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Home My WebLink About230 Spring Park Ranch Rd - 239110401002 - 1847-99INDIVIDUAL 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. 1847-99 BP NO. 12408 OWNER: TERRY ROGERS PHONE: 970-544-0737 MAILING ADDRESS: P.O. BOX 2240, ASPEN, CO 81612 APPLICANT: JENSEN HOMES, KEN JONCKILA PHONE: 970-544-8036 SYSTEM LOCATION: LOT #5, SPRING PARK RANCHES, EL JEBEL TAX PARCEL NO. 2391-101-01-002 LICENSED INSTALLER: STUTSMAN/ GERBAZ, INC. CHARLES MONTOVER LICENSE NO. 9-99 PHONE: 970-923-2734 DESIGN ENGINEER: LKP ENGINEERING, LUIZA PETROVSKA PHONE NO. 970-926-9088 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: 1000 GALLON 3-COMPARTMENT CONCRETE SEPTIC TANK WITH A LIFT STATION, 390 SQUARE FEET OF MOUNDED ABSORPTION AREA, WITH A BASAL AREA OF 3,132 SQUARE FEET, AS PER ENGINEER'S DESIGN. SPECIAL REQUIREMENTS: INSTALL AS PER ENGINEER'S DESIGN DATED 7/8/99. ENGINEER IS RESPONSIBLE FOR FINAL INSPECTION. BUILDING CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC SYSTEM HAS RECEIVED FINAL APPROVAL. ENVIRONMENTAL HEALTH APPROVAL: MICHELE CURRAN DATE: JULY 16, 1999 CONDITIONS: I. 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: 390 SQUARE FEET (VIA MOUNDED ABSORPTION AREA, AS PER ENGINEER'S DESIGN) INSTALLED CONCRETE 2- COMPARTMENT SEPTIC TANK: 1000 GALLONS IS LOCATED 85 FEET FROM THE 2`D CLEANOUT INSTALLED CONCRETE DOSING TANK: 500 GALLONS IS LOCATED DEGREES AND 10 FEET FROM THE LEACH FIELD SEE SITE PLAN FOR SYSTEM COMPONENT LOCATIONS COMMENTS: ENGINEER FINAL CERTIFICATION RECEIVED 1/31/00. THIS SYSTEM IS LARGE ENOUGH TO ACCOMMODATE A 3 BEDROOM RESIDENCE. 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: FEBRUARY 3, 2000 I;IL;omplete'Applications Will NOT Be Accepted (Site Plan MUST be attached) ISDS Permit # I I Building Permit I I ;Z q U APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE.— EAGLE COUNTY P. 0. BOX 179 EAGLE, CO 81631 328-8755/927-3823 (Basalt) * PERMIT APPLICATION FE $150.00 PERCOLATION TEST FEE $200.00 * MAKE ALL REMITTANCE PAYABLE'TO: "EAGLE COUNTY TREASURER'! PROPERTY OWNER: a v`/ / MAILING ADDRESS: PHONE: Me) -,Sr/ APPLICANT/CONTACT' PERSON: -� /�l,/g �1aur`�� n�S�/ IC. PHONE: LICENSED SYSTEMS CONTRACTOR: �%�n�zr ; _ _ PHONE:' COMPANY/DBA: ADDRESS: PERMIT APPLICATION IS FOR: Cle-) NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: Tax Parcel Number: Physical Address: BUILDING TYPE:. (Check applicable category) (,'Residential/Single Family ( ) Resident.ial/Multi-Family* ( ) Commercial/Industrial* TYPE OF WATER SUPPLY: (Check applicable category) (; Well ( ) Spring ( ) Surface ( ) Public Name of Supplier: Number of Bedrooms Number of Bedrooms Type *These systems ,requir de. n b a Registered Professional -Engineer SIGNATURE • Date: /- AMOUNT PAID: RECEIPT #: /Ir/y� DATE: CHECK #: 73 0 7`f,P CASHIER: Community Development Department (970) 328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com EAGLE COUNTY, COLORADO Date: July 14, 1999 TO: Stutsman/Gerbaz, Inc. 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. 1847-99. Tax Parcel # 2391-101-01-002. Property Location: 230 Spring Park Ranch Rd., Carbondale, CO., Rogers caretaker unit. Enclosed is your ISDS Permit No. 1847-99. 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. Systems designed by a Registered Professional Engineer must be certified by the Engineer indicating that the system was installed as specified. Eagle County does not perform final inspections on engineer designed systems. Your TCO will not be issued until our office receives this certification. 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 LKP Engineering, Luiza Petrovska Community Development Department (970) 328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com February 3, 2000 Terry Rogers P.O. Box 2240 Aspen, CO 81612 EAGLE COUNTY, COLORADO Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 RE: Final of ISDS Permit #1847-99, Tax Parcel #2391-101-01-002. Property location: 230 Spring Park Ranch Rd., El Jebel, CO. Dear Mr Rogers: 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 "FNI "I T_4� I 1-"l 1J1 1, . I - LKPi.",�,`a Engineed C.T January -11, 2000 Ms. Lisa.lTa-ataia inspect Jensen Homes Lot 5, Sl 303 AABC, Suite J FAele C Amen. CO 81611 iee i Dear Lisa: Installation "J6 N' At your request and athi'6 re qlAst of Jeff Gerbag;,io, bey` 15', 1999, we visited the construction site on Lot 5, Spg?hiii6The purpose� of our site,ches, Eagle Coft C610 ic system- III we:'"ttv.iewed photographs taken visit was to observe the install of =Pt during the installation of the syiw6in.l d syst4a,,i)i. t)ve an 70�50400 They installed the #.compli ce w,*- in Drawing No. The stem was installer �,108 th6..ab6ve_nam.ed drawing. _V ' KI 99117SD.DWG, dated July 8, 11"-� oilh * f the entrance, One comes 64"fit') West side of the-04 b A09, n 0 i..#ance, and a se e The building sewer line cleanout was located 10 fee was. -0 the northwest corner of � "W, s�econd,cleanout to the Septic w the garage. The distance betwe0fi-AheOv"eanouts was 50. tank was 85 feet. The septic taijk4its'.80".. `west from the b _MStqj10, I 000-gal Ion, two - co ni partrn ent, precast, concrete -to Aie..)�4'A second c ustaff6d after our inspection, as P rcvlewed from the photographs.-,Mvis-tQt� for the pump, to the mound system was 10 feet. � i The mound dimensions were as sboww-, d j$, except the. distance between the laterals wars'5 fcet�-iMa. : : N used the alnou e system. The laterals were W Sta capped at the ends, Inspection .. Red at both el bed: If you have any clues "; 01�ft do not s Sincerely! AM, LKP EngineerinqU`1 .ovska, PN ulza Peb PTesident i -"-�'328 Janet Kohl, Eagle 'ronmental Hoa .fax; : 0 349 C:110 YF R er,,,weld�kWP DOC 5%59 'losi, VVd P.O. Box 2837, Edwards,601432-i 970) 926-9098 Ve Fwic, E-mail: lkpeng@snowcap_net JAN-31-2000 MON 02:5epm ID:EAGLE COUNTY END HEALTH PAGE:1 Hepworth-Pawlak Geotechnical, Inc. 5020 Countv Road 154 Glenwood springs, Coloradu 81601 iteCh G4 or Phone: 970-945-7988 Fax:970-945-8454 hpgeo@hpgeotech.com April 20, 1999 Jensen Homes Attn: Ken Janckila 303 Aspen Airport Business Center, Suite J Aspen, Colorado 81611 Job No. 199 266 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Garage/Barn, Lot 5, Spring Park Ranches, Eagle County, Colorado Dear Mr. Janckila: 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 Jensen Homes dated March 25, 1999. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed garage/barn will be a two story wood frame structure located on the site as shown on Fig. 1. Ground floor is proposed to be a dirt barn on the lower level. A portion will have slab -on -grade for office. 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 tyre of construction. The septic disposal system is proposed to be located about 175 feet to the southwest of the proposed residence. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations l'resented in this report. Site Conditions: The site was vacant at the time of our field work. The ground surface in the building area is relatively flat with a moderate slope down to the southwest at grades up to about 10%. There is about 4 to 6 feet elevation diference across the building area. The Monarch Ditch is located about 60 feet downhill to the southeast of the proposed building. The lot is vegetated with scruboak, sagebrush, grass and weeds. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating one exploratory pit 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 21/2 feet of topsoil and 1 to 11/2 feet of clay and gravel consist of relatively dense slightly silty sandy gravel with Jensen Homes April 20, 1999 Page 2 cobbles and boulders. Results of a gradation analyses performed on samples of the gravels (minus 5 inch fraction) obtained from the site are presented on Fig. 3. 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 gravels 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 encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural gravels. Exterior footings should be provided with adequate cover above thir 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 pef for the on -site gravels, exclusive of oversized rock, as backfill. 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 and 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 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. 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 H-P GEOTECH Jensen Homes April20, 1999 Page 3 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 March 26, 1999 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 11oles (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 about 21/2 feet of topsoil and 1'/2 feet of clay and gravel overlying dense sandy gravel with cobbles and boulders. The percolation test results are presented in Table I. The percolation test results indicated an infiltration rate between 60 and 180 minutes per inch with an average of 110 minutes per inch. The tests were conducted in the clay and gravel soils. Due to the relatively slow percolation rate, the percolation holes were deepened and additional percolation tests were conducted in the underlying - sandy gravels on April 6, 1999. The additional tests did not percolate. Eagle County may require that a civil engineer design the 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 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 H-P GEOTECH Jensen Homes April 20, 1999 Page 4 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, HEPWORTH - PAWLAK G Jordy Z. Adamson, Jr. P/E. Reviewed By: C Daniel E. Hardin, P.E. JZA/ksm attachments EC. INC. r ° 297 7 �S��NAL. EN H-P GEOTECH APPROXIMATE SCALE 1" = 150, ACCESS RANCH ROAD �- EASEMENT SPRING PARK _ 90 ao a0 � / I 70 / 1 / PROPOSED I / GARAGE/BARN / P 3 70 0 PIT 1� PROFILE PIT P 2A OP 1 I \ LOT 5 \ I \♦ BUILDING N ENVELOPE I ILDING MONARCH VELOPE IRRIGATION I • DITCH ♦ LOT 6 199 266 HEPWORTH - PAWLAK LOCATION OF EXPLORATORY PITS Fig 1 GEOTECHNICAL, INC. AND PERCOLATION TEST HOLES PIT 1 PROFILE PIT 0 0 ell r -J 7. . -J .O.P QO: 5 5 • e• •a • s .. i +4-81 .'' q• -200-7 ? ;Q -200a9 o • : a: 10 10 LEGEND: TOPSOIL; sandy silty clay, organic, medium stiff, moist, dark brown. CLAY AND GRAVEL (CL—GC); silty, sandy, with cobbles and small boulders, stiff, slightly moist to moist, brown to reddish brown. 'b GRAVEL (GP —GM); sandy, slightly silty, with cobbles and boulders up to 1 1/2 feet in size, dense to very dense, slightly moist, reddish brown, subrounded rock. �j 2" Diameter hand driven liner sample. Disturbed bulk sample. -J NOTES: 1. Exploratory pits were excavated on March 25, 1999 with a backhoe. 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 of 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 water was encountered in the pits at the time of excavating. Fluctuations in water level may occur with time. 7. Laboratory Testing Results: +4 = Percent retained on No. 4 sieve —200 = Percent passing No. 200 sieve 199 266 1 HEPWORTH — PAWLAK LOGS OF EXPLORATORY PITS Fig. 2 GEOTECHNICAL, INC. d U- a HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE I PFRCOLATION TEST RESULTS JOB NO. 199 266 WATER DEPTH AT END OF INTERVAL (INCHES) DROP IN WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIN./INCH) HOLE NO. HOLE DEPTH (INCHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT START OF INTERVAL (INCHES) P-1 30 15 5 3/4 5 3/4 60 5 4 1/2 1/2 4 1/2 4 1/4 1/4 4 1/4 4 1/4 4 3 3/4 114 P_2 38 15 6 314 6 3/4 180 6 5 314 1/4 5 3/4 5 1/2 1/4 5 1/2 5 1/2 0 5 1/2 5 1/2 0 P-3 42 15 7 3/4 7 1/2 1/4 90 7 1/2 7 1/2 0 7 1/2 7 1/2 0 7 1/2 7 1/4 1/4 7 1 /4 7 1/4 NOTE: Percolation tests were hand dug in the bottom of backhoe pits on March 25, 1999. Percolation tests were conducted on March 26, 1999. The average percolation rate was based on the last three readings of each test. -ueslgn percolation rare i = Ilu rn1rJuces Per muff U �- Due to the slow percolation rate, a MOUND TYPE SYSTEM with a pressurized distrltvtk n network is designed for this site. Loading Rate for a Sand/Sandy Loom -Mixture = 1.2 gpd/sf -- Number of bedrooms = 2 �f Maximum daily Flo_%- Qmox Qmax = 2 bdrrrls x 2 persons/bdrm x 75 gallons/persga/ ay x 150.E Qmax = ..450 gpd / ; SEPTIC TANK V = Qmax/24hrs x 30 hrs - V = 563 gallons Use 1000 Gallon Lift Sn by Front Range Precast Concrete,or'equivalent. A8SORP 770M -A)R A --. A = Qmax/1.2gpd/sf / A = 45011.2 = 375 s. f. Amax = 375 s. f, , The absorption bed dimension within the Mound System we be 6 feet wide by 65 feet long. The absorption bed shat/--be parallel to the surface corf(ours. The perimeter of the mound shall be 87 feet lo�r g_and 36 feet wide. Site Pre. arc i n Stake out the mound perimeter,"-e"ut and remove any excessive -Vegetation. Install the delivery pipe from the pump chamber to the mound, providing drainage of the effluent from the pipes, after the pump shuts off, either back to the pump chamber or into the gravel of the mound. Backfill and compact the pipe trench. Plow` the area within the mound perimeter. Plowing should not be done when the soil is. -too wet. Grade the uneven areas. Fill P/acemen t Place the Ell material over the prepared site. The fill material should consist of Sand/Sandy Loam Mixture with the following characteristics: 88-939 Sand 7-12% Finer Grained material The infiltration rate of a Sand/Sandy Loam Mixture is 1.2 gpd/sf. The height off. -the sand fill should be the elevation of the top of the absorption bed. Shape the sides o-f-the mound to the recommended slope, as shown on the details. -Distribution Network Placement Carefully place the coarse aggregate on the bed The coarse aggregate shall consist of 3/4 to 2-1/2 inch rock. Level the aggregate to a minimum depth of 6 inches. Assemble the = distribution network over the aggregate. The distribution network shall consist of four 32-feet__ _ laterals, 1-1/4 inch diameter (two on each side of a 1-1/2-inch diameter center manifold). The inverts of the laterals shall be perforated with 1/4-inch holes spaced every 30 inches. --the pressure distribution network use schedule 40 pvc ASTM D 2665) or ABS (ASTM 2661) pipe. - The laterals shall be laid level and capped at the--nds. Place additional aggregate over the crown of the pipes of at least 2 inches depth. Place a suitable backfill barrier, such as filter fabric, over the aggregate. Covering of the Mound _System Place a finer textured soil, such as cloy or silt loam over the_ -top of the bed, to a minimum thickness of 6 inches. Place 6 inches of good quality topsoil over the entrFe mound surface. Plant grasses adaptable to the climate over the mound system. Pum2 Selection A pump capable of delivering 54 gpm against 10 feet of head can be used: el elevations between the pump invert and the manifold invert should be field -verified. The pumping system must also include pump controls and on alarm systgM--(AUDIBLE AND VISUAL). The pump will be set four cycles at 112 gallons per dose 112ggection Pik Install a 4 inch diameter inspection pipe on both ends of the Gravel Bed. Thepipe--shot/ -be open on the bottom. The bottom of the pipe shall be at the some e/evatTdn as the bottom of the gravel bed. The bottom 8 inches of the inspection pipe shall be perforated. The pipe shall be covered with a vent cap. NOTES: 7 Jr,- 1. The building sewer line from the house to the septic tank shall have a maximum slope of 1/4 inch per foot. Bends in the building sewer hall be limited to 45 degrees. 2. The septic tank shall be -installed level. The tank shall have removable covers or manholes to within 8 inches of the finished grade, for inspection and cleaning. Avoid vehicle tro3fic over the system. 526 i/ ! 4. All installdtions shall meet the rules and regulations of the Eagle County Environmental Health Division, for - - Individual Sewage Disposal Systems.- 6 °312 7"W -- - 5�/TFie Septic System Installation shall be inspected by the Design Engineer prior to backfilling. 265,61 25 1000 GALLON ELECTRIC LIFT SEPTIC TANK TYPICAL SOIL PRQF/LE ;! Soil Profile and Percolation arc, 4—inch Diameter 80�in9 Sewer f 1 y CLEANOUT 43, . 3 i ZJ MO UND DIMENSIONS DESCRIPTION SYMBOL DIMENSION (fee t) BED W/D TH L A 6.0 BED LENGTH v B 65.0 MOUND DEPTH `Q D 1.0 MOUND DEPTH E 1.4 BED DEP TH ''F 0.75 CAP AT EDGE OF BED VG 1.0 CAP AT CENTER OF BEDS DOWNSLOPE SETBACK H V l 1.5 22.0 UPSLOPE SETBACK J 8.0 S/DESLOPE SETBACK K 11.0 MOUND LENGTH \L 87.0 MOUND W/D TH SIN 36.0 100 Test done by HP Geotech, Job No. 199 266, dated April 20, 1999. 4' — 10" ,LAN UO 11, — A. �rcan Db, �•�- dwm6a 1 L 8 A a 4'- fe 1I' - 4' 3' - w M Teo afo N01E wo ab� awdo t.* J. pftt gM by P"t Rope h V#"po 60'-0„ � 12, a �J o n / o � -_— cr� -,- O GRAPHIC SCALE .00 65 3—inch Diameter Del' ery Pipe 20 0 10 20 40 f , J3 1000 Gollor Three Compartment Concrete Sgotic Tank Absorption Bed with a Lift station 1-1/2—inch Diameter - ( IN FEET ) Central Manifold _- 1 inch = 20 ft. Q, 86' 1-1/4—inch Diameter Lateral Perforated with 1/4-inch holes spaced at 30 inches. 1-1/4 INCH PERFORATED LATERALS Mound Perimeter = FILTER FABRIC - % CLAY FiLL OR TOPSOIL / m TOPSOIL / 1-1/2—INCH DIAMETER MANIFOLD PIPE 94' 9" 3/4" TO 2-1/2" ROCK i j ��.............. , . SAND/SANDY LOAM FROM PUMP �.. �. �.. CLEARED AND RAKED SUBGRADE C OSS SECTION A —A NOTE.-- SITE PLAN BY HAGMAN ARCHITECTS, OA TED 3-26-99 NOT TO SCALE 80 Z 0 W 0 • 00 00 M � cD 00 N rn 00 U x p w 00 00 \ t a 00 N � FU x N rn Or- j• cl ETROL.1�1;� �6_N cS'• Q 7 a 29526 • sON'A�`�u DRAWN B Y L. P. CHECKED BY.• L.P. PROJECT NO.: 99117 DATE- 07-08-99 DRAWING NO.: 99117SD. D WG SHEET 1 OF 1