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Pitkin.EH.246721200002 (2018)
ONSITE WASTEWATER TREATMENT SYSTEM (OWTS) CONSTRUCTION PERMIT 76 Service Center Rd· Aspen, CO · 81611 Phone: 970.920.5070 Fax: 970.920.5374 Permit #: 0033.2018.POWT Parcel ID #: 2467-212-00-002 Permit Issued: NEW REPAIR REMODEL/ADDITION TANK ONLY FIELD ONLY AMENDMENT Owner(s): Peter & Susi Brundage Property Address: 190 Hoaglund Ranch Rd Legal Description: Size of Lot: 5.62 Acres Detached Accessory Unit: YES NO Size of Building: 5530 ft2 Sq. Ft. Size of Accessory Unit: Sq. Ft. This system is designed to serve 5 bedrooms Designed By: All Service Septic Project #: C-1338 Dated: 11/26/27 Phone #: 970-309-2559 Mailing Address: 33 Four Wheel Drive Rd Fax #: Email Address: Carla.Ostberg@gmail.com Perc Rate: .6 LTAR Profile Hole Depth: 8’ Depth to Groundwater or Bedrock: 8’ Minimum Tank Capacity: 1500 gallons Minimum Absorption Area: 1250 ft2 Permit Conditions: This OWTS Construction Permit is approved on the condition of compliance with the engineer design as submitted with the application and the specifications cited above. Changes must be approved by this Department and the engineer prior to construction. The permit is for an addition to the OWTS system to accommodate 2 additional bedrooms. The existing 1500 gallon tank will continue to be utilized. The distribution box will be replaced with a new one with 5 outlets. The distribution box must be accessible from grade. Two new gravelless chamber trenches will be added, each consisting of 16 “quick-4” chambers. New trenches must maintain 6’ separation between trenches. Observation ports must be installed at each end of each trench. 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 syst em by qualified personnel, in accordance with the manufacturer's recommendations and the requirements of the Pitkin County OWTS Regulation. Issuance of this OWTS Construction Permit does not constitute a guarantee, warranty, or representation by the Department that the system will operate properly or will not fail. Issuance of this permit does not imply compliance with Pitkin County building and/or land use regulations, nor guarantee issuance of building and/or land use permits. THIS PERMIT IS EXPRESSLY CONDITIONED UPON COMPLIANCE WITH ALL REQUIREMENTS OF THE PITKIN COUNTY OWTS REGULATION, INCLUDING BUT NOT LIMITED TO THOSE CONDITIONS SPECIFIED ABOVE. Plans and specifications for the proposed OWTS have been reviewed and are considered satisfactory. Permission is hereby given to the property owner(s) to perform the work indicated in accordance with the Pitkin County OWTS Regulation. This Permit will expire 1 year from the date of issuance unless construction on the system has commenced. An "as-built" drawing must be submitted and approved by EH before final approval of the system will be issued. Issued By: Bryan Daugherty, REHS Date: 11/5/18 Expires: 11/5/19 Installer: License #: Reactivation Authorized by: Final Approval Issued By: Date: New Expiration Date: EH ONSITE WASTEWATER TREATMENT SYSTEM (OWTS) '11INR CONSTRUCTION PERMIT APPLICATION 76 Service Center Rd • Aspen, CO - 81611 Phone:970.920.5070 Fax:970.920.5438 Parcel ID# (available from the Pitkin County Assessor's Office 970-920-5160 or at: http://Pitkinassessor.orq/assessor/search.asp 2467 212 00 002 Purpose of Permit: ® NEW Q REPAIR DUE TO FAILURE Q REMODEL/ADDITION [3 TANK ONLY Q FIELD ONLY Cost of System Repair or Remodel/Addition (approximate): $15,000.00 Property address: 190 Hoaglund Ranch Road Basalt, CO 81621 Lot: M/B Block: Filing: Subdivision: Property Owners)*: Peter & Susi Brundage Email Address: peter.brundage23@gmail.com Owner's Mailing Address: 16613 Golf Drive City, State, Zip: Dallas TX 75205 Home Phone: -,f 213-s 7 -Z-7 Business Phone: (214) 459-4771 *Contact information must be provided for the owner signing this application. Primary Contact Person/Applicant (if not owner): Max Filiss company: Divide Creek Builders, Inc. Contact/Applicant Mailing Address: 1531 County Road 342 City, State, Zip: Silt CO 81652 Fell Phone: (970) 618-7158 Business Phone: (970) 963-3555 fax Number: Email Address: max@?dividecreekbuilders.com Building Permit # (if applicable): Lot Size (in acres): 5.62 Size of Building (square feet): 5,530 Number of Potential Bedrooms: 5 Detached Accessory Unit? Size of Accessory Unit (square feet): YES NO ■ Number of Potential Bedrooms In or Fixture List for the Accessory Unit: N/A Water Source: Q PRIVATE WELL Q SURFACE WATER Q SPRING 0 COMMUNITY/PUBLIC WATER SYSTEM Name of Community/Public Water System (if applicable): Engineering Firm: All Service Septic Job Number: C1 338 Phone Number: (970) 309-5259 Fax Number. Mailing Address: 33 Four Wheel Drive Road city, State, Zip: Carbondale CO 81623 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 EHINR 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) Applicant Signature: Date: /-0 —G 0 77 FOR OFFICE USE ONLY Received by EN/HR Stall Fee & Receipt #: Date: Save Form Clear Form Print Form Effective Date 111212017 November 26, 2017 Project No. C1338 Peter Brundage peter.brundage23@gmail.com Onsite Wastewater Treatment System Design 190 Hoaglund Ranch Road Pitkin County, Colorado Peter, ALL SERVICE septic, LLC has completed an onsite wastewater treatment system (OWTS) design for the subject residence. The 5.62-acre property is located outside of Basalt, in an area where OWTSs are necessary. The legal description of the property described in the Assessor’s Website enclosure. Parcel ID: 2467-212-00-002 SITE CONDITIONS The property is currently developed with an existing 3-bedroom residence which is served by an existing OWTS. The subject OWTS consists of one 1500-gallon, two-compartment concrete septic tank. Effluent gravity flows to three gravelless chamber trenches, each with 16 ‘Quick 4’ Infiltrator® chambers. Individual Sewage Disposal System Permit 05048 documents this system. The system was sized to accommodate 3 bedrooms. The permit received final approval on September 25, 2006. CBO Inc. performed an OWTS Use Permit inspection on September 12, 2017 and found the system to be in good working order. The following were recommendations for continued use of the existing OWTS. • Clean effluent filter annually, or as needed. • Locate the distribution box and bring access to grade for inspection and monitoring. • Consider removal of large trees with tap roots over the STA. A remodel of the existing residence is proposed, resulting in less than 6000 square feet of living area and 5 total bedrooms. The existing OWTS will continue to be utilized with an expansion of the soil treatment area (STA). The proposed expanded STA slopes to the south toward the Roaring Fork River. The area is currently vegetated with native grasses and trees. The residence will continue to be served by an existing private well. The well is located greater than 50- feet from the existing septic tank and greater than 100-feet from any existing or proposed portion of the STA. The enclosed recorded easement agreement establishes a 50-foot easement on each side of the power line. The existing STA is partially located in this easement, as well as the proposed addition to the STA. Construction of the STA within this easement would not interfere with or endanger the operation and Page 2 maintenance of the electric transmission and/or distribution line. We are working with Holy Cross Electric to assure this design and construction of the expanded STA does not inhibit their ability to repair or operate the electric transmission and/or distribution line. SUBSURFACE The subsurface was investigated on July 22, 2005 by HP Geotech prior to the design of the existing system. The results of the Subsoil Study for Foundation Design, which included percolation tests and a profile boring are documented in a report, Job No. 105 571 dated July 22, 2005 (enclosed). Results of the percolation testing and soils descriptions are consistent with Soil Type 2. A long-term acceptance rate (LTAR) of 0.6 gallons per square foot will be used to design the OWTS, in accordance with Pitkin County OWTS Regulation, Table 6.28-7. DESIGN SPECIFICATIONS Design Calculations: 5 bedrooms x 75 GPD x 2 people/bedroom = 750 gallons/day Septic Tank Capacity = min. 1500 gallons STA Calculations = 750 GPD / 0.60 SF/gallon (Soil Type 2) = 1250 SF Gravity Trenches = 1250 SF x 1.0 = 750 SF Chambers = 750 x 0.7 = 875 SF 875 SF / 12 SF/chamber = minimum 73 ‘Quick 4’ Infiltrator® chambers The OWTS design is based on 5-bedrooms having less than 6000 square feet of living area. A design flow of 750 GPD will be used. The existing 1500-gallon, two-compartment concrete septic tank with effluent filter on the outlet tee will remain in use. The existing distribution box must be located and replaced with a new, concrete distribution box (see specifications). The existing distribution box is plastic and does not have sufficient capacity to include the new trenches. Installation of the new distribution box must be as shallow as possible in order to maintain reasonable access from grade. There is only 1-foot of risers on septic tank, which should make shallow installation of the distribution box feasible. Flow equalizers or similar product must be installed on the distribution box, as long as installation is shallow. The existing three trenches, each with 16 ‘Quick 4’ Infiltrator® chambers, must be connected to the new distribution box. If the beginning of the trenches is located during excavation of the distribution box, we recommend installing inspection ports in either the front end cap or first chamber in each trench. Two new trenches, each with 16 ‘Quick 4’ Infiltrator® chambers, must be installed down gradient from the existing trenches. There must be at least 6-feet of undisturbed between trenches. Inspection ports must be installed at both the beginning and end of each trench. Inspection ports may be cut to grade and covered with a valve box for access. The component manufacturers are typical of applications used by contractors and engineers in this area. Alternatives may be considered or recommended by contacting our office. Construction must be according to Pitkin County Onsite Wastewater Treatment System Regulations, the OWTS Construction Permit provided by Pitkin County Environmental Health Department, and this design. Page 3 PERMIT APPLICATION INSTRUCTIONS If your development includes obtaining a Building Permit, applications for the OWTS Construction Permit must be submitted to the Building Department at the time of your pre-application conference. If this is a repair or construction of a new system NOT associated with a Building Permit, you must submit your OWTS Construction Permit Application directly to Pitkin County Environmental Health Department. The following are links to the required OWTS Construction Permit Application and Checklist. Checklist: http://www.pitkincounty.com/DocumentCenter/Home/View/626 Application: http://www.pitkincounty.com/DocumentCenter/Home/View/627 More information can be obtained from Pitkin County Environmental Health Department 970-920-5438 or 970-920-5076. REVEGETATION REQUIREMENTS An adequate layer of good quality topsoil capable of supporting revegetation shall be placed over the entire disturbed area of the OWTS installation. A mixture of native grass seed that has good soil stabilizing characteristics (but without taproots), provides a maximum transpiration rate, and competes well with successional species. No trees or shrubs, or any vegetation requiring regular irritation shall be placed over the STA. Until vegetation is reestablished, erosion and sediment control measures shall be implemented and maintained on site. The owner of the OWTS shall be responsible for maintaining proper vegetation cover. OPERATION INFORMATION AND MAINTENANCE The property owner shall be responsible for the operation and maintenance of each OWTS servicing the property. The property owner is responsible for maintaining service contracts for manufactured units, alternating STAs, and any other components needing maintenance. Geo-fabrics or plastics should not be used over the STA. No heavy equipment, machinery, or materials should be placed on backfilled STA. Livestock should not graze on the STA. Plumbing fixtures should be checked to ensure that no additional water is being discharged to OWTS. For example, a running toilet or leaky faucet can discharge hundreds of gallons of water a day and harm a STA. If an effluent filter or screen has been installed in the OWTS, we recommend this filter or screen be cleaned annually, or as needed. If the OWTS consists of a pressurized pump system, we recommend the laterals be flushed annually, or as needed. The homeowner should pump the septic tank every two years, or as needed gauged by measurement of solids in the tank. Garbage disposal use should be minimized, and non-biodegradable materials should not be placed into the OWTS. Grease should not be placed in household drains. Loading from a water softener should not be discharged into the OWTS. No hazardous wastes should be directed into the OWTS. Mechanical room drains should not discharge into the OWTS. The OWTS is engineered for domestic waste only. ADDITIONAL CONSTRUCTION NOTES If design includes a pump, weep holes must be installed to allow pump lines to drain to minimize risk of freezing. The pump shall have an audible and visual alarm notification in the event of excessively high water conditions and shall be connected to a control breaker separate from the high water alarm breaker and from any other control system circuits. The pump system shall have a switch so the pump can be manually operated. Page 4 Excavation equipment must not drive in excavation of the STA due to the potential to compact soil. Extensions should be placed on all septic tank components to allow access to them from existing grade. Backfill over the STA must be uniform and granular with no material greater than minus 3-inch. INSTALLATION OBSERVATIONS ALL SERVICE septic, LLC must view the OWTS during construction. The OWTS observation should be performed before backfill, after placement of OWTS components. Septic tanks, distribution devices, pumps, dosing siphons, and other plumbing, as applicable, must also be observed. ALL SERVICE septic, LLC should be notified 48 hours in advance to observe the installation. LIMITS: The design is based on information submitted. If soil conditions encountered are different from conditions described in report, ALL SERVICE septic, LLC should be notified. All OWTS construction must be according to the county regulations. Requirements not specified in this report must follow applicable county regulations. The installer should have documented and demonstrated knowledge of the requirements and regulations of the county in which they are working. Please call with questions. 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Zzmg K< �• �m0 > 0 -0TI0 n ;D mM 0p n v m� fir— 2a 0co Mr m W m W 0 M W V w m� m z 6 p 1O Z-1X -U=cwn wp cn G)z Z-06 m�tn c M n cn DW m 0m* o m zm O w � � 2 o_ w O Item # Concrete Distribution Box DBox 8C (1 inlet, 7 outlets) & Riser Top View Section View 1 28" 14" 0 An Down Baffle 28" - �15"� 12" s 15" e a d 14" a a 1/2� d a Lid View End View Riser Section 1 28" d d O d d 4 2" a d � d d Gd Side View End View e 6000 PSI Concrete e 7 Outlet equal flow • Slide -in Baffle • 4" Pipe penetration ports • Connectors cast into the box • 12" Riser available Weight: D-Box with Baffle - 200 Ibs D-Box Lid - 75 Ibs D-Box Riser -140 Ibs Water & (719) 395-6764 28005 Co. Rd. 317 Wastewater P.O. Banc 925 I%r(DI VALLEY • Systems s Fax: (719) 395-3727 Buena Visa, CO 81211 PRECAST', IaC. •Service Website: www.valleypnecast.00m Email: frontdesk@valleyprecast.com 13.5 cm 14.4 THIS WEIR SHAf IS SELF LEVELIP MATERIAL - FILLED POLYPROPYLENE The Quick4® Plus Standard Chamber The Quick4 Plus Standard Chamber offers maximum strength through its two center structural columns. This chamber can be installed in a 36-inch-wide trench. Like the original line of Quick4 chambers, it offers advanced contouring capability with its Contour Swivel Connection™ which permits turns up to 15-degrees, right or left. It is also available in four-foot lengths to provide optimal installation flexibility. The Quick4 Plus All-in-One 12 Endcap, and the Quick4 Periscope are available with this chamber, providing increased flexibility in system configurations. Maximum Strength APPROVED in _____________________________________________ Quick4 Plus™ Series Quick4 Plus All-in-One 12 Endcap Benefits: • May be used at the end of chamber row for an inlet/outlet or can be installed mid-trench • Mid-trench connection feature allows construction of chamber rows with center feed, as an alternative to inletting at the ends of chamber rows • Center-feed connection allows for easy installation of serial distribution systems • Pipe connection options include sides, ends or top Quick4 Plus All-in-One Periscope Benefits: • Allows for raised invert installations • 180° directional inletting • 12” raised invert is ideal for serial applications Certified by the International Association of Plumbing and Mechanical Officials (IAPMO) Quick4 Plus Standard Chamber Specifications Size 34”W x 53”L x 12”H (864 mm x 1346 mm x 305 mm) Effective Length 48” (1219 mm) Louver Height 8” (203 mm) Storage Capacity 47 gal (178 L) Invert Height 0.6” (15 mm), 5.3” (135 mm), 8.0” (203 mm), 12.7” (323 mm) Quick4 Plus Standard Chamber Benefits: • Two center structural columns offer increased stability and superior strength • Advanced contouring connections • Latching mechanism allows for quick installation • Four-foot chamber lengths are easy to handle and install • Supports wheel loads of 16,000 lbs/axle with 12” of cover Contact Infiltrator Water Technologies’ Technical Services Department for assistance at 1-800-221-4436 4 Business Park Road P.O. Box 768 Old Saybrook, CT 06475 860-577-7000 • Fax 860-577-7001 1-800-221-4436 www.infiltratorwater.com U.S. Patents: 4,759,661; 5,017,041; 5,156,488; 5,336,017; 5,401,116; 5,401,459; 5,511,903; 5,716,163; 5,588,778; 5,839,844 Canadian Patents: 1,329,959; 2,004,564 Other patents pending. Infiltrator, Equalizer, Quick4, and SideWinder are registered trademarks of Infiltrator Water Technologies. Infiltrator is a registered trademark in France. Infiltrator Water Technologies is a registered trademark in Mexico. Contour, MicroLeaching, PolyTuff, ChamberSpacer, MultiPort, PosiLock, QuickCut, QuickPlay, SnapLock and StraightLock are trademarks of Infiltrator Water Technologies. PolyLok is a trademark of PolyLok, Inc. TUF-TITE is a registered trademark of TUF-TITE, INC. Ultra-Rib is a trademark of IPEX Inc. © 2013 Infiltrator Water Technologies, LLC. All rights reserved. Printed in U.S.A.PLUS05 0713 Quick4 Plus™ Series INFILTRATOR WATER TECHNOLOGIES STANDARD LIMITED WARRANTY (a) The structural integrity of each chamber, endcap and other accessory manufactured by Infiltrator (“Units”), when installed and operated in a leachfield of an onsite septic system in accordance with Infiltrator’s instructions, is warranted to the original purchaser (“Holder”) against defective materials and workmanship for one year from the date that the septic permit is issued for the septic system containing the Units; provided, however, that if a septic permit is not required by applicable law, the warranty period will begin upon the date that installation of the septic system commences. To exercise its warranty rights, Holder must notify Infiltrator in writing at its Corporate Headquarters in Old Saybrook, Connecticut within fifteen (15) days of the alleged defect. Infiltrator will supply replacement Units for Units determined by Infiltrator to be covered by this Limited Warranty. Infiltrator’s liability specifically excludes the cost of removal and/or installation of the Units. (b) THE LIMITED WARRANTY AND REMEDIES IN SUBPARAGRAPH (a) ARE EXCLUSIVE. THERE ARE NO OTHER WARRANTIES WITH RESPECT TO THE UNITS, INCLUDING NO IMPLIED WARRANTIES OF MERCHANTABILITY OR FITNESS FOR A PARTICULAR PURPOSE (c) This Limited Warranty shall be void if any part of the chamber system is manufactured by anyone other than Infiltrator. The Limited Warranty does not extend to incidental, consequential, special or indirect damages. Infiltrator shall not be liable for penalties or liquidated damages, including loss of production and profits, labor and materials, overhead costs, or other losses or expenses incurred by the Holder or any third party. Specifically excluded from Limited Warranty coverage are damage to the Units due to ordinary wear and tear, alteration, accident, misuse, abuse or neglect of the Units; the Units being subjected to vehicle traffic or other conditions which are not permitted by the installation instructions; failure to maintain the minimum ground covers set forth in the installation instructions; the placement of improper materials into the system containing the Units; failure of the Units or the septic system due to improper siting or improper sizing, excessive water usage, improper grease disposal, or improper operation; or any other event not caused by Infiltrator. This Limited Warranty shall be void if the Holder fails to comply with all of the terms set forth in this Limited Warranty. Further, in no event shall Infiltrator be responsible for any loss or damage to the Holder, the Units, or any third party resulting from installation or shipment, or from any product liability claims of Holder or any third party. For this Limited Warranty to apply, the Units must be installed in accordance with all site conditions required by state and local codes; all other applicable laws; and Infiltrator’s installation instructions. (d) No representative of Infiltrator has the authority to change or extend this Limited Warranty. No warranty applies to any party other than the original Holder. The above represents the Standard Limited Warranty offered by Infiltrator. A limited number of states and counties have different warranty requirements. Any purchaser of Units should contact Infiltrator’s Corporate Headquarters in Old Saybrook, Connecticut, prior to such purchase, to obtain a copy of the applicable warranty, and should carefully read that warranty prior to the purchase of Units. Quick4 Plus Standard Chamber ___________________________________________________________________________________ Quick4 Plus All-in-One 12 Endcap ________________________________________________________________________________ Quick4 Plus All-in-One Periscope ________________________ EFFECTIVE LENGTH48" 12" 34" QUICK4 PLUS ALL-IN-ONE PERISCOPE (360° SWIVEL) 12.7" INVERT PRESSURIZED PIPE DRILL POINTS LOCATIONS (2 PLACES) 33" 18" 8" INVERT 13" EFFECTIVE LENGTH48" 12" 34" QUICK4 PLUS ALL-IN-ONE PERISCOPE (360° SWIVEL) 12.7" INVERT PRESSURIZED PIPE DRILL POINTS LOCATIONS (2 PLACES) 33" 18" 8" INVERT 13" FRONT VIEW SIDE VIEW EFFECTIVE LENGTH48" 12" 34" QUICK4 PLUS ALL-IN-ONE PERISCOPE (360° SWIVEL) 12.7" INVERT PRESSURIZED PIPE DRILL POINTS LOCATIONS (2 PLACES) 33" 18" 8" INVERT 13" 6" 5"9" Ptech HEPWORTH-PAWLAK GEOTECHNICAL Heputawla4 Geotechnical, Inc. 5020 COuntc Road 154 Glenwtx.d Spring, Colorado 81601 Phone: 970-945.7985 Fax 970-945-8454 email: hpj;eo0j hppentech c om SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE 0190 HOUGLAND RANCH ROAD PITKIN COUNTY, COLORADO JOB NO. 105.571 JULY 22, 2005 PREPARED FOR: KRIS COX P.O. BOX 9305 ASPEN, COLORADO 81612 13 Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthome 970.468.1989 TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY............................................................................- I - PROPOSEDCONSTRUCTION.....................................................................................- 1 - SITECONDITIONS........................................................................................................ 2 - FIELDFIELD EXPLORATION.................................................................................................- 2 - SUBSSUBSURFACEURFACE CONDITIONS......................................................................................- 3 - FOUNDATIONFOUNDATION BEARING CONDITIONS...................................................................- 3 - DESIGNDESIGN RECOMMENDATIONS.................................................................................- 4 - FOUNDATIONS.......................................................................................................... 4 - FOUNDATION AND RETAINING WALLS............................................................- 5 - FLOORSLABS........................................................................................................... 6 - UNDERDRAIN SYSTEM..........................................................................................- 7 - SITEGRADING.......................................................................................................... 7 - SURFACEDRAINAGE.............................................................................................- 8 - PERCOLATION TESTING........................................................................................- 9 - LIMITATIONSLIMITATIONS................................................................................................................ 9 - FIGUREFIGURE 1 - LOCATION OF EXPLORATORY BORINGS AND PERCOLATION TEST HOLES FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURE 4 - SWELL -CONSOLIDATION TEST RESULTS TABLE I- 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 to be located at 0190 Hougland Ranch Road, Pitkin County, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation and septic disposal designs. The study was conducted in accordance with our proposal for geotechnical engineering services to Kris Cox dated .Tune 6, 2005. Evaluation of potential geologic hazard impacts to the site is beyond the scope of our study. A field exploration program consisting of exploratory borings and percolation tests 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 single -story story structure of post and beam construction with interior pads and perimeter "R" panel walls located on the property as shown on Figure 1. Ground floor will be structural above crawlspace in the residence and slab -on -grade in the attached garage. The building site will be cut into the hillside and daylight at the downhill side with cut depths up to about 10 to 12 feet. Retaining walls will be provided off of both ends of the building for grade change. We assume relatively light foundation loadings, typical of the proposed type of construction. The septic disposal system is proposed to be located in the southwest part of the building envelope. Job No. 105 571 GeMeCh 1) - 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. SITE CONDITIONS The building site is located at the east end of Hougland Ranch Road just to the east of the asphalt surfaced pedestrian/bike path. An overhead power line is located between the path and the building envelope. The terrain is somewhat irregular and moderately sloping down to the south with about 10 feet of elevation difference across the building footprint and about 20 feet across the building area. Vegetation consists of pinon and juniper trees with an undergrowth of sagebrush, grass and weeds. Red sandstone bedrock with relatively level building outcrops just to the north of the building site. Small to medium size boulders on the ground surface of the upper part of the property appear to have come from the rock outcrops. FIELD EXPLORATION The field exploration for the project was conducted on June 23, 2005. Three 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 truck -mounted CME -45B drill rig. The borings were logged by a representative of Hepworth-Pawlak Geotechnical, Inc. The borings could not be drilled in the upper part of the building footprint due to the steeper terrain. Samples of the subsoils were taken with I% inch and 2 inch I.D. spoon samplers. The samplers were driven into the subsoils at various depths with blows from a 140 pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, ao Job No. 105571 G96bech 0 0 3- Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. The subsoils consist of a minor root zone overlying very stiff/medium dense sandy clay and clayey sand with scattered gravel to gravelly with depth. The soils became very rocky below 12 feet at Boring I which could be due to boulders or formation rock where drilling refusal was encountered. The upper soils probably also contain scattered boulders. The depth to bedrock is likely shallower in the upper part of the building site. The ground surface over most of the building site is covered with relatively recent, rocky slopewash. Laboratory testing performed on samples obtained from the borings included natural moisture content and density and finer than sand size gradation analyses. Results of swell -consolidation testing performed on relatively undisturbed drive samples of the clay soils, presented on Figure 4, indicate low compressibility under natural low moisture and light loading conditions and a low to moderate expansion potential when wetted. The laboratory test results are summarized in Table 1. No free water was encountered in the borings at the time of drilling or when checked 28 days later and the subsoils were relatively dry to slightly moist. FOUNDATION BEARING CONDITIONS The subsurface conditions are variable across the building site due to changes in the soil conditions, depth to bedrock and proposed cut depths. The natural soils should be suitable for support of shallow spread footings with some potential for differential movements due to the variable bearing conditions. The expansion potential of the clay soils will tend to be mitigated by the rock content but should be further evaluated at the time of construction. The formation rock will be difficult to excavate if encountered in the deeper uphill cuts. a I Job No. 105 571 GgPbech MI DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the building be founded with spread footings bearing on the natural soils. The design and construction criteria presented below should be observed for a spread footing foundation system. I) Footings placed on the undisturbed natural soils should be designed for an allowable bearing pressure of 2,500 psf. A one-third increase in the allowable bearing pressure can be taken for eccentrically loaded footings, such as for retaining walls, provided the resultant of all forces acts within the central third of the footing section. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. There could be some additional differential movements if the bearing soils become wetted. 2) The footings should have a minimum width of 16 inches for continuous was 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 Job No. 105 571 local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 93 Sim 5) Any topsoil and loose or disturbed soils should be removed and the footing bearing level extended down to the firm natural soils. The exposed soils in footing area should then be moistened and compacted. Voids created from boulder or rock removal should be backfilled with concrete or compacted road base. 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 soils. Cantilevered retaining structures which are separate from the residence and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 45 pcf for backfill consisting of the on-site soils. 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 to slightly above optimum moisture content. 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 Job No. 105 571 GOPReCh q 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 constricted 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 0.35. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 350 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. FLOOR SLABS The natural clay soils are expansive and there could be some heave of the floor slab if the subgrade soils become wetted. The subgrade should be evaluated for expansion potential at the time of construction. The soils can be used to support lightly loaded slab -on -grade construction with some risk of heave. 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. In movement sensitive areas, a structural floor above crawlspace should be used. A minimum 4 inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of Job No. 105 571 G4&beCh 0 0 MR 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 should consist of imported granular soils such as road base. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in mountainous areas 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. 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'/ feet deep. SITE GRADING The risk of construction -induced slope instability at the site appears low provided the building is located below the steep slope as planned and cut and fill depths are limited. We assume the cut depths for the residence will not exceed about 10 to 12 feet. Fills should be limited to about 8 to 10 feet deep. Embankment fills should be compacted to at least 95% of the maximum standard Proctor density near optimum moisture content. Q57 Job No. 105 571 Wit, r s- Prior to fill placement, the subgrade should be carefully prepared by removing all vegetation and topsoil and compacting to at least 95% of the maximum standard Proctor density. The fill should be benched into slopes that exceed 20% grade. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and protected against erosion by revegetation or other means. Steeper slopes should be feasible where bedrock is encountered in the cut. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free -draining wall backfill should be capped with at least 2 feet of the on- site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 10 feet from foundation walls. Consideration should be given to use of xeriscape to reduce the potential for wetting of soils below the building caused by irrigation. a (O Job No. 105 571 . h 9 - PERCOLATION TESTING Percolation tests were conducted on July 22, 2005 to evaluate the feasibility of an infiltration septic disposal system at the site. Three percolation holes were dug at the locations shown on Figure I roughly in the area specified by Sopris Engineering. The test holes (nominal 12 inch diameter by 18 inch deep) were hand dug and soaked with water one day prior to testing. The soils exposed in the percolation holes are similar to those exposed in the Profile Boring shown on Figure 2 and consist of silty clayey sand with gravel and sandy clay. The percolation test results are presented in Table 2 and indicate variable rates between 12 to 24 minutes per inch with an overall average rate of 19 minutes per inch. Based on the subsurface conditions encountered and the percolation test results, the tested area appears suitable for a conventional infiltration septic disposal system. We recommend the infiltration area be oversized due to the relatively slow and variable percolation rates. Pitkin County requires a civil engineer 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 MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory borings and variations in the subsurface conditions may not become evident until excavation is performed. If conditions a 4 Job No. 105 571 C9tech lo- 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. Steven L. Pawlak, P. 1(;. 15222 9 Reviewed by: d},,t.5/OVAL Daniel E. Hardin, P.E. SLP/ksw cc: Warren Palmer, Architect Sopris Engineering — Attn: Paul Rutledge S.K. Peightal Engineers — Attn: Steve Peightal Job No. 105 571 GV&bech 0 0 1 APPROXIMATE SCALE I 1" = 50' 1 1 BUILDING 1 ENVELOPE 1 1 I 1 1 PROPOSED I CUT WALL 1 1 P1 1 P 2 0 1 PROPOSED I SEPTIC 1 t' DISPOSAL I AREA 1 9 ya `\ P 3 BORING 2 II Z \ PROPOSED A I RESIDENCE/ PROFILE r. I BORING / Z I GARAGE / I / BORING 1 / v` PROPOSED CUT WALL BENCH MARK: GROUND AT BUILDING ENVELOPE CORNER; ELEV. = 100.0', ASSUMED. 105 571 I GEOTEOCHNICALW RTH—PALAKLO AND PERCOLATIONATEST HOLES OS I Figure 1 I a 0 0 BORING 1 BORING 2 PROFILE BORING ELEV.= 110.1' ELEV.= 105.2' ELEV.= 99.3' 0 0 20/12 14/12 5 5 20/12 17/12 WC -6.5 WC -4.8 DD=123 DD -116 10 35/12 20/12 10 WC -2.8 DD -132200-46 1515 31/12 WC -3.2 DD -129 200-46 20 20 16/12 L 25 25 Note: Explanation of symbols is shown on Figure 3. 105 571 HEPWORTH—PAWLAK I LOGS OF EXPLORATORY BORINGS Figure 2 GEOTECHNICAL, INC. LEGEND: CLAY AND SAND (CL—SC); silty, slightly gravelly to gravelly with depth, very stiff/medium dense, slightly moist, red, slightly calcareous, low plasticity. GRAVEL AND COBBLES (GM); silty, sandy, boulders, dense, slightly moist, red, possible formation rock. bRelatively undisturbed drive sample; 2—inch I.D. California liner sample. Drive sample; standard penetration test (SPT), 1 3/8 inch I.D. split spoon sample, ASTM D-1586. 20x/ 12 Drive sample blow count; indicates that 20 blows of a 140 pound hammer falling 30 inches wererequiredtodrivetheCaliforniaorSPTsampler12inches. Depth where boring caved. TPractical refusal to auger drilling, possibly in cemented formation rock. NOTES: 1. Exploratory borings were drilled on June 23, 2005 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 measured by instrument level and refer to the Bench Mark shown on Figure 1. Logs are drawn to depth. 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 28 days later. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content ( % ) DD = Dry Density ( pcf ) 200 = Percent passing No. 200 sieve 105 571I HEPWORTH—PAWLAK GEOTECHNICAL, INC. LEGEND AND NOTES Figure 3 0 0 2 U 0 Moisture Content = 6.5 percent Dry Density = 123 pcf Sample of:Silty Sandy Clay with Gravel From:Boring 1 at 5 Feet ng 01 1.0 10 100 APPLIED PRESSURE — ksf 0.1 105 571 upon wettin 1.0 HEPWORTH—PAWLAK GEOTECHNICAL, INC. Moisture Content = 4.8 percent Dry Density = 116 pcf Sample of: Silty Sandy Clay From:Boring 2 at 5 Feet 10 100 APPLIED PRESSURE — ksf SWELL—CONSOLIDATION TEST RESULTS Figure 4 1 cc q j f b> k a 5a tet j W) @ a w r 2( c 0 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2 PERCOLATION TEST RESULTS JOB NO. 105 571 HOLE NO. HOLE DEPTH INCHES) LENGTH OF INTERVAL MIN) WATER DEPTH AT START OF INTERVAL INCHES WATER DEPTH AT END OF INTERVAL INCHES DROP IN WATER LEVEL INCHES) AVERAGE PERCOLATION RATE MIN./INCH) Pi 18 15 Water Added 6 5 1 20 5 4 1 7 6 1 6 5 1 5 41/4 3/4 41/4 31/2 3/4 P2 19 15 Water Added 6 51/4 3/4 24 51/4 41/2 3/4 61/4 51/2 3/4 51/2 43/4 3/4 43/4 4 3/4 4 3 1/2 1/2 P3 19 15 Water Added Water Added 6 41/4 13/4 1 12 41/4 23/4 11/2 51/4 4 1114 4 23/4 11/4 23/4 11/2 11/4 1 21/4 1 1 11/4 Note: Percolation test holes were hand dug and soaked on July 21, 2005. Percolation tests were conducted on 3uly 22, 2005. The average percolation rates were based on the last two readings of each test. S9 ROLLAND HILLS METAPOLITAN DISTRICT 715 W. MAIN ST. SUITE 304 ASPEN, CO 81611 Richard Walker, Presidcat Munroc Suuuners. Diraor December 10, 2003 Doug Rager Rager Parcel Holland Hills Re: Future water service Dear Mr. Rager: Fent Schuler. Vice President Barbara Schub_ Director Gary Rcach. Ntanaver 0 coyly 970) 925-3475 FAX (970) 925-4754 Peter Abplanalp, Treasurer Elizabeth Pudoean.Secretsi-.. At the request of Doug Thrum, this letter will confirm that the Board of Directors of the Holland Hills Mmopolitan District bas agreed to provide water service to the Rager Parcel upon inclusion of the parcel into the District. Since we are aware however that the inclusion of the parcel is subject to prior approval by the Pitkin County Board of County Commissioners, we also extend to you an offer to provide potable water service to your property through an extra -territorial water service agreement should the county deny our request to include your property into the District. Since your property falls within the service area of the District we do not contemplate any objections to the Rager parcel being included within the district. Should you have any questions, please give me a call. Sincerely, i 35 EITIM! to [[F[%4Drii beachresource.coln 0276 Tager water s im.wpd Page | 1 Pitkin County Environmental Health Department Onsite Wastewater Treatment System (OWTS) USE PERMIT Permit for Continued Use of an Existing OWTS 76 Service Center Road, Aspen, CO 81611 Phone: 970-920-5070 Fax: 970-920-5374 www.aspenpitkin.com/EHNR Parcel ID #: 2467-212-00-002 OWTS Use Permit #: 0067.2017.POWU Date Issued: 10/2/17 Issued By: Bryan Daugherty Expiration Date: 10/2/18 Owner(s): Kris Cox Property Address: 190 Hoaglund Ranch Rd Legal Description: Licensed Inspector: Carla Ostberg Inspection Date(s): 9/12/17 SYSTEM INFORMATION Components Type Capacity/Size Primary Treatment Unit Concrete two-compartment tank 1500 Gallons Secondary Treatment Unit Absorption Area Gravelless Chamber Trenches 457 ft2 Other System Components OWTS Use Status: In use at the time of the inspection. Not in use at the time of the inspection.* *If the OWTS was not in use at the time of the inspection, it is recommended that the system be re-evaluated when it is in use for a more accurate evaluation of the system. System Records: Permit #: 05048 Date of Issuance: 8/22/05 Date of Final Approval: 9/25/06 # of Bedrooms or fixtures served by OWTS: System is designed to serve 3 bedrooms Operational Status: After repairs were made to the risers on the tank the system was functioning as designed at the time of inspection. The field area did not show signs of failure such as surfacing effluent. Inspector Recommendations: Clean effluent filter as needed, locate distribution box and bring to grade for monitoring and inspection, remove large trees near the field area to prevent root infiltration. Department Recommendations: Continue annual maintenance or as needed Issuance of this OWTS Use Permit is based solely on the conditions observed and reported by the inspector to the Department on the date of the inspection(s) and on Department records at the time of permitting. The issuance of this permit does not constitute a guarantee, warranty, or representation by the Department that the system will operate properly or will not fail or that the system will not be subject to future enforcement action to correct non-compliant conditions. Estimated capacity of the system has been listed on the permit and we recommend that you monitor and/or meter water use to prevent overuse and possible failure. 9/19/2017 Parcel Detail Pitkin County Assessor Parcel Detail Information Assessor Property Search I Assessor Subset Query I Assessor Sales Search Clerk & Recorder Reception Search I Treasurer Tax Search Search GIS Map I GIS Help Basic Building Characteristics I Value Summary Parcel Detail I Value Detail I Sales Detail I Residential/Commercial Improvement Detail Owner Detail I Land Detail I Photographs Tax Area Account Number IFParcelNumber iProperty Type 2016 Mill Levy IOLJ R007103 11 246721200002 11 RESIDENTIAL 109.763 Primary Owner Name and Address Additional Owner Detail Legal Description Tract: 64 Section: 16 Township: 8 Range: 86 A PARCEL OF LAND SIT IN TR 64 SEC 16 & 21-8-86 LYING yWLY OF THE CENTERLINE OF A LANE AS FOLLOWS A BRASS --AP MONUMENT MARKED FOR AP NO 2 OF TR 64 BEARS N 88 DEG 35'48"W 385.58 FT TH S 88 DEG 35'48"E 908.14 FT TO A BRASS CAP MONUMENT MARKED FOR AP NO 1 OF SAID TR 64 rH S 248.00 FT TH S 71 DEG 25'28"W 162.20 FT ALNG THE http://www.pitkinassessor.org/assessor/Parcel.asp?AccountNumber=RO07103 114 9/ 19/2017 Parcel Detail ICENTERLINE OF SAID LANE TH S 89 DEG 34'24"W 57.60 FT I IALNG THE CENTERLINE OF SAID LANE TH S 35 DEG 34'38"W I 50.80 FT ALNG THE CENTERLINE OF SAID LANE TH S 72 DEG I 15'26"W 167.29 FT ALNG THE CENTERLINE OF SAID LNE TH N I 160 DEG 11'27"W 206.22 FT TH N 52 DEG 00'56"W 131.41 FT TH I IN 36 DEG 54'48"W 136.99 FT TH N 62 DEG 19'05"W 100.48 FT I ITH N 35 DEG 40'20"W 92.37 FT TO POB I Location Physical Address: 1190 HOAGLUND RANCH RD BASALT Subdivision: Land Acres: 115.620 Land Sq Ft: 110 Section Township Range 16 8 86 2017 Property Value Summary Actual Value 11 Assessed Value Land: 350,000 25,200 Improvements: 11 1,393,30011 100,320 Total: 11 1,743,30011 125,520 Sale Date: 12/16/2003 Sale Price: 315,000 Additional Sales Detail Basic Building Characteristics http://www.pitkinassessor.org/assessor/Parcel.asp?AccountNumber=R007103 214 9/ 19/2017 Parcel Detail Number of Residential Buildings: I1 Number of Comm/Ind Buildings: 10 Residential Building Occurrence 0 Characteristics FIRST FLOOR: 113,373 CARPORT: 11336 STUDIO: 11992 OPEN PORCH: 111,440 Total Heated Area: 114,365 Property ISINGLE FAM RES-IMPROVEMEN Actual Year Built: 2006 Effective Year Built: 112006 Bedrooms: 112 Baths: 112 Quality of Construction: JIGOOD Exterior Wall: 11WOOD SD GO Interior Wall: JFDRYWALL Floor: 11CARPET Floor: 11WOOD Heat Type: JIFORCED AIR Heating Fuel: JIGAS Roof Structure: GABLE/HIP Neighborhood: HOLLAND HILLS/SAMUELSON AREAS Super Nbad: EMMA AND SOPRIS Top of Page Assessor Database Search Options http://www.pitkinassessor.org/assessor/Parcel.asp?AccountNumber=RO07103 314 9/ 19/2017 Parcel Detail Assessor Home Page Pitkin County Home Page The Pitkin County Assessor's Offices make every effort to collect and maintain accurate data. However, Good Turns Software and the Pitkin County Assessor's Offices are unable to warrant any of the information herein contained. Copyright © 2003 - 2015 Good Turns Software. All Rights Reserved. Database & Web Design by Good Turns Software. http://www.pitkinassessor.org/assessor/Parcel.asp?AccountNumber=R007103 4/4 ` k 'j iryn THIS AGREEMENT 1961, by and between` of r4 TBS: 'irst. party and COLORADO-L,I'E ELECTRIC ASSOCIATION, INC.; here incalled second party, IS TO"WITNESSETH• For and in consideration of the sum of ten dollars ($10:00) in hand paid to h> . -s- party by the :second party and the further payments to bemadeto the first pars _ second party and the covenants and agreements to be kept and performed by kh-- __ _ party as herein provided, the first party does hereby grant to the second to enter upon the following described real property owned by the first parry - the county of PTTKTN and the State of. COLD ADO - -- Lot 1, Section 16 and part of Lots 10,:12, 15, 16 and 17, Section 17 and part of Lots 1, 2, and 9, Section'20,; and part of Lots 3 and 4. Section 21 of Township 8 South, Range 86 West_of the Sixth PrincirJai Meridian, (Said Lots being under.resurvey within Tracts 55, 56, 57 a 64 of said Township and Range), more particularly described as follows: 3eginning at a poing on the East line of Lot 3,, .Section 21, Towns: -.in South, Range 86 West of the Sixth Principal Meridian, being the mast line of Tract 64, whence Corner No. 1 of said Tract 64, bears N. 248 `_-- thence S. 72°141 W. 1146.7 feet along center of lane; thence S. 4105' 326.5 feet along center of lane to the North line of State Highway "Nc. thence S. 41051 W. 485 feet to the center of the Roaring Fork River: thence N. 55051' W. 131.0 feet along center of Roaring Fork Rive:: thence N. 300251 W. 298rj9�gq4ggfeet along cent r of Roaring Fork River: for the purpose of surveying(tm AaTionHoi an c cc ric transmission and/or dis-':-_ lino or system across the above described land. As part of the consideration Agreement first party do(s further by Lhose presents grant to he sracond o ::asement -50- feet on each side of the cc nr-er lip, completed Lo enter upon, and toconstruct, reconstruct, repair, op to .. _-7. Lhe above described lands and/or in or upon all streets, roa 1, or h al) ac•; lands, an electric transmission and/or distribution line or system; to ce-, the Growth by chemical means, machinery or otherwise of trk =,, anc _ -_ _ within _50- feet of the center line of said lin., =, � interfere with or thrcaton to endanger the operation and mainr.enanc i � system (including any conirol of the growth of other oegotation in _hc may i.ncide.ntally and necessarily result horn the means of controi tmoio_v_-=w , -:- license, permit, or otherwise agree to the joint use or occupancy of the line --_ by any other person, association or corporation for electrification or .c ie�D and first party does further agree to execute such further insimmon s second party may deem necessary to establish said easement. Second party agrees to pay to tLe first party for the easemen 1 ein accordance with the following schedule: DESGR1P110N OP PAYMENT FITIVI PAYMENT PE', 7 Cultivated Lands (exclusive of structures located +4f within 4 font N existing fence:, or ditches). s.i a. Single Pole Structure - -- b,. ' H' Frame Structure - c., 3 Pole Structure - -- d, Each Anchor Rod ° 25. . 7 Nun -Cultivated Lands (or within 3 feet of cxistina ditch or fence lines in cultivated lands). ;�. a. ,Single Pole Structure h. "H" Frame Structure c. 3 Pol- ;trucitue ., vm= __-•:�- d. Each Anchor Rod 's. u °h' 3oox 352 BOOKrU PJGI e) 5 Page 220 thence N, 13003' thence N. 27051, W. W. 313.29 feet ,along atshter of Roaring Fork River; 8%91.feet Roaring thence N. 47035' W. .aloft odhter o£ Fork River; 178.28 feet along L10-h er of: Roaring Fork River; thence N. 58004' W. 446A5' feet. along edi ter of Roaring Fork River; thence N. 530051 thence N. 67039' W. 623,06.£i�t,etlong deffter of Roaring. Fork River; tnence N. 34012' W. E. 340.5 feetalong center of Roaring Fork River; 43.0 feet,to the.Easterly bank of the Roaring Fork River; thence N. 34039' W. 272.7 feet along the Easterly bank of the Roaring Fork River; thence N. 30'31' W. 112..08 .fee,t_along..the Easterly bank of the Roaring Fork River, thence N. 14032' E. 65.12 feet along the Easterly bank of the Roaring Fork River' thence N. 14027' W. 374.83 feet alongthe Easterly bank of the Roaring Fork River; thence'N. 32°23' WIL390 7:.feet along the Easterly bank of the Roaring Fork Riser; thence N. 43°46' W. 210.4 feet along ,the Easterly bank of the Roaring Fork River; thence N. 46°35' W. 135.73 feet.along the Easterly bank of the Roaring Fork River; thence N. 48°15' E. 87.8..feet to the Westerly line of State Highway No. 82; Thence N. 43049' W. 283.2 feet along the Westerly line of State Highway No. 32; prom which point Corner A— P.W No. 1 of Tract 57 and Corner A. P. No. 8 of :Tact 56 bears N. 64026' E..338.35 feet; thence N. 42024' E. 333.58 feet; thence S. 38039' E. 128.5 feet; thence S. 69044' E. 161.5 feet; thence S. 681451 E. 373.03 feet; thence S. 68007' E. 182.42_feet; thence S. 62020' E. 157.16 feet; thence 5. 650161 E. 87.87 feet; thence N..84053' E. 248.22 feet; thence N. 83°27' E. 100.83 feet; thence N. 68039' E. 278.53 feet; thence N. 44°50' E. 305.0 feet to the North line of said Tract 55, said line being between Corner A. P. No. 7 and Corner A. P. No. 8 of said Tract 55; thence Easterly along said Northerly line of Tract 55 to ::orner A. P. No. 7 of said Tract 55; thence South along the Easterly _ line of Tract 55 to Corner A. P. No, 2 of Tract 64; thence Easterly along the North Line of Tract 64toCorner A, P. No. 1 of Tract 64; and thence Southerly along the East line of Tract 64, 248 feet to the point of beginning. h, ,a �M1 k t w r r 352 OVBP.hapg °j'itVh�ra na°'sfn i a�a�'�,k#wfi����,2if �',v5 ti Page 221 4r3tr�S>;ar"13pf10 a„ Per 10Q linepl'fEi pFFtip ♦dip4fn . overhang •�? It is further urderstood,aid agreerJ=by iYetpartr�� �Qrnto+that-the actual cons*n c- ion of said line may be dclaye'fora,p'riod.bf seirerabyearsand that upon the com Pletiori of the preliminary sury6y seconrl,pa rky will payto first party in accordance with the foregoing schedule. If upon the actual:-oonstruction..of said line, additional atruci:ures arc, deemed necessary by the second party, the second party will nat o_, ;first party for such additional structures accordance with'the foregoing schedule.. It is further understood and agreed that the considetalion"paid upon the execution e` his Agreement shall apply upon the.total payment to be made to the first parts t> _second party, _ _ - The undersigned covenant that they are.the-owners of the above -describes land_ and that: the said lands are free and clear of encurabrances.'and liens of whatso e: character except those held by the following Persons: IN WITNESS WHEREOF, the undersigned have sot their hands and seas 4A/ day of 21 C 196 STATE OF COLOMIllO ) y ) Ss COUNTY OP' The above and foregoing agreement was acknowledged before -me thi,, day of 1.9by Witness my hand and Notarial Seal My commission expires ry Public RE P ION#: 660797, R: $0.00, D: $0.00 DOC CODE: ADMIN DECISION Pg 7 of 12,1010212018 at 09:66.58 AM Janice K_ Vos Caudill, Pitkin County, CO ADMINISTRATIVE DECISION OF THE PITKIN COUNTY, COLORADO, COMMUNITY DEVELOPMENT DIRECTOR GRANTING APPROVAL FOR THE BRUNDAGE ACTIVITY ENVELOPE AND SITE PLAN REVIEW Administrative Decision NoV-1 - 2018 RECITALS 1. Peter and Susi Brundage (hereafter referred to as the "Applicants") have applied to the Community Development Director of Pitkin County, Colorado ("Director") for Activity Envelope and Site Plan Review for a remodel of a single family residence and construction of an attached garage. The Lot is currently developed with a legal single family residence that is approximately 4,350 square feet of floor area. The Applicant also proposes to amend previous approvals that prohibit dogs on the subject property due to proximity of the parcel to sensitive big game ranges. ?. The Lot is located at 190 Hougland Ranch Road and is legally described in Attachment A. A private access easement provides access to the subject lot that traverses multiple private properties. PID#: 264316402001 (Legal Description, Attachment A). 3. The Lot is approximately 5.6 acres, is within the AR-10 zone district, and is non -conforming in size. 4. The parcel is subject to PZ Resolution No. 90-23 (Reception No. 329118) which established a building envelope and approved development of a single family residence on the subject lot. BOCC Resolution No. 90-144 (Reception No. 328717) also approved the development of single family residence within this envelope. Construction did not commence after these approvals. Hearing Officer 11-2002 (Reception No. 467198) denied a 1041 Hazard Review to establish a building envelope for the subject property due to the location of the property within Severe Winter Range and Critical Habitat areas. BOCC Resolution No. 94-2002 (Rec. No. 468854) found that a taking had occurred with this denial, and remediated this taking through approval of development of a single family residence. The Building Envelope plan associated with this approval was subsequently approved and recorded at BK67 PG92. The parcel is currently developed with a legal single family residence of approximately 4,350 square feet of floor area that was built in 2006. According to the Applicant's wildfire report, the parcel is located within a moderate wildfire hazard area. The parcel will be required to comply with recommendations outlined in this report, Attachment B. The Planning Engineer has also commented on the proposal and states that access improvements are required for the additional development to occur on the subject property, subject to the conditions outlined below. 6. The Applicant has shown compliance with the Scenic View Protection Standards in Land Use Code Section 7-20-120(d). Staff conducted a site visit and the existing residence and proposed garage will not obstruct a ridgeline when viewed from Hwy 82. The existing residence and proposed attached garage will be required to utilize indigenous earth tone colors and non - reflective roofing to mitigate scenic impact. The Applicant has requested dogs be permitted on the property. According to the Seasonal Activity Maps (SAM), the subject parcel is located within Elk Winter Range and adjacent to Elk Severe Page I of 12 p(-9z1- Zo13 Winter Range. The Applicant has provided a site specific wildlife assessment that maps the subject property only within Elk Winter Range. The site specific wildlife assessment also maps the subject property approximately 350' away from Elk Severe Winter Range. Land Use Code Section 7-20- 70(f)(2xb) permits dogs within Elk Winter Range subject to a kenneling and leashing requirement. Colorado Parks and Wildlife (CPW) has stated their acceptance of removing the dog prohibition subject to a leashing and kenneling requirement. The Director finds that the previous approvals restricting dogs shall be rescinded subject to the conditions outlined below. The proposed Activity Envelope encompasses existing development including the existing residence, driveway, septic field, and areas disturbed from construction of the existing residence. The proposed Activity Envelope includes some areas of slopes that exceed 45% behind the existing residence and adjacent to the driveway. Pursuant to Land Use Code Section 7-20-20(c)(3), these areas of steep slopes are a manmade disturbance as a result of over dig from construction of the residence and can be included within the Activity Envelope. 9. The Director further finds that previous approvals required construction of a small berm uphill from the residence to deflect a potential debris flow hazardand a 3' "stemwall" on the residence to mitigate a minor rockfall hazard. The Director finds that pursuant to Land Use Code Section 7-20-50, similar mitigation, as outlined in the 1990 Nicholas Lampiris report (Attachment C), should be provided to mitigate any hazard to the proposed attached garage. 10. The Director finds that the proposal has shown compliance with the Activity Envelope and Site Plan criteria and may be approved. APPROVED by the Director, subject to the following conditions: The Applicants shall adhere to all material representations made in the current or prior applications or in public meetings or hearings and shall consider those representations to be conditions of approval, unless amended by other conditions. At building permit application, this Administrative Decision and the associated recorded Site Plan are the only approvals needed for submission. 3. Prior to submission of any building permit applications, the Applicants shall be required to submit for approval by the County Attorney and Community Development an Activity Envelope and Site Plan in accordance with Land Use Code Section 2-30-20(g) and Application Manual Section 2.1.1. and 2.1.12. 4. Regarding dogs: condition #9A of BOCC Resolution No. 94-2002 (Rec. No. 468854) shall be rescinded, condition #2A of PZ Resolution No. 90-23 (Reception No. 329118) shall be rescinded, and condition #2A of BOCC Resolution No. 90-144 (Rec. No. 328717) shall be rescinded. 5. At building permit submittal, the Applicant shall: A. Submit an access permit for the driveway, which shall be reviewed and approved by the Planning Engineer and Aspen Fire Department. The Applicant shall create a 10'wide by 50' Page 2 of 12 0L9I-I- zolb in length pulloff within the access easement on Hoaglund Ranch Road, along the portion of the road adjacent to Lot 40, Holland Hills. B. Submit a fireplace/woodstove permit to the Community Development Department, if necessary. C. Submit a site specific drainage and erosion control plan prepared by a qualified engineer or geologist for review and approval by the Planning Engineer. If the total development disturbs one acre or more, the Applicant shall apply for and obtain a State Stormwater Permit. All historic and natural drainage patterns shall be maintained. D. Submit an on -site wastewater treatment system (OWTS) construction permit. E. Submit a construction management plan for review and approval by the Planning Engineer. F. Submit a detailed landscape and revegetation plan for disturbed areas with appropriate seed mixes and landscape plan. b. At building permit issuance, the Applicant shall pay the applicable road and affordable housing impact fees. 7. The exterior of the buildings shall utilize indigenous earth tone materials or colors and the roofs shall have a non -reflective color or composition. Reflective roof materials, with the exception of materials associated with solar or photovoltaic equipment, shall not be used unless the materials are treated to eliminate reflectivity prior to installation. Material samples for the exterior of the residence shall be submitted at building permit submittal. All exterior lighting shall comply with the lighting code. 8. The parcel shall comply with all wildfire recommendations outlined in Attachment B and shall consider these recommendations conditions of this approval. The parcel shall also comply with the following: A. if the floor area for the residence and attached garage exceeds 5,000 square feet, measured pursuant to the 2015 International Residential Code (IRC), the structures shall be sprinklered. B. The Applicant shall comply with all requirements of the Basalt and Rural Fire Protection District. 9. The Applicant shall comply with the geologic assessment and recommendations outlined in Attachment C to protect the garage. 10. The Applicants shall comply with the following general conditions regarding wildlife: A. Nut, fruit, and berry producing trees and shrubs shall be prohibited. This does not include pre-existing native trees and shrubs. B. Access shall be provided to Colorado Parks and Wildlife for trapping, tagging, studying, or otherwise managing wildlife. C. Trash/garbage shall be kept in an approved bear resistant container or enclosure. D. Bird feeders, including hummingbird feeders, shall be hung away from any deck or window, and be at least ten (10) feet from the ground suspended between two (2) trees or posts. All seed feeders shall include a seed catchment pan to catch discarded seed. E. Horse grains, pellets, and cookies shall be stored in bear resistant containers. F. Pet food shall not be left outside. Page 3 of 12 0C9N - Z013 I I. 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 or is approved by Colorado Parks and Wildlife. 12. All dogs shall be kenneled within 50' of the residence. The kennel shall be constructed in a manner that contains dogs and prevents them from escaping. This kennel shall be constructed and inspected for compliance prior to final inspection of the remodel of the residence or construction of the garage. Dogs not within the kennel or not within the residence/garage shall be leashed when outside. 13. No development shall occur outside the approved Activity Envelope with the exception of vegetation removal necessary to comply with the wildfire mitigation measures described above. 14. Prior to commencement of any earthmoving or other construction activity, the Applicant shall stake the corners of the Activity Envelope and install construction fencing around the construction site within the perimeter of the building envelope. The fencing shall remain in place until issuance of a Certificate of Occupancy. 15. Statutory vested rights for the approval contained herein are granted pursuant to the Pitkin County Land Use Code and Colorado Statutes, subject to the exceptions set forth in Pitkin County Land Use Code, § 2-20-170 and C.R.S., § 24-68-105. The statutory vested rights granted herein shall expire on August 31, 2021. 16. Failure to comply with the conditions of this approval may result in revocation of this approval, or any subsequent permit(s) or approval(s) related to this property, or vested rights associated with this property. Page 4 of 12 PUBLISHED AFTER ADOPTION FOR VESTED REAL PROPERTY RIGHTS in the Aspen Times Weekly on the L_ day of, 2018. PUBLIC NOTICE FOR THE APPLICATION WAS PUBLISHED IN THE ASPEN TIMES WEEKLY ON THE 14'" DAY OF DUNE 2018 APPROVED by the Director, this 3 ' bi- day of y Y , 2018. cq- 4���� Cind ouben, Community Development Director PIN 246721200002 P041-18 Page 5 of 12 U(_9 LA- ZU# 9 Attachment A Legal Description PARCEL A A PAJIICI L OF LAND SITUATED IN TRACT 64, IN SECTIONS 16 Aft 21, TOWNSHIP 8 SOUTH, RANGE 88 WEST OF THE OTH PFVNC[PALMERIDIAN, LYING NORTHWESTERLY OF -THE CENTERLINE OF A LANE, MORE COMPLETELY DESCRIBED A13 FOLLOWS: A BRASS CAP MONUMENT MARKED FOR AP- NO. 2 OF TRACT 64 BEARS NORTH M'3T48" WEST 385.50 FEET; THENCE SOM SV 3F48" EAST 90&14 FEET TO A BRASS CAP MONLNENT MARKED FOR A.P. NO. 1 OF SAID TRACT 64; THENCE SOUTH 241LOO FEET; THENCE SOUTH 71'25'2S" WEST 16Z.20 FEET ALONG THE CENTERLINE OF A LANE; THENCE SOUTH 89'34'24" WEST 57.60 FEET ALONG THE CENTERLINE OF A LANE; THENCE 30UTH 35'34-31!" WEST 5(LaQ FEET ALONG THE CENTERLINE OF A LANE; THENCE SOUTH! 72' lrM' WEST 167.20 FEET ALONG THE CENTERLINE OF A LANE; THENCE NORTH 80° 11`27" WEST 2M 22 FEET; THENCE NL7KM 52.00'56" WEST 131.41 FEET; THENCE NOKM 38'54'49' WEST 136.99 FEET; THENCE NORTH 62°19'05" WEST 100.45 FEET; THENCE NORTV 35'40'2D•' WEST 9137 FEET TO THE POINT OF BEGINNING. COUNT? OF FKTKIK STATE OF COLORAM PARCEL 0 TOGETHER MATH A -PERPETUAL EASEMENT FOR INGRESS AND EGRESS RECORDeD MARCH 22, 19W IN BOOK 518 AT PAGE 788 AM AMENDMENT TO EASEMENT "EOWDED APFUL 30, Z007 AS RECEPTION NO. W713M COUNTY OF PITION, STATE OF COLORADO. Page 6 of 12 (.(9 L1- ZU I a Attachment B Wildfire Report 8.3 WILDFIRE HAZARD BUILDING STANDARDS & MITIGATION The following vegetation management and mitigation measures are recommended: 1. Defensible Space: The primary goal for creating a successful defensible space is fuel reduction — limiting the amount of flammable vegetation and materials surrounding the home and increasing the moisture content of remaining vegetation. a. Within 10 feet of the house, and beyond the furthermost projection of combustible construction: i. The area should be of primarily noncombustible hardscape surfaces, low growing perennials, flowerbeds, cut grass and deciduous, well -trimmed and irrigated plants. Woody vegetation should not be planted within this area. ii. Firewood or other combustible materials should not be stored within this area. Page 7 of 12 iii. Plants should be carefully spaced, low -growing and free of resins, oils and waxes that burn easily. iv. Lawns should be cut regularly and prune trees up six to ten feet from the ground. v. Space conifer trees 30 feet between crowns. Remove any branches that overhang the house. No new coniferous trees may be planted. 1. Existing ornamental and naturally occurring trees should be thinned to greater than or equal to 30 foot crown spacing. vi. No trees of any species should be within 15 feet of a window. vii. Maintain the 'fire -free' area within five feet of the home, using non- flammable landscaping materials and/or high -moisture -content annuals and perennials. Remove the small trees and shrubs within 5 feet of the house or deck on the south and west side including the aspens on the west side. viii. Remove dead vegetation within 10 feet of house. There should be no branches that extend over the roof eaves, and all branches within 15 feet of chimneys shall be removed. ix. No flammable mulches shall be placed within 2 feet of the residence. x. Remove firewood stacks and propane tanks; they should not be located in this zone. xi. Water plants, trees and mulch regularly, b. From 10-feet out to the property boundary, or to 100-feet out (whichever is closer), on the north, west, and south sides of the house, thin ornamental and naturally occurring trees. i. Pinon and juniper should be thinned and clustered. Minimum spacing between individual trees should be 10 feet between tree crowns, with increasing space for larger trees, clumps, and stands on the steeper slopes. ii. Limbs of trees on the west and north sides should be pruned to one-half the height of the tree, one-third the height of the tree for any conifer, or 10-feet above ground, whichever is less. iii. Shrubs or young trees which, when mature, will be tall enough to act as ladder fuel should be removed from around remaining trees in the zone between 15 and 45 feet (or less if a property line is encountered) from the home. iv. Clusters of trees should be separated from each other and from those beyond the 45-foot area by a distance of 2.5 times the height of the mature vegetation. The diameter of a cluster should be limited to 2.5 times the height of the mature vegetation. For example: If the expected mature height of the vegetation is 10 feet then the diameter of the cluster should Page 8 of 12 WCA - ZUi v be no greater than 25 feet and the distance between clusters should be greater than 25 feet. The ideal plant material growing between trees and clusters of shrubs is grass maintained at 6-inches or less. c. All understory brush shall be thinned and cut to the surface of the ground within 20 feet of either side of the driveway. Irrigated brush and landscaping within 20 feet of driveway could be allowed. All deadfall and standing dead vegetation should be removed within 20 feet of the driveway. d. The property owner shall be responsible for the continued maintenance of the above listed vegetation requirements. 2. Roofing Materials, Roofing Vents, and Projections at and Below Roof Line: Pitkin County has adopted Structural Design and Construction Requirements. The following are paraphrased from a 7-20-60(c)(4)(b), Medium Hazard Areas, and is intended to be consistent with the intent and purpose of the Pitkin County Requirements. All new construction must meet the following standards and if, as the applicant suggested, a new roof will be installed over the entire residence, it too must meet these standards. a. Roofing Materials: i. Class A covering or Class A Assembly as defined by the currently adopted building code. ii. No wood shakes or shingles. iii. The roof shall not be constructed of combustible roofing material including wood shakes or shingles. b. Roof Venting: i. Soffit venting shall be located in the outer one-third portion of the overhang. ii. Attic, soffit, and other roof venting shall be of non -corrosive metal mesh with maximum % inch openings. c. Projections at the Roof line, including Soffits, Rafters, Porch or Deck Roofs, Fascias, or Other: i. Sheath with non-combustible materials, or ii. Combustible materials underlain with 5/8" Type X gypboard or equal, or iii. Minimum 4x6 rafters with 2x T&G decking. d. Decks, Decking, Cantilevered Floors, or Other Projections Below the Roofline: i. Minimum 6x6 posts, 6x10 beams, 3x8 joists, 3x decking, and 2x railings, or equivalent log construction.. 3. Maintenance and Miscellaneous Requirements a. Roofs and gutters shall be kept clear of debris. b. Yards shall be kept clear of all litter, slash, and flammable debris. c. All flammable materials to be stored outdoors shall be stored on a parallel contour Page 9 of 12 a minimum of 15 feet away from any structure. d. Weeds and grasses within the 10-foot perimeter of the structure(s) shall be maintained to a height of not more than 6 inches. e. Firewood/wood piles shall be stacked on a parallel contour a minimum of 15 feet away from the structure. f. Non -salt water swimming pools and ponds, if any, shall be accessible by the local fire district. g. Fences shall be kept clear of brush and debris. h. Wood fences shall not connect to other structures. L Fuel tanks shall be installed underground within an approved container. j. Each structure shall have a minimum of one 10-pound ABC fire extinguisher. k. Addresses shall be clearly marked with 2-inch non-combustible letters and shall be visible at the primary point of access from the public or common access road and installed on a non-combustible surface. The standards stated in P-20-60 Wildfire Hazards have been slightly modified for the conditions at this property. While no home is truly "fire -proof", these recommendations are provided to improve defensibility of a home in the event of a wildfire. These recommendations are provided as minimum standards for defensibility, and long-term maintenance of fuel conditions would be necessary and under the responsibility of the homeowner to ensure defensibility. For further information on defensible space and structural ignitability, I recommend that the applicant and representatives obtain and review fireWise Construction: Site Design & Building Materials available from CSFS online at https://www.coloradowRdfirerisk.com/Help/FireWiseHome. Page 10 of 12 osu-ZU13 Attachment C Geologic Report �'. OQy-zooms Nicholas Lampfrls, Ph.D. CoksWING ct oLOGIST 0793 VALLEY ROAD CARBONDALE, COLORADO 81623 ram) aMMM r24 ► CKMSI flpri 1 7, 199,:1 Doug Rager Po Pot, 401 II IIIII IIlll1 II iiIIIIIII IyIy II 111`I` NNI 468864 Aspen CO 91612 �1 �I � I II �II� If I� � i�l �tl �II I11 paoe� 9 of IQ 06;1912002 09: RE-, Wingo Junction pl'f7. SILVIO DavtS PITK?N COUNTY CO A 0.00 0 0.0a Lear Mr. Rager; I have completed my geologic investigatign of the abovry referenced property north of Highway 92. the Denvrar and Rio Grande Railroad tracks, and the Raarinq Fork River. This is north of dingo Junction in Sections 16 and 21, T G 5, R 136 W of the Sixth PM, Pitkin County, Colorado. Holland Flills is adjacent to the Hest. The building site is at the east end of the property, as shown on the accompanying mart, on a south facing, red hill side 4-pith red sandstone outcrops on it. There are scattered pinions on the site. The red beds of the Pennsylvanian -Permian age Maroon Formation ran he seen at and behind the site and underlie the site at its lower end where only several feet of calluvium cover the outcrops. The beds are nearly flat lying. The gealogic concerns include rock: fall, and thoar•_ canreCted with the debris fan which is formed at the mouth of a gull',1 out of the red hills adjacent to the site. The site as shown will not be affected by the fan beCALML' it 1s above Lt; neverthelesS, an investigation for proaer- -foundation fiesign is necessary because the site is fairly steep (the near surface bedrock will provide a stable base for the foundation). I recommend the r_onstructinn of a small, br-rm or other deflection device an the uphill side aF the• .qitA to keep any sheetflow From reaching the prr�posed home. This feature can be incorporated within the 1 infaar outcrops on the uphill side of the site gat the rear of thcT home. The hnme 5hnuid have pniitive drainage arat.wid it sv that water does not reach the foundation, thereby unduly wetting the -nil�� there. The rock fall hazard is minor because only smell sandstone blocks are available and they will come from an outcrop Pattern not too far above the site. I r.?cornm•fnd 31 t'-sr er. Fnot StEm wall at the rear of ".he home with n❑ windawri in it so that rock; damage is minimal, i f it occFlr � .at .xl I. Page 11 of 12 U(9 `� - ZU f °� A Aroducina well Str01tId he (*I't:a►.ned 6v dr•itlinq 2%01r to �,+•, feet helop., the surfa(:a inter thf! Marron I ��rrc�atir3r tlrr .��r.. will probably contain irnnJr'am++.ts1-- rr►rr try=i .. s,•.r�,,r� r�;=af�rr�.�i should br= Possible thrnugh thT rr•::rp r ; septic l arrl; and drain field hrica se ttr., =�a,l y .•► F+ 3r.litelt]'preclentic irk there is enougtl r ot.)m t r.i t7r;ecis• ncl: at thy- ,cluLherrimo-AL corner ner o-F UIR I C . s shown. 'rr a Fli l-,kirr cc)ui, ty Sara tat i on Erigx nr+er- �Yrrn_+lri trta cc�nr;r.r]t>?cS fqr his specific rr.Ccanmerroiations, and it m-,y be rl:-cessary to eng.;ge .,A civil vnglnF-aer to assist irr tjIm dpsiart. Ar_re%s to thw base c)f the site is prese-rrt on a sl jgEr jt gr;At'• tar.:} n"eds same improvement to bt? r.isYablr�. Ar_trs.jl.l.y 1--par•h.irtirl the 'garage ar eo will take a hill r,;i rir, c:ut z rjcl t t11 rl t v Crossing. This also may npL%d to be eng i r nered . I r I I that the home be desiyr,ed ro Fps to tl•r I.:UmIkie'.A on Of radon 9,0-s is this i?i h1-r_-:)mincj pr -act_ c-ie in 1.he State. if tirpr-e ctre further ctt;k•Stioirn r�lci-me do not her:itatP Fo :^near-r me. 5 i nr_pre l N , Alif7h01,=.F, Lamp iri Consulti.nq Gcalorat,st Page 12 of 12 Ptech HEPWORTH-PAWLAK GEOTECHNICAL Heputawla4 Geotechnical, Inc. 5020 COuntc Road 154 Glenwtx.d Spring, Colorado 81601 Phone: 970-945.7985 Fax 970-945-8454 email: hpj;eo0j hppentech c om SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE 0190 HOUGLAND RANCH ROAD PITKIN COUNTY, COLORADO JOB NO. 105.571 JULY 22, 2005 PREPARED FOR: KRIS COX P.O. BOX 9305 ASPEN, COLORADO 81612 13 Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthome 970.468.1989 TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY............................................................................- I - PROPOSEDCONSTRUCTION.....................................................................................- 1 - SITECONDITIONS........................................................................................................ 2 - FIELDFIELD EXPLORATION.................................................................................................- 2 - SUBSSUBSURFACEURFACE CONDITIONS......................................................................................- 3 - FOUNDATIONFOUNDATION BEARING CONDITIONS...................................................................- 3 - DESIGNDESIGN RECOMMENDATIONS.................................................................................- 4 - FOUNDATIONS.......................................................................................................... 4 - FOUNDATION AND RETAINING WALLS............................................................- 5 - FLOORSLABS........................................................................................................... 6 - UNDERDRAIN SYSTEM..........................................................................................- 7 - SITEGRADING.......................................................................................................... 7 - SURFACEDRAINAGE.............................................................................................- 8 - PERCOLATION TESTING........................................................................................- 9 - LIMITATIONSLIMITATIONS................................................................................................................ 9 - FIGUREFIGURE 1 - LOCATION OF EXPLORATORY BORINGS AND PERCOLATION TEST HOLES FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURE 4 - SWELL -CONSOLIDATION TEST RESULTS TABLE I- 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 to be located at 0190 Hougland Ranch Road, Pitkin County, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation and septic disposal designs. The study was conducted in accordance with our proposal for geotechnical engineering services to Kris Cox dated .Tune 6, 2005. Evaluation of potential geologic hazard impacts to the site is beyond the scope of our study. A field exploration program consisting of exploratory borings and percolation tests 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 single -story story structure of post and beam construction with interior pads and perimeter "R" panel walls located on the property as shown on Figure 1. Ground floor will be structural above crawlspace in the residence and slab -on -grade in the attached garage. The building site will be cut into the hillside and daylight at the downhill side with cut depths up to about 10 to 12 feet. Retaining walls will be provided off of both ends of the building for grade change. We assume relatively light foundation loadings, typical of the proposed type of construction. The septic disposal system is proposed to be located in the southwest part of the building envelope. Job No. 105 571 GeMeCh 1) - 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. SITE CONDITIONS The building site is located at the east end of Hougland Ranch Road just to the east of the asphalt surfaced pedestrian/bike path. An overhead power line is located between the path and the building envelope. The terrain is somewhat irregular and moderately sloping down to the south with about 10 feet of elevation difference across the building footprint and about 20 feet across the building area. Vegetation consists of pinon and juniper trees with an undergrowth of sagebrush, grass and weeds. Red sandstone bedrock with relatively level building outcrops just to the north of the building site. Small to medium size boulders on the ground surface of the upper part of the property appear to have come from the rock outcrops. FIELD EXPLORATION The field exploration for the project was conducted on June 23, 2005. Three 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 truck -mounted CME -45B drill rig. The borings were logged by a representative of Hepworth-Pawlak Geotechnical, Inc. The borings could not be drilled in the upper part of the building footprint due to the steeper terrain. Samples of the subsoils were taken with I% inch and 2 inch I.D. spoon samplers. The samplers were driven into the subsoils at various depths with blows from a 140 pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, ao Job No. 105571 G96bech 0 0 3- Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. The subsoils consist of a minor root zone overlying very stiff/medium dense sandy clay and clayey sand with scattered gravel to gravelly with depth. The soils became very rocky below 12 feet at Boring I which could be due to boulders or formation rock where drilling refusal was encountered. The upper soils probably also contain scattered boulders. The depth to bedrock is likely shallower in the upper part of the building site. The ground surface over most of the building site is covered with relatively recent, rocky slopewash. Laboratory testing performed on samples obtained from the borings included natural moisture content and density and finer than sand size gradation analyses. Results of swell -consolidation testing performed on relatively undisturbed drive samples of the clay soils, presented on Figure 4, indicate low compressibility under natural low moisture and light loading conditions and a low to moderate expansion potential when wetted. The laboratory test results are summarized in Table 1. No free water was encountered in the borings at the time of drilling or when checked 28 days later and the subsoils were relatively dry to slightly moist. FOUNDATION BEARING CONDITIONS The subsurface conditions are variable across the building site due to changes in the soil conditions, depth to bedrock and proposed cut depths. The natural soils should be suitable for support of shallow spread footings with some potential for differential movements due to the variable bearing conditions. The expansion potential of the clay soils will tend to be mitigated by the rock content but should be further evaluated at the time of construction. The formation rock will be difficult to excavate if encountered in the deeper uphill cuts. a I Job No. 105 571 GgPbech MI DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the building be founded with spread footings bearing on the natural soils. The design and construction criteria presented below should be observed for a spread footing foundation system. I) Footings placed on the undisturbed natural soils should be designed for an allowable bearing pressure of 2,500 psf. A one-third increase in the allowable bearing pressure can be taken for eccentrically loaded footings, such as for retaining walls, provided the resultant of all forces acts within the central third of the footing section. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. There could be some additional differential movements if the bearing soils become wetted. 2) The footings should have a minimum width of 16 inches for continuous was 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 Job No. 105 571 local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 93 Sim 5) Any topsoil and loose or disturbed soils should be removed and the footing bearing level extended down to the firm natural soils. The exposed soils in footing area should then be moistened and compacted. Voids created from boulder or rock removal should be backfilled with concrete or compacted road base. 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 soils. Cantilevered retaining structures which are separate from the residence and can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of at least 45 pcf for backfill consisting of the on-site soils. 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 to slightly above optimum moisture content. 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 Job No. 105 571 GOPReCh q 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 constricted 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 0.35. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit weight of 350 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safety should be included in the design to limit the strain which will occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads should be compacted to at least 95% of the maximum standard Proctor density at a moisture content near optimum. FLOOR SLABS The natural clay soils are expansive and there could be some heave of the floor slab if the subgrade soils become wetted. The subgrade should be evaluated for expansion potential at the time of construction. The soils can be used to support lightly loaded slab -on -grade construction with some risk of heave. 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. In movement sensitive areas, a structural floor above crawlspace should be used. A minimum 4 inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of Job No. 105 571 G4&beCh 0 0 MR 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 should consist of imported granular soils such as road base. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in mountainous areas 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. 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'/ feet deep. SITE GRADING The risk of construction -induced slope instability at the site appears low provided the building is located below the steep slope as planned and cut and fill depths are limited. We assume the cut depths for the residence will not exceed about 10 to 12 feet. Fills should be limited to about 8 to 10 feet deep. Embankment fills should be compacted to at least 95% of the maximum standard Proctor density near optimum moisture content. Q57 Job No. 105 571 Wit, r s- Prior to fill placement, the subgrade should be carefully prepared by removing all vegetation and topsoil and compacting to at least 95% of the maximum standard Proctor density. The fill should be benched into slopes that exceed 20% grade. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and protected against erosion by revegetation or other means. Steeper slopes should be feasible where bedrock is encountered in the cut. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free -draining wall backfill should be capped with at least 2 feet of the on- site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 10 feet from foundation walls. Consideration should be given to use of xeriscape to reduce the potential for wetting of soils below the building caused by irrigation. a (O Job No. 105 571 . h 9 - PERCOLATION TESTING Percolation tests were conducted on July 22, 2005 to evaluate the feasibility of an infiltration septic disposal system at the site. Three percolation holes were dug at the locations shown on Figure I roughly in the area specified by Sopris Engineering. The test holes (nominal 12 inch diameter by 18 inch deep) were hand dug and soaked with water one day prior to testing. The soils exposed in the percolation holes are similar to those exposed in the Profile Boring shown on Figure 2 and consist of silty clayey sand with gravel and sandy clay. The percolation test results are presented in Table 2 and indicate variable rates between 12 to 24 minutes per inch with an overall average rate of 19 minutes per inch. Based on the subsurface conditions encountered and the percolation test results, the tested area appears suitable for a conventional infiltration septic disposal system. We recommend the infiltration area be oversized due to the relatively slow and variable percolation rates. Pitkin County requires a civil engineer 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 MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory borings and variations in the subsurface conditions may not become evident until excavation is performed. If conditions a 4 Job No. 105 571 C9tech lo- 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. Steven L. Pawlak, P. 1(;. 15222 9 Reviewed by: d},,t.5/OVAL Daniel E. Hardin, P.E. SLP/ksw cc: Warren Palmer, Architect Sopris Engineering — Attn: Paul Rutledge S.K. Peightal Engineers — Attn: Steve Peightal Job No. 105 571 GV&bech 0 0 1 APPROXIMATE SCALE I 1" = 50' 1 1 BUILDING 1 ENVELOPE 1 1 I 1 1 PROPOSED I CUT WALL 1 1 P1 1 P 2 0 1 PROPOSED I SEPTIC 1 t' DISPOSAL I AREA 1 9 ya `\ P 3 BORING 2 II Z \ PROPOSED A I RESIDENCE/ PROFILE r. I BORING / Z I GARAGE / I / BORING 1 / v` PROPOSED CUT WALL BENCH MARK: GROUND AT BUILDING ENVELOPE CORNER; ELEV. = 100.0', ASSUMED. 105 571 I GEOTEOCHNICALW RTH—PALAKLO AND PERCOLATIONATEST HOLES OS I Figure 1 I a 0 0 BORING 1 BORING 2 PROFILE BORING ELEV.= 110.1' ELEV.= 105.2' ELEV.= 99.3' 0 0 20/12 14/12 5 5 20/12 17/12 WC -6.5 WC -4.8 DD=123 DD -116 10 35/12 20/12 10 WC -2.8 DD -132200-46 1515 31/12 WC -3.2 DD -129 200-46 20 20 16/12 L 25 25 Note: Explanation of symbols is shown on Figure 3. 105 571 HEPWORTH—PAWLAK I LOGS OF EXPLORATORY BORINGS Figure 2 GEOTECHNICAL, INC. LEGEND: CLAY AND SAND (CL—SC); silty, slightly gravelly to gravelly with depth, very stiff/medium dense, slightly moist, red, slightly calcareous, low plasticity. GRAVEL AND COBBLES (GM); silty, sandy, boulders, dense, slightly moist, red, possible formation rock. bRelatively undisturbed drive sample; 2—inch I.D. California liner sample. Drive sample; standard penetration test (SPT), 1 3/8 inch I.D. split spoon sample, ASTM D-1586. 20x/ 12 Drive sample blow count; indicates that 20 blows of a 140 pound hammer falling 30 inches wererequiredtodrivetheCaliforniaorSPTsampler12inches. Depth where boring caved. TPractical refusal to auger drilling, possibly in cemented formation rock. NOTES: 1. Exploratory borings were drilled on June 23, 2005 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 measured by instrument level and refer to the Bench Mark shown on Figure 1. Logs are drawn to depth. 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 28 days later. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content ( % ) DD = Dry Density ( pcf ) 200 = Percent passing No. 200 sieve 105 571I HEPWORTH—PAWLAK GEOTECHNICAL, INC. LEGEND AND NOTES Figure 3 0 0 2 U 0 Moisture Content = 6.5 percent Dry Density = 123 pcf Sample of:Silty Sandy Clay with Gravel From:Boring 1 at 5 Feet ng 01 1.0 10 100 APPLIED PRESSURE — ksf 0.1 105 571 upon wettin 1.0 HEPWORTH—PAWLAK GEOTECHNICAL, INC. Moisture Content = 4.8 percent Dry Density = 116 pcf Sample of: Silty Sandy Clay From:Boring 2 at 5 Feet 10 100 APPLIED PRESSURE — ksf SWELL—CONSOLIDATION TEST RESULTS Figure 4 1 cc q j f b> k a 5a tet j W) @ a w r 2( c 0 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 2 PERCOLATION TEST RESULTS JOB NO. 105 571 HOLE NO. HOLE DEPTH INCHES) LENGTH OF INTERVAL MIN) WATER DEPTH AT START OF INTERVAL INCHES WATER DEPTH AT END OF INTERVAL INCHES DROP IN WATER LEVEL INCHES) AVERAGE PERCOLATION RATE MIN./INCH) Pi 18 15 Water Added 6 5 1 20 5 4 1 7 6 1 6 5 1 5 41/4 3/4 41/4 31/2 3/4 P2 19 15 Water Added 6 51/4 3/4 24 51/4 41/2 3/4 61/4 51/2 3/4 51/2 43/4 3/4 43/4 4 3/4 4 3 1/2 1/2 P3 19 15 Water Added Water Added 6 41/4 13/4 1 12 41/4 23/4 11/2 51/4 4 1114 4 23/4 11/4 23/4 11/2 11/4 1 21/4 1 1 11/4 Note: Percolation test holes were hand dug and soaked on July 21, 2005. Percolation tests were conducted on 3uly 22, 2005. The average percolation rates were based on the last two readings of each test. S9 ORIGINAL PERMIT APPLICANT S KRIS COX APPROVED WELL LOCATION Water Division Designated Basin Management District County Parcel Name 5 N A N A PITKIN N A Water District 38 Well to be constructed on specified tract of land Northing 4357497 0 UTM COORDINATES Meters Zone 13 NAD83 3271211Easting WELL PERMIT NUMBER 68349 F RECEIPT NUMBER 9503289 ISSUANCE OF THIS PERMIT DOES NOT CONFER A WATER RIGHT CONDITIONS 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 civilcourt 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 90 137 2 for the construction of a well appropriating ground water tributary to the Roaring Fork River on the condition that the well shall be operated only when the Basalt Water Conservancy District s substitute water supply plan approved by the State Engineer is in effect and when a water allotment contract between the well owner and the Basalt Water Conservancy District for the release of replacement water from Ruedi Reservoir is in effect or under an approved plan for augmentation BWCD contract 560 4 Approved as a well on a residential site of 5 5 acre s described as that portion of the NW 1 4 of the NW 1 4 Sec 21 Twp 8 South Rng 86 West 6th P M Pitkin County more particularly described on the attached exhibit A Further identified as 0190 Hoaglund Ranch Road Basalt CO 81621 5 Approved for the installation of a pump in and the use of an existing well constructed on October 23 2008 to a depth of 330 feet under permit no 278940 canceled Issuance of this permit hereby cancels permit no 278940 6 The use of ground water from this well is limited to ordinary household purposes inside one 1 single family dwelling and the irrigation of not more than 10 890 square feet 0 25 of an acre of home gardens and lawns All use of this well will be curtailed unless the water allotment contract or a plan for augmentation is in effect This well is known as Cox Well 7 The pumping rate of this well shall not exceed 15 GPM 8 The average annual amount of ground water to be appropriated shall not exceed 1 094 acre feet 356 480 gallons 9 This well shall be located not more than 200 feet from the location specified on this permit 10 The owner shall mark the well in a conspicuous place with well permit number s name of the aquifer and court case number s as appropriate The owner shall take necessary means and precautions to preserve these markings 11 A totalizing flow meter must be installed on this well and maintained in good working order Permanent records of all diversions must be maintained by the well owner recorded at least annually and submitted to the Division Engineer upon request NOTE This permit will expire on the expiration date unless the well is constructed and a pump is installed by that date A Well Construction and Test Report GWS 31 and Pump Installation and Test Report GWS 32 must be submitted to the Division of Water Resources to verify the well has been constructed and the pump has been installed A one time extension of the expiration date may be available Contact the DWR for additional information or refer to the extension request form GWS 64 available at http www water state co us pubs forms asp NOTE Parcel Identification Number PIN 49 2467 212 00 002 NOTE Assessor Tax Schedule Number R007103 NW 1 4 NW 1 4 Section 21 Township 8 0 S Range 86 0 W Sixth P M Physical Address N A For questions about this permit call 303 866 3581 or go to www water state co us Page 1 of2Printed10252017 8 3 2009 8 3 2010 Issued By Expiration Date Date Issued PERMIT HISTORY 10 25 2017 CHANGE IN OWNER NAME MAILING ADDRESS CHANGED TO PETER BRUNDAGE 10 25 2017 CHANGE IN OWNER NAME MAILING ADDRESS CHANGED TO SUSI BRUNDAGE For questions about this permit call 303 866 3581 or go to www water state co us Page 2 of2Printed10252017 WELL PERMIT NUMBER 68349 F RECEIPT NUMBER 9503289 O m 0 WiU O 3x 3 a E r F W o w C N W tf w m o Em ffi Ip Y 1 W L W Z C4 ami w abC m c n m p V E E m m OHO ml W V Z r Q taC Zm L L LL LL iF m O C O Cw wQ LDm Cq LL E o m115 w Isi 3 a pp E FL w X E Y W w E WN E x c o qE Z N m W O yl m a Qx E c L a a q fi RkE6 jv1 iG gpO pw Q J im Lu wc6c gro ii E X o o w 5 m crnnWitol m 8 J O E Y r Z3 v C mm G o o m E iD mm t m a WwWUwm fid E ffm r Z ml y o t m E oE m m 3p m sa p s s Zo OZ 8 mm COU Z O w a o E Q c a m m w Nmm w V m a J mm Z H C N Sa Q Cr a N C 0 an F3 d s C d L K yymcSVVI m w U p 3 pI x 5 EaEE mom m D2E I11y a m m@ i c g m s a w e a Ewz5 N w m m 1O fOG9 w iad a O w S x LLC7 Cg cn a i T� �-- uj M,y N p. 1- a 02c t_ 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ASPEN AIRPORT BUSINESS CENTER, ASPEN, CO 81611 970.920.3331 w Q v oo z�a w=ry pv0 Q 0 Cn LU r U 0� p > W D Z (D J Z:) Q Q O 0 z = z � o ~ m T- o n FINAL REVISION DATE REVISION 5: REVISION 4: REVISION 3: REVISION 2: REVISION 1: JANUARY 13, 2018 PROJECT No.: DATE: JANUARY 18, 2018 SEAL OWNER: PHASE: DESIGN DEVELOPEMENT El 00 © COPYRIGHT demesne 2018 5 bedrooms