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pitkin.eh.264327400010 (2002-08) (CDU-Barn)
Pitkin County Environmental Health Department Permit for an Individual Sewage Disposal System 0405 Castle Creek Road, Suite 10, Aspen, Colorado 81611 Phone 970-920-5070 / FAX 970-920-5077 Permit # 02022 Parcel ID # 2643-274-00-010 Type of permit New Name of Owner Attn: Chris Howitt Pacific Development Gro Street Address 2070 McLain Flats Road Property legal description Lot 10, Block 2, White Horse Springs Size of lot 15.9 acres Total square footage of the house Water source Community/Public Water System # of potential bedrooms in n/a 5 stall BARN Caretaker unit detached Total square footage of the caretaker unit 688 # of potential bedrooms in caretaker unit 1 Designed for what# rooms (list) 1 - .Bedroom£arretakerVBam--5-staft &-#ixt-ures-(3 sinks; toilet; shower; laundry) j .�,'1°�r., o .✓ � Z:.( »EjI-+-F�,�/ GLL�1n�_T�..,Qy,Li,,.� '�F`- +�- ,/�,er:.o,t,(- Designed by Schmueser Gordon Meyer "118 W 6th, Suite 200" GWS 81601�''e`� Perc rate 38 Profile hole depth 10 ft Depth to groundwater or bedrock +10 ft Minimum Septic tank capacity two total, 750 at each Minimum Absorption area 1052 sq ft/ 50% = 526 Comments Septic permit approved per compliance with the engineer design and specifications dated 3/6/02 and stamped 3/13/02. Any changes must be approved by this department and the design engineer prior to them being made. Minimum horizontal disiances between components of the system and physical features shall conform to the Pitkin County ISDS regulations. Design is for two 750 gallon two-compartment tanks with effluent filter, one tank at each building. Flow is to a shared absorption area: 36 grave Iless/chambered units in trenches, 4 rows of 9 chambers. This department does not endorse any brand of products. 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. This department must also be called for an inspection with a minimum of 48 hours advanced notice. Permit approved b Date: S- Z —0 :21 P4�� PP Y Plans and specifications of the pro sed individual sewage disposal system have been reviewed and are considered satisfactory. Permission is hereby granted to the owner or the agent to perform the work indicated in accordance with the Pitkin County ISDS Regulation in effect at the time of issue. This permit becomes invalid 6 months from the date that the permit was issued unless system construction has commenced or an extension has been approved in writing by the Department.; �o�0\ As -built drawin s must be included with this permit before the final approval will be issued. Installer: �..s �� — 1��«t 0 Final inspection approval: �i,- �,� Date: 1 Q PITKIN COON fY ENVIRONMENTAL HEALTH DEPAR rad ENT APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM 0405 Castle Creek Road, Suite 10, Aspen Colorado 81611 Phone 970-920-5070/Fax 970-920-5077 Name of OWNER �l/' C J' T �� /� Owner's Mailing Address Q Al ST SV - f City, State, Zip C1 70 — 22 '�� d �+- Business Phone: Home Phone: E-mail Address: Primary Contact Person (all communication regarding this permit will go through this person) Name C� Company Sony LIETorb'/! a✓�' Contact Mailing Address q✓ F Z-04 Cit , State, Zi Tli w -S-/4 9f 17 Business Phone Cell Phone: 6� Fax: ClilfS� `f E-mail Address: Parcel ID # (available from assessor's office 7 at 920-5160 or at www.aspeii.com/assessor/) 2 _ _y L - Z Street address of property z ("� /�y� 0 �' 6A1"y � �l Legal Description: Lot 10 Block Z Filing Subdivision Size of lot: / acres. Type of proposed structure: - - Total square feet of house r Op c oo - # of bedrooms (potential) in house Caretaker Unit: Attached ( ) Detached( X ) 5-�`�� caretaker # of bedrooms o in caretaker unit Permit is for: New Home( Repair due to failure ( ) Remodel/Addition ( ) Emergency use ( ) Water: Private well Spring ( ) Stream ( ) Community/Public Water System If community system: Name of system The fee for a ISDS application is $330 for a permit that takes 6 hours or less for the department to approve. If approval takes longer than 6 hours, a rate of $65 per hour will be charged. The maximum fee is $1000. The basic fee of $330 is due at the time of application. The remainder, if any, will be due in two stages: first, at the time of issuance of the ISDS permit; second, before final approval of the ISDS permit. Application for an individual sewage disposal system is hereby submitted. I hereby certify that the above information is true and accurate and that I have provided true and accurate information on locations of all existing and proposed wells, contour intervals, buildings, property lines, ditches, slopes, waterlines, springs, suction or irrigation lines, drinking water cisterns, drain tiles, irrigation ditches, lakes, water courses, streams, floodplains, dry gulches, and existing septic systems. I hereby certify that any such features not shown on attached site map are not present. Issuance of the permit does not imply the approval of any other permit required for construction pursuant to Pitkin County codes. No construction may be undertaken until all approvals and permits have been obtained. The Aspen/Pitkin Environmental Health Department, Pitkin County and employees of these agencies will be held harmless should the individual sewage disposal system fail or malfunction. The permit to construct is issued on information submitted by the applicant or his/her representative ; The owner assumes full responsibility in case of failure of the system. �� � � tWV Ili [--�-7%-Z�X7Date Signature of applicant -- Received by - I Receipt # G:\eh\isds\isdsapp\isdsapp.doc �l �714/5--' 3 7d L"'m�a� 0 Date ,a& PITKIN COUNTY ENVIRONMENTAL HEALTH DE; -4RTMENT S IC SYSTEM APPLICATION CHECK T NOTE: SEPTIC PERMIT APPLICATIONS CANNOT BE ACCEPTED UNTIL ALL OF THE INFORMATION BELOW IS INCLUDED. The soils test and system design must be done by a Registered Professional Engineer. You should plan to meet with the RPE at your site to discuss where the soils tests should be done to meet all of the County regulations and where you want to put your house. The RPE will be your contact for issues you want to discuss about your system's size and location. Each box should be checked to indicate the following have been submitted before the application can be accepted. R Environmental Health has been called to look at profile hole 0 Completed application form ' Engineer design stamped by a RPE registered in the State of Colorado. (One set). Design must be based on the Pitkin County ISDS Regulation, Revised 2001. Site map must include locations of all existing and proposed wells within setback distances (including on surrounding properties), contour intervals, all proposed and existing buildings, property lines, ditches, slopes of greater than 15% in the area of the drain field, water lines, sprinkler systems, springs, suction (irrigation) lines, drinking water cisterns, drain tiles, irrigation ditches, lakes, ponds, water courses, streams, floodplains, floodways, dry gulches, or existing septic systems. This must include all such features on neighboring properties within setbacks. 0 Complete building floor plans. Floor plans should be 11x17. (One set) Q Proof of adequate water supply: (Well must be rilled before septic permit can be issued.): For private wells, recent well driller's pump test showing gpm actually produced, well permit showing legal supply. The minimum yield from the well or water storage shall be .07 gallons/minute/person which is 100 gallons/person/day. There must be storage or yield capable of a 24-hour supply for domestic purposes only (not including fire protection or irrigation) ,*,t� For community systems, proof there is adequate water for all houses served by the system. 1'"11 Proof of adequate water quality with bacteriology test: Aspen Consolidated Sanitation District and Snowmass Water & Sanitation District perform this test locally. 0 Percolation tests 0 All ISDS Permit fees are $330 to cover first six hours of processing. Hourly rate of $65 will be charged beyond first six hours, up to $1,000. Tank only fee $110. Please make check payable to: Pitkin County Environmental Health Department. l 0 Copy of county approval (1041 approval, subdivision approval, etc.) You must obtain written approval from Community Development before submitting this application if your septic system is outside the building envelope and any part of the system is more than 30" above grade. A WAIVER IS AVAILABLE FOR SUBMITTING A BUILDING PERMIT APPLICATION PRIOR TO OBTAINING AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT. Please ask the Community Development Dept. or Environmental Health Dept. for further information. g:\eh\isds\isdsapplic\isdschck.doc PITKIN COW- ENVIRONMENTAL HEALTH DEPAFOIENT APPLICATION •vR INDIVIDUAL SEWAGE DISPOSAL, j STEM 0+405 Castle Creek Road, Suite 10, Aspen Colorado 81611 Phone 970-920-5070/Fax 970-920-5077 Name of OWNER C<1 ! L 1��- P/j% �iiGn- MMJ S ll% aimOwner's Mailing Address (}' /•(� %n 5� ' �� vo ° Business Phone: �" - ('rp�� Home Phone: r/ E-mail Address: Primary Contact Person (all communication regarding this permit will go through this person) Name ~ IJAko Company �' %�' Contact Mailing Address Business Phone : c! Cell Phone : Fax: E-mail Address: Parcel ID # (available from assessor's office at 920-5160 or at www.aspen.com/assessor/) Street address of property 2 (c V 2 7� p 0 r-WLA/0 4:4 -A -S k -ZD Legal Description: Lot ,Block -2, ,Filing Size of lot: acres. Type of proposed structure: Total square feet of house i # of be, # of offices, lofts & similar sized rooms in house 1 io� bl Caretaker Unit: Attached ( ) TT ,Subdivision l.�fiti i tz h E sf 1� !Wtsize of bldg. envelope: e, in hour �� �•� CC'S Detached Yv ) Total area(sq. ft.) of caretaker unit # of bedrooms in caretaker unit I # of offices lofts and similar size rooms of caretaker unit I Permit is for: New Home (K) Repair due to failure ( ) Remodel/Addition ( ) Emergency use ( ) Water: Private well ( ) Spring ( ) Stream ( ) Community/Public Water System (K) If community system: Name of system 1',Cd 67j� /ka-5AJA145 The fee for a ISDS application is $330 for a permit that takes 6 hours or less for the department to approve. If approval takes longer than 6 hours, a rate oi: $65 per hour will be charged. The maximum fee is $1000. The basic fee of $330 is due at the time of application. The remainder, if any, will be due in two stages: first, at the time of issuance of the ISDS permit; second, before final approval of the ISDS permit. Application for an individual sewage disposal system is hereby submitted. I hereby certify that the above information is true and accurate and that I have provided true and accurate information on locations of all existing and proposed wells, contour intervals, buildings, property lines, ditches, slopes, waterlines, springs, suction or irrigation lines, drinking water cisterns, drain tiles, irrigation ditches, lakes. water courses, streams, floodplains, dry gulches, and existing septic systems. I hereby certify that any such features not shown on attached site map are not present. Issuance of the permit does not imply the approval of any other permit required for construction pursuant to Pitkin County codes. No construction may be undertaken until all approvals and permits have been obtained. The Aspen/Pitkin Environmental Health Department, Pitkin County and employees of these agencies will be held harmless should the individual sewage! disposal system fail or malfunction. The permit to construct is issued on information submitted by the applicant or his/her representatives. The owner ssumes full responsibility in case of failure of the system. t Signature of applicant Date Received by Receipt # ate p PITKIN COUNTY ENVIRONMENTAL HEALTH DEPARTMENT S -IC SYSTEM APPLICATION CHECK(IT NOTE: SEPTIC PERMIT APPLICATIONS CANNOT BE ACCEPTED UNTIL ALL OF THE INFORMATION BELOW IS INCLUDED. The soils test and system design must be done by a Registered Professional Engineer. You should plan to meet with the RPE at your site to discuss where the soils tests should be done to meet all of the County regulations and where you want to put your house. The RPE will be your contact for issues you want to discuss about your system's size and location. Each box should be checked to indicate the following have been submitted before the application can be accepted. Environmental Health has been called to look at profile hole Completed application form I. Engineer design stamped by a RPE registered in the State of Colorado. (One set). Design must be based on the Pitkin County ISDS Regulation, Revised 2001. Site map must include locations of all existing and proposed wells within setback distances (including on surrounding properties), contour intervals, all proposed and existing buildings, property lines, ditches, slopes of greater than 15% in the area of the drain field, water lines, sprinkler systems, springs, suction (irrigation) lines, drinking water cisterns, drain tiles, irrigation ditches, lakes, ponds, water courses, streams, floodplains, floodways, dry gulches, or existing septic systems. This must include all such features on neighboring properties within setbacks. Complete building floor plans. Floor plans should be 11x17. (One set) Proof of adequate water supply: (Well must be drilled before septic permit can be issued.): For private wells, recent well driller's pump test showing gpm actually produced, well permit showing legal supply. The minimum yield from the well or water storage shall be .07 gallons/minute/person which is 100 gallons/person/day. There must be storage or yield capable of a 24-hour supply for domestic purposes only (not including fire protection or irrigation) For community systems, proof there is adequate water for all houses served by the system. i Proof of adequate water quality with bacteriology test: Aspen Consolidated Sanitation District and Snowmass Water & Sanitation District perform this test locally. Percolation tests L=1 All ISDS Permit fees are $330 to cover first six hours of processing. Hourly rate of $65 will be charged beyond first six hours, up to $1,000. Tank only fee $110. Please make check payable to: Pitkin County Environmental Health Department. 13 Copy of county approval (1041 approval, subdivision approval, etc.) You must obtain written approval from Community Development before submitting this application if your septic system is outside the building envelope and any part of the system is more than 30" above grade. A WAIVER IS AVAILABLE FOR SUBMITTING A BUILDING PERMIT APPLICATION PRIOR TO OBTAINING AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT. Please ask the Community Development Dept. or Environmental Health Dept. for further information. g:\eh\isds\isdsappiic\isdschck.doc Pitkin County Environmental Health Department Contact Log Sheet Name: Parcel ID#: Address: Date I Person Spoken To Comments / Action to be Taken I Initials ITime Nancy Mackenzie From: Nancy Mackenzie Sent: Wednesday, June 18, 2008 5:12 PM To: Jim Austin; Vicki Monge Subject: 273/275 Sunnyside Menin/Pergola/ McLain Flats Ranch They are adding an outside bar/kitchen/BQ. They will hook up the sink to the existing septic, so NO SEPTIC PERMIT REQUIRED. (this is the former Pacific Development/Bowden project and used to have the address 2075 McLain Flats Rd) Nancy Nancy MacKenzie 970-920-5076 Pitkin County Environmental Health &'Natural Resources Department Environmental Health Specialist Pitkin C _ __ Entonmental Health & Natural Resources January 30, 2008 Mike Bucchin Project Manager Theodore K Guy Associates PC P.O. Box 1640 Basalt, CO 81621 RE: 2075 McLain Flats Road Caretaker Unit Expansion Parcel ID# 2643-274-00-010 ISDS Permit # 02022 Septic Permit #02022 is revised. The original permit was sized for a one bedroom caretaker unit and a barn with plumbing fixtures. A two bedroom caretaker unit of less than 2,000 sq ft requires one 750 gallon 2 -compartment septic tank and an absorption area of 21 units of Standard size gravelless chambers in trenches. The Pitkin County Building Department has confirmed that no plumbing was installed in the barn. Therefore, the installed existing system of one 1,000 gallon septic tank and a total of 36 Standard gravelless chambered units in trenches is adequate to serve the proposed 2 bedroom caretaker remodel. Since the revised' permit requires 21 Standard gravelless chambers, the absorption area has an additional 15 chambers. A second 1,000 gallon two compartment 'septic was installed at the barn which is not being used. Please note that this sizing review is based on the current Individual Sewage Disposal System Regulation, Revised 200, in effect at this time. New regulations will take effect March 8, 2008 and permits after that date must be in compliance with the new regulations. Sincerely, Nancy MacKenzie Environmental Health Specialist 0405 Castle Creek Road, Suite 10 Aspen, Colorado 81611 (970) 920-5070 fax (970) 920-5077 www.aspenpitkin.com/ehnr 0 Page 1 of 1 Is Nancy Mackenzie From: Jim Austin Sent: Tuesday, ,January 29, 2008 10:01 AM To: Nancy Mackenzie Subject: RE: Menin: formerly Bowden 2075 McLain flats Yup, originally it did have a bath planned but, according to Brian, it was built with no plumbing. From: Nancy Mackenzie Sent: Monday, January 28, 2008 1:56 PM To: Jim Austin Subject: FW: Menin: formerly Bowden 2075 McLain flats Hi Jim, Attached is the floor plan for the barn they sent me which indicates no plumbing. Is that what you have? Originally in 2002 they showed a toilet and sink and office and.an upper area. I think I heard it referred to as a 'party barn' at some point.??? From: Theodore K Guy Associates PC [mailto:tkga@tkga.net] Sent: Monday, January 28, 2008 11:10 AM To: Nancy Mackenzie Cc: craig menin; jan :jones; Rob Lawn; Hugh Marsh; Attorneys Neiley & Alder Subject: Re: Menin: Septic System Exchange Request Nancy, Attached is a floor plan of the barn for your use. please let me know if you need anything else. We can also send photos if that is helpful. thanks, MIke. 1/29/2008 Nancy Mackenzie From: Nancy Mackenzie Sent: Tuesday, May 27, 2008 9:16 AM To: Jim Austin Subject: 2075 McLain Flats Rd - Menin barn expansion Okay to issue the building permit. There is no impact on the septic system by this expansion Nancy THEODORE K GUY ASSOCIATES PC ARCHITECTS AND STRUCTURAL ENGINEERS January 25, 2008 Pitkin County Environmental Health Department Health and Human Services Attn: Nancy Mackenzie 0405 Castle Creek Road, #10 Aspen, CO 81611 RE: 2075 McLain Flats Road, Caretaker Unit Expansion Septic System Existing Conditions Status Dear Nancy, Per your request, we have reviewed the existing conditions of the barn at 2075 McLain Flats Road and have determined that there are no current plumbing fixtures installed in the barn. None of the interior bath and sink fixtures indicated in the Environmental Health submittal from January 3, 2002 was installed. These fixtures included two independent sinks, one washing machine, and one bathroom, including a sink and a toilet. Since the fixtures were not installed, we would like to reallocate them to the currently proposed caretaker unit expansion, which we are preparing to submit for a Building Permit. The proposed expansion would add a single full bathroom to the caretaker unit including a sink, toilet, and shower. Attached is a proposed plan for that expansion, included as Exhibit A. It is our understanding that the currently installed septic tank for the caretaker unit is adequate to handle the additional design capacity and that the existing septic field for the barn and caretaker unit is also adequate to handle the additional capacity since none of the plumbing was installed in the barn. If you agree with our assessment, please notify us in a mariner that will allow us to submit for a building permit for this expansion. We also understand that if in the future, were we to request to add plumbing to the barn, improvements may be needed to the septic field and/or septic tanks to handle the additional design capacity. Additionally could you advise us in writing as to the remaining capacity of the barn septic system and could you keep that information with the file for this project as well? This would be helpful with any potential future building permits for this property. Thank you for your time and consideration in this matter. I will call you next week to follow up on these matters. Sincerely, Mike Bucct n Project Manager cc: Craig Menin, Jan Jones, Hugh Marsh, Rick Neiley 07131 ewhealthltr011408.d oc 2328: TWO RIVERS ROAD • P.O. BOX 1640 • BASALT, COLORADO 81621 • [970i 927-3167 • FAX (8701927-4813 • www-tk9a.rat Bowden Development Company PO Box 1470 • Aspen, CO 81612 970-379-4009 Site Fax 970 920 4768 To: C Fax: From: Hugh Marsh. Project Manager Datie:y -� Re: Pte: 2 CC: TWse Recycle I 'd 89Lb-026-OL6 uunN eel e86:11 90 SO Uer J:a4-5-2006 09:04 FROM:DREAGER EXCAVATING 970-927-4673 COPELAND CONCRETE INCORPORATED Manufacturers of Precast Concrete ProduCtS MW Oostdbutor of Related Items 28903 U.S. Hwy. a Rifle. Colorado 811650 phone (970) 825-1112 Fax (M) 625'! 110 14600.400-1132 SOtb TO eAL !`D nn .' 1� )z 2 "Praise The Lord" SHIP TO Ill T0:9204768 P.1 S,,.I DS t MER NO. Rra�elM CrO�RCiE ME.7AI.G SALESMAN 7PPY MOST. RETO. "NO. PA. NUMLIER PNON! NO. PFASON CALLING .WB NAME DESCRN VN UNIT PRICE EXTENSION WEKiNT rTEN lgqori DELIVERY CHARGE WARRANTY ON ABOVE MATERIAL (MC NEW MACHINE$, PARTS 8 8U t5 INKED TO THAT AS PROYt0E0 BY THE NIAmumarUIIBR, a 0kNMI a UPON T. O 8 "NATUM&TONER'S SxiNATU ZZ N 0 T i C E SPATE TAX WRFV" COUNTY TAX LESS IF PAID BY .............. NO DISCOUNT AFTER THIS DATE. THIS IS A CASH DISCOUNT AND MUST BE PAID ON TIME TO TAKE DISCOUNT. . THANK YOU TOTAL 777�� Please pay On Invoice. Statement will be sent on request only. A FINANCE CHARGE OF 1'jt% PER MONTH (WwN is AN ANNUAL PERCENTAGE RATE OF 19%) W f i 9E ADDED TO ALL ACCOUNT VALANCES THAT EKCEED 30 DAYS. MALL K AWFO TO ALL ACCOUNT RAtANCES THAT EXCEED 30 DAYS Z•d 89Lt�0ZG-0L6 uunW ea -1 e6i?:TT 90 SO ueC C �_ Nancy Mackenzie From: Nancy Mackenzie Sent: Thursday, December 29, 2005 11:19 AM To: 'Jay Hammond Qayh@SGM-INC.com)' Subject: Bowden as -built 2075 McLain Flats Rd Contacts: Jay Hammond n Jay, I was reviewing the as-builts you sent for this which shows 750 gallon tanks whereas my notes indicate that a 1000 gallon tank was installed for the caretaker unit and a separate 1000 gallon tank for the stable building. Could you please recheck this. 12/29/2005 ISDS DESIGN CALCULATIONS - for Pitkin Owner's Name Parcel ID # ;;' ` House Size (sq. ft.)(75 gpd, 100 gpd, or 130 gpd) 75 Number of Bedrooms in Main House Number of Offices, Libraries, Studies, Similar -sized Rooms in Main House Number of Bedrooms in Detached Caretaker unit , Number of Offices, Studies, Similar -sized Rooms in Caretaker Unit (If the caretaker unit is ATTACHED, treat as if part of main house.) Average Daily Waste Flow 300 State Review Required? no Perc Rate MMW4(T) Design Flow (Q) = # potential bedrooms X 2 peopleybedroom X gpd X 1.75 Q= 525 Minimum tank capacity 656.25 gallons Absorption Area (=Q/5 X SQRT perc rate) A = 647 sq. ft. of absorption area required 42 gravelless chamber units without reduction # of Perc Holes Required: 3 UICK 4 9.87 A = 323.63174 sq.ft. with 50% reductionTRENCHES 33 gravelless chamber units with reduction STANDARD A= 323.63174 sq.ft. with 50% reductionTRENCHES 21 gravelless chamber units with reduction EQ 36 20 EQ36 units in TRENCHES QUICK4-EQ36 324 42 SETBACK FROM WELL # of feet = 100 SETBACK FROM POND, STREAM OR IRRIGATION DITCH # of feet = 50 SETBACK FROM DRY GULCH # of feet = 25 QUICK 4 9.2 453.08443 sq ft 30% reduction BED 49 chamber units with reduc. 453.08443 sq ft 30% reduction BED 29 chamber units with reduc. 36 EQ36 units in a BED 453 71 ISDS DESIGN CALCULATIONS - for Pitkin Owner's Name _ Parcel ID # House Size (sq. ft.) ,. _'� (75 gpd, 100 gpd, or 130 gpd) 75 Number of Bedrooms in Main House Number of Offices, Libraries, Studies, Similar -sized Rooms in Main House Number of Bedrooms in Detached Caretaker unit Number of Offices, Studies, Similar -sized Rooms in Caretaker Unit (If the caretaker unit is ATTACHED, treat as if part of main house.) Average Daily Waste Flow 150 State Review Required? no Perc Rate (T) Design Flow (Q) = # potential bedrooms X 2 people/bedroom X gpd X 1.75 Q= 262.5 Minimum tank capacity 328.125 gallons Absorption Area (=Q/5 X SQRT perc rate) A = 324 sq. ft. of absorption area required 21 gravelless chamber units without reduction # of Perc Holes Required: 3 QUICK 4 9.87 A = 161.81587 sq.ft. with 50% reductionTRENCHES 16 gravelless chamber units with reduction STANDARD A = 161.81587 ft. with 50% reductionTRENCHES 10 gr velless chamber units with reduction EQ 36 10 EQ36 units in TRENCHES QUICK4-EQ36 162 21 SETBACK FROM WELL # of feet = 100 SETBACK FROM POND, STREAM OR IRRIGATION DITCH # of feet = 50 SETBACK FROM DRY GULCH # of feet = 25 DICK 4 9.2 226.54221 sq ft 30% reduction BED 25 chamber units with reduc. 226.54221 sq ft 30% reduction BED 15 chamber units with reduc. 18 EQ36 units in a BED 227 35 C C I DS DESIGN CALCULATIONS - for Pitkin Owner's Name Parcel ID # House Size (sq. ft.) I (75 gpd, 100 gpd, or 130 gpd) Number of Bedrooms in Main House Number of Offices, Libraries, Studies, Similar -sized Rooms in Main House Number of Bedrooms in Detached Caretaker unit Number of Offices, Studies, Similar -sized Rooms in Caretaker Unit (If the caretaker unit is ATTACHED, treat as if part bf main house.) Average Daily Waste Flow State Review Required? no Perc Rate -38 (T) Design Flow (Q) _ # potential bedrooms X 2 peo le enfX`gpd X 1.75 Q= 585 Minimum tank capacity 731.25 gallons Absorption Area (=Q/5 X SQRT perc rate) A = 721 sq. ft. of absorption area required 47 gravelless chamber units without reduction # of Perc Holes Required: 3 UICK 4 9.87 A = 360.61822 sq.ft. with 50% reductionTRENCHES 37 gravelless chamber units with reduction STANDARD A = 360.61822 sq.ft. with 50% reductionTRENCHES 3 velless chamber units with reduction EQ 36 23 EQ36 units in TRENCHES QUICK4-EQ36 361 47 SETBACK FROM WELL # of feet = 100 SETBACK FROM POND, STREAM OR IRRIGATION DITCH # of feet = 50 SETBACK FROM DRY GULCH # of feet = 25 QUICK 4 9.2 504.86551 sq ft 30% reduction BED 55 chamber units with reduc. 504.86551 sq ft 30% reduction BED 33 chamber units with reduc. 40 EQ36 units in a BED 505 79 IS SCHMUESER I GORDON I MEYER LETTER OF TRANSMITTAL E N G I N E E R 5 & 5 U R V E Y 0 R S 1 1 8 W. 6TH, SUITE 200, GLENWOOD SPRINGS, CO 8 1 601 ❑ P.O. BOX 21 55; ASPEN, CO 8 1 61 2 TO:_14jsK_X AAc'"_$ L- _- ---DATE:------- ----- - 11 -JAn/ ' DZ_ .__ - --------- ---- -- Ef34JEC2:__ �0:�_f)� Z'ia_�_oG A4p6wt . !4l 1a.+ I b Wk; e1,.rss Sr�S�s 2SD1 WE ARE SENDING YOU 1ATTACHED: ❑ UNDER SEPARATE COVER VIATHE FOLLOWING ITEMS: Cl SUBMITTALS ❑ DRAWINGS❑ LEGAL DESCRIPTIONS LlSPECIFICATIONS LJCOPY OF LETTER LJCONTRACT DOCUMENTS Ll --�t- ,,.)y � N� - --. _.. --------------------------- ______- ___------------------- I , ____ _________I. COPIES- - ----- DATE ------- __---__----___ L----------- ---.----------- - U FOR YOUR USE U APPROVED AS NOTED U SUBMIT I ) COPIES FOR DISTRIBUTION AAS REQUESTED ❑ RETURN FOR CORRECTIONS ❑ RETURN ) CORRECTED PRINTS ❑ FOR REVIEW AND COMMENT ❑ FOR BIDS DUE: - ❑ PRINTS RETURNED AFTER LOAN TO US REMARKS----- ------------- ---------....... -.-.- -.-... ---------- I - ------------- ?2 f h3 --- P t li -P I $ . - !' 1-1 - tit -------------_---_- ------------------------- - - l3iV�i 1,�ie � t�.�7GS'1�---L_S�r+C✓' ----- - _ "_ .R GLENWOOD SPRINGS !1970-945-1004 FX: 970-945-5948 ASPEN 970-925-6727 FX: 970-925-4 1 57 Hepworth-Pawlak Geotechnical, Inc. 5020 Countv Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax: 970-945-8454 hpgeo@hpgeotech.com GEOTECHNICAL ENGINEERING STUDY PROPOSED RESIDENTIAL DEVELOPMENT LOT 10, BLOCK 2, WHITE HORSE SPRINGS PITKIN COUNTY, COLORADO JOB NO. 101 599 OCTOBER 10, 2001 PREPARED FOR: PACIFIC DEVELOPMENT GROUP, LLC ATTN: CHRIS HEWETT 605 WEST MAIN STREET, SUITE 004 ASPEN, COLORADO 81611 C 0 HEPWORTH - PAWLAK GEOTECHNICAL, INC. October 10� 2001 Pacific Development Group, LLC Attn: Chris Hewett 605 West Main Street, Suite 004 Aspen, Colorado 81611 Job No. 101 599 Subject: Report Transmittal, Geotechnical Engineering Study, Proposed Residential Development, Lot 10, Block 2, White Horse Springs, Pitkin County, Colorado Dear Mr. Hewett: As requested, we have conducted a geotechnical study for the proposed residential development at the subject site. Subsurface conditions encountered in the exploratory borings drilled in the general proposed building and pond areas, below up to 11/2 feet of organic topsoil, consist of between 31/2 to 10 feet of sandy silty clay overlying dense, silty to clayey sandy gravel comtaining cobbles and boulders. Groundwater was not encountered in the borings at the time of drilling or when checked on October 3, 2001. The upper clay soils are typically expansive when wetted. The proposed buildings can be founded on spread footings placed on the natural gravel subsoils and designed for an allowable bearing pressure of 3,000 psf. Expansive clays should be removed beneath footing and floor slab areas. Septic disposal systems should emend into the underlying gravelly soils to improve infiltration rates. The report which follows describes our exploration, summarizes our findings, and presents our recommendations. It is important that we provide consultation during design, and field services during construction to review and monitor the implementation of the geotechnical recommendations. If you have any questions regarding this report, please contact us. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. �. 4), Trevor L. Knell Rev. by: SLP TLK/ksw TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY ............................... 1 PROPOSED CONSTRUCTION ................................... 1 SITE CONDITIONS .......................................... 2 FIELD EXPLORATION ....................................... 2 SUBSURFACE CONDITIONS ................................... 3 FOUNDATION BEARING CONDITIONS ........................... 4 DESIGN RECOMMENDATIONS ................................. 4 FOUNDATIONS ........................................ 4 FOUNDATION AND RETAINING WALLS ..................... 5 FLOOR SLABS ........................................ 7 UNDERDRAIN SYSTEM .................................. 7 SITE GRADING ........................................ 8 SURFACE DRAINAGE ................................... 8 PERCOLATION TESTING ................................. 9 LIMITATIONS .............................................. 9 FIGURE I - LOCATION OF EXPLORATORY BORINGS FIGURES 2 - 4 - LOGS OF EXPLORATORY BORINGS FIGURE 5 - LEGEND AND NOTES FIGURES 6 and 7 - SWELL -CONSOLIDATION TEST RESULTS FIGURES 8 and 9 - GRADATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS TABLE II - PERCOLATION TEST RESULTS H -P GEOTECH PURPOSE AND SCOPE OF STUDY This report presents the results of a geotechnical study for a proposed residential development to be located on Lot 10, Block 2, White Horse Springs, Pitkin County, Colorado. The project site is shown on Fig. 1. The purpose of the study was to develop recommendations for the building foundation designs and feasibility of infiltration septic disposal systems. The study was conducted in accordance with our proposal for geotechnical engineering services to Pacific Development Group, LLC dated August 14, 2001. A field exploration program consisting of exploratory borings was conducted to obtain information on 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 and percolation rates for septic disposal. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsoil conditions encountered. PROPOSED CONSTRUCTION The proposed residential development consists of a main residence, studio, caretaker house and barn/stables located as shown on Fig. 1. The buildings will typically be one and two story wood frame structures. A new graded access drive and water features are also planned. The main residence will have a basement level. Ground floors could be slab -on -grade or structural above crawlspace. Grading for the structures is assumed to be relatively minor with cut depths up to about 8 to 12 feet. A reinforced shotcrete lined pond is to be located southeast of the stables and will serve as H -P GEOTECH c -2- U water storage for irrigation and smaller water feature. We assume relatively light foundation loadings, typical of the proposed type of construction. If building loadings, location or grading plans change significantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. SITE CONDITIONS The lot was vacant at the time of our field work and is located on the east side of McLain Flats Road. The property transitions alluvial fan deposits near the mouth of Trentaz Gulch in the upper, eastern part to glacial outwash deposits of the Roaring Fork River in the central to western part. The ground surface throughout the lot is rolling with slopes typically about 5% to 10% down to the northwest. The Salvation Ditch is located at the southeast corner of the property. Vegetation consist of grass and weeds. Large boulders associated with glacial outwash and nearby moraines are visible at the ground surface. FIELD EXPLORATION The field exploration for the project was conducted on August 22, 23 and 24, 2001. Seven exploratory borings were drilled in the proposed building and pond areas and 3 borings were drilled in the proposed septic disposal area as shown on Fig. 1 to evaluate the subsurface conditions. The borings were advanced with 4 -inch diameter continuous flight augers powered by a truck -mounted Longyear BK-51HD drill rig. The borings were logged by a representative of Hepworth-Pawlak Geotechnical, Inc. Samples of the subsoils were taken with 13/8 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 H -P GEOTECH -3- the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Figs. 2, 3 and 4. 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 proposed building and pond locations are shown on Figs. 2 and 3. The logs of the profile boring at the proposed septic disposal locations are shown on Fig. 4. The subsoils, below up to about 1'/2 feet of organic topsoil, consist of between 31/2 and 10 feet of stiff to very stiff, sandy silty clay with gravel and cobbles at Borings 3 and 7 overlying dense, silty to clayey sandy gravel containing cobbles and boulders. Drilling in the dense gravel soils with auger equipment was difficult due to the cobbles and boulders and drilling refusal was encountered at several locations in the deposit. Laboratory testing performed on samples obtained from the borings included natural moisture content and density, gradation analyses and Atterberg limits. Results of swell -consolidation testing performed on relatively undisturbed drive samples of the upper clay soils, presented on Figs. 6 and 7, indicate low compressibility under existing moisture conditions and relatively light loading and a low to high expansion potential when wetted. Results of gradation analyses performed on small diameter drive samples (minus 11/2 inch fraction) of the underlying natural coarse gravel soils are shown on Figs. 8 and 9. The laboratory testing is summarized in Table I. No free water was encountered in the borings at the time of drilling or when checked on October 3, 2001. The subsoils were slightly moist to moist. H -V UEOTECH C 0 -4- FOUNDATION BEARING CONDITIONS The upper clay soils, encountered to a depth of about 4 to 10 feet, possess an expansion potential when wetted and could heave building footings and floor slabs. The underlying gravel soils are dense and possess moderate to high bearing capacity with relatively low settlement potential. The potential heave and distress to the proposed buildings should be mitigated by completely removing the clay soils to expose the underlying dense, gravel soils. Spread footings placed on the natural gravel soils or on compacted structural fill are a suitable foundation type. When building plans have been developed,site specific subsurface profiles should be made to evaluate the clay depths and the need for special treatment of the expansive soils. DESIGN RECOMMENDATIONS FOUNDATIONS Considering the subsoil conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the buildings be founded with spread footings bearing on the natural gravel soils. The design and construction criteria presented below should be observed for a spread footing foundation system. 1) Footings placed on the undisturbed natural gravel soils should be designed for an allowable soil 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 H -P GEOTECH C -5- 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) Topsoil, expansive clays and any loose or disturbed soils should be removed and the footing bearing level extended down to relatively dense, natural gravel soils. Voids created by removal of boulders can be backfilled with compacted granular soils or with concrete. Difficult excavation may be encountered due to large boulders and rock chipping or splitting may be needed. If water seepage is encountered, the footing areas should be dewatered before concrete placement. 6) A representative of the geotechnical engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 55 pcf for backfill consisting of the on-site gravel soils. Cantilevered retaining structures that 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 45 pcf for backfill consisting of the on-site gravel soils. The on-site clay soils should not be included in the backfill due to their expansive potential. 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 H -P GEOTECH teem 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. We recommend on-site or imported granular soils for backfilling foundation walls and retaining structures because their use results in lower lateral earth pressures and they will help improve the subsurface drainage. The granular wall backfill should contain less than 25 % passing the No. 200 sieve and have a maximum size of 6 inches. 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 on the gravel soils 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 weight of 400 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 a granular material compacted to at least 95 % of the maximum standard Proctor density at a moisture content near optimum. H -P GEOTECH C FLOOR -7- 0 The natural on-site soils, exclusive of topsoil and expansive clays, are suitable to support lightly loaded slab -on -grade construction. Expansive clays should be removed prior to the placement of concrete or underslab fill. The expansion potential of the subgrade should be evaluated at the time of 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 gravels devoid of vegetation, topsoil and oversized rock. The on-site soils should not be included in the backfill due to their expansive potential. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in the area that local perched groundwater may 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 1 % to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the H -P GEOTECH EM 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 11/z feet deep. SITE GRADING The risk of construction -induced slope instability at the site appears low provided the cut and fill depths are limited. We assume the cut depths for the basement levels will ,not exceed one level up to about 8 to 12 feet. Fills should be limited to about 10 to 12 feet deep. Structural fills, such as for pavement, walkways and the pond embankment, 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 95 % standard Proctor density. 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. SURFACE DRAINAGE The following drainage precautions should be observed during construction and maintained at all times after the buildings have been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95 % of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 12 inches in the first 10 feet in unpaved H -P GEOTECH C, o areas and a minimum slope of 3 inches in the first 10 feet in paved areas. Free -draining wall backfill should be capped with about 2 feet of the on-site finer graded soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. PERCOLATION TESTING Percolation tests were conducted on August 24, 2001 to evaluate the feasibility of an infiltration septic disposal system at three separate locations throughout the site. One profile boring and three percolation holes were drilled at each location as shown on Fig. 1. The percolation holes were drilled with 6 -inch diameter auger and were soaked with water one day prior to testing. The soils encountered in the percolation holes are similar to those encountered in the Profile Borings shown on Fig. 4 and consist mainly of sandy clay to depths of 4 to 9 feet overlying dense gravels. The percolation test results, presented in Table II, indicate percolation rates typically between 15 and 60 minutes per inch. Based on the subsurface conditions encountered and the percolation test results, the tested areas generally appear suitable for a conventional infiltration septic disposal system. Due to the variable and slow percolation rates measured in the upper clays, consideration should be given to extending the disposal system down into the coarse granular soils. Pitkin County requires a civil engineer design the infiltration septic disposal system. Additional profile borings and percolation tests should be conducted for the site specific designs. 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 expressed 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 Fig. 1, the proposed type of construction and our experience H -P GEOTECH C 0 wom in the area 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. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. �,rrn k, (;_a. Trevor L. Knell Reviewed by: Steven L. Pawlak, P. IIaKim cc: Stan Mathis, Architect Schmueser Gordon Meyer - Attn: Ken Wilson H -P GEOTECH FU 60 1 GU LLEY' S END 80 90 70 \ SETBACK 10 P-2Q•P-3 PROFILE / BORING' 1 BORING 1 BARN SITE— / / • \ CARETA\KER / BORING 2 SITE \ / / \ /BORING 31 / J / APPROXIMATE SCALE 1"=160' 100 / P-6 / _ PROFILE A / BORING 2 0A BORING 4 0 / P-5 P-4 POND SITE (AS / i \ INDICATED ON INITIAL / SITE PLAN)/ / \ \ IBORING\ \ I MAIN P-700 _ HOUSE PROFILE BORING 13 \ 1 y F'ROPER1 I SITE P-9 / BPUNDAF4Y BORING 6 / BORING 7 STUDIO \\ 80/ \ SITE 90 \ // 100 � t 110 110 120 130 101 599 GEOTrEOC NICALWINC. I ANDA P�RCOLAl10N TEST HOLEORINGS I Fig_ 1 L 5 10 01 _— 15 20 BORING 1 ELEV.= 67' 40/9,10/0 WC =7.3 +4=43 —200=7 BORING 2 BORING 3 BORING 4 ELEV.= 75' ELEV.= 82' ELEV.= 87' BARN SITE 0 Note: Explanation of symbols is shown on Fig. 5. 101 599 HEPWORTH—PAWLAK LOGS OF EXPLORATORY BORINGS Fig. 2 GEOTECHNICAL, INC. 32/12 26/12 5 23/5,10/0 WC --8.7 WC -14.4 DD=114 ol DD --114 —200=96 oe LL -43 P1=29 12/4,10/0 ..•• 72/12 � 40/12 1 WC --4.6 m LL -25 �' PI=11 I 1 .•. • t .. ;• 49/12 •• ; o• 20/2.10/0 .5 CL 15 0 40/6.10/0WC=11.5 • WC -6.5 .� +4-21 —200=25 +4-22 —200=22 .4• 4• a' 10/0 20 CARETAKER SITE POND SITE Note: Explanation of symbols is shown on Fig. 5. 101 599 HEPWORTH—PAWLAK LOGS OF EXPLORATORY BORINGS Fig. 2 GEOTECHNICAL, INC. BORING 5 BORING 6 BORING 7 ELEV.= 102' ELEV.= 106' ELEV.= 110' U 5 15 20 :25/12 INC -13.2 DD=117 '70/9,10/0 MAIN HOUSE SITE 18/12 WC=15.5 DD=111 30/12 WC=10.2 DD -126 —200=37 10/0 36/3.10/0 6/4.10/0 15/12 27/3,10/0 STUDIO SITE Note: Explanation of symbols is shown on Fig. 5. 9 5 15 20 1 101 599 1 GEOWE CHNICALW NC. I LOGS OF EXPLORATORY 80RINGS Fig. 3 I 0 5 15 PROFILE BORING 1 PROFILE BORING 2 PROFILE BORING 3 ELEV.= 59' ELEV.= 80' ELEV.= 102' 8/3.10/0 69/12 WG --7.3 -200=20 27/12 60/12 WC=5.6 —200=25 Note: Explanation of symbols is shown on Fig. 5. 8/12 28/12 WC --11.2 DO -122 —200=35 0 5 15 101 5991 GEPWOR NICALWINC. I LOGS OF PROFILE BORINGS I Fig. 4 LEGEND: ®TOPSOIL; sandy silty clay with scattered rock fragments up to cobble size, organic, slightly moist, brown. CLAY (CL); silty, slightly sandy to sandy, stiff to very stiff, brown, slightly calcareous and porous, medium plasticity. SAND AND CLAY (SC—CL); silty, with scattered gravel and cobbles, stiff/medium dense, slightly moist, red—brown. GRAVEL (GM—GC); silty to clayey, sandy, with frequent cobbles and scattered boulders, dense, slightly moist to moist, brown. Relatively undisturbed drive sample; 2—inch I.D. California liner sample. Drive sample; standard penetration test (SPT), 1 3/8 inch I.D. split spoon sample, ASTM D-1586. 39/12 Drive sample blow count; indicates that 39 blows of a 140 pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. TPractical refusal to drilling on a boulder. Where shown above bottom of log indicates that multiple attempts were made to advance the boring. NOTES: 1. Exploratory borings were drilled on August 22, 23, and 24, 2001 with a 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 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 3, 2001. Fluctuation in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content ( X ) DD = Dry Density ( pc:f ) +4 = Percent retained on No. 4 sieve. —200 = Percent passing No. 200 sieve. LL = Liquid Limit ( % ) PI = Plasticity Index % ) 101 599 I HEPWORTH—PAWLAK I LEGEND AND NOTES I Fig. 5 GEOTECHNICAL, INC. c 0 on 0 c 0 CL X w I 1 c 0 `(n M 2 a� n E 0 C) 3 3 V, 2 4 0.1 1.0 10 100 APPLIED PRESSURE — ksf Expansion upon wetting Moisture Content = 13.2 percent Dry Density = 117 pcf Sample of: Slightly Sandy Clay From: Boring 5 at 4.5 Feet 0.1 1.0 10 100 APPLIED PRESSURE — ksf 101 599 HEPWORTH—PAWLAK SWELL CONSOLIDATION TEST RESULTS Fig. 6 GEOTECHNICAL, INC. C 0 Cn c 0 CL x W I c 0 cn N m a E 0 U 2 1 A 1 2 101 599 Moisture Content = 15.5 percent Dry Density = 111 pcf Sample of: Slightly Sandy Clay From: Boring 6 at 4 Feet Expansion upon wetting 0.1 1.0 HEPWORTH—PAWLAK GEOTECHNICAL, INC. 10 APPLIED PRESSURE — ksf 100 SWELL CONSOLIDATION TEST RESULTS I Fig. 7 I O Z co O U Z Cl) � Jl Q � U_ w Z � 2 F— U L LU O >' W ^^ CD0 Lu O V —i Q CC J F- m Q J Q LL a O H cr- CL U) W > °' > m Wa c co w co > CU a� > m "c > EM (O (O "O o p = co L) U c CD U ON ¢ > >^ � C C C car- Cd t9 -O > N N �_ m (Q co fn N U c !n VI U) co ` >, >, >, > U L L >> >p .IZ O) c0 > C +� cc — - - m cD c0 c0 _ U co y = — U N _� to _� V) U U U U ❑ W W � _ F LL W Z W O a ¢ a U � V- Z ❑ N � U U_ X _ a ❑ J ? N � J a W cr W LO M J J 1 z z o WLf) CO N (� O In LOu> N 0) N M N N M z N a a z ❑ a O c0 < 1O LO Ln z N O a ❑ a (7 J N N cD F _ d (O N N cz> f- ❑ w a N � a z ❑ C7 Ln LO N lD N cr) CO w N z n (0 d M LO O r LO �' a o ❑ z U r N N m O d d 00 rn D o a) F a U of N M �_ CL z z M O N a 'A � O °0 CL CLC Il HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS JOB NO. 101 599 Page 1 of 3 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) P-1 36 15 121/2 93/4 23/4 15 93/4 73/4 2 73/4 6 1 3/4 6 43/4 1 1/4 43/4 3 1/2 1 1/4 3 1/2 23/4 3/4 P-2 35 15 11 91/4 1 3/4 1 20 91/4 73/4 1 1/2 73/4 65/8 1 1/8 65/8 53/4 7/8 53/4 5114 1/2 51/4 41/4 1 P-3 31 15 9 7 5/8 1 3/8 80 75/8 7 1/8 112 7 1/8 67/8 1/4 67/8 '6 3/4 1/8 63/4 6 1/2 1/4 61/2 63/8 1/8 Note: Percolation testing was conducted on August 24, 2001 in 6 -inch diameter auger holes with bottom 1 foot excavated by hand. The holes were soaked one day prior to testing. The average percolation rate is based on the last two readings of each test. ll C HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 11 PERCOLATION TEST RESULTS JOB NO. 101 599 Page 2 of 3 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) P-4 38 15 water added 12 10 2 15 10 8 2 8 4 4 4 21/2 1 1/2 14 121/2 1 1/2 121/2 11 1/2 1 11 1/2 10112 1 P-5 36 15 15 14 1 11 14 13 1 13 121/2 1/2 121/2 12 1/2 12 101/2 1 1/2 101/2 91/4 11/4 P-6 35 30 13 12 1 30 12 101/2 1- 101/2 101/2 10 1/2 Note: Percolation testing was conducted on August 24, 2001 in 6 -inch diameter auger holes with bottom 1 foot excavated by hand. The holes were soaked one day prior to testing. The average percolation rate is based on the last two readings of each test. k r HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 11 PERCOLATION TEST RESULTS JOB NO. 101 599 Page 3 of 3 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) P-7 ?I6 30 13 12 1 120 12 11 3/4 1/4 11 3/4 11 1/2 1/2 P-8 37 15 water added 16 14 2 8 14 11 1/2 21/2 11 112 9 21/2 9 7 2 7 41/2 21/2 14 121/2 1 1/2 P-9 33 15 12 121/2 1/2 60 121/2 12 1/2 12 12 0 12 11 3/4 1/4 11314 11 1/2 1/4 11 1/2 11 1/4 114 Note: Percolation testing was conducted on August 24, 2001 in 6 -inch diameter auger holes with bottom 1 foot excavated by hand. The holes were soaked one day prior to testing. The average percolation rate is based on the last two readings of each test. November 26, 2001 Pacific Development Group Attn: Chris Hewett Hepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax: 970-945-8454 hpgeo@hpgeotech.com 605 West Main Street, Suite 004 Aspen, Colorado 81611 Job No. 101 599 Subject: Additional Percolation Testing, Proposed Residential Development, Lot 10, Block 2, White Horse Springs, Pitkin County, Colorado Dear Mr. Hewett: As requested, Hepworth - Pawlak Geotechnical, Inc. performed additional percolation testing for septic disposal design at the subject site. We previously conducted a geotechnical engineering study on the property and presented preliminary percolation testing results in our report dated October 10, 2001, Job No. 101599. Three profile pits and ten percolation test pits were excavated with a rubber -tire backhoe on'November 14, 2001 at the two septic disposal areas as shown on Fig. 1. Percolation test holes were hand dug in the bottom of the backhoe pits and soaked with water one day prior to testing. Percolation test pit locations were designated by Jay Hammond with Schmueser Gordon Meyer. Two percolation test pits were excavated in addition to the three designated test pits in the proposed septic disposal area located north of the proposed barn site due to variable soils encountered. Four -inch diameter slotted PVC pipe was installed in the profile pits prior to backfilling. The subsoils exposed in Profile Pits 1 and 2, excavated north of the proposed residence, consist of about 1 foot of topsoil and 3 feet of stiff, slightly sandy silty clay overlying silty to clayey sandy gravel and cobbles with silty, clay pockets and boulders up to 3 feet in size to the bottom pit depths of 10 feet. The subsoils exposed at Profile Pit 3, excavated north of the proposed barn site, consist of about 1 foot of topsoil and 3 feet of stiff, slightly sandy silty clay overlying dense, clayey gravel and cobbles with boulders up to 2 feet in size to the bottom of 8 feet. No free water was observed in the pits and the soils were slightly moist to moist. Results of gradation testing performed on samples obtained from the profile pits are presented on Fig. 2. Percolation testing was conducted on November 15, 2001 by a representative of Hepworth - Pawlak Geotechnical, Inc. The test results indicate percolation rates of 45 and 60 minutes per inch for the granular soils located at the proposed septic disposal area north of the proposed residence. Test results at the area located north of the proposed barn site indicate percolation rates of 23 and 30 minutes per inch for the granular soils and 180 minutes per inch for the upper clay soils. The percolation test Pacific Development Group November 26, 2001 Page 2 results are summarized'on Table I. The test results indicate the granular soils encountered below the clay soils should be suitable for an infiltration septic disposal system. If you have any questions or need further assistance, please call our office. Sincerely, HEPWORTH - PAWLAK GEOTECHNICAL, INC. �VVYO-P Com. Trevor L. Kne, Rev. By fit 5 2 2 2 q r N 1 i azo TLK/ksw attachments cc: Stan Mathis, Architect Schmueser Gordon Meyer - Attn: Jay Hammond 70 LEGEND: • BORING DRILLED FOR PREVIOUS STUDY PERCOLATION TEST HOLE EXCAVATED FOR' PREVIOUS STUDY APPROXIMATE SCALE 1"=160' 100 a I GULLEY'S END 80 90 1 70 -� n \ P-1 P-16 \P-15 /SETBACK \ 50 P-2-�=-1'�❑16POFILE PIT \ PROFILE P743/\P/-\1/8\ Pr17 BORIN j ,'I` BORING 1 BARN SITE`" • \ CARETA1KER / BORING 2 1 SITE 1 /BORING 3I i P-6 / / / PROFILE A / POND SITE 4 (AS / BORING 24A BORING INDICATED ON / / 1 P-5 INITIAL I TEL P-4 / i \ PLAN) P-11\ PROFILE P-14 A 0 ❑P\IT 1// / ❑ P-12 / / PROFILE L 0 \ I PIT 2 P-13 P-10 / \ f N, \ (BORING\ \ I MAIN P -7A--, J / / HOUSE 1 PROFILE BORING /3 SITE P-9 / FjROPERT�Y BORING 6 / BPUNDAI4Y / \\ BORING 7 STUDIO 80/ \ \\ SITE 90 \ // 100 ❑ PROFILE PIT EXCAVATED FOR THIS STUDY Q PERCOLATION TEST HOLE EXCAVATED FOR THIS STUDY 110 / 110 120 130 101 599 GEOTEOCHNICAAL, INC_ I AND APEORCOLATION OTESTOHOLEORINGS Fig. 1 HEJWORTH-PAWLAK GEOTECHNICAL_, INC. TABLE I PERCOLATION TEST RESULTS JOB NO. 101 599 NORTH OF PROPOSED RESIDENCE Page 1 of 4 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) P-10 66 15 6 5 1/2 1/2 60 5 1/2 51/4 1/4 5 1/4 5 1/4 5 41/2 1/2 41/2 41/4 1/4 41/4 4 1/4 4 33/4 1/4 33/4 3 1/2 1/4 P-11 66 15 8 1/2 73/4 3/4 45 73/4 7 1/4 1/2 7 1/4 63/4 1/2 63/4 6 1/2 1/4 6 1/2 6 1/2 6 53/4 1/4 53/4 5 1/4 1/2 5 1/4 5 114 P-12 56 15 6 1/2 6 1/4 1/4 1 60 6 1/4 6 1/4 6 53/4 1/4 53/4 5 1/2 1/4 5 1/2 5 1/4 1/4 5 1/4 5 1/4 5 43/4 1/4 43/4 1 41/2 1 1/4 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on November 14, 2001. Percolation tests were conducted on November 15, 2001. The average percolation rates were based on the last three readings of each test. HEr'WORTH-PAWLAK GEOTECHNICAL, INC. TABLE I PERCOLATION TEST RESULTS JOB NO. 101 599 NORTH OF PROPOSED RESIDENCE Page 2 of 4 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) P-13 60 15 73/4 7 1/4 1/2 60 7 1/4 63/4 1/2 63/4 61/4 1/2 6 1/4 6 1/4 6 5 3/4 1/4 53/4 5 1/2 1/4 5 1/2 51/4 1/4 5 1/4 5 1/4 P-14 66 15 5 43/4 1/4 60 43/4 41/2 1/4 41/2 41/4 1/4 41/4 4 1/4 4 33/4 1/4 33/4 31/2 1/4 3 1/2 3 1/4 1 1/4 3 1/4 3 1 /4 (vote: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on November 14, 2001. Percolation tests were conducted on November 15, 2001. The average percolation rates were based on the last three readings of each test. HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE I PERCOLATION TEST RESULTS JOB NO. 101 599 NnRTH nF PRnPnSFD BARN Paae 3 of 4 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) P-15 48 30 61/4 6 1/4 180 6 53/4 1/4 53/4 53/4 0 53/4 5 1/2 1/4 P-16 48 30 7 6 1/2 1/2 180 6 1/2 6 1/4 1/4 6 1/4 6 1/4 0 6 1/4 6 1/4 P-17 47 15 8 7 1 1 30 7 6 1 6 5 1/4 3/4 51/4 41/2 3/4 41/2 4 1/2 4 3 1/2 1/2 3 1/2 3 1/2 3 2 1/2 1/2 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on November 14, 2001. Percolation tests were conducted on November 15, 2001. The average percolation rates were based on the last three readings of each test. P-15 and P-16 tests based on clay soils. HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE I PERCOLATION TEST RESULTS JOB NO. 101 599 NORTH PRnPnSFD BARN Paae 4 of 4 HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) P-18 48 15 9 7 1/2 1 1/2 30 7 1/2 6 1/4 1 1/4 6 1/4 51/4 1 5 1/4 41/2 3/4 4 1/2 4 1/2 4 3 1/2 1/2 3 1/2 3 1/2 3 21/2 1 /2 P-19 46 15 81/2 7 1/4 1 1/4 23 7 1/4 6 1/2 3/4 6 1/2 53/4 3/4 53/4 5 3/4 5 41/2 1/2 41/2 33/4 3/4 33/4 3 1/4 1/2 1-3 1/4 1 2 1/2 3/4 Note: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on November 14, 2001. Percolation tests were conducted on November 15, 2001. The average percolation rates were based on the last three readings of each test. ���1 fii l�llilf1►11111111��lyifi�lllllllllllll 11720 03/27/2000 03:14P RESOLU., DAVIS SILVI o� S R a . a0 u 0.00 N 0.00 PITKIN COUNTY CO OLTT-rV COMMISSIONERS OF PITKIN RESOLUTION OF TB E BOARD OF C COUNTY, COLORADO, GRANTING APPROVAL OF THE MCLAIN FLATS DEVELOPMENT COMPANY 1041 HAZARD REVIEW, CONCEPTUAL SUBMISSION, AND SPECIAL REVIEW/GNIQS E�EMPTION FOR A CARETAKER DWELLING UNIT Resolution No. o Y 5 -2000 RECITALS 1. McLain Flats Development Company,(%Applicant") has applied to the Pitkin County Board of County Commissioners (`BOCC'� for 1041 Hazard Review and Conceptual Submission approval to establish a building envelope to construct a,single-family residence and accessory structures, and for Special �-� Review approval and GMQS Exemption for a caretaker dwelling unit. 2. The parcel is located on McLain Flats Road, and is more specifically described in Exhibit A. The parcel is zoned RS-Z(a and contains 15.8 acres. I, 4. he parcel was created in 19.68, and, therefore, is exempt from GMQS under the provision of the Lancs Use C6de which exempts unimproved parcels that were created prior to June 12, 1978 [Section 3-150- 030(A)j. 5 Elie BOCC heard this application at a public hearing on March 8, 2000, at which time evidence and testimony were presented with respect to this application. 6. The BOCC finds that the proposed building envelope is primarily located on slopes of less than 15%; avoids mapped wildlife habitat; and that the wildfire hazard for the parcel is rated as low to medium, and can be mitigated. Insignificant areas of slopes in excess of 15% and 30% within the building envelope comply with the "exception for minor changes in slope," which permits development on slopes in excess of 30% "when the slo e .is due to the presence of a minor natural or man-made change in the gradient of a ; P "� slope." 7. The BOCC further finds that the application generally complies with the applicable sections of the Code. NOW, THEREFORE, BE IT RESOLVED by the BOCC that it does hereby grant approval of the McLain Flats Development Company 1041 Hazard Review, Conceptual Submission and Special r� 11111! i i III lillll ill�� �II11 I11l1111111 III 1111111111111 441720 03/27/2000 03:14P RESOLUTI DAVIS SILVI 2 of 5 R 0.00 0 0.00 N 0.00 PI7KIN COUNTY CO Resolution No.4H�-3000 Page 2 Review/GMQS Exemption for a Caretaker Dwelling Unit, subject to the following conditions, which shall run with the land and be binding on all successors in interest: Prior to submission of any earthmoving, access, ISDS or building permit applications, the Applicant shall submit a 1041 Hazard Review Site Plan to the Community Development Department for approval and recording. The owner must sign the mylar copy of the site plan prior to submittal for recording. The site plan shall also be submitted in digital format for integration into the County's GIS system. The site plan shall comply with the provisions of Section 5-70-040 of the Code, and shall be modified as follows: A. Replace the "Hearing Officer Approval" and signature block with a "BOCC approval" and signature block. 2. Prior to submission of an ISDS permit, the Applicant shall provide a letter of intent to serve the development from the White Horse Springs Water District. 3. Prior to submission of any building permits. the Applicant shall: A. File a fireplace/woodstove permit with the Community Development Department. B. Obtain an access permit from the County Engineer for the proposed driveway. The driveway shall enter the access easement at least 100 Feet from the McLain Flats Road right-of-way and shall intersect at a right angle with the existing driveway. C. Submit a drainage and erosion control plan for review and approval by the County Engineer. D. Submit a parking and traffic management plan, which shall designate an employee parking area and include a construction staging plan. Parking is prohibited on County roads or within the County road right-of-way. 4. Prior to issuance of any building permits, the Applicant shall obtain approval of an ISDS permit from the Environmental Health Department. The septic system must comply with all minimum horizontal setback requirements between its components and physical features. A qualified professional engineer must design the system. The septic system shall be located within the building envelope. The Applicant shall comply with the following landscaping and wildfire defensible space mitigation standards: A. Vegetation of 6 inches or less (mowed grass, low growing perennials or hardscape) shall be established and maintained within a distance of 15 feet from all structures. Woody vegetation shall not be planted within this perimeter. B. Trees (spruce, pine, juniper, fir) planted outside of the 15 foot perimeter shall be planted singly with a minimum of 10 feet between trees as measured at the outermost branch. A minimum of a l0 foot separation shall be maintained bet -ween clumps or groupings of aspen (2-3 stems). C. The owner shall be responsible for the continued maintenance of the defensible space vegetation requirements. The Applicant shall comply with the following additional wildfire mitigation standards: 1 Illlll lull lull!{�:;1lsiflli��li�lll ll!!I III !!l!! {I11 I!!I 441720 03/27/2000 03:14P RESOLUTI DAVIS SILVI 3 of 3 R 0.00 D 0.00 N 0.00 PITKIN COUNTY CO Resolution No.o'Y5-2000 Page 3 A. hoofs shall have a Class A, non-combustible roof system. Wood shake/shingle roof 6overings and flat roofs (up to a 3:12 pitch) are prohibited in all wildfire hazard areas. B. Vents shall be screened with corrosive resistant wire mesh with mesh'/, inch maximum. C. Roofs and gutters shall be kept clear of debris. D. Yards shall be kept clear of all litter, slash, and flammable debris. E. All flammable materials shall be stored on a parallel contour a minimum of 15 feet away from any structure. j F. Weeds and grasses within the -15 foot perimeter shall be maintained to a height not more i than 6 inches. G. Firewood/wood piles shall be stacked on a parallel contour a minimum of 15 feet away from the structure. H. Swimming pools shall be accessible to Fire Department vehicles. I. Fences shall be kept clear of brush and debris. J. Wood fences shall not connect to the structure. K. Any outbuildings or additional structures shall adhere to the same standards as structures. L. Fuel tanks shall be installed underground with an approved container. M. Propane tanks shall be installed according to NTPA 48 standards and on a contour away from the structure with standard defensible space vegetation mitigation around any above- ground tank. Any wood enclosure around the tank shall be constructed with materials approved for 2 hour fire -resistive construction on the exterior side of the walls. N. Each structure shall have a minimum of one 10 pound approved ABC fire extinguisher placed in a visible and accessible location. 0. Addresses shall be clearly marked with 2 inch non-combustible letters and shall be clearly visible at the primary point of access from the public or common access road and installed on a non-combustible post. P. New utility lines shall be buried. T The Applicant shall comply with all of the codes and requirements of the Aspen Fire Protection District, including, but not limited to, the installation of approved fire sprinkler and fire alarm systems, adequate provisions for fire department access and turnaround, and provision of the required fire flow. 8. E,.terior lighting shall comply with the County's lighting regulations in effect at the time of installation. 9. The Applicant shall comply with the following measures to mitigate impacts to wildlife: A. Fencing outside of the building envelope shall comply with the fencing regulations in the Land Use Code at the time of installation. The Applicant shall bring existing fencing into compliance with the fencing regulations, prior to issuance of a Certificate of Occupancy for the residence. B. Native vegetation shall be maintained outside of the building envelope, except as necessary for driveway and utility extension. C. Install and use bear proof trash containers. Verification of installation shall be provided to the Countv's Wildlife Biologist prior to issuance of a certificate of occupancy. D. Landscaping shall not include fruit -bearing trees, due to the high level of black bear activity in this area. 111111111111111111111111111111111111111111111111111 IN 441728 03/27/2000 03:14P RESOLUTI DAVIS SILVI Resolution No.d�-2000 4 of 5 R 0.00 D 0.00 N 0.00 PITKIN COUNTY CO Page 4 l0. No development activity, including grading, landscaping, vegetation removal or disturbance, and septic system, shall occur outside of the building envelope. 1 1. For any free market residential structure of 5,000 gross square feet or greater, the Applicant shall comply with Section 4.01.01(B) of the Pitkin County Road ivlanagement and Maintenance Plan, which requires the Applicant to provide construction trip and residential trip generation studies. The Applicant shall comply with this provision as it is in effect at the time of building permit issuance to the satisfaction of the County Engineer. 12. The Applicant shall adhere to all material representations made in the application or in public meetings. 13. The vested rights for the approval granted herein shall expire three years from the date of this approval on the 8`1' of March, 2003. NOTICE OF PUBLIC HEARING PUBLISHED in Tl1e Aspen Times Weekly on the 5"' day of February, 2000. APPROVED AND ADOPTED on the 8th day of March, 2000. T VESTED RIGHTS NOTICE PUBLISHED in The Aspen Times Weekly on the day of jJ2, 2000. BOARD OF COUNTY COMMISSIONERS OF P[TKIN COUNTY. COLORADO ATTEST: 8 y (�7- Sheltie Roy rper, Chair Date Z 7 c v nozcc Cle APPROVED AS TO FORM: APPROVED AS TO CONTENT: John Ely, County A .t Case 4P0I-00; PID #264327400010 su zannew\p i tkin\cases\ 104 1 \mc lain flats\bocc reso urcvmlOJiU V00 hnyyHou b ben, Community Development Director LEGAL DESCRIPTION ---t of land situated in Lots 16 and 17 of Section 27, Township 9 South, Range 85 West of the 6th Principal Meridian, E bed as follows: !eginning at a point on the Southerly line of said Section 27, whence the corner common to Sections 26, 27, 34 and 35 aid Township and Range, bears North 89°35' East 57.20 feet; thence South 89"35' West 646.70 along the Southerly line of aid Section 27 to a point on the Easterly line of a county road; thence North 30415' West 240.00 feet along the Easterly ne of said county road; thence North 21'01' West 411.64 feet along the Easterly line of said county road; thence North 6*39' West 237.56 feet along the Easterly line of said county road; thence North 29°OT West 107.56 feet along the asterly line of said county road to a point an the Northerly side of a 60 foot roadway easement; thence North 68°09'15" _ast 623.10 feet along said easement; thence South 21'51' East 1228.60 feet to a point on the Southerly line of said Section 27, the point of beginning. 111111111111111111111111111111111111111111111111111111 441720 03/27/2000 03:14P RESOLUTI DAVIS SILVI 5 of 3 R 0.00 0 0.00 N 0.00 PITKIN COUNTY CO ------------------- --- ------- p�10LITION PLAN „�,,, or Nz GENAL NOTES ecA,t acArmes - coNrALT Nccxnar ,G"e+Ffx eea�.xNws eaftneNLcs oft c sem ms nv � A�'iL�rvLe�eLF eunmw cavae i�io�Lar-Lra+n re,H r+Arerew, i++° auvne„r nPNUF DNth90N�� x0� i0161M1d= °�°pXt��gR� 9 TO BE ]%h 11!! OL UNLESS HOf® OTNCRYSE. PGI91 TO eMULNftAL pUYiMGS. 5. N1HeGK NALI.5 f0 Be'�%4I 16. O.L UNLE'S vre.rvNvs. THEODORE K GUY aTHvxwtle rxvTx rosmuLTuft,v. NO1ctDvaw raJ. erv°s ,ptlTs. AH° ftAP1eR5. urw« wm ftnvrefts w. Ay pGIATES PG .iotlTs re.anrnKe�'rvrw vumiBNv r,uL-aT. N6 mAvS ro H".N As pOBSBLE c°oaeoNAre wm+i,�sixer rur�Lft�s. srnw Ave ro BE ,ggG.,rtLGTS A*m 9TRLGTURN- EN6NEER9 Ho.,�s.T as PuneNs L �ATE° N PA¢tt YIN15 TTNE UVPeTIL'T VWhB'NG ST SAIS TO BC L�n,�ONW PffY WL'f nJ • b]�lnL ftiKAS RO/�° BASAL �4COW)llib]I OAF iHR9eDR9tl snAv,� � weer ,HE SENexw. w:rvftc x :x - NnPft. coNrftALTac a ftesvan�le vac vPGO"FacessE`�I °—TT' Nw3xs°oF coNs 6wicn� iura' LMNEGi AND/OK EN6NBE�5 LBC NOTT� �pyy,MjN TiYE�"pRPvgNGS� � �° Nciaw; •r e MAIN LEVEL FLOOR PLAN Al 4. /°5 LONSrftWT10N srav, roftrPftwK iia5�oc PeNlN IVT i�nias cx.we ou°en, +nvoc wnec sear_ ASPEN LAKES RANCH 5TABLE Mr LAN FLATS A5PEN, COLORADO MAIN LEVEL PLPN A2s1 IC 0Pitkinn Environmental Health NO SEPTIC PERMIT REQUIRED FORM APPROVED Pitkin County Environmental . Health & Natural Resources Date: T /ay QF- Owner's Name: Project Name: \ Address of Property: c2075- AA=&w� FZ.-42 J � Building Permit number: )',6 Parcel ID # 02(o z%3 — &27Z/=0 U —6y / D Scope of • 4!4 �/ /_ i/ Remodel does not increase the bedroom/potential bedroom count \ 4 Existing septic system is sized for this project New buildings do not need a septic system (i.e. garage, shed, barn, etc.) Project is not located in the area of the existing septic system No septic permit is required for this project., No further review is required by Environmental Health. FOOD SERVICE FACILITY This facility contains a retail food establishment. Environmental Health has reviewed and approved the plans. 0405 Castle Creek Road, Suite 10 Aspen, Colorado 81611 (970) 920-5070 fax 920-5077 www.pitkingov.com �! ftrdMMCOW PWW 10' Easement 10p0 / Desortbed M Recaptlen No's 478857 & 478858 Item 16 of 77tie Commitment 15' Water POehhe Easement os shown an Second Amended Moore Sub. Exemption Piot created by Asp Surrey En9ta are lake% ' �50'. Setback Li tot�/ !Ai / Fence Rise( \ 0 Wood Fence m � Is W ' o• � Fence (typical) 0 0 9r p3 y 4 dm = m 4� + N $ c o e e� 4 Wood Fence fire m V Valve Na r' ,aaad� ,a �a�ra� L�a yae elver aaame...e Y 4ya! �'a°n pond uyon any dl ct » 00, n,:a rm..ry .,,:noel avre year: ap.r you h'rsr, discover such dryeet rn na rvvN may may L9a: ocl,on timed open any dl ct » s... sorry dr eonvm,aeed more than Lena yemr ham ae dao 1 fAr crrry5eaown sAovm `..on a mate Alignment r Easement Bopk 'tem 11 of 71Ue Co to Guy ric Box Spdke Sone Riser TIlT.rM SlRr ff,WW S�RYlC�'S 226 Heather Lane Glenwood Springs, Colorado 81601 (970) 928-9708 (FAX 947-9007) 'email— jeZVO&J--t" eetn no 0 Rebor • Improvemerct Survey Plat A 15.878 acre parcel as shown on the ffoLAIN FlLL4TS O—FVFrOPf,6WF CO-iIPANY 1041 fIf4ZARll RZVjZ#' SIT-' PLAN Found Bross Cao flecortx'ed April, ,2000 in Plat Book 53 at Page 1 Southeast Comer Found Rebar R. W1MY 6th P.M. N County of Pitkin, ,State of Colorado Found Rebar with Yelrow � (.i G Plastic Cop LS 116129 " W 16' Witness Corner 9 Sdwt/w Ditch �7�v1 NORTR le / / / °I3DD GRAPHIC SCALL: 'o1 gap � Ar n t t -n - 60 tL ' b e Legend and Notes: I�pn O t71o� .[ a hd'cotas found monument os described (fjtAvdf 9 Poco m - • hd/catss 6 rebar with red plastic -P /33638 indicates Wooden Loth (points en setback and PRPeNY fines) Auto Cou ti ' ° - Bearhga ore based upona Bross Cay kund of the Southeast Coma of Section 27 and o retia WM o rod p/antic roil (siegA/e) Jomd of the souMwestsrly comer of the y 0 subject parte! using a bearing of 56935'w w between the two described monuments. We wrvey dose not represent o tlbe search by M/s seuveyor to determine owner— o fo discover easements cr tah# arto ow rses of record. All Q Marmara psr.1 record to as behp, easements a other enrwmbronces of record has been token from o title Tub I daterd December 07, 2007 - by ar,1ttmmita CwnPony ber F21436'K P/f _ this property ie subject to the a gptims hstad h said Ube commitment. LECAL DESCRIP77ON (Per 77Ue Commitment) ' Elen. trine A tract of land situated In Lots 16 and 17 of Section 27, Town-,hy 9 South, Range 85 West of the 6th Prfoclpol Meridian, dssarrbed as follows: Beginning at a point on the Southerly line of said Sect/w, 27, whence the comer Holding / common to Sections 26, 27, 34 and J5 sold Township and Range, bears / North 6935' fast 57.20 feet' Mends South 89:15' West 646.70 along the Southerly the an O / of sold Section 27 fo o point on the Evste-ly /he of o county rood, thence J North 3075' West 240 00 feet long Me Easterly /he of said county rood hen e d LFl�d !round j & C North 21p1' Wast 411.64 feet along the Easterly line of sold county rood,' Mance - O North 1639' West 237.56 feet along the £asteriy line of said county rood,' thence, North 29177' West 107.56 feet along Me Easterly line of said county rood to a point \ / wen Pols & on the Narther(yJ.10fee side of a 60 foot roadway easement' beno,51' E t rth12 660 fee' R hone East 62210 Ref along said easement' thence South int o East beginning. feat to a � at1 point on the SouMeriy /!ne of sold Section 27, the polo! of beginning. o Lrpss mal 16ni a sb a tar / 4� to AIt9� ntem 11 ofonUa Cam df Oeetr/c • - Km,a Page / •$ T AP � 726 wen Pole 9 POAV m / / 0 e c e n ro1,�Nt t�7 nN2 ala Found Spike Improvement ,-) Urve� Plat Surveyor's Certificate: 4 Jeffrey Allen Tuttle, being a Registered Land Surveyor in the State of Colorado, do hereby certify to Mdobr Flats Ranch, LLC, Fidelity Notlona( 77de Insurance ComPany Wachov4a Bonk, N.A., it. successors and/ or ass/gns, Katz, Barron, Sault— Foust Frledbay, Imaly, English & A/len, P.A., Rutherford Mulhdl, P.A. Mot this improvement suuley was made under my super W- and is true end correct to the best of my belief end knowledge. I furM, c.Hlfy Mat the improvements on Me above described Pored on this dote, December 19, 2007, except utility connections are entkdy within the boundaries of the pace/, except w shown, that there am no womachmmts upon the described Premises by knpm emen is on an 9 premises -cpt as indicated and Mat there is n p, Foe or sign of any eassment erosshg ar b - n9"?^y'. of said parcel, except as not o •^� fa nn u 336 p s Z ©b 71Nsn TytB LS 3J6 B Date �0:'AL LeNC 72076- 3lelain Flats Load ,4spen, Colorado 601111 Dawn by.- ✓T I 1 .we. 12/21/07 OF 1 ,---)AM \ `� r—G.OK1 1 SANITARY LINE TO (1) NEN EXTERIOR BAR 51NK ADDED AT DECK. SINK NULL BE SUMMER U5E ONLY AND HILL BE DRANED AND NUNTERIZED EACH FALL. NEN CLEANOUT OUTSIDE THE HOUSE. ADJACENT TO THE HO)SEN, HAS BEEN ADDED AND TWO NEN DRAINS HAVE BEEN ADDED INSIDE THE CRAWL 5f N E FOR WINTERIZING THE SYSTEM. 9J6/el -9� i.�' 2AO.00, Q THEODORE K GUY ASSOCIATES PC ARCHITECTS AND STRUCTURAL ENGINEER! P.O BOX 1640 23200 TWO RWeR'b ROAD 8 HONeT(9900 9781621 PA% (4'10) 929-4013 tkgpetkge.net DATE REMARKS 4%07 DEMOLITION PERMI 1010-1 PERMIT SET /15/09 GHANbe ORDER 01 1/75/07 DeCK ReVM PINA 1/29/09 C44AN6e ORDER 02 /27/07 MTERCR DeTAILS /30/08 G.O. •1 :NIN RE5IDENC RGOLA SUNNYSVE LANs DRlJNN: pMG GtIEGKED: M-B.TKG PRINTeD: 8/2/08 SHEET TITLE: SITE PLAN Menln Pergola II:.Allx All open to View EL.E—V.ATION A Timber Support for Roof Electrical Outlet In Side OF Stone Column Viking 55" Ultra Premium T -Series 6rill w/Side Burner #,/69Q by others Copper cap on wail Hinkley #50040BZ Louvred Step Light -Bronze Kohler #K-6531 55 Faucet by Others Electrical Outlet Locate Per Manufacturer's written Instructions For Viking BBQ Rotisserle Cantrio Concepts #91–' -KSS -001 55 Undermount Sink by Others •6ranite Top with 1.5" Flat Polished Edge .B5, Apron and BBQ Support Finished in 545 T46 (-edar, Except Behind brill Ydiere Backsplash Is Copper -Ralling to Match Existing on Main House -Electric Outlet for Future Appliance Placement -mod Deck 'Ew EXTERIOR BAR 51— — FLAN Trough #CT6-4285 by Others ping water, Ice Storage Only) s EL.�\./ATION E3 2'-0" 5'-61, , 2'-0" EL.�YATION G �p with 3" Flat I Edge on All wood Planking ed Bar Face Top with 5" Flat Polished Edge on All Top with 1.5" Flat Polished Edge Finished in Stucco Trough Sink #CTB -4285 by Others c Outlet for Future Appliance Placement al wood Planking on End of Bar 5EGTION P Trough Sink #cTB-4285 by Others o vertical wood Planking on Back wall Drain Thru Floor, Bent for Cooler Clearance Supports for Lower Stone Top 4 Shelves 11 BARN PLAN a e: • 3 4 1 I I I SRAVEL 11 .3 SF ED E 12-4" 12'-4" 12'-4" 54'-0" t Y L n SPENERAL NOTES 1. DO NOT SCALE DRAWINGS - CONTACT ARGHITEGT JR ENGNEER CONCERNIN6 D15GREPENGIE5 OR 4651NG INFORMATION. 2. COMPLY WITH ALL APPLICABLE BUILDING CODE THEODORE K GUY 4AANNU�TL",ERS' PZCC.KTH OMMENNDDArlON. EQUIPMENT Ae>e CIATES PG 5. ALL DIMENSIONS TO FADE OF FRAMING VNLE55 TOTED OTHER41t5E. 4. EXTERIOR WALL5 TO BE 2X8 • 18' O.G. UNLE55 ARGHITEGTS AND +o,—OTHERW5E. REFER TO STRUCTURAL DRAnN65. STRUCTURAL ENGINEERS S. INTERIOR WALLS TO BE 2x4 0 W O.G. VNLE55 40TED OTHERWSE. REFER TO 5TRUC7URAL DRAWINGS. P.O. BOX 1840 6. GROWN ALL 5TUD5, ,10675. AND RAFTERS. GROWN 29280 TM RIVERS ROAD IOISTS AND RAFTERS UP. 1. COORDINATEJOIST PLACEMENT WITH PLUMBING BASALT COLORADO 81821 PHONE (970) 977-5187 :vn)RE LAYOUT. 8, HOLD ALL PLUMBIN& TRAPS AS HIGH AS POSSIBLE FAX "0) 92-7-4519 ,OORDINATE WITH CABINET ACCESSORIES. 9. NO VENT OR PLUM5N6 5TAGK5 ARE TO BE OGATW IN PARTY WALLS 10. THE UPPER LEVEL PLUMBN6 STACKS ARE TO BE AST IRON UNTIL THEY REACH THE DRAWL SPACE. 11. THE PURP05E OF THESE DRAWINGS 6 ONLY TO WAPHICALLY DEPICT THE GENERAL NATURE OF THE YORK. THE CONTRACTOR IS RE51-ON50LE FOR :ONF4RMN(5 DMENVOKS AND 5M-5CTIN6 FABRICATION AND 'RCGE556 AND TFLFINIQUES OF CONSTRUCTION. THE 4RCHITEGT ENGINEER SHALL BE NOTIFIED OF WY VARIATION FROM DIMENSIONS OR CONDITIONS DATE REMARKS 4/2V05 CON5TRUCTION 5/25/05 TDR APPROVAL -7/05/05 REVIEW 5ET 5/21/06 PERMIT SET M)=NNIN BARN EXPAN510N 2-1= 51.1Ai*`Ii�SiDE LANE A5PEN, COLORADO JOB a: 04115 VRA ft JLJ/JS/D6 CHECKED: 5141'06 PRINTED: muie'P TTL• A2.1 07151 ;530.08) barnmcd BARN PLAN OPYRIGHT C THEODORE K GUY A350CIATTS PG CI LOWER LEVEL FLOOR PLAN z, ,« PRINT and REVISION RECORD _ k / f�( 02 co 7 � #/ !$§ _ AL2 77£fg / )�| CD p >\� Do cl) § -1 $ PRINT and REVISION RECORD ,|;■ k U 2 co 7 � PRINT and REVISION RECORD k U 2 co 7 � #/ _ AL2 77£fg � £$� CD p >\� Do a -1 PRINT and REVISION RECORD E A C 0 1 2 13 4 5 LTZ p N CVV HIM" CA A UPPER LEVEL FLOOR PLAN SCALE: 1K'=1' -D" 5 V cc tG LTZ p N CVV w U a� o � H;m O V cc tG LTZ p N CVV PRINT and REVISION RECORD FLOOR PLAN SCALE: 1/4"1"0" PRINT end REVISION RECORD sheets A1.0 2 � a a a PRINT end REVISION RECORD sheets A1.0 a a PRINT end REVISION RECORD sheets A1.0 CARETAKER UNIT AND STABLE ISDS LA YO UT SCALE- 1"- 20' SEWER CLEAN OUT (TYPICAij SEE DETAIL....•` 1000 GALLON SEPTIC TANK.---- . ANK•-- ' 85 LEGEND .................................. PERCOLATION HOLE PER H. P. GEO TECH •' REPORT DATED OCT 10 2001 PERCOLATION HOLE PER H.P. GEO TECH REPORT DA TED NOV 26, 2001 ................................ ..... & ..................................... / ................ .............. SEWER'"CLLAN OUT •. / (TYPICAL) SEE DETAIL ................................................... "�_................................... sr �: \�O............................... .: ........ ( ....... i ... 2 FT INTERVAL CONTOURS ESTIMA TED FROM \ ,4f -CH /TECTUAL SITE PLAN 1 FT INTERVAL CONTOUt4S...••' "'• •''�''...• •�•�•.. :' ;• I FROM... FIELD "SUR BEY a. . I O ........ / P17 ' I .•�'� 30 mpi ........... •.•• .'•� ••• /.: P15 180 mpi �. P18 I 30 mpi I : P16 I \ 180 mpi I / P19 23 mpi DISTRIBUTION BOX ! \ .. • \ \'•. SEWER CLEAN \ OUT (TYPICAL) �'''•. SEE DETAIL. \ � l \\ STABLE P3 \ 80 i �.... ' P2 1 20 mpi m , 56.25 SEWER••CLEAN OUT 1000 GALLON ••SEPTIC TANK 34 " TSP NOTE- GRADING IN STABLE AREA IS NOT SHOWN. CARE SHOULD BE TAKEN TO ENSURE THA T FINAL GRADING WILL NOT RESUL T IN 6' MIN Z'YP EXCESSIVE FILL OR INA DEQUA TE COVER 0 VER THE SEWER LINE. LOT 10, BLOCK 2, WHITE HORSE SPRINGS, PITKIN COUNTY, COLORADO SECTION 2 7, TO WNSHIP 9 SOUTH, RANGE 85 WEST, 87H P.M. ......... . . I ........ ... .' •• l 1 ................... 1 '•. • I a ... �ST�I BLE �." .... .. I .................... l I IAREA OF CARETAKER •.• • .•. -. •• UNIT AND STABLE ISDS LA YOU =k& 1- ea' 2 �0107 .80 ' -- 23758 00 —_ _ 411.84 McLAIN FLATS ROAD NO TE: RECORD DRAWING PREPARED BASED ON FIELD OBSERVATION, NOTES, AND SKETCH INFORMATION PROVIDED BY THE CONTRACTOR. JAN 3 � 2006 ENVI"IMEN ALNHEALTH MEPIA"il Cru- mew, - a .� 3 ti 3 O L O 3 N 0 0 0 N LOT 1 D, BLOCK 2, WHITE HORSE SPRlIVGS, PITKIN CO UNTO ; COLORADO SECTION 27, TOWNSHIP 9 SOUTH, RANGE 85 WEST, 8TH P.M. MCLA/N FLA TS ROAD