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pitkin.eh.273504401003 (1994)
s Parcel ID ; X35 = 64 (1 f ASPEN/PITKIN r-NVIRONMENTAL HEALTH DEPARTMENI APPLICATION FOR AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM (ISDS) PERMIT Name of OWNER a` ��� 1 e,S Bus. Phone # g (� 6,,, - BIOS F3 C 13 16 it Home Phone # ZI 5 Ot SL Mailing Address Z� s� S Name of AGENT h Bus. Phone #911040 6 Mailing Address -X-iS rQIWt,rl►d�- �-1tf`` �)a5c.� t �(3 t� i6Z� Home Phone # Z �y�fs�Z (�- Copy of Permit to be Sent to: >>_ /r' C"', qd3 r �S--Y6f PERMIT IS FOR: W NEW INSTALLATION, () REPAIR, () ALTERATION NOT DUE To FAILURE, or () EMERGENCY USE. for permit # :514e-) STREET ADDRESS of Property: b 12- A n1n Co i l LEGAL DESCRIPTION of Property: lot 3 block_, filing_, and subdiv. Cod o G 1� Size of Lot 9 1 acres Type of Structure Proposed T # BEDROOMS LA, # LOFTS D, # GARBAGE DISPOSALS # DISHWASHERS �c , # CLOTHES WASHERS ! . Water Supply: () Private Well, () Spring, () Stream, or 0 Syste (Public. r Private Name: ) IS PROOF OF ADEQUATE WATER ATTACHED? () YES or () NO HAS THIS PROJECT BEEN APPROVED BY PITKIN COUNTY? () YES or () NO Application for an individual sewage disposal system permit Is hereby submitted. The undersigned acknowledges that the above information Is true and that false Information will Invalidate the application and any subsequent permit. Issuance of the permit does not explicitly or implicitly 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 owner assumes all responsibilities in case of failure or inadequacy of this system. SIGNATURE OF APPLICANT Date - ' `I The application becomes invalid 120 days from the a signed. This Zmit is valid only for the design as specified bel wi++++++++++*+++++++++++ ,r+++++BELOW FOFFICE USE INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT # 00 C $150 fee paid Yes. Date received " I cj Ci Receipt # Received By DESIGN CRITERIA OF SYSTEM TO BE INSTALLED: Any changes must be submitted and approved in writing. # of Bedrooms:, Percolation Rate: mpi, Average Daily Waste Flow: & gallons. 00 Is an Engineer Designed system needed? ( ) Yes or�4 No (All plans and specifications of the engineer shall be followed. Any changes must be approved in writing and the engineer shall certify the final installation to the Environmental Health Department in writing.) -� 0 square feet minimum Minimum Septic Tank Capacity IZ� gallons Absorption Area 1 () Absorption Bed, X Absorption Field in Trenches, () Gravel -less system, () Pumping/Dosing Chamber, () Absorption Pit l�trr M�yr,inum v SO°l led.t�cfiav� w,ll h4 cans%cl�uz� joy �rat�el—less; dip ���✓el o/ iher vuS. Stages requiring inspection: WBefore excavation, ( ) Upon completion and prior to placement of gravet, ( ) Before covering distribution system of absorption field, (Prior to backfill of any component and any situation deemed necessary by Environmental Health Department Staff. Plans and specifications of the proposed individual sewage disposal system have been reviewed and are considered satisfactory. Permission is hereby granted to the owner or his agent to perform the work indicated above in accordance with the Pitkin County Individual Sewage Disposal Regulations in effect on the date of issue. In addition to general provisions set forth in any attachments, this Permit is subject to the following additional terms and conditions if any: % zzS APPROVED FOR ISSUE BY: C '�, ��(6� DATE OF ISSUE: The above individual sewage disposal system has been inspected for use by the Aspen/Pitkin Environmental Health Department. The owner assumes all responsibilities in case of failure or inadequacy of this system. Complete as -built drawing and all specifications of as -built are included with this permit. FINAL INSPECTION BY: I � /C" /.% DATE OF FINAL INSPECTION: ' �-1 f� f :BOTH:UDD:JTCPC:WP:PERMIT.B.1 13 SOUTH GAL STREET - ASPEN, COLORADO 61611 - PHONE 303.920.5070 - FAX 303.920.5197 A/PEHD 1194 PRINTED ON RECYCLED PAPER SY AN/PITKIN ENVIRONMENTAL HEALTH CARTMENT • ' , FINAL SYSTEM DESIGN FINAL SPECIFICS OF THE SYSTEM INCLUDED UNDER THIS PERMIT: (As -Built Conditions) �k Type of Tank or Treatment Unit: &CIw-k L ,Tank Capacity: 1500 gallons Type of Absorption Field: (renes Absorption Area: IZ ( 0 square feet DESCRIPTION, CONDITIONS, AND SPECIFICATIONS OF SYSTEM DESIGN: eh",- 1it5PCcttCd I(r��:1 i'e(d 7- 1 (- r{� reQ,usFcci Sol<'d ppe P1PL r`n Su'9G far►IL 6� rer4-0.ted -la n'iAjc_h 041.,r �f lc'�s • #It 4r -meds will lk-ed-eQU_a_1 d%sfi;6wfi'rn FINAL AS -BUILT PLOT PLAN: I R sfu.l ted s i n i h -a -ire n dYs w i.!& lel-�- 4.,)1ul of %D U,,- s• �-5rcfiv) porf5 UJpXe Snsiit1(td cLF `4u. 2At1 a� gtclti mtn;m uiL o ��f`` 6 ` of und�'siZr bed sGi 1 w(15Ira_ig4a4'ne d be�✓i�- eeTrtncv5. Adequ.&�e HCl "i54,rcj frov� 41,, purge 7�,LAL 4z) 4&,- 4rendv5, FINAL INSPECTION BY: 4DATE OF INSPECTION: BOTH:UDO:JTCPC.,WP:PERMIT.a 1 130 SOUTH GALENA STREET - ASPEN, COLORADO 61611 - PHONE 303.920.5070 . FAX 903.920.5197 PRINTED ON RECYCLED PAPER ,I 15 Chau.Vic,- w&T en^` DiQ� a level joac1. Pivu,p wl k A..�ll, u 5ySfC� S�7I/ O� ' ted5 7b �. II. vWl l�cJ • �i/o Zu.,lxl -9' Z 1k.— ao -"� - 4-5recoaw,,l de j . 50Ucl PV e- Piet Iii sung- 4an k .5-611 IV_e�.s l L, f / J A.cC-bC✓ of r,1Ad1Cd w i� st'Gu rr t�5lC 1 i n ha�cs� . C6�oked �Cu_ � L*_9e �M'lk av � sa1e`d .P VC- ��� btu s be. e-ri 're lace r-1 FINAL INSPECTION BY: 4DATE OF INSPECTION: BOTH:UDO:JTCPC.,WP:PERMIT.a 1 130 SOUTH GALENA STREET - ASPEN, COLORADO 61611 - PHONE 303.920.5070 . FAX 903.920.5197 PRINTED ON RECYCLED PAPER ,I . , (E . , d w l Cre aL) o /Soo Aja) cytc j ( S bCdroam5� f 4,ellh,5 _ / S /'s6 \ `_----) - ,DSS C7S0 SO . SD : a? of -/�v 5-6 %a red ut A'a-) _ /10O - �q '- l 3 ( g l wa l Or 6 / Chdin btr-3 �6 cc n fs o54o(ed a- q .c l 4aL— JT`�- 3-��/� /2 ��sv �-�G(d �e5r9n as T slccl J-0- qg �,�� Z v ep- v-- 1 ASPEN PITKIN ENVIRONMENTAL HEALTH DEPARTMENT J idr�ctc.c�°J"� 116 x Zl (del y) fdldS SOD y�lS 5f,,,kcj( 1, M jt//an 4a lL (970)920-5070 130 SOUTH GALENA STREET 0- HARRY MAYER CONSTRUCTION, INC. 275 RIVERSIDE DRIVE BASALT, CO 81621 927-4532 CLASS A LICENSE #1893 CITY OF ASPEN. CO G y2,?1f,V P01 Nelson Environmental & Wastewater Solutions, LtA E W S July 26, 1993 Mr. Harry Mayer Harry Mayer Construction 275 Riverside Dr. Basalt, CO 81621 Subject: Solis Evaluation and Percolation Test for Individual Sewage System Design for the Jefferies Residence, Lot 3, East Owl Creek Subdivision, numbered off Cold - Wee m Lww Dear Harry, As requested, Nelson Environmental and Wastewater Solutions, Ltd., performed a soils study and percolation tests on the subject property to design a septic system for the proposed residence. We conducted this study according to Section 4-5 of Pitkin County Reaulations lodly1dual Sewage Disposal Systems on Tuesday, July 26, 1994. We have based our recommendations on the subsurface conditions encountered. Please furnish this letter to the Aspen/Pitkin Environmental Health Department at your earliest convenience to obtain a permit to construct this individual sewage system. .... 1.Lei= The planned residence is a four bedroom, four and one-half bathroom house of approximately 11,000 square feet. The property is served by a subdivision water supply from wells drilled into the shallow alluvium along the creek bed and across Owl Creek Road from this subdivision. The lot is approximately 43.8 acres in size. The site is a platted lot within the East Owl Creek Subdivision. It is located at the top of a knoll with a small draw to the North. Most of the lot is covered Wth sage and native grasses, although the area to the west of the building envelope is forested with some aspen trees and native vegetation. There is a sloping area to the Northwest of the building site that was investigated as the location of the septic system absorption field. The ground surface in the proposed area of the absorption field, appears natural and slopes gently to the Northwest at a 15% grade. P.O. Box 6961 Snowmass Village, CO. 81615 Office (303) 923.3289 Home (303) 923.2766 and Jefferies Residence Rot 3, East Qwl Creek Subdivision Soils Evaluation and Percolation Testing July 26, 1994 Subsurface Conditions: The soil profile trench, dug in conjunction with the construction and installation of utilities, was approximately 20 feet east of the proposed septic system absorption area. It revealed that the soils on the southerly portion of this building envelope are a shallow silty loam topsoil overlaying a sandy loam and sand and gravel to a depth of eight and Qro, half ,. im* Tk .,was. a considerable amount of flagstone and cobble intermixed with the soil matrix below two feet. Bedrock was not encountered and there was no evidence of a water table within the profile excavation. The soil texture encountered in the percolation test holes was similar to the profile excavation, a silty loam about 12 to 20 inches thick and a sandy loam to 5 feet in depth and a silty sand and gravel to the bottom of the profile hole at a depth of 6 112 feet. There were loose flagstone fragments and cobbles intermixed within the soil matrix below two feet. T- L • 7•/ [ 1' The subsurface soil conditions were evaluated with the standard percolation test procedures at the approximate location shown on Figure 1. Percolation testing was performed in the proposed absorption trench area Northwest of the staked residential site. This testing was performed in three shallow holes excavated with hand tools in the bottom of two shallow backhoe pits to a depth of thirty-eight inches. Four inches cf gravel were placed on the bottom of each hole tested. Only two of the three pit excavations were prepared and tested because the third disturbed a hornets' nest and could not be used. The percolation holes were pre-soaked by adding water six hours before the test and at intervals of two hours during the day before the peraolatien tog measurements were conducted in the late evening. The results of the percolation testing are presented in Table I. These results indicate the silty loam soils have an average percolation rate of 24 minutes per inch, a satisfactory percolation rate under Pitkin County criteria. Limitations: This report has been prepared according to generally accepted practices in this area for use for sewage disposal system design purposes. The conclusions and recommendations submitted in this report are based upon data obtained from our site visits at the location indicated. There is some possibility that the nature and extent of M cod Jefferies Residence Lot 3, East Owl Creek Subdivision Soils Evaluation and Percolation Testing July 26, 1994 variations in the subsurface soils across the site may not have been evident at the time of this investigation, and may need additional evaluation if further excavation reveals conditions different from those described. This office should be advised of any unusual situations as soon as possible so we may reevaluate our recommendations. If you have questions or if we may be of further assistance, please call the office. �incerely, Reviewed By: Robert F. Nelson, R. E. H. S.J y mmond, P.E. President chmeuser, Gordon, Meyer Engineering 4 rod P -Z tE4rt IN FIGURE 1 X10401 Jefferies Residence sod Nelson Environmental & Wastewater Solutions, UA E TABLE I W FERCnt AT10N TEST RESULT FORM W Hole Length Depth at Depth at Drop in Average Hole Depth of Interval Start of Interval End of Interval Water Level Percolation No. (in.) (Minutes) (Inches) (Inches) (Inches) Rate(Miin./Inch) 1 39 6 27/8 25/8 1/4 6 25/9 23/8 1/4 1/8 6 21/4 2 1/4 6 2 1 13116 3/16 6 1 13/16 15/9 3/16 6 15/8 17/16 3/16 32 2 38 6 53/16 43/4 7/16 6 43/4 4 118 518 6 4118 313/16 5/16 6 313/16 31/4 9/16 6 3 114 215/16 5/16 6 215/16 21/2 7/16 6 21/2 2 1/8 3/8 16 Jefferies Residence Lot 3 East Owl Creek Subdivision Coldstream Road Date ofP4cnlistionTest- 07/26/94 P.O. Box 6961 Snowmass Village, CO. 81615 Office (303) 923.3289 Home (303) 923.2766 and lyelson Environmental & Wastewater Solutions, UA E W Property Address: Coldstream Lane S Legal Description: Lot 3 East Owl CL9gh Subdivision Property Owner.- Name wner:Name Boyd Jefferies Address Contractor: Name: Harry Mayer Construction. • 816 Phone: 927-4532 91 Saturation and Swelling o Smeared surfaces removed IL,Yes o Gravel Added ,Yes To a 4" Depth o N(c. and Time presoak water added 7/26/94 (a 12:15 jLmm_ o Amount of presoak water added 18 gallons per test hole o Water remaining in holes sAer presoak? Hole 1: _Yes X No Hole 2: —Yes X -No Percolation Rate Me*surement Hole 1: 32 minutes/inch Hole 2 16 minuteshnch AVERAGE 24 minutes/inch 0 Excavating Contractor: Name: Stutsman-Gerbaz EIS Address: 0755 Gerbaze ate Dr. Snowmase. CO 81654 Phone: 9232734 Groundwater. o Not Encountered at S 1/2 A_ o Estimated depth to high seasonal water if not encountered- +1(N) fco o is area believed to he suit to seasonal fluctuations which could result in a seasonal water table? _ Yes X No Slope in absorption ares 15% to the NW Redrmk o Not Encountered o Estimated depth if not encountered -40 feet o Type of bedrock: X Sandrtnne _Claystone —Siltstone _„ Other: —2LFrscwrvd Wesehcrad o is bedrock believed to be permeable? X Yes No I certify that the above information is correct and complete to the best of my knowledge and that all tests were performed in accordance with the provisions of Pitkin County Individual Sewage Disposal Regulations, Section 4-5.1 through 4-5.7. Robert F. Nelson President Reviewe/d� by, 2UlJ J mm , P.E. ch euser, Gordon, Meyer P.O. Box 6961 Snowmass Village, CO. 81615 Office (303) 923 -3289 Home (303) LOCI 1.7. Nelson wast waw Solutlons� UA E W May 25, 1995 S Mr. Harry Mayer Harry Mayer Construction 275 Riverside Dr. Basalt, CO 81621 Subject: Soils Revaluation and Additional Percolation Tests for Individual Sewage System Design for the Jefferies Residence, Lot 3, East Owl Creek Subdivision, numbered as 0128 Coldstream Lane Dear Harry, As requested, Nelson Environmental and Wastewater Solutions, Ltd., has performed another soils study and percolation tests on the subject property to assist in relocating a septic system for the proposed residence to a more suitable area. We conducted this study according to Section 4-5 of Pitkin County Regulations individual Sewasue Disaosal Systems on September 20, 1994. We have based our recommendations on the subsurface conditions encountered. We will furnish this letter to the Aspen/Pitkin Environmental Health Department at our earliest convenience to amend the existing permit to construct this individual sewage system. The planned residence is now a five bedroom house of approximately 11,000 square feet. The property is served by a subdivision water supply from wells drilled into the shallow alluvium along the creek bed and across Owl Creek Road from this subdivision. The lot is approximately 43.8 acres in size. The site is a platted lot within the East Owl Creek Subdivision. It is located at the top of a knoll with a small draw to the North and West. Most of the lot is covered with sage and native grasses, although the area to the west of the building envelope is forested with some aspen trees and native vegetation. There is a sloping area uphill and to the South of the building site that was investigated as the location of the septic system absorption field. The ground surface in the proposed area of the absorption field, appears natural and slopes gently to the Northwest at a 15% grade. P.O. Box 6961 Snowmass Village, CO. 81615 Office (303) 923.3289 Home (303) 923.2766 Jefferies Residence Lot 3, East Owl Creek Subdivision Additional Soils Evaluation and Percolation Testing May 25, 1995 Page 2 The eight -foot deep soil profile excavation was approximately 20 feet West of the proposed septic system absorption area. It revealed that the soils on the southerly portion of this lot are a silty loam topsoil overlaying a sandy clay loam and sand and gravel to a depth of eight and one half feet. There was a considerable amount of flagstone and cobble intermixed with the soil matrix below two feet. Bedrock was not encountered and there was no evidence of a water table within the profile excavation. The soil texture encountered in the percolation test holes was similar to the profile excavation, a silty loam about two feet thick and a sandy clay loam to 5 feet in depth. Below that, a sandy clay loam with gravel was encountered. There were loose flagstone fragments and cobbles intermixed within the soil matrix below two feet. Percolation Testing: The subsurface soil conditions were evaluated with the standard percolation test procedures at the approximate location shown on Figure 1. Percolation testing was performed in the proposed absorption trench area South of the foundation. This testing was performed in three shallow holes excavated with hand tools in the bottom of three backhoe pits to a depth of fifty to sixty-two inches. Four inches of gravel were placed on the bottom of each hole tested. The percolation holes were pre-soaked by adding water eight hours before the test and at intervals of two hours during the day before the percolation test measurements were conducted in the late evening. The results of the percolation testing are presented in Table I. These results indicate the silty loam soils have an average percolation rate of 25 minutes per inch, a satisfactory percolation rate under Pitkin County criteria. Lir�r I,tations: This report has been prepared according to generally accepted practices in this area for use for sewage disposal system design purposes. The conclusions and recommendations submitted in this report are based upon data obtained from our site visits at the location indicated. There is some possibility that the nature and extent of variations in the subsurface soils across the site may not have been evident at the time of this investigation, and may need additional evaluation if further excavation reveals 2 Jefferies Residence Lot 3, East Owl Creek Subdivision Additional Soils Evaluation and Percolation Testing May 25, 1995 Page 3 conditions different from those described. This office should be advised of any unusual situations as soon as possible so we may reevaluate our recommendations. If you have questions or if we may be of further assistance, please call the office. Sincerely, Robert F. Nelson, R. E. H. S. President Reviewed By: Dan Cokley, P.E. Schmeuser, Gordon, Meyer Engineering 3 Scdo: 1" 0 DMinmmftd COs Arm .1, —I BuIdinp EM pompe I Nelson Environmental & Wastewater Solution.% Ltd E W S Table i PERCOLATION TEST RESULT FORM Depth at Depth at Average Length of Start of end of Drop in Percolation Hole Depth Interval Interval Interval Water Level Rate Hole No. (in.) (Minutes) (Inches) (Inches) (Inches) (Min./Inch) 1 54 10 7 9/16 7 1116 9/16 10 7 6 518 318 10 6 5/8 6 1/8 12 10 1 6 1/8 1 5 5/8 12 10 1 5 5/8 1 5 1/8 12 27077:j 2 62 10 10 518 10 1116 9/16 10 10 1/16 9 7/8 3/16 10 9 7/8 9 5/8 1/4 10 9 5/8 9 12 1 /8 1 Q 9 12 9 118 3/8 27 3 50 10 9 3/4 9 12 1/4 10 9 12 9 12 10 9 8 5/8 3/8 10 8 5/8 8 1/4 3/8 10 8 1/4 7 718 318 27 Name: Boyd Jefferies Property: Lot 3 E Owl Creek Subdivision Date of test: 920/94 P.O. Box 6961 Snowmaw Village, CO. 81615 Office (303) 923.3289 Home (303) 923.2766 t, 4 Nelson Environmental & wastewater Solutions, Ltd E W Property Address: 0128 Coldstream Lane S Legal Description: Lot 3 East Owl Creek Subdivision Property Owner: Name Boyd Jefferies Address 2761 Owl Creek Road Contractor: Name: Harry Mayer Construction. Address 275 Riverside Dr. Basalt, CO 81621 P hone : 927-4532 Saturation and Swelling o Smeared surfaces removed _& _Yes o Gravel Added X Yes To a 4" Depth o Date and Time presoak water added 9/20/94 Cad 8:15 p.m. o Amount of presoak water added 24-30 gallons per test hole o Water remaining in holes after presoak? Hole 1: _Yes X No Hole 2: _ Yes X No Hole 3: Yes X No Percolation Rate Measurement Hole 1: 20 minutes/inch Hole 2 27 minutes/inch Hole 3 27 minutes/inch AVERAGE 25 minutestinch Excavating Contractor: Name: Stutsman-Gerbaz Excavating Address: 0755 Gerbazedale Dr. Snowmass. CO 81654 Phone: 923-2734 Groundwater. o Not Encountered at 8 R. o Estimated depth to high seasonal water if not encountered- 40 feet o is area believed to be subject to seasonal fluctuations which could result in a seasonal water table? _ Yes X No Slope in absorption area 15% to the NW Bedrock o Not Encountered o Estimated depth if not encountered -40 feet o Type of bedrock: X Sandstone _Claystone _Siltstone _ Other: X Fractured Weathered o Is bedrock believed to be permeable? X Yes �No I certify that the above information is correct and complete to the best of my knowledge and that all tests were performed in accordance with the provisions of Pitkin County Individual Sewage Disposal Regulations, Section 4-5.1 through 4- Reviewed Reviewed by: Robert F. Nelson Dan Cokley, P.E. President Schmeuser, Gordon, P.O. Box 6961 Snowmaee Village, CO. 81615 Office (303) 923.3289 Home (303) 923.2766 Ir�lyrA�rni�� __ PUMP TANK STANDARD DETAIL AND SPECIFICATION SHEET INSIDE DIMENSIONS -INCHES GALLONS LENGTH WIDE DEPTH GAVIN MANUFACTURER GALLON STORAGE ABOVE F.LECTIIICAL 6 NGTAE BOX MADE 00 ' GATE VALVE fC I I LGAM LOCK \,,,CHECK VAL At �J y*p4 off t� �►v f,C s P OF ELVTtFNF 14OTE- FLQATs muST K I%STALI.i,ts NOT TO sm b wN EAN�K TER ENT OO "' ORO� �a ypF1 SEAL TOP O �RISEM M1M. 12 Alf ORA= —1HN. 24" DIA. NYLON LIFT ROPE (MUS E V LOW WAEASA "DIELI e . o 0 1- V `.- r -T -i r7.j r— C� C-7 Cf) CD rT� r G7 rri iu C D m C7 r-- m ........... . cn C -D Z7 � fT1 CD C n may.. fTl D C7 -P Ln _ rTl r G� G7 Z = CA C!i y ---i cu m .ASPEN�PITKIN 735' Gy�" D /" 003 ENVIRONMENTAL HEALTH DEPARTM I T APPLICATION FOR AN INDIVIDUAL SEWAGE DISPOSAL -PERMIT • �j2S-5467 Name of OWNER 6_ILLMAJ 7'7✓S1 - 1?G✓���r n ��n.�✓ PHONE 92'7-y/23 Address of OWNER (�, d Qv x 9 `�l� G ASPE.�✓ �`� �G / 2 92.5-sy67 ✓sf1' PHONE N/23 t� cI 27 - Name of APPLICANT Gi//MSN %� ?ERMtT TO BE:icked Up ( )Hailed tot . TYPE OF PERMIT: XNew Installation ( )Repair Op ( Towner ( )Applicant ( )Emergency Use ( )Alteration NOT due to failure (,-ATION OF PROPOSED SYSTEM: Legal Description L 6T- 3 AS %- d W �' C 2 E %! /%• �% totBlock Filing Subdivision Size of toot 14n acres rYPE OF STRUCTURE: 04Sin9le Family Dwelling I )Others Do you plan any further additions to the residence? ( )YES ( )NO No. of bedrooms No. of Lofts No. of Garbage Disposals �_ No: of Automatic Dishwashers 2 - No. of Autocratic Clothes washers 2 1ATER SUPPLY: ( )Private Well, Depth or Public, Name o1 System CLAiL 0(f)r s' WArAIZ LO ( )Spring ( )Stream or Creek TYPES OF INDIVIDUAL SEWAGE DISPOSAL SYSTEM PROPOSEDs Septic Tank/Absorption Field ( )Aeration Plant/Absorption Field ( )Composting Toilet ( )Ineinesation Toilet ( )Mound ( )Recycling, potable use ( )Recycling, other use ( )Vault Privy ( )Other: The initial site inspection must be arranged with the Aspen/Pitkin Environmental Health Department (925-2020, 8:30-9:30 a.m.) before a permit can be issued. The individual sewage disposal permit must be issued before a building permit can be obtained. FINAL INSPECTION APPROVAL MUST BE GIVEN BY THE ASPEN/PITKIN ENVIRONMENTAL HEALTH DEPARTMENT PRIOR TO BACKFILLING ANY PORTION OF THE SYSTEM. Application for an individual se e d s 1 p mit is hereby submitted. The undersigned acknowledges that the above information is true and that false inform o w i al to the application and any subsequent permit. /C� DATE /2 7 l Signature of Applicant (This application becomes. invalid 12 months from the above date.) NOTE: PLOT PLAN must be filed with this application. Please locate the following items by measured distances: 1. Property lines and dimensions. 2. Proposed and existing water wells on subject property and adjacent property. 3. Domestic water service lines. 4. Proposed and existing buildings, driveways, and other structures. 5. Streams, lakes, ponds, irrigation ditches, and other water courses. 6. Proposed and existing individual sewage systems on subject property. SUBMIT A REVISED PLOT PLAN PRIOR TO CONSTRUCTION IF INSTALLATION IS TO BE CHANGED FROM ORIGINAL PLAN. li ation and a permit tee iii the amount The underslgn�e hereby acknowledges receipt of this individual sewage disposal peri �pp by ���,// Of i S L)_� , Receipt Number , Date Fee Received Administrative officer 130 South Galena Street Aspen, Colorado 81611 303/920-5070 b A� PROPERTY BOUNDARY Ir OPOSED DRIVEWAY :. r. C LOT zg •G 5170 18175 BUILCIN ENVELOPE APPROXIMATE SCALE I"' = 40' Chen Northem, Inc. SUBSOIL FOR FOUNDATION DESIGN PROPOSED D LOT 3, EAST OWL CP=K i • 'KINPITKIN OXTIM, •• •' • M 4 425 90 JULY 11, 1990 SUNSET PROPERTIES ATTN: NR. BOB GILIMAN P.O. BOX 7728 ASPEN CO 81612-77`8 A member of the III- group of companies ,:suiting Engineers and Scientists 5080 Road 154 Glenwood Springs Colorado 81601 303945 7458 303945 '2363 Facsimile TABLE OF CONI= CONCLUSIONS PURPOSE AND SCOPE OF STUDY PROPOSED CONSTRUCTION SITE CONDITIONS FIELD EXPLORATION SUBSOIL CONDITIONS FOUNDATION RECOMMENDATIONS FLOOR SLABS FOUNDATION AND RETAINING VV= UNDERDRAIN SYSTEM SITE GRADING SURFACE DRAINAGE LD,1ITATIONS FIGURE 1 - LOCATION OF EXPLORA1tORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURES 4 AND 5 - SWELsr-O.7NSOLIDATION TEST RESULTS FIGURE 6 - GRADATION TEST RESULT TABLE I - SUMMARY OF LABORATORY TEST RESULTS 1 1 2 2 3 3 4 6 7 9 9 10 11 I e subsoils encountered at the site, below organic topsoil, c,ins' LEd of sandy clays and clayey gravels containing cobbles and br,ulders. Weathered claystone bedrock was encountered in one of the borii;gs. The proposed residence can be founded with spread footings bearing on the natural subsoils, below all topsoil, designed for an allow, -"le soil bearing pressure of 4000 psf. Due to the swell p-t(-ntial of the subsoils and bedrock, the footings should also be C: s`gned to impose a minimum dead load pressure of 1000 psf. other d, .s." Tn and construction criteria relating to geotechnical aspects o: the site are presented in the body of the report. This report presents the results of a subsoil study for foundation design �f a proposed residence to be located on Lot 3, East Owl Creek Subdivision, T,,..n, Colorado. The project site is shown on Fig. 1. The study was conducted in :rordance with our Agreement for Geotechnical Engineering Services to Mr. Bnb Gillman, Sunset Properties, dated June 6, 1990. The field work for the - -p-, -_-t, including probable location of the building and desired boring 7+.sons, was coordinated with Theodore K. Guy Associates, PC. .k field exploration program consisting of exploratory borings was cam,^'�:ied to obtain information on subsurface conditions. Samples obtained the field exploration were tested in the laboratory to determine v ;_Ir-�:sibility or swell characteristics and classification of the on-site soils. Results of the field exploration and laboratory testing were analyzed tn ,a_ clop recommendations for foundation types, depths and allowable pressures fo f.t& proposed building foundation. The results of the field exploration and story testing are presented in the report. -2 - This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the proposed construction and the subsoil conditions encountered. Design parameters and a discussion of geoted—I ical cr�ineering c o sideratiors relat�.a� to constriction of the proposed residence are included in the report. At the time of our report preparation, design plans for the residence had not been fully developed. The building is proposed in the area roughly between the exploratory boring locations shown on Fig. 1. We assume a maximum cut of one level, about 10 feet below the existing ground surface. The assumed elevations of the floor levels are shoran on Fig. 2. For the purpose of our report preparation, foundation loadings for the structure were assumed to be 1500 to 2500 plf. If loadings, location or conditions are significantly different from those described above, we should be notified to reevaluate the recommendations contained in this report. SITE OOMITIOM At the time of our visit, the site was vacant and vegetation consisted of grass, brush, and aspen trees. Grading was natural and the site sloped gently down toward the northwest. The slope was somewhat steeper in the lower part of the building envelope. Maximum elevation difference across the site was about 35 feet. Scattered granite boulders were visible on the ground surface. FIELD E GWRATION The field e%Tloration for the project was conducted on June 8 and 11, 1990. Three exploratory borings were drilled at the locations shown on Fig. 1 t., evaluate_ the subsurface conditions at the proposed building area. The borings were logged by a representative of Chen -Northern, Inc. Samples of the subsurface materials were taken by relatively undisturbed and disturbed sampling methods. Depths at which the samples were taken are st<Tvm on the Logs of Exploratory Borings, Fig. 2. The samples were returned to laboratory for review by the project engineer and testing. SUBSOIL CONDITIONS The subsoil conditions encountered at the site are shown graphically on F.g. 2. Below about 2 feet of organic topsoil, the subsoils consisted of stiff to very sandy clays containing gravel and shale fragments. At a depth of about 5 feet in Borings 1 and 2, sandy gravel and clay containing cobbles and boulders wa�:; encountered. Ata depth of about 10 feet in Boring 3, weathered claystonp. bedrock was encountered. The variable subsoil types and depths encountered in the borings are generally similar to those encountered at other nearby lots. The clay and claystone portions of these soils typically possess a low to moderate swell potential. Laboratory testing performed on samples obtained during the field exploration consisted of in-situ moisture content and dry density, grain size analyses and liquid and plastic limit testing. Swell -consolidation testing was performed on relatively undisturbed drive samples of the clay subsoils from Borings 1 and 3. The swell -consolidation tests (see Figs. 4 and 5) indicate low L.] -4- 0 compressibility under light to moderate surcharge loadings and a low expansion potential when wetted on one of the test samples. Undisturbed sampling of the clayey gravel soils was not possible due to the rock content. Liquid and plastic limit testing indicates the clay portion of the subsoils is medium plastic. Gradation analyses performed on the minus 1 1/2 -inch fraction of a gravelly sample are presented on Fig. 6. The laboratory testing is summarized on Table I. No free water was encountered in the borings at the time of our visit. The subsoils were slightly moist to moist. • !• • M • ik•. IN kh• • L The subsoils encountered at the site are variable in type and condition which could result in some differential movement of shallow foundations placed on these materials. Considering the subsurface conditions encountered in the exploratory borings and the nature of the proposed construction, the residence can be founded with spread footings placed on the undisturbed natural soils and bedrock provided some differential movement can be tolerated. The expansion potential of the clay fraction and weathered claystone can probably be mitigated by load concentration to reduce or prevent swelling in the event of wetting below footing level. Surface irrigation, utility leakage and seasonal perched runoff are possible sources of water which could cause wetting. The design and construction criteria presented below should be observed for a spread footing foundation system. The construction criteria should be considered when preparing project documents. -5- 1) Footings placed on the undisturbed natural soils at the site, below all topsoil, can be designed for an allowable soil bearing pressure of 4000 psf. The footings placed on the stiff clay and claystone should also be designed for a minimum dead load pressure of 1000 psf. In order to satisfy the minimum dead load pressure under lightly loaded areas, it may 1- be necessary to concentrate loads by using void forms, pad and beam or I, similar construction. Wall -on -grade construction is not recommended at this site to achieve the minimum dead load. 2) Based on experience, we expect settlement or heave of footings designed and constructed as discussed in this section will be about 1 inch. There could be some additional movement if the clay and claystone bearing materials were to become wet. 3) The footings should have a minimum width of 16 inches for continuous footings and 24 inches for isolated pads. 4) 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 the exterior grade is typically used in the area. 5, Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should also be designed to resist a lateral earth pressure as discussed in the "Foundation and Retaining Walls" section of this report. 6) Prior to the footing construction, all topsoil, loose and disturbed soils should be removed and the footing bearing level extended down to competent goring soils. It may be necessary to remove all of the clays in the areas of Borings 1 and 2 to expose the gravelly soils. If water seepage �tiiii L! ...`i .,.. -6- i is encountered in the excavation, the footing areas should be dewatered before concrete placement. 7) A representative of the soil engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. Where gravelly soils are exposed, the recamTiended minimum dead load pressure will probably not be required. Some of the on-site soils possess a swell potential and slab heave could occur if they were to become wet. Slab -on -grade construction may be used provided the risk of distress is understood by the owner. Based on the laboratory test results and our experience in the area, the risk of slab heave appears moderate and is probably not a concern in gravel subsoil areas. A Positive way to reduce the risk of slab movement, which is commonly used in the area, is to construct structurally supported floors over crawl space. To reduce the effects of some differential movement, nonstructural floor slabs should be separated from all bearing walls, columns and partition walls with expansion joints which allow unrestrained vertical movement. Interior non-bearing partitions resting on floor slabs should be provided with a slip joint at the bottom of the wall so that, if the slab moves, the movement cannot be transmitted to the upper structure. This detail is also important for wallboards, stairways and door frames. Slip joints which will allow at least 2 inches of vertical movement are recommended. Floor slab control joints should be used to reduce damage due to shrinkage cracking. Slab reinforcement and dG joint spacing should be established by the designer based on experience and the intended slab use. A minim= 4 -inch layer of free -draining gravel should be placed am,ediately beneath basement level slate on -grade. This material should consist of minus 2 -inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. The free -draining gravel will aid in I. drainage below the slabs and should be connected to the underdrain system. Required fill beneath slabs can consist of the on-site granular soils or a suitable imported granular material, excluding topsoil and oversized rocks. The fill should be spread in thin horizontal lifts, adjusted to at or above optimum moisture content, and compacted to 95% of the maximum standard Proctor density. All vegetation, topsoil and loose or disturbed soil should be removed prior to fill placement. The above recommendations will not prevent slab heave if the expansive soils underlying slabs -on -grade become wet. However, the recommendations will reduce the effects if slab heave occurs. All plumbing lines should be pressure tested before backfilling to help reduce the potential for wetting. The subgrade soils should be evaluated by a representative of the soil engineer in slab -on -grade areas to identify areas of possible slab heave concerns. 1:34111It • • • It ' Y s - M& 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 cmputed on the basis of an equivalent fluid unit weight of 55 pcf for backfill consisting of the on-site predominantly -s - granular soils. Cantilevered retaining structures which can be expected to deflect sufficiently to mobilize the full active earth pressure condition should be designed for a lateral earth pressure costed on the basis of an equivalent fluid unit weight of 45 pcf for backfill consisting of the cn-site granular soils. The on-site clay soils and bedrock should be not used as backfill of retaining walls except for the top 2 feet. Wall backfill should be placed in thin horizontal lifts near optimum moisture content and conpacted to at least 90% of the may:imum standard Proctor density. Care should be taken not to over=react the backfill or use large equipment as this could cause excessive lateral pressure on the wall. All foundation and retaining structures should be designed for appropriate surcharge pressures such as traffic, snow storage, etc. 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 at the base of the wall to prevent hydrostatic pressure buildup. 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 bottom of the footings can be calculated based on a coefficient of friction of 0.35. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 300 pcf. The coefficient of friction and passive pressure values reed 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, par- ticularly in the case of passive resistance. -9- 0 Although groundwater was not encountered during our exploration, it has been our experience in mountainous areas and where clay soils and bedrock are present, that local perched groundwater may develop during times of heavy precipitation or seasonal runoff. Therefore, we rend below grade areas be protected fram wetting by an underdrain system. The drain should also act to prevent buildup of hydrostatic pressures behind foundation walls. The underdrain system should consist of a drain tile surrounded by free -draining granular material placed at the bottom of the wall backfill. The drain lines should be placed at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1% grade to a suitable gravity outlet. Free -draining granular material used in the drain system should consist of minus 2 -inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing V -Ie No. 200 sieve. The drain gravel should be at least 3 feet deep. YY R 0 a0.10) /►'ti The risk of construction induced slope instability at the site appears low provided the building is located above the steep slope as planned and cut and fill depths are limited. We assume the cut depth 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, especially at the downhill side of the residence where the slope steepens. 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 -10 - and topsoil and compacting to 95% 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. 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. The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Excessive wetting or drying of the foundation excavations and underslab areas should be avoided during construction. Drying could increase the expansion potential of the clays and claystone. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to 95% of the maximum standard Proctor density in pavement and slab areas and to 900 of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2 feet of the on-site soils to reduce surface water infiltration. 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. ... 4) -11- Roof downspouts and drains should discharge well beyond the limits of all backfill. This report has been prepared in accordance with generally accepted soil and foundation engineering practices in this area for use by the client for design purposes. 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 in the area. The nature and extent of subsurface variations across the site may not become evident until excavation is performed. If during construction, fill, soil, rock or water conditions appear to be different from those described herein, this office should be advised at once so reevaluation of the recommendations may be made. We recommend on-site observation of excavations and foundation bearing strata by a representative of the soil engineer. Sincerely, �I 101 • 'J 171• � Steven L. Pawlak, P.E. Reviewed By Daniel E. Hamlin, P.E. , SLP/ec �Ln� C^ G • 15222 /OF. F E-0 cc: Theodore K. Guy Associates, Attn: Steve Peightal Borin*, Boring 2 Boring 3 Elev. = 8181.4 Elev. = 8188.3' Elev. = 8189.5' 8190 Em 8180 I � Lower Building Floor, Level J ' 8175 �J —8170 —8165 16/12 WC=20 DD= 103 20/5 L� 55/6 Parking Court 13!12 Grade WC=16. -200=70 LL=32 PI=16 40/12 24/6,20/3 WC=9 +4=22 -200=48 Note: Explanation of symbols presented on Fig. 3. 425 90 1 Chen ONorthern. Inc. 8190 Main Floor Level 45/12 8185 45/12 WC=12 8180 v DD=123 0 8175 61/12 WC=10 DD=123 8170 30/6,10/0 8165 Logs of Exploratory Borings I Fig. 2 LEGEND: ® Topsoil; organic sandy clay with occasional cobbles, soft, moist, dark brown. Sandy Clay (CL); silty, stiff, slightly moist to moist, brown, contains some shale pieces. Clayey Gravel (GC); sandy with clayey sand layers, contains cobbles and possibly boulders, dense, slightly moist to moist, red -brown. Weathered Claystone; hard, slightly moist, highly fractured, grey -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. :Practical rig refusal. Where shown above bottom of log, indicates multiple attempts were made to advance the boring. 16/12 Drive sample blow count; indicates that 16 blows of a 140 -pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. NOTES: 1. Exploratory borings were drilled on June 8 and 11, 1990 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 and checked by instrument level. 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. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) -200 = Percent passing No. 200 sieve DD = Dry Density (pcf) LL = Liquid Limit (") +4 = Percent retained on No. 4 sieve PI = Plasticity Index (%) 4 425 90 1 Chen@Northern,InC. Legend and Notes Fig. 3 � � 4 I � ® Topsoil; organic sandy clay with occasional cobbles, soft, moist, dark brown. Sandy Clay (CL); silty, stiff, slightly moist to moist, brown, contains some shale pieces. Clayey Gravel (GC); sandy with clayey sand layers, contains cobbles and possibly boulders, dense, slightly moist to moist, red -brown. Weathered Claystone; hard, slightly moist, highly fractured, grey -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. :Practical rig refusal. Where shown above bottom of log, indicates multiple attempts were made to advance the boring. 16/12 Drive sample blow count; indicates that 16 blows of a 140 -pound hammer falling 30 inches were required to drive the California or SPT sampler 12 inches. NOTES: 1. Exploratory borings were drilled on June 8 and 11, 1990 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 and checked by instrument level. 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. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) -200 = Percent passing No. 200 sieve DD = Dry Density (pcf) LL = Liquid Limit (") +4 = Percent retained on No. 4 sieve PI = Plasticity Index (%) 4 425 90 1 Chen@Northern,InC. Legend and Notes Fig. 3 0 3 4 C: 0 c 1 w 0 0 1 w i 0 U.1 1 U lu 1UU APPLIED PRESSURE — ksf Moisture ContenQ 20 percent Dry Unit Weight 103 pcf Sample of. sandy clay From: Boring 1 at 4 feet Moisture Content = 12 percent Dry Unit Weight = 123 pct Sample of: weathered c 1 aystone From: Boring 3 at 9 feet I 5 IM A cc d't n t n al comp pressure essi du n t n e e ti r I �xj; r rq n unde due tc con wet to in t U.1 1 U lu 1UU APPLIED PRESSURE — ksf U.1 1 .0 l U 1 UU APPLIED PRESSURE — ksf 425 90 1 Chen -Northern, Inc. I SWELL -CONSOLIDATION TEST RESULTS FIs• 4 (',',-!-79 Moisture Content = 12 percent Dry Unit Weight = 123 pct Sample of: weathered c 1 aystone From: Boring 3 at 9 feet I 5 IM r I �xj; r rq n unde due tc con wet to in t U.1 1 .0 l U 1 UU APPLIED PRESSURE — ksf 425 90 1 Chen -Northern, Inc. I SWELL -CONSOLIDATION TEST RESULTS FIs• 4 (',',-!-79 If Moisture Content = 10 percent Dry Unit Weight = 123 pcf sample or: weathered c 1 aystone From: Boring 3 at 15 feet 0 0 1 Ln a� a >_ 0 U i Add c n io �n al com press res re io ue t n e i 0.1 ,.o 10 100 APPLIED PRESSURE — ksf 4 425 90 Chen -/Northern, Inc. S�^JELL-CONSOLIDATION TEST RESULTSTFig. 5 CA -1 A-79 2 3 c n io �n al com press res re io ue t n e i SAIAPIE LOCATION 80RING DEPT Ii penq _1 4 2 2 9.5 3 9 15 Chen -/Northern, lnc. T A © L E SUMMARY OF LABORATORY TEST RESULTS NATURAL NATURAL GRADATION MOISTUNE CONTENT DAY DENSITY PERCENT PASSING ATTER©ERG LIMITS UNCO FINED UNCONFINED hf) GRAVEL SAND NO ?W ot ('°) (•°) SIEVE LIOUID PLASTICITY S/RENGTII 20 103 16 70 9 22 30 48 12 123 10 123 LIIAIT I i X (Ps 1 32 1 16 SOIL OR BEDROCK TYPE sandy cla sandy cla Gravelly weathered claystone weathered claystone Sow i'a 00 10 aecna a -wt au.a•r tr..:re -NDD'Iti Oi W 15715 -Noc,37141 15115 114 812 ei t•.5[n^f•.T 1y i iK _11, �'✓ // • moi, uG''Y.'JC w c:•^'ti',�. •'::-� 'r 1 AREAS CLUNY ROAD R•z4T 11 GH•N5i'40'01'C 7071 IQT KS,S L0T I II 141 '•4'31'[ WS? 570'41'-'4'! 057VDH © L•201W 1.400-00 u0 NIL'24'15'E 710'1 40'E J7 JS or 2 512, O CH•533'31.32'[ zDbo4 LOT 3 31101 O L•11065 K-11500 0 L•3557 1.1000 Q L•2C072 R•-2900 Ips 4 174+: u1.510711I'[ 157•%, CN•021b731'w 17702 Q 640'1334•E 20127 CH•N4:'6')TL M03 LOT 5 7107 Q 320'32'00'- 425) Q N5T53'dW 14, H O 546.5.WE 6142 p NX'os'oif III 31 N32'15'24'C 1537 1pi ♦ ISYS O L•�35 1.26500 L•r1110 R•14r09� L•Tb5a K•1400o p L•ISt 32 R•5'S 00 LOT 7 a071 C31'5o0.21'•:0'w 10754 CH•SC7`,4'.;w W 16040 C.•532•c•'34•E X47 1. 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M 171'. i 1 Z J So / r N / W 00 8170.0 8180.0 8190.0 NIB '08'00" E 3 .0 % R� Bui din( I � F oto 'nt Pr 8170. 11 � N 79'37'p0 L 8190.0'\ / LLI � Lot 3 / 1,706,743 sq. ft. 39.181 Acs.+/— n Architectural 8200.0 ME 190.0 LU N Ln ba) o -- r 3 1— 887.09' -7 U.S.O.L.O Brass Cops 9 70 Notice According to Colorado law, you must commence any legal action based upon any defect in this survey within three years after you first discover such defect. In no event may any legal action based upon any defect in this survey be commenced more than ten years from the date of the certification shown hereon. "14p; 100 VNIMUMM/5 county (f Creels Pit -kin State Of Colorado GRAPHIC SCALE 50 100 zoo ( IN FEET ) 1 inch = 100 It, LINE DIRECTION DISTANCE LI S 88'41'16"W 76.89' L2 N 14'33'21 E 95.48' L3 N 80'55'01" W 550' Legend and Notes.: - QQ indicates found monument as described. O indicates set monument rebar and cap L.S. 15710. - Q. indicates control point - Bearings are re/otive to record Bearings of Eost Owl Creek P.U.0 based on monuments found on perimeter of subdivision. No te: Topography is from aerial mopping used in Detail Submission East Owl Creek P.U.D. Easements shown are from record plat of East Owl Creek P.U.D. Surveyor's Certificate. 1, KENNETH R. WILSON, being a Registered Land Surveyor in the State of Colorado, do hereby certify that this plat was prepared by me and under my supervision from o survey made by me and under my supervision and that both the survey and plat are true and accurgte to the best of my knowledge and belief. ----------_--_----_—__ _ KENNETH ----- --- R. WILSON LS -- 15710------- DA— TE Note: Survey monuments LS 15710 were set In August 1989.