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HomeMy WebLinkAbout1266 McLaughlin Ln - 247106307007INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631 Telephone: 328-8755 BP-10678 YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. Please call for final inspection before covering any portion of installed system. PERMIT NO. 16 2 4 OWNER: Mr. & Mrs. Ufkes PHONE: (970) 990-4440 MAILING ADDRESS: P.O. BOX 9552 City: Aspen Stale: co zip: 81619 APPLICANT: Rick Davis, Safe & Sound Construction PHONE: (970) 923-4622 SYSTEMLOCATION: 1266 McLaughlin Rd., 'Rnsnit TAX PARCEL NUMBER: 2471-06'3-07-007 LICENSED INSTALLER: Frying Pan Construction, .Tim Hol t-Pn LICENSE NO: 5rj_96 DESIGN ENGINEER OF SYSTEM: INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1000 GALLON SEPTIC TANK ABSORPTION AREA REQUIREMENTS: SQUARE FEET OF SEEPAGE BED 675 SQUARE FEET OF TRENCH BOTTOM. SPECIAL REQUIREMENTS: Install in serial distribution in trenches, with a cleanout between the tank an the house, and inspection ports in each trench. Rake trench surfaces to prevent smearin of soils. Do not back fill with anv rocks larger than 8" in diameter. Do not in tall any 0° bends in the sewer line. Call the County for final inspection prior to back filling any par of the installation or //'}�fyou have any questions regarding specific technology. ENVIRONMENTAL HEALTH APPROVAL: c.uvtJ/U DATE: July 31, 1996 CONDITIONS: 1. ALL INSTALLATIONS MUSTCOMPLY WITH ALL REQUIREMENTS OF THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT TO AUTHORITY GRANTED IN 25- 10. 104. 1973, AS AMENDED. 2. THIS PERMIT IS VALID ONLY FOR CONNECTION TO STRUCTURES WHICH HAVE FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS. CONNECTION TO OR USE WITH ANY DWELLING OR STRUCTURE NOT APPROVED BY THE ZONING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A REQUIREMENT OF THE PERMIT AND CAUSE FOR BOTH LEGAL ACTION AND REVOCATION OF THE PERMIT. 3. CHAPTER IV, SECTION 4.03.29 REQUIRES ANY PERSON WHO CONSTRUCTS, ALTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. FINAL APPROVAL OF SYSTEM: (TO BE COMPLETED BY INSPECTOR): NO SYSTEM SHALL BE DEEMED TO BE IN COMPLIANCE WITH THE EAGLE COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED PRIOR TO COVERING ANY PORTION OF THE SYSTEM. INSTALLED ABSORPTION OR DISPERSAL AREA: 684 SQUAREFEET. via 19 infiltrator units INSTALLED SEPTIC TANK: 1000 GALLON 280 DEGREES 33'6" FEETFROM the cleanout next to the house SEPTIC TANK ACCESS TO WITHIN 8"OF FINAL GRADE AND PROPER MATERIAL AND ASSEMBLY X YES NO COMPLIANCE WITH COUNTY/STATE REQUIREMENTS: X YES NO ANY ITEM CHECKED NO REQUIRES CORRECTION BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS CORRECTED. COMMENTS: ENVIRONMENTAL HEALTH APPROVAL: DATE: September 4, 1996 ENVIRONMENTAL HEALTH APPROVAL: DATE: (RE -INSPECTION IF NECESSARY) RETAIN WITH RECEIPT RECORDS APPLICANT / AGENT: PERMIT PERCOLATION TEST FEE OWNER: RECEIPT # CHECK# .(Site Plan MUST be attached) ISDS Permit # X l -q& APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. 0. BOX 179 EAGLE, CO 81631 328-8755/927-3823 (El Jebel) * •PERMIT APPLICATION FEE $150.00- PERCOLATION TEST FEE $200.00 * * * MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER". PROPERTY OWNER: UrKr-S PHONE: MAILING ADDRESS: 6.X !3 5 5 Z A 5 P p 5AFg ¢;Slop GrX)vT APPLICANT/CONTACT PERSON,. I C. {-� %) 0? PHONE: Ck`fit! Z,?--416Z Z ,MAILING ADDRESS: E-0- Obey it J,YR7- _S./4IoLts/WA-S.-c- LICENSED ISDS CONTRACTOR: 7,Aeiks oL 510 PHONE: 9-0 )9.2 7--;3039 COMPANY / DBA : ADDRESS: ZA U a 14 L-j°lu �iA 14 A-3Z PERMIT APPLICATION IS FOR: (N New Installation ( ) Alteration ( ) Repair *************************************************************************** LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: � '1 Building Permit # % Q r/7 3 ( if known) o jo l mo g 5�a(�DlAvisjvo /�% Pvl?k5S ! 7_ b I-aT 3 2.I FD Legal Description: Subdivision: ' L/QIr OAJ1 'Filing: _Block: Lot No. LAT FOR Ruirof 50ok—a- /95 KECv ago tis r)6N �� Tax Parcel Number: q -2 4--0 a 1_� _ /1 _ Lot Size: Street Address: �, 6t�r �,�� q N ��, ��S S'ueDi��S/PP BUILDING TYPE: (Check applicable category) (N Residential/Single Family Number of Bedrooms ( ) Residential/Multi-Family* Number of Bedrooms ( ) Commercial/Industrial* Type TYPE OF WATER SUPPLY: (Check applicable category) (,() Well . ( ) Spring ( ) Surface ) Public Name of Supplier:. PkRr TEST To 19E S)EN7 IN 17y EPWes -r *These systems re uir design by a Registered Professional Engineer r SIGNATURE: / Date: 7 -1D g *************************************************************************** TO BE COMPLETED BY THE COUNTY AMOUNT PAID: / .RECEIPT CHECK #: # : q-3 DATE: Z�e7 7 CASHIER: �'j Safe and Sound Consttiictionlxi Attn: Rick Davis P.O. Box 5882 Snowmass Village, Colorado 81615 Job No. 196 330 Subject: Subsoil Study; for Foundation Design, Proposed Ufkes Residence, Lot 32, Ruedi Shores,lVlcLaughlin Lane, Eagle County, Colorado. Dear Mr. Davis: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study for design of foundations at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to Safe and Sound Construction dated June 24, 1996. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction:. The proposed residence will be a two story wood frame structure over a basement level daylighting to the southwest located on the site as shown on Fig. 1. Ground floor will be slab -on -grade. Cut depths are expected to range between about 4 to 8 feet ; Foundation loadings for this type of construction are assumed to be relatively light The on -site septic disposal system will be located west of the residence. If building conditions or foundation loadings are significantly different from those described above, we should' be notified to reevaluate the recommendations presented in this report. Site Conditions: The site is a vacant lot on a southwest facing slope near the top of a north trending ridge.' Slope grades range from about 10 % to 20 % Elevation difference across the proposed residence is about 6 to 8 feet. The terrain appears natural, vegetated with thick grass and weeds to the south and southwest of the proposed residence and aspen trees further west. There are several other residences on nearby lots. Safe and Sound July 15, 1996 Page 2 Subsurface Conditions: The subsurface conditions at the site were evaluated by observing and sampling four, exploratory pits at the approximate locations shown on Fig. 1. The pits were excavated prior to arrival on -site. Pits 1, 2 and 3 were located in the area of the residence Iand the `fourth pit was a profile pit in the septic disposal area. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about 11/2 to 21/2 feet of topsoil, consist of medium dense clayey gravel with cobbles extending to the pit depths ranging from 31/2 to 9 feet. Results of a gradation analysis performed on a sample of clayey gravel (minus 3 inch fraction) obtained from the site are presented on Fig. 4 The laboratory testing is summarized in Table I. No free water was observed in the pits at the time of our site visit on June 25, 1996 and the exposed soils were slightly moist. to moist. Foundation Recommendations ; Considering the subsoil conditions observed in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil designed for an allowable soil bearing pressure of 2,000 psf for support of the proposed residence. Footings should be a minimum width of 16 inches for'continuous walls and 2 feet for columns. Topsoil, loose and disturbed soils and existing fill encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural soils. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least } icall used in this area. Continuous foundation 42 inches below the exterior grade is.typ y 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 be designed to `resist a lateral earth pressure based on an equivalent fluid unit weight of at least 50 pcf for the on -site soil as backfill. Floor Slabs: The natural on site soils, exclusive of topsoil, are suitable to support z� lightly to moderately loaded slab on -grade. construction. To reduce the effects of some H-P GEOTECH Safe and Sound Construction: July 15, 1996 Page 3 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 less than 50% passing 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 soils devoid.of vegetation, topsoil and oversized rock. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in mountainous areas and where clayey soils are present that local perched groundwater may develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring .runoff can also create a perched condition. We recommend below -grade construction, such as retaining walls, crawl pace 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 covert 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 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 11/2 feet deep. H-P GEOTECH Safe and. Sound Construction July 15, 1996 Page 4 Surface Drainage: The following drainage precautions should be observed during construction and maintained` at allAimes after the residence has been completed: 1) Inundation of -the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95 % of the maximum standard Proctor density in pavement and slab areas and to at least 90 % of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2. feet of the on -site, finer graded soils to reduce ti surface water mfiltration. 3) The ground surf ace:`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 mmnnum slope of 3 inches in the first 10 feet in pavement and walkway areas. , A swale may be needed uphill to direct surface runoff around the uphill side of the residence. 4) Roof downspouts and ,drains should discharge well beyond the limits of all backfill. Percolation Testing: Percolation. testing was performed at the planned septic disposal site to evaluate the infiltration characteristics of the soils. The testing was performed in hand dug 12-inch diameter "post hole'.'_type holes located as.P-1, P-2, and P-3 on Fig. 1. The percolation test results, provided in Table II, indicate infiltration rates ranging from 12 to 30 minutes persnch Based,on the percolation rates and no bedrock or groundwater encountered to a depth of 8 feet in the profile pit, the site appears suitable for a conventional leach field septicwdisposal system. The system should be designed based on an average percolation rate of abo u 2.0 minutes ner inch. Safe and Sound Construction July 15, 1996 Page 5 Limitations: This report has been prepared in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no other warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits observed at the locations indicated on Fig. 1, the proposed type of construction, and our experience in the area.' Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits 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 at once.so reevaluation 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 footechnical 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 t 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. Excavation Observation: At the request of Safe and Sound Construction, we observed the foundation excavation for the residence on July 13, 1996. The excavation had been cut at two main levels with deeper perimeter cuts for the footers. Cut depths ranged from about 3 to 7 feet below the natural ground surface with several steps in grade from 1 to 4 feet. The excavation had penetrated all topsoil (up to 3 feet deep) to expose gravelly clay in the shallower cuts and clayey gravel with cobbles in the deeper cut areas. The exposed soils at excavation grade were firm below a few inches of loose, H-P GEOTECH Daniel E. Hardin, P DAY/ro attachments H-P GEOTECH m o Ia(o / U TILITY_ EASEMENT I McLAUGHLINROAD HEPWORTH-PAWLAK LOCATION OF EXPLORATORY PITS 196 330 GEOTECHNICAL,, Inc. AND PERCOLATION TEST HOLES F'g I- PIT 1 PIT 2 PIT 3 PROFILE PIT ELEV. = 1012' ELEV. = 1009' ELEV. = 1014 ELEV. = 1000' 0 0 WC=15.7 • �4°a 29 WC=17.2 +4=56 DD=103 200=36 LL=3g 5 w 5 PP=15 w WC=12.4 = a.• +4=57 i-200=25 10 10 15 15 Note: Explanation of symbols is presented on Fig. 3. 196 330 HEPWORTH - PAWLAK LOGS OF EXPLORATORY PITS Fig. 2 GEOTECHNICAL, INC. LEGEND: TOPSOIL; organic clayey gravel with cobbles, firm, moist, dark brown. GRAVEL ( GC ); with cobbles, clayey, slightly sandy to sandy, medium dense, slightly moist :ao ° to moist, brown, medium plastic fines. �9 2 " Diameter hand driven liner sample. Disturbed bulk sample. _ J NOTES: 1.The exploratory pits were excavated prior to our arrival. on -site June 25,1996. 2. Locations of the exploratory pits were measured approximately by pacing from features shown on the site plan provided. . 3. Elevations of the exploratory pits were approximated from contours on the site plan provided. Logs of exploratory pits are drawn to depth. 4. The exploratory pit 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 pit log represent the approximate boundaries between material types and transitions may be gradual. 6. No free water was encountered in the pits at the time of excavating. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: WC = Water Content (%) DD = Dry Density (pcf), +4 = Percent retained on No. 4 sieve. -200 = Percent passing No. 200 sieve. LL = Liquid Limit (%) PI = Plasticity Index (%) 196 330 HEPWORTH - PAWLAK LEGEND AND NOTES I Fig. 3 I GEOTECHNICAL, INC. > a 3 v m N r 0 91 m m 1 00 W W = z O 0 D -P v z v z N 70 r (J7 V C31 0) � m r � D D O z OD co Z v cn w W r C a 3 z m m � cn a z r 3 O oz -4 30 Z m Z m cn Z _ < m m co N d CD CD CD C2 < <CD CD c o cQ 0 A v < m m CD m m c r V ) HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS JOB NO. 196 330 Page 1 of 2 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 10 refilled 10 1 /2 9 1 /2 1 12 9 1/2 8 3/4 3/4 8 3/4 8114 1/2 8 1/4 8 1/4 8 7 314 1/4 7 3/4 7 114 1/2 7 1/4 5 1/4 2 12112 11 1/4 1 1/4 11 1/4 10 1/4 1 10 1/4 9 1/4 1 9 1/4 8 1/2 3/4 8 1/2 7 1/2 1 P-2 33 1 /2 10 11 1/4 10 1 /4 1 30 101/4 91/2 3/4 .9 1/2 9 1/2 , 9 8 3/4 1/4 8 3/4 8 3/4 8 7 3/4 1/4 7 314 7 3/4 7 6 3/4 1/4 6 3/4 6 1/4 1/2 6 1/4 6 1/4 6 5 3/4 1/4 JOB NO. 196 330 Page 2 of 2 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-3 36 1 /2 10 ' refilled 8 7 3/4 1 /4 20 7 3/4 7 1/4 1/2 7 1/4 6 314 1/2 6 314 6 1/2 1/4 6 1/2 6 1/2 9 8 3/4 1/4 8 3/4 8 3/4 8 7 1/2 '1/2 7 1 /2 7 1 %2 Note: Percolation test holes were hand dug by post hole methods and soaked on June 24, 1996 by client. Percolation tests were conducted June 25, 1996 by H-P Geotech. Safe and Sound Construction Company General Contractor • Property Management • Snowplowing i Post Office Box 5882 • Snowmass Village, Colorado 81615 Phone 970.923-4622 • Fax 970-923-6489 4igq Attention: Janet July 15, 1996 The enclosed plot plan includes location of septic tank, leach field and location of perc test. Please find the letter from Hepworth Pawlak enclosed as well. If there is anything else you need please feel free to give me a call. Sincerely, Rick Davis G X +5 X 450 � S - 4-0 _ 3-7S J Kevin Costello Rick Davis Bob Reynolds The Offices at Snowmass • #25 Lower Woodbridge Road 0 Suite 101 • Snowmass Village, Colorado 81615 ISDS Permit #_16a�-�� Date ISDS Final Inspection Completeness Form Tank is 1000 gal. Tank Material CQSX/ULQ�(- G� _ Tank is located G )eft. and 2 O degrees from a T S CQA.[tiv..� (permanent landmark) / Tank is located ft. and LLIgrees from (permanent landmark) Tank set level. Tank lids within 8" of finished grade. Size of field ftz Iq units lineal ft. Technology Cleanout is installed in between tank and house(+ 1/100ft). There is a 'IT" that goes down 14 inches in the inlet and outlet of the tank. Inlet and outlet is sealed with tar tape, rubber gasket etc. Tank has two compartments with the larger compartment closest to the house. Measure distance and relative direction to field. 1( 4 32-0 Depth of field ft. Soil interface raked. Inspection portals at the end of each trench. Proper distance to setbacks. Chambers properly installed as per manufacturers specifications. (Chambers latched, end plates properly installed, rocks removed from trenches, etc.) Other Inspection meets requirements. Copy form to installer's file if recommendations for improvement were suggested. ACTION TAKEN: Setbacks Well Potable House Property Lake Dry Tank Drain Water Lines line Stream Gulch Field 100 25 20 10 50 25 10 10 Tank 50 10 5 10 50 10 * 10 ISDS Permit #r Date ISDS Final Inspection Completeness Form Tank is gal. Tank Material 33' Tank is (located �ft. and LQ_duegr1l�ee�s., f�ro�m &.&K y.RJC �/u�+^'h w'�"' !L�� •� � + '�(W�/� `JGJ�^^`w =msaent landmark) Tank is located ft. and V degrees from S (Permanent landmark) Tank set level. `/ Tank lids within 8" of finished grade. Size of field ftZ units lineal ft. �Z'echnology Cleanout is installed in between tank and house(+ 1/100ft). V There is a "T" that goes down 14 inches in the inlet and outlet of the tank. Z Inlet and outlet is sealed with tar tape, rubber gasket etc. Tank has two compartments with the larger compartment closest to the house. _hNeasure distance and relative direction to fie1gl:2,�o �� Depth of field ft. _ soil interface raked. Inspection portals at the end of each trench. Proper distance to setbacks. Chambers properly installed as per manufacturers specifications. (Chambers latched, end plates properly installed, rocks removed from trenches, etc.) Other Inspection meets requirements. -T Copy form to installer's file if recommendations for improvement were suggested. ACTION TAKEN: Setbacks Well Potable House Property Lake Dry Tank Drain Water Lines line Stream Gulch Field 100 25 20 10 50 25 10 10 Tank 50 10 5 10 50 10 * 10 vv� paoC6 a gl3ol�o Am 4� 9 M�-VWJA,V�, 6)-QAC- o YK c �o X � -7S I3 I, t 47- v 8 q3, 7 -) ;(I -�-i*ate 1624-96 Tax# 2471-063-07-007 JOB NAME Lot#32, Ruedi Shores UFKES 1266 McLaughlin Rd. Basalt, CO JOB NO.'a' 10(o% g J.do—MR 1 nCATInN BILL TO DATE STARTED b I � /9 DATE COMPLETED DATE BILLED L If t� � ` r -il (, / - '4- �- As d? 10 P Q c 26 - Z , �0� JOB COST SUMMARY TOTAL SELLING PRICE O jA MATERIAL TOTAL LABOR 7j z Ar INSURANCE. J SALES TAX MISC. 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