The URL can be used to link to this page

Home My WebLink About375 McLaughlin Ln - 247106306013INDIVIDUAL SEWAGE DISPOSAL SYSTEM PERMIT EAGLE COUNTY ENVIRONMENTAL HEALTH DIVISION P.O. Box 179 - 500 Broadway • Eagle, Colorado 81631 �� Telephone: 328-87556 —I i YELLOW COPY OF PERMIT MUST BE POSTED AT INSTALLATION SITE. PERMIT NO. 1 5 64 740 Please call for final inspection before covering any portion of installed system. RETAIN WITH RECEIPT RECORDS APPLICANT / AGENT: OWNER: PERMIT FEE PERCOLATION TEST FEE RECEIPT # CHECK # (`Site Plan MUST be attached) I ISDS Permit # / .� � -1 APPLICATION FOR INDIVIDUAL.SEWAGE DISPOSAL SYSTEM PERMIT ENVIRONMENTAL HEALTH OFFICE - EAGLE COUNTY P. 0. BOX 179 EAGLE, CO 81631 328-8755/927-3823 (El Jebel) * PERMIT APPLICATION FEE $150.00 PERCOLATION TEST FEE $200.00 * * *_ MAKE ALL REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" PROPERTY OWNER: MJM Ltd. PHONE: 970 963-9778 MAILING ADDRESS: l300 Puppysmith #215-184 Aspen, CO 81611 APPLICANT/CONTACT PERSON- Robert Nicols PHONE: (_97n)963-9778 MAILING ADDRESS: 300 Puppysmith #215-184 Aspen, CO 81611 Hughes LICENSED ISDS CONTRACTOR: _Randy Hughes/Excavating PHONE: (g70)A6 - 004 COMPANY/DBA: Hughes Excavating ADDRESS: P.O. Box 606 Carbondale, CO 81623 *************************************************************************** PERMIT APPLICATION IS FOR: (X)o New Installation ( ) Alteration ( ) Repair *************************************************************************** LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Building Permit # (Q 3q(if known) Legal Description: Subdivision: Ruedi Shores Filing: Block:- Lot No. 2 Tax Parcel Number: 2 4 7 1- 0 6 3- 0 6- 0 1 3 Lot Size: 1 .O1 Acre Street Address: 0375 McLaughlin Road/Ruedi Shores Subdivision *************************************************************************** BUILDING TYPE: (Check applicable category) (x) Residential/Single Family ( ) Residential/Multi-Family*' ( ) Commercial/Industrial* Number Number Type _ of Bedrooms 3 of Bedrooms TYPE OF WATER SUPPLY: (Check applicable category) ( ) Well ( ) Spring ( ) Surface. (K� Public Name of Supplier: Ruedi Shores Homeowners Association *These systems quire desi by a Registered Professional Engineer SIGNATURE: =' Date: TO BE COMPLETED BY THE COUNTY AMOUNT PAID: RECEIPT #: 16.2,-19 DATE:�/Sx/f0 CHECK #: 316_07 CASHIER: �%� Community Development Department (970) 328-8730 Fax: (970) 328-7185 TDD: (970) 328-8797 EAGLE COUNTY, COLORADO December 6, 1996 Robert Nicols MJM Ltd. 300 Puppysmith #215-184 Aspen, CO 81611 Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-0179 RE: Final of ISDS Permit No. 1564-96, Tax Parcel #2471-063-06-013. Property location: Lot #2, Ruedi Shores, 0375 McLaughlin Rd., Basalt, CO. Dear Mr. Nicols: This letter is to inform you that the above referenced ISDS Permit has been 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, p� Heather Savalox Environmental Health Department Eagle County Community Development ENCL:Information Brochure Final ISDS Permit cc: files ,-community Development Department (970)328-8730 Fax:(970) 328-7185 TDD: (970) 328-8797 EAGLE COUNTY, COLORADO DATE: April 15, 1996 TO: Hughes Excavating FROM: Environmental Health Division Eagle County Building P.O. Box 179 500 Broadway Eagle, Colorado 81631-01 , 9 RE: Issuance of Individual Sewage Disposal System Permit No. 1564-96 Tax Parcel #2471-063-06-013. Property Location: 0375 McLaughlin Rd., Basalt, CO, Nicols residence. Enclosed is your ISDS Permit No. 156496. 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. Please call our office well in advance for the final inspection. 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 HEPVI ORTH — PAWLAK GEOTECHNICALe INC. 5020 Road 1 S4 Glenwood Springs, Co 81aoi 970-945.7098 970.945.84$4 Feosimils PAX TRANSMITTAL FORM TO: Pa/u A COMPANY: 95 S;�71 FAX NUM85R: `V� � 6SJOB NUMF�EAR: FROM: DATE: 41 (slq6 NUMBER OF PAGES: (including this page) MSSSAGE: --- if you experience any problems receiving this transmission, please call: SENT BY: rIC tJIUUI 1,11 QI.U1QK. 'JCU 4CL,II ICL•JVJ-a4J-04J4 P1N1 1J 7V i i •1G HU . V VV f . VL 14EPWORTH-PAWLAK GEOITC`.HLAICAL, INC. December 13, 1995 Revised April 15, 1995 Bob Nichols c/o Dan Muse 417 Main Street, Suite A Carbondale, Colorado 81623 5020 Road 154 Glenwuud Springs, CC) 81603 Fax 970 945-8454 Phnne 970 945.7988 Job No. 195 527 Subject: Subsoil Study for foundation Design and 'Percolation Test, Proposed Residence, Lot 2, Ruedi Shores, Eagle County, Colorado. Gentlemen: As requested, Hepworth-Pawlak Geotechnieal, Inc. performed a subsoil study and percolation test for foundations and septic disposal designs at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to Bob Nichols dated November 15, 1995. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. Proposed Construction: The proposed residence will be a single story log structure over a walkout basement level located in the building envelope shown on Fig. 1. Basement floor will be slab -on -grade. Cut depths are expected to be about 8 feet. Foundation loadings for this type of construction are assumed to be relatively light. If building conditions or foundation loadings are significantly different from those described above, we should be notified to reevaluate the recommendations presented in this report. Site Conditions: The site was vacant at the time of our field work. The lot is located on a steeply sloping southwest facing hillside. An existing dirt road traverses the northern portion of the site. The road was constructed using 2 to 3 foot cuts and fills. Vegetation on the site consists of. scattered aspen and spruce trees with grasses and weeds. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits at the approximate locations shown on Fig. I. The logs of the pits are presented on Fig. 2. The subsoils encountered consist of medium stiff to stiff sandy silt with gravel and scattered cobbles. About 3 feet of topsoil overlies the sandy silt in Pit 1: The topsoil had been removed in the area of the Profile Pit for the existing roadway. Results of swell consolidation testing performed on a relatively undisturbed sample of the sandy silt with gravel, presented on Fig. 4, indicate low to moderate compressibility under conditions of loading and wetting. No free water was observed in the pits at the time of excavation' and the soils were moist. fICN UUI LIIr aWI(2N UCU LCI-II IL.L^JU•.) Z- '+.J11r'I 1.J 7U IL-IG. 14U.UUU 1 .UU Bob Nichols December 13, 1995 Page 2 Foundation Recommendations; Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil designed for an allowable soil bearing pressure of 2,000 psf for support of the proposed residence. Footings adjacent to downslopes steeper than 2:1 could have reduced bearing capacity and should be evaluated at the time of construction. Footings should be a minimum width of 16 inches for continuous walls and 2 feet for columns. Topsoil, loose and disturbed soils and existing rill encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural subsoils. Exterior footings should be provided with adequate cover above their hearing elevations for frost protection. Placement of footings at least 42 inches below the exterior grade is typically used in this area, For footings above steep slopes, the frost depth should be measured perpendicular to the slope rather than vertically. 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 50 pcf for the on -site soil as backfitl. The lateral pressure given assumes a flat backfill surface and no hydrostatic pressure. For a 2:1 backslope, the design lateral pressure should be increased by 10 pcf. To resist sliding, the coefficient of friction on the bottom of footings is 0.45 and the passive pressure of fill placed around footings can be calculated based on an equivalent fluid unit weight of 300 pcf. Fill placed around footings to resist passive pressure should be compacted to at least 95 % of the maximum standard Proctor density. Floor Slabs: The natural on -site soils, exclusive of topsoil, are suitable to support lightly to moderately 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 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 can consist of the on -site soils devoid of vegetation, topsoil and oversized rock. H-P 020"MCH rIONUJU1 1,11f a 1 O.Yi VO IJ 1.0411 1 LL • JVJ ZP4 )-Q1+-A4 r1Nl 1.J JV 11 • 1J HU . VVV V . Vtl Bob Nichols December 13, 1995 Page 3 Underdrain System: Although free water was not encountered during our exploration, it has been our experience in the area that local perched groundwater may develop during tithes of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below grade construction, such as retaining walls and 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 1 'h feet. deep. Site Grading. The risk of construction induced slope instability at the site appears low provided the building is located as planned and cut and fill depths are limited. We assuine the cut depths for the basement level will not exceed one level, about 10 to 12 feet. Fills should be limited to about g to 10 feet deep; especially at the downhill side of the residence where the slope steepens. Embankment falls should he compacted to at least 95% of the maximum standard Proctor density near optimum moisture content. Prior to fill placement, the subgrade should be 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. Permanent unretained cut and fill slopes should be graded at 2 horizontal to 1 vertical or flatter and protected against erasion by revegetation or other means. 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. This office should review site grading plans for the project prior to construction. Surface Drainage: The following drainage precautions should be observed during construction and maintained at all times after the residence has been completed: H-P GEOTECH rlcNwUI bl I CILUi CM Qr,U LCl.11 1EA_ •JVJ—V4J_04J4 r1JJ1 1J hV 11^14 111U.VVV r.VJ Bob Nichols December 13, 1995 Page 4 1) Inundation of the foundation excavations and underslab areas should be avoided during construction. 2) Exterior .backfill should be adjusted to near optimum moisture and compacted to at least 95 % of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. Frce-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 ail 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. A swale may be needed uphill of the residence to direct surface runoff around the house. 4) hoof downspouts and drains should discharge well beyond the limits of all backfill. Percolation Testing: The results of percolation tests conducted at the site are presented in Table I. The test locations are shown on Fig. 1 and the log of the profile pit is shown on Fig. 2. The percolation rates varied from 11 to 20 minutes per inch with an average of about 15 minutes per inch. Based on our findings, the tested site is suitable for a conventional infiltration septic system. Lindtations: This report has been prepared in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no other 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. H-P GEOTECH FIGNIVVI 41Ira 'jiIar VcULC;i-I1 1CL•')U-j-74_- 44J4 1-1JjI 1J 7U 11.14 14U.UUU r .UCH Bob Nichols December 13, 1995 Page 5 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 reconunend on -site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the soil engineer. If you have any questions or if we may be of further assistance, please call our office. Sincerely, HEPWORTH - PAWLAK io y A amson, Jr., Reviewed By: b J Dania] E. Hardin, P.E. JZA/kmklro cc: Dan Muse - Architect Attachments M-P GEOTECH :UT -IICAL, INC. p0, RFGIS� 29707 "c:pwVI Lm aLuiat,, tic 1,cuti ILL JVJ.-7�i •J-44J•-F I-INI 1J 7V 11 ° 1J III . VVV r . V f LOT 3 4, !APPROXIMATE SCALFE C� �" = 50I /AEXISTING ',.... �., p•.3 ! ROAD 'r.p..•,48 PROFILE PIT BUILDING WT 2 d �t LOT �► f ��► EASEMENTS 195 52r 1 GEPT IRTH- AWL cK LOCATION OF EXPLORATORY PITS Fig. I 1 I IUIJ UJUI U I I I OL LU L QI`. UGU 1,UU11 I L- L- . JIJ J-4.0 V--#r 1 F I I-J rU I L - L-P 14U . VdU I . VC Y Pit 1 Profile Pit Q 0 WC= 15.8 43 Di}_ q 7 5 wc;:s.T .�• —200s 36 o 5 L,L= 30 ass a PI: 5 ca 10 10 Note: Explanation of symbols is shown on Figure 3. 195 527 HEPWORTH-PAWLAK Lags of Exploratory Pits Fig. 2 GEOTECHNiCAL, Inc. nt!VUUf-111 dWLdK UtUTtL11 ILL-OUJ'74D-04D4 myr 1J jo LEGEND: 11 --1a IVU . UUG r . U1j 1' TOPSOIL; organic sandy silt, soft, moist, dark brown. GRAVEL AND SILT (GM-ML); sandy, scattered cobbles, medium b denselmedium stiff, moist, reddish brown. 0 2 inch diameter hand driven liner sample. Disturbed bulk $ample. NOTES; 1. Exploratory pits were excavated on November 22, 1995 with a rubber -tired backhoe. 2. Locations of exploratory pits were measured approximately by pacing from features shown 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 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 (%) 195 527 I GEDTOGNMICA W cK Legend and Notes Fig. 3 t, I f 1 i--Awl u P, V G U .1 G L- 1 I I L L • U c f ., :J 'i J Q '+ J -F r-I fj I 1J .Z)u 11 • I 14U . VVG I- . IV LU U I 1, I I I OI W! U M V U U U U U I I 1-It, 1 L J _J V J. 1- 1 4J 1 Y U . V 11 V I . .L 1 .. , ..malaiiOM'Aft am Q z Li z LU LU „�rw �,i, sit roil i _� • vvv �-r� v ► •y nNl 1J 'V it 1 f iqu . VVo i . 1L P ; 1 HEI'WORTH-PAWL.A►K GEOTECHNICA1L., INC. Job No. 195 527 PERCOLATION TEST RESULTS TARILE 11 HOLE No. HOLE DEPTH (FICHES) LENGTH OF INTERVAL (MIN) WATER DEPTH AT BYAeRT OF INTERVAL NCHEB(INCHES) WATER DEPTH AT END OF INTERVAL DROP W WATER LEVEL (INCHES) AVERAGE PERCOLATION RATE (MIMANCH) P-i 50 is 10114 9112 3l4 20 A 112 $112 1 8 112 7 314 314 7 314 7 314 7 6114 314 P-2 48 15 wabsr added 10112 8 314 1 314 11 8 3/4 7 112 1 114 7 112 8 1 112 10 8112 1 112 8112 7 1 V2 7 5 314 1 114 P-3 51 14B water added 9 7 314 1 114 14 7 314 8142 1 114 9 7 314 1 114 7 314 8 114 1 112 0114 5 U2 314 5 V2 4112 1 Nobs: Pwoolation loot holn wer+s hand dug at Un bottom of shallow bagkhoe Fibs and soaked on November 27,1995. 'Toots wate performed on November 20, INS. 15b4-yb 'Tax1FL4/1-Uo3-Uo-U1J Lot#2 Ruedi Shores NIC#OLS G , JOB NAME - 0375 McLaughlin Rd. M 1 MLtd JOB 'NO. Basalt, CO JOB LOCATION BILL TO DATE STARTED G Iq DATE COMPLETED DATE BILLED Ll "L, 7 ,kal 9— & o Y P ,. - --- 11 ' .. xll� - j IH/7�1 -7� "6 yj,� Ad4C 7'�' 11A J B COST SUMMARY G �m � �� TOTAL SELLING PRICE TOTAL MATERIAL 1 TOTAL LABOR INSURANCE SALES TAX MISC. COSTS TOTAL JOB COST GROSS PROFIT LESS OVERHEAD COSTS % OF SELLING PRICE NET PROFIT JOB FOLDER Product 278 Q8 NEW ENGLAND BUSINESS SERVICE, INC., GROTON, MA 01471 ,SOB FOLDER Printed in U.S.A. 7iLA oi_C'`�Te 9