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HomeMy WebLinkAbout1411 Green Meadow Dr - 239128103008INDIVIDUAL 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 INSTALLATIONSITE . PERMIT NO. 2064-01 BP NO. 13530 OWNER: JULIE AND JON MARTELLINO PHONE: 970-963-8161 MAILING ADDRESS: P.O. BOX 1717, BASALT, CO 81621 APPLICANT: JON MARTELLINO PHONE: 970-379-9592 SYSTEM LOCATION: 1411 GREEN MEADOW DRIVE, CARBONDALE, CO TAX PARCEL NO. 2391-281-03-008 LICENSED INSTALLER: MOUNTAIN WORKS, ANDREW MACDONALD LICENSE NO. 31-01 PHONE: 970-963-1030 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, 1116 SQUARE FEET OF ABSORPTION AREA CREDIT, VIA 36 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. RAKE ALL TRENCH SURFACES TO PREVENT THE SMEARING OF SOILS, AND DO NOT INSTALL IN WET WEATHER. BE SURE TO MAINTAIN ALL APPLICABLE SET BACK REQUIREMENTS. CALL THE DESIGN ENGINEER AND EAGLE COUNTY ENVIRONMENTAL HEALTH FOR FINAL INSPECTION PRIOR TO BACK FILLING ANY PART OF THE INSTALLATION. THE BUILDING CERTIF- ICATE OF OCCUPANCY WILL NOT BE ISSUED LN4klHE SEP C AS BEEN INSPECTED AND APPROVED. ENVIRONMENTAL HEALTH APPROVAL: DATE: MARCH 27, 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: 12 0 9 SQUARE FEET (VIA 39 INFILTRATOR UNITS ) INSTALLED CONCRETE SEPTICTANK;1250 GALLONS IS LOCATED 90 DEGREESAND 44 FEET INCHES FROM FROM THE SOUTH SIDE OF THE HOUSE FOUNDATION. COMMENTS: THE FINAL INSPECTION WAS DONE BY WILLIAM CART.SON OF FAGT,F COTINTY Figv HEALTH ON APRIL 16, 2001. THE ENGINEER'S FINAL CERTIFICATION WAS RFCFTVFD ON OCTOBER 10, 2001, THIS SYSTEM Ts T,ARGF FNOTTC,H TO Ar.rO MMADATE A 4 BEDROOM RESIDENCE, ANY ITEM NOT MEETING REQUIREMENTS ZXCAPPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED.ENVIRONMENTAL HEALTH APPROVAL DATE: OCTOBER 11 , 2 0 01 -plete'Applications Will NOT Be Accepted lr+lan MUST be attached) ISDS Permit I o/- 6 �1— Q Building Permit I 13.ti 3 d APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE.- EAGLE COUNTY P. O. BOX 179 EAGLE, CO 81631 328-8755/927-3823 (Basalt) * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $2Ofl: *. * MAKE ALL REMITTANCE PAYABLE* 2!0: "EA E COUNTY TREASURER" PROPERTY OWNER: iv 1 i c 9AdLT(E (_.L 4 N-6 -JO'j • "AgX--e- L l 1 MAILING ADDRESS: C)K I i C-0 PHONE: APPLICANT/CONTACT-PERSON: LICENSED SYSTEMS -CONTRACTOR: COMPANY/ DBA : l PHONE: C rCet,U �4L�oit1 G PHONE' %�l-.iGe%uc.C�. VvV eft �;c,�l tel.C�4ecYQ'.� ADDRESS: PERMIT APPLICATION IS FOR: EW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: s2EV-15 ac5A soi>SLyiSw - Lo+ J� Tax Parcel Number: 63, —00O Lot Size: Z- T� Physical Address. L'� q ` 12e-f Ay /� _ Wl`e { 0 l� 2 �2, _ CA a BUILDING TYPE:. (Check applicable category) ('Residential/Single Family (.) Residential/Multi-Family* ( ) Commercial/Industrial* Number of Bedrooms `7 Number of Bedrooms Type TYPE OF WATER SUPPLY: (Check applicable, category) ( ) Wall ( ) Spring ( ) Surface ( ) Public Name of Supplier: AS(''ex ;-t.+N V (f-"D T � *These cyst eq r,fde�n� v Registered Professional Engirt eer� SIGNATURE: v v U 146AjDate: ��/��✓� / d0 AMOUNT PAID: 1 5O �- RECEIPT # : DATE: CHECK #: CASHIER: DEPARTMENT OF ENVIRONMENTAL HEALTH (970)328-8755 FAX (970) 328-8788 TDD: (970) 328-8797 TOLL FREE: 800-225-8136 www.eagle-county.com EAGLE COUNTY, COLORADO October 11, 2001 Julie and Jon Martellino P.O. Box 1717 Basalt, Co 81621 Raymond P. Merry, REHS Director RE: Final of ISDS Permit #2064-01, Tax Parcel #2391-281-03-008. Property location: 1411 Green Meadow Drive, Basalt, CO. Dear Mr. & Mrs. Martellino: 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, qF J,Y/T.9 Janet Kohl Eagle County Environmental Health Department ENCL: Informational Brochure Final ISDS Permit cc: files OLD COURTHOUSE BUILDING, 551 Broadway, P.O. Box 179, Eagle, Colorado 81631-0179 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 27, 2001 EAGLE COUNTY, COLORADO TO: Mountain Works, 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.2064-01. Property Location: 1411 Green Meadow Drive, Carbondale, CO., Martellino residence. Enclosed is your ISDS Permit No. 2064-01, 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 Oct-1U-U1 UZ:51Pm From -Eagle County Clerk El Jebel 9709632396 T-881 P.02/02 F-791 !April 17, 2001 FAgle County E►Iviromnental Health Department Attn: Ray Merry P. O. Rox 179 Fw,gde, CO 81631 Re: Lot 14-Sopris Mesa Subdivision, Eagle County, Colonxic IICF, File Number 2000004.04 Dery Ray: On April 13, 2001, High Cotmtry Engineering personnel observed the construction of the ISDS for Lot 14 Sopris Mesa. Subdivision within Eagle County, Colorado. One 1250-gallon septic tank, and 39 Standard In{iltractcw units had'becn installed in a trench configuration, but no backfilling Arad taken place. i'he design required only 36 units but the owner was shipped an additional 3 units and installed them as well. There were inspection wells on each end of the trenches and the hisullation of the systein was in conformance with the intent of the IICE's design dated March 7, 2000, If you have any questions, or need additional information, please contact us. Sincerely, HIGH C:OUN� R EENGTNFERING, IN . Roger D. Neal, P.E. Project Manager RDN/djw ;r'°� 933 Cwper Avcrnrc, 14 Imm -4Privo BUST Suke B-144 fV"T-41w-'nnn4 1_Ir1r, M7. !I mm" rn. r'f 1 r - 1-- r 11 1 1 1- -rl 1 Adwft� iMIk March 10, 2000 John Martalino P.O. Box 4306 Aspen, Colorado 81612 Hepworth-Pawlak Geotechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone: 970-945-7988 Fax:970-945-8454 hpgeo@hpgeotech.com Job No. 100 195 Subject: Subsoil Study for Foundation Design and Percolation Test, Proposed Residence, Lot 14, Sopris Mesa Subdivision, Green Meadow Drive, Eagle County, Colorado Dear Mr. Martalino: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study and percolation test for foundation and septic disposal system designs at the subject site. The study was conducted in general accordance with our agreement for geotechnical engineering services to you dated February 14, 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 geotechnical study for the Sopris Mesa Subdivision dated October 23, 1997, Job No. 197 495. Proposed Construction: The proposed residence will be a 1 and 2 story structure over crawlspace or basement level. We assume the residence will be located on the site in the area of our exploratory pits as shown on Fig. 1. Ground floors may be slab -on - grade if a basement level is constructed. Cut depths are expected to range between about 3 to 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 to the 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 lot is vacant and located on gently rolling terrain. The ground surface slopes strongly down generally to the southeast. Elevation difference is about 6 feet across the residence and about 10 feet across the lot. The lot is vegetated with sagebrush, grass and weeds. About 2 feet of snow covered the site at the time of our field work. John Martalino March 10, 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/z feet of organic topsoil, consist of medium stiff to stiff sandy clay. The clay was medium to highly plastic, contained scattered basalt gravel and cobbles, and extended to the maximum depth explored, 91/2 feet. Results of swell -consolidation testing performed on relatively undisturbed samples of the clay, presented on Fig. 3, indicate low compressibility under existing moisture conditions and light loading and low to moderate compressibility when wetted and loaded. One sample (Pit 1 at 5 feet) showed a low expansion potential when wetted. 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 with depth. 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 p---`S a�1 minimum dead load"pr sse ure of 600_psi or support of the proposed residence. The soils may tend to expand 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 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 14 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 /_"1 st 55 cf or the on -site soil as backfill. Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly to moderately loaded slab -on -grade construction. There could be some slab heave if the subgrade becomes wetted. Use of structurally supported floors over crawlspace would provide a relatively low risk of floor movement. Slab -on -grade construction can be used provided the risk of some slab heave is acceptable and H-P GEOTECH John Martalino March 10, 2000 Page 3 precautions are taken to minimize the risk of damage if slab heave occurs. 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. Partition walls bearing on the slabs should be provided with slip joints to that if the slab heaves the movement is not transmitted to the upper structure. 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 should consist of a suitable imported granular material, 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 also 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, crawlspace 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 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. An impervious membrane such as 20 mil PVC should be placed beneath the drain gravel in a trough shape and attached to the foundation wall with mastic to prevent wetting of the bearing soils. Surface Drainage: Positive surface drainage is important to prevent wetting of the soils below the building. The following drainage precautions should be observed during H-P GEOTECH John Martalino March 10, 2000 Page 4 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. Drying could increase the expansion potential of the 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. 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 10 feet from the building. Percolation Testing: Percolation tests were conducted on February 25, 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 clay with scattered gxavel and cobbles. The percolation test results, presented in Table II, indicate average percolation rates between 13 and 30 • I minutes per inch. Based on the subsurface 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 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 H-P GEOTECH John Martalino March 10, 2000 Page 5 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, HEPWORTH - P s gv� o ° David A. Young, P. 3 _216 a .° Reviewed By: �,�� �'O/YAL Daniel E. Hardin, P.E. DAY/ksm attachments INC. cc: S.K. Peightal Engineers - Attn: Steve Peightal High Country Engineers - Attn: Eric Tuin H-P GEOTECH APPROXIMATE SCALE 1 " = 80, w z 4 J w 0 z w 100 YEAR FLOOD LINE I N j712O "PR�--� _ 1 1 — OFILE 1 , I P 3 PIT P 1 17118 P 2 , \ I Ole / P1�,1 17116 / �1 17114 \ \\ PROPOSED I BUILDING \ PIT 2 \AREA \ �" I \ � 17112 1-1 "N, I t \ I N j BUILDING I / I ENVELOPE1 7110 1 / LOT 14 17112 I � / I � 7114 GREEN �f ADow aw V£ I� 7120 �7118 LEGEND: 7116 ■ EXPLORATORY PIT At PERCOLATION TEST HOLE 1 100 195 1 GEOTECHNICAL, INC AND -PERCOLATION TEST HOLES S 1 Fig. 1 1 • ' PIT 1 PIT 2 PROFILE PIT ELEV. = 7120' ELEV. = 7113' ELEV. = 7118' 0 ' 0 .. we=16.1 Q DD=100 C m WC=17.1 DD=98 a we=21.o DD=99 10-200=85 10 LL=66 LEGEND; P1-42 TOPSOIL; organic silty clay, moist, dark brown. CLAY (CL—CH); medium to high plasticity, sandy, scattered basalt gravel and cobbles, medium stiff to stiff, slightly moist to moist with depth, reddish brown, calcareous. 2" Diameter hand driven liner sample. NOTES: 1. Exploratory pits were excavated on February 24, 2000 with a backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features on the site plan provide . 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 LL = Liquid Limit ( % ) PI = Plasticity Index ( % ) 100 195 HEPWORTH - PAWLAK LOGS OF EXPLORATORY PITS Fig. 2 GEOTECHNICAL, INC. L I j _ 6D r 0 0 r Q z co 0 U) ZD U) W U) LLJ H LU J m Q F- a 0 Fr O y, O _� O y w f0 C6 (0 m U U U c c c ca ca co (n U) U) LU > s a O ¢ an U O ~ W CyV � a O W d W 0 a c_ o V J J c� o z W z N j LO U w w ¢ O y 00 a a Z z Zo z y O H Q O C7 w > e a cc J Occ y U m co aw m CD z J w ¢ Z r H N Z O r z 2 C.) x N LO m VJ W O Q H Q O O J a y HEPWORTH-PAWLAK GEOTECHNICAL, INC. TABLE 11 PERCOLATION TEST RESULTS JOB NO. 100 195 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 48 10 8 % 8 % 24 8 7 '/4 % 7 '/4 6 % Y2 6 % 6 '/4 '/2 6 % 5 % % 5 % 5 '/4 '/2 5 '/4 5 '/4 P-2 51 10 8 '/2 8 '/2 30 8 7 '/2 '/2 7 '/2 7 '/2 7 6 '/2 '/2 6 '/2 6 %2 6 5 % '/4 5 % 5 '/2 '/4 P-3 49 10 10 '/2 9 1 '/2 13 9 8 1 8 7 1 7 6 '/4 % 6 '/4 5 '/2 % 5 % 4 % % 4 % 4 % Note: Percolation holes (nominal 12 inch diameter by 12 inch deep) hand dug in bottom of backhoe pits and pre-soaked on February 24, 2000. Percolation tests performed on February 25, 2000 by Hepworth - Pawiak Geotechnical, Inc. Average percolation rates were based on last 3 readings of each test. OT OT OS OT S OT OS OT OT SZ OS OT OZ SZ OOT P7n7 Squiq aelEm uteaa xuex Aaa aXEZ kaaadosd asnog aTgleIod . 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ITA spTT TOAST '4as Xuey woa3 saaabap ptre ',43 pageooT sT X=s �yyq'� . cx�w.t �n•�•a, saaabap O l ptre ' 14; k' /-? paaeooT sT urns N o� TVTaGg1m Xules ' TVs a>Z sT Z awea # ITw=ad SQSI JOB EAGLE- COU T-Y- : $EALTH P.O. BOX 179 SHEET NO. OF EAGLE, CO 81631 CALCULATED BY �j' ::R41S21") DATE CHECKED BY V�1 C DATE PRODUC12044 )Single Sheets) 20&i )Padden) ( /®hK.. Groton. Mast 01471.7o Order PHONE TOLL FREE 1-000-225-6360 2064-01 Tax #2391-281-03-008 OB NAME. Lot #14, Sopris Mesa MARTELLIN, 1411 Green Meadow Drive - Carhnnrl�l o JOB NO. 6 P- d"T 6t JOB LOCATION BILL TO DAT STARTED I I in DATE COMPLETED DATE BILLED C' � " ' �� d rl ` i1L- � / I ` 11 .�� �i+ � � ����� �/ � f"•'� �rl���../C3 3'I S7��, Aw J4 C)� 'i TOT. )TOTAL M TOTAL INS SAi MISC r) r `. �� t lU r { C/ �, ,�,Q,a ry ..., , . , :. J mil— i �, ► S e� C' C',2%�"y(.,✓ .i.1 (Q �"-� 1�h✓�� �' f�' PS_ �� / ^ 7 Y- 7/ yo ge� u i A r� JOB FOLDER Product 278 � L JOB FOLDER OIL :s l z r_ 8 z i U 'O J a y O � e SIDES ROUGHENE NATURAL GROL TRATOR UNIT CH BOTTOM LEVEL ROUGHENED TRENCH CROSS- SECTION (TYP. N.T.S. F 1 i t E p t- z w O U z O U w J z O O W N X W w a z 0 a J D U J Q U O z a z Q J CL 0 W in 5 w i -_-- -- -VICINITY MAP T7S, R87W, 6TH PM Q N f SCALE 1" = 2000' 0 0 z t e P� �6�5 ors O O V) Z w w � I — biw W Y Q J p 0 U LL- GENERAL NOTES 1. ALL CONSTRUCTION SHALL BE IN ACCORDANCE WITH THE EAGLE COUNTY EXISTING 12" CMP r ~ �,yr}� - ep r AND COLORADO DEPARTMENT OF HEALTH (CDOH) REGULATIONS OF INDIVIDUAL 15 RAIL s p�� , p�� SEWAGE DISPOSAL SYSTEMS, EVEN THOUGH ALL SUCH REQUIREMENTS ARE NOT EA MEN7 �� INV IN = 710$ 93 s / SPECIFICALLY NOTED ON THE DRAWINGS- THE CONTRACTOR SHALL BE INV OUT = 7108.29',\`'{ � RESPONSIBLE FOR SUCH SPECIFIC DETAILS AS ARE REFERRED TO IN THE ABOVE -MENTIONED REGULATIONS. Z S QD N 2. FLOW: 4 BEDROOMS *2 PERSONS/BEDROOM *75 GALLONS/PERSON/DAY IS Cr 600 GPD =AVERAGE DAILY FLOW. Z Wj 1 q = J� MAXIMUM = 1.5* AVERAGE = 900 GPD 30.0 ' 0.01 ` 50 e 2�ti t W Z V p (� J SEPTIC TANK: MINIMUM PRE -CAST CONCRETE TANK SIZE ACCORDING TO W V �-i �� 30 HOUR DETENTION = 30/24 * 900 = 1125 GALLON TANK. EAGLE COUNTY ` Z Q �" RECOMMENDS A 4 BEDROOM HOUSE TO HAVE A 1250 GALLON TANK. Z �9 /1 !_ I(� RECOMMEND A 1250 GALLON TANK, OR 1500 GALLON TANK TO ALLOW FOR FUTURE /� W ®�a t EXPANSION. C�'�' LANE - I R EAGLE COUNTY RECOMENDATIONS, ABSORPTION AREA CALCN IONS BY 3 METHODS: �9 N� / V ao FENDER N T �S F � I ELD S I Z E: CDOH EQUATIONS : - V� 8 I �1 A -� _QVt Q = MAXIMUM FLOW A = 900 * 30 = 86 SQ.FT o N j�� t = PERCOLATION RATE = 30 5 00 2) LOADING RATE - 900 GPD/ 0.7 GAL/S.F. = 12$6 SQ. FT.®' 0 3) TABLE 5 IN EAGL 0 Y ISDS REGULATIONS - AT A PERCOLATION RATE C9 30 MPI THE TRENCH AREA IS 250 SO. FT./ BEDROOM * 4 BEDROOMS - 1000 SO. FT _ a AVERAGE OF 3 METHODS: 986*1286*1000/3 = 1091 S.F. PER CDOH REGS FOR USE OF "INFILTRATOR" TRENCH SYSTEMS ABSORPTION AREA CAN C� i / , BE REDUCED BY 50% FOR TRENCH CONFIGURATION. UNITS R�Q! �.RFn - Y .� 09 S. * 0.5 / 15.5 S.F./UNIT - 35.2 UNITS, RECOMMEN 14—SOILS ENCOUNTERED IN PROFILE PIT CONSISTED OF 1' OF TOPSOIL ON SANDY CLAY WITH SCATTERED GRAVEL AND COBBLES TO A DEPTH OF 9`. ` y , PVC CAP USE MARKER IF CAP FINISH GRADE x IS TO BE BURIED. 4' S( 0C'"7VA01 E CAP CUT HOLE IN TOP OF INFILTRATOR UNIT FOR INSTALLATION OF INSPECTION WELL PIPE COUPLING 4" 0 PERFORATED PIPE WRAPPED IN FILTER FABRIC SOLID CAP FOR SUPPORT ON BOTTOM OF TRENCH OR BED INSPECTION WELL DETAIL N.T.S. 4" COUPLIN 4" SEWER I 4"x4"x PVC WYE I" RISER 45* SWEEP BEND - i CLEAN OUT ASSEMBLY SEWER CLEAN OUT DETAIL l N.T.S. �> cJ1i' 3. TOPSOIL: SOIL EXCAVATED FROM SITE ACCEPTABLE IF NO CLAY IS j L,�E PRESENT. 4. VEHICULAR TRAFFIC IS PROHIBITED ON THE FIELD AREA. 5. CLEANOUTS ARE REQUIRED AT ALL BENDS AND AT LEAST EVERY 100 FEET ALONG THE HOUSE SEWER_ 6: INSTALL RISERS AS NECESSARY TO BRING ALL ACCESS POINTS TO WITHIN 1/2-FOOT OF FINAL GRADE. 7. LOCATIONS OF ALL COMPONENTS MAY BE VARIED AS NECESSARY AS LONG C 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 FEBRUARY 25, 2000, JOB NUMBER 100195. 110. 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. :11. THIS SYSTEM IS SIZED FOR TYPICAL DOMESTIC WASTES ONLY. BACKWASH OR FLUSHING FLOWS FOR REVERSE OSMOSIS UNITS OR WATER SOFTENERS OR FILTERS SHOULD NOT BE INTRODUCED INTO THIS SYSTEM. 12. HIGH COUNTRY ENGINEERING, INC. AND THE EAGLE COUNTY ENVIRONMENTAL HEALTH DEPARTMENT SHALL BE NOTIFIED AND A FIELD INSPECTION SCHEDULED, COMPLETED AND APPROVED, PRIOR TO BACKFILLING THE ISDS SYSTEM. GENERAL ABSORPTION TRENCH NOTES 1. TRENCH LENGTH SHALL NOT EXCEED 100 FEET, 2 THE BOTTOM OF EACH TRENCH SHALL BE LEVEL 3. DRAINAGE DITCHES ARE TO BE PROVIDED ABOVE AND AROUND TRENCHES, AS NECESSARY, TO PREVENT SURFACE RUNOFF FROM ENTERING ABSORPTION AREA. 4. TRENCHES SHALL FOLLOW CONTOURS. GRAPHIC SCALE 5. INSTALL INFILTRATOR IN ACCORDANCE WITH MANUFACTURES RECOMMENDATIONS. 30 0 15 ao so tzo PROJECT NO. b" o 2000004.04 ( IN FEET) c3 i 1 inch = 30 ft. �'� 6 NOTE: EXISTING TOPOGRAPHY INFORMATION IS FROM AN AERIAL SURVEY AND WAS FIELD 'A •'''� VERIFIED TO HAVE AN ERROR OF t2 FEET IN SOME LOCATIONS. ' O�FSSi4oL� SHEET 1