location indicated on the plan. Our design is outlined below and delineated on the attached design and construction plan. 502 Main Street • Suite A3 • Carbondale, CO 81623 • (970) 704-0311 • Fax (970) 704-0313 ENGINEER ING o L L C civi I consultantsOPRIS 11 Site Location, Existing and Proposed Conditions Sweetaspen Sunnyside LLC. C/O Briston Peterson SE Job No. 10218.01 January 7, 2011 Page 2 The subject site is located on Block: 2 Lot: 12 AND: Lot: 12A Section: 27 Township: 9 Range: 85, Pitkin County, Colorado. The Site comprises approximately 13 acres. The buildings and septic envelopes are on rolling terrain that slopes to the northwest at 5% to 20%. The existing ground surface in the proposed dispersal field areas has approximate slopes of 5% in varying directions. The existing ground is generally characterized as mountain meadow land. It is our understanding that a six -bedroom residence will be built on an approximate 14,000 S.F. building footprint that includes an attached three car garage, patios and decks. The dwelling space is in excess of 6000 S.F. The proposed improvements will include a new driveway, utility services and an OWS system with appropriate site grading. The new structures are located as shown on the plan. Subsurface Conditions Attached are the results of the subsurface study and percolation tests conducted in May 20, 2010 by Hepworth-Pawlak Geotechnical, Inc. Two profile pits and multiple percolation test holes were excavated near the Residence and office for testing. The calculated percolation rates indicate that the onsite soils are suitable for infiltration type systems. The soils below 1 %2 - 2 feet of topsoil consist of clayey sand and gravel underlain by sandy gravel with cobbles and boulders to a depths of 9 feet. No free water was reported in the profile pits. Five percolation test holes for the Residence were prepared approximately 46 to 53 inches deep. The fastest measured rate was 15 mpi and the slowest rate was 45 mpi. The average rate was determined to be 27 mpi and was used for the residential system design. Three percolation test holes for the office were prepared approximately 52 to 57 inches deep. The fastest measured rate was 12 mpi and the slowest rate was 20 mpi. The average rate was determined to be 15 mpi and was used for the office system design. Design Criteria Residence 6 -bedrooms @ 2 person /bedroom = 12 persons. The dwelling area is over 6000 S.F. From the Pitkin County OWTS Regulations: Max. Design flow (Qd) _ # of people x 100(avg. flow gal/person/day) x 1.5 = gal/day Gallons per day for the subject house = 100 gal/person/day for more than 6000 S.F. dwelling space. Qd = 12* 100* 1.5 =1800 gal/day Office equivalent 1 -bedrooms @ 2 person /bedroom = 2 persons. The dwelling area is less than 1500 S.F. From the Pitkin County OWTS Regulations: Max. Design flow (Qd) _ # of people x 75(avg. flow gal/person/day) x 1.5 = gal/day Gallons per day for the subject house = 75 gal/person/day for less than 6000 S.F. dwelling space. Qd = 2*75* 1.5 =225 a Sweetaspen Sunnyside LLC. C/O Briston Peterson SE Job No. 10218.01 January 7, 2011 Page 3 Septic Tank Design Residence Qd = 1800alg /dav Volume (V) of tank = Design Flow * 1.25 (30 hour retention time) V = 1800 gal/day * 1.25 = 2250 Use one 2500 -gallon two compartment concrete septic tank. Office Qd = 225alg /dav Volume (V) of tank = Design Flow * 1.25 (30 hour retention time) V = 225 gal/day * 1.25 = 281 Use one 1000 -gallon two compartment concrete septic tank. All tanks shall have an effluent filter and appropriate access openings with watertight risers and lids. The tanks, risers and sewage lines shall be watertight. The tanks need to be certified by the manufacturer as watertight. OWS Design The Residence OWS is designed to treat the sewage from a 6 -bedroom guest house. Our design recommendations for a new OWS include the installation of 2500 gallon septic tank, a GSF field utilizing the Eljen In -Drain modules and appropriate filter sand. The Office OWS is designed to treat the sewage from an equivalent 1 -bedroom house. Our design recommendations for anew OWS include the installation of 1000 gallon septic tank, a GSF field utilizing the Eljen In -Drain modules and appropriate filter sand. This preferred absorption/treatment media is a 7" deep by 24" wide synthetic single pass secondary treatment product. Effluent will efficiently distribute over the product's horizontal and vertical surface areas through a perforated distribution pipe centered over the units and running the length of the GSF rows. A minimum 6 -inch layer of sand will be placed below the units over the native soil surface in the excavation. Additional sand will be placed up to the top of the units between rows and to the excavation sidewalls. Treatment occurs within the In -Drain units filter media. A conventional bio mat will not form on the bottom and side wall soil interface because the system is designed to form bio mat in the synthetic media. Vertical and lateral infiltration of treated effluent through the soils will occur within the bed. The sizing of the secondary treatment system is per the guidelines approved by the State of Colorado and Pitkin County for sizing of GSF absorption fields incorporating the Eljen In -Drain. Soil Absorption System Design The effluent will be treated underground by distribution to the Eljen In -Drain bed, sized to adequately treat and allow infiltration of the effluent into the ground. The design percolation rates 27 mpi (residence) and 15 mpi (office) are suitable for long-term absorption through the existing soils for both systems. The absorption fields are sized by using the Eljen, March 26, 2009 sizing guidelines approved by Pitkin County with appropriate loading factors. The initial treatment media sizing is based on the range of percolation rates and the minimum number of In -drain units per bedroom as tabulated in Table 1 of the approved design guidelines; however for the per capita flow of 100 gpm we recommend a minimum 20% increase in the number of treatment Eljen In -Drain Treatment units. Sweetaspen Sunnyside LLC. C/O Briston Peterson SE Job No. 10218.01 January 7, 2011 Page 4 Eljen In -Drain A42 Modules based on percolation rate and per capita flow Pursuant to Table 1: perc rate(mpi) # of units per bedroom # bedrooms Total units Residence: 20-30 8 use 10 (100gpm) 6 60 use 64 Office: 11-20 8 use 8 (75gpm) 1 8 use 8 Eljen In -Drain System sand bed is sized based upon the average assumed percolation rate calculated in the standard absorption area equation. A (S.F.) _ (Qd *(t) v2) x Plf. where: 5 A = Absorption Area S.F. Qd = flow (gal/day) t = time in minutes per inch = 14 mpi Plf = 1.0 for secondary treatment Residence: Qd = 1800 (gal/day) A = 1800 *27) viz x 1.0 = 1871 sq ft. 5 Offiec: Qd = 225 (gal/day) A = 1800 * 15) ''/Z x 1.0 = 174 sq. ft. 5 For the Residence, we recommend using 64 In Drain units (model EL00924) based on the per capita flow, equal distribution and the soil characteristics with a 27 mpi percolation rate. The field area will be divided into for 40 feet by 12 feet treatment beds, each with two GSF rows containing 8 units per row. The In - drain units will be placed at 6 feet on center over a 6 -inch deep sand layer approximately 40 feet long by 12 feet wide. The bed should have an average excavation depth of 36 inches from finish grade and approximately 6 inches of final grade topsoil placed to allow positive drainage away from the bed surface. Each bed will be constructed level and shall follow natural contour grades; however they may be installed at different individual levels per site conditions. For the office (ADU), we recommend using 8 In Drain units (model EL00924) based on the per capita flow and the soil characteristics with a 15 mpi percolation rate. The field will be a single treatment bed, with a single GSF row containing 8 units. The In -drain units will be placed in the center over a 6 -inch deep sand layer approximately 36 feet long by 5feet wide. The bed should have an average excavation depth of 36 inches from finish grade and approximately 6 inches of final grade topsoil placed to allow positive drainage away from the bed surface. The single GSF bed will be constructed level and shall follow natural contour grades. The engineer, prior to excavation shall inspect the staked location, of the proposed treatment/absorption bed and tank. All septic system components to be staked in the field for approval by the Engineer and County prior to excavation. Effluent Distribution System The residential GSF field will be gravity dosed through a distribution box. Effluent from the septic tank will discharge through the effluent filter to the distribution box, installed with appropriate risers and an L Sweetaspen Sunnyside LLC. C/O Briston Peterson SE Job No. 10218.01 January 7, 2011 Page 5 access lid at or above the finish surface grade. Four individual distribution lines will equally distribute effluent to a solid manifold pipe tee at the head of each of the four treatment/absorption beds. The flow will split in the manifold to the perforated distribution lateral installed on the top of each GSF row. The 4" SDR -35 lateral pipe, installed level, runs the full length of the row and is capped on the end. The Office GSF field is being gravity dosed through a single distribution line from the tank to the field. A cleanout riser with a threaded cap will be installed at the head of the bed prior to connection with the perforated distribution lateral on top of the single GSF row. The 4" SDR -35 lateral pipe, installed level, runs the full length of the row and is capped on the end. OWS Operation and Maintenance All components of the engineered OWS shall be inspected on a regular basis and be properly maintained. The system and responsibility for repair and maintenance of the system will remain with the Lot Owner. The owner shall retain the services of qualified personnel to inspect the tank and filter and service as needed. The fields will be maintained with suitable non evasive vegetation. Construction and Inspections Prior to construction of the permitted system, the engineer should be contacted by the contractor and owner well in advance to provide adequate time to discuss the system components with the contractor, answer questions, resolve any conflict issues and schedule inspection site visits based on construction progress. A pre-OWS construction meeting is essential and required prior to installation of the OWS. County Regulations require that the Design Engineers of record perform site inspections of the permitted system during construction and provide "As -Built" documentation of the installed system to the County after construction is complete. The Regulations further require site inspections and approval by the County Environmental Health Department of the exposed components of the system prior to backfilling. Therefore the County Environmental Health Department should also be contacted and notified of the construction schedule. Our design and recommendations are based upon data supplied to us by others. If subsurface or site conditions are found to be different from those presented in this report, we should be notified to evaluate the effect it may have on the proposed OWS. If the County Environmental Health Department requests changes or modifications to this design, we should be contacted to evaluate the effect on the OWS. If you have any question or need any additional information;, please call. Sincerely, SOPRIS ENGINEERING, LLC t 7 Paul E. Rutledge Design Engineer AALN OWTS DESIGN CALCULATIONS - for Pitkin Owner's Name V, Parcel ID # House Size (sq. ft.) (75 gpd or 100 gpd) 100 Number of Bedrooms in Main House Number of Offices, Libraries, Studies, Similar -sized Rooms in Main House Number of Bedrooms in Detached Caretaker unit Number of Offices, Studies, Similar -sized Rooms in Caretaker Unit (If the caretaker unit is ATTACHED, treat as if part of main house.) Average Daily Waste Flow 1200 State Review Required no Perc Rate Design Flow (Q) = # potential b drooms X 2 people/bedroom X gpd X 1.5 Q= 1800 Minimum tank capacity 2250 gallons Absorption Area (=Q/5 X SQRT perc rate)(1.4 loading factor) A = 2,619 sq. ft. of absorption area required Absorption Area (=Q/5 X SQRT perc rate) WITH SECONDARY TREATMENT (no loading factor) A= 1,871 sq. ft. of absorption area required Abs. Area w/ loading factor (1325) Trench Bed Quick4 Trench Quick4 Bed Pipe and Gravel (-10%) 2357 no red. 2619 239 265 Dosing (-20%) 2095 (-20%) 2095 212 212 Chambers (-30%) 1833 (-10%) 2357 186 239 Max Allowable -5( m 1309 (-30%) 1833 133 186 Secondary Treatment Abs Area w/ out loading factor (B28) Trench Bed Pipe and Gravel (-10%) 1684 no red. 1871 171 190 Dosing (-20%) 1496 (-20%) 152 152 Chambers (-30%) 1309 (-10%) 1684 133 171 Max Allowable (-50%) 935 (-30%) 1309 95 133 164 SETBACK FROM WELL # of feet = 114 SETBACK FROM POND, STREAM OR IRRIGATION DITCH # of feet = 89 SETBACK FROM DRY GULCH # of feet = t 9 a � r PF s �7t�a ..-, ,_ • ;_. ` Vis.- � c ' � '`� �' � .. `•� �'" �k � '�R ��"ss, �$' i 3�" � f 's�` '"'s � � � - � . Y-, �-x , t �. W �, �+ir y .;yrs _ - - ✓ f I a. . ".. -,: wfi' •` �P "' :.; �. ,.s`t L*.*a'•�i e'7�,. �::,r. 'yP` �,g. 'A`'"`'""�' :a'.. '�"'p�,d- �,^�.w '+�4.� 97 -:A , Y, &� ^a .-'"' ,�.. +�,�:��_ � . ,�ti^�a • "L � ,� # "1" to x ' ��a»�"�.,`'f;'� . ;&���; _ `"'` "cf i � '� '„ ? }� f•d, ; � �`�., ,°'# "," � ,,�yt'r * Y ale d ._ N �. .+ >R^ • s. ,w m E ,�.7 � d 4 � a+w �d. +, t%�* - ` � ``a`� . 5, ... «I 's�N' i ^s M �7 "�ql;, w z 4P3 -n i v 7 i xa #:: ' r t ' v r F t y ' w ' , � v . XN a"Me #» .fi y `•,aa {,i -w tl4 �R 2 gid,+ d a r. mayy, � L - • r i. � ,`�-«,..� ',...�: t f -',fix+ r = k'ir. ``s ,i�^s # F 4 - r m n u Rxq w a �c+ x , c a i { a, Ij( t Vr 4 i r �S yp n .. • Aft en CORPORATION Innovative Environmental Products and Solutions Since 1970 March 26, 2009 Eljen GSF Approved Sizing for Pitkin County, Colorado Eljen GSF has been granted approval for GSF A42 Modules in Pitkin County, Colorado by the Pitkin County Environmental Health and Natural Resources (EH/NR) Department. TABLE l: A42 Modules based on percolation rate. PERC RATE (mpi) Number of Modules per Bedroom 1-5* 7 6-10 7 11-20 8 21-30 8 31-40 9 41-60 10 4 >60** 12 TABLE 2: A42 Modules based on soil texture and LTAR. Soil Texture (mpi) Max LTAR. G d/sf. Number of Modules per Bedroom Coarse to Medium Sand* 1.3 7 Fine Sand to Loamy Sand 1.2 8 Sandy Loam to Loam 0.72 9 Loam 0.50 12 Loam to Silty Loam 0.40 13 Clay Loam to Clay** 0.30 14 Silty Clay Loam/Silty Clay** 0.20 15 NOTES for TABLES 1 & 2: *For coarse to medium sand native soil, dosing is recommended. **Clay must not be expansive. CN4 L19 "lain wmsc Eljen Corporation 125 McKee Street, East Hartford, CT. 06108 • Tel: (800) 444-1359 - Fax: (860) 610-0427 r:I Approval with specific criteria: 0 • All GSF system designers and installers shall be trained by Eljen or their authorized representative. • All systems shall use 6 inches of ASTM C-33 sand with less than 5% passing #200 sieve below the modules. A sieve analysis of the sand utilized in the installation must be provided to the Pitkin County EH/NR Department prior to final approval. • All home owners shall be given an operation and maintenance manual and shall follow these requirements. • GSF modules will be considered "secondary treatment" and may use a PLF of 1.0. Criteria for classification as secondary treatment confirmed by third party testing from the Massachusetts Alternative Septic System Test Center (MASSTC). Eljen GSF A42 Module Dimensions: 4 feet long x 2 feet wide x 7 inches tall Eljen GSF Absorption Area Sizing Example: Based on percolation rate from Table 1: A = PLF x QD x (� t) / 5 or Based on soil texture and LTAR from Table 2: A = QD / (LTAR) Where: A = Absorption area in square feet LTAR = Maximum Loading Rate from Table 2 QD = Design Flow PLF = 1.0 for Secondary Treatment t = percolation rate in minutes per inch Example 1 (TABLE 1): 4 bedroom home (< 6000 sq ft) Perc rate = 30 mpi (Table 1) System design specifies dosing PLF = 1.0 4 bedrooms x 8 modules/bedroom = 32 modules Design Flow (QD) = 1.5 x 75 gal/person x 4 bedrooms x 2 people per bedroom = 900 gpd A=1.Ox900x(� 30)/5=986sgft A = 986 — 20% for dosing = 789 sq ft GSF Layout = 4 rows of 8 modules = 32 A42 Modules Length = 4 ft/ module x 8 modules + 1 foot (6" sand at ends) = 33 feet Width = Area/Length = 789 / 33 feet = 24 feet Row Center Spacing = Width / Number of Rows = 24 / 4 = 6 feet on center (pipe center spacing between rows with perforated pipe centered above the module) Bed size = 33 feet long x 24 feet wide Eljen Corporation 125 McKee Street, East Hartford, CT. 06108 • Tel: (800) 444-1359 • Fax: (860) 610-0427 r 10 Example 2 (TABLE 2): 3 bedroom home (< 6000 sq ft) Coarse to Medium Sand and LTAR 1.3 (Table 2) Dosing required PLF = 1.0 3 bedrooms x 7 modules/bedroom = 21 modules Design Flow (Qo) = 1.5 x 75 gal/person x 3 bedrooms x 2 people per bedroom = 675 gpd A = 1.0 x (675 / 1.3 LTAR) = 519 sq ft A = 519 — 20% for dosing = 415 sq ft GSF Layout = 3 rows of 7 modules = 21 A42 modules Length = 4 ft/ module x 7 modules + 1 foot (6" sand at ends) = 29 feet Width = Area/Length = 415 / 29 feet = 14.3 feet Row Center Spacing = Width / Number of Rows = 14.3 / 3 = 4.76 feet on center (pipe center spacing between rows with perforated pipe centered above the module) Bed Size = 29 feet long x 14.3 feet wide Eljen Corporation 125 McKee Street, East Hartford, CT. 06108 • Tel: (800) 444-1359 • Fax: (860) 610-0427 G(9f.Aech HEPWORTH - PAWLAK GEOTECHNICAL May 28, 2010 0 Hepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax: 970.945-8454 email: hpgeo®hpgeotech.con Lloyd Miller c/o Andria Haering 4550 Gordon Drive Naples, Florida 34102 Job No. 110 060A Subject: Percolation Testing, Proposed Residence and Office, Parcels 1 and 2, McLain Flats Road, Pitkin County, Colorado Dear Mr. Miller: As requested by Kim Raymond Architects, Hepworth - Pawlak Geotechnical, Inc., performed percolation testing at the subject site. The testing was done in general accordance with our agreement for professional services with you, dated March 24, 2010. We previously conducted a subsoil study for design of foundations at the site and presented our findings in a report dated April 30, 2010, Job No. 110 060A. A profile pit and five percolation test holes were excavated at the residence site and - profile pit with three percolation test holes were excavated at the office site. The pits were excavated on May 20, 2010 at the locations shown on Figure 1. The subsoils exposed in the Profile Pits below about 1'/z to 2 feet of topsoil consisted of clayey sand and gravel overlying clayey sandy gravel with cobbles and boulders to the bottom pit depths 49. ,' feet. No free water or evidence of a seasonal perched water table was observed in the pits and the soils were slightly moist to moist. Percolation test holes were hand dug and soaked with water on May 20, 2010. Percolation testing was conducted on May 21, 2010, by a representative of Hepworth - Pawlak Geotechnical, Inc. The percolation rates at the residence site varied from 15 minutes per inch to 45 minutes per inch with an average of 27 minutes per Ach. The percolation rates at the office site varied from 12 minutes per inch to 20 minutes per inch Parker iO3-841-7119 •. Colorado Springs 719-633-5562 0 Silverthorne 970-468-1989 Lloyd Miller May 28, 2010 Page 2 with an average of 15 minutes per inch. The percolation test results are summarized on Table 1. Based on the subsurface conditions encountered and the percolation test results, the tested areas should be suitable for an on-site waste disposal system. A professional engineer should design the septic disposal system. If you have any questions or need further assistance, please call our office. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. uis E. Eller Reviewed by: Steven L. Pawlak LEE/ksw attachments Figure 1 — Loo �olation Test Holes Table 1 — Percolation Test Results cc: Kim Raymond Architects — Attn: Jeff McCollum Job No. 110 060A GecStech McLAIN FLATS ROAD I BORING 8 ORIGINAL SEPTIC • DISPOSAL LOCATION I• BORING 7 I PROFILE •BORING 6 BORING 3 QPIT 2 PROPOSED • p 3OFFICE • Pi BORING 5 P 2`BORING 4 PROPOSED RESIDENCE LEGEND: EXPLORATORY PROFILE PIT FOR THIS STUDY. A PERCOLATION TEST HOLE FOR THIS STUDY. • EXPLORATORY BORING FOR PREVIOUS SUBSOIL STUDY. _BORING 1 I BORING 2 I Z� PPROFILE AP 5 P3 0 0 P1 P2 APPROXIMATE SCALE 1" = 130' 1110 060A I '-' I LOCATION OF PERCOLATION I Figure 1 I H96d4c� th—Powlok Geotechnical TEST HOLES HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS RESIDENCE SITE JOB N0, 110 060A Page 1 of 3 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) P1 53 15 Water added 71/2 41/4 3 1/4 15 41/4 3 11/4 3 2 1/4 3/4 61/2 5 1/4 11/4 51/4 41/4 1 41/4 3 1/4 1 31/4 21/4 1 P2 46 15 71/2 63/4 3/4 45 63/4 61/4 1/2 61/4 57/8 3/8 57/8 5 1/2 3/8 51/2 51/8 3/8 51/8 43/4 3/8 43/4 41/2 1/4 P3 52 15 101/4 9 11/4 30 9 81/4 3/4 81/4 7 1/2 3/4 71/2 7 1/2 7 61/2 1/2 61/2 6 1/2 6 5 1/2 1/2 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on May 20, 2010. Percolation tests were conducted on May 21, 2010. The average percolation rates were based on the last three readings of each test. HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS RESIDENCE SITE JOB NO. 110 060A Page 2 of 3 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) P4 52 15 93/4 83/4 1 30 83/4 73/4 1 73/4 7 3/4 7 61/2 1/2 61/2 6 1/2 6 5 1/2 1/2 5 1/2 5 1/2 P5 46 15 Water added 83/4 6 23/4 15 6 41/2 11/2 41/2 3 1/4 11/4 8 63/4 1 1/4 63/4 5 1/2 11/4 5 1/2 41/2 1 41/2 3 1/2 1 3 1/2 2 1/2 1 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on May 20, 2010. Percolation tests were conducted on May 21, 2010. The average percolation rates were based on the last three readings of each test. n HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 1 PERCOLATION TEST RESULTS OFFICE SITE JOB NO. 110 060A Page 3of3 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) Pi 56 15 Water added Water added 93/4 3 63/4 12 91/2 61/4 3 1/4 61/4 41/4 2 10 8 2 8 61/4 13/4 61/4 5 11/4 5 33/4 1 1/4 33/4 21/2 11/4 P2 57 15 Water added 9 7 2 13 7 5 1/2 11/2 5 1/2 41/4 11/4 41/4 3 11/4 9 7 2 7 53/4 1 1/4 53/4 41/2 11/4 41/2 3 1/2 1 P3 52 15 Water added 53/4 33/4 2 20 33/4 21/4 11/2 63/4 5 1/2 1 1/4 5 1/2 41/2 1 41/2 31/2 1 3 1/2 23/4 3/4 23/4 2 3/4 2 11/4 3/4 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on May 20, 2010. Percolation tests were conducted on May 21, 2010. The average percolation rates were based on the last three readings of each test. MW 10. 2010 8:34AM Ci40of Aspen Water Department WHITE HORSE SPRINGS WATER AND SANITATION DISTRICT POST OFFICE $OX 808 ASPEN COLORADO 81612 TO pITKTN COUNTYENVIRONMENTAL HEALTH DEPT. No. 2579 P. i This letter is to verify that the 'water district has sufficient water supply to provide water ID to Block 2 LOT 12 and 12A SUNNYSE LANE. If any question please contact Ron Ferguson Water District Superintendent and operator in charge, at 963-3180 Oe�,10, 2014 8:34AM Ci of Aspen Water Department a%A � C� 1 i1caLAIru AA b No, 2579 P. 2 71 �•_�J(j 1_ C 9 �opage nw \ / +�,I i I t * Yui` I i f -I 1 1 I -i--1 -+=i —� 1- '� SV020'JWW 15ASS I e 9 , \ ' /Yoa�w4d/ Baaesnf ai- ��.� Al O jr ElEl 1 El �J I (O I l\ QL r� ElEl 1 El �J 9 QL r� M e QL a a 9 r� M vv cp tn p b b 9 :D "tl C W � �gn�sy�yS%9n a b n N {] p tl H O Ry" M P n A V�Su g u 4 M na r S3n� y� ti m s�yyn frf��F N H YY" G rC rIl R 0 V 4 o y M a C) $a a .a '�"romom :D O � y rIl � o y C) � C y 0 i " n O 3 Its. C� Copyright ® 2010 by BACKEN GILLAM KROEGER ARCHITECTS r Copyright p 2010 by BACKEN GILLAM KROEGER ARCHITECTS r Copyright © 2010 by BACKEN GILLAM KROMER ARCHITECTS R ► ■ I r A IW C n _ I 4 j i �), I V11, XNR '•D` � `�%iiaioo:'/r"� ice, �, G I ��III � �i• II` R, IMIN,..�a�:.:,: UM 0 \oma ROM oo n s .o..<. / ► - • • • •KROEGER o Lots 12 and 12-A ' V49te Home Springs Subdivision PItkin County, Colorado OTHER LOCATION. • F Copyright © 2010 by BACKEN GILLAM KROEGER ARCHITECTS FA. PLYLLO. I ----- b ---------- F --- --- -- � -ro U t l �• v, i ; I; 1 – UP ilk, I _ I I 1 1 I 1 _ I �• j�'��.yl��I� �'I^�' r I� Ir�,� � I I�I1mjI`—�[fyj til j 01 Ir O g O I O �I O II J T A \/ \ p y jrli D ,rli In O z$ga 3� zG lip /j\\ Z D m :U I I In A ppb m I 4 'fin' N – " I CL D' 1> I I o 1 111 \I In D In I I N O I ryi 1 - y i T t- t^ � I I � ^ J\�I N �Iwl► F — — — — — On c H rH bN ^' Jt I � I 1 • y n D I I _____ _-_______ FO. PLYOA. D' r---------------- -ri I I O � ao 11 EES I < Mad i 0M \I LID CL CL LV U iF 1 i , /`I'r SLOPE SLOPE M. TYP. I E Pm 1 ----------------------- -- - - - - - - n -d ---------- _ F.O. PLYLLD. Z � I I I I I I I I I I rn TO rn TO 4` EQ. Ea b b ei <I IA' c9 O W N o a A g g Z Fc •.�r_0F NTSBAC ARE n ny `0 �� O c TY OF BACKEN, $� B A C K E IV k KP IE(;ER. ANY SWEET SUNNYSIDE RESIDENCE G I L L A M Wt�1('NOCIONSENT ZED EI`W TH \ PP,OLIIB'TED BY LAW ? b ^ o BACKEN, GILLA61 & KRO K R O E G E R E C•" _ z DISCLAIMS RESPONSIBILII o y Lots 12 and 12-A, White Horse Springs Subdivision THE DOCUMENTS 'F USE Section 27, T.9.S., R.85 W. of 6th P.M. a r c It i t e c t s WHOLE OR IN PART AT n JC: Wer o" 14--T—T OTHER I.UCAIION. Pitkin County, Colorado Io O ALIE SHES -Tl HELENIIALIP94511 z OWS SYSTEM NOTES 000i y / II i 1, 0 1 j ( I I I VEGATATION 1. ALL MATERIALS AND INSTALLATION SHALL CONFORM TO STATE � ''� I / j I i 1 j TOPSOIL LAYER AND COUNTY ONSITE WASTEWATER TREATMENT SYSTEMS (OWTS) / / / i j l 1 i j I +• MIN. 5" INSTALLATION NOTES REGULATIONS. ,/ j / l I ) I i AERATED SOIL zQNE / / i ' ' I I - . 2. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO CONTACT ALL /I � / / / j ,,.� I FILL LAYER 0 1. THE TREATMENT BED OR TRENCH SHALL BE UTILITY COMPANIES FOR FIELD LOCATIONS OF UTILITIES PRIOR TO / I / / l i /?' I I I I NATIVE TOPSOIL EXCAVATED TO LEVEL GRADE. CONSTRUCTION AND EXCAVATION. NOTES / I , , 2. PROVIDE MINIMUM 6" OF SAND BACKFILL ON INSPECTION PORT (TYP.) 4" OBSERVATION / /'� ( / /l / aP4 / l I i it I j .1 ,, 10» EITHER SIDE OF THE /N -DRAIN UNITS OR PEP 3. ALL SEWER LINES TO BE SDR -35 BEDDED IN CLASS 6, SDR -26 EXCAVATION TO BE INSPECTED BY THE ENGINEER TO PEIZOMETER RISER INSTALL FROM BOTTOM OF SAND 1< / / / l it I j ; I G MIN. PLANS & DETAILS. BEDDED IN SCREENED NATIVE OR SCHEDULE 40 P.V.C. PIPE CHECK SOIL CONDITIONS AND PROVIDE ADDITIONAL LAYER USE 4" PVC W/ THREADED CAP, SAW / / / / / �/ / / ' / ��� / I I I I FILTER FABRIC ° `a a ° a INSTALL THE NON -WOVEN FiLTER FABRIC BEDDED IN SCREENED NATIVE MATERIAL UNLESS NOTED RECOMMENDATIONS AND/OR MOD/FlCA77ONS TO THE SLOTTED PERFORATED TO TOP OF SAND (TYP.) , l ' l i 1 ( ° a . a . a. OVER THE DISTRIBUTION PIPE DOWN THE SIDES OTHERWISE. TREATMENT FIELD DESIGN. 14.5 I--' / / PRQFILE 1, / / ..10 Ir l / I i I I I a . :. a'. OF THE /N -DRAIN UNITS. PROPOSED GRADES AND OWS LAYOUT TO BE VERIFIED 4" ID PERFORATED D1S1Ri8UT10N LATERAL PIPE / // Pi/ i / , r / ` P3" j ( j � i PERFORATED PVC 3. BOTTOM OF 774E BED OR TRENCH SHALL BE FREE 4. INSTALL A TWO-WAY CLEAN OUT ON THE SERVICE LINE FROM THE BY THE CONTRACTOR AND INSPECTED BY THE / r` . J / i DISTRIBUTION PIPE <� C %J� U��JC )J C )f� INSTALLED AT THE TOP CENTER OF THE IN -DRAIN OF ORGANIC MATERIAL AND ROCKS OVER 6 LACHES HOUSE. I I � /` ) J/' ) Jr J/ UNITS RUN THE FULL ROW LENGTH. ORIENT / I 1 j )�, C �� � ,. IN DIAMETER. THE BOTTOM AND SIDEWALLS OF ENGINEER. ALL OWS INSTALLATIONS, MATERIALS AND / li i � _C BACKFILL TO BE APPROVED BY THE ENGINEER. / / l l j ( i I IN -DRAIN UNIT �'� ,��5 ' 4" 7HE TRENCH SHALL BE SCARIFIED AND RAKE) IF 5. THE CONTRACTOR SHALL ENSURE ALL SEWER LINES AND SEPTIC PERFORATIONS DOWNWARD AT 5 AND 7 OCLOCK. �, I r l / / 4 0 U S j j i I(, C�� `-„ SMEARING OCCURS. TANKS ARE WATERTIGHT. ANY POTENTIAL PLUMBING LEAKS SHALL INSTALL FIELD MARKERS AT THE SURFACE ON EACH � l i / j j j / C,'��C� 4. THE iN-DRAIN UNITS SHALL BE INSTALLED BE REPAIRED TO AVOID EXCESSIVE WATER ENTERING THE SEPTIC CORNER OF THE FIELD. / + r 12• / i l / / / / / % / STRAPPING �� `� ) `S LEVEL END TO END WITH THE PAINTED STRP SYSTEM. / ��• / .0 % / l i FACING UP. �/'_'_ ' \ j / �, {� / / / 1STR Uzi BOX W/ / / / / / CUSPATED 5. INSTALL PERFORATED PIPE OVER THE TOP CF 6. THE SEPTIC TANK SHALL BE INSTALLED LEVEL ON COMPACTED !\ / / l r �' / AND B THE Nl / /QPz j PLAS77C CORE THE IN -DRAIN UNiTS ON CENTER AND SECERE EARTH. INSTALL WATERTIGHT RISERS AS NECESSARY TO BRING ALL W ABSORPTION EATMENT BEDS USE 64 ELJEN IN DRAIN UNITS IN 4 BEDS EACH BED WITH 2 ROWS OF 8 1i l r l SU ACE RAD . / / WITH ONE ELJEN CLAMP PER UNIT. REQUIRED ACCESS POINTS TO THE FINISHED SURFACE GRADE. DRAIN UN1773 PER ROW. THE IN -DRAIN UNITS 1N EACH BED SHALL BE INSTALLED AT LEVEL GRADE OVER \ / ' / / ' U TU UT E 1V. ' / / / / i . 1 7 6. INSTALL FILTER FABRIC OVER PIPE AND TOP o A MIN 6" OF SELECT FILTER SAND. EACH BED MAY BE INSTALL AT DIFFERENT LEVELS THE TOTAL BASAL / / a / / � / I / / / 7" OF IN -DRAINS. 7. A SANITARY BAFFLE TEE IS REQUIRED ON THE SEPTIC TANK INLET ABSORPTION SURFACE AREA SHALL BE A MINIMUM 1880 S.F. THE LOCA77ON OF BEDS MUST BE WITHIN THE \ / �B / p r / % 48' MAX. 7 BACKFILL IN -DRAIN SYSTEM WITH SUITABLE AND OUTLET. INSTALL THE INLET AND OUTLET TEES PLUMB AND IN GENERAL LOCATION SHOWN AND MEET ALL REQUIRED SETBACK REQUIREMENTS WE RECOMMEND THAT THE / / �'8 / / / / / / / / EXCAVATED FILL FREE OF ROCKS OVER 3 A POSITION TO ALLOW EASY INSPECTION AND MAINTAINANCE OF BOTTOM OF THE BEDS B£ EXCAVATED TO DEPTHS AT OR SLIGHTLY BELOW THE CLAYEY SAND AND GRAVEL /�' / / / P5 / / f / l J LAYER INCHES iN DIAMETER. AVOID EXCESSIVE TANK FROM THE TANK RISERS. TOPSOIL LAYER. / \ .. / / / / SAND COMPAC77ON OF FILL. AVOID COMPACTION / a { / l / CONC. SAND DAMAGE TO SYSTEM WITH EXCAVATION EQU.pMENT U % / / i'� / / » / , 8. WE RECOMMEND THE INSTALLATION OFA 4 EFFLUENT FILTERTZ :�' -\. ' �' / 2'0' /' / R PN %- �? } "t rf '� / // l l - 8. FINISH GRADE TO PREVENT SURFACE CONTAINED IN THE 4" BAFFLE OUTLET TEE OF THE SEPTIC TANK. U \ \ / / �; / ;� � \ x „ � , / PONDING. REVEGATATE WITH APPROPRIATETHE FILTER SHOULD BE INSPECTED EVERY SIX MONTHS. THE ,y \ \ \ / / / / / / / r x r ' ° rf F / , t �/ l l GROUND COVER AND PROTECT FROM EROSION. EFFLUENT FILTER SHALL BE MAINTAINED AND CLEANED WHEN THE \ \ \ \ i ` / r it.: - " k ` / NA SOIL " CI >- \ - / 4 , / / g TANK IS PERIODICALLY PUMPED OR AS NECCESSARY. INSTALL A m m \ \ \ \ ` \ \ \ / •'' / '/ / j �` f fes' ~` ,� / /I SUITABLE EXTENSION ON THE FILTER WITH A HANDLE TO BE W 0 s \ \ ` '' / / / !�"' WITHIN 6" BELOW THE ACCESS LID. Z Z Y .%r \ \ \ \ \. \ \ ;,.7� , 8�. �N ' / R ENr SEP c r N r 4- x 3, 0 ,i•/' } \ \'. \ \ \ \ \ \ \ \ / i / / W/` I NSA MIN 24"/DIS t�� l 9. THE TREATMENT BED MUST BE MARKED AND PROTECTED TO W _ ry 4 / \\ � \ , \ \ \ \ \ \ /� / / / / / RI, $ Q, C OPENfN R / , / i PREVENT DAMAGE FROM VEHICULAR AND LIVESTOCK TRAFFIC. o U /11 \ \ \ \ \. \ \ � ./ / 4� A�c�c A �r ' / R . LL s r A ' / « m ryz I 1 i \, \ \, \ .� f ' r� ,; 4LFL...7r �7 ,i`•� C N / / w' f s, :. \ I/ \ \ \ / / ;'i t \ \ \ _ / . q ' N /`�\`\ 1 x :` i RE -VEGETA TED WITH GROUND COVER.ACE MUST BE SODDED 0 I \ \ \ \ J' ... _ .I.. t e �11,�� p�,z� rr Y ♦ �F s � � f (� / _ > Yr _ . ....,. 111- W / / _ i \ '' \ i r /�� `, CROWNED TO DIVERT \ \ � �, \ \ i / / / ; / / j 11. THE TREATMENT BED SURFACE MUST BE a� / \ / / \ / / "SEW r FR / r { �} /) �l `, t\ \ ��` ` ` / ►� °r ` � ' i% : ,* // l l IN -DRAIN TREATMENT /ABSORPTION SYSTEM SURFACE DRAINAGE AWAY FROM THE BED. %co / tt ; AREA \ \ \ / ,r yx fr I / / ill�> � , � � / � / l N.T.S. 12. THE DIMENSIONS SHOWN ON THE PLAN INDICATE MINIMUM \ \ \ \ \ / / / �r arf� 5� /% I / AND SEPARATION DISTANCES FOR THE OWS COMPONENTS. \ i \ \ '� ` \ \ \ - / , / . TWO WAY CLEAN OUT ISTRIBUTlON PIPES INSTALLED ���444 13. THE BED SHALL BE LEVEL WITH D F- \\ \ .- "� \ \ , \ \ \ \ \ \ \ / / / f;„ - / ,, ; � / / / FOR EQUAL GRAVITY DISTRIBUTION. a' F+ w 00 co X. \ _1/1 UENT FILTER 4 EFF OUTLET TEE _ \ ATED TO ALLOW PLACEMENT OF --- - \ \ \ \ - " / / LL BE OVER EXCAV .� \ i L /- \ ..._ / / y a / / /' / ?4 THE BED SHA W ti / / a f/,t, / � '. `` " PERFORATED r U a o \ � \ \ \ \ \ \ / /.. % ... / / r z / DISTRIBUTION p - o �. �' . - ` < E� s FF 4 rb / LATERALS THE SPECIFIED Z Z \ \ ` \ \ �:/ - . .. / \ /- -.. / r.. r c?Y :�1. l INSPECTION PORT ' \ \ , \ / / / J .-1 « / l r` / DEPTH OF TREATMENT SAND THE BOTTOM SURFACE r-1 . - � , \ \ ` \ :.. i� sy ;, {, rr / / / // AND SIDEWALLS OF THE EXCAVATION TO BE SCARIFIED AND RAKED AS Z' Q o 6' \ \ \ \ \ \ 1 _--- / ff r- �Zn -- \ ,` l� / i EXISTING NECCESSARY PRIOR TO PLACEMENT OF THE SAND. Cy O . ` 1 I I \ � ._�'. 11. .:....:l - ... l 1 � r s . 1 ,s R y ,a� , . GRADE 4 m _ - i . - (.. �Y kY k,. .sit •r^C 11 -_ / / / LOLL 1 \ ! /. / / -I' 4t` t_ �� l 1 15. THE TREATMENT BED SHALL BE CONSTRUCTED WITH THE 1 \ \ - ." r „r � x y _, / a, � 111 / EFFLUENT DRAIN LINE AT a d \ \ �-- %I \ - _ / .-- , 1 . j `J.. - - , �, 4 � �;, / 1 z / IN -DRAINS UNITS PLACED OVER A MINIMUM 6 -INCH (OR AS SPECIFIED V `\ \ I 1 -- - / 4 / .: t. r "'r $ f :_' �/ F = / 2% SLOPE ON THE PLANS LAYER OF CONCRETE � \. �✓ / l;: � / / / MIN ) 1-a \ \ / I, � \ / i - l % z . iJ # ;