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HomeMy WebLinkAbout2158 Upper Cattle Creek Rd - 239127105001 - 1730-97IS (2)INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, CO 81631 Telephone: (970) 328-8755 COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1730-97 BP NO. 11492 OWNER: STEFAN FRONKA PHONE: (970) 963-2122 MAILING ADDRESS: P.O. BOX 1614, BASALT, CO 81621 APPLICANT: SAME PHONE: SYSTEM LOCATION: 2158 UPPER CATTLE CREEK RD., CARBONDALE TAX PARCEL NO. 2391-271-05-001 LICENSED INSTALLER: ASPEN EARTHMOVERS, RICHARD STEVENS LICENSE NO. 36-97 PHONE: 970-963-0377 DESIGN ENGINEER: PHONE NO. INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1250 GALLON 2 COMPARTMENT SEPTIC TANK SQUARE FEET OF ABSORPTION AREA VIA 24 INFILTRATOR UNITS AS REQUESTED. SPECIAL REQUIREMENTS: INSTALL IN SERIAL DISTRIBUTION IN TRENCHES, WITH A CLEANOUT BETWEEN THE TANK AND THE HOUSE, AND INSPECTION PORTS IN EACH TRENCH. BE SURE TO MAINTAIN 100 FOOT SET BACK TO WELL. CALL THE COUNTY FOR FINAL IN- SPECTION PRIOR TO BACK FILLING ANY PART OF THE INSTALLATION. OR WITH ANY QUESTIONS REGARDING INSTALLATION. ENVIRONMENTAL HEALTH APPROVAL: DATE: SEPTEMBER 24.1997 CONDITIONS: 1. ALL INSTALLATIONS MUST COMPLY 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 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: 7 5 0 SQUARE FEET (VIA 24 i n f i l t r n t n r n n i 1- c ) INSTALLED septic TANK: 1250 GALLONS IS LOCATED 45 DEGREES AND 7 7 FEET FROM the west end of the foundation. COMMENTS: ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. ENVIRONMENTAL HEALTH APPROVAL, DATE: October 9. 1997 (Site Plan MUST be attached) ISDS Permit # l t rI � 6 - APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. O. 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:-���A®V ���/� PHONE: 910 MAILING ADDRESS: > /2 . 0X &LEWL_E Co a -9-Z APPLICANT/CONTACT PERSON: J�qmo� PHONE: ( 1 MAILING ADDRgSS: LICENSED ISDS CONTRACTOR: �/�/ o/PI� L�iYC°����/� PHONE: ( to COMPANY/DBA: ADDRESS: LIZe-dolkm L F PERMIT APPLICATION IS FOR: V New Installation ( ) Alteration ( ) Repair ************************************************************************** LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Building Permit # ��y ���(if known) Legal Description: Subdivision: 2,10` _ f 0 Filing: 7 Block: Lot No./O Tax Parcel Number: - 1--LL- Lot Size: _ Street Address: �I ����� �' %T�L� ni zcx' oeee BUILDING.TYPE: (Check applicable category) Residential/Single Family ( ) Residential/Multi-Family* ( ) Commercial/Industrial* TYPE OF WATER SUPPLY: Well ( ) ( ) Public Name (Check applicable category) Spring ( ) Surface of Supplier: Number Number Type _ of Bedrooms of Bedrooms *These systems require desi n by a egistered Professional Engineer �? SIGNATURE: Dater ��- TO BE COMPLETFIDIBY THE COUNTY AMOUNT PAID: ISa RECEIPT #: V % `� 3 DATE: CHECK #: d CASHIER: r Community Development Department (970) 328-8730 Fax: (970) 328-7185 TDD: (970) 328-8797 EAGLE COUNTY, COLORAW DATE: September 24, 1997 TO: Aspen Earthmovers, LLC Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 FROM: Environmental Health Division RE: Issuance of Individual Sewage Disposal System Permit No. 1730-97, Tax Parcel 92391-271-05-001. Property Location: 2158 Upper Cattle Creek Rd., Carbondale, CO., Fronka residence. Enclosed is your ISDS Permit No. 1730-97. It is valid for 120 days. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications invalidates the permit unless otherwise approved. Also enclosed is the ISDS Final Inspection Completeness Form. The items on this form need to be completed before you call for your final inspection. Also, please note any special conditions which may have been placed on the permit. If all items are not completed, a reinspection fee of $42.50 must be paid before a reinspection is made. Due to weather constraints, all permits issued before November 14,1997 must be completed by November 26,1997 for final inspection. Please call our office well in advance to allow for scheduling of final inspection. Your building permit CO will not be issued until final approval has been given for the ISDS Permit. Permit specifications are minimum requirements only, and should be brought to the property owner's attention. This permit does not indicate conformance with other Eagle County requirements, If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755, cc: files Enclosure: ISDS Final Inspection Completeness Form Community Development Department (970) 328-8730 Fax: (970) 328-7185 TDD: (970) 328-8797 EAGLE COUNTY, COLORADO October 9, 1997 Stefan Fronka P.O. Box 1614 Basalt, CO 81621 Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 RE: Final of ISDS Permit No. 1730-97, Tax Parcel #2391-271-05-001. Property location: 2158 Upper Cattle Creek Rd., Carbondale, CO 81623. Dear Mr. Fronka: This letter is to inform you that the above referenced records.T his pPerermit does not indicatet has been inspected compliance finalized. Enclosed is a copy to retain for you with any other Eagle County requirements. Also enclosed is a brochure regarding the care of your septic system. Be aware that later changes to your building may require appropriate alterations of your septic system. If you have any questions regarding this permit, please contact the Eagle County Environmental Health Division at (970) 328-8755. Sincerely, � � A Janet Kohl Environmental Health Department Eagle County Community Development ENCL:Informational Brochure Final ISDS Permit cc: files EAGLE -COUNTY BUILDING DIVISION ,P.O. Box 179. Phone:328-8730 �� `7ZI S LiS INSPECTION REQUEST DATE: / JOB !' NAME:' TIME O AM CALLER: RECEIVED: ❑ PM //4 "i 7" BUILDING PERMIT NO. ❑ OTHER: LOCATION: ❑ PARTIAL.. X lJ f Ready.forinspection: ❑ MONDAY ❑ TUESDAY EDNESDAY. ❑ THURSDAY ❑:FRIDAY AM ❑ PM COMMENTS: ,APPDQVED O DISAPPROVED0 REINSPECT ,,:Upon the Following. Corrections: DATE: j'` ~ TIME: IJ�f E c, /�L r� - ?1 :-asp.,, INSPECTOR HEPWORTH-PAWLAK GEOTECHNICAL, INC. September 10, 1997 Stefan Fronka P.O. Box 1614 5020 Road 154 Glenwood Springs, CO 81601 Fax 970 945-8454 Phone 970 945-7988 Basalt, Colorado 81621 Job No. 197 534 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Lot 10, Filing 1, Mountain Meadow Ranch, 2158 Upper Cattle Creek Road, Missouri Heights, Eagle County, Colorado Dear Mr. Fronka: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and percolation test for foundation and septic disposal designs at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated August 25, 1997. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. We previously provided an interim report to you dated September 8, 1997 Proposed Construction: The proposed residence will be a two story wood frame structure with an attached garage built into the south facing hillside. Ground floors are proposed to be slab -on -grade. Cut depths are expected to up to about 8 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. The septic disposal system is proposed to be located about 100 feet south-southwest of the residence. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: The site was vacant at the time of our field work. The ground surface on the lot is gently rolling with a slight slope down to the west. A relatively level gravel parking area is located in the northern portion of the lot. There is a moderate slope between the parking area and the southern part of the lot. The lot is vegetated with grass and weeds with grove of scrub oak west of Pit 1. Trash scattered on the ground surface south of the parking area was being cleaned up at the time of our site visit. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits in the building area and one profile pit in the septic disposal area at the approximate locations shown on Fig. 1. The logs of the pits are presented on Fig. 2. The subsoils encountered, below about 1 foot of topsoil, generally consist of basalt gravel, cobbles and boulders in a sandy silt and clay matrix. Results of a gradation analysis performed on a sample of the gravel and matrix (minus 3 inch fraction) obtained from the site are presented on Fig. 3. No free water was observed in Stefan Fronka September 10, 1997 Page 2 the pits at the time of excavation and the soils were slightly moist. Foundation Recommendations: Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed granular soils designed for an allowable soil bearing pressure of 3,000 psf for support of the proposed residence. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. 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 gravels. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 42 inches below the exterior grade is typically used in this area. 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 be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 45 pcf for the on -site soil as backfill, exclusive of topsoil and oversized rock. Floor Slabs: The natural on -.site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free -draining gravel should be placed beneath slabs -on -grade 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. Because of the oversized rock it may be more practical to import granular soil, such as road base, for use as structural backfill. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in the area that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below -grade construction, such as retaining walls and below grade areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. H-P GEOTECH Stefan Fronka September 10, 1997 Page 3 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 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. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95 % of the maximum standard Proctor density in pavement and slab areas and to at least 90 % of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2 feet of the on -site, finer graded 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 pavement and walkway areas. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. Percolation Testing: Percolation tests were conducted on August 27, 1997 to evaluate the feasibility Qf an infiltration septic disposal system at the site. One profile pit and three percolation holes were du ations shown on Fig. 1. The test holes (nominal 12 inch diameter. b 12 inch dee were hand dug at the bottom of shallow bacckhoe pits and were soaked with water one day prior to testing. The soils exposed in the percolation holes are similar to those exposed in the Profile Pit shown on Fig. 2 and b* consist of 1 foot of topsoil and 11/2 feet of silty sandy clay overlyingba alt gravel in9° a max. The percolation test results are presented in Table II. A percolation 0" sandy clay tri rate of 12 minutes per inch was indicated from the tests. Based on the subsurface C - 12-mp1 conditions encountered and the percolation test results, the tested area should be suitable for a conventional infiltration septic disposal system. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The conclusions and recommendations submitted H-P GEOTECH Stefan Fronka September 10, 1997 Page 4 in this report are based upon the data obtained from the exploratory pits excavated 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 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. If you have any questions or if we may be of further assistance, please let us know. Sincerely, Jordy Z. Reviewed/By: - PAWLAK G n, r., P.E. Daniel E. Hardin, P.E. JZA/kw attachments H-P GEOTECH APPROXIMATE SCALE 1"=100, 4e __ TELEPHONE EASEMENT \ LOT 10 n\ PROFILE PIT P-2 AA P-1 i 0� 0 � GRAVED �y ��� P-3 ■ PAD % \ PIT 2 ■ y( "PIT 1 � t t \ LOT 11 \ 197 534 HEPWORTH - PAWLAK LOCATION OF EXPLORATORY PITS Fig 1 GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES PIT 1 PIT 2 PROFILE PIT 0 0 W 5 _ �p = ; +4-3737 Q 5 I o-200=24 i (/ L a i LL=43 a - - NP° a� L_ 10 10 _ LEGEND: TOPSOIL; sandy silty clay, organic, stiff, slightly moist, dark brown. CLAY (CL); silty, sandy, stiff to very stiff, slightly moist, reddish brown, low to medium plasticity. PUA BASALT GRAVEL AND COBBLES (GC); in a sandy silt and clay matrix, scattered 4 to frequent boulders up to 4 feet in size, dense to very dense, slightly moist, brownish white, highly calcareous. BASALT GRAVEL (GC—CL); in a sandy clay matrix, scattered cobbles, occasional ° boulders, very dense to stiff, slightly moist, brownish white, highly calcareous. gisturbed Bulk Sample. TPractical backhoe refusal NOTES: 1. Exploratory pits were excavated on August 26, 1997 with a backhoe. ti 2. Locations of exploratory pits were measured approximately by pacing from features on the site plan provided. 3. Elevations of exploratory pits were not measured and logs a exploratory pits are drawn to depth. 4. The exploratory pit locations should be considered accurate only to the degree implied by the method used. 5. The lines between materials shown on the exploratory pit logs represent the approximate boundaries between material types and transitions_ may be gradual. 6. No free )Hater 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 ( % ) LL = Liquid Limit ( % ) +4 = Percent retained on No. 4 sieve NP = Non —Plastic —200 = Percent -passing No. •20.0 sieve 1 197 534 I GEOTECHNICAL, NINC I LOGS OF EXPLORATORY PITS Fig. 2 HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE PERCOLATION TEST RESULTS JOB NO. 197 534 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 46% / 3.� 10 water added 11'% 9'/i 2 rJ 1-0 7 1 D 13 13 i V 13 I3 12 9% 8,/2 1 81/2 7'/4 1 A 7'/4 6'/4 1 11 10 1 10 9'/4 % 9'/4 8'�2 2/4 8'/2 7% 1 734 6 % % 6% 6 % P-2 4771/4 7j n 10 water added 10 % 9 1 % LJ 7 V f <) d J? 13 f 13 13 12 9 8 1 8 7 1 7 6 v4 11'/4 10'/4 1 10'/4 9'h '/4 9'/2 8 % 2/4 8% 7% 1 7% 7 % 7 6'/4 % P-3 h 46 3 g' 10 water added 1 1 % 9'/4 2'/2 �� /D �3 /f2� ✓ D )3 )3 12 91/4 8 4 '/ 8 7 1 7 6 1 6 5'/4 % 9A 8'1 1 8'/4 7'/2 % 7'/2 6 % 1 6% 5% % 5% 5 % NOTE: Percolation test holes were hand dug in the bottom of backhoe pits and soaked on August 26, 1997. Percolation tests were conducted on August 27, 1997. 4,1 %W depA . ISDS Permit # a so - T ,�- Date ISDS Final Inspection Completeness Form Tank is gal. Tank Material (�1'►��-e. ✓ Tank is located -71ft . and degrees from L✓+°5i trnd o f /77 - 0J�'�- (permanent landmark) Tank is located ft. and degrees from (permanent landmark) VI/Tank set level. _Tank lids within 8" of finished grade. ✓ Size of field ft' Aq units lineal ft. Technology i ✓ Cleanout is installed in between tank and house(+ 1/100ft). There is a "T" that goes down 14 inches in the inlet and outlet of the tank. _Y Inlet and outlet is sealed with tar tape rubber gas etc. _ V Tank has two compartments with the larger compartment closest to the house. +� Measure distance and relative direction to field. Depth of field 3 ft. DAC_ Soil interface raked. Inspection portals at the end of each trench. JZ Proper distance to setbacks. j �j 1J 144- _ 1�4-cId hambers properly installed as per manufacturers specifications. (Chambers latched, nd lates properly installed, rocks removed from trenches, etc. ) -G(L — /k- lO/L ms ✓ Type of pipe used fo buildin sewer lin SD�C3S leach field .Sf70r 3J— 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 JOB EAGLE -COUNTY ENV. HEALTH P.O. BOX 179 SHEET NO. EAGLE, Co 81631 CALCULATED BY. CHECKED BY- OF - DATE DATE 73OM'2­1 z:n e Sneem M-1 �Pameo. /—Js- Ir... Groton Miss ..... . : .-r- P-C!c TOLIL FREE 1-800-225-6380 1730-97 Taxis 2391-271-05-001 Lot # 10, Filing 2, FRONKA JOB NAME. Mountain Meadow Ranch 2158 UDDer Cattle Creek Rd. JOB NO�� IOB LOCATION BILL TO DATE STARTED f DATE COMPLETED DATE BILLED rf �I ; _ c -� / r r 1 b 7 JOB COST SUMMARY TOTAL SELLING PRICE TOTAL MATERIAL TOTAL LABOR INSURANCE SALES TAX MISC. COSTS 9 SECT 2- - �j� tgj PRO R8D FOR STXF4RT TITla xOx RTB' cL Aromp SpArArrIx, tv Simi - ( V f M w+rar c t»n� O crown number : nv wzw drawn by or K sheet no. 1 O? 4� _--v - ----- -- - i S SrC7 1 SCARROF & #A' LA R INCORPORATED Big cohrodo AWN a "Wood op& oobrode alwl (303) 645-4W Z a �• I 1-320 SCALE• Aga "