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HomeMy WebLinkAbout670 Green Mountain Dr - 239122309003INDIVIDUAL 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. 2067-01 BP NO. 13504 OWNER: BUILDERS WEST LLC PHONE: 970-963-6580 MAILING ADDRESS: 1107 KINGS ROW, CARBONDALE, CO 81623 APPLICANT: JACK PALOMINO PHONE: 970-927-9976 SYSTEM LOCATION: 1107 KINGS ROW, CARBONDALE, CO TAX PARCEL NO. 2391-223-09-003 LICENSED INSTALLER: BUILDERS WEST, ISRAEL SHAPIRA LICENSE NO. 10-01 PHONE: 970-963-6580 DESIGN ENGINEER: HIGH COUNTRY ENGINEERING, ROGER NEAL PHONE NO. 970-945-8676 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMENTS FOR A 4 BEDROOM RESIDENCE 1250 GALLON SEPTIC TANK, 1570 SQUARE FEET OF ABSORPTION AREA CREDIT, VIA 51 INFILTRATOR UNITS AS PER ENGINEER'S DESIGN. SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN REVISIONS DATED 3/20/01, WITH A CLEANOUT BETWEEN THE TANK AND THE HOUSE AND INSPECTION PORTALS IN EACH TRENCH. INSTALL IN SHALLOW TRENCHES WITH A MAXIMUM OF 12 INCHES COVER OVER THE FIELD BE SURE TO MAINTAIN ALL APPLICABLE SET BACK REQUIREMENTS, RAKE ALL TRENCH SURFACES, AND DO NOT INSTALL IN WET WEATHER CALL EAGLE COUNTY ENVIRONMENTAL HEALTH AND THE DESIGN ENGINEER FOR FINAL INSPECTION PRIOR TO BACK FILLING ANY PART OF THE INSTALLATION, OR WITH ANY QUESTIONS REGARDING THE INSTALLATION. THE BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC SYSTEM` S EEN INAPPROVED. n F ENVIRONMENTAL HEALTH APPROVAL: 6 DATE: MARCH 23, 2001 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, AND WILL RESULT IN 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: 1581 SQUAREFEET(VIA 51 INFILTRATOR UNITS, AS PER DESIGN ) INSTALLED CONCRETE SEPTIC TANK: 1500 GALLONS IS LOCATED 90 DEGREES AND 50 FEET INCHES FROM THE SOUTH EAST CORNER OF THE HOUSE. COMMENTS: FINAL INSPECTION WAS DONE BY WILLIAM CARLSON OF EAGLE COUNTY ENVIRONMENTAL HEALTH ON APRIL 19, 2001, AND PERSONNEL FROM HIGH COUNTRY ENGINEERING ON APRIL 18, 2001. THIS SYSTEM IS LARGE ENOUGH TO ACCOMMODATE A FOUR BEDROOM RESIDENCE. FINAL CERTIFICATION RECEIVED ON MAY 22, 2001 ANY ITEM NOT MEETING REQUIREMENTS WIL B CTED B RE ROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. r ENVIRONMENTAL HEALTH APPROVAL DATE: MAY 22, 2001 Jan 17 01 02:12p PalominoBarthArchitects 9709279676 p.2 a Incomplete Applications Will NOT Be Accepted ..(Sit_o Plans MUST be attached) ISDS Permit #�.--- Building Permit # }?! APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. O. BOX 179 EAGLE, CO 81631. 328-8755/927-3623 (El Jebel) *,Ar*t***,tw,tie+�*wwwww*w,r**wtrw,�**,t**�•w**+ef�r*f**itxc�cww�t**ww*,t**,a,t**w**,tw*,rw**,twit * FEE SCHEDULE * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 * SIZING AND SITE VISIT FEE $85.00 (WSW ENVIRONMENTAL HEALTH SIZES THE * SYSTEM USING YOUR SOILS REPORT) * MARE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" PROPERTY OWNER: - - - -- MAILING ADDRESS: 1107 Co 23 PHONE: 3 APPLICANT/CONTACT PERSON: {�.Ll.T v" 0 PHONE:/c LICENSED SYSTEMS CONTRACTOR: i1.1 it C��'S �N125 , -f- __ PHONE.- COMPANY/DBA: ADDRESS: 1\01 lK.tti&S 8•0W, Gp/LIiON40-GCGO, PERMIT APPLICATION IS FOR: V) NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: L 22 So���S �%J b�L^vIslotir Tax Parcel Number: 23d�q��� Lot Size: •d�� L�"e Physical Addrw ss : �fi'� 6/,-em / �1wWety A-1 Le-- �%�k,4 co BUILDING TYPE: (Check applicable category) Residential/Single Family ( } Residential/Multi-Family* ( ) Commercial/Industrial* Number Number Type _ of Bedrooms of Bedrooms *These systems require design by a Registered Professional Engineer TYPE OF WATER SUPPLY: (Check { Well ( ) Spring { } Public Nam Of Supp APPLICANT SIGNATURE: ie*,t*•k•k***,t**w*w;F***i�***tr**iri**,tir�t L•c ble category) ( Yisurface Date: 2 I13 C3 AMOUNT PAID: RECEIPT ##: DATE: CHECK #: — CASHIER: _ ____— Community Development Department (970) 328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com May 22, 2001 EAGLE COUNTY, COLORADO Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 Builders West, Inc. Jack Palomino 1107 Kings Row Carbondale, CO 81623 RE: Final of ISDS Permit #2067-01, Tax Parcel #2391-223-09-003. Property location: 1107 Kings Row, Carbondale, CO. Dear Mr. Palomino: This letter is to inform you that the above referenced ISDS Permit has been inspected and finalized. Enclosed is a copy to retain for your records. This permit does not indicate compliance 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, Janet Kohl Environmental Health Department Eagle County Community Development ENCL: Informational Brochure Final ISDS Permit cc: files Community Development Department (970)328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com Date: March 23, 2001 EAGLE COUNTY, COLORADO TO: Builders West LLC FROM: Environmental Health Division Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 RE: Issuance of Individual Sewage Disposal System Permit No.2067-01. Property Location: 1107 Kings Row, Carbondale, CO., Builders West property. Enclosed is your ISDS Permit No. 2067-01, and a field copy of the engineer design stipulated on the permit. It is valid for 120 days, or for the duration of your current building permit for this property. 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. Please note any special requirements that may have been added to the design by this department. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County Environmental Health will also view the installation prior to back filling. Please call well in advance for your final inspection. Your TCO will not be issued until our office receives this certification from the engineer, and views the installation. 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. Please notify this office if you have not been contracted to perform this installation. If you have any questions, please feel free to contact the Environmental Health Division at 328- 8755. cc: files High Country Engineering, Roger Neal May 21; 2001 Eagle County Environmental Health. Department Attn: Ray Merry P. O. Box 179 Eagle, CO 81631 Re: Lot 22-Sopris Mesa Subdivision, Eagle County, Colorado HCE File Number 2000004.26 Dear Ray: On April 18, 2001, High Country Engineering personnel observed the construction of the iSDS for Lot 22 Sopris Mesa Subdivision-within,Eag1e; (':� CoYoA'ado. "One 12S0-gallon septic tank, artd 51 Standard Infiltrator units had been.installed in a.trenchconfigurationi but no.backfillmg had taken place. There were inspection wells on`eacb end of the trenches arld �1:'>installation of the system,was in conformance with the -intent of the MCE's Resign datedJune 30, 2000if you have any questions, or Need additional rrlforrrlation, please contact us. , Sincerely, HIGH COUNTRY ENGINEERINGJNC. Roger eal, P.E. Project Manager RDN/djw 923 Cooper Avenue, Glenwood Springs, CO 81601 Telephone (970) 945-8676 - Fax (970) 945-2555 14 Inverness Drive East Suite B-144 Englewood, CO 80112 Telephone (303) 925-0544 - Fax (303) 925-0547 Hepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone:970-945-7988 Fax:970-945-8454 hpgeo@hpgeotech.com June 22, 2000 Builders West LLC. Attn: Israel Shapiro 1107 Kings Row Carbondale, Colorado 81623 Job No. 100 433 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Lot 22, Sopris Mesa Subdivision, Green Meadow Drive, Eagle County, Colorado. Dear Mr. Shapiro: 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 May 19, 2000. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Hepworth-Pawlak Geotechnical, Inc. previously performed a preliminary subsoil study and geologic hazards evaluation of the Sopris Mesa Subdivision, report dated October 23, 1997, Job No. 197 495. Proposed Construction: The proposed residence will be a 2 story residence located on the site as shown on Fig. 1. Ground floors are proposed to be over crawlspace in the residence and slab -on -grade in the attached garage. Cut depths are expected to range between about 3 to 5 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 to the east of the residence. The driveway from Green Meadow Drive to the residence will be graveled. 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 lot is vacant and located downhill of Green Meadow Drive. The ground surface in the building area is gently rolling with a slight slope down to the south. Elevation difference across the proposed building site is about 2 feet. There is an irrigation ditch to the south of the building and septic disposal areas as shown on Fig.1 that was flowing at the time of our field work. The lot is vegetated with grass and weeds. Builders West LLC June 22, 2000 Page 2 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 1/2 to 21/a feet of topsoil, consist of stiff, sandy silty clay. The clay extended to the depths explored of 8 feet in the building :area (Pits 1 and 2), and to depth of about 4 feet at the Profile Pit where relatively dense, basalt gravel and cobbles with boulders in a sandy clayey silt matrix was encountered. The Profile Pit had refusal to backhoe digging in the basalt Qe Results of swell -consolidation testing performed on relatively undisturbed sam the clay soils, presented on Figs. 3 and 4, indicate low compressibility under existing moisture conditions and light surcharge loading, and a minor expansion potential when wetted. The samples showed moderate compressibility when loading was increased after wetting. The laboratory testing is summarized in Table I. No free water was observed in the pits at the time of excavation and the soils were slightly moist to 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 natural soil designed for an allowable soil bearing pressure of 2,000 psf for support of the proposed residence. The soils have variable settlement/heave potential after wetting and there could be some post -construction foundation movement if the bearing soils become wetted. Precautions should be taken to prevent wetting of the bearing soils. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. All topsoil, fill and loose or disturbed soils 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 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 12 feet. Foundation walls acting as retaining structures should also 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, excluding topsoil and oversized rocks, as backfill. Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. There could be some slab settlement or heave if the subgrade becomes wetted. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with H-P GEOTECH Builders West LLC June 22, 2000 Page 3 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 4 inch layer of sand and gravel can be placed beneath slabs to act as a leveling course. This material should consist of minus 2 inch aggregate with less than 50% passing the No. 4 sieve and less than 12% 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 the area and where clay soils are present that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can also create a perched condition. We recommend below -grade construction, such as retaining walls, be protected from wetting and hydrostatic pressure buildup by an underdrain system. An underdrain around shallow crawlspace areas may not be needed with proper backfill construction and positive surface drainage away from the residence. If underdrains area used, 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/a feet deep. Driveway Pavement: We understand 4 inches of Class 6 base course above 12 inches of sand, gravel and cobble subbase material is planned for the driveway section. This should be feasible for typical light traffic loading. The materials should be compacted to at least 95 % of the maximum standard Proctor density at a moisture content near optimum. Positive drainage should be provided to prevent ponding on or adjacent to the driveway. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: H-P GEOTECH Builders West LLC June 22, 2000 Page 4 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. Drying could increase the expansion potential of the clay soils. 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. Gravel 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. 5) Landscaping which requires regular heavy irrigation, such as sod, should be located at least 5 feet from the building. Percolation Testing: Percolation tests were conducted on May 26, 2000 to evaluate the feasibility of an infiltration septic disposal system at the site. One profile pit and three percolation holes were dug at the locations shown on Fig. 1. The test holes (nominal 12 inch diameter by 12 inch deep) were hand dug at the bottom of shallow backhoe 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 consist of sandy silty clad over basalt gravel, cobbles and boulders. The percolation test results, presented in Table II, indicate average percolation rates between about 30 and 60 minutes per inch. The slower percolation test (P-1) was in the overlying clay soils. The average rates were determined from the last 3 readings of each test. Based on the subsurface conditions encountered and the percolation test results, the tested area should be suitable for a conventional infiltration septic disposal system. We recommend the infiltration area be oversized due to the variable percolation rates. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either expressed or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Fig. 1, the proposed type of construction and our experience in H-P GEOTECH H031039 d-H uinZ oi.ig :uuv - 2uijomi2ug SilunoD 1121H :oo sluounpullu uls)I/XVQ .g.d `julmud •Z uanaIS :Xq pamatAag -A, t� a ald 2unoA • d ptAuQ OI�II ` IdDINH fMJ` xvqdl H.LNOIAJHH `�CIa.TaoutS mou)l sn Ial osuold `aouuisissu aaglirg jo oq Xuul om p io suoilsonb Xuu anuTl nox 3I JQOU12ua luoiWoloa�i ails jo ammuosa.idaz u Xq IIij lu.inlonils jo 2upsai puu ujuils 2ui.ivaq uopupunoj puu suoTIunuoxa JO uOITBAJasgo ajTs-uo puounu000i , a •uTa.iail pajuasaA suollupuauiiu000j QIP 01 suomlogipow Jo sis,Cluuu luuopippu winbal Xuui s02uu113 u2isop iuuoijiu2iS • pala.idjaIui Slaiuudozddu uaaq anuq suopupuourtmow c)qj Juilj XJjJOA of puu `suoiiupuau mooai Ino jo uopumomolduii oqj .Ioliuouz puu maTAa3 01 U01IOnaIsuOO �uT.inp saorAzas plag puu uoilulInsuoo panuTauoo apiAOjd pinogs om `saAlona loofoid ailj sd -uoiiuul.zojui ino 3o sj;)tpo Xq suoTjujoichomi Iuoiugoai .ioj algisuodsai lou On OM sasodind u�isop ioj jumlo .ino �q asn anisnloxa 3qi .Ioj pa.iudoid uaaq suq liodai siuL •apuul aq Maui suoijupuouiiuooaa oqj jo uopUnluna-as os aouo ju PQ!J!Iou aq pinogs om `podoi siTli uT pogljosop osogl wolf wanipp moddu uoTioni1suoo �uijnp poiz)lunooua suoilipuoo 3I -pauuoj.iad si UOIILIAUOxa plun IuapiAa aui000q jou �uul suoilipuoo ooLjinsgns aql uT suoiWT.IL'A puu slid Xjojvjojdxa oqj liepoupuapT suollip oo aouj.Insgns ails jo uoijulodu.ilxo puu uoiiulodialui apnloui s2uipuij ino •ua.Tu ails S a�ud 000z `ZZ aunr DZZ Isom s.lopling LOT BOUND 7140-- APPROXIMATE SCALE 1" = 100, I LOT 2e / P 3 LOT 23 / 0 HP GEOTECH / JOB NO. 100 434 / P 1 PIT 2 f / / PROPOSED / f / RESIDENCE 7140 LOT 21 HP GEOTECH JOB NO. 100 432 7140 i i 7140 BUILDING / ENVELOPE / f ■ PIT 1 / � L / 7150 cRFEN O 100 433 HEPWORTH - PAWLAK LOCATION OF EXPLORATORY PITS Fig. 1 GEOTECHNICAL, INC_ PIT 1 PIT 2 PROFILE PIT ELEV. = 7148' ELEV. = 7149' ELEV. = 7145' 0 0 We=15.1 DD=103 + —200=91 WC=1 fi.9 o Q• b I o WC=13.2 WC=15.7 DD=109 DD=96 1p —200=79 10 LEGEND: TOPSOIL; organic silty clay, slightly moist to moist, dark brown. CLAY (CL); silty,. slightly sandy to sandy, stiff, slightly moist, brown to very light brown, calcareous. BASALT GRAVEL AND COBBLES (GM); with scattered boulders in a sandy clayey silt matrix, dense, p' 4' slightly moist, very light brown, calcareous. 2" Diameter hand driven liner sample. i _ .j Disturbed bulk sample. TIndicates practical backhoe refusal on apparent basalt flow. NOTES: 1. Exploratory pits were excavated on May 25, 2000 with a backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features on the site plan provided. 3. Elevations of the exploratory pits were obtained by interpolation between contours on the site plan provided. Pit logs 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 logs 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 ) —200 = Percent passing No. 200 sieve 100 433 1 HEPWORTH - PAWLAK LOGS OF EXPLORATORY PITS I Fig. 2 GEOTECHNICAL, INC. bt 0 1 n ■Moisture Content 15.1 percent From: Pit 1 at 2 Feet 1111 �i �w11, No movement upon wetting 0.1 U 1 2 1.0 10 APPUED PRESSURE — ksf 100 Moisture Content = 13.2 percent Dry Density 109 pef of- Sandy Clay From: Pit 1 at 7.5 Feet EISample owlam-1111111IM1111111 Expansion upon wetting iiin � ■ 0.1 1.0 10 APPUED PRESSURE — ksf 100 433 HEPWORTH — PAWLAK SWELL —CONSOLIDATION TEST RESULTS GEOTECHNICAL, INC. 100 Fig. 3 0 bt 1 C 0 m 2 a� a E U 3 Moisture Content = 16.9 Dry Density = 96 Sample of: Sandy Clay From: Pit 2 at 4 Feet No movement upon wetting percent pcf 0.1 1.0 10 APPLIED PRESSURE — ksf 100 433 I HEPWORTH — PAWLAK SWELL —CONSOLIDATION TEST RESULTS GEOTECHNICAL, INC_ 100 Fig. 4 CM CM d- O O O z in O U z J a U_ z 2 U W O W CD J a a MH I.i O a w J U) W w Co W IL U x O Y J O m co c0 co r _0 _0 m � U) U) (f) U) > x w r W Z u' z a_ C.i F O N U O X �J a C7 W cc W a B o_ J J o roFn Z N iu > •— O7 w a o O7 a a Z 0 ZoZ y O H Q 0 Q WW Q� ¢ _ m rn co cfl a o W a O O CF) a) 2 O s z_ O n y �— N Ln Z M Z 0 U c- 2 - a m N d 0 a O O J J a N y a HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE II PERCOLATION TEST RESULTS JOB NO. 100 433 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 (MINJINCH) P-1 60 ' 15 9 8 '/4 % 60 8 '/4 7 '/2 % 7 '/2 7 A 7 A 7 '/a 7 6 %2 %2 6 '/2 6 %4 '/4 6 '/4 6 '/4 6 5 % '/4 P-2 48 15 10 8 '/4 1 30 8 '/4 7 '/2 % 7 '/2 7 '/2 7 6 1 6 5 '/4 % 5 '/4 4 '/a '/2 4 % 4 '/4 '/2 4 'A 3 % '/2 P-3 54 15 10 7 % 2 '/4 30 7 % 6 % 1 6 % 6 % 6 4% 1'/4 4 % 3 % 1 3 % 3 '/4 %2 3 '/a 1 2 % '/2 2 % 1 2 '/4 '/2 Note: Percolation test holes were hand dug in bottom of backhoe pits and soaked on May 25, 2000. Percolation tests were conducted on May 26, 2000 by Hepworth - Pawlak Geotechnical. Average rates determined from last three readings of each test. ISDS Permit Date ISDS Final Inspection CgWleteness Form Tank is gal. Tank Material �"��'�► ` Tank is located 4 f t . and cl o degrees from (pssenane laoa�as�cl Tank is located ft. and degrees from (pezmwmt Una..kl � Tank set level. Tank lids within 8" of finished grade. Size of field L 5'gb l ft2 units 3 lineal ft. Technology sNr.' ► �.o S 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: Inlet.and outlet is sealed with tar -,tape] rubber gasket etc. �Tek has two :compartments with the =,lager-..;cpt�partment closest to the house. •M+eahure: distance and relative direct2=,to:; -�Aeld. It pth of field. 2- 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.) Type of pipe used for building sewer line S 3 leach field Sdk. S� Other '/1?_5Inspection meets raQuirements. Copy form to installer's file if recomendations for improvement were suggested. ACTION TAKEN: /;PP 4,)j Setbacks Well Potable House Property Lake Dry Tank Drain Water Lines line Stream Gulch Field 100 25 20 10 50 25 10 10 50 10 5 10 50 10 * 10 JOB F P.O. BOX 179 SHEET NO. OF EAGLE, CO 81631 CALCULATED By �'�1-�S�,a DATE /" CHECKED BY '° �t) DATE PRODUCi204-1(Single Sheets) 2115-1 ft0ed) � ®hw., Groton, Masi 01471. To Omar PNONE TOLL FREE 1.8*225-6380 2067-01 Tax #2391-223-09-003 JOB NAMIE Lot #22, Sopris Mesa BUILDERS ,670Green Meadow Drive, WEST El Jebel. — JOB NOP- l& _0 q BILL TO DATE STARTED DATE COMPLETED DATE BILLED J_i�V I c` Li Lo� SL 12c�'cn ev JL JOB COST SUMMARY TOTAL SELLING PRICE cg TOTAL MATERIAL � p TOTAL LABOR C� INSURANCE SALES TAX MISC. COSTS ru- �G l �- v%S' ��� ��'S ,,)� C �� %2So TOTAL JOB COST L GROSS PROFIT / ✓ ! ��!��� tf-f 'V QS% /�1� C e+ e +� %'� LESS OVERHEAD COSTS % OF SELLING PRICE ^ NET PROFIT JOB FOIDER Product 278 -3/z0 to FOLDER Piintec) in U.s.a � (PJAIY(� �� I ,/�,���' r�.� s L �35 �/ �tJ IZ,�I� Q S G� ; T/i ��"l A, �N / �1 21 ►J�„ �� GCif �2 �h ti Jr S / '` Recycled Content 10% Post -Consumer 0 3 0 3 1 0 8 2 1 E vl f1t�U:Lj a JG l��Zf 11 0'7,�1 U,JU37Ub2163 q� (vc?,:ae 0 0 Cu co C9 N 0 [U L r0 a� 7 a 3 3 CD Cn -o cn i 0) 3 a Lo CV Q 0 0 0 0 0 Cu i 0 a Ln LL 0 U) LLL t \i SIDES ROUGHENE INFILTRATOR UNIT TRENCH BOTTOM LEVEL NATURAL GROUND 36" AND ROUGHENED I TRENCH CROSS SECTION (TYe.�N.T.S. i I i SIDESROUGHENE , F 1 F 4 UTAML ILK PVC SEWER \ w MAINTAIN MINIMUM SLOPE PER UNIFORM PLUMBING CODE CLEANOU T SO I ^ENT ! �� �. R iv 0C11n\ Ml c r AM INSPECTION WELL (TYPICAL) P OF INFILTRATOR UNIT IN OF INSPECTION WELL FINISH GRADI 4" COUPLIP 4" SEWER COUPLING _ FLOW 0 PERFORATED PIPE RAPPED IN FILTER FABRIC PVC WYE G o�' CLEAN OUT ASSEM?LY I INSPECTION WELL DETAIL SEWER CLEAN OU T DETAIL. N.T.S. N.T.S. �_. � -�-a-- - _-� `- -.• _ Z --.` -- -- -- - LLW,�i'ECE 67 5 77 AI z LLJ O :2 �j O U � LLI } z D O U Ld Q LLI x LLI p LL1 N LLI x VICINITY MAP = _-- w T7S, R87W, 5TH PM SCALE: 1 " = 2000' p 04 \ GENERAL NOTES O z 1 ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH -THE EAGLE COUNTY - _a - AND COLORADO DEPARTMENT OF HEALTH (CDOH) REGULATIONS OF INDIVIDUAL zf SEWAGE DISPOSAL SYSTEMS, EVEN THOUGH ALL SUCH REQUIREMENTS ARE NOT SPECIFICALLY NOTED ON THE DRAWINGS.. THE CONTRACTOR SHALL BE RESPONSIBLE FOR SUCH SPECIFIC DETAILS AS ARE REFERRED TO IN i7 jJt THE ABOVE -MENTIONED REGULATIONS. 2., FLOW: BED •2 P RSO S/BEDROOM •75 GALLONS/PERSON/DAY IS M/ 600 GP D = ti G DA I Y F OW. MAXIMUM = 1.5+ A ER 900 GPD (Q) SEPTIC TANK: MINIMUM PRE --CAST CONCRETE TANK SIZE ACCORDING TO 30 HOUR DETENTION = 30/24 ; 900 = 1125 GALLON TANK. . EAGLE COUNTY O O Lo Q z 0 p [!1 - ca Vi � LLI w of Y Q --i p p U LL RECOMMENDS A 4 BEDROOM HOUSE TO HAVE A 1250 GALLON TANK. RECO MMEND A 1250 GALLON TANK, OR 1500 GALLON TANK TO ALLOW FOR FUTURE EXPANSIO L ABSORPTION AREA: A) PERCOLATION RATE EQUATION: A = Q Q=v1AX I MUM FLOW r-� z b / 5 t=PERCOLATION RATE = 24O m1n (o t q &r� = 900J40 = f39 `Wj 3 / / 5 . / - - B) LONG TERM ACCEPTANCE RATES: I _ `� WUCC/UI��� / LOADING RATE FOR LOAMY SAND TO SANDY LOAM-0.45 GAL/SF/UY . z Q (7" THEREFORE, ABSORPTION AREA = 900 GPD/0,45 GAL/SF/DAY 27 FC LL 0QC� THE AVERAGE OF THE TWO METHODS WILL PROVIDE A MORE W Co REALISTIC ABSORPTION AREA THAN THE LONG TERM ACCEPTANCE' } w //� RATE ALONE.- THE GEOTECHNICAL'REPORT DESCRIBES THE SOIL AS UQ � I SANDY CLAY THAT SHOULD EQUATE TO A HIGHER APPLICATION V ESQ RATE THAN THE LONG TERM ACCEPTANCE RATE METHOD PRODUCES FOR O Nj � - AN EQUIVALENT PERCOLATION RATE. THE LONG TERM ACCEPTANCE U Z RATE IS MORE CONSERVATIVE THAN HIGH COUNTRY ENGINEERING INC. O N� THINKS IS NECESSARY. v THE AVERAGE AREA USING THESE TWO METHODS IS: (1139+2000)/2 = 1570 SF USE OF STANDARD INFILTRATOR UNITS IN TRENCH CONFIGURATION: LOT 22 ��SfS ,� 9 r�l uL.I ION- (1570 S.F.•O.5) ® 15.5 SF/UNIT, 178,000 S.F. Al UNITS REQUIRED IN TRENCH CONFIGURATION. , � 4.086 Acres 3. TOPSOIL: SOIL EXCAVATED FROM SITE ACCEPTABLE IF NO CLAY IS PRESENT. S' / 4. VEH I CULAR TRAFFIC IS PROHIBITED ON THE FIELD AREA. 3 = n m© 5. CLEANOUTS ARE REQUIRED AT ALL BENDS AND AT LEAST -'EVERY 100 lv FEET ALONG THE HOUSE SEWER. 6- INSTALL RISERS AS NECESSARY TO RRI"NG ALL ACCESS POINTS TO�- WITHIN 1/2-FOOT OF FINAL.GR:ADE_ 7. LOCATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG AS ALL MINIMUM DISTANCES AND_SLOPES- MEET(THOSE REQUIRED. 8. PROVIDE POSITIVE DRAINAGE OF SURFACE WATER AWAY FROM AREA USING DRAINAGE SWALES AS NECESSARY_ 9- PERCOLATION RATE BASED ON TESTING BY H.P. GEOTECH, INC. ON MAY 26. 2000, JOB NUMBER 100 433. 10. THIS DRAWING DOES NOT CONSTITUTE AN ISDS PERMIT. PERMIT MUST BE OBTAINED FROM APPROPRIATE CITY OR COUNTY OFFICIALS_ ENGINEER MUST OBSERVE CONSTRUCTED SYSTEM BEFORE BACKFILL AND PROVIDE REPORT TO COUNTY. U) 11. THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH OR z FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS OR ; FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM. O _j Q 12. HIGH COUNTRY ENGINEERING, INC. AND THE EAGLE COUNTY ENVIRONMENTAL HEALTH - < U) � DEPARTMENT SHALL BE NOTIFIED AND A FIELD INSPECTION SCHEDULED, COMPLETED AND O Q APPROVED, PRIOR TO BACKFILLING THE ISDS SYSTEM. J _j rL n m m I" RISER 13. THE FINISHED FLOOR ELEVATION WAS NOT AVAILABLE DURING THE ISDS DESIGN. IF THE SLOPE OF THE PIPE DOES NOT MEET 'THE MINIMUM STANDARDS OF THE 45' SWEEP BEND UNIFORM PLUMBING CODE, A DOSING TANK MAY BE REQUIRED. -= � V VJ V �o W J GENERAL ABSORPTION TRENCH NOTES U W LJ CO 1_ TRENCH LENGTH SHALL NOT EXCEED 100 FEET. m Q 2. THE BOTTOM OF EACH TRENCH SHALL BE LEVEL. i LEI D W 3. DRAINAGE DITCHES ARE TO BE PROVIDED ABO)/E AND AROUND TRENCHES, AS NECESSARY, TO PREVENT SURFACE RUNOFF FROM ENTERING S ABSORPTION AREA. Q• - - - - - Z 4. TRENCHES SHALL FOLLOW CONTOURS. GRAPHIC SCALE i 5. INSTALL INFILTRATOR IN ACCORDANCE WITH MANUFACTURES RECOMMENDATIONS. 20 0 10 20 40 80 .......16 �REGISj�. PROJECT NO. `r D. N ��% 2000004.26 ( IN FEET) p O 1 inch = 20 ft. c5 NOTE: EXISTING TOPOGRAPHY INFORMATION IS FROM AN AERIAL SURVEY AND WAS FIELD' qo��2"( SHEET 1 VERIFIED TO HAVE AN ERROR OF t2 FEET IN SOME LOCATIONS. �t`SS'ONA��C. i