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pitkin.eh.264527201004 (2015)
� (jTKIN COUNT ONSITE WASTEWATER TREATMENT SYSTEM (OWTS) CONSTRUCTION PERMIT 76 Service Center Rd- Aspen, CO - 81611 Phone: 970.920.5070 Fax: 970.920.5374 Permit #: 0015.2015.POW2 Parcel ID #: 2645-272-01-004 Permit Issued: ❑NEW ]REPAIR ❑REMODEL/ADDITION ❑TANK ONLY ®FIELD ONLY ®AMENDMENT Owner(s): Fntrimt AAH Atlantic I I C Property Address: 88 Casey CT Legal Description: Lot 22A Shield 'O' Teraces Size of Lot: 2.305 Acres Size of Buildino: 4357 ft Sq. Ft. Detached Accessory Unit: Size of Accessory Unit: _ This system is designed to serve 5 -bedrooms. Designed By: High Country Engineering Phone #: 970-945-8676 Fax #: Project #: _ Mailing Address: Email Address: Perc Rate: 0.90 LTAR (TL 2) Profile Hole Depth Minimum Tank Capacity: 1500 gallons ❑YES ONO 214014 Sq. Ft. Dated: 12/04/2015 8' Depth to Groundwater or Bedrock: Y 8' Minimum Absorption Area: 833 ft2 (Reduction for HLT Permit rnnrllitinnS: This OWTS Construction Permit is approved on the condition of compliance with the engineer design as submitted with the application and the specifications cited above. Changes must be approved by this Department and the engineer prior to construction. This permit is for a new OWTS to serve a new 5 -bedroom residence and is an amendment to permit 0027.2015.POWT. Permit 0027.2015.POWT is now void. Sewage will flow via gravity to a 1500 -gallon 3 -compartment septic tank with a 0.75 Biomicrobics treatment system installed in the second tank and a pump installed in the third compartment. Effluent will be pumped to a 10' X 10' X 10' seepage pits (856 ft total). Due to the profile hole depth being only 8 feet and not deep enough to identify if groundwater or a restrictive layer exists below the proposed seepage pit, the engineer shall confirm adequate soils to a minimum depth of 16 feet prior to the installation of the seepage pit. If groundwater or a restrictive layer is identified, stop excavation and call the Environmental Health Department. The seepage pits shall be a minimum of 100 feet to any well or stream, 10 feet to the property line and 20 feet to the residence. The septic tank shall be a minimum of 10 feet to the property line and 5 feet to the residence. 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-hour notice. Minimum horizontal distances between components of the system and physical features shall conform to the requirements of the Pitkin County OWTS Regulation. This Permit is conditioned upon the property owner(s) providing for regular inspection, cleaning, and maintenance of the system by qualified personnel, in accordance with the manufacturer's recommendations and the requirements of the Pitkin County OWTS Regulation. Issuance of this OWTS Construction Permit does not constitute a guarantee, warranty, or representation by the Department that the system will operate properly or will not fail. Issuance of this permit does not imply compliance with Pitkin County building and/or land use regulations, nor guarantee issuance of building and/or land use permits. THIS PERMIT IS EXPRESSLY CONDITIONED UPON COMPLIANCE WITH ALL REQUIREMENTS OF THE PITKIN COUNTY OWTS REGULATION, INCLUDING BUT NOT LIMITED TO THOSE CONDITIONS SPECIFIED ABOVE. Plans and specifications for the proposed OWTS have been reviewed and are considered satisfactory. Permission Is nereoy 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: Kurt Dahl, REHS Date: 12/31/15 Expires: 12/31/2016 Installer: — License#: Reactivation Authorized by: a? '?,, FiriQ! A proval Issued By Date: New Expiration Date E] Feed 13 UroT asf 6,��J'47 LAJ 0�5 ? rA)j i o v 5 vy (i ccn so-8 �m+ cice S n dk c Zo L dzwse SjOi.W Sd k 5 o n , t,^� Onr t"or � P Iraq e �) car/d e ov�>.� i S i +c,c� N.2 �16s�O Ckj/\c 6Ve to lV Q 4 ca_\ (-e ck-5o,15 /tv Gly a r A-e \--J 1-$ l 1CeAIe. ll�e �"5s OL16--�'OA fk55eLA /'n5fc; caul A CA wi' I CJ %Je Ci 14A qi rlraol -\ . v 4P , lot.? lj Zo 1-4 ONSITE WASTEWATER TREATMENT SYSTEM (OWTS) CEH CONSTRUCTION PERMIT APPLICATION CHECKLIST 76 Service Center Rd - Aspen, CO • 81611 Phone: 970.920.5070 Fax: 970.920.5374 A complete application package must be presented at the time of your pre -application conference for acceptance. To schedule a pre -application conference, please call 970-920-5070. PLEASE INITIAL EACH ITEM TO INDICATE COMPLETION Only one copy of each item is necessary. (�OWTS Construction Permit Application (completed) Site Phan Ra Please indicate the type of document to be submitted below. ❑ 11" X 17" and/or Electronic document emailed to ehnr(a)co.oitkin.co.us before the date of the pre -application conference All designs must be 1" to 20' in scale. ® Site plan must include locations of existing wells, buildings, property lines, ditches, water lines, springs, irrigation lines, drinking water cisterns, drain tiles, water bodies, wetlands, riparian areas, floodplains, dry gulches, and existing OWTSs. -S _oil Testing Notification & Report (must be provided by a PE) This Department should be notified when soil tests are conducted. A 2"- 4" perforated PVC pipe should be placed in the soil profile hole for monitoring purposes. © Report must include percolation test results and the soil profile evaluation. —Building Floor Plans ® 11" X 17", or submitted electronically to ehnr(@co.pitkin.co.us before the date of the pre -application conference. —Land Use Approvals & Other Relevant Permits & Approvals \� Recorded Site Plan that designates approved envelope(s) for development. J1� If the property is exempt from this requirement, please have a Community Development Planner email ehnr(a_co.pitkin.co.us with confirmation of the exemption. [] 24" X 36" and ❑ 11" X 17", or electronic document emailed to ehnr(a.co.pitkin.co.us before the date of the pre -application conference ❑ Copies of all land use approvals, as well as all other documentation relevant to the siting of the OWTS(s) and any other development on the property (e.g., Resolutions, Administrative Decisions, recorded easements). Comments from EH/NR regarding Land Use review referrals can be accessed by opening http://www.aspenpitkin.com/pdfs/depts/7Aanduse.pdf and clicking the blue link in the "Referrals" column. Referral comments more than 2 years old may need to be requested from the County Planning Department. —Construction Management Plan Required & Obtained ❑ Not Required Requirements: http,//www.aspeni)itkin.com/i)dfs/deptsl7/CMP Manual.pdf Forms: http://www.aspenpitkin.com/depts/7/bldgdiv.cfm Proof of Adequate Water Supply Legal water supply must be demonstrated in accordance with Colorado water law and meet the requirements of the Pitkin County Land Use Code. 1 Private systems: Proof generally includes a well driller's report, well permit issued by the Colorado Division of Water Resources, final augmentation plan (if required), and a recent pumping report. Wells must be drilled before an application will be accepted. ❑ Public systems: Proof generally includes a letter from the CWQCD - approved public water system confirming it has sufficient water to supply the development and it has agreed to do so. —Initial Site Inspection ® All components of the OWTS, as well as the proposed buildings, water source, and other pertinent physical features must be clearly staked and labeled prior to the inspection. Inspectionst be scheduled between May 1st and Oct 31st, unless otherwise approved by EH/NR. able _ApplicFee AVr A ❑ OWTS Construction Permit: $1,023* ❑ Tank Only: $523* *There is an additional Administrative Fee of $175.00 for properties in the Town of Snowmass Village. Please Make Checks Payable To: Pitkin County Environmental Health & Natural Resources Department TO SUBMIT A BUILDING PERMIT APPLICATION PRIOR TO OBTAINING AN OWTS CONSTRUCTION PERMIT THE FAST TRACK WAIVER MUST BE SUBMITTED TO COMMUNITY DEVELOPMENT WITH YOUR BUILDING PERMIT APPLICATION. Please note that this waiver only allows for the submittal of the Building Permit Application. It does not allow for the issuance or approval of the Building Permit without OWTS Construction Permit approval from the EH Department. G:\OWTS March 8, 2008 NEW REG5\Office - Admin\Forms\OWTS Const Forms\OWTS Construction checklist.xls Updated:3/20/09 r)o15. 2 C 15, Pc),,\/ 2— REQUEST REQUEST FOR AN AMENDMENT TO AN EH/NR OWTS CONSTRUCTION PERMIT 76 Service Center Rd • Aspen, CO • 81611 Phone: 970.920.5070 Fax: 970.920.5374 This form should be used for requesting an amendment to an OWTS Construction Permit if there have been significant changes to on OWTS design that differ from what was approved as part of the OWTS Construction Permit. An hourly fee of $162/hour will be invoiced upon review of the new design and reissuonce of the amended permit. The system requirements must conform to the current OWTS Regulation, which can be found at http://www.aspenpitkin.com/pdfs/depts/12/0wtsreq.pdf . Permit Number for Which Amendment is Requested: 002►7.2015.POWT Office Parcel ID# (available from the Pitkin County Assessor's Oce 2645 ' 2 / 2 1 �4 970-920-5160 or at www.nitkinassessor.org): Example: Property Address: 88 Casey Ct. Snowmass, CO Lot: 22A Block: Filing: Subdivision: Shield 0 Terrace Building Permit #: 0027.2015.PRBK Property Owner(s): Entrust Midatalntic LLC Email Address: Owner's Mailing Address:125 S. Carroll St #250 City, State, Zip: Frederick, MD 21701 Home Phone: (757) 229-1637 Business Phone: Collin Frank Company: David Johnston Architects 119 S. Spring St. STE 203 Aspen, CO 81611 Cell Phone: 925-3444 Fax Number: Collin@djarchitects.com PLEASE READ BEFORE SIGNING: I certify that the above information is complete and accurate. I acknowledge that EH/NR may revoke any permit I am issued if my application is found to contain any inaccurate, false, or misleading information. I understand that no construction may be undertaken on the OWTS until the OWTS Construction Permit is amended or a new permit is issued. Owner/Applicant Signature OFFICE USE ONLY: Recived by: Invoice #: Invoice amount: Date: Date received: Date CIVIL ENGINEERING is LAND SURVEYING An Employee -Owned Company MEMORANDUM To: Kurt Dahl, Pitkin County Environmental Health Department From: Tom Scott, PE Revised: June 22, 2017 Permit#: 0015.2015.POWT Project No: 2141047.00 Address: 88 Casey Court Legal: Lot 22-A, Shield O Terraces Subdivision Subject: On Site Wastewater Treatment System (OWTS) Construction Observation The OWTS system for Lot 22-A of Shield O Terraces Subdivision, in Pitkin County, Colorado appears to be installed in substantial conformance with permit number 00 1 5.2015.POWT. The general contractor was G.M. Johnson, Basalt CO. The septic tank, dosing pump, controls, alarms, and the secondary treatment equipment were reportedly supplied and installed by Valley Precast Inc., Buena Vista, CO. We suggest that Valley Precast independently verify the adequacy of those portions of the system. The excavation of the seepage pits were observed by Mathew Langhorst, P.E. on November 2 2015, December 5, 2015, and on December 29, 2015. Mr. Langhorst reportedly observed the excavations of the two seepage pits and verified the absence of ground water and bed rock, and confirmed the presence of adequate soils at depths of 16 feet. The presence of the remaining OWTS components, including a Bio-Microbics© secondary treatment equipment, as verified by Tom Scott, PE on May 15, 2017, May 19, 2017 and May 24, 2017. The risers were observed to be the proper elevation above grade and pump was functioning. However, according to the Utility As -Built Survey, prepared by Hired Gun Surveying, the advanced treatment air blower has been installed beyond the property limits of Lot 22-A. Please see attached photos of the installation. Please let me know if you have questions pertaining to this letter. Thank you, To7Sco , P.E. 1517 BLAKE AVENUE, SUITE 10 1 GLENWOOD SPRINGS, CO 81 601 970-945.8676 • PHONE 970.945.2555 • FAx W W W. HCENG.COM Page 1 of 6 Advanced Treatment Air Blower, May 15, 2015 15 17 BLAKE AVENUE, SUITE 10 1 GLENWOOD SPRINGS, CO 81 601 970-945-8676 • PHONE 970-945-2555 • FAX WWW.HCENG.COM Page 3 of 6 Automatic Diverter Valve, pit and riser; May 19, 2017 North seepage pit; May 19, 2017 1517 BLAKE AVENUE, SUITE 10 1 GLENWOOD SPRINGS, CO 81 601 970.945.8676 • PHONE 970.945-2555 • FAx W W W. HCENG.COM Page 5 of 6 (719)395-6764 WPRECASTinc. P.O. Boz 925 Buena Vista, CO 81211 ADVANTEX OPERATION AND MAINTENANCE PaT7AL CONTRACT Street Address V 6$:��44 yl 5A44404--,-5 C3 VPI Inc. will perform operation and maintenance services for the Onsite Wastewater System serving the subject site as outlined below: Control Panel, Pumps and Alarms: During each visit, all electrical components shall be tested for proper fimctioa. Correct control settings will be verified. Operations data from panel will be recorded. Processing Tank: During each visit, the scum and sludge layers in the processing tank (septic tank) will be measured. A recommendation for pumping will be made when the scum thickness exceeds four inches, or the sludge thickness exceeds 24 inches. Pumping System: During each visit all pumps shall be observed to verify proper performance. The pumps will be operated manually. The Biotube screen will be removed and cleaned if needed. Recirculating Filter. The filter will be observed for signs of excess organic build-up or improper performance. The media will be cleaned as necessary. The system will be observed to verify proper distribution across the media and distribution laterals will be flushed. Drain Fleld: The surface area around the drain field will be observed for signs of failure such as lush vegetation growth or effluent ponding Liquid levels within the field will be observed if pump discharge water is obstructed Items that we not included in this contract include: t. Corrective and/or repair maintenance if necessary. other than covered under warranty. 2. Effluent sampling and analysis if applicable. 3. The cost of tank pumping. Alarms: Alarms will be responded to via VeriComm remotely at no charge, flan onsite visit is needed VPI will respond twice at no charge before service calls pricing begins. ;Any materials not under warranty will be billed to owner. Service Calls: Service calls will be billed at a rate of $80.00 per hour and $50.00 per hour for travel time. A visit to the site other than the routine visits provided by this agreement or a system warranty issue will be deemed a service call. Examples would include (but are not limited to) damage caused by acts of vandalism. failure of tank or failure of another party's work, ie. electrician, plumber, excavator, eta Ifo safety concern is present owner will be contacted to resolve issue. The goal of VPI is to observe the operation and perform maintenance for the Onsite Wastewater System to allow for proper long- term fmrction of the system and compliance with the conditions of the installation permit and recommendations of the manufacturer. VPI will perform O&M services as outlined for 5285 per visit, with two visits per year ($570 per year). Payment in full for the first ( 3 ) years is required prior to initiation of the agreement. This agreement period will be for the (3} subsequent to pg the s into operation. J ( 61 alatci y4 esti 67- �1 lease P(eNt Name and Mailing Ad P Owner Signature Telephone Number VPI Representative Date ZAShared Domments\Service Progmm\Smvice Paperwork\O&M\PTTK N EAGLE-GARFfELD CTYIADV RGTL,kL - O&M Agreement doc x17-05-25 14:29 ■% ns Street Address Valley Precast Inc. 7193953727 >> 9709205374 P 1/1 Valley Precast (719) 395-6764 MICRO)hAST OPERA'T'ION AND ]MAINTENANCE AGREEMENT 91(P S-� Legal Address v VPI Inc. will perform operation and maintenance services for the Onsite Wastewater System serving the subject site as outlined below: Control Panel, Blower, Pumps and Alarms: During each visit, all electrical components shall be tested for proper function. Correct control settings will be verified. Operations data from panel will be recorded. Processing Tank: During each visit, the scum and sludge layers in the settling tank (septic tank) will be measured. A recommendation for pumping will be made when the scum thickness exceeds four inches, or the sludge thickness exceeds 20 inches. Pumping is not included in this agreement. Pumping System: During each visit all pumps shall be observed to verify proper performance. The pumps will be operated manually. Bio-Mierobics ]FAST System: During each visit the screens located on the blower housing as well as the openings of the vent will be cleaned. Blockage of the air to the inlet or vent could also reduce the efficiency of the treatment process if the oxygen is not allowed to replenish for aeration. The system will be checked for vibration and the amperage draw of the blower to be sure it is within acceptable limits as noted on the blower nameplate. Drain Field: The surface area around the drain field will be observed for signs of failure such as lush vegetation growth or effluent ponding. Liquid levels within the field will be observed through the observation pipe and levels recorded. Alarms: VPI will respond to alarm conditions at no cost during the agreement period, provided that the reason is inherent system malfunction and not caused by events external to the system such as lightning, flood, vandalism, tank failure, etc. In these events, alarm calls will be charged at $80.00 per hour and $50.00 per hour for travel time. Service Calls: Service calls will be billed at a rate of $80,00 per hour and $50.00 per hour for travel time. A visit to the site other than the routine visits provided by this agreement or a system warranty issue will be deemed a service call. Examples would include (but are not limited to) damage caused by acts of vandalism, failure of tank or failure of another patty's work, i.e. electrician, plumber, excavator, etc. Items that are not included in this contract include; 1. Corrective and/or repair maintenance if necessary, other than covered under warranty. 2. Effluent sampling and analysis if applicable, 3. The cost of tank pumping. The goal of VPI is to observe the operation and perform maintenance for the Onsite Wastewater System to allow for proper long-term function of the system and compliance with the conditions of the installation permit and recommendations of the manufacturer. VPI will perform O&M services as outlined for $580.00 per year. Payment in full for the first (1, 2, 3, 4 or 5) years is required prior to initiation of the agreement. This agreement period will be for the (1, 2, 3, 4 or 5) year period subsequent to placin the system into operation. We offer a 10% discount for a five contract. Property Owner (Please Print Name) bate Telephone Number Date Z:\Shared Documents\Service Program\Service Paperwork\O&M\PITKIN-EAGLE- GAR Fl1-.1,1) CTY\FAST O&M Agreement.doc 7-05-25 09:02 Valley Precast Inc. 7193953727 >> 9709205374 P 1/1 AVALLEY ;FPRECAST, mc. 28005 C.R. 317 P.O. Box 925 Buena Vista, CO 81211 719-395-6764 www.valleyprecast.com May 25, 2017 To Whom It May Concern: We have been to the following sitc(s): 88 Casey Court Pump startup has been completed We have verified that the system was started properly. The System went through several cycles with no issues. Sincerely, .Terry Fleck Service Manager coioraae. --�,, SY9il=MB 1NC VA. u=ce — South seepage pit; May 19 2017 1517 BLAKE AVENUE, SUITE 10 1 GLENWOOD SPRINGS, CO 81 601 970-945-8676 • PHONE 970-945.2555 • FAX WWW.HCENG.COM Page 6 of 6 North septic tank riser, May 19, 2017 South septic tank riser; May 19, 2017 1517 BLAKE AVENUE, SUITE 10 1 GLENWOOD SPRINGS, CO 81 601 970-945-8676 • PHONE 970.945.2555 • FAX WWW.HCENG.COM Page 4 of 6 High Country Engineering, Inc. Seepage Pit Excavation, November 2, 2015 Seepage Pit Excavation, December 5, 2015 GLENWOOD SPRINGS, C:U d 1 (OU 1 970.945-8676 • PHONE 970-945-2555 • FAX WWW.HCENG.COM Page 2 of 6 r a � } •.t s y yM ,r T —41 f� e ' �p ��\ •'�"� �� � � r 4: t ice` " .c. J'r v ,r;i �c 7► Y 1 S jQ43CAKE-AVitNUE,UITE 101 GLENWOOD SPRINGS, C:U d 1 (OU 1 970.945-8676 • PHONE 970-945-2555 • FAX WWW.HCENG.COM Page 2 of 6 N I Oq LnV O N N M m n m 3 m Z C 5 m m o_ 0 0 3 N m < m Q O O_ = c 0 3 d d N Q N O In N. ((D c O N Q � c oo r' o N N OED r N 1 71 1 O to D m O ;o 3 m N < d 7 - a < 3 vii d O = -7- Z In Q c m0 CL n m C ;; ON 7 OG Q m 00 j Ln o 3 c s d ^ m p m '3 S _. — rD M M O a w m N 7 a nct 3 m m m m 3m cu rD ry 6 ^ a c 3 m m r* rD o o N o rD o m : ` i O N C r � rD Q rD S m 3 0 o m N Q rr = c N m m O D O z -.4 n 3 d M N d C m S C m m m m cr (D m D M v M A m < d C 0 N � or O O N V 7 O ii m m < m O E- m m A m N n S m A 1 K ImA N N M m n m 3 m Z C 5 m m o_ 0 0 3 N m < m Q O O_ = c 0 3 d d N Q N O In N. 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Detached Accessory Unit Size of Accessory Unit: _ FIELD ONLY ❑AMENDMENT ❑YES ®NO Sq. Ft. This system is designed to serve 3 -bedrooms. The office is not considered a bedroom for the purposes of this permit. Designed By: Phone #: Fax #: Perc Rate: High Country Engineering Project #: 214014 Dated: 970-945-8676 Mailing Address: ddress: 1.25 LTAR Profile Hole Depth: 8�� Depth to Groundwater or Bedrock: 11/10/2014 ➢ 8' Minimum Tank Capacity: 1000 gallons Minimum Absorption Area. 360 ft2 (Reduction for HLT Permit Conditions: This OWTS Construction Permit is approved on the condition of compliance with the engineer design as submitted with the application and the specifications cited above. Changes must be approved by this Department and the engineer prior to construction. This permit is for a new OWTS to serve a new 3 -bedroom residence. Sewage will flow via gravity to a 1500 -gallon 3 - compartment septic tank with a 0.5 Biomicrobics treatment system installed in the second- n�a pump installed in the third compartment. Effluent will be pumped to a 9'X 9'X 8' seepage pit (369 ft'). Due to ttie 6pztile"" depth being only 8 feet and not deep enough to identify if groundwater or a restrictive layer exists below the proposed seepage pit, the engineer shall confirm adequate soils to a minimum depth of 16 feet prior to the installation of the seepage pit. If groundwater or a restrictive layer is identified, stop excavation and call the Environmental Health Department. The seepage pit shall be a minimum of 100 feet to any well or stream, 10 feet to the property line and 20 feet to the residence. The septic tank shall be a minimum of 10 feet to the property line and 5 feet to the residence. 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 betwee omponentsvQlhe system and phyeatures shall conform to the requirements of the Pitkin County OWTS Regulation. This Permit is conditioned upon the property owner(s) providing for regular inspection, cleaning, and maintenance of the system by qualified personnel, in accordance with the manufacturer's recommendations and the requirements of the Pitkin County OWTS Regulation. Issuance of this OWTS Construction Permit does not constitute a guarantee, warranty, or representation by the Department that the system will operate properly or will not fail. Issuance of this permit does not imply compliance with Pitkin County building'Anck r 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 LIMQED 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 n ess 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: Kurt Dahl, REHS Date: 08/06/15 Expires: 08/06/2016 Installer: License #: Reactivation Authorized by: Final Approval Issued By: Date: New Expiration Date: F-1 Fee Pia OZ 4, 2015, PO W7' �Lo ONSITE WASTEWATER TREATMENT SYSTEM (OWTS) CONSTRUCTION PERMIT APPLICATION EII/NR ' 76 Service Center Rd - Aspen, CO • 81611 Phone: 970.920.5070 Fax: 970.920.5374 0�1 Parcel ID# (available from the Pitkin County Assessor's Office e 970-920-5160 or at www.pitkinassessor.org): 4 Purpose of Permit: [CNEW ❑ REPAIR DUE TO FAILURE ❑ REMODEL/ADDITION ❑ TANK ONLY ❑ FIELD ONLY Cost of System Repair or Remodel/Addition (approximate): L Property Address: Lot:�� Block: Filing: Subdivision: / t 1C/1/1/iGe Property Owner(s)': Email Address:/ Owner's Mailind ss: City, State, Zip: Z L,%? I'll 1 U Home Phone:S / • ZZS • Business Phone: 'Contact information must be provided for the owner sipnin{] this application Primary C ct Person/App icant (if not owner): Ictu Company:�(� y Cont ct/Applicant Mailing Address: City, State�,Zip: Cc I ?o [ Lt z Cell Phone: I V - ii i• 307 - Business Phone: Fax Number: Email Address: Building Permit # (if applicable): D D 2' 6 K Lot Size (in acres): 0 el -c JTZ -e 5 Size of Building (square feet)-4-35 Number of Potential Bedrooms: Detached Accessory Unit? F1 YES P<NO Size of Accessory Unit (square feet): Number of Potential Bedrooms In or Fixture List for the Accessory Unit: Water Source: [$PRIVATE WELL ❑ SURFACE WATER ❑ SPRING ❑ COMMUNITY/PUBLIC WATER SYSTEM Name of Community/Public Water System (if applicable): Engineering Firm:/J�Job Number: Phone tuber: Fax Number: A w ,� � t� t 0/¢ 5 -kl(- S SSS Mailing Address: I itm tate, Zip: PLEASE READ BEFORE SIGNING: 1 certify that the above information is complete and accurate and that I have provided complete and accurate information in all of the documents included in my application package. I acknowledge that EH/NR may revoke any permit I am issued if my application is found to contain any inaccurate, false, or misleading information. I understand that no construction may be undertaken on an OWTS until an OWTS Construction Permit is issued. Owner Signature (Required): Date: Applicant Sign atur : Date: d 7'4.0/tot FOR OFFICE USE ONLY Received by EN/HR Staff: Fee & Receipt #: Date: OZ 5 G:\OWTS March 8, 2008 NEW REGS\Office - Admin\Forms\OWTS Const rms\OWTS construction permit application.As Updated: 10/7/08 a .1110 v I IIi I I I � I 0 at �— F • t al �y kill.; ri ��S 9 i 11S H N _o ;'i's P� BONBON RESIDENCE g Old = O �WA s LOT 22A SHIELD -0 -TERRACE I ASPEN, CO a , • i $ ? " w I i P I _ x I H N _o ;'i's P� BONBON RESIDENCE g Old = O �WA s LOT 22A SHIELD -0 -TERRACE I ASPEN, CO a , • i $ ? " w Ilf �ril�®{k�Yp■p■�p■ - O H N _o ;'i's P� BONBON RESIDENCE g Old = O �WA s LOT 22A SHIELD -0 -TERRACE I ASPEN, CO a , • i $ ? " w m i _ i 3�� I jgl5 z ,` ?,II E radl i - N ; ____ ______ i - N O n x Q SONSON RESIDENCE brA $tlR o D LOT 22A SHIELD -O -TERRACE I ASPEN, CO jI Y o ermW mWA All � _____ ___ i _ i 3�� I jgl5 z ,` ?,II E radl i - N v ; ____ ______ - N O SONSON RESIDENCE brA $tlR o D LOT 22A SHIELD -O -TERRACE I ASPEN, CO jI Y o ermW mWA D DO < z �m 1> D<D O _ z0 - - m -1 r— 0 A, Cl mIU z�� c rom VOA mz< 4S 153.7• mA 0 0 ADO ozm m mN V 0O A ��� r r N O In �O� z� z r0 m ?moo o�� { DSV li z <m O X > o O F N p y N D M: mz z O Deo m O O \_ �O ?o�Z O I,N r r A c z / 5 m m 0 _ a m= OD KN -0m z 10T1m C O Cr0 ` y= r -1m O mmm D:0 zm z0 O =7d / A m O x m 00 m CI L< . / Em?a Ozm0 j,�04yyyy) �zxm 0;D< fm/1 FT=j G / / m D�1- OmAO z- Om A 7C A O C A / 0� z z � O / C[TT R = 0 / 1- 1- u)9 N VZNm 0 oz 0 A, Cl mIU z�� c rom VOA mz< 4S 153.7• J mA 0 0 c= m ozm m mN V 0O A ��� r r N O In �O� z� z r0 J mA 0 c= m A o0 SAVA Do m Am <o oc� z_ 00 m II19OG q M go ji-p PH meg mm �m -gs� `eg g $g 4g 4, `e 'oms 12. mii7 "�: -- * _-® z`., r;• _ z. I $t^ p i ='%• 'r fiyoki c �� F� �o� 9� `�4$ 'ey�� eK _ x gg�g 4 9B 9 o� B'� A= 9 �" y v I r w Di €� 'ry Q � C s *N I I m REIN 2 Y �o �o_ A H� BN n 4 ,,o •,;•.y�o pp Qp A _ - g m I y'F a p v ddidm >A :. N m 5 i �zz v DAVIDJOHNSTON ARCHITECTS MRL ro SNOWMASS. COLORADO HIGH COUNTRY ENGINEERING, INC. NO.1 DATE I REVISION IBr O 1517 BLAKE AVENUE, STE 101. E NOl 7-29-15 1 ADDMON OF ILII—ION TANK MRL 2.2 "198 '0 LOT 22•A SHEILDO•TERRACES GLENWOOD SPRINGS, DO 81601 R ' =!N Merrrm_7 r V i SITE LAYOUT AND UTILITY PHONE(970)9458676- FAX 197019452555 X111 PI4 J� E—N.—NCE 0 PLAN WWW.HCENG.COM Dwc unD mvieeK unun SP1 li \_ N zIx / 0 _ a > Cr0 ` / mmm D:0 / O / DD OVI m;CGI m CI L< . / Em?a Ozm0 j,�04yyyy) �zxm 0;D< fm/1 FT=j G / / D�1- OmAO z- Om Vlr2 O 7C A O C A / j OC) z z � O / C[TT R = / 1- 1- u)9 N VZNm 0 oz / moc 0 / m / / II19OG q M go ji-p PH meg mm �m -gs� `eg g $g 4g 4, `e 'oms 12. mii7 "�: -- * _-® z`., r;• _ z. I $t^ p i ='%• 'r fiyoki c �� F� �o� 9� `�4$ 'ey�� eK _ x gg�g 4 9B 9 o� B'� A= 9 �" y v I r w Di €� 'ry Q � C s *N I I m REIN 2 Y �o �o_ A H� BN n 4 ,,o •,;•.y�o pp Qp A _ - g m I y'F a p v ddidm >A :. N m 5 i �zz v DAVIDJOHNSTON ARCHITECTS MRL ro SNOWMASS. COLORADO HIGH COUNTRY ENGINEERING, INC. NO.1 DATE I REVISION IBr O 1517 BLAKE AVENUE, STE 101. E NOl 7-29-15 1 ADDMON OF ILII—ION TANK MRL 2.2 "198 '0 LOT 22•A SHEILDO•TERRACES GLENWOOD SPRINGS, DO 81601 R ' =!N Merrrm_7 r V i SITE LAYOUT AND UTILITY PHONE(970)9458676- FAX 197019452555 X111 PI4 J� E—N.—NCE 0 PLAN WWW.HCENG.COM Dwc unD mvieeK unun SP1 Go;cfAech HEPWORTH-PAWLAK GEOTECHNICAL SUBSOIL STUDY Hepworth-Pawlak Geotechnical, Inc. i020 C OUIltt` Road 154 Glenwt,oil Springs, Colorado 81601 Thane: 970-945,7988 Fax: 970-945-8454 email: ltpgCodhpgeatec h.cotn FOR FOUNDATION DESIGN PROPOSED RESIDENCE LOT 22-A, SHIELD -O -TERRACES 85 CASEY COURT PITKIN COUNTY, COLORADO JOB NO. 114 385A OCTOBER 17, 2014 PREPARED FOR: DAVID JOHNSTON ARCHITECTS ATTN: DAVID JOHNSTON 119 SOUTH SPRING STREET, SUITE 203 ASPEN, COLORADO 81611 (david(a?d i architects.com) Parker 303-841-7119 0 Colorado Springs 719-633-5562 • Silverthorne 970-468-1989 TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY FIGURE 1 ........................................................................ - - PROPOSED CONSTRUCTION 1 ................................................................................. - - ................................................................................................... - 2 - -FIELSITECONDITIONS FIELD D EXPLORATION 2 ............................................................................................ - - -SUBSURFACE SUBSURFACE CONDITIONS 2 .................................................................................. - -FOUNDATION FOUNDATION BEARING CONDITIONS............................................................... - 3 - -DESIGN DESIGN RECOMMENDATIONS 3 ............................................................................. - - FOUNDATIONS.................................................................................................... - 3 FOUNDATION AND RETAINING WALLS......................................................... - 5 - FLOORSLABS...................................................................................................... - 6 - UNDERDRAINSYSTEM...................................................................................... - 6 - SITEGRADING.................................................................................................... - 7 - SURFACEDRAINAGE......................................................................................... - 7 - -SEPTIC SEPTIC DISPOSAL SYSTEM................................................................................... - 8 - -LIMILIMITATIONS TATIONS.......................................................................................................... - - 8 - FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURE 4 - SWELL -CONSOLIDATION TEST RESULTS FIGURE 5 - GRADATION TEST RESULTS FIGURE 6 - USDA GRADATION TEST RESULTS TABLE 1- SUMMARY OF LABORATORY TEST RESULTS Job No. 114 385A C—tech PURPOSE AND SCOPE OF STUDY This report presents the results of a subsoil study for a proposed residence to be located on Lot 22-A, Shield -O -Terraces, 85 Casey Court, Pitkin County, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the foundation design. The study was conducted in accordance with our proposal for geotechnical engineering services to David Johnston Architects dated September 11, 2014. A field exploration program consisting of exploratory borings was conducted to obtain information on the subsurface conditions. Samples of the subsoils obtained during the field exploration were tested in the laboratory to determine their classification, compressibility or swell and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. PROPOSED CONSTRUCTION The proposed residence is assumed to consist of a two story structure over a walkout basement level or crawlspace. Ground floor could be slab -on -grade. Grading for the structure is assumed to be relatively minor with cut depths between about 4 to 12 feet. We assume relatively light foundation loadings, typical of the proposed type of construction. When building location, grading and loading information have been developed, we should be notified to re-evaluate the recommendations presented in this report. Job No. 114 385A G&Aech -2 - SITE CONDITIONS The building site is located on an east -facing hillside with slopes in the building area of about 20 percent. Above the building area, the slopes are about 40 percent. Some cut and fill has been done in the past to provide access for drilling the existing well. Vegetation consists of scrub oak, sage brush and weeds. The adjoining lot directly downhill of the building area is developed with a single family house. FIELD EXPLORATION The field exploration for the project was conducted on September 26, 2014. Two 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. Samples of the subsoils were taken with 1% inch and 2 inch I.D. spoon samplers. The samplers were driven into the subsoils at various depths with blows from a 140 pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. The subsoils encountered, below about 1 foot of topsoil (root zone), consist of to 9 feet of stiff sandy silty clay overlying relatively dense silty sandy gravel with cobbles. Job No. 114385A Gc' c5tech -3 - Drilling in the dense granular soils with auger equipment was difficult due to the cobbles and possible boulders and drilling refusal was encountered in the deposit at Boring 1. Laboratory testing performed on samples obtained from the borings included natural moisture content, density and gradation analyses. Results of swell -consolidation testing performed on a relatively undisturbed drive sample of the clay, presented on Figure 4, indicate low compressibility under existing low moisture content and light loading and a moderate to high collapse potential (settlement under constant load) when wetted. Results of gradation analyses performed on small diameter drive samples (minus 1 % inch fraction) of the coarse granular subsoils are shown on Figure 5. The laboratory testing is summarized in Table 1. No free water was encountered in the borings at the time of drilling or when checked 18 days later and the subsoils were slightly moist to moist. FOUNDATION BEARING CONDITIONS The upper clay soils encountered in the building area do not appear suitable for support of structures and should be removed from within the building footprint. Foundations should be designed to bear on the underlying gravel soils. Structural fill composed of the on-site gravels or a suitable imported material may also be feasible to re-establish design bearing level. 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 granular soils. Job No. 114 385A G&rteCh The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural granular soils should be designed for an allowable bearing pressure of 3,000 psf. Based on experience, we expect settlement of footings designed and constructed as discussed in this section will be about 1 inch or less. 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 42 inches below exterior grade is typically used in this area. 4) Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 10 feet. Foundation walls acting as retaining structures should also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) The topsoil, clay soils and any loose or disturbed soils should be removed and the footing bearing level extended down to the relatively dense natural granular soils. The exposed soils in footing area should then be moistened and compacted. Structural fill can be placed to re-establish design footing grade. The structural fill should be limited to about 4 feet deep below footings and can consist of the on-site gravel soils (or a suitable imported granular soil) devoid of organics and oversize rocks. Structural fill placed below footing areas should be compacted to at least 100% of the maximum standard Proctor density at a moisture content near optimum. The structural fill should extend out laterally from the edge of the footing a distance of at least half the depth of the fill. 6) A representative of the geotechnical engineer should observe all footing excavations prior to fill or concrete placement to evaluate bearing conditions. Job No. 114 385A GG-'C9tech -5 - 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 a moisture content near optimum. Backfill in pavement and walkway areas should be compacted to at least 95% of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large equipment near the wall, since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the backfill. The lateral resistance of foundation or retaining wall footings will be a combination of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.45. Passive pressure of compacted backfill against the sides of the footings can be calculated using an equivalent fluid unit Job No. 114 385A Gtech 0M. 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 on-site granular soils, exclusive of clay and topsoil, are suitable to support lightly loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch aggregate with at least 50% retained on the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on-site granular soils or a suitable imported granular soil devoid of vegetation, topsoil and oversized rock. 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 also create a perched condition. We recommend below -grade construction, such as retaining walls, crawlspace and basement areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. Job No. 114 385A Ge" teCh -7 - 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 in the less steep, lower part of the lot as planned and cut and fill depths are limited. We assume the cut depths for the basement level will not exceed one level, 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. Prior to fill placement, the subgrade should be carefully prepared by removing all vegetation and topsoil and compacting to at least 95% of the maximum standard Proctor density. The fill should be benched into the portions of the hillside exceeding 20% grade. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and protected against erosion by revegetation or other means. The risk of slope instability will be increased if seepage is encountered in cuts and flatter slopes may be necessary. If seepage is encountered in permanent cuts, an investigation should be conducted to determine if the seepage will adversely affect the cut stability. This office should review site grading plans for the project prior to construction. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: Job No. 114 385A GecPtech 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. A swale may be needed on the uphill side of the house to route surface water around the residence. Free -draining wall backfill should be capped with about 2 feet of the on-site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 10 feet from foundation walls. Consideration should be given to use of xeriscape to reduce the potential for wetting of soils below the building caused by irrigation. SEPTIC DISPOSAL SYSTEM The profile boring drilled in the designated area of the septic system showed 1 foot of topsoil and 5 feet of gravelly sandy loam overlying relatively dense silty gravelly sand down to the maximum depth explored, 9 feet. These soils should be suitable for a septic disposal infiltration system designed by a civil engineer. 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 Job No. 114 385A Gegtec h 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 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. •�A`(�'No�oeesee'V E,q °® eQ 24443 Daniel E. Hardin, P.E. r a/ 4/ Reviewed by: "1;4,, %N %NAL Steven L. Pawlak, P.E. DEH/ljg cc: Jim Romeo (jim@ijrstructural.com) Job No. 114 385A G95bech APPROXIMATE SCAT F 8200 8190 8180 8170 - - 8160 - - 8150 .........., ��- 8140 8130 _ - uRr 114 385A I Gowectl I LOCATION OF EXPLORATORY BORINGS I Figure 1 HEPWORTN•PAWLAK GEOTECHNICAL BORING 1 PROFILE BORING ELEV.= 8138' ELEV.= 8140' 0 0 10/12 WC=5.8 8/12 DD=93 WC=9.1 -200=59 GRAVEL=20 5 5 SAND=40 16/12 SILT=32 CLAY=8 oo•; o" 38/12 WC=6.9 iu 1 C +4-27 10 45/12 -200=32 ' -C °' WC=10.7 °fie. L m -20D=19 a o 15 AA6° 15 72/12 WC=2.8 +4=51 -200=14 20 20 Note: Explanation of symbols is shown on Figure 3. ��H�pp�� 114 385A Go O&e h" LOGS OF EXPLORATORY BORINGS Figure 2 HEPWORTH-PAWLAK GEOTECHNICAL LEGEND: ® TOPSOIL; organic sandy silty clay with roots, medium stiff, slightly moist, dark brown. FCLAY (CL); silty, sandy, with gravel, stiff, slightly moist, brown, porous. oa GRAVEL (GC -GM); sandy, clayey to silty, with cobbles, dense, slightly moist, mixed browns, difficult drilling. Relatively undisturbed drive sample; 2 -inch I.D. California liner sample. Drive sample; standard penetration test (SPT), 1 3/8 inch I.D. split spoon sample, ASTM D-1586. 10/12 Drive sample blow count; indicates that 10 blows of a 140 pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. TPractical drilling refusal. Cave depth when checked 18 days after drilling, NOTES: 1. Exploratory borings were drilled on September 26, 2014 with 4 -inch diameter continuous flight power auger. 2. Locations of exploratory borings were measured approximately by pacing from features shown on the site plan provided. 3. Elevations of exploratory borings were obtained by interpolation between contours shown on the site plan provided. 4. The exploratory boring locations and elevations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory boring logs represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the borings at the time of drilling or when checked on October 14, 2014. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DD = Dry Density (pcf) +4 = Percent retained on the No. 4 sieve -200 = Percent passing No. 200 sieve Gravel = Percent retained on No. 10 Sieve Sand = Percent passing No. 10 sieve and retained on No. 325 sieve Silt = Percent passing No. 325 sieve to particle size .002mm Clay= Percent smaller than particle size .002mm 114 385A I H eChLEGEND AND NOTES Figure 3 HEPWORTH•PAWLAK GEOTECHNICAL Moisture Content = 5.8 percent Dry Density = 93 pcf Sample of: Sandy Silty Clay From: Boring 1 at 2 Y2 Feet 0 2 4 Compression upon 0 6 wetting c 0 8 Q E 0 U 10 12 14 16 18 20 0.1 1.0 10 100 APPLIED PRESSURE - ksf H 114385A C Ch SWELL -CONSOLIDATION TEST RESULTS Figure 4 He worth—Pawlak 6eotechnlcal Z 2 � U W W ~ O LU O uj � r a -J U. mm a~J U. 2 O F- } O 3 a � LiJ M U) a E a (5 O f4 ca A >' w cu >+ cu u) M c/) IM U U E5 -0> a cu �� > cu" c > 0) ICU (q cn C7 (n CD co CD o 0 Z O J e N Q N Ce) a Z U) J LU N 0 Ll N> L)y O) O Nt CN a Z N Lf) �-- r- C'7 a ❑ o ca V) o in c � r- a 0 J LL] oT LO N C7 N z CA Qc Z ❑ J W } � LW„ c co � 00 c- of a4z Q N CA (O zno a x \ O lf) Q w ❑ N r C) O J LU J_j Z 0. rn O m O d i —Torm No. OFFICE OF THE STATE ENGINEER GWS -28 COLORADO DIVISION OF WATER RESOURCES 818 Centennial Bldg.; 1313 Sherman St., Denver, Colorado 80203 (303)866-3581 APPLICANT WELL PERMIT NUMBER 297726 - - DIV_ 5 WD 38 DES. BASIN MD Lot: 22A Block: Filing: Subdiv: SHIELD -0 -TERRACES APPROVED WELL LOCATION PITKIN COUNTY NE 1/4 NW 1/4 Section 27 ENTRUST MIDATLANTIC LLC Township 9 S Range 86 W Sixth P.M. C/O CHARLES & JULIE SONSON DISTANCES FROM SECTION LINES 125 SOUTH CARROLL ST SUITE 250 648 Ft. from North Section Line FREDERICK, MD 21701- 2087 Ft. from West Section Line (800) 622-9740 PERMIT TO USE AN E EXST UTM COORDINATES (Meters.Zone:13,NAD83) Easting: Northing: 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 assure the applicant that no injury will occur to another vested water right or preclude another owner of a vested water right from seeking relief in a civil court action. 2) The construction of this well shall be in compliance with the Water Well Construction Rules 2 CCR 402-2, unless approval of a variance has been granted by the State Board of Examiners of Water Well Construction and Pump Installation Contractors in accordance with Rule 18. 3) Approved pursuant to CRS 37-92-602(3)(b)(II)(A) as the only well on a residential site of 2.31 acre(s) described as lot 22A, Shield -O -Terraces Subdivision, Pitkin County. 4) Approved for the installation of a pump in, and the use of, an existing well, constructed on April 26, 2007, to a depth of 120 feet, under permit no. 273220 (canceled). Issuance of this permit hereby cancels permit no. 273220. 5) The use of ground waterfrdm this well is limited to ordinary household purposes inside one single family dwelling. The ground water shall not be used for irrigation or other purposes. 6) The maximum pumping rate of this well shall not exceed 15 GPM. 7) The return flow from the use of this well must be through an individual waste water disposal system of the non -evaporative type where the water is returned to the same stream system in which the well is located. 8) This well shall be located not more than 200 feet from the location specified on this permit. NOTE: Section 27 is an irregular "Short and Wide" section. NOTE: Parcel Identification Number (PIN): 49-2645-272-01-004 NOTE: Assessor Tax Schedule Number: R006750 APPROVED DMW A � . �t State Engineer By Receipt No. 9503972 DATE ISSUED 06-09-2015 EXPIRATION DATE O C Q <za z<o 0 awj nip az° zN<a oc o°nz rv� ym0 Z&m C zF www mi ap�3OzN <5: y wozo O 0, z W. 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