HomeMy WebLinkAbout350 LIttle Andorra - 210712208004 - 1286-93ISINDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway . Eagla, Colorado 81631 Telephone: 328-8755 YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. Please call for final inspection before covering any portion of installed system. PERMIT NO. 1286 PHONE: 84 -7 6 ;Ity: Avon State: CO Zip: 845-7363 PHONE: 845-7363 ICEL NUMBER: 2107-122-08-004 LICENSE NO:-6 9 4 Ys-Edward D. Ford Eagle County Env. Health division must receive written verification of the syste installation. from the engineer before the final permit is seat out.. orroM. 4 (3' x 100' ) ie end''of each trench.'_ Install clean out �d feet between septic tank an eac eild. fiches should be no greater than three feet ;ineer for final inspection. DATE: COUNTY INDIVIDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS, ADOPTED PURSUANT E FULLY COMPLIED WITH COUNTY ZONING AND BUILDING REQUIREMENTS. CONNECTION INING AND BUILDING DEPARTMENTS SHALL AUTOMATICALLY BE A VIOLATION OF A EVOCATION OF THE PERMIT. ,LTERS OR INSTALLS AN INDIVIDUAL SEWAGE DISPOSAL SYSTEM TO BE LICENSED. IDUAL SEWAGE DISPOSAL SYSTEM REGULATIONS UNTIL THE SYSTEM IS APPROVED FEET FROM NO NO SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS CORRECTED. DATE: �� DATE: NECESSARY) RETAIN WITH RECEIPT RECORDS APPLICANT / AGENT: PERMIT PERCOLATION TEST FEE OWNER: RECEIPT # CHECK# ,I.ncpauplete Applications Will NOT Be Accepted (Site -Plan MUST be attached) ' ISDS Permit # S-6 Building Permit # 6157 APPLICATION FOR INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. 0. BOX 179 EAGLE, CO 81631 328-8 7-3823 (Basalt) *,.PERMIT APPLICATION FEE $15'0.00 PERCOLATION TEST FEE $200.00 *. MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" ************************************************************************** PROPERTY OWNER: INTERNATIONAL VILLAGE HOMES, INC. --I 1 ,�C MAILING ADDRESS • P.O. BOX 1010, AVON, CO 81620 APPLICANT/CONTACT PERSON: SPERO L. KONTOS 014 PHONE: 303-845-7363 PHONE: (SAM) k LICENSED SYSTEMS CONTRACTOR: c / PHONE: 303-524-9888 COMPANY/DBA: ON ADDRESS: P.O. BOX 468, GYPSUM, CO PERMIT APPLICATION IS FOR: (X) NEW INSTALLATION ( ) ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: LOT 61, CORDILLERA SUB -DIVISION Legal Description: FILING 3 BOOK 561"' PAGE 209 RECEPTION 457337 %10-7- lZv 0���� BLK:LOT 61 ./9 Tax Parcel Number: SUB: CORDILLERA SUBD.. ILING 3. Lot Size:-20.9r ACRES Physical Address: 0350 ANDORRA ROAD, CORDILLERA, EDWARDS, CO 81632 BUILDING TYPE:, (Check applicable category) (X) Residential/Single Family ( ) Residential/Multi-Family* ( ) Commercial/Industrial* TYPE OF WATER SUPPLY: ( ) Well ( ) (X) Public Name *These systems require SIGNATURE: AMOUNT PAID: (Check applicable category) Spring ( ) Surface of Supplier: METRO Number Number Type _ of Bedrooms of Bedrooms a Registered Professional Engineer Date: lA0y RECEIPT #: !✓'�� DATE: ✓ �� CHECK #: �_ CASHIER: s / a.r . ******* ISDS Permit # n Building Permit # 6'1T r 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 PERCOLATION TEST FEE $ PROPERTY OWNER: OPM ��_T_ i 146, MAILING ADDRESS: C9' �` � -3.0 ! -0 AV&jj `d) PHONE: '3 -/ 5'" 7.3 APPLICANT / CONTACT PERSON: Clan/ S lam!✓ t111 G(� �%`��lj PHONE: LICENSED SYSTEMS CONTRACTOR: 09- 15?/'Y 6, v� 1� ADDRESS: PHONE• PERMIT APPLICATION IS FOR: (} NEW INSTALLATION ( ) ALTERATION ( ) REPA LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: C�� 1��K 2-i�i "� ( �v�t1lo• Parcel Number: '� /��% / 22, _ 6) -Cog- Lot size: 2, Physical Address: BUILDING TYPE: (Check (Residential / ( ) Residential / ( ) Commercial TYPE OF WATER SUPPLY: applicable category) Single Family Number of Bedrooms Multi -Family* Number of Bedrooms Industrial* Type Well( ) Spring ( ) Surface Public (/K) Name of Supplier-�<L-��. *These systems require design by a Registered Professional Engineer NOTE: SITE PLAN MUST BE ATTACHED TO APPLICATION MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" SIGNATURE: ! '� DATE: AMOUNT PAID: /-SSG G.` RECEIPT# / / U C/U DATE: /� /��✓� CHECK # CASHIER: Co,, p,e e I S1rc (Ed F xL_ r wes,� 1p�l y r 1k INDIVIDUAL SEWAGE DISPOSAL SYSTEM PER EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631 Telephone: 328-8755 YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT IV/ 1378 Please call for final inspection before covering any portion of installed system. / IKON February 21, 1995 INDIVIDUAL SEWAGE DISPOSAL SYSTEM Eagle County Environmental Health Division P.O. Box 179 500 Broadway Eagle, CO 81631 RE: Final Septic System Plan Lot #61, 0350 Andorra Road Cordillera, Edwards, CO 81632 Enclosed is a copy of a letter from Complete Engineering Services regarding ammendment to their original design as well as two copies of the final ammended plan. I assume we have provided all necessary information per your request, regarding this septic system. If you require any additional information, please let me know at once. SLK:ma Encl. Sincerely, IKON DEVELOPMENT, INC. Spero L. Kontos IKON DEVELOPMENT, INC. International Village Homes 42 Avondale Lane, Unit C-1-C, Beaver Creek Resort, CO 81620 Mailing Address: P.O. Box 3010, Avon, CO 81620 Office: 303-845-7363 FAX: 303-949-6102 FJl-lu-1774 uc•4.vri•i r-MU111 IU 32BY185 P.02 COMPLETE ENGINEERING SERVICES, INC. Mr. 'Chris Kontogiannis Ikon Development P. O. BOX 988 Edwards, Colorado 61632 PROJECT NO: 93-2740 December 23, 1993 SUBJECT: Individual Sewage Disposal System Design Lot 611 Filing 3, Cordillera Sdbdivision, Eagle County, Colorado REFER: Subsurface investigation-report,.ehen-Northern, Ina., Project No. 4 360 92, dated August 4, 1992. Mr. Kontogiannis: We have reviewed the referenced subsurface investigation report and conducted a visual .inspection of the subject lot to evaluate suitability for installation of an individual sewage disposal system for a proposed single family resiAence, Available information and our experience in the immediate vicinity indicates a system can be designed which will meet Eagle County Health Department requirements. Available information is not adequate for actual design of the system and additional .investigation and field testing•will be necessary prior to system design, Snow cover and frozen ground may make additional investigation impractical during winter months. A soil profile hole should be excavated and percolation testing should be conducted in the spring or early summer of 1994 after snow has melted and ground has completely thawed. We are available toprovi.de additional testing and evaluation as necessary. Please contact me if you have questions concerning this information or when further evaluation or testing is desired. Complete Engineering Services, Inc., Edward D. Ford,-P.E. 912 TWELFTH STREET • GOLDEN, COLORADO 80401 • (303) 279-6418 • FAX; 279-M TOTAL P.02 12 � f/f-�j %z � Lev ✓ f � �f/ 6� l N1--��-yvr4-T7 O �✓ ��� ��✓� �G��_� f.7!'��viJ�irJ Lb��l-f7U.itl S� �v2>'/�y:./v �iv vl �/�!� /� �lcy^- I ra, ' "� 1 G 1 CfYla l lYtCK l Nt. 2796350 P. 01 COMPLETE ENGINEER1190 SLRVICES, INC. Mr. Spiro Kontos Cordillera Construction Corp. P.Q. Box 988 Edwards, Colorado 91632 SUEk7ECT: Septic System Design Lot 2, cordillera, Eagle County Mr. Kontos; PROLUCT NO2. 94-3103 October 6, 1994 The personal sewage disposal syste'ta design for the subject 100a~ion has been reviewed and alternate construction recommendations are being provided. An .infiltrator -type system can be used in lieu of a gravel bed system. The system should be constructed from Infiltrator Systems Inc., standard Infiltrators, or equivalent. Trench area may be reduced to 2/3 of the original design area. Infiltrators should be placed in two, 72 fact long trenchea, in compliance with the manufacuture's recommendations. Trenches should be oriented on contour in general compliance: with our original specifications. Our original design specifications are being amended. Drawings will be forwarded to you as soon as they are available. Please contact me if you have questions concerning this .information. complete Engineering Services, Inc., Edward D. lPord, p.E. 912 TWELFTH STREET • GOLDEN, COLORADO 80401 0 (3W) 279-6418 • FAX: 279-6350 Chen@Northern, Inc. Consulting Engineers and Scientists 5080 Road 154 Glenwood Springs, Colorado 81601 303 945-7458 303 945-2363 Facsimile SUBSOIL STUDY FOR FOUNDATION DESIGN PROPOSED RESIDENCE LOT 61, FILING 3 CORDILLERA SUBDIVISION ANDORRA ROAD EAGLE COUNTY, COLORADO JOB NO. 4 360 92 AUGUST 4, 1992 PREPARED FOR: IKON DEVELOPMENT ATTN: CHRISTOPHER KONTOGIANNIS P.O. BOX 1412 EDWARDS CO 81632-1412 A member of the HIH group of companies Chen@Northern, Inc. C C August 4, 1992 CIkon Development Attn: Christopher Kontagiannis P.O. Box 1412 Edwards CO 81632-1412 Consulting Engineers and Scientists 5080 Road 154 Glenwood Springs, Colorado 81601 303 945-7458 303 945-2363 Facsimile E Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 61, Filing 3, Cordillera Subdivision, Andorra Road, Eagle County, Colorado. C Job No. 4 360 92 Gentlemen: I L I IF, T_ C F As requested, we have conducted a subsoil study at the subject site, located between Andorra Road and Little Andorra Road in the Cordillera Subdivision. Subsurface conditions encountered in the exploratory borings drilled in the proposed building area consist of 1 to 2 feet of topsoil overlying 3 to 9 feet of sandy clay above weathered claystone/siltstone bedrock. Groundwater was not encountered in the borings at the time of drilling. The proposed residence can be founded on spread footings placed on the natural subsoils and/or bedrock and designed for an allowable bearing pressure of 2000 psf. The report which follows describes our investigation, summarizes our findings, and presents our recommendations. It is important that we provide consultation during design, and field services during construction to review and monitor the implementation of the geotechnical recommendations. If you have any questions regarding this report, please contact us. Sincerely, CHEN-NORTHERN, INC. Daniel E. Hardin, P.E. DEH/ec Rev. By: DY A member of the IiIH group of companies TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY ................................... 1 PROPOSED CONSTRUCTION ....................................... 2 SITE CONDITIONS ................................................ 2 SUBSIDENCE POTENTIAL .......................................... 3 FIELD EXPLORATION ............................................. 4 SUBSURFACE CONDITIONS ........................................ 4 DESIGN RECOMMENDATIONS ...................................... 5 FOUNDATIONS .............................................. 5 FOUNDATION AND RETAINING WALLS ........................ 7 FLOOR SLABS .............................................. 8 UNDERDRAIN SYSTEM ...................................... 9 SITE GRADING ............................................. 10 SURFACE DRAINAGE ....................................... 10 LIMITATIONS................................................... 11 FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURES 4 AND 5 - SWELL -CONSOLIDATION TEST RESULTS TABLE I - SUMMARY OF LABORATORY TEST RESULTS CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES ChenONorthern, Inc. Consulting Engineers and Scientists PURPOSE AND SCOPE OF STUDY CThis report presents the results of a subsoil study for a proposed residence to be located on Lot 61, Filing 3, Cordillera Subdivision, Eagle County, Colorado. The project Csite is shown on Fig. 1. The purpose of the study was to develop recommendations for the Cfoundation design. The study was conducted in accordance with our agreement for geotechnical engineering services to Ikon Development, dated June 8, 1992. A field exploration program consisting of exploratory borings was conducted to obtain Cinformation on subsurface conditions. Samples obtained during the field exploration were tested in the laboratory to determine compressibility or swell and other engineering characteristics of the on -site soils and bedrock. The results of the field exploration and Claboratory testing were analyzed to develop recommendations for foundation types, depths and allowable pressures for the proposed building foundation. The results of the field exploration and laboratory testing are presented in the report. This report has been prepared to summarize the data obtained during this study and to present our conclusions and recommendations based on the proposed construction and the subsoil conditions encountered. Design parameters and a discussion of geotechnical Cengineering considerations related to construction of the proposed residence are included in the report. T_ LChenONorthern, Inc. Consulting Engineers and Scientists FPROPOSED CONSTRUCTION E The proposed residence will be a one level, 6000 square foot wood frame structure Elocated on the site as shown on Fig. 1. Ground floor will be structural over crawl space or Eslab -on -grade. Grading for the structure is assumed to involve cut depths up to about 12 feet. We assume relatively light foundation loadings, typical of the proposed type of i L construction. If building loadings, location or grading plans change significantly from those described above, we should be notified to reevaluate the recommendations contained in this report. SITE CONDITIONS L EThe site was vacant at the time of our field work and was vegetated with weeds, sagebrush, juniper and aspen trees. Vegetation was scattered on the southern half of the building area but was much thicker on the northern half. An overgrown rough -cut access L trail enters the building area from the northeast. The building area is located on a small knob with steep to very steep cut slopes to the south and east down to Andorra and Little Andorra roads. The building area slopes gently to moderately down to mainly the south and west although the site slopes away in all directions. Cobbles and boulder -size siltstone/sandstone fragments were observed on the ground surface at the site. T_ F FChenONorthern,11 c. Consulting Engineers and Scientists -3- F F SUBSIDENCE POTENTIAL A geologic reconnaissance of the Cordillera Subdivision was not conducted as part of this study. Our previous work in the general area and a geologic study of the subdivision by Lincoln DeVore, dated November 12, 1985, indicate that the near surface bedrock underlying the site and the Cordillera Subdivision is the Pennsylvanian -age Eagle Valley Evaporite: Dissolution of the gypsum bedrock under certain conditions can cause sinkholes to develop and can also produce general area subsidence. A sinkhole was mapped by Lincoln DeVore about 1000 feet south of Lot 61 and several other sinkholes were found scattered throughout the subdivision. The sinkholes appear to be the result of caving or erosion of the overburden soils into solution cavities which occur in the underlying bedrock. Another possible mechanism of sinkhole formation can be the collapse of low density silt deposits upon wetting. Judging from the shape of the sinkholes in the area and association with other similar features in the region, it appears that the second mechanism of formation is less likely than the first. No sinkholes were noted in the immediate area of Lot 61 and the sinkhole mapped to the south of the lot has apparently been filled for the roadway construction. The bedrock encountered at the site contains gypsum which may be solution susceptible. The borings at the site did not detect voids to the depth drilled of 19 1/2 feet. Based on our present knowledge of the subsurface conditions, it cannot be said with certainty that new sinkhole activity will not develop in the future. In our opinion, the risk of general ground subsidence for the building envelope on Lot 61 is relatively low. However, the owner should be aware that there is potential for ChenONorthern, T C. Consulting Engineers and Scientists C -4- Csinkhole development at this site. If further investigation of possible cavities in the bedrock below the site is desired, we should be contacted to make an evaluation of these conditions. EFIELD EXPLORATION The field exploration for the project was conducted on June 11, 1992. Three exploratory borings were drilled at the locations shown on Fig. 1 to evaluate the subsurface conditions. The borings were advanced with 4-inch diameter continuous flight augers r powered by a track -mounted CME-45 drill rig. The track -mounted rig was needed due to Lthe steep terrain. The borings were logged by a representative of Chen -Northern, Inc. Samples of the subsoils were taken with 1 3/8-inch and 2-inch I.D. spoon samplers. The samplers were driven into the subsoils at various depths with blows from a 140-pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Fig. 2. The Esamples were returned to our laboratory for review by the project engineer and testing. r �L SUBSURFACE CONDITIONS (— The subsoil conditions encountered at the site are shown graphically on Fig. 2. The L subsoils consist of about 1 to 2 feet of topsoil overlying 2 to 9 feet of stiff to very stiff sandy -� clay with shale and sandstone fragments. Weathered bedrock of the Eagle Valley Evaporite Chen Northern, h c. Consulting Engineers and Scientists FFormation was encountered at depths of 4 to 10 feet. The claystone/siltstone bedrock became harder with depth and contained sandstone layers. Drilling in the bedrock with auger equipment was difficult due to the sandstone and possible cemented layers and Cdrilling refusal was encountered in the bedrock. Laboratory testing performed on samples obtained from the borings included natural moisture content, density, Atterberg limits and gradation analyses. Results of swell - consolidation testingperformed on relatively undisturbed drive samples, resented on Figs. 4 P Y P �P g Cand 5, indicate the sandy clays have low to moderate compressibility under conditions of r- loading and wetting. A sample of the claystone bedrock from Boring 3 exhibited a low swell potential when wetted. Atterberg limits testing indicates the upper clays are medium plastic. CThe laboratory testing is summarized in Table I. No free water was encountered in the borings at the time of drilling and the subsoils and bedrock were slightly moist. CDESIGN RECOMMENDATIONS .F FOUNDATIONS Considering the subsoil conditions encountered in the exploratory borings and the nature of the proposed construction, we recommend the building be founded with spread 9� footings bearing on the natural subsoils and/or bedrock. We expect variable soil and 'F bedrock conditions will be encountered in the building excavation. We should evaluate the �exposed soil and rock conditions prior to footing construction. _L_ FChenONorthern, I c. Consulting Engineers and Scientists The design and construction criteria presented below should be observed for a spread Cfooting foundation system. The construction criteria should be considered when preparing project documents. C1) Footings placed on the undisturbed natural subsoils or bedrock should be designed for an allowable soil bearing pressure of 2000 psf. Based on experience, we expect movement of footings designed and constructed as discussed in this section will be Cabout 1 inch. Some additional movement should be expected if the bearing S soils/bedrock become wet. 2) The footings should have a minimum width of 16 inches for continuous walls and 2 feet for isolated pads. 3) Exterior footings and footings beneath unheated areas should be provided with adequate soil cover above their bearing elevation for frost protection. Placement of foundations at least 48 inches below exterior grade is typically used in this area. 4) Continuous foundation walls should be reinforced top and bottom to span an ^{ unsupported length of at least 12 feet. Foundation walls acting as retaining L structures should also be designed to resist lateral earth pressures as discussed in the "Foundation and Retaining Walls" section of this report. 5) All existing topsoil and any loose or disturbed soils should be removed and the footing bearing level extended down to relatively undisturbed natural soils or bedrock. 6) A representative of the soil engineer should observe all footing excavations prior to concrete placement to evaluate bearing conditions. _C Chen@Northern, T e. Consulting Engineers and Scientists FOUNDATION AND RETAINING WALLS Foundation walls and retaining structures which are laterally supported and can be expected to undergo only a slight amount of deflection should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 55 pcf for backfill Econsisting of the on -site fine-grained soils. Cantilevered retaining structures which are separate from the residence and can be expected to deflect sufficiently to mobilize the full Cactive earth pressure condition should be designed for a lateral earth pressure computed on the basis of an equivalent fluid unit weight of 45 pcf for backfill consisting of the on -site L fine-grained soils. CAll foundation and retaining structures should be designed for appropriate surcharge r pressures such as adjacent footings, traffic, construction materials and equipment. The L pressures recommended above assume drained conditions behind the walls and a horizontal backfill surface. The buildupof water behind a wall or an upward sloping backfill surface p p g su ace will increase the lateral pressure imposed on a foundation wall or retaining structure. An underdrain should be provided to prevent hydrostatic pressure buildup behind walls. �- Backfill should be placed in uniform lifts and compacted to at least 90% of the Cmaximum standard Proctor density at a moisture content near optimum. Backfill in pavement and walkway areas should be compacted to at least 95% of the maximum standard Proctor density. Care should be taken not to overcompact the backfill or use large ,L equipment near the wall since this could cause excessive lateral pressure on the wall. Some settlement of deep foundation wall backfill should be expected even if the material is placed correctly and could result in distress to facilities constructed on the backfill. .0 i LChenONorthern,11 ic. Consulting Engineers and Scientists E _8- CThe lateral resistance of foundation or retaining wall footings will be a combination (T of the sliding resistance of the footing on the foundation materials and passive earth pressure against the side of the footing. Resistance to sliding at the bottoms of the footings can be calculated based on a coefficient of friction of 0.30. Passive pressure against the sides of the footings can be calculated using an equivalent fluid unit weight of 250 pcf. The coefficient of friction and passive pressure values recommended above assume ultimate soil strength. Suitable factors of safetyshould be included in the design to limit the strain which $ Cwill occur at the ultimate strength, particularly in the case of passive resistance. Fill placed against the sides of the footings to resist lateral loads can consist of the on -site soils compacted to at least 95 0 of the maximum standard p % sta da d Proctor density at a moisture content [ J near optimum. C FLOOR 00 SLABS LThe natural on -site soils, exclusive of topsoil, are suitable to support lightly to moderately loaded slab -on -grade construction. There could be heave of slabs constructed on bedrock if the materials are expansive. To reduce the effects of some differential Cmovement, floor slabs should be separated from all bearing walls and columns with F expansion joints which allow unrestrained vertical movement. Floor slab control joints .L. 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 F and the intended slab use. A minimum 4-inch layer of free -draining gravel should be placed r beneath basement level slabs to facilitate drainage. This material should consist of minus L FChenONorthern, I c. Consulting Engineers and Scientists C -9- 2-inch aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the FNo. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of Lmaximum standard Proctor density at a moisture content near optimum. Required fill can Fconsist of the on -site soils devoid of vegetation, topsoil and oversized rock. UNDERDRAIN SYSTEM Although free water was not encountered during our exploration, it has been our experience in mountainous areas and where bedrock is present that local perched Lgroundwater may develop during times of heavy precipitation or seasonal runoff. Frozen Lground during spring runoff can create a perched condition. We recommend below grade construction, such as retaining walls, crawl space and basement areas, be protected from Cwetting and hydrostatic pressure buildup by an underdr in system. LThe drains should consist of drainpipe placed in the bottom of the wall backfill r 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 Cused in the underdrain system should contain less than 2% passing the No. 200 sieve, less m than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel L backfill should be at least 2 feet deep. ChenONorthernjnc. Consulting Engineers and Scientists C -10- CSITE GRADING The risk of construction induced slope instability at the site appears low provided the j� building is located above the steep slope as planned and cut and fill depths are limited. We L assume the cut depth will not exceed one level, about 10 to 12 feet. Fills should be limited r to about 8 to 10 feet deep, especially at the downhill sides of the residence where the slope steepens. Embankment fills should be compacted to at least 95% of the maximum standard L Proctor density near optimum moisture content. Prior to fill placement, the subgrade should Cbe carefully prepared by removing all vegetation and topsoil and compacting to 95% standard Proctor density. The fill should be benched into the portions of the hillside exceeding 20% grade. CPermanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter. The risk of slope instability will be increased if seepage is encountered in cuts and flatter slopes may be necessary. If seepage is encountered in permanent cuts, an investigation should be conducted to determine if the seepage will adversely affect the cut stability. Graded slopes should be revegetated or protected from erosion by other means. This office should review site grading plans for the project prior to construction. pC 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. C -E I F- _i__ ChenNorthern,Inc Consulting Engineers and Scientists r -11- F r r F F F L 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 paved areas. Free -draining wall backfill should be capped with about 2 feet of the on -site soils to reduce surface water infiltration. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 10 feet from foundation walls. LIMITATIONS This report has been prepared in accordance with generally accepted soil and foundation engineering practices, in this area for use by the client for design purposes. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the locations indicated on Fig. 1 and the proposed type of construction. The nature and extent of subsurface variations across the site may not become evident until excavation is performed. If during construction, fill, soil, rock or water conditions appear to be different from those described herein, this office should be advised at once so reevaluation of the recommendations may be made. We recommend on -site CChen@Northern, T c. Consulting Engineers and Scientists -12- observation of excavations and foundation bearing strata and testing of structural fill by a representative of the soil engineer. Sincerely, CHEN-NORTHERN, INC. Daniel E. Hardin, P.E. Rev' d By David A. Young DEH/ec R ChenONorthernjnc: Consulting Engineers and Scientists APPROXIMATE SCALE 1„ = 32 BOUNDARIES ANDORRA ROAD J P� �O / P P BENCH MARK: TOP OF FIRE HYDRANT; ELEV. = 100.0 ' i ASSUMED. Q F 14 360 921 ChenONorthern,Inc. I LOCATION OF EXPLORATORY BORINGS Fig. I I Boring 1 Boring 2 Boring 3 Elev. = 107.7' Elev. = 100.9' Elev. = 95.9' 110 17/12 105 10 25/12 WC=7 DD=119 -200=77 10010 21/12 WC=7 DD=122 4-1 9 (D 5 a) U- w EIR 110 105 6/12 WC=15 DD=84 100 _ Assumed Ground Floor Level 8/12 7/12 WC=13 WC=18 +_3 10 DD=100 DD=84 95 -200=69 LL=45 , PI=19 57/12 0 WC=9 4-3 do Tj DD=110 30/6,10/0 90 0) LiJ 35/6,30/1 85 :1 75 75 --� Note: Explanation of symbols presesnted on.Fig. 3. 4 360 92 ChenONorthern,Inc. Logs of Exploratory Borings Fig. 2 F_ 0 0 1 3 4 Moisture Content = % percent Dry Unit Weight = 119 pcf Sample of: sandy clay From: Boring 1 at 5 feet Additional compression under constant pressure due to wetting u.I i.V lu APPLIED PRESSURE — ksf luu Moisture Content = 13 percent Dry Unit Weight = 100 pcf Sample of: sandy clay From: Boring 2 at 5 feet Additional compression under constant pressure due to wetting V. i i.0 lu 1uu APPLIED PRESSURE — ksf 4 360 92 ChenONorthern,Inc. SWELL -CONSOLIDATION TEST RESULTS Fig. 4 �PR 0 0 1 N N O S_ a 2 O U 3 4 5 6 Moisture Content = 18 percent Dry Unit Weight = 84 pcf Sample of: organic sandy clay From: Boring 3 at 1 foot Additional compression under constant pressure due to wetting 70.1 I I.V 'u APPLIED PRESSURE — ksf 1uU Moisture Content = 9 percent Dry Unit Weight = 110 pcf sample of: c l aystone bedrock From: Boring 3 at 4.5 feet Expansion under constant pressure due to wetting 1 4 360 92 `lu 1UU APPLIED PRESSURE — ksf ChenONorthemjnc. SWELL -CONSOLIDATION TEST RESULTS Fig. 5 C C F po IMKWJ co Q O CC �M Q D co -F f U U O U U O W S- S- a 'U >) A a OY Q) p o 0 cc W rts Qi :/i ro cn ai O W m U O U U U O 4--3 r, „_., +-) N C >� C to co _0 b C 10 U) C t0 S_ rp S_ — N U O N O U W zN� "wZ= ¢w� Zcc 2�cc �� } to r r U w rpae CI)Z" G'1 � J d Q m Q 0 L J J GY r W g U W wm 1� Ql cc W¢Z I� l0 as a 0 0 � J W Qo () v J �j¢N� 01 N N dt CO CD O 'ct 00 O i uj Z O <MZ i S-r;e r-- r-- LO Cy') OD Ol ZQU 2 LC') d m � CD O LO d z 0 m 0' J W a � a ¢ 0 m N CM Chen -Northern, Inc. CLASSIFICATION OF SOILS FOR ENGINEERING PURPOSES A ,••c•,ro", u­ HIH ASTM Designation: D 2487 - 83 (Based on Unified Soil Classification System) Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests" Group a Symbol Name Coarse -Grained Soils Gravels Clean Gravels Cu2t4 and 1:5Cc53` GW Well graded gravel` More than 50% retained on More than 50% coarse Less than 5% fines` No. 200 sieve fraction retained on Cu<4 and/or 1>Cc>3E GP Poorly graded gravel` No. 4 sieve Fine -Grained Soils 50% or more passes the No. 200 sieve Sands 50% or more of coarse fraction passes No. 4 sieve Silts and Clays Liquid limit less than 50 Silts and Clays Liquid limit 50 or more Gravels with Fines Fines classify as ML or MH GM Silty gravel` ° " More than 12%fines` Fines classify as CL or CH GC Clayey gravel` ° " Clean Sands Cu>6 and 1:5Cc:53' SW Less than 5% fines' Cu<6 and/or 1>Cc>3e SP Sands with Fines Fines classify as ML or MH SM More than 12% fines° Fines classify as CL or CH Sc inorganic PI>7 and plots on or above CL "A" line' PI<4 or plots below "A" ML line' organic Liquid limit - oven dried <0.75 OL Liquid limit - not dried inorganic PI plots on or above "A" line CH organic PI plots below "A" line MH Liquid limit - oven dried <0.75 OH Liquid limit - not dried Highly organic soils Primarily organic matter, dark in color, and organic odor 'Based on the material passing the 371n. (75-mm) sieve. 'if field sample contained cobbles or boulders, or both, add "with cobbles or boulders, or both" to group name. `Gravels with 5 to 12% fines require dual symbols: GW-GM well -graded gravel with silt GW-GC well -graded gravel with clay GP -GM poorly graded gravel with silt GP -GC poorly graded gravel with clay 'Sands with 5 to 12% fines require dual symbols: SW-SM well -graded sand with slit SW -SC well -graded sand with clay SP-SM poorly graded sand with silt SP-SC 1109rly graded sand wlith clay SIEVE ANALYSIS SCREEN -IN ' SIEVE NO. 100 3 21 10 20 40 60 140 200 80 0 2 a w 40 U ii 20 = 15 20 O ut 40 Q cc m 60 Z U 80 �e -D,e = 0.075 0, 100 I 1 1 I I I 5o 10 5 1.0 0.5 0.10 PARTICLE SIZE IN MILLIMETERS C = D60 = 15 = 200 C = = 12.5)' —5.6 D.0 0.075 c 13•,•106c 0.075 • 15 'Cu = D60 /D o Cc = IDA' D,0 • D60 'If soil contains 2:15%sand, add "with sand" to group name. *If fines classify as CL-ML, use dual symbol GC -GM, or SC-SM. "If fines are organic, add "with organic fines" to group name. 'If soil contains >_15%gravel, add "with gravel" to group name. 60 50 a X 40 W O Z 30 U_ H g20 IL 10 7 4 0 0 Well -graded sand' Poorly graded sand' Silty sand' Clayey sand` Lean clay `" Silt" " Organic clay ` Organic silt 1 M 0 Fat clay" Elastic silt" Organic clay" `"' Organic silt" `" 0 PT Peat 'If Atterberg limits plot in hatched area, soil is a CL-ML, Silty clay. 'If soil contains 15 to 29% plus No. 200, add "with sand" or "with gravel", whichever is predominant. 'If soil contains >30% plus No. 200. predominantly sand. add "sandy" to group name: 'If soil contains 230% plus No. 200. predominantly gravel, add "gravelly" to group name. "P12:4 and plots on or above "A" line. °PI<4 or plots below "A" line. 'PI plots on or above "A" line. *PI plots below "A" line. For classification of fine-grained soils and / fine-grained fraction of coarse -grained / soils / Equation of 'A"-iine �rfr Horizontal at PI = 4 to LL = 25.5. then PI = 0.73 (LL-20) Equation of'U"Ane Vertical at LL = 16 to PI = 7 / ,•.� / then PI = 0.9 (LL-8) V OP MH�ROH & // MLOROL I i i i I CL-M , 10 16 20 30 40 50 60 70 '+0 90 100 110 LIQUID LIMIT (LL) #1286-93 Parcel #2107-122-08-004 � I� JOB NAME 00350Andorra ,Cordillera IKON PROP JOB NO, - _.. JOB LOCATION BILL TO DATE STARTED DATE COMPLETED DATE BILLED � / G CI� ti +Ncc �l �k v --- 3AL / It �'� � � /— v e 11 Lt> �PL J l JOB COST SUMMARY TOTAL SELLING PRICE TOTAL MATERIAL lo o TOTAL LABOR INSURANCE SALES TAX MISC. COSTS TOTAL JOB COST GROSS PROFIT LESS OVERHEAD COSTS % OF' SELLING PRICE NET PROFIT JOB FOLDER Product 277 ®® NEW ENGLAND BUSINESS SERVICE, INC., GROTON, MA 01471 JOB FOLDER Printed in U.S.A. e ` F � _ , • { L` J ' - i i - I i t < I i E 4 f E i - 1_ 0 i I i r _ f° f I i= • i= k E € f _ - - - : r - r - _ - - - _ _ - _ _ - - -04 -t- -- - 1 _ -- - --' _ - - - - �_ - - Ol57RI8UTI0N TEE • _ 1 � - - - -. 4� i PERF PVC PIPE DISTRIBUTION TEE , _ •-•-- _ - - _ - 1. • _ (2) 1.000 GALLON c° tT--------------------- - - - - - - - - - - - - - - - - - - - - - - OPTION TANKS, LOCATION HI AL WIT N SETBACKS `` _ , C 100'-0" L 100'-0 MIN 10 MIL PVC LINER ON DOWNHILL SIDE(S) TO SEPTIC TANK k SYSTEM P S ECIFICATIONS LOCATION: Lot 61 Filing 3 Cordillera Subdivision, I PERCOLATION TEST RESULTS SOIL PROFILE g d ion, Eagle County, 6. Filter: _ Colorado_ A layer of Mirafi 140F, or equivalent, filter fabric PROJECT NO. 94-30D5 DATE: 06/2/94 TECHNICIAN _ MW _ - = shall be placed over the grovel surface to prevent TEST HOLE N0. T TOTAL DEPTH 38-0 ks DEPTH TO = 0'- DESIGN CRITErA contamination from Infiltrating soils. WATER 220 to SAND; fine groined, silty, dayey READING CHANGE IN ELAPSED PERCOLATION E LATiON slightly gravelly, dense 1. Average Percolation Rate: 11.0 min Inch. TiME (mm) DEPTH (in) TIME (min) RATE (mkl/'In) 9h Y 9r y !" 7. Backfili: sl. or Dolt, sJ �oist-dry, brown- - Sod profile halo =excavated m proposed absorption area dark brown, revealed four feet of silty sand over weathered Backfdi surface shall slope to the North and should be - 08 00 10.5 _- N/A 0 N/A - sandstone and evoporite deposits_ Weathered zone Is contoured to blend with natural topography.Surface / ::.. :. • greater than four feet thick - 21.0 A t N/A 08:00 N S / g shall be covered with a minimum of 4 inches of 08:3 1 .9 3_S0 15 7.3 2'_ } topsoil. Surface shall be seeded with native grosses. 08:30 18.9 Z06 is 7 3 _ 2 Design Flow = 1350 gallons per day- g 08:45 17.4 1.56 15 9.6 09:00 15.9 1 .44 1 8. Surface Drainage: 5 10.4 f 3'- = Six bedroom, single family residence. With two persons 09:15 14.9 1.00 1S 15.0 - :.: per bedroom at 75 gallons per day per person, overage Surface draino e u hill from bed shalt be desi designed to 09:30 14.1 0.88 15 17.0 flow d rt }! h g 09:45 13.1 0.93 15 16.1 _ ive ow away a 09:45 24.1 N A 0 flow is 900 gallons per day- Multiply overage ay from t bed 4 - _ times 1.5 t tarn maximum (design) flow. / N/A 0 obtain ma ' ow. 10. 00 21.8 _ 2 32 _ 15 6.5 10 15 20.1 1.68 15 8.9 Ili. GENERAL: 10:30 18.5 1-63 15 9.2 SANDSTONE; weathered, tine gr olned, DESIGN DPELVCATIONS: Absorption Trenches 5'- 10:45 17.3 1.19 15 _ 12.6 / - poorly cemented, med. fwrd, slightly i. Absorption areas shall not be driven over or used for 11:00 16.1 1.18 15 12. moist, buff-i!ght brown. t. i - Required Trench Area: gardens or posture- 7 6,- /- 1350 20 iEST HOLE NO. . 2 TOTAL DEPTH 37.0 in DEPTH TO WATER 26.0 in - - � = 1208 sq It 2 Components of the system shall be constructed within I minimum set -backs outlined by Eagle County Health READING CHANGE iN ELAPSED PERCOLATION Recommended Dimension- Four Trenches, 3� x 100`Department. TIME (mm) DEPTH (in) TiME (min) RATE (minlin) , - 3. Septic tank shall be pumped and cleaned every tao years 08:01 9.5 N/A - 0 N/A _ <- Absorption bed shall be level, no less that 12 inches under normal use. 08:02 _ 225 N/A 15 N/A 8'- below the surface end located and constructed In 08:17 19.3 3-25 15 4.6 - - accordance with specificaleans containe d herein. 4. User should be aware that Excessive solid waste or 1.08:32 17.3 2.00 15 7.5 • , - 1- - - - � - � excesswaterflow tortdecrease the efficiency and _ 1.50 15 10.0 _ - Septic k 08: 47 t5 8 2 Tan possibly lead to premature failure of the system. Use 09 02 11.4 1.31 15 i1.5 of the garbage grinder should be minimized and leaking 09:17 13.6 0.88 15 17.0 (2) t,000 gallon tanks in aeries_ Tanks faucets and/or toilets should be repaired Immediately. 09: 32 - 12.9 0.62 15 24.2 I constructed on site (not recommended) shall be approved 09:47 12.3_ 0.69 15 21.7 - - b 9:47 226 NA N/A 00 - y Eagle County Heath Deportment prior to 5_ This system has been designed exclusively for the _ / 10:01 21.4 1.12 15 13.4 _ construction_ A prefabricoted tork is recommended. subject lot based on field testingand experience m Y P 10:17 18.5 : 294 13 - 5.1 Tank location is optional. Tanks should be located with similar conditions_ Construction shalt be 10:47 17-8 2.12 15 21.1 i within minimum setbacks in a location accessible for - - - ' I Inspected poor to backfillmg by the design engineer 10:47- 15.7 - 2.12 15 = 7.1 - _ future service. Baffle shall be removed to assure compliance with these specifications. 11:02 14-5 1.19 15 126 from 1st tank. � _ IV. MINIMUM SETBACKS: T 3. Drain Pipe: k HOLE NO. 3 TOTAL DEPTH 38.0 in DEPTH TO WATER 25.0 ih i 1 - Drain pipe shall be 4 Inch diameter perforated PV The following minimum setbacks have been established by P p p t C, Count eaDepartment. stances are given in READING CHANGE IN ELAPSED PERCOLATION _ ' placed at a minimum 0.4 percent slope away from Eagle y Health DttDi9 DEPTH mm TIME () in TIME min RATE min in distribution tees, along the tong feet- ( } (min) ( % } dimension of the bed. Pipes should be capped 08:04 - 11.0 N/A 0 - N - at the end. 08: - ! I SPRINGS POTABLE POTABLE 04 26-3 N/A 15 NA - 08:19 225 3.75 15 4.0 4. Distribution Tee: WELLS, WATER WATER DWELLING, 08:34 20.7 1-85 15 8.1 SUCTION SUPPLY SUPPLY OCCUPIED PROP. SUBSOIL- DRY SEPTIC 08:49 19.1 - 1.55 15 9.7 LINES LINE Flow shall be distributed to absorption laterals using CISTERN BUILDING LINE DRAIN GULCH TANK 09 04 17.8 t.33 15 11.3 - P g tee fittings as shown In the plan view_ Tee fittings - 09:19 16.9 0.86 1S _ _ 17.4 t I ABSORP- 09 shall be placed level - 21.8 34 16.2 0.69 1S { TiON 100 25 25 20 10 10 25 10 15 23.0 _ 09: 49 15.6 0.65 TRENCH _ 10:04 26.0 N/A 15 N/A 5. Gravel: 45 Cubic Yards_ 10:19 23.6 - 2.34 15 �r rrV r ,{ *r 1 6.4 s.7I1 ri PLAN I SEPTIC 50 10 25 S 10 tOs s -- 0.34 22.3 _ 1.33 15 - 11.3 1 10 Gravel shall be 0.5 to 25 inch diameter washed gravel TANK b 10 49 2t.t 1.24 15 121 - or crushed rock laced in a 12 inch to r mounded 11:04 20.0 - 1.07 75 14.0 - LOT 61, FILING 3, CORDILLERA SUBDI17SION P Ye 4 1 around the distribution laterals with o minimum of 2 4 inches above and 6 inches below the drain pipes as • Crossings may be permitted where pipelines are constructed 129/3.7 Indicates gouge reading before and after refilling hole. - w uc o _ 9 y p p p t ted f sufficient 40 9 9 9 i shown to the cross sectron_ strength to contain flows under pressure AVERAGE PERCOLATION RATE 10.52 I f 1 - - - - _ _ I 1 r. _ t F f , i - 1' - -- 1 F I - p i4 f- _ = t E. i i i= SHEET -1 OF 1 - _ F F / -_000, PROPOSED SEPTIC SYSTEM / (4) 3' x 54' INFILTRATOR TRENCHES / PH-2 9 INFILTRATORS PR-1 8 INFILTRATORS-- -1 • O( PERCOLATION TEST HOLES � SITE PLAN LOT 61, FLUNG 3, CORDILLERA SUBDIVISION \ \ \ TYPICAL CROSS SECTION \ \ CLEAN FILL MATERIAL INFILTRATOR i i i 9 INFILTRATORS � 8 INFILTRATORS / DISTRIBUTION TEE 1-(2) 1,000 GALLON TANKS, LOCATION OPTIONAL WITHIN SETBACKS 4" f SOLID PVC 4- f SOLID PVC t F O p STANDARD INFILTRATOR - a DISTRIBUTION TEE DISTRIBUTION TEE 10 i 54'-0" 54'-0" in TO SEPTIC TANK SYSTEM SPECIFICATIONS i SOIL PROFILE LOCATIONS Lot 61, Filing 3, Cordillera Subdivision, Eagle County, PERCOLATION TEST RESULTS Colorado. PPOJECT NO. 94-3005 DATE: 06/2/94 TECHNICIAN MW Bockfili 0•- DESIGN CRITERIA Backfill surface shall slope to the north and should be TEST HOLE NO- 1 TOTAL DEPTH 3&0 In DEPTH TO WATER 22-0 in SAND; fine grained, silty, clayey contoured to blend with natural topography. Surface READING CHANGE IN ELAPSED PERCOLATION slightly gravelly, loose-med. dense 1. Average Percolation Rote: 11.0 min%inch. shall be covered with a minimum of 4 inches of �1ME (mm) DEPTH (in) TIME (min) RATE (minAin) 1 - sl. organic. moist -dry, brown- dark brown, �SM). profile hole excavated in proposed absorption area Sod profilesoil. to asses. P Surface shall be seeded with native revealed four feet of silty sand over weathered 08:00 10.5 N/A 0 N/A sandstone and evaporite deposits. Weathered zone is 6. Surface Drainage 08:00 24.5 N/A 15 N/A greater than four feet thick. 08:15 21.0 3.50 15 4.3 2 Surface drainage uphill from bed shall be designed to 08:30 18.9 206 15 7.3 2 Design Flow = 1350 gallons per cloy divert flow away from the bed. 08: 45 17.4 1.56 15 9.6 09:00 15.9 1.44 15 10.4 Six bedroom, single family residence. With two persons 09:15 14.9 1.00 15 15.0 per bedroom at 75 gallons per day per person, average 09:30 14.1 0.88 15 17.0 flow is 900 gallons per day. Multiply average flow 09: 45 3445 13.1 24.1 0.93 N/A 15 0 16.1 N/A 4`times 1.5 to obtain maximum (design) flow. III. GENERAL: 10:00 27.8 2.32 75 6.5 70 10:15 20.1 1.68 15 8.9 1. Absorption areas shall not be driven over or used for 10:30 18.5 1.63 15 9.2 5 SANDSTONE; weathered, fine rained, DESIGN SPECIF14TIONS: Standard Infiitrator Trench System gardens -or pasture. 10: 45 _ 17.3 1.19 15 12.6 poorly cemented, coed. hard, slightly P Y d. 9 Y 11:00 16.1 1.18 15 127 moist buff -light brown. 1_ Required Trench Area: 2 Campo lB�s shall be constructed within _ 6._ (1/2) 1350 20) minimum a cycs�au#$»d by Eagle County Health Department TCST HOLE NO. 2 'TOTAL DEPTH 37.0 In DEPTH TO WATER 26.0 in �603 sq ft 5 READING CHANGE IN ELAPSED PERCOLATION 3. Septic tank shall be pumped and cleaned every two years I1ME (mm) DEPTH (in) TIME (min) RATE (minAin) 7'- 1 Recommended Dimension: Four Trenches, 3' x 54' under normal use. 08:01 9.5 N/A 0 N/A i. Standard infiltrator shall be level, no less than 12 inches 4. User should be aware that excessive solid waste or 08:02 225 N/A 15 N/A 8*- below the surface and located and Installed in excess water flow can decrease the efficiency and 08:17 19.3 3.25 15 4.6 accordance with specifications contained herein and possibly lead to premature failure of the system- Use 08:32 17.3 -200 15 7.5 and provided by the manufacturer. - -- - - '-'- _`--- --_-----ot-the-g arb der should b� minimized-as+d-leakm g �e 9"n 4' 08:47 15.8 1.50 15 10.0 2 Septic Tank: faucets and/or toilets should be repa'aed immediately. 3g 02 11.4 1-31 15 11.5 )9:17 13.6 0.88 15 17.0 (2) 1,000 gallon tanks in series. Tanks 5. This system has been designed exclusively for the D9:32 129 0.62 15 24.2 constructed on site (not recommended) shall be approved by Eagle County Health Department prior to subject lot on feel g and my experience with simi r eo ition_ ruction aoll be 39:47 39 47 12.3 22.6: 0.69 N/A 15 0 21.7 N/A construction. A prefabricated tank is recommended. insp el," Pri to b ling 4he design engaieer 0:07 0.3 27.5 18.5 1.2.9 15 15 13.4 5.1 Tank location is optional. Tanks should be located oP to assure c iwnae vrM these elfications. �P sP D:32 17.8 0.69 0.69 15 1.1 27.7 within minimum setbacks in a location accessible for '0:47 15.7• 2.12 15 7.1 future service. Baffle shall be removed '1:02 14.5 1.19 15 12.6 from list tank. fTOTAL 3. Infiltrator IV. MINIMUM SETBACKS: TEST HOLE NO. 3 DEPTH 38.0 in DEPTH TO WATER 25.0 in I The infiltrator will be a Standard Infiltrator with The fallowing minimum setbacks have been established by Eagle County Health Depar�rnent Distances are in READING CHANGE IN ELAPSED PERCOLATION dimensions of 34' x 75' x 12'. Infiltrator must given TALE (mm) DEPTH (in) TIME (min) RATE (min/in) be placed level in compliance with feet all manufacturers s specifications. 08: 04 11.0, N/A 0 N/A 18:04 26.3 N/A 15 N/A SPRINGS POTABLE POTABLE 38:19 225 3.75 15 4.0 4. Distribution Tee: WELLS, WATER WATER DWELLING, 18:34 20.7 1.85 15 8.1 SUCTION SUPPLY SUPPLY OCCUPIED PROP. SUBSOIL DRY SEPTIC 18:49 19.1 1.55 15 9.7 Flow shall be distributed to absorption laterals using LINES LINE CISTERN BUILDING LINE DRAIN GULCH TANK 09-04 17.8 1.33 15 11.3 tee fittings as shown in the plan view. Tee fittings 1 9:19 19:34 16.9 16.2 0.86 0.69 15 17.4 shall be placed level. ABSORP- TION 100 25 25 20 10 10 25 10 19:49 15.6 0.65 15 15 21.8 23.0 TRENCH !0:04 26.0 N/A 15 N/A 10:19 23.6 2.34 15 6.4 SEPTIC 50 10 25 5 10 10• 10• -- !0:34 22.3 1.33 15 11.3 TANK 10:49 21.1 1.24 15 12.1 i I1:04 20.0 1.07 15 14.0 • Crossings may be permitted where pipelines are constructed of sufficient 129/3.7 Indicates gauge reading before and after refilling hole. strength to contain flows under pressure. A4RAGE PERCOLATION RATE 10.52 i - i I { I I f k e REVISIONS DATE REMARKS I r 7/1/94 CHANGED TO'TRENCHES 9/7/94 CHANGED TO INFILTRATOR -e vs ` 0,5-►3._►1+ Akan � I - I � i I F F F. - I i I � Z LJ U Z Z . Cy 0 < Lit ; i [ V) Of C OI W m 8�.= ,t Ln }- ` 1.0 Q Q I cr- U W J O 1- -J o"a�� 0 z VJ Ld W a t r n V J I � t r_ i I < --a C- \ © ; �.a� I 1 i