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pitkin.eh.264320400009 (2013)
COUN f ONSITE WASTEWATER TREATMENT SYSTEM (OWTS) CONSTRUCTION PERMIT 76 Service Center Rd. Aspen, CO - 81611 Phone: 970.920.5070 Fax: 970.920.5374 Permit #: 0034.2013.POWT Parcel ID #: 2643-204-00-009 Permit Issued: ®NEW CDU ❑REPAIR ❑REMODEL/ADDITION []TANK ONLY ❑FIELD ONLY ❑AMENDMENT Owner(s): WNC Trust Dated 11/14/02 Property Address Legal Description Size of Lot: 36 1953 Medicine Bow Dr. Lot 17, Block 7, Filinq 1, Brush Creek Villager Size of Building: 10000 ft2 Acres Detached Accessory Unit: Size of Accessory Unit: _ This system is designed to serve 7 bedrooms. Designed By: Roaring Fork Engineering Phone #: 970-9487-7474 Fax #: 86-876-5873 Project #: ❑YES ®NO Sq. Ft. Dated: 9/11/13 Mailing Address: 1205 Catherine Court, Carbondale Email Address: Perc Rate: 60 MPI Profile Hole Depth: 8' Depth to Groundwater or Bedrock Minimum Tank Capacity: 2625 gallons Minimum Absorption Area Permit Conditions: ➢ 8' 1627 w/ 50% reduction This OWTS Construction Permit is approved on the condition of compliance with the engineer design as submitted with the application and the specifications cited above. Changes must be approved by this Department and the engineer prior to construction. This system will consist of a precast 3250 2 -compartment concrete tank with 2 Advantex AX -20 pods and a PF500511 pump for secondary treatment. After treatment effluent will flow to a pump basin with a 2nd pump which will pressure dose 8 trenches each consisting of 21 "quick -4" chambers. Inside the chambers a 1 1/2' PVC pipe with 1/8" holes drilled 3' on center will be laid at the bottom to evenly dose the entire trench. Each trench will have a minimum 6' of separation between trenches and observation ports will be installed at the end of each trench. Minimum set back from the well to the absorption area is 188'. This Permit must be kept on-site during installation. The engineer must do a final inspection of the installation and submit an "as -built" letter to this Department within 30 days of the final inspection, unless a longer period of time has been agreed upon, in writing. This Department must also be called for the final inspection with a minimum of 48 hours notice. Minimum horizontal distances between components of the system and physical features shall conform to the requirements of the Pitkin County OWTS Regulation. This Permit is conditioned upon the property owner(s) providing for regular inspection, cleaning, and maintenance of the system by qualified personnel, in accordance with the manufacturer's recommendations and the requirements of the Pitkin County OWTS Regulation. Issuance of this OWTS Construction Permit does not constitute a guarantee, warranty, or representation by the Department that the system will operate properly or will not fail. Issuance of this permit does not imply compliance with Pitkin County building and/or land use regulations, nor guarantee issuance of building and/or land use permits. THIS PERMIT IS EXPRESSLY CONDITIONED UPON COMPLIANCE WITH ALL REQUIREMENTS OF THE PITKIN COUNTY OWTS REGULATION, INCLUDING BUT NOT LIMITED TO THOSE CONDITIONS SPECIFIED ABOVE. Plans and specifications for the proposed OWTS have been reviewed and are considered satisfactory. Permission is hereby given to the property owner(s) to perform the work indicated in accordance with the Pitkin County OWTS Regulation. This Permit will expire 1 year fr ate of issuance unless construction on the system has commenced. An "as -built" drawing must be submitte an pproved by EH before final approval of the sy��stee�m��,,��will be issued. Issued B Date: 4�=� Expires: 9/s3/1q Installer: 1 License #: Reactivation Authorized by: Final Approval Issued By Date: New Expiration Date: Fi!e Paid SITE WASTEWATER TREATMEN i SYSTEM (OWTS) CONSTRUCTION PERMIT APPLICATION lM/NR 76 Service Center Rd - Aspen, CO - 81611 Phone: 970.920.5070 Fax: 970.920.5374 Parcel ID# (available from the Pitkin County Assessor's Office 970-920-5160 or at www.oitkinassessor.org): [, Purpose of Permit: © NEW ❑ REPAIR DUE TO FAILURE ❑ REMODEL/ADDITION ❑ TANK ONLY ❑ FIELD ONLY Cost of System Repair or Remodel/Addition (approximate): Property Address. 1953 Medicine Bow Drive , Snowmass, CO 81623 Business Phone: Lot: Block: Filing: 17 7 1 Subdivision: Brush Creek Village Property Owners)*: tLls"pt:1044 Email Address: wcharouhis@gmail.com Owner's Mailing Address: City, State, Zip: 5383 Fisher Island Drive, Miami Beach, FL, 33109-0320 Home Phone: Business Phone: 305-979-8700 *rnntact information must be provided for the owner signing this application Primar Contact Person/Applicant (if not owner): Ric. Goulding Company: Roaring Fork Engineering Contact/Applicant Mailing Address: City, State, Zip: Aspen, CO, 81611 Pc Box 9554 Cell Phone: Business Phone: 970-948-7474 Fax Number: Email Address: richardg,-�jrfeng.biz Building Permit # (if applicable): Lot Size (in acres): 3 E Size of Building (square feet): Number of Potential Bedrooms: 7 Detached Accessory Unit? ❑ YES ® NO Size of Accessory Unit (square feet): Number of Potential Bedrooms In or Fixture List for the Accessory Unit: Water Source: ® PRIVATE WELL ❑ SURFACE WATER ❑ SPRING ❑ COMMUNITY/PUBLIC WATER SYSTEM Name of Community/Public Water System (if applicable): Engineering Firm: Job Number: Phone Number: Fax Number: Roaring Fork Engineering 970 948 7474 Mailing Address: City, State, Zip: Po box 9554 Aspen, CO, 81611 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 documents included in my application package. I 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 an OWTS until an OWTS Construction Permit is issued. Owner Signature Required): RYTii i �iLt �, Date: q Gvjl/�/1✓ A s, i IV/ Applicant Signatu e: Date: 9/11/2013 FOR OFFICE USE ONLY Received by EN/HR Staff: Fee & Receipt #: Date: G: OWTS March 8. 2008 NEW REGS 0 ice - Admin Forms OWTS Const Forms UW I S construction permit application.xis Up ate : 10/7/08 Pitkin County Environmental Health Department Contact Log Sliest Name: Parcel !D#: Address: ,.;... Date, .. P( rson,SObken To-._ _ - fi fpents J Action. to. be Taken. _...; Initials Time pep S �e E ' ROARING FORK ENGINEERING Onsite Wastewater System Certification To: Kurt Dahl- Pitkin County Environmental Health From: Richard Goulding. P.E Re: 1953 Medicine Bow Road Date: June 6th 2016 The construction of the Onsite Wastewater Treatment System (OWTS) at 1953 Medicine Bow Road was constructed under the observation of Roaring Fork Engineering. The system was constructed and installed in accordance with the engineered design that was submitted to and approved by the Pitkin County Environmental Health Department. A final inspection was conducted by Richard Goulding, PE, of Roaring Fork Engineering on 5/24/2106. The lid of the pump basins and filters were removed for the inspection. The pump supplier also tested the system and wrote the email below 400 t��F �1 Richard Goulding From: "Jerry Fleck" <jerryAvalleyprecast.com> Date: June 1, 2016 at 9:19:03 AM MDT To:<Bscottgcosummitconstruction.com> Subject: 1953 Medicine Bow Bryan I Have been out to the property and verified that the control panel is operating properly and that the floats are set. The system is 100% Jerry OWTS DESIGN CALCULATIONS - for Pitkin Owner's Name Parcel ID # House Size (sq. ft.) (75 gpd or 100 gpd) 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 1400 State Review Required? no Perc Rate (T) Design Flow (Q) _ # potential bedrooms X 2 people/bedroom X gpd X 1.5 Q= 2100 x Minimum tank capacity 2625 gallons Absorption Area (=Q/5 X SQRT perc rate)(1.4 loading factor) A = 4,555 sq. ft. of absorption area required Absorption Area (=Q/5 X SQRT perc rate) WITH SECONDARY TREATMENT (no loading factor) A= 3,253 sq. ft. of absorption area required Abs. Area w/ loading factor (B25) Trench Bed Quick4 Trench Quick4 Bed Pipe and Gravel (-10%) 4099 no red. 4555 415 461 Dosing (-20%) 3644 (-20%) 3644 369 369 Chambers (-30%) 3188 (-10%) 4099 323 415 Max Allowable i 50%) 2277 (-30%) 3188 231 323 Secondary Treatment Abs Area w/ out loading factor (B28) Trench Bed Pipe and Gravel (-10%) 2928 no red. 3253 297 330 Dosing (20%) 2603 (20%) 2603 264 264 Chambers (-30%) 2277 (-10%) 2928 231 297 Max Allowable (-50%) 1627 (-30%) 2277 165 231 188 SETBACK FROM WELL # of feet = 138 SETBACK FROM POND, STREAM OR IRRIGATION DITCH # of feet = 113 SETBACK FROM DRY GULCH # of feet = Table 3. Recommended Tankage and Number of Filter Units: Systems Using Separate Septic/Recirc Tanks* Number of Bedrooms' Occupants' Septic Tank Recirc Tank AX Units' maximum minimum size,' al, (L) minimum size, gal. (L) model 4 (or fewer) 8 1,000 (3,80-0) LOW (3,800 L) 1 — AX205 5 10 1,500 (5,700 1 000 (3 800 L) 2 — AX205 6 1 12 2,000 (7 600) 1,000 (3,800 L) 2— AX205 See Fig. 2c on previous page. 'Use bedrooms as default sizing criteria. (States vary greatly on calculations of gaVbedroom.) For homes greater than six bedrooms or greater than 5,000 fF (465 ml), consult Orenco Systems, Inc. 2 systems with occupancies greater than eight require a design with multiple units based on a minimum of 2.5 fF (0.2 m2) of surface loading area per capita. 3 The 1,000 -gal minimum is due to float settings/reserve requirements. 4 The hydraulic application rate for all residential AX units is 29.1 gpd/fe (1184 tlm�lday), the nominal hydraulic application rate is 25 gpolff (1019 tlelday). 5 For jurisdictions that require NSF -certified product tracking, the AX20N model should be specified. Design Loading Rates Orenco's suggested design loading rates are based on typical per capita flow rates (50 to 60 gal/day/person or 189 to 227 L/daylperson) and average strength characteristics expected from residential type installations, as shown in Table 1, Performance is a function of the expected typi- cal loads with periodic weekly highs. Typically, the daily mass loading is based on the expected daily flows and actual strength. Figure 3 shows periodic peak loading capacity at a 95% confidence level. If the loading rate (or mass load) needs to be reduced to meet discharge limits, it's a simple matter of adding additional modular units. Orenco Systems, Inc.'s AX20N AdvanTex Treatment System is listed as an NSF/ANSI Standard 40 Class I treatment unit, and the listing is for flows up to 1,500 gpd (5,700 L/d) in various configurations. Typical Effluent Quality Effluent quality is dependent on a number of factors, including influent characteristics and loading rates. Figure 3 shows third party, NSF/ANSI Standard 40 testing results. The results demonstrate that law -to -moderate loading rates typically produce CBOD5 and TSS of <5 mg/L, while higher loading rates produce CBOD5 and TSS in the range of 15-25 mg/L. Field testing of systems in real-world conditions shows similar results, with CBOD5 and TSS of <10 mg/L. (See AX Performance Summary, AHO -ATX -PERF -1.) Nitrogen reduction in Mode 1 will typically exceed 60 percent, with total nitrogen in the filtrate ranging between approximately 25 and 35 mg/L. In Mode 3, nitrogen reduction can reach 70 percent or better, depending on wastewater strength and other charac- teristics like grease and oils, pH, and alkalinity concentrations. Nitrification can be inhib- ited if the buffering capacity (alkalinity) of the wastewater is too low. On a theoretical basis, 7.14 mg/L of alkalinity as CaCO3 is needed to nitrify 1 mg/L of NH4-', Pumping Equipment: Recirculation Pump The integrated treatment package includes an Orenco 4 -inch (100 -mm) submersible effluent pump, a Biotubee pump vault, a float assembly with floats, a hose and valve assembly, a splice box, and a control panel. Figure I Effluent Quality vs. Hydraulic Loading Rates ANSIINSF Standard 40 and Other Third Party Testing Results so cI OD'5 50- WLec . 40 _ G4 gpdtz !10 mo. 30 NoaaTec 48.3�gpdNi` 20 NSF uc oarfa 2s.1 eadV 10 120Pdlft� ;;..6mo. 3ma rt 0 0 10 20 W 40 5o 60 60 TSS sa 40 NotraTec 0 Onsite Wastewater Treatment System Report 1953 MEDICINE BOW DRIVE SNOWMASS VILLAGE, CO March 4, 2013 Prepared by Richard Goulding, P.E Roaring Fork Engineering PO Box 1117 Carbondale ROARING FORK "� ENGINEERING Onsite Wastewater Treatment System Report 1953 MEDICINE BOW DRIVE SNOWMASS VILLAGE, CO The proposed Onsite Wastewater Treatment System (OWTS) for the Charouhis Residence at 1953 Medicine Bow Road in Pitkin County Colorado has been designed to comply with the most current (April 11th, 2009) edition of the Pitkin County OWTS Use Permit regulations. Richard Goulding. P.E. r C Table of Content 1.0 Existing Conditions............................................................................................................................4 1.1 General................................................................................................................................................4 1.2 Soil Conditions.....................................................................................................................................4 2.0 Proposed Flows and Setbacks................................................................................................................. 5 3.0 Proposed infrastructure.......................................................................................................................... 5 3.1 Primary Treatment.............................................................................................................................. 5 3.2 Secondary Treatment.......................................................................................................................... 5 3.3 Absorption Area.................................................................................................................................. 6 4.0 Operations.............................................................................................................................................. 6 5.0 Maintenance...........................................................................................................................................8 6.0 Appendices..............................................................................................................................................8 Drawings11x17.........................................................................................................................................8 Set Back, and Absorption Area Calculations............................................................................................. 8 PumpCurves for Dosing System............................................................................................................... 8 SoilsReport............................................................................................................................................... 8 TankProduct Sheet...................................................................................................................................8 ControlsInformation.................................................................................................................................8 r V two i. • 1.0 Existing Conditions 1.1 General The project is located at 1953 Medicine Bow Drive. It is a new built and no structures exist on the site as is. The lot is approximately 36 acres but is restricted buy wildlife easements and the proposed activity envelopes of the Land Use review. Access is from Medicine Bow Drive. Onsite there is one well and no septic system (See drawings). The water from the well will require treatment to make it usable for domestic purposes. The property is outside the Brush Creek Metro District service area so the well water will be utilized. 1.2 Soil Conditions The soils information used for the sizing of the absorption field was taken from the October 31st, 2012 Subsoil Study prepared by Whitney J. McCarthy, and Reviewed by Daniel E. Hardin, P.E. of Hepworth-Pawlak Geotechnical, Inc. (HP) under their Job Number 112 323A, a copy of which is attached hereto, and made a part hereof. The report states (Page 8) that the three Percolation Tests were conducted on October 10th, 2012, following a reported 1 -day pre-soak of all holes. The holes for the Percolation Tests were drilled to depths between 36 -inches (P1) and 29 -inches (P3), and employed a drill -rig to advance three six-inch diameter holes at a location roughly in the center of the proposed absorption field. The results of the Percolation Tests are shown on Table 2, the last sheet in the report, and indicate the average percolation rates as follows: PI -60 -minutes per inch (mpi), P2-24-mpi, P3-24-mpi. The locations for the Percolation Test holes and the Profile Pit are shown in the report on Figure 1, entitled "Locations of Exploratory Borings". These locations are also reproduced on the site plans. The Log of the Profile Pit is shown on Figure 2, and reveals that the hole was excavated to a depth of approximately 8 -feet, and encountered neither water nor any other confining layer. The soils within the Profile Pit are reported to consist of Clayey Sandy Gravel (Very Gravelly Loamy Sand), with 52% Gravel, 29% Sand, and 19% passing the No.200 Sieve. No hygrometry tests were performed. 2.0 Proposed Flows and Setbacks The design basis is 7 -bedroom (no BUNK beds) 10,000 -square foot residence, although the house is currently planned for 6. The design daily flow is 100 -gallons per person per day. The peak daily flow of 2,100 -gallons has been used to establish the minimum required setbacks from wells; ponds/streams/irrigation ditches and dry gulches, as follows: Peak Flow = 2,100 —1,000 = 1,100-gallons/100-gallons = 11 (multiplier for 8 -foot rule). • Offset for wells: 100' + 8'(11) = 100' + 88" = 188' • Offset for ponds/streams/irrigation ditches: 50' + 8'(11) = 50' + 88' = 138' • Offset for dry gulches: 25' + 8'(11) = 25' + 88' = 113' In addition, the Peak Daily flow has been used to establish the minimum septic tank size: Peak Flow = 2,100-gpd X 30 -hours retention/24-hours per day = 2,625 -gallons. 3.0 Proposed infrastructure 3.1 Primary Treatment The range of available quality water tight tanks (Front Range Precast — FLXX tanks) is from 2,500 - gallons to 3,250 -gallons. Because the smaller tank is too small to meet the minimum 30 -hour retention time, the 3,250 -gallon tank has been selected and shown on the plans. A separate pump chamber will be sited immediately adjacent to the septic tank for the effluent pumps. Tank dimensions are in the appendices. 3.2 Secondary Treatment In order to maintain the higher standards desired in Pitkin County, and to significantly reduce the overall size of the absorption field, the engineered design employs both a Secondary Treatment System and pressure dosing. The Secondary Treatment System will be an Orenco Systems, AdvanTex AX -20, Type 1B, with two AX -20 treatment pods circulating effluent from the secondary chamber of the 3,250 -gallon a concrete tank through the filter elements and back to the secondary chamber, or to the pump chamber, when the Recirculating Valve is closed. 3.3 Absorption Area For the design, the worst (slowest) percolation rate reported (60-mpi) was employed, as it was felt that the physical size of the absorption field (35' wide by 178' long) of 6,230 -square feet was large enough to warrant caution in the selection of the percolation rate. It is proposed to perform an additional one percolation tests in the excavated trenches, at the extreme ends of the system, in order to confirm the adequacy of the design. No Infiltrator chambers will be set prior to these additional tests being performed and the results provided to Pitkin County Environmental Health. In the unlikely event that subsequent tests reveal significantly slower percolation rates, work on the absorption field will cease, and a design revision will be prepared and submitted to Pitkin County Environmental Health. In the event that the subsequent tests reveal significantly faster percolation tests, it is not anticipated that any re -design will be proposed. 4.0 Operations Normal operation will follow the following basic sequence: 1. Inflow from the residence will consist solely of human waste and grey -water from sinks, dishwasher(s), showers, etc. The owner will be provided with a brochure outlining what is, and what is not acceptable to put into the drains, or flush down the toilets. Specifically excluded, and noted on the plans, will be any system recharge from a water softener system and/or any rejection fraction from a Reverse Osmosis system. Plans are in progress to have the proposed RO system discharge to a drywell. 2. The primary chamber of the 3,250 -gallon FLXX concrete septic tank will have a volume of approximately 2,160 -gallons, or about 2/3 of the whole. Plans notes show that the inlet tee will be set at an appropriate height, with a minimum of 1 -inch of free space between the top of the tee and the bottom inside of the tank lid. Pass-through height from the primary chamber to the secondary will be within the clear zone, and comply with Pitkin County regulations, as noted on the plans. 3. The secondary chamber will have a volume of approximately 1,090 -gallons, or about 1/3 of the whole. The secondary chamber will also house an Orenco Systems Biotube Filter Vault, Circulation Pump, Recirculating Splitter Valve (RSV), and three electric float switches. All of these items are visually and physically accessible from the access hatch on the secondary chamber. The highest float switch is a high-level alarm. Middle float will be control the pump turn -on point, and the bottom float will be a redundant off control. 4. When the level in the secondary chamber reaches and lifts the middle float, the circulation pump will turn on and effluent will be drawn from the chamber through the Bio -Tube filter pack and pumped to both of the AX -20 pods for distribution through the filter cloth. The filtered effluent flows by gravity back to the Recirculating Splitter Valve (RSV) which, depending on the position of the two floating balls in the valve, will cause one of two things to happen: a. If the balls are lifted to the top of the cage, the upper ball will form a seal on the RSV, and the return flow from the AX -20 pods will be diverted to the pump chamber. b. If the balls are below the top of the cage, the flow from the AX -20 pods will return to the secondary chamber. 5. As long as the balls within the RSV are not seated on the top seal, the system will continue to circulate flow through the AX -20 filter beds, removing solids and, by biological activity within the filter system, improving the effluent quality within the secondary chamber. 6. As the septic tank becomes full, and the RSV seals off the return flow from the AX -20 pods, the filtered effluent will pass to the pump chamber. 7. The pump chamber contains a very similar setup as the secondary chamber in the septic tank: a. An Orenco Systems Biotube Filter Vault, TWO (2) effluent discharge pumps, and three electric float switches. The float switches in the pump chamber mirror the floats in the secondary chamber in function. 8. When the volume of the filtered effluent in the pump chamber reaches the middle float, and lifts it, one of the two pumps will turn on, and effluent will be discharged through the pipes to one half of the absorption field. Should that pump fail, the level in the pump chamber will rise to the point that the uppermost float will switch on the second pump to discharge the effluent, to the second half of the absorption field. The pumps will be set up to operate in an alternate fashion, with each pump theoretically discharging one half of the daily flow to the absorption field. In this way, each pump will operate approximately half of the time, and so will last longer, and each half of the absorption field will be allowed to "rest" while the volume of effluent in the pump chamber re -fills to the appropriate level. 9. The dosing system will consist of two 1%" Schedule 40 PVC main discharge lines, one from each pump, each separate discharge connected to TWO (2) 1%" Schedule 40 PVC distribution manifolds, and to FOUR (4) 1%2" distribution laterals, one to each segment in the middle of the row of Quick4 Standard chambers. 10. The AdvanTex system will be equipped with pump controls, visual and audible alarms, and a monitoring system that will allow a remote operator to be notified if there is a failure or an abnormal condition. The owners have been notified that as a condition of the permit, the system MUST have a licensed operator on contract, and must be maintained in accordance with the manufacturer's recommendations and Pitkin County regulations. A statement to this effect is included on the system plans. In the event of any alarm condition, such as pump failure, the high-level floats in either the secondary chamber of the septic tank or the effluent pump chamber, the system will be programmed to notify the contracted system operator and through monitoring software, advise the operator of the cause of the alarm. The main operating system panel will be mounted on the side of the residence, in a weather -tight enclosure, in sight of the septic tank and the AdvanTex AX -20 pods. A flashing red light and an audible alarm are built into the panel, and the owner or caretaker will be informed of a problem condition. The system operator shall be responsible to keep the AdvanTex system maintained, and assist the caretaker with establishing a schedule for routine pumping of the septic tank. 5.0 Maintenance The owner will follow the Maintenance required in Section 6.28.120 D of the Onsite Waste Treatment System Manual shown below. Table 6.28-8 Maintenance and Cleaning Frequency Type of Component Inspection/Maintenance Cleaned or Pumped Septic Tanks Every 2 Years Every 2 Years, or As Needed Vaults, Privies When Pumped At 80% Capacity Secondary Treatment Systems; Advanced Secondary Treatment Systems; Other Manufactured Units Every 6 Months Per Manufacturer's Recommendation Absorption Areas Every 6 Months N.A. Dosing or Pumping Chambers Every 6 Months Every 4 Years 6.0 Appendices Drawings 11x17 Set Back, and Absorption Area Calculations Pump Curves for Dosing System Soils Report Tank Product Sheet Controls Information I! I `i, l \\`fo . ten. �\ \ `' ,� �� ; ; � �i , ' i •%` t' ,t , i l r r r: iq g ,• gg JJ t r T 3 � `� PmMnine Lmf E.+fime Rpf� 638ii RBUY m z mua wm bo x31 -1z Reo CHAROUHIS RESIDENCE ROARING FORK ENGINEERING ►1 ` y 8 3 Oesgn bpmem -1e-u RBa 1952MEDIC/NEBOWDRIVE 1205 CATHERINE COURT Iv Cit 1 Progress ff8-1-13 RBC n s PERMIT Ore 3J-13 Ree SNOWMASS VILLAGE, CO CARBON fCO, 81623 ph: (9701 948 7474474 f. (866) 876 5873 O 7 D CL QJ 0 ƒ, CD 0 !2 (D ?/ o !] / ] :- U ( 2 c/)t &E � �/ ^ 00 _ (D R . i! | � \ - §E [ Ell !(| }¥ ------- . � (' _ » t + { lEw7 �k §] �\}\� { ! � +f f 2 At Ra \ A ..- � . f r k /kms{ \ ~» I|+`ROG m«mHIS RESIDENCE mA G FORK ENGINEERING 1205 CATHERINE COURT O 1953 MEDIC)NE BOW DRiVE __mVILLAGE, � �°1. ��m }` �. OWTS DESIGN CALCULATIONS - for Pitkin wner's Name Charouhis- 1953 Medicine Bow Parcel ID # i ruse Size (sq. ft.) 10,000 (75 gpd or 100 gpd) 100 umber of Bedrooms in Main House 7 umber 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 1400 State Review Required? no Perc Rate (T) Design Flow (Q) _ # potential bedrooms X 2 people/bedroom X gpd X 1.5 Q= 2100 Minimum tank capacity 2625 gallons Absorption Area (=Q/5 X SQRT perc rate)(1A loading factor) A = 4,555 sq. ft. of absorption area required Absorption Area (=Q/5 X SQRT perc rate) WITH SECONDARY TREATMENT (no loading factor) A= 3,253 sq. ft. of absorption area required Abs. Area w/ loading factor (B25) Trench Bed Quick4 Trench Quick4 Bed Pipe and Gravel (-10%) 4099 no red. 4555 415 461 Dosing (-20%) 3644 (-20%) 3644 369 369 Chambers (-30%) 3188 (-10%) 4099 323 415 Max Allowable (-50%) 2733 (-30%) 3188 277 323 Secondary Treatment Abs Area w/ out loading factor (B28) Trench Bed Pipe and Gravel (-10%) 2928 no red. 3253 297 330 Dosing (-20%) 2603 (-20%) 2603 264 264 Chambers (-30%) 2277 (-10%) 2928 231 297 Max Allowable (-50%) 1627 (-3V6) 2277 165 231 188 SETBACK FROM WELL # of feet = 138 SETBACK FROM POND, STREAM OR IRRIGATION DITCH # of feet = 113 SETBACK FROM DRY GULCH # of feet = Pump Selection for a Pressurized System - Single Family Residence Project Charouhis OWTS / 2012/010 Parameters Discharge Assembly Size 1.50 inches Transport Length 121 feet Transport Pipe Class 40 feet Transport Line Size 2.00 inches Distributing Valve Model None feet Max Elevation Lift 5 feet Manifold Length 10 feet Manifold Pipe Class 40 Manifold Pipe Size 2.00 inches Number of Laterals per Cell 4 gals Lateral Length 85 feet Lateral Pipe Class 40 gals Lateral Pipe Size 1.50 inches Orifice Size 1/8 inches Orifice Spacing 3 feet Residual Head 5 feet Flow Meter None inches 'Add-on' Friction Losses 6 feet Calculations Minimum Flow Rate per Orifice 0.43 gpm Number of Orifices per Zone 116 Total Flow Rate per Zone 50.6 gpm Number of Laterals per Zone 4 % Flow Differential 1st/Last Orifice 3.0 Transport Velocity 4.9 fps Frictional Head Losses Loss through Discharge 7.7 feet Loss in Transport 4.9 feet Loss through Valve 0.0 feet Loss in Manifold 0.1 feet Loss in Laterals 0.3 feet Loss through Flowmeter 0.0 feet 'Add-on' Friction Losses 6.0 feet Pipe Volumes Vol of Transport Line 21.1 gals Vol of Manifold 1.7 gals Vol of Laterals per Zone 35.9 gals Total Volume 58.8 gals Minimum Pump Requirements Design Flow Rate 50.6 gpm Total Dynamic Head 29.1 feet Orenco Systems' Incorporated C&,Tg g,J, Wy db World Lk_ M --we 160 140 120 40 20 00 10 20 30 40 50 60 70 80 Net Discharge (gpm) PumpData PF5005 High Head Effluent Pump 50 GPM, 1/2HP 115/230V 10 60Hz, 200/230V 30 60Hz PF5007 High Head Effluent Pump 50 GPM, 3/41HP 230V 10 60Hz, 200/230/460V 30 60Hz PF5010 High Head Effluent Pump 50 GPM, 1 HP 230V 10 60Hz, 200/460V 30 60Hz PF5015 High Head Effluent Pump 50 GPM, 1-1/2HP 230V 10 60Hz, 200V 30 60Hz Legend System Curve: Pump Curve: Pump Optimal Range: Operating Point: Design Point: O 3250 Gal. Two Compartment FL/V Septic TankNault FL2�Y- Total Capacity: 3290 gallons • Tank meets ASTM -C- 1227 Spec_ for water and wastewater structures. • Various lid and riser options available. • Tank sections sealed using a polyurethane sealant and four (4) 1" grade #8 rods. Note; N. T S. 39-099 >k: 861, 4" Cast -A -Seal Gasket typical Inlet Invert 6'-8" , _ 83„ - 4" Cast -A -Seal Gasket typical 6'-8" Outlet Invert 8r -4n Part # Capacities (gallons) A I B Approximate Weights Tank Lid Baffle Wall Total PCA -000-316 1990 1300 11,690 lbs 7,715 lbs 1,590 lbs 20,995 lbs i Watertight Front Range Precast Concrete, Inc. 5439 N. Foothills Highway, Boulder, Colorado 80302 Phone (303) 442-3207 - (800) 783-3207 - Fax (303) 442-3209 www.flxx.com These sample pump basin packages are used to pump effluent from aseptic tank to a sewer collection line or dispersal area via an external pump basin. Specific applications include retrofits and pumping from a secondary treatment system to a dispersal area. The first column below shows an effluent pump basin package and its components. The other two columns give solids -handling and grinder variations. Refer to Pump Basins (PB) on page 31 for pump basin selection information. Note: Bold items in the Solids -handling and Grinder columns indicate a variation from the standard (Effluent) component Component O Pump basin PB2466COV+L+10 PB2454COV+S+20 PB2454COV+S+12 © Fiberglass lid F1_24-413 FL24-413 FL24-4B © Splice box SB5 SB4 S134 O Float switch assembly MF3AT-yB,R,W-27FS MF3A-Y,B,R-39FS MF3A-Y,B,R-39FS © Discharge plumbing assembly HV100BCFCX HV20OBCX HV125BCX O Pump PF100511 PSE5011 PMG200 © Control panel S1R0 S1 S2 O Biotube® pump vault PVU57-1819 COMPONENT LOCATION ca 0 0 O O � O a Effluent package Solids-handling/grinder package Note: Pump basins are not IAPMO approved. PAGE 16 — PUMPING PACKAGES AND COMPONENTS FOR A DISTRIBUTOR NEAR YOU, VISIT US ONLINE AT WWW.ORENCO.COM 1-4 Hepworth-Pawlal: Geotechnical, Inc. 5070 C;kwunty Read 154 G(bbl-tecri Glenwood Springs, (A)lorado 81601 Phone: 970-945-7988 HEPWORTH-PAWLAK GEOTECHNICAL Fax: 970-945-8454 email: hpgeo@hpgeotcch.com SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE AND BARN 1953 MEDICINE BOW ROAD PITKIN COUNTY, COLORADO JOB NO. 112 323A OCTOBER 31, 2012 PREPARED FOR: WILLIAM N. CHAROUHIS 5383 FISHER ISLAND DRIVE MIAMI BEACH FL 33109-0320 Parker 303-841-7119 + ColoradoSprings 719-633-5562 * Silverthome 970-468-1989 TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY FIGURE ................................................... _ PROPOSED CONSTRUCTION ................................................................................. 1 - SITECONDITIONS ................................................................................................... 2 - -FIELFIELD D EXPLORATION .......................................................................................... 2 - -SUBSURFACE SUBSURFACE CONDITIONS .................................................................................. - 2 - -DESIGN DESIGN RECOMMENDATIONS .................... FOUNDATIONS......................................................................................... _ 3- ........ FOUNDATION AND RETAINING WALLS - 3- ......................................................... FLOORSLABS - 4 - ........................................................................ ....... UNDERDRAIN SYSTEM - 6 ....................... ............................................................... SURFACE DRAINAGE - 6- ................................................................... - 7 - PERCOLATIONTESTING .................................................................................... - 8 - LIMITATIONS.......................................................................................................... - - 8 - FIGURE 1 - LOCATIONS OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 2A - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURES 4-7- SWELL -CONSOLIDATION TEST RESULTS FIGURE 8 - GRADATION TEST RESULTS TABLE 1- SUMMARY OF LABORATORY TEST RESULTS TABLE 2- PERCOLATION TEST RESULTS PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence and barn to be located at 1953 Medicine Bow Road, Pitkin County, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our proposal for geotechnical engineering services to William Charouhis, dated July 17, 2012. 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, compressibility or swell and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION The proposed residence will be a one and two story structure with an attached garage. Ground floor will be slab -on -grade and structural floor over crawlspace. The proposed bam will be a one story structure. Ground floor will be slab -on -grade. Grading for the structures is assumed to be relatively minor with cut depths between about 3 to 6 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. If building loadings, location or grading plans change significantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. Job No. 112 323A G860tech -2 - SITE CONDITIONS The building area is located on a north facing hillside vegetated with sagebrush in the area of the house and scrub oak to the east and south. The site slopes moderately down to the north at about 10% grade. East of the leach field area, the lot slopes steeply down to the northeast at about 20 to 40% grade. The proposed house is located northeast of the existing water well on the property. The proposed leach field is located about 75 feet further to the northeast. The barn is located southeast and uphill of the house. FIELD EXPLORATION The field exploration for the project was conducted on October 9, 2012. Four exploratory borings were drilled at the locations shown on Figure 1 to evaluate the subsurface conditions. The borings were advanced with 4 inch diameter continuous flight augers 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 were taken with a 2 inch I.D. spoon sampler. The sampler was driven into the subsoils at various depths with blows from a 140 pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Figures 2 and 2A. 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 Figures 2 and 2A. The subsoils consist of about 1 %2 to 3 feet of topsoil overlying very stiff to hard sandy clay with sandstone and claystone fragments typically becoming dense clayey sandy gravel with cobbles and possible boulders with depth. Drilling in the dense Job No. 112 323A �Ptech C -3- E granular soils with auger equipment was difficult due to the cobbles and boulders and drilling refusal was encountered in Borings 1, 3 and 4. Laboratory testing performed on samples obtained from the borings included natural moisture content, density and gradation analyses. Results of swell -consolidation testing performed on relatively undisturbed drive samples, presented on Figures 4-7, indicate low to moderate compressibility under conditions of loading and wetting with minor to low collapse potential (settlement under constant load) or swell potential when wetted. The shallow from Boring 1 showed high collapse potential due to the organic content and relatively low density of the topsoil layer. Results of the gradation analyses from the profile pit of a large disturbed sample of the coarse granular subsoils are shown on Figure S. The laboratory testing is summarized in Table 1. No free water was encountered in the borings at the time of drilling or when checked 1 day later and, the subsoils were slightly moist to moist. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the buildings be founded with spread footings bearing on the natural granular soils. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural granular soils should be designed for an allowable bearing pressure of 3,000 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about I inch or less. There could be additional settlement or heave if the bearing soils were to become wet. Job No. 112 323A G&rtech t -4- u The amount of movement would be based on the depth and extent of subsurface wetting. Care should be taken to reduce the risk of wetting of the subgrade soils as described in Undet-drain System and Subsurface Drainage Sections of this report. 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 3) 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. 4) Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 10 feet. Foundation walls acting as retaining structures should also be designed to resist lateral earth pressures as discussed in the Foundation and Retaining Wall section of this report. 5) All existing fill, topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to the relatively dense natural granular soils. The exposed soils in footing area should then be moistened and compacted. If water seepage is encountered, the footing areas should be dewatered before concrete placement. 6) A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 55 pcf for backfill consisting of the on-site clayey soils and at Ieast 45 pef for backfill consisting of imported granular materials. Cantilevered retaining structures which are separate from the building and can be expected to deflect sufficiently to mobilize the full active earth Job No. 112 323A Gtech -5 - 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 clay soils and at least 40 pcf for backfill consisting of on-site granular soils or 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 backfill surface will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. Backfill should be placed in uniform lifts and compacted to at least 90% of the maximum standard Proctor density at a moisture content near optimum. Backfill in pavement 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 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 .35 for the on-site clayey soils. 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 Job No. 112 323A Ge05teCh I am 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 natural on-site soils, exclusive of topsoil and loose subsoils, are suitable to support lightly loaded slab -on --grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch Iayer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with at least 50% retained on the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of imported granular soils, such as road base, devoid of vegetation, topsoil and oversized rock. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in the area 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. A perimeter drain may not be needed if interior slab -on -grade is above the exterior ground surface. Job No. 112 323A G@HCF)tech -7 - If needed, 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 1'/2 feet deep. An impervious membrane such as 20 mil PVC should be placed beneath the drain gravel in a trough shape and attached to the foundation wall with mastic to prevent wetting of the bearing soils. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the buildings have 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 about 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. Consideration should be given to use Job No. 112323A G( cgteCh H W of xeriscape to reduce the potential for wetting of soils below the building caused by irrigation. PERCOLATION TESTING Percolation tests were conducted on October 10, 2012 to evaluate the feasibility of an infiltration septic disposal system at the site. One profile pit was dug with a backhoe and three percolation holes were drilled with the track rig at locations as shown on Fig. 1. The test holes were drilled with 6 inch diameter auger and were soaked with water one day prior to testing. The soils encountered in the percolation holes are similar to those encountered in the Profile Pit shown on Fig. 2 and consist of sandy gravelly cobbles and boulders. The percolation test results are presented in Table II. The test results varied from 24 to 60 minutes per inch with an average of 36 minutes per inch. Based on the subsurface conditions encountered and the percolation test results, the tested area should be suitable for a conventional infiltration septic disposal system A civil engineer should design the infiltration septic disposal system. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the locations indicated on Figure 1, the proposed type of construction and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOB C, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory borings and variations in the subsurface conditions may not become evident until excavation is performed. If conditions Job No. 112 323A C-459 tech -9 - encountered during construction appear different from those described in this report, we should be notified so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. 6A, All Whitney J. McCarthy Reviewed by: Daniel E. Hardin, P WJM/ksw cc: Oeth ,zgrouparchitectsc.oml Job No. 112 323A G&Rech BORING 2 BORING 3 BORING 4 ELEV.=8295.4' ELEV.=8289.9' ELEV.=8285.3' —8295 7—,l 8295 PROPOSED MAIN LEVEL wc 32/12 IDD 8.o FLOOR ELEVATION = 116 8294.0 FEET 50/7 WC = 8.4 —8290 DD = 120 8290 -200 = 68 WC = 3.8 5015 0 = 22 50/6 50/3 8285 8285 .C)P, 9.0 F- — •LIJ 6/12 SWC tDDDD 83 F- LULLJ - LL 50/10 50/3 50/7 ui u - z 0 —8280 WC = 7.9 8280 z F - DD = 109 0 -200 = 69 9 Lu Lu LLJ 50/5 WC 9.8 50/10 50J9 U.1 —8275 DD = 122 .41 WC 6.2 8275 DD 130 OP b. -200 = 26 5016 35/12 —8270 8270 50/9 50/4 8265 4 8265 L8260 8260 NOTE: Explanation of symbols is shown on Figure 3. 112 323A G(ftec�^j I LOGS OF EXPLORATORY BORINGS I I FIGURE 2AI HEPWORTH-PAWLAK GEOTECHNICAL LEGEND: ® TOPSOIL; organic silty and sandy with gravel, cobbles and s attered boulders, firm, slightly moist, dark brown. CLAY (CL); Slightly silty, sandy, with sandstone and claystone fragments, dense to very dense, lighlty moist to moist, dark grey to mixed brown. GRAVEL (GC); sandy, clayey to very clayey to gravelly sandy clay,with sandstone fragments, with scattered intermittant layers of medium to coarse sand, very dense, slighlty miost to moist, mixed brown. Relatively 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. Distrurbed bulk sample. 17/12 Drive sample blow count; indicates that 17 blows of 140 pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. TPractical drilling refusal. — o Depth at which boring had caved when checked 1 day after drilling. NOTES: 1. Exploratory borings were drilled on October 9, 2012 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 provided by Peak Surveying Inc.. 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 or when checked 1 day later. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (% ) DD = Dry Density ( pcf ) +4 = Percent retained on the No. 4 sieve -200 = Percent passing No. 200 sieve 112 323A I -teCrlI LEGEND AND NOTES HEPWORTH-PAWLAK GEOTECHNICAL FIGURE 3 z O U) W d O U G 1 Moisture Content = 9.0 percent € I� Dry Density = 83 pcf ! d i j ; Sample of: Silty Clay Matrix € € j From: Boring 4 at 2 Feet o li 2 I i a I i Compression I j upon f r ! wetting{ € I t t I I a [ 0- 2 2 4 I i �� � I � � I '�► i ( Ii� € � r .1 1.0 Bio APPLIED PRESSURE (ksf ) 100 112 323A IHEPWORTH-PAWLAK GEOTECHN� IC.L I SWELL -CONSOLIDATION TEST RESULTS I FIGURE 6 V E. - Z J M a w U � Z ~ 2 N U W W ~ O W O LU <mm° Q H J a u. = O a LU ui U O O cz 0 CIO OID yW U 3 U U �cd;�N �� V) Cwcow v cn cou,rr)w Uc� W w i z in LL L � Ods zw a zpy �U U H N O o gz v Q— a w LoW E- � a a - Cr J Q J UN M 00 N Q\ tiD ON LU CL 0 z a � N o d a O LijJ Q o N O QJ aUI ¢aw op d N O\ d r"', z � J LU Z Mrtio d OO Oo d 0 N a o o '0 00 00 0, m o; � Q E N N 't N N d CLU N U n O J lu J a Z 4) 1-4 cn m as HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2 PERCOLATION TEST RESULTS JOB NO.112 323A HOLE NO. HOLE LENGTH OF WATER WATER7RN AVERAGE DEPTH INTERVAL NCHES)(MIN) DEPTH AT DEPTH ATPERCOLATION START OF END OF RATE INTERVAL INTERVAL (MINJINCH) (INCHES) (INCHES) P 1 36 30 11 10 1 30 10 9% 30 9 '/z 9 P2 34 10 12 11 1 10 11 10% %4 10 103 10% +/4 10 10'/ 10 '/ 10 10 9%. '/2 10 9 '/i 9 '/z 10 9 81/2 '/ 10 8 '/2 81/4 % 10 8'/4 8 % 24 P3 29 10 6 5 1 10 5 4% Refilled 10 11 10 ,/ % 10 10 '/4 10 '/4 10 93/ ,/ 10 9 1 9 % '/4 J10 10 9 '/z 9 '/z 10 9 8Y4 '/4 10 8 % 8 '/ % 24 Note: Percolation test holes were drilled with a 6 inch and soaked on October 19, 2012. Percolation tests were conducted on October 10, 2012. The average percolation rates were based on the last two readings for test P1 and three readings for tests P2 and P3. ceaM ko. PUMP INSTALATION AND TEST REPORT For Office tt=e ordy fiMIS3: OFFICE OF TttE.SiATE ENGINEER tons STATE of COLORADO, OFFICE t. WELL PERMCr NUMBER_.�_ _.7 3 NOV 0 9 2006 Z. OWNER NAME(S� LMIZ WMEA HL!,,...,N,:£S OWNER ` STATE ENG NEER Mailing Address roto. City, St, Zb Phone ( ) A WELL LOCAT O AS DBIUAM ..t 1 /4. �- 1/4, Sac. TWP•....=L._.._. � pave 1,76 DWANCES FROM BEC. UNES: -- ' "rn line. and (2,J : ft. from R i Sec. line. W at SUBDIVISION; LOT BLOCK F}UNG(UN T) STREET ADDRESS AT WELL LOCATION: 4. PUMP_ Q96L:rype Anhmarsible Installation Completed 1��.:._ Pump Manufacturer Pump Model No. 2_ Design QPM et RPM NP '. , Volts �.._, FuH td Amps(�,�. Pump Intake Depth 'r FeK Drop/Column pipe Size inches, Kind ADDID2MLINFORMATIZ108 PUMPS Wg&MR- TWAT GPM: TURBINE DRIVER TYPE; ❑ SfectriC O Engine P Other Desk," Head feet, Number Of Stags Shaft size inch, s. rr--tt Aldine Installed Y., a No, Orifice Depth ft. Monkor Tube Installed ❑ Yes 0 'do, Depth ft. Flow Meter Mfg. Meter Serial No. Meter Readout 0 Gallons, 0 Thousand Gallons, 13 Acre foal, [3 Beginning Reading,, W—T DATA ❑ Check box if Test data is submitted Date Total Well Depth �-~ Time Static Level Rete (CPM) Date Measured Pumping LA. 7.1 DISINFECTION: Type — HTH Amt. Used Form. IJ wacar aualny analysis avalls#ble. [3 ~re$ a No _ 9.1 Remarks 0. I have reed tt% Statements awide herein and know the contents thereof, and that they are true to rsy kna )pursuant to Section 244-104 (13)(a) C,R.s., the ma kir g of false statements herein cortAktw�; perjury in the degree and is puniSIMBI)Ie as a class t misdemeanor.) CONTRACTOR I & M Pump Inc MaifEng Addrass $611 i 1 co3d 11: NameVTMO (pig tYPe Or print) Richard A Holub president Phone (2W245-61 Lio. 140.1 196 Date IlAa /v1,7�%6 s / rr � 8 �72R 89889 8 �xa.^.aiidx }8888 t ;R8A93 s s s� �xSR3E79R z 5:.8888888 i"e'A� > b 4 b _X f3 `y ® E M �p i3 Nil9� a m � a , .a g ' LLI Qa" a I ! i 1 g ZE �wU ��— 9� xti pC N Q S s / rr � 8 �72R 89889 8 �xa.^.aiidx }8888 t ;R8A93 s s s� �xSR3E79R z 5:.8888888 i"e'A� > 9 9— Nil9� 9� pC 9 9— U Form No. STATE OF COLORADO VVW For Office Use Oniy GWS -11 OFFICE OF THE STATE ENGINEER RECE 7/2011 821 CenteaM Bldg., 1313 Sherman St, Denver, CO 80203 Main: (303) 566-3581 Fax: (303) 866.2223 Y 17 2012 REGSNSO CHANGE IN OWNER NAME/ADDRESS w MAY 0 7 ZOA CORRECTION OF THE WELL LOCATION itevIew imfsncttas on *e reverse side prior to completing the form. v YSAA7E EN ��R S Nam address uA qb2te of The &tel rime ava=jb 19 theme gaagt Mo- Name(s): WILE.IAM CHAROUHISAND 3UMEAN CHAROUHbS Mailiog Address: 5383 FISHER ISLAND DRIVE FISHER ISLAND, FL Phone: 50 This farm is filed by the named individuai/enthy Claiming that they are the owner of the well permit as referenced above 'Ibis filing is made pursuant to C.R.S. 37-90-143. MU Location: Well Permit Number: 266932 Receipt Number: 0543675 Case Number: County: Pi Ido Well Name or # (optional): Address: 1953 MEDICINE DOW ROAD ASPEN CO 81611 N vi 'A of the ff6— 2f, Sec. ;b , Ttvp. _2___ ❑N. or 0 S, Range '550E. or RW, S IAIJA_PM. ANJ= fram Sim= — - 560 Ft, From ❑N. or R S., +.5nFi. From [g E, or ❑ W. Line. OIL GPS well location ioionnaton in UIM fomhat. You mast check CPS unit for required settings as follows: Format must be UTK ❑ Zone 12 or ❑ Zone 13; Units must be meters; Damm must be NAD8% Unit must be set to true hmrtb. Easting Northing Subdivision Name: _ Lot ,Block . FilinglUnit The above listed ower(s) say(s) that he, she (they) own the well permit described herein. The existing record is being amended dor the following reasom [Q Change in name of owner ❑ Change in trailing addrem ❑ Correction of location for exempt wells permitted prior to May 8, 1972 and non-exempt wells permitted before May 17, ISM. Please see the reverse side for fuer information regarding correction of the well location. 1(we) claim and say that I (we) (are) the owner(s) of the well described above, know the tomeras of the statements made herein, and state that they are mre to MX oar knowled . Signatures of the ew owner � rT;pm pi �t3re SCL�� � Al"'a� SC Iy/J » aty, l0, 2012 It is the ionsibility of -he new owner of this well permit to complete and sign this form. Signatures of agents are acceptable if an original letter of aSMsr ed by the owner is attached to the form IM its receipt For Office Use Only '%CCEPTED AS A CHANGE OF OWNERSHIP AND/OR MAILINIGADDRESS By Date 3 Fount 23005 0912011 weU tim>sfer odt Q62004405 112840811) MAP PLACE HOLDER See Content Manager - Well Permit Maps Total # Maps l PERMIT #3 - RECEIPT #b,5;43 (15" Farm No. OFFICE OF THE STATE ENGINEER GWS -25 COLORADO DIVISION OF WATER RESOURCES 818 Centennial Bldg., 1313 Sherman St., Denver. Colorado 80203 303 865-3581 ( ) APPLICANT MARTHA CESSORY TAYLOR C/O TOM NEWLAND PO BOX 4815 BASALT, CO 81621- (970)827-4645 1095 WELL PERMIT NUMBER 266732 DIV. 5 WD 38 DES. BASIN MD APPROVED WELL LOCATION PITKIN COUNTY NW 114 SE 114 Section 20 Township 9 S Range 85 W Sixth P.M. DISTANCES FROM SECTION LINES 1504 Ft. from South Section Line 1750 Ft. from East Section Line UTM COORDINATES (Meters Zone:13.NAD83) 'ERMIT TO CONSTRUCT A WELL "'a• ""--ti. ISSUANCE OF THIS PERMIT DOES NOT CONFER A WATER RIGHT CONDITI 5 OF APPROVAL 1) This well shall be used in such a way as to cause no material injury to existing water rights. The issuance of this permit does not ensure that no injury will occur to another vested water right or preclude another owner of a vested water right from seeking relief in a civil court action. 2) The construction of this well shall be in compliance with the Water Well Construction Rules 2 CCR 402-2, unless approval of a variance has been granted by the State Board of Examiners of Water Well Construction and Pump Installation Contractors in accordance with Rule 18. 3) Approved pursuant to CRS 37-92-602(3)(b)(II)(A) as the only well on a tract of land of 36.15 acres described as that portion of Sec. 20, Twp, 9 S Rng. 85 W, Sixth P.M., Pitkin County, more particularly described on the attached exhibit A. 4) The use of ground water from this well is limited to fire protection, ordinary household purposes inside not more than three (3) single family dwellings, the watering of poultry, domestic animals and livestock on a farm or ranch and the irrigation of not more than one (1) acre of home gardens and lawns. 5) The pumping rate of this well shall not exceed 15 GPM. S) The return flow from the use of this well must be through an individual waste water disposal system of the non -evaporative type where the water is returned to the same stream system in which the well is located. 7) This well shall be constructed not more than 200 feet from the location specified on this permit. NOTICE: This perml- has been approved for a well to be located 1,500 feet from the South Section Line and 1,750 feet from the East Section Line, modifying Item 4 on the well permit application form. You are hereby notified that you have the right to appeal the issuance of this permit, by filing a written request with this office within sixty (60) days of the date of issuance, pursuant to the State Administrative Procedures Act. (See Section 24-4-104 through 'tab, C.R.S.} 711 ,;l APPROVED A�.ISG State Engineer DATEISSUED 11 C DEPARTMENT OF NATURAL RESOURCES 1313 SHERMAN ST., RM 848, DENVER, CO 80203 phone -.info: (303) 666-3587 main: (303) 866-3581 RESIDEN i IML N.W:Alsousethisformtoappyforlivestmkw_tering Water Well Permit Application itevlow Instructions on reverse side prior to completing form. The form must be compteted to black or blue Ink or typed. Martha CL�ssory- Taylor �tewlCTM. .. _................. ,.,,._-._........_ PO FiOx 487,5 .dc _ _......._ .._..............__.... s cads Basalt i co 78lephoeo / ( 9M 927-4545 2. Type Of A ............ ................ Construct new welt❑ Use existing titeld Replace existing well _ ❑ Change or increase use © Change source (aquifer) Q Reapplicamn (expired permit) 3. Refer To Office UselOnlyAVtU f Form GWS -44 (02/2005) SCP 1 6 2005 tNATEq AEt: 5ru"ES NOV 0 3 2005 STA' : Ery �rr:EA COt.O. WATER RESOt7RCF.S STATE ENGINEER COLO, See instructions to determine use(s) for which you rnay qualify �] A. Ordinary household use In one single-farruly dwelling (no outside use) B. Ordinary household use in Ito 3 single-family dwellings: Number of dwellings: ® Home garden lawn irrigation, not to exceed one acre: area irrigated 7 Ll ❑ sq. ft KI acre Q Domestic animal watering - (non-commeraaq ❑ C_ Livestock watering (on famelranch/range/pasture) 7. Well Dafa (proposed) —Maximum—m puKping rate _........- --- - Annual MgUfN tQ 41e vdSuYrawn -- 10 GPM gpm 3-5 acre-feet Totaldeptti_._ __._.._._.��....-Aqu38r—_.—,_�.---- _. __. - __ 300 feet 4Yetl P&+T'�*—'._�_...._._..,._M _., water Cavfttsee� 8. Water Supplier desgnatac t3as n 6ebarminat an r ;welt name err Is this parcel within boundaries of a water service area? DYES es, provide name of supplier: 4. Location Of Proposed Well 9. Type Of Sewage System County---- �—'----------'--'-----,..-_ Pit i . NW _ 114W me _SF_ria Septic tank t absorption leach field Set%rort f townsNp Nbr ........_..__.._._.. i R E or Pnn rid�an Q Central system: District name: 20 9 ❑ [ 1 ... C1 ,` _ _.._ ... C) Vault location sewage to be hauled to: _ ..... D stents vied tYmn se;Dik i irws (sectkm fines are typtealty not proPertY linasl 2150 Ft. from ❑ N W S 1750 Ft trom M E ❑ W ❑ Other (attach copy of engineering design and report) For epiacemen( eetsoray-dstanceard _....._._ ......_.._ direction linin dd welt to new area 10. Proposed Well Driller License # o tional :1095 [] feetdlrectlon 11. Signature Of Applicant(s) Or Authorized Agent �/� The making of false statements herein constitutes perjury in the second degree, which is punishable as a class 1 misdemeanor pursuant to C.R.S. t3ptloml: GPS wait toratian trtform� ort in LrrM forrrsat 24-h104 (13)(a). I have read the statements herein, know the contents You must check GPS unit for required settings as follows: ...__ . .. _........... �.............. .., ._.__.._—._............. then FSt a y are knowledge: ....... -. _ ._. Format must ea UTM S e (Must be ori in : natwe Date ❑ Zone 12 of E) Zane 13 �i units must be Meters i Datum must beNAe43 NoAldng: WitmustbesettoUvanorth .a7n,.•. _..... ..._._..___...._..__ ..., .. ....___..._._n.---....:-. --.- t�yR r �lirJ WdsGPSurul Usticedlarabove? []YES Remember to Set Datum to NAD83 �`�^'--"• _5..P.arcel.On Which VLreti-Will•iie-Locate; Office Use Ogly ........„......�_._.�._�._.,._.,.._. _._ _...-__._...-.. __.... _.. USGSmapriame 7 pWRenaPno. Surtxeemt A. You must check and complete one of the following: wn CVVCB [3 Subdivision: Name _Receipt _-- ; ...... • ................ -- - area only Lot Block Firing/Unit J _ ❑ County exemption (attach copy of county approval & survey): LK—L u16,1,A Name!# Lot # 74-- c; pec ;0 Parcel less than 35 acres, not in a subdivision, attach a deed with metes r'r and bounds description recorded prior to June 1, 1972 r ” Invoice # 543675 © Mining claim (&hats a copy of ire deed bt survey): Names* ( 9/16/2885 -- 15:33:43 Cashier ?no 5 - - — -- i t4r]8.88 ❑ Square 40 acre parcel as described in Item 4 i ❑ Parcel of 35 or more acres (arch a metes and bounds desomtbn or survey3 WE 7 Chwk PIipCi aw 12336 [I Other (adsrAmetes8boundsdescription orsurveyand suWcVVdowmants) -'�✓�+� rJL(�S SE +� B. r of aces in parcel i C. Are you the o"ar of this parcer7 JIYES ❑ NO (if no- see instructions) wn CVVCB D. 01 this be Vie only well on this parcel? DYES ❑ NO ld no -fist other wehl TOPO �1 E. StatePrawllpY(optlotul): 3� 2643-204-00-+9 sas r Soo' s s t_ D1v ____- wa BA_ MD L-2 RECEPTION#: 599695OF/ 2/2013 at 01:35:40 PM, 1 OF 9, R $0,1`10Janico K. lion CaudilWkin County, CO ADMINISTRATIVF. DECISION OF 771E COMMUNITY DEVELOPMENT DIRECTOR OF PITKIN COUNTY, COLORADO, APPROVING THE CIIAROUHIS SITE PLAN REVIEW Administrative Decision No r\v C16172013 RECITALS I. William and Julican Charouhis ("Applicant") have applied to the Pitkin County Community Development Director ("Director") to construct a single family residence and a barn. 2. The property is located at 1953 Medicine Bow Road, and is more specifically described in Exhibit A. 3. The parcel contains 36 acres and is a conforming size parcel in the AR -10 zone district. 4. The parcel was created pursuant to the State's 35+ acre subdivision exemption prior to June 12, 1978, and, therefore, is eligible for a growth management exemption for a residence of up to 5,750 square feet of floor area. 5. The Board of County Commissioners ("BOCC") approved Resolution No. 102-2001, which granted 1041 hazard review, conceptual submission and ridgeline review approval for a building envelope for a single family residence, barn and caretaker dwelling unit. 6. The Hearing Officer approved Determination No. 30-2005, which granted a new 1041 hazard review, conceptual submission and ridgeline review approval, and also granted approval to utilize two TDRs for additional floor area up to 10,750 square feet. The vested rights expired in 2008. A 1041 hazard review site plan was not recorded as a result of the 2001 or 2005 approvals. 7. The Director finds that the proposed Activity Envelope is the same as the envelopes that were previously approved, and complies with the applicable provisions of the Land Use Code ("Code") as follows: A. The Activity Envelope primarily contains slopes of less than 30%. Slopes in excess of 30% within the envelope are minor anomalies in an otherwise continuous slope of less than 30%. The Code permits development in these areas of slopes in excess of 30%, pursuant to Sec. 70-20-20(c)(3). B. The wildfire hazard is medium, and can be mitigated. C. The parcel is within mapped mule deer and elk winter range, and is less than''/. mile from elk severe winter range and concentration areas and an elk production area. Colorado Parks and Wildlife supports the proposed Activity Envelope as it will cluster development with adjacent residences and is screened from more sensitive wildlife habitat areas to the west by a small ridge with tall mature Gambel oak. 8. The Director further finds that the Applicant has satisfied the standards of Sec. 7-20-120(d) and (e) of the Code, the Standards for Development Within Scenic View Protection Areas and the Rural Character Guidelines as follows: RECEPTION#: 599695 15/22/2013 at 01:35:40 (R1, 2 OF 9, Janico K. Voe Cauc , Pitkin Cr,unr-y, CO Administrative Decision No. p��?20l3 Page 2 A. Any development within the Activity EnveloPe will be visible from certain points along Highway 82 and Brush Creek Road, but at a substamial distance (almost a mile from I lighway 82 and from Brush Creek Road). "file structures arc sited i❑ proximity to existing development in Brush Creek Village Subdivision and are not in the scenic lbreground as viewed from these roads, and the development will not significantly alter the scenic quality or rural character ofthese corridors. B. The envelope is sited in an open arca, which results in less loss of existing vegetation. C. The proposed residence and bam will not penetrate a ridgeline or silhouette against the sky as viewed from I lighway 82 or Brush Creek Road. 9. The Director further finds that the approval to utilize two TDRs for additional floor area does not lapse, pursuant to Sec. 2-30-10 of the Code (Table 2-1). THE COMMUNITY DEVELOPMENT DIRECTOR DOES HEREBY APPROVE the Charouhis Site Plan Review, subject to the following conditions, which shall run with the land and be binding on all successors in interest: 1. The conditions of this approval shall replace the conditions of BOCC Resolution No. 102-2001 and Hearing Officer Determination No. 30-2005. 2. 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. The footprint of the buildings shall be substantially consistent with the site plan attached as Exhibit A, and the elevations shall be substantially consistent with the graphic representations attached as Exhibit B. 3. The parcel is exempt from growth management up to 5,750 square feet of floor area and can develop an additional 5,000 square feet of floor area up to a maximum of 10,750 square feet of floor area through the use of two TDRs. At building permit application for the residence, the Applicant shall surrender the executed Irrevocable Certificates of TDRs to allow the additional floor area up to 10,750 square feet, and a copy of the deed(s) evidencing conveyance of the Certificate to the Applicant (ifapplicable). The Applicant is proposing to build one barn for horses containing approximately 1,000 square feet, which may be exempt from floor area, subject to the provisions of Sec. 5-20-70(i) of the Code. 4. Prior to submission of any further development permit applications for the property, the Applicant shall be required to submit for approval by the County Attorney and Community Development a Site Plan 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. 5. Concurrent with submission of a building permit application for the residence and caretaker dwelling unit, 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. The Aspen Fire Protection District requires a 20,000 year-round water tupph that is accessible to fire department apparatus. RECEPTIONM: 599595, 05/22/2013 at 01:35:40 PM, 3 OF 9, Janico K. Voa CauclLro Pitkin County, CO Adminierrurive Decisinn NAF'2013 Page 3 B. Submit a drainage and erosion control plan for review and approval by Planning/Zoning. As the total development disturbs one (1) acre or more, the Applicant shall apply for and obtain a State Stormwalcr Permit. All historic and natural drainage patterns shall be maintained. Stormwater shall be detained onsite and allow infiltration of runoff prior to discharge. C. Submit a construction management plan for review and approval by Planning/Zoning. D. Complete a fircplace/wood stove registration form with the Community Development Department, if necessary. E. Submit a detailed revegetation plan for disturbed areas with appropriate seed mixes. The plan shall specify the native seed mix to be used, the rate at which it will be applied and the method of cover. F. Submit a tree mitigation plan for the removal of any trees larger than 6 inch DBH. G. Submit a detailed landscaping plan, which shall be generally consistent with the landscaping shown on the Site Plan. H. Submit a detailed exterior lighting plan demonstrating compliance with the County's lighting regulations. Exterior lighting on the south and cast facades of the residence shall be limited to the minimum required to comply with the building code. Prior to issuance of the building permit application(s) for the residence and caretaker dwelling unit, the Applicant shall: A. Pay the applicable road and employee housing impact fees. B. Obtain a County access permit for the driveway. C. Obtain an On -Site Wastewater Treatment System ("OWTS") Construction Permit application from Environmental Health. D. Obtain an Earthmoving, Clearing and Grubbing Permit for all earthwork, landscaping, utility burial, pond, and other land disturbance not associated with the construction of the residence and bam. 7. Prior to issuance of a building permit for the bam, the Applicant shall submit a covenant to the Community Development Department for approval and recordation. The covenant shall specify that the exempt floor area for the barn may only be used in association with the raising, producing or keeping of plants or livestock, or cultivation and management of other crops or farm products, and that any area not consistent with those uses would count as floor area. The covenant shall allow the County to inspect the bam at any time for compliance with the specified use limitations, subject to the provision of reasonable notice to the property owner. 8. The exterior of the residence and bam shall be built or painted with indigenous earth tone materials or colors. All roofs shall have a non -reflective color or composition. Reflective roof materials shall not be used unless the materials are treated prior to installation to eliminate reflectivity, with the exception of materials associated with solar or photovoltaic equipment. Driveway lighting is prohibited and all other lighting shall comply with the lighting code. 9. The Applicant shall pay fees to the Brush Creek Metropolitan District for road maintenance and snowplowing services, which fees shall not exceed the applicant's pro rata share thereof based upon the number of properties within or nearby the Brush Creek Metro District paying such fees. RECEPTION#: 599695 '15/22/2013 at 01:"'15:40 144, 4 OF 9, JanicQ K. Voa Cauc , Pitkin County, r0 Administrative Decision No.o_Q_-2013 Page 4 10. The Applicant shall comply with all of the codes and requirements of the Aspen Fire Protection District, including but not limited to access, tuming around of lire apparatus, installation ofapproved fire sprinkler systems in all structures regardless of size, and a mininium 20,000 gallon water supply for fire- fighting. 11. The Applicant shall comply with the following standards for Development in a Medium Wildfire Hazard Area: A. Defensible Space: The arca 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 its follows (note: actual vegetation manipulation to meet these conditions may not be necessary where the natural vegetation patterns have already fulfilled these conditions): 1) Brush, debris, and non -ornamental vegetation shall be removed within a minimum 10 foot perimeter around all structures. 2) For a minimum of forty feet (40') uphill and to the sides and fifty feet (50') downhill of all structures, the existing sage and grass shall be mowed to break up the vertical and horizontal continuity of the fuels. The mowing shall create patches of taller fuel separated by shorter fuel (such as mowed grass of less than 8 inches). The patches can be irregular in shape and seven to ten feel (7-10') in diameter. Spacing between clumps of brush and vegetation up to the 40/50' perimeter shall be a minimum of two (2) times the height of the fuel. Maximum diameter of the clumps shall be equal to the height of the fuel. All measurements shall be from the edges of the crowns of the fuel. 3) For a distance of 15 feet (15') around all stnictures, vegetation (mowed grass or low growing perennials) shall be maintained at 6 inches or less in height or hardscape shall he installed. Woody vegetation shall not be planted in this arca. 4) Tree crown separation within the 40/50' perimeter shall have a minimum often (10) feet between the edges of the crowns, except for mature stands of aspen trees where ladder fuels have been removed. In areas of aspen regeneration, understory shrubs and down and dead materials shall be removed. 5) All branches that extend over the roof eaves shall be trimmed and all branches within 15 feet of the chimneys shall be removed. 6) All deadfall within 100 feet (100') Df all structures shall be removed. 7) No new conifer trees shall be planted within ten (10) feet of a residence. 8) No flammable mulches shall be placed within two (2) feet of a residence. 9) The Applicant shall be responsible for the continued maintenance of the defensible space requirements. B. Roofing Materials: Roofs shall be constructed with a Class A roofcovering or a Class A assembly as defined in the building code. Wood shake.rshingle roof coverings are prohibited. 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 ofclearing the roof. 3) Protrusions above the rooflinc, such as parapets, shall be prohibited. RECEPTION#: 599695, 05/22/2013 at 01:35:40 PM, 5 OF 9, Janice K. Voe Caudill `itkin County, CO Adminlsvarive Decision Nol t 10/3 Page 5 4) Roofs shall be installed as required by the approved building code and shall have a minimum slope 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. Roof Venting 1) Soffit venting shall be located in the outer 1/3rd portion of the overhang. 2) Attic, soffit and other roof venting shall be of non -corrosive metal mesh with maximum'/:' openings. D. Projections at the Roofline, including Soffits, Rafters, Porch or Deck Roofs, Fascias, or Other: 1) Sheath with non-combustible materials, or 2) Combustible materials underlain with 5/8" Type X gypboard or equal, or 3) Minimum 4x6 rafters with 2x T&G decking. E. Decks, Decking, Cantilevered Floors, or Other Projections Below the Roofline: Minimum 6x(i posts, 6x 10 beams, 3x8 joists, 3x decking, and 2x railings, or equivalent log construction. F. Maintenance and Miscellaneous Requirements 1) Roofs and gutters shall be kept clear of debris. 2) Yards shall be kept clear of all litter, slash, and flammable debris. 3) All flammable materials shall be stored on a parallel contour a minimum of 15 feet away from any structure. 4) Firewood/wood piles shall be stacked on a parallel contour a minimum of 15 feet away from the structure. 5) Swimming pools or ponds shall be accessible to Fire Department vehicles. 5) Fences shall be kept clear of brush and debris. 7) Wood fences shall not connect to the structure. B) Fuel tanks shall be installed underground with an approved container. 9) Propane tanks shall be installed according to NFPA 48 standards and on a contour away from the structure with standard defensible space vegetation mitigation around any above -ground tank. Any wood enclosure around the tank shall be constructed with materials approved for 2 hour fire -resistive construction on the exterior side of the walls. 10) Each structure shall have a minimum of one 10 pound approved ABC fire extinguisher placed in a visible and accessible location. 11) Addresses shall be clearly marked with 2 inch non-combustible letters and shall be visible and installed on a non-combustible post. 12. The Applicants shall comply with the following measures to mitigate impacts to wildlife: A. One dog is permitted on the property and shall be kenneled within 5o' of the residential buildings or leashed under human supervision at all times. The kennel shall be constructed prior to issuance ofa Certificate of Occupancy. B. Contractors shall be prohibited from bringing dogs on-site. C. All horse hay may only be fenced within the activity envelope with 8' mesh game proof fencing. D. Native vegetation shall be maintained outside of the activity envelope as long as it complies with the wildfire mitigation stated above. E. Landscaping shall not include nut, berry or fruit producing trees or shrubs to minimize an attractant to bears. RECEPTION!: 599695 05/22/2013 at 01:35:40 PM, 6 OF 9, Janice K. Vos cauc , Pitkin County, CO Administrative Decision NOCW-2013 Page 6 F. Trash/garbage shall be kept in an approved bear resistant container or enclosure as required by the County's Wildlife Protection Ordinance. G. No construction is permitted between Dec:crnbcr I and March 31. H. Grazing of domestic livestock, horse pastures and corrals is prohibited outside of the Activity Envelope. 1. 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. Any sliding doors at ground level shall have appropriate locking mechanisms to ensure that bears cannot gain entry. J. 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. K. Trees shall be planted far enough away from the residence so they cannot be used as a ladder for bears to gain access to upper level deck/doors/windows. L. Fencing is prohibited outside of the activity envelope. M. Fencing within the activity envelope shall comply with the following, with the exception of fencing to retain livestock or to protect gardens in the immediate vicinity of the residence or barn. I ) Mesh or woven wire fences are prohibited. 2) Wood rail fencing shall employ three (3) rails or less, be the round or split rail type, shall not exceed fifty-four (54) inches in height above ground level, and twelve (12) inches in width (top view), and shall have at least eighteen (18) inches between the lower two (2) rails. 3) Wire fencing must be three (3) strands or less. The top wire should be a twelve -point -five (12.5) gauge twisted barbless type at a maximum height of forty-two (42) inches. The middle strands (which may be barbed) should be located a minimum twelve (12) inches apart and from the top wire preventing entanglement when mule deer jump over. The bottom strand should be sixteen (16) inches from the ground. 13. The Applicant shall submit an earthmoving permit for the pond and water features, for review and approval by Planning/Zoning. Verification of an adequate legal and physical water supply for the pond shall be provided with the permit application. The permit application shall include engineering for all overflow and outlet structures, recirculation systems, etc. Riparian vegetation shall be planted along the edges of the pond to protect the pond edges. To prevent wildlife from being trapped in the pond, the pond shall be constructed with a minimum of a 3:1 sidcslope with at least two sides with a 5:1 sideslope. It is preferable that the pond not be lined; however, if it is necessary to line the pond, the liner shall have a minimum of 18" topsoil on top of the liner. If the pond is to be stocked with fish, the Applicant shall obtain a private lake license and stocking permit from Colorado Parks and Wildlife. The pond shall only be stocked with certified whirling disease free fish, and screened inlets and outlets are required. The outlets can be designed to prevent whirling disease with a wetland biofilter. 14. Prior to issuance of a Certificate of Occupancy for the caretaker dwelling unit, the Applicant shall obtain and the Housing Office shall record a caretaker dwelling unit deed restriction. Actual floor plans of the unit shall be submitted to the Housing Office with the decd restriction. Prior to issuance of a Certificate of Occupancy, the Housing Office may inspect the unit. RECEPTION#: 599695, Oe/22/2013 at 01:35:40 PM, 7 OF 9, Janice K. Vos Caudil )itkin County, CO Administrative Decision Na4 -2011 Page 7 15. The kitchen in the caretaker dwelling unit shall contain a minimum of a two bumer stove with at least a 5 cubic foot oven that can bake and broil, sink of at least 14"W X 16"D X 5.25"11, and at least a 5.3 cubic foot refrigerator and 0.73 cubic foot freezer. Two off-street parking spaces shall be provided for the unit. The caretaker dwelling unit must have separately accessible utilities. This does not preclude shared utilities. 16. No development, including grading, excavation, fill placement, berming, landscaping, entry or ranch gates, construction parking and staging, vegetation removal or disturbance, well or on-site wastewater disposal system, shall occur outside of the approved Activity Envelope, with the exception of vegetation removal necessary to comply with the wildfire mitigation measures described herein. 17. All new utilities shall be installed in locations and through procedures that minimize visual impacts to the maximum extent practicable. All utilities shall be installed or extended underground within the approved Activity Envelope or along the driveway. 18. The Applicant shall provide adequate engineering of any retaining walls over 4' in height and/or any improvements to retaining walls over 4' in height. All retaining walls shall be a maximum of 7' in height. 14. No development in excess of 30" above or below natural grade shall occur within the setbacks of the parcel, 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 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. 20. Prior to commencement of any earthmoving or construction activity, the Applicant shall stake the corners of the activity envelope and install construction fencing around the perimeter of the envelope. The fencing shall remain in place until a Certificate of Occupancy is issued for the residence. 21. 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 might not be permitted under building and zoning regulations. 22. Failure to comply with these conditions of approval may result in revocation of this permit or any subsequent permits related to this property or vested rights associated with this property. 23. Statutory vested rights for the approval contained herein are granted pursuant to the Pilkin County Land Use Code and Colorado Statutes, subject to the exceptions set forth in Pitkin County Land Use MCode, § 4-140 and C.R.S., § 24.68-105. The statutory vested rights granted herein shall expire on . 2016. RECEPTION#: 599695 05/22/2013 at 01:35:40 DM, 9 OF 9, Janice K. Von Cau, ., Pitkin County, CO Adminislrouve Decision NoQd 1013 Page 8 NOTICE PUBLISHED IN THE ASPEN TIMES WEEKLY on the 17'h day of January, 2013. APPROVED BY THE DIRECTOR thisday of, 2013. PUBLISHED AFTER ADOPTION FOR VESTED REAL PROPERTY RIGHTS in the Aspen Times Weekly on theoi!y day of/yjaAi , 2013. C C ou en, Community Development Director P108-12 PID0264320400009 RECEPTION#: 599695, g W 2/2013 at 01:35:40 PM, 9 OF 9, Janice K. Von CaudillWitkin County, CO EXHIBIT A A TRACT OF LAND SITUATED IN SECTION 20, TOWNSHIP 9 SOUTH, RANGE 85 WEST OF THE SIXTH PRINCIPAL MERIDIAN, BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE SOUTHEAST CORNER OF SAID SECTION 20; THENCE WEST 1353.00 FEET; THENCE NORTH 1320.00 FEET TO THE TRUE POW OF BEGINNING, A POINT ON THE WESTERLY BOUNDARY OF THE FIRST FILING OF BRUSH CREEK VILLAGE SUBDIVISION, SAID SUBDIVISION PLAT BEING FILED FOR RECORD IN THE CLERK AND RECORDER'S OFFICE OF THE COUNTY OF PITKIN, STATE OF COLORADO; THENCE ALONG SAID WESTERLY SUBDIVISION BOUNDARY THE FOLLOWING COURSES: NORTH 10 degmeaQU" EAST 711.17 FEET; THENCE 181.28 FEET ALONG THE ARC OF A 230.71 FOOT RADIUS NON -TANGENT CURVE TO THE RIGHT, WHICH ARC SUBTENDS A CHORD BEARING NORTH 56 degW346'28" WEST 176.65 FEET; THENCE NORTH 34 degme3lS'50" WEST 70.99 FEET; THENCE 108.41 FEET ALONG THE ARC OF A 70 -DD FOOT RADIUS CURVE TO THE LEFT WHICH ARC SUBTENDS A CHORD BEARING NORTH 78 dWees3755" WEST 97.90 FEET THENCE SOUTH 57 degmes00'00" WEST 36.18 FEET; THENCE 129.59 FEET ALONG THE ARC OF A 180.00 FOOT RADIUS CURVE TD THE RIGHT, WHICH ARC SUBTENDS A CHORD BEARING SOUTH 77 degmes3730" WEST 126.81 FEET; THENCE NORTH 81 &Vees45'00" WEST 130.00 FEET; THENCE 69.11 FEET ALONG THE ARC OF A 270,00 FOOT RADIUS CURVE TO THE LEFT WHICH SUBTENDS A CHORD BEARING NORTH 89 degrmGS'00' WEST 6893 FEET; THENCE SOUTH 83 degrees35'00" WEST 290.00 FEET; THENCE 154.20 FEET ALONG THE ARC OF A 180.00 FOOT RADIUS CURVE TO THE RIGHT, WHICH ARC SUBTENDS A CHORD BEARING NORTH 71 degmesS230"WEST 149.53 FEET; THENCE NORTH 47 degreeQTOO" WEST 95.00 FEET; THENCE 42.56 FEET ALONG THE ARC OF A 380.00 FOOT RADIUS CURVE TO THE RIGHT, WHICH ARC SUBTENDS A CHORD BEARING NORTH 44 degeees0730" WEST 4253 FEET; THENCE NORTH 40 degrmSS 00" WEST 305.00 FEET; THENCE 85.46 FEET ALONG THE ARC OF A 130.00 FOOT RADIUS CURVE TO THE RIGHT, WHICH ARC SUBTENDS A CHORD BEARING NORTH 22 degmes0500" WEST 8393 FEET; THENCE NORTH 03 degmes1500" WEST 80.00 FEET; THENCE 139.63I= ALONG THE ARC OF A 32D.00 FOOT RADIUS CURVE TO THE LEFT, WHICH ARC SUBTENDS A CHORD BE4IING NORTH 15 degrees4STO" WEST 138.52 FEET; THENCE LEAVING SAID SUBDIVISION BOUNDARY LINE ON A COURSE BEARING SOUTH 17 degtees2528" WEST 1547.43 FEET TO A POINT ON THE SOUTHERLY LINE OF THE NORTH ONE HALF (L2) OF THE SOUTHWEST ONE-QUARTER (1/4) OF SAID SECTION 20; THENCE SOUTH 89 &8MMSM- EAST 1769.86 FEET ALONG SAID SOUTHERLY LINE OF THE NORTH ONE HALF (1!1) OF THE SOUTHWEST ONE-QUARTER (1/4) AND THE SOUTHERLY LINE OF THE NORTH WEST ONE-QUARTER (1/4) OF THE SOUTHEAST ONE-QUARTER (1/4) OF SAID SECTION 20 TO THE TRUE POINT OF BEGIJNWG. COUNTY OF PITIQN, STATE OF COLORADO Form 13082 M2008 wd.opm.odt Warranty Deed Open (Joint Tenant) Q62004405 (12633611) ODU075 DISCLAIMER Applicant acknowledges that he/she has been informed by Pitkin County of the existence of Environmental Hazard Areas that might affect the Property, any improvements, and the use and occupancy thereof. The provisions of the Pitkin County Regulations do not in any way assure or imply that areas out side of the Designated Hazard Areas will be free from Hazards, or that Approved Mitigation Measures will guarantee the safety of any property. I Owner/Applicant Tiffia7m Charou� his c'-Jk+f h C it PITKIN COUNTY COMMUNITY DEVELOPMENT DRE( --T This Site Plan/Activity Envelope has been reviewed and approved by the Community / I Development Director this 1.tsE day of _ 2015, subject to Administrative Decision / '1 No. zy •2011 as aecepf S }1:5941x95 / S C 1A / Pitkin County Community Development Director 14 / ct-Ss #to -).a - ACCEPTANCE . -).a -ACCEPTANCE FOR RECORDING This Site Plan/Activity Envelope has been accepted for filing in the Office of the Clerk and Recorder of the County of Pitkin, State of Colorado, at I&O'Clock P M. This day of Zo�/3 Plat Book Lglat page 2. as Reception Number 5-gl_ q8 . it Clerk and Recorder / RECEPTIONA: 599698, 05/22/2013 at R•F7` Cp" ` / 01:35:3 PM, 1 Of 2, R 521.00 Janiw K vox Caudill, Pitkin county, co;we') LPLAT BK 103 PG 2 j(�''/ 1 d 1 1 11 11 11 11 AM. AND)VU IS Ply ''TV. Lof. 4 -SITE ., LEGAL DESCRFTK)N A Parcel of Land situated in Section 20, Township 9 South, Range 85 West of the Sixth Principal Meridian, County of Pitkin. State of Colorado; said Parcel being more particularly described as follows: Commencing at the southeast corner of said section 20; thence west 1353.00 feet; thence north 1320.00 feet to the true point of beginning, a point on the westerly boundary of the first filing of Brush Creek Village Subdivision, said Subdivision Plat being filed in the Pitkin County Clerk and Recorder Office, State of Colorado; thence along said westerly subdivision boundary the following courses; thence n10142'56"e 711.08 feet; thence 181.28 feet along the arc of a non tangent curve to the right, which chord bears n56°46"28"w 176.65 and a radius of 230.71 feet: thence north 34115'50"w 70.99 feet; thence 108.41 feet along the arc of a curve to the left, which chord bears n78°37"55"w 97.90 feet, with a radius of 70.00 feet; thence s57°00'00"w 36.18 feet; thence 129.59 feet along the arc of a curve to the right, which chord bears s77°37'30"w 126.81 feet, and a radius of 180.00 feet; thence n81°45'00"w 130.00 feet; thence 69.12 feet along the arc of a curve to the left, which chord bears n89°05'00w 68.93 feet, having a radius of 270.00 feet; thence s83°35'00"w 290.00 feet; thence 154.20 feet along the arc of a curve to the right, which chord bears 71°52'30"w 149.53 feet, having a radius of 180.00 feet; thence n47°20'00"w 95.00 feet; theme 42.55 feet along the arc of a curve to the right, which chord bears n44°07'30"w 42.53 feet, having a radius of 380.00 feet; thence n40°55'50"w 305.00 feet; 5.46 feet along the are ofa curve to the right, which chord bears n22°02'00"w 83.93 feet, having a radius of 130.00 feet; thence n03°95"00"w 80.00 feet; 39.63 feet along the arc of a curve to the left, which chord bears nl5°45'00"w 139.63 feet, having a radius of 320.00 feet; thence leaving said Subdivision Boundary Line on a course bearing :8"w 1547.43 feet a point on the southerly line of the north one half (112)of the southwest one-quarter (1/4) of said section 20; 89: 59'08"e 1769.86 feet along said southerly line of the north one half (1/2) of the southwest one-quarter (1/4) and the southerly line of the norwest one-quarter (1/4) of the southwest rter (1/4) of said section 20 to the true point of beginning. A"i ^;a , .. i it \ `•�.� ;__'� , / 1 i PROJECT LOCATION i/ VICHTY MAP i i . i i i i i I 6 ---------- I ---- - [OVERALL SITE PLAN II Of22 N.TS I NOT OYERALL SITE PLAN &Irt M. 1/2 AREA Of DETAIL ------------- wig [OVERALL SITE PLAN II Of22 N.TS I NOT OYERALL SITE PLAN &Irt M. 1/2 WILLIAM AND JULIE, CHAROUHIS ACTIVITY ENVELOPE & SITE PLAN � � o ��� rS PARCEL ID # �o — — — 2643-204-00-009 AM LLJ0 5 N' \ Vf Z rn e RAJ uj z N ' • � \\\\ \``\ \\ ` '. \ \ "1} `tel 't N F' \•�• \\� .\ +1 \ \� Yom.' EE 1` POW FROM F \\ \ ! A\ ' IN& \ i C v N x b \ \~�`\WW"ROr/ APER Of.PM6 t 9L.UEGRA56 i \ ` F -�F --\---:—�-�---a--�-�---\-----�-���.-\..- - M� Vit'' .��- � -♦�-t -- —�,\ ;, ,` ,�_.. -- - .._____ _'_ ___ k \\ \\\\ \ \ \ \ \ \ \ \ \ `\ \ \ / / \\ \\ \\ \ \ \ 1 1 \ \ \\ A� `\ \\'�.' \\ \ \ \\ \ . \ S \\�\ 1 �' `\ \\ \` PRELIMINARY i \ \\ \\ `\\ \. NOT FOR \ \\ �'\ \\\ i �` � ' \\ \\\\\ \ \\ 7 �,r -!/ \ �`. � � •�'+ � \\\\\'\ \ � \\�\\ \\ `�, \\\\ CONSTRUCTION N. # DUE ISStlED FOR ♦ t I I / i—� \ \ \ \ \ \\ \ � y 11.16.12 D. D. RECOADSEi \ \ \\ \ lyf --------- ••ice 11 \ 1 \ \ 1 ♦\� rq w +s z \ \\\ \ \ \ \ — — — — — — — \ \ \ ♦ \ '1—— — — — — — — — — — ... i I \ \ \\\\�\ --�__\ h\q j " / �A\ \\ \\ i�. \\ \\ \\ \`. `'— — — — — — — `�\ i� \ \\\ \ \ \ -- \ \ \ \ N'\' \ \ \ r ----- -- \ `\ y\\`\ ENLARGED SITE PLAN ' — \ `- y \ \ _------ —_ _ — ----- --- \\ \ �' _ \\�;; i ENLARGED SITE PLAN 2/2 ----- - __ ------ --- \ \\ \ ��\ oft I• = 40-0^ I .e t YA ®Orenco Systems® Incorporated Changing the Way the World Does Wastewater® AdvanTex® AX20 2 Pod Mode 1 B Inlet From Hou! 0 NTS Tank and Orenco System 1 To Absorption Field Float Functions 24"0 PVC Riser With High Level Alarm 24 'Gasketed Fiberglass Override Timer ON/OFF Lid with S.S. Bolts (typ) Recirculating Splitter LLAIRO Valve (RSV) with Pump On Finshed Grade 8291.00 12" Quick Disconnect Primp Off Splice Box Model SBEX (Optional SB4 not shown) 1" 2"0 Discharge 15" Assy. Model HV200 Inlet ♦ 12„ _ Float Assembly Model MF3A Flow -Through Port Biotube®Filter (24 Biotube®Pump Vault Model PVU68-2425-L NTS Tank and Orenco System 1 To Absorption Field Float Functions Y High Level Alarm G Override Timer ON/OFF W LLAIRO B Pump On R Primp Off to t a Kea icer king (t1'p) Transport Line Return Line ,e (min. 114 "Ift.) it Range Precast Septic Two Compartment trete 3250 Gallon Watertight Tank 24"0 PVC Riser With 24” Gasketed Fiberglass Lid with S.S. Bolts (typ) 30"0 PVC Riser With Simplex Pumping System 30" Gasketed Fiberglass Lid with S.S. Bolts (typ) Finshed Grade 8291 n= . Discharge Assembly To Dispersal Field Float Assembly Model MF3A Pump Basin Model PBAX3072 FI 7-8„ High Head Pump End View PF500511 NTS 2" Dia. Vent AX20 Ad an Filter Pod Design Notes Expected Flows • Q p,,,, = 2650 gpd Expected Influent Quality Grease & Oil: 20 mg1L BOD: 150 mg1L TSS: 40 mg/L TKN: 65 mg1L Typical Effluent Quality BOD: < 10 mg1L TSS: < 10 mg1L TN: < 25 mg1L Z tY � W LU C7 Oma Z CO o 4 0 ! Zz U m N U o Z m Q a O W 4 U o a �w ^ 20 Job No. Drawn Bv. RBG High Head Pump OD ® L101, PF500511 �® '�o Go •� 'r� ca. �s'• ,U 37 t' For �� •q�/�q` Construction p�%iii- 'tl♦gsFY 10 11 41 — IRRIGA TION BOX WITH MAGNET GL UOEO INTO L ID PVC CAP Q " SCHEDUL E J0 P VC INSPECTION RISER WITH 2' VERTICAL SAW CUT -2" CONCRETE SAND l.5" PERFOR,4 TED DISTRIBUTION SCH. 40 PVC PIPE INSPEC TION RISER OwTS Details INFIL TRA TOR SYSTEMS INC. OUICK4 STANDARD TRENCH DETAIL (NOT TO SCALE/ " HOL E @ AL TERNA TING 60° ANO 900' ON 3' CENTERS DIS TRIBU TION PIPING MAX BURIAL DEPTH MLN, H-10LOA0 AREAS MIN. NON -TRAFFIC AREAS ....,.RETE SANG 5' l.PERFORA TEO DISTRIBU T/ON SCH./O PVC PIPE NO TES /. IF L ARGE ROCKS ARE ENCOUNTERED REPL ACE WITH CONCRETE SAND 2. ANY OE VIA TION FROM INFIL TRA TOR QUICK Q STANDARD REOUIRE WRITTEN APPRO VAL OF DESIGN ENGINEER AND PITKIN COUNTY / 2' " SCHEDUL E d0 GL UED CAP "HOLE @ 6.00 /80" END OF PIPE (0* IS TOP OF PIPE) 0 z CD CD w Z N 7 � (' O ao Z LLJ w v Y w < v � F o O azpv LL U K z Nv Q O. NO QL Job No. D2wn By: RBG 37 For Construction 97 s ONAV 11 .WU r % LLJ V 00 o! w L J m 0 w > V) Z W a 3 0 Vi N Z fa m Q f V sear # DATE ISSUED FOR 11.16.12 D. D. RECORD SET 03.04.13 G.C. BIDDING SET 06.06.13 PERMIT SET corm quo s- oma: -,Ax T - PARTIAL MAIN LEVEL FLOOR PLAN seem. Al � PARTIAL MAIN LEVEL FLOOR PLAN - 1,250.5 SF --w u� ora: oanre rma: PARTIAL MAIN LEVEL FLOOR PLAN s�aaM A2.2 ---_______�_ LEYEL FLOOR PLAN s�el,k 2 1 A2.4 PARTIAL UPPER LEVEL FLOOR PLAN - 3,352 SF A2.4 114" = 1'-0"