HomeMy WebLinkAbout611 Red Canyon Creek Rd - 194125202009INDIVIDUAL 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 INSTALLA TION SITE. PERMIT NO. 1883-99 BP NO. 12619 OWNER: RONALD MARTINI PHONE: 914-965-5020 MAILING ADDRESS: 40-20 EHI LANE, GREENWICH, CT 06831 APPLICANT: BOB KEDROWSKI PHONE: 970-949-4276 SYSTEM LOCATION: LOT # 5, RED CANYON ESTATES, WOLCOTT, CO TAX PARCEL NO. 1941-252-02-009 LICENSED INSTALLER: T. NOTTINGHAM CONSTRUCTION, TERE NOTTINGHAM LICENSE NO. 57-99 PHONE: 970-926-8079 DESIGN ENGINEER: LKP ENGINEERING, LUIZA PETROVSKA PHONENO. 970-926-9088 INSTALLATION HEREBY GRANTED FOR THE FOLLOWING: MINIMUM REQUIREMNETS FOR A 3 BEDROOM RESIDENCE i 1000 GALLON SEPTIC TANK 844 SQUARE FEET OF TRENCH ABSORPTION AREA, IF CHAMBERED UNITS ARE USED, 27 WILL BE NEEDED. SPECIAL REQUIREMENTS: INSTALL IN SERIAL DISTRIBUTION IN TRENCHES, WITH A CLEANOUT BETWEEN THE TANK AND THE HOUSE AND INSPECTION PORTALS IN EACH TRENCH. RAKE ALL TRENCH SURFACES TO PREVENT SMEARING OF SOILS, AND DO NOT INSTALL IN WET WEATHER. CALL EAGLE COUNTY FOR FINAL INSPECTION PRIOR TO BACK FILLING ANY PART OF THE INSTALLATION OR WITH ANY QUESTIONS REGARDING INSTALLATION. BUILDING TEMPORARY CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL THE SEPTIC SYSTEM HAS BEEN APPROVED. ' / ('� ENVIRONMENTAL HEALTH APPROVAL: /�I • d R.!! �X.(1 y DATE: "'6 J� 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 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. n 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: 844 SQUARE FEET (VIA 27 TNFTLTRATOR UNTTS INSTALLED CONCRETE S .PTT TANK: 1 000 GALLONS IS LOCATED DEGREES AND 9n FEET FROM THE CLEANOUT. SEE AS —BUILT DRAWING FOR SYSTEM COMPONENT LOCATIONS, COMMENTS: ENGINEER FINAL CERTIFICATION AND AS BUILTS RECEIVED JULY 26, 2000 THIS SYSTEM T LARGE ENOUGH TO ACCOMMODATE A 3 BEDROOM RESIDENCE. ANY ITEM NOT MEETING REQUIREMENTS WILL BE CORRECTED BEFORE FINAL APPROVAL OF SYSTEM IS MADE. ARRANGE A RE -INSPECTION WHEN WORK IS COMPLETED. ENVIRONMENTAL HEALTH APPROVAL Ax� DATE: JULY 28, 2000 Incomplete Applications Will NOT Be Accepted Oqt� a �� ' (Site Plan MUST be attached) ISDS Permit # 17,� 3 —79 Building Permit # /a-& / 9 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 $200.00 * * * MAKE ALL.REMITTANCE PAYABLE TO: "EAGLE COUNTY TREASURER" PROPERTY OWNER: MAILING ADDRESS: 5,0 APPLICANT/CONTACT PERSON: LICENSED SYSTEMS CONTRACTOR: CONTRACTOR: COMPANY/DBA : /' /V ****************** PHONE:, PHONE: �127411 PHONE: - PERMIT APPLICATION IS FOR: (*) NEW INSTALLATION ( ).ALTERATION ( ) REPAIR LOCATION OF PROPOSED INDIVIDUAL SEWAGE DISPOSAL SYSTEM: Legal Description: I -a T J Tax Parcel Number: Physical Address: BUILDING TYPE: (Check applicable () Residential/Single Family ( ) Residential/Multi-Family* ( ) Commercial/Industrial* tli2 b'S Lot Size: ategory) TYPE OF WATER SUPPLY: (Check applicable category) OO Well ( ) Spring . ( ) Surface ( ) Public Name of Supplier: Number Number Type _ of Bedrooms _ of Bedrooms *These systems require;design by a Registered Professional Engineer SIGNATURE: 4w f Date: *************************************************************************** AMOUNT PAID: r RECEIPT 0� DATE: CHECK #: f7/1 D CASHIER: 9�S$o'-o -CIi,U,� neu,C—to h-Y�-��.ec.c -� `f�..,sa-�eo�e�-f- (/�tic,P,u.af�,d,� a Community Development Department (970) 328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com EAGLE COUNTY, COLORADO DATE: July 14, 1999 TO: T. Nottingham Construction 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. 1883-99, Tax Parcel #1941-252-02-009. Property Location: Lot #5, Red Canyon Estates, Wolcott, CO., Martini residence. Enclosed is your ISDS Permit No. 1883-99. It is valid for 120 days. The enclosed copy of the permit must be posted at the installation site. Any changes in plans or specifications invalidates the permit unless otherwise approved. Also enclosed is the ISDS Final Inspection Completeness Form. The items on this form need to be completed before you call for your final inspection. Also, please note any special conditions which may have been placed on the permit. If all items are not completed, a reinspection fee of $42.50 must be paid before a reinspection is made. Please call our office well in advance to allow for scheduling of final inspection. Your building permit TCO will not be issued until final approval has been given for the ISDS Permit. 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 Enclosures: ISDS permit # 1883-99; ISDS Final Inspection Completeness Form Post -if Fax Note 7671 Date # of es To -(. From Co./Dept. Co. Phone # Phone # _ Fax # L/ _ /0 /1 1 Fax # Community Development Department (970)328-8730 FAX (970) 328-7185 TDD (970) 328-8797 Email: eccmdeva@vail.net http: //www.eagle-county.com July 28, 2000 Ronald Martini 40-20 EHI Lane Greenwich, CT 06831 EAGLE COUNTY, COLORADO Eagle County Building P.O.. Box 179 500 Broadway Eagle, Colorado 81631-0179 RE: Final of ISDS Permit #1883-99, Tax Parcel #1941-252-02-009. Property location: 1011 Red Canyon Rd., Eagle County, CO. Dear Mr. Martini: This letter is to inform you that the above referenced ISDS Permit has been inspected and finalized. Enclosed is a copy to retain for your records. This permit does not indicate compliance with any other Eagle County requirements. Also enclosed is a brochure regarding the care of your septic system. Be aware that later changes to your building may require appropriate alterations of your septic system. If you have any questions regarding this permit, please contact the Eagle County Environmental Health Division at (970) 328-8755. Sincerely, Janet Kohl Environmental Health Department Eagle County Community Development ENCL: Informational Brochure Final ISDS Permit cc: files A6101199 19:46 FAX 9704764901 FPS ARCHITECTS Q 01 Fax Cover Sheet Date: ,tune 1, 1999 To: Peggy / Eagle Co. Building Dept Fax: 328-7185 Re: Martini/Red Canyon Residence Sender: Dale Smith FRITZLEN PI E R C E SMITH A R C H I T E C T S Peggy, Attached is the Soils Investgation Report for the Red Canyon Residence submitted for Permit by Bob Kedrowski this morning. If you have any questions please call. Thanks. D 4W. Dale Smith You should receive 17 page(s) including this cover sheet. If you do not receive all the pages, please tali (974) 476-6342 Ext. 14. K.t9862-Martini\EaglcCounty\eaglecoWJ199 wpd Planning 0 Architecture • Interiors F,50 East Vz,i va.ley Drive Fallrioke C-1 ® Vail, CO 131657 a fog-5colorado.ne[ 0 fax i9701 47 6-4901 s (970W6-6342 ,06/01/99 19:46 FAX 9704764901 FPS ARCHITECTS 9 02 LKP Engim eering, Inc. SOIL AND FOUNDATION INVESTIGATION FOR PROPOSED RESIDENCE LOT 5, RED CANYON ESTATES MARTINI RESIDENCE EAGLE COUNTY, COLORADO PROTECT NO. 98135 SEPTEMBER 18, 1998 PREPARED FOR. - MR. DALE SMITH FRITZLEN PIERCE SNUTH ARCHMCI'S 1650 EAST VAIL VALLEY DRIVE, FALLRIDOE C=1 VAIL, CO 81657 P.O. Box 2837, Edwards. Colorado 81632 • (970) 9,26-9088 Tel • (970) i26=9089 Fax 06/01/99 18:46 FAX 910476490/ FPS ARCHITECTS Q 03 TATTLE OF CONTENTS EXECUTIVE SUMMARY 2 SCOPE OF STUDY 2 SITE DESCRIPTION 2 PROPOSED CONSTRUCTION 3 FIELD INVESTIGATION 3 SUBSURFACE SOIL AND GROUNDWATER CONDITIONS 3 FOUNDATION RECONtvIENDATI©NS 4 SLAB CONSTRUCTION 5 RETAINING'WAI.LS 5 UNDERDRAIN SYSTEM S SITE GRADING AND DRAINAGE 6 PERCOLATION TEST RESULTS 7 LAWN IRRIGATION 7 LIMITATION 7 FIGURES LOCATION SKETCH DRAWING NO. I SUBSURFACE EXPLORATION LOGS FIGURE NO's I - 3 SWELL -CONSOLIDATION TEST RESULTS FIGURE NO.4 PERBAE-TER DRAIN FIGURE NO. S PERCOLATION TEST RESULTS LKP Engineering, Inc. 06/01/99 19:46 FAX 9704764901 FPS ARCHITECTS 004 EXECUTIVE SUMMARY The proposed residence should be supported with strait shaft piers, with a minimum diameter of 18 inches, designed for an end bearing pressure of 20,000 psf. The piers should bear on solid bedrock and be socketed into the rock for a minimum of twice the pier diameter. See foundation recommendations. SCOPE OF STUDY This report presents the results of a subsurface Soil and Foundation Investigation for a proposed residence to be constructed on Lot 5, Red Canyon Estates, Eagle County, Colorado. The purpose of the subsurface soil and foundation investigation was to determine the engineering characteristics of the foundation soil and to provide recommendations for the foundation design, grading, and drainage. SITE DESCREMON Lot 5 is a 35.150-acre lot, in the Red Canyon Estates on the north side of Interstate 70, off Colorado Highway 6, west of Edwards, Eagle County, Colorado. The proposed building site is on the west side of the access road, about 170 feet south from Lot 6 and about 250'feet west from the access road. The proposed building will be located at the base of the steep hillside. A stream runs through the property, close and parallel to the access road. Vegetation on the lot consisted of grass and thistle on the flatter slope and sagebrush and brush with some rock outcropping on the steep slope. Drainage is to the east from the hillside, and to the south at the base. Lot 5 is vacant. Lot 4 to LKP Fingineering, Inc. ,06 /01 /99 19: 46 FAX 970476490.1 FPS ARMITECTS [a 05 3 the south is also vacant, while on lot 6 to the north, a house was in construction. PROPOSED CONSTRUCTION It is understood that the proposed residence will consist of a two-story wood frame construction without a basement. Loads are anticipated to be light, typical of residential construction. If the finalized plans differ significantly from the above understanding, we should be notified to reevaluate the recommendations of this report, . FIELD INVESTIGATION The field investigation was done on August 27, 1998. It consisted of drilling, logging and sampling three test borings. The first two borings were within the proposed building sites and the third boring was within the proposed leachfield. The drilling of the test borings was done with a fl- inch diameter continuous flight power -auger on a track rig. Soil samples for laboratory soil analysis and observation were taken at selected intervals. Samples were extracted by advancing "Califomia" sampler writh a 140-pound hammier, falling 30 inches. Summary of the soil profiles, values of the Standard Penetration Resistance, and depths at which soil samples were taken are shown on the Subsurface Exploration Logs, Figure No's I through 3. The test boring locations are shown on Figure No_ 1. SUBSURFACE SOIL AND GROUNDWATER CONDITION As shown on the Subsurface Soil Exploration Logs, Figure No's 1 through 3 the soil encountered was fairly uniform. Boring No. I had soil profile consisting of less than one foot of topsoil over reddish -brown ciaM- ray y sand to sandy gravel to 20 feet. At 20 feet weathered bedrock was encountered with a practical drill rig refusal at 22 feet. Boring No. 2 also had less than one foot of topsoil, over reddish -brown, clayey, gravelly sand to 10 feet, where weathered bedrock LILY Engineering, Inc. '06/01/99 19:46 FAX 9704764901 FPS ARCHITECTS 16 o6 4 was encountered. Refusal was encountered at 12 feet in boring number 2. The third boring had less than one foot of topsoil over reddish -brown, gravelly sand to a depth of 10 feet. Ground water was not encountered in any of the borings. Soil samples taken from the test borings were tested for swell/consolidation, natural moisture content, and natural unit weight. The test results are shown on Figure No. Four_ Review of the Indexes to Geological Mapping, Eagle County, Colorado, prepared by W. Charles S. Robinson & Associates, Inc., in 1975, shows that the underlying bedrock is Maroon Formation. FOUNDATION RECOMMENDATIONS The proposed residence should be supported with strait shaft piers imbedded into solid bedrock. A minimum pier diameter of 18 inches is recommended_ The piers should be designed for an end .bearing pressure of 20,000 psf and be socketed into the rock for a minimum of twice the pier diameter. According to the soil logs of the test pits and borings, the depth to solid bedrock varied from 12 to 20 feet. Pier drilling should be observed on full time basis, to verify the soil conditions. Each pier hole should be inspected before concrete placement. The bottom of each hole must be cleaned from loose soil and water. As a second alternative, depending on the design and grading plan of the proposed residence, which was not available at the time of our soil investigation, the proposed residence can be supported on conventional spread type footings and isolated footing pads. This_ alternative is applicable if the entire foundation is supported on the clayey -gravelly sand. For this alternative the proposed residence can be designed for a maximum allowable soil bearing pressure of 3000 psf and a minimum dead load of 1000 psf We recommend minimum width of 16 inches for the continuous footings and 2 feet for the isolated footing pads. Continuous foundation walls should be reinforced top and bottom to span an unsupported length of at least 10 feet. We recommend a minimum of 48 inches of backfill cover for frost protection of the footing subsoils. The foundation excavation should be observed by the undersigned engineer to verify that LKP Engineering, Inc. ,06/01/99 19:46 FAX 9704764901 FPS ARCHITECTS [a 07 5 the soil conditions encountered during construction are as anticipated in this report. The foundation excavation should be free from excavation spoils, frost, organics and standing water. We recommend proof -rolling of the foundation excavation. Soft spots detected during the proof -rolling should be removed by overexcavation. Any overexcavation within the proposed foundation, should be back&lled, in 8 iriches loose level lifts and compacted to 100% of the maximum dry density and within Z percent of the optimum moisture content as determined in a laboratory from a Standard Proctor test (ASTM D-698). A structural fill, placed under footings should be tested by the engineer or her representatives on regular basis. SLAB CONSTRUCTION Soil samples from the upper 9 feet exhibited low potential for swelling. Slab -on -grade constructed on the swelling soils can experience movement and cracking. Crawl space is the preferred alternative on swelling soils or slab on a structural fill of a minimum depth of 3 feet_ The concrete slab -on -grade should be reinforced and control joints scored according to the American Concrete Institute requirements and per the recommendations of the designer to reduce damage due to shrinkage. The concrete slab should be separated from the foundation walls and columns with expansion joints to allow for independent movement without causing damage. RETAINING WALLS Foundation walls retaining earth and retaining structures that are laterally supported should be designed to resist an equivalent fluid density of 65 pcf for an "at -rest" condition. Laterally unrestrained structures retaining the on -site earth should be designed to resist an equivalent fluid density of 45 pcf for the "active" case. The above design recommendations assume drained backfill conditions and a horizontal backfill surface. Surcharge loading due to adjacent structures, weight of temporary stored construction materials and equipment, inclined back:Ml and hydrostatic pressure due to undrained backfill should be incorporated in the design. Every attempt should be made to prevent the buildup of hydrostatic pressure behind the retaining wall. LKP Engineering, Inc. 06/01/99 19:46 FAX 9704764901 FPS AURCHITECTS la 08 UNDERDRAIN SYSTEM 1 To reduce the risk of surface water infiltrating the foundation subsoil, installation of a foundation perimeter drain is recommended. Also, without suitable drainage, a perched ground water condition can develop in a bedrock foundation soil. The foundation perimeter drain should consist of a flinch diameter, perforated pipe. The drain should be sloping to a suitable gravity outlet (or to a sump pump location) at a 1/4 inch per foot for a flexible pipe or at a 1/8 of an inch for a rigid pipe. The bottom of the trench adjacent to the footing should be lined with a polyethylene moisture barrier glued to the foundation wall. The drain pipe should be placed over the moisture barrier and covered with a minimum of 6 inches of -3/4 inch free -draining granular material. Geotextile (Murafi 140N or equivalent) should be'used to cover the free -draining gravel to prevent siltation and clogging of the drain. The backfill above the drain should be granular material to within 2 feet of the ground surface to prevent a buildup of hydrostatic pressure. In addition to the underdrain system described above, a Miradrain or a walidrain system should be constructed on the west foundation wall, against the steep hillside. A drainage Swale should also be constructed to collect and divert surface runoff away from the foundation soils. SITE GRADING AND DRAINAGE The rear of the proposed building is at the base of a drainage area. The drainage swale was dry at tl•.e time of our site visit, and probably is for the most part of the year, except during rainfall and snowmelt. The drainage pattern should be regraded to divert any possible surface runoff away from the proposed residence. Exterior backfill should be compacted at or near the optimum moisture content to at least 95% of the maximum standard Proctor density under pavement, sidewalk and patio areas and to at least 90% ofthe maximum standard Proctor density under landscaped areas. Mechanical methods of compaction should be used. Do not puddle the foundation excavation. The site surrounding the building structure should slope away from the building in all directions_ E4 minimum of 12 inches in the first 10 feet is recommended in unpaved areas, and three LKP Engineering, lnc. '06/01/99 19:46 FAX 9704764901 FPS ARCHITECTS oq 7 inches in the first 10 feet in paved areas. The top of the granular foundation backfill should be covered with a minimum of 1 foot of relatively impervious fill to reduce the potential of surface water infiltrating the foundation subsoils_ Surface water naturally draining toward the proposed building site should be diverted around and away from it by means of drainage swales or other approved methods. The roof drains and downspouts should extend and discharge beyond the limits of the backfill, PERCOLATION TEST RESULTS Within the proposed leachfield area, three percolation holes were dug. The holes were presoaked on September 2, and the test was run on September 3, 1998. An average percolation rate recommended for design is 11 minutes per inch. Copy of the test is appended to this report. LAWN IRRIGATION It is not recommended to introduce excess water to the foundation soils by installing sprinkler systems adjacent to the building. The installation of the sprinkler heads should insure that the spray from the heads will not fall within 10 feet of foundation walls, porches or patio slabs. lawn irrigation must be controlled. LIMITATION This report has been prepared according to locally accepted professional Geotechnical engineering standards for similar methods of testing and soil conditions at this time. There is no other warranty either expressed or implied. The findings and recommendations of this report are based on field exploration, laboratory testing of samples obtained at the specific Iocations shown on the Location Sketch Figure No. I and on assumptions stated in the report. Soil conditions at other locations may vary, which may not become evident until the foundation excavation is completed. If soil or water conditions seem LKP Engineering, Inc. OS/01; 99 19:46 FAX 9704764901 FPS ARCHITECTS 0 different from those described in this report we should be contacted immediately to reevaluate the recommendations of this report. This report has been prepared for the exclusive use of Fritzlen Pierce Smith, for the specific application to the proposed residence on Lot 5, Red Canyon Estates, Eagle County, Colorado. Sincerely, LKP ENGINEERING, 29526 LuizaPetrovska, PE �`►';•...... E; President k""ON a�►�t C\OF*FICM VPWIMWFIWCMWJ35M.M LKP Engineering, Inc. '06/01/99 19:46 FAX 9704764901 FPS ARCHITECTS fall - SITE Pt AN &ICIIiZE7 F'ROU A SKETCt+ BY 7.ALE SMITH 1: CIVIL/GEOTECHNICAL�� )P) En ineerin Inc L--{ P O. Box 2837 Edwords, CO 81632 tO (970) 926-9088 fox (979) 926-9089 L0CATION -SKETCH LOT 5 PED �-4J%'YCV ESTATES MµR IM 7E5+DVIC£ EAGLE COAT)% COLORADO PREPARFP FOR - FPS ARCHITECTS OT 7 P401£CT 110.- 98135 SCA[F.' DA M DAAWNC NO l 'f1 .1 /01/90 19:46 PAX 9704764901 FPS ARCHITECTS C�12 d:: _ — - BORING NO. i DATE DRILLED: August 27, 1996 ELEVATION: S S Y A DEPTH BLOWS M M DESCRIPTION OF MATERIAL LABORATORY FEEr PFItFr. B P AND SAMPLE LOCATION TEST RESULTS O L L $ ti Reddish-broWnr clayey, gravelly 19/12 Sand DD=106.5 ---5 Reddish -brown, gravelly sand — to sandy gravel — l0 26/12 0 - -- s 26/12 0 ---1 — 50/6 p — 20 -- Weathered Sandstone Bedrock 7.0 Gro-m--nO _ Refusal on bedrock at 22 feet No Ground Water — Encountered ----- 30 -- 35 LEGEND: 0 2-inch O.D. California Liner Sample (mlatively undisturbed sample) ■ 1-3/8-Lich I.D. Split Spam Sample (disturbed sample) 24112 Drive sample blow count Indicates thin 24 blows of a 140-pound hammer falling 30 inches were required to drive the Califomia or the Split Spoon Sampler 12 inches. DD Natural Dry Density (pd) NIC - Neural Moisture Content (°.6) -200 - Percent passing No. 200 sieve LL Liquid Limit PI 'Plastaty Index REMARKS PRO.OEt;TNO. 98135 LKP ENGWEERING, VI C. SUBSURFACE EXPLORAT ON LOG FIGURE NO. 1 06/UL/99 19:46 FAX 9704764901 FPS ARCHITECTS �j13 =r.'C BORING NO. 2 DATE DRILLED: August 27, , 1998 ELEVATION: S g DEPTH SLdWd Y M n Fd DESCRIPTION OF MATERIAL LABORATORY REMARKS Mr PER FT. e P � AND SAMPLE LOCATION TEST RESULTS o L L E Reddish -brown, clayey - gravel ly sand 5 4/12 — 5/12 DD=118.4 pcf o - 2.0% to No Ground Water Refusal on bedrock at 12 feet — Encountered —13 — 20 —25 ---- 30 — 33 LEGEND: G 2-inch O.D_ California Liner Sample (relativc!y undLorbed sanVe) ■ 1-3/8-inch F.D. Split Spoon Sample (disturbed sample) 24.' L 2 Chive sample blow taunt. Indicates that 24 blows of a 140-pou nd hammer fallutg 30 i1'iclw were required to drive the fa Mrnia or the Split Spoon Sampler 12 inebe L DD - Natural Dry Density (pd) MC - Nstnral M06-tun Content -200 - Paoerd passing Nu 200 sieve LL - Liquid Limit PI Ftastiacy index PROJECT No. 98135 LKP ENGMEMG, INC- SUBSURFACE EXPLORATION LOG FIGURE NO. 2 /01/99 19:46 FAX 9704764901 DATB 0890tvm., August' 27, 1998 FPS ARCHITECTS SOIL PROFELE '= Y - 37ESCRIPTtONOFMATERIAL M ry = FEET a - AND SAMPLE LOCAnoN 0 L R-ddish-brown, gravelly sand Bottam of Boring .3 2p LOORATORY TEST RESULTS Ground Water @14 pROrsCT NO. 98135 LI{P ENC' YN FRYNr, MC. SUBSURFACE EXPLORATION LOG UB/Q1:9�1 19:46 FAX 9704794901 3 _O M C • O ►c E v� 0 3 3 t 2 a o O r-j FPS ARCHITECTS LKP_ Engineering, Inc. 015 Project No. 98135 Figure No. 4 miniSample I oil � iris -gravelly sand -1rom Boring No. I at 4 feet Natural Dry Unit Weight 106.5 pef �II�NINrI���III�IAI' dl II■�1111111 �I��IINI�1111111 10 lot APPLIED PRESSURE — ksf Sornpl& of clayey —gravelly sard—f—,, NOt"ral Dry Unit Weight 118.4 -;of '06/01/99 1.9:46 FAX 9704764901 FPS ARCHITECTS fd) 16 ;A4pE R ✓IOUS "01 TUBE ---� BARRIER' Q UEO TO THE FOul,-DA TIN WALL f l I GR/ 6 c L THICKNESS SHOULD BE —� A T LEAST 8 IIVCHFS AND SHOULD INI^kEASF IF HE 4 BIER SEEPA(-E IS AN TICIPA TED SLOPE AW4 Y FP044 RUIZDINO - COVER BACYFILL WI TH ONE FOOT OF RELA Rl/EL Y IMPERV70US SOIL GRANULAR FILL o o nY,�� C IVIL/GEOTECRNICAL I LIl'P` Engineering-, .,� Inc. P.O. Box 1452 Avon, CO BIC20 !e (37 E27-9088 I;x.(970) 82'-9089 FIL TE;R FABRIC (IVIRAR 14621V OR EOUI VALEN'T) COARSE GRA vFL, 314 INCH DiAM. WITH LESS THA/V 59 FINES 4-INCH DIAMETER PERFORATE.O PIPE SLOPED TO A SUI TABL E OUTLET A T f14 " PER FOO T FOR FL F.kIBLE AND .4T 1, `8" PFR FOOT FOR RIG0 PIPE PERIMETER DRAIN !.,T 5. RE0 CA'JYCW ES TA TES w-ATm RESjCRiCE EAC(E COUNTY. COLORADO F,'iEPARED FOR FPS ARCHITECTS 98f 5 TS c9- 18-98 F+GURE NO. � '06/01/99 1.9:46 FAX 9704764901 FPS ARCHITECTS ZIT LISP ENGINEERING., INC. P.O. Box 2937 Edwards, CO 81632-2837 (970) 926-9088 Fax (970) 926-9089 PERCOLATION TEST RESULTS Location: Lot 5, Red Canyon Estates Client: 1N1:r. Dale Smith Martini Residence Fritzlen Pierce Smith Eagle County, Colorado 1650 East Vail Valley Drive Failridge C-1 Vail, CO 81657 Project No.: 99135 P-1 P-2 P-3 M EMEPTH 31.4/16" 26" 32-2/16" 10 7-3116" 1-14116" 6-7//16" 1-3116" 8" 1-14116" 10 8-10/16" 1-7/16" 7-7/16" 1" 9-10/16" 1-IO/16" 10 10-1/16" 1-71I6" 9-71/16" 1" 11" 1-6/16" 10 11-1/16" 1" 9-4/16" 13/16" 12-2116" 1-2/16" 10 12-1/16" 1" 10" 12/16" 13-4116" 1-2/16" 10 13-1/16" 1" 10.12/16" 12/16" 14-6/16" 1-2116" 10 14-1/16" 1" 11-9/16" 12/16" 15-8/16" 1-2/16" PERC RATE 10 MINIINCH 13.3 NOWINCH 9.9 M NALNCH AVG PERC 11 MINUTES PER INCH Average Percolation_ Hole Diameter- 8 Incises Holes Dug and Presoaked: August 27, 1998 & September 2, 1999 Test Run: September 3, 1998 -­­WWW tW.d_Kj j f LIX[Criftl Engine C ,Iuly 26,2000 Ms. Stephanie Lord Irritzlen Pierce Architeets 1050 Fast Vail Valley Drive, Vail, CO 81657 Dear Stephanie: At the request of Tere Martini Residence at Lot 5, was to inspect the installation They installed the svvys 9813 5SD,IDWG, dated July 21,,.. drawing. They installed 1000r Twenty-seven, Stand each. The infiltrators were co 4W inspection ports were installcd.,-4 mare. All piping was SDR-35, prol i I e in the trenches was con f f you have any questi SincerelyNF, LKP Eagineelcw 4uiza/P=vsk:. rAut U1 Project ftVSM 0& Sydem Permit No. /IDT: : July 21 20 i, Ea le g-CU10, nPliance wi 960 m was o. *011", tubers were wed 41stance from Me depth of th i6e soil descri Ce not hesitate to , cc: Ms. Heather Savalox, > l;nvironrnental 40.. 1MvFi1es%carddad%WPD0CM9S1 35051NM P.O. Box 2837, Edwards, 40b*W­`,.5J" 0) 92&9088 H Vrrv* tn' M7-�MDM T1 11 —=_—;3rAfAM LIC:n A.- Ej=e%i -ru tho -oorAftuction site for the The pUrpose of our site visits Fzterk-iWiM Drawing No. gm tho iftched as-bui It iota moic tank. iii treiieles with 9 Infiltrators ifil*AWr of each trench, :6f tho4eichas, was 9 feet or � two.'three feet. The soil i.,hole'log. E-mail: lkpeng@snowcqp,net c, r r c�.r cc.vu 1V. c. c� 7 r V-7GO-7V47 LY�I-' CIYLl1IYCCISIIYU� 11Y1� iF�Ut b1 --..—__._-��o• .-w'�. .'a;�� ,� _ �. �� I;�a� •� ' I' ;.'�, ' .-tip=" _..._ ,,.,.. ,. UILO NG WIC TANK 7 xM � '4 • M 7 TER RTC Y`` \ �•. 1 clu - aapr�cr Nr�.: 9f31.�.5 i "� CIVIL/G�A"f' NN3CIkk:•',: s.p NYt N'ESTiST£S— t' }• 7 Rf1 " . CREEK ROAD �a. P ,�X. gin a e.�"'.�n , -> . ITS C. ,EAa COlWNTY, COLOffiWO na FF: -"r)7- � - aoU I , �+!4 Fes` . ' 1 P.p. Box 2837 Edw,orde.',W'•81632 F%'I . CE` .s4,iRCIfd'�' C�'•s' bmA Afa — �- to (97c7} 926M9�&6.- '��k;. p . 6,90E39 n 11 I.IcI-ti ra-z. CDOorn rn. Cnr_I C: r�i`fiR ' u�rl' Y.t� ' . - -,> ".. r,.,.•-�. -, 1883-99 Tax# 1941-252-02-009 g Lot #5, Red Canyon MART NI ti r 6 J JQB NAME Estates (Oli J �u f ,r 'A 3v Wolcott JOB NO. - LOCATION I DATE STARTED i r ./2. �' 1001 AIL 1 , - i i �� 0119 1 / • •SUMMARY VIA ��.✓ice/_' ,117-�Amw TOTAL TOTAL MATERIAL Ard 0 y ! /' I / -■ MISC. COSTS MON91 mit TOTAL COST GROSS007 PROFIT�s LESS OVERHEAD NO �■ JOB FOLDER Printed In USA